CN102660944A - Equipment and method for constructing high-pressure rotary jet stiffening pile by using ribbed drilling method - Google Patents
Equipment and method for constructing high-pressure rotary jet stiffening pile by using ribbed drilling method Download PDFInfo
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Abstract
The invention relates to equipment and a method for constructing a high-pressure rotary jet stiffening pile by using a ribbed drilling method. The technical scheme is that: the equipment comprises an end bearing plate which is adjacent to a bearing; the bearing is provided with a protective cover; and a tapered propelling body is arranged on the non-bearing side of the end bearing plate. The equipment also comprises a vibroflot on one side, which is not provided with a drive drill pipe, of a power head. Due to the adoption of the technical scheme, the equipment and the method have the beneficial effects that the bearing is effectively protected; the protective cover is arranged outside the bearing, so that sand cannot enter the bearing; the sectional protective cover has a splicing surface which is a folding surface, and can be split through the splicing surface; the bearing can be replaced, and the sand and the like can be effectively prevented from entering the bearing through the folding surface; the tapered propelling body is arranged on the non-bearing side of the end bearing plate, so that obstacles on a propelling path can be effectively eliminated, and the end bearing plate can be smoothly propelled to finish construction; in addition, the vibroflot is arranged, so that the stratum on the propelling path can be effectively loosened, and the construction can be smoothly finished; and manpower and material resources are saved, work hours are reduced, complex procedures are eliminated, and pore-forming, rib insertion and grouting can be finished at one time.
Description
Technical field:
The present invention relates to the civil engineering field, relate in particular to the band muscle and creep into the method high-pressure rotary-spray pile driving construction Apparatus for () and method therefor of putting more energy into.
Background technology:
Anchoring at first produces in the class development & construction of ore deposit, and is ripe in railway, highway and water conservancy etc. are built again.Along with continually developing of the underground space, anchoring has obtained extensive use at building field again.Anchoring is divided into detrition rock bolting and soft soil anchoring at present.The rock pore-forming equipment has gaslift formula hammer drill, gaslift formula down-the-hole drill and geological drilling rig equipment etc.The soft soil pore-forming equipment has equipment such as spiral jumbolter, self-tapping screw type jumbolter (the direct screw type of not slip casting is fixed) and luoyang spade.The anchoring reinforcing rib has plain bars, prestressed reinforcement (steel strand) and other new material.The anchor hole packing material has neat slurry, cement mortar and other chemical fill.
In recent years, jet grounting had been obtained breakthrough in anchoring fields such as building, subway and geological hazard controls.The rotary jet stirring stake of putting more energy into is at first used and is promoted at building field by the powerful Foundation Design in Shanghai company.
It was main that rotary jet stirring puts more energy into that stake stirs with the three wings alloy bit before this; With two 60 ° of churnings in alloy nozzle spray angle off-axis the place ahead is to assist to process pile body, unloads alloy bit after pile body forms, and the steel strand guided propeller is installed; Drilling rod does not rotate; The end tray that steel strand will be carried in jointed rod limit, limit is shifted a design stake end degree of depth onto, mends the slurry sealing of hole at last by the drilling rod of eradicating out then, adopts above technological process and the anchoring pile processed is called the rotary jet stirring stake of putting more energy into.
Rotary jet stirring put more energy into the stake solved the hole problem of collapsing in the spiral jumbolter pore forming process, solved the hypodynamic difficult problem of soft soil anchoring tension with rotary churning pile enlarged footing characteristics again.Rotary jet stirring put more energy into the stake be the revolution of more weak soil body anchoring, its many-sided superiority has obtained confirmation in practical application.The extensive use in the East China has at present almost completely substituted the anchoring of conventional helical formula jumbolter.
But the rotary jet stirring anchor pile construction of putting more energy into needs the place of innovation below also having
1, the alloy bit rate of penetration is fast, the workpeople overcharge in order to drive plan into, just accelerate rate of penetration unconsciously, rate of penetration is accelerated, when the high-pressure slip-casting pump pressure did not also reach design load, single 3.0m long drill pipe had advanced and has finished.Vertically under the condition of the punching failure soil body, the pile body structure can only be the bulky grain crumb structure under the stirring action, rather than the subparticle block structure under the effect of high-pressure rotary-spray punching failure for so fast and two nozzles in rate of penetration.The pile body cement factor that contains the bulky grain crumb structure is few, and the pile body architecture quality is poor, when its pile body structure is carried the end tray of steel strand in the secondary propelling; Advance easily and be obstructed, when propelling is obstructed, workman's passive rotation drilling tool; Steel strand are wrapped on the drilling tool, and drilling tool is compelled when serious scraps in the hole, purchases drilling tool again; Again system stake, thus the duration prolonged, increased cost.
During steel strand tension, pull out whole pile body easily.This phenomenon can cause the prolongation of duration, the increase of construction costs, the damage of corporate image.
2, advance drilling tool twice:
For the first time advancing drilling tool is for the rotary jet stirring pile, and advancing drilling tool for the second time is in order to send into projected depth to the end tray that carries steel strand.The high-pressure rotary-spray pile driving construction requires drilling tool to twist very tightly, and not so the high pressure cement slurries can penetrate and wash out drilling rod, and the drilling rod of tightening can make dismounting drilling tool difficulty, and almost every drilling rod all will be pounded pine with sledgehammer.The drilling tool tension can reduce the application life of hydraulic motor and unit head, and twice propelling drilling tool can increase the depreciation cost and the maintenance cost of equipment, also can increase working strength of workers, also can prolong the construction period.
3, system stake overall process gunite:
The overall process gunite owing to the stake footpath that rate of penetration causes soon is little, makes superfluous water mud along outside the drilling tool tap hole, causes the waste of a large amount of cement pastes, makes construction costs raise.
4, free section cover pvc pipe:
The pile body that is come out by integral tension is dissected the back discovery, be full of cement between free section pvc pipe and the steel strand.The non-bending steel cable of manufacturer production has been full of butter between PVC crust and steel strand.The auspicious department store stretch-draw of Suqian, Jiangsu Khellinum experiment confirm, still there is certain bond stress in the non-bending steel cable of manufacturer production, and the steel strand and the contrast of naked steel strand tension value of same length cover pvc pipe do not have notable difference.
So there is very big skill in traditional handicraft Art prejudice is because have only the non-bending steel cable of manufacturer production could become freedom to a certain extent Section, the steel strand of general cover pvc pipe not only can't accomplish the end in view, and have also quickened slip The cracking of face.
Most important: traditional jumbolter and rotary jet stirring are put more energy in the stake equipment pore-forming work progress, and the sand constructional difficulties is heavy, because the flowability of sand; Often bury the resistance construction equipment, make its operation difficult, can burn motor when serious; The drilling rod impenetrable construction state that can't get out occurs through regular meeting, therefore drilling rod is scrapped, and has caused a large amount of economic losses and the waste of human and material resources; Waste man-hour, the construction in part sand location can influence the construction speed of whole project, because the flowability of sand; The construction ground layer can't pore-forming, and reinforcing bar can't insert, and mortar can't pour into.
The put more energy into construction equipment of stake of traditional rotary jet stirring, adopt the precession on one side of rotary jet stirring drill bit on one side the inject high pressure cement paste be made into flexible pile body; The drill bit that adopts is a three-wing bit; The course of work is that the process of placing steel strand is separated as an independent process, carries out aperture slip casting subsequently again, causes the middle part that hole is arranged easily, and has following shortcoming:
Labor intensive; Speed of application is very slow; Mechanical wear is very fast; Lose time; Drill bit and drilling rod are difficult to change; Operating process is numerous and diverse, and program is very many; Be not easy to clean; Need very high professional level.
Churning is put more energy into pile driving construction equipment in the stratum work progress that layer of sand etc. is difficult to construct; Bearing can not get good protection, causes that sand often gets into bearing inside, makes its rapid wearing; The steel ball rotational resistance increases, in addition can occur the bearing inner rotator stop roll or overstep the limit.Thereby cause steel strand to be wrapped on the jar rod because of the frictional rotation of end tray; In addition, under the harder situation in stratum, the churning pile driving construction equipment apex point of putting more energy into does not have hard material and puopulsion equipment, so advances difficulty in the work progress; Make the churning pile driving construction of putting more energy in than hard formation, can't realize.
Summary of the invention:
Goal of the invention:
For a kind of equipment is provided, this equipment can the multiple operation unification, easily is used for all conventional stratum such as mud, mucky soil, stream and moulds, softly moulds or plastic cohesive soil, silt, loess, sand the construction of grounds such as plain fill and gravelly soil.
In order to reach as above purpose, the present invention takes following technical scheme: comprise the end tray, said end tray is in abutting connection with bearing, and said bearing has protective cover.
The further technical scheme of the present invention is: said protective cover is divided into sliceable two parts, is bearing protective cover back cover and bearing protective cover fore shell.
The further technical scheme of the present invention is: the Mosaic face between said bearing protective cover back cover and the bearing protective cover fore shell is the folding face.
The further technical scheme of the present invention is: the adjacent surface of said folding face is 90 degree angles, is multistage folding face.
The further technical scheme of the present invention is: the non-bearing side of said end tray has the taper pushing body.
The further technical scheme of the present invention is: also comprise being positioned at unit head, the installation shaft that bearing and its protective cover can be installed is installed on the jar rod that unit head stretches out.
The further technical scheme of the present invention is: also comprise the vibrating impacter that is positioned at non-jar rod one side of unit head.
The further technical scheme of the present invention is: also comprise removable drill bit segment, removable drill bit segment has more than one nozzle, and said nozzle distributes around the axis 360 deg of removable drill bit segment.
The further technical scheme of the present invention is: the non-same cross-sectional distribution at removable drill bit segment cross section of said more than one nozzle.
The further technical scheme of the present invention is: said removable drill bit segment also in abutting connection with dismountable apex point section, has first nozzle on the said apex point section.
The further technical scheme of the present invention is: said apex point section comprises apex point, and material is a hard wear-resistant material.
The band muscle creeps into the method high-pressure rotary-spray pile construction method of putting more energy into, and it is characterized in that: comprise following steps:
■ put more energy into material with the end tray be connected;
■ relies on drill bit to creep into, and drives the end tray and in the stratum, advances, and sees in the material of putting more energy in passing; But the bearing of end tray adjacency makes jar rod drive the bearing rotation holds tray not change that the material of putting more energy into advances under the situation of not twining;
The ■ limit advances, the marginal not slurry.
The further technical scheme of the present invention is: said end tray relies on the taper pushing body to push the obstruction that advances on the path open to advance or add that vibrating impacter is that device provides the impulse force amount of shaking of advancing to advance drill bit to advance.
The further technical scheme of the present invention is: make device in the hardpan construction, can conveniently advance at installation hard wear-resistant material on the apex point section or/and adding protective cover on the bearing.
Adopt as above the present invention of technical scheme, have following beneficial effect:
1, become the three wings alloy bit and be no wing drill bit:
Become microparticle to soil body punching failure, abundant and cement paste generation physical-chemical reaction forms gelinite and then forms crystallizatio pole, and it is big that stake simultaneously directly becomes.Owing to carry the resistance of the end tray of steel strand, the workman has thought quickly not, makes rate of penetration reduce, thereby the stake footpath increases.The stake of putting more energy into is compared with rotary jet stirring, has only churning not stir, and the cement-soil crumb structure disappears, and the pile body architecture quality is good, and workmanship is controlled easily.
Becoming twice advances drilling tool into once advancing drilling tool: on no wing drill bit, bearing has been installed, bearing is a core component of the present invention.No wing drill bit changes with the power drilling tool rotary, and the upper and lower dish of bearing is motionless, wherein between rotor on upper and lower dish track, rotate with the rotation of power drilling tool.No wing drill bit is inlayed alloy nozzle foremost, and the high-pressure spray punching failure soil body of rotation forms the stake hole of certain diameter.Carry steel strand vertically-displacable end tray under the effect of bearing, do not rotate, do not do screw and directly follow up, make steel strand not twine drilling tool, advance drilling tool into once advancing drilling tool thereby realized becoming twice with the rotation of power drilling tool.Compare with the rotary jet stirring pile work method of putting more energy into, the realization of this worker's method makes labor strength reduce one times, and the drilling tool wearing and tearing of machinery reduce one times, pile time decreased 1/3rd, and pile stake footpath, quality have obtained guarantee.It is more than at least four times of traditional jumbolter pile efficient that the band muscle creeps into a method high-pressure rotary-spray pile efficient of putting more energy into.
3, become a free section slurry jet and be water jet: during constant pressure, water jet is penetrated than the slurry jet can be big, and it is big that its pore-forming aperture becomes, and cement-soil emits the slurry nature to replace to be full of free section water and soil slurry, to emit pulp-water earth intensity also very big behind the anchoring section cement paste high-pressure spray pile.The innovation of this jet character makes cement use anchoring section and bottom, enlarged footing position, i.e. " good steel is used on the blade ".The stake footpath at enlarged footing position increases, and can make end tray position confined pressure increase, thereby make the pile body shear strength improve.The stake of putting more energy into is compared with rotary jet stirring, and cement waste reduces, and the total cement amount of single pile reduces.
What 4, become the cover pvc pipe has the non-bending steel cable of bonding steel strand into manufacturer production: the non-bending steel cable of manufacturer production has been full of butter between PVC crust and naked steel strand, thereby has avoided the immersion of cement grout.However, still there is certain bond stress in non-bending steel cable, must remove the bond stress of free section during stretch-draw.The steel strand of free section cover pvc pipe have been full of cement between pvc pipe and the naked steel strand, and experimental result and not overlap the naked steel twisted-line tension-force of pvc pipe almost equal has lost free section implication.The naked steel strand of anchoring section and end tray are disposable warm fully with cement grout in formation of pile; No secondary disturbance; With rotary jet stirring put more energy into the stake compare; Disposable complete warm no disturbance and the bond stress that forms will be higher than that secondary behind the pile certain hour advances steel strand and the incomplete fusion that produces hole, and physicochemical properties change and the bond stress that forms.
Most important: effectively protect bearing, sand cannot be entered, because there is protective cover its outside, the protective cover of segmentation is the Mosaic face of folding face through it, can take apart, and bearing can be changed, and the folding face can effectively prevent the entering of sand etc.Because the non-bearing side of end tray has the taper pushing body, can effectively get rid of the obstruction that advances on the path, make it to make smooth advances, accomplish construction; Add vibrating impacter in addition, can effectively become flexible the stratum that advances on the path, make construction smoothly.Save human and material resources, save man-hour, omit numerous and diverse operation, make pore-forming, joint bar, slip casting disposablely to accomplish.
Description of drawings:
In order to further specify the present invention, further describe below in conjunction with accompanying drawing:
Accompanying drawing is the structural representation of invention:
Wherein: 1. unit head; 2. vibrating impacter; 3. jar rod; 4. bearing protective cover back cover; 5. bearing protective cover fore shell; 6. bearing; 7. installation shaft; 8. removable drill bit segment; 9. second nozzle; 10. first nozzle; 11. apex point section; 12. apex point; 13. end tray; The material 14. put more energy into; The material locking device 15. put more energy into; 16. taper pushing body.
The specific embodiment:
Below in conjunction with accompanying drawing embodiments of the invention are described, embodiment is not construed as limiting the invention:
Comprise end tray 13, said end tray 13 is in abutting connection with bearing 6, and said bearing 6 has protective cover.Said bearing 6 has protective cover.Protective cover can effectively be protected bearing.
The further technical scheme of the present invention is: said protective cover is divided into sliceable two parts, is bearing protective cover back cover 4 and bearing protective cover fore shell 5.Be divided into two parts can so that inner bearing 6 can change.
The further technical scheme of the present invention is: the Mosaic face between said bearing protective cover back cover 4 and the bearing protective cover fore shell 5 is the folding face.The folding face can prevent effectively that sand from getting into bearing 6, has both replaceable and effect sand control.
The further technical scheme of the present invention is: the adjacent surface of said folding face is 90 degree angles, is multistage folding face.90 degree do not cause restriction to practical implementation of the present invention for optimized angle.
The further technical scheme of the present invention is: said end tray 13 non-bearing sides have taper pushing body 16.Taper pushing body 16 can effectively be pushed the place ahead obstruction open.
The further technical scheme of the present invention is: also comprise being positioned at unit head 1, the installation shaft 7 that bearing 6 and its protective cover can be installed is installed on the jar rod 3 that unit head 1 stretches out.
The further technical scheme of the present invention is: also comprise the vibrating impacter 2 that is positioned at unit head 1 non-jar rod one side.Vibrational energy can cause flutter failure to the microstructure of ground on every side, and its propelling is more convenient.
The further technical scheme of the present invention is: also comprise removable drill bit segment 8, removable drill bit segment 8 has more than one nozzle, and said nozzle distributes around the axis 360 deg of removable drill bit segment 8.
The further technical scheme of the present invention is: the non-same cross-sectional distribution at removable drill bit segment 8 cross sections of said more than one nozzle.
The further technical scheme of the present invention is: said removable drill bit segment 8 has first nozzle 10 also in abutting connection with dismountable apex point section 11 on the said apex point section 11.
The further technical scheme of the present invention is: said apex point section 11 comprises apex point 12, and material is a hard wear-resistant material.
The band muscle creeps into the method high-pressure rotary-spray pile construction method of putting more energy into, and it is characterized in that: comprise following steps:
■ put more energy into material 14 with the end tray 13 be connected;
■ relies on drill bit to creep into, and drives end tray 13 and in the stratum, advances, and sees in the material 14 of putting more energy in passing; But the bearing 6 of end tray 13 adjacency makes jar rod 3 drive bearing 6 rotations holds tray 13 not change that the material 14 of putting more energy into advances under the situation of not twining;
The ■ limit advances, the marginal not slurry.
The further technical scheme of the present invention is: said end tray 13 relies on taper pushing bodies 16 to push the obstruction that advances on the path open to advance or add that vibrating impacter 2 advances for device provides the impulse force amount of the shaking propelling drill bit that advances.
The further technical scheme of the present invention is: make device in the hardpan construction, can conveniently advance at installation hard wear-resistant material on the apex point section 11 or/and adding protective cover on the bearing 6.
The unpub tecnical regulations that subsidiary upward the applicant is proposed this method and this equipment.
The band muscle creeps into a method high-pressure rotary-spray tecnical regulations of putting more energy into
1 general provision
Be divided into the band muscle and creep into method high-pressure rotary-spray put more energy into foundation pile and the energetic method high-pressure rotary-spray anchor pile that creeps into 1.1 the band muscle creeps into the stake of putting more energy into of method high-pressure rotary-spray.Be applied to the building pile foundation field and claim to be with muscle to creep into the method high-pressure rotary-spray foundation pile of putting more energy into, be applied to building, Metro Deep Excavation supporting field and claim to be with muscle to creep into the method high-pressure rotary-spray anchor pile of putting more energy into.
1.2 the band muscle creeps into the stake of putting more energy into of method high-pressure rotary-spray and is applicable to that handling mud, mucky soil, stream moulds, softly moulds or plastic cohesive soil, silt, loess, sand grounds such as plain fill and gravelly soil.
In soil, contain more big particle diameter piece stone, a large amount of plant roots and stems or have higherly when organic, and groundwater velocity is excessive and the engineering of water burst, should confirm its applicability according to site test results.
1.3 creeping into the stake of putting more energy into of method high-pressure rotary-spray, the band muscle can be used for pattern foundation pit supporting structures such as building, subway, the building lot processing that joint bar method high-pressure rotary-spray is put more energy into after also can be used for replacing.
1.4 the band muscle creeps into the method high-pressure rotary-spray and puts more energy into stake because of the vertical physical arrangement mechanical property difference in stratum; Its pile shape is irregular " string sugarcoated haws " shape; Also can also be irregular " string sugarcoated haws " shape in its pile shape of same formation because of artificial control churning parameter.Irregular " string sugarcoated haws " shape pile body than regular column pile body side rub power-assisted, the end load big.
1.5 existing building is crept into and should collect historical relevance and present situation data, data such as adjacent structure and underground installation when the method high-pressure rotary-spray is put more energy into scheme formulating the band muscle.
1.6 the band muscle creeps into the method high-pressure rotary-spray and puts more energy into after stake confirms, should combine project situation to carry out field trial, tentative construction or confirm construction parameter and technology according to engineering experience.
2 designs
2.1 the band muscle creeps into a method high-pressure rotary-spray fastening strength and the scope that stake forms of putting more energy into, and should confirm through field trial.When no data of field, also can be with reference to the engineering experience of similar soil condition.
2.2 vertical carry the band muscle creep into the method high-pressure rotary-spray put more energy into foundation pile Bearing Capacity of Composite Foundation characteristic value should be definite through on-the-spot composite foundation load test.During preliminary design, press modular formula (2.2.1) estimation, the β in the formula is the inter-pile soil bearing capacity reducing coefficient, can confirm according to test or similar soil condition engineering experience, and is desirable 0～0.5 when no test data or experience, gets low value when bearing capacity hangs down.
F in the formula
Spk---Bearing Capacity of Composite Foundation characteristic value (kPa);
M---area replacement ratio;
Ra---vertical bearing capacity of single pile characteristic value (kN);
Ap---the sectional area (m of stake
2)
β---inter-pile soil bearing capacity reducing coefficient should be pressed the regional experience value, and is desirable 0.75～0.95 during like rawness, gets big value when natural foundation bearing capacity is higher;
f
Sk---handle back inter-pile soil characteristic load bearing capacity (kPa), should press local experience value, during like rawness, desirable natural foundation bearing capacity characteristic value.
2.3 the vertical bearing capacity of single pile characteristic value can be confirmed through on-the-spot single pile load test, also can get wherein smaller value by formula (2.3.1) and (2.3.2) estimation:
R
a?ηf
cuA
p (2.3-1)
F in the formula
Cu---with a high-pressure rotary-spray indoor reinforced cementitious soil block that pile body cement-soil proportioning is identical (length of side is the cube of 70.7mm) the cubic compressive strength average (kPa) in 28d length of time under the standard curing condition of putting more energy into;
η---pile strength reduction coefficient, desirable 0.33;
Up---the girth (m) of stake;
N---the soil layer number of being divided in the long scope of stake;
l
i---the thickness of all i layer soil of stake;
The collateral resistance characteristic value (kPa) of all i layer soil of stake can be confirmed by current national standard " Code for design of building " GB50007 pertinent regulations or regional experience.
2.4 put more energy into when having weak substratum below the based process scope when the band muscle creeps into the method high-pressure rotary-spray, should carry out the substratum checking of bearing capacity by the pertinent regulations of current national standard " Code for design of building " GB50007.
2.5 vertically carrying the put more energy into layout of stake of high-pressure rotary-spray, the band muscle method of creeping into to confirm according to superstructure and basic characteristics.Stake number under the single footing generally should not be less than 4.
2.6 the composite earth layer of the long scope of stake and substratum foundation deformation value should be calculated by current national standard " Code for design of building " GB50007 pertinent regulations, wherein, the modulus of compressibility of composite earth layer can be confirmed according to regional experience.
2.7 the band muscle creeps into the method high-pressure rotary-spray axial tension churning of the anchor pile single pile tension characteristic load bearing capacity of putting more energy into of putting more energy into, should be definite through on-the-spot tension bearing test.Also can get wherein smaller value by formula (2.4-1), (2.4-2) and (2.4-3) estimation:
R
b?γNF
g (2.4-2)
In the formula: R
b---the axial tension characteristic load bearing capacity of single pile (KN);
Up---the girth (m) of stake;
Li---the thickness (m) of all i layer soil of stake;
N---the soil layer number of being divided of the long scope of stake;
α---the ring bodies that exceeds paxilla footpath in " string sugarcoated haws " shape pile body provides the reduction of anti-pull end load
Coefficient;
A
Cp---exceed the sectional area of the ring bodies in paxilla footpath;
q
Si, q
p---collateral resistance, the stake end end resistance characteristic value (kPa) of i layer soil between stake, can confirm by current national standard " Code for design of building " GB50007 pertinent regulations or regional experience;
γ---steel linea angulata or reinforcing bar tensile strength reduction coefficient;
f
g---single steel linea angulata or tensile strength of reinforcement (KN);
The perimeter of section (m) of ug---single steel linea angulata or reinforcing bar;
f
Gi---the cement-soil collateral resistance that forms behind the i layer soil pile around single steel linea angulata or the reinforcing bar, confirm by regional experience;
μ---end tray end load reduction coefficient;
f
Cu---with a high-pressure rotary-spray indoor reinforced cementitious soil block that pile body cement-soil proportioning is identical (length of side is the cube of 70.7mm) the cubic compressive strength average (kPa) in the 28 day length of time under the standard curing condition of putting more energy into;
A
Gd---anchor base areas (m)
Uf
CuA
Gd---anchor base plate end load can be confirmed through regional test experience.
3 constructions
3.1 should be before the construction according to the situation such as position of site environment and underground installation, check the band muscle and creep into the position, design hole that the method high-pressure rotary-spray is put more energy into.
3.2 the band muscle creep into the method high-pressure rotary-spray put more energy into the construction parameter of stake should be according to soil condition, reinforce to require to confirm that and strictness is controlled in construction through test or according to engineering experience.The water under high pressure mud of single pipe method and the pressure of water under high pressure should be greater than 20MPa.
3.3 the band muscle creep into the method high-pressure rotary-spray put more energy into the stake main material be cement, for the engineering of no specific (special) requirements, should adopt strength grade is 32.5 grades and above Portland cement.Can add an amount of Admixture and admixture as required.The consumption of Admixture and admixture should be confirmed through test.
3.4 the water/binder ratio of cement grout should confirm desirable 0.8～1.5, commonly used 1.0 by engine request.
3.5 the band muscle creep into the method high-pressure rotary-spray put more energy into the working procedure of stake be facility in place, end tray, the limit have steel strand or reinforcing bar are installed on no leaf drill bit creep into injection clear water sideband and go into to hold tray, spray slip casting, extract drilling tool and flushing etc.
3.6 the distance of spray-hole and high-pressure injection pump should not be greater than 50m.The position of boring and the deviation of design attitude must not be greater than 50mm.Underground obstacle, cave, water burst in actual apertures position, hole depth and each boring, leak and with situation such as the geotechnical investigation report is not inconsistent all should detail record.
3.7 the drilling tool playpipe when nozzle reaches design elevation, can spray slip casting after holding tray and steel strand thereof to be delivered to projected depth; When reaching nozzle; After the injection grouting parameter reaches setting, press the technological requirement of churning immediately, and calculated the replacement amount; Promote the drilling tool playpipe, from bottom to top spray slip casting.The lap length that the segmentation of drilling tool playpipe promotes must not be less than 100mm.
3.8, can adopt multiple spray measure to the local position that enlarges reinforcing scope or improve intensity of needs.
Suddenly descend, rise or emit slurry when unusual 3.9 occur pressure in the high pressure jet grouting process, should ascertain the reason and in time take measures.
3.10 high pressure jet grouting finishes, and should extract the drilling tool playpipe rapidly.For preventing that the slurries solidification shrinkage from influencing height of pile top, can adopt in the foramen primum position in case of necessity and emit slurry to recharge or measure such as slip casting for the second time.
3.11 when handling existing construction foundation, should adopt the rapid hardening slurries or jump the hole and spray and emit measures such as slurry recharges, in case between ground generation additional deformation and ground and basis the phenomenon of coming to nothing appears in the course of injection.Simultaneously, the reply building carries out deformation monitoring.
3.12 should carry out mud conditioning in the construction, in time mud is transported or at the scene short-term stack the back and do cubic metre of earth to transport.
3.13 should construct in strict accordance with construction parameter and material usage in the construction, and carry out each item record strictly according to the facts.
3.14 the band muscle creeps into the method high-pressure rotary-spray and puts more energy into behind the anchor pile pile 7d, just can set up the meter girder steel and carry out prestressed stretch-draw, first classification single tendon stretch, last many integral tensions, stretch-draw to design load 110% after, the locking load.
3.15 the band muscle creeps into the method high-pressure rotary-spray prestress wire that anchor pile uses of putting more energy into and should be non-bending steel cable, should peel crust off according to designing requirement steel strand anchoring section, and clean butter.
4 quality inspections
4.1 the band muscle creeps into, and method high-pressure rotary-spray foundation pile can adopt the excavation inspection according to engine request and local experience, gets core (routine is got core or the soft core of getting), standard is passed through methods such as people's test, load test and tested, and combination engineering test, observational data and actual effect overall merit consolidation effect.
4.2 check point should be arranged in following position:
1 representational stake position;
The position that occurs abnormal conditions in 2 constructions;
3 ground situation are complicated, possibly creep into the position that method high-pressure rotary-spray foundation pile quality exerts an influence to the band muscle.
4.3 the quantity of check point is 1% of construction hole number, should not be less than 3 points.
4.4 quality inspection should finish to carry out behind the 28d at band muscle foundation pile.
4.5 when vertically carrying the final acceptance of construction of rotary churning pile ground. the bearing capacity check should be adopted composite foundation load test and single pile load test.
4.6 load, tensile test must be when pile strength satisfy test conditions, and should behind pile 28d, carry out.Amount of inspection is 0.5%～1% of a stake sum, and every monomer engineering should not be less than 3 points.
More than show and described basic principle of the present invention, principal character and advantage of the present invention.The technician of the industry should understand; The present invention is not restricted to the described embodiments; That describes in the foregoing description and the manual just explains principle of the present invention; The present invention also has various changes and modifications under the prerequisite that does not break away from spirit and scope of the invention, and these variations and improvement all fall in the scope of the invention that requires protection.The present invention requires protection domain to be defined by appending claims and equivalent thereof.
Claims (14)
1. the band muscle creeps into the method high-pressure rotary-spray pile driving construction equipment of putting more energy into, and it is characterized in that: comprise end tray (13), said end tray (13) is in abutting connection with bearing (6), and said bearing (6) has protective cover.
2. band muscle as claimed in claim 1 creeps into the method high-pressure rotary-spray pile driving construction equipment of putting more energy into, and it is characterized in that: said protective cover is divided into sliceable two parts, is bearing protective cover back cover (4) and bearing protective cover fore shell (5).
3. band muscle as claimed in claim 2 creeps into the method high-pressure rotary-spray pile driving construction equipment of putting more energy into, and it is characterized in that: the Mosaic face between said bearing protective cover back cover (4) and the bearing protective cover fore shell (5) is the folding face.
4. band muscle as claimed in claim 2 creeps into the method high-pressure rotary-spray pile driving construction equipment of putting more energy into, and it is characterized in that: the adjacent surface of said folding face is 90 degree angles, is multistage folding face.
5. band muscle as claimed in claim 1 creeps into the method high-pressure rotary-spray pile driving construction equipment of putting more energy into, and it is characterized in that: the non-bearing side of said end tray (13) has taper pushing body (16).
6. band muscle as claimed in claim 1 creeps into the method high-pressure rotary-spray pile driving construction equipment of putting more energy into, and it is characterized in that: also comprise being positioned at unit head (1), the installation shaft (7) that bearing (6) and its protective cover can be installed is installed on the jar rod (3) that unit head (1) stretches out.
7. band muscle as claimed in claim 6 creeps into the method high-pressure rotary-spray pile driving construction equipment of putting more energy into, and it is characterized in that: also comprise the vibrating impacter (2) that is positioned at non-jar rod one side of unit head (1).
8. band muscle as claimed in claim 1 creeps into the method high-pressure rotary-spray pile driving construction equipment of putting more energy into; It is characterized in that: also comprise removable drill bit segment (8); Removable drill bit segment (8) has more than one nozzle, and said nozzle distributes around the axis 360 deg of removable drill bit segment (8).
9. band muscle as claimed in claim 8 creeps into the method high-pressure rotary-spray pile driving construction equipment of putting more energy into, and it is characterized in that: the non-same cross-sectional distribution at removable drill bit segment (8) cross section of said more than one nozzle.
10. band muscle as claimed in claim 1 creeps into the method high-pressure rotary-spray pile driving construction equipment of putting more energy into, and it is characterized in that: said removable drill bit segment (8) also in abutting connection with dismountable apex point section (11), has first nozzle (10) on the said apex point section (11).
11. band muscle as claimed in claim 1 creeps into the method high-pressure rotary-spray pile driving construction equipment of putting more energy into, it is characterized in that: said apex point section (11) comprises apex point (12), and material is a hard wear-resistant material.
12. the band muscle creeps into the method high-pressure rotary-spray pile construction method of putting more energy into, and it is characterized in that: comprise following steps:
■ put more energy into material (14) with the end tray (13) be connected;
■ relies on drill bit to creep into, and drives end tray (13) and in the stratum, advances, and sees in the material of putting more energy into (14) in passing; But the bearing (6) of end tray (13) adjacency makes jar rod (3) drive bearing (6) rotation holds tray (13) not change that the material of putting more energy into (14) advances under the situation of not twining;
The ■ limit advances, the marginal not slurry.
13. band muscle as claimed in claim 12 creeps into the method high-pressure rotary-spray pile construction method of putting more energy into, and it is characterized in that: said end tray (13) relies on taper pushing body (16) to push the obstruction that advances on the path open to advance or add that vibrating impacter (2) advances for device provides the impulse force amount of the shaking propelling drill bit that advances.
14. band muscle as claimed in claim 12 creeps into the method high-pressure rotary-spray pile construction method of putting more energy into, and it is characterized in that: go up in apex point section (11) and hard wear-resistant material to be installed to make device in the hardpan construction, can conveniently advance or/and adding protective cover on the bearing (6).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210138705.0A CN102660944B (en) | 2012-05-08 | 2012-05-08 | Equipment and method for constructing high-pressure rotary jet stiffening pile by using ribbed drilling method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210138705.0A CN102660944B (en) | 2012-05-08 | 2012-05-08 | Equipment and method for constructing high-pressure rotary jet stiffening pile by using ribbed drilling method |
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| Publication Number | Publication Date |
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| CN102660944A true CN102660944A (en) | 2012-09-12 |
| CN102660944B CN102660944B (en) | 2015-06-24 |
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| CN201210138705.0A Active CN102660944B (en) | 2012-05-08 | 2012-05-08 | Equipment and method for constructing high-pressure rotary jet stiffening pile by using ribbed drilling method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108343056A (en) * | 2018-02-08 | 2018-07-31 | 北京方圆恒基岩土工程技术有限公司 | Reinforced cement-soil anchor bolt |
| CN116335543A (en) * | 2023-01-28 | 2023-06-27 | 太原理工大学 | Translational locking mechanism of power head of jumbolter |
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| CN2652998Y (en) * | 2003-10-16 | 2004-11-03 | 崔江余 | Bundled steel twisted wire anchor with rotary spray drill bit |
| CN201193657Y (en) * | 2008-04-25 | 2009-02-11 | 陆连运 | Insert bearing with cover cap |
| US20110070033A1 (en) * | 2007-02-14 | 2011-03-24 | Cesare Melegari | Equipment and method for constructing micropiles in soil, in particular for the anchorage of active anchors |
| CN102409669A (en) * | 2011-08-16 | 2012-04-11 | 王忠友 | Construction equipment for jet grouting stiffening pile and rapid construction method based on equipment |
| CN202626979U (en) * | 2012-05-08 | 2012-12-26 | 王忠友 | High-pressure rotary jet grouting stiffening pile construction equipment with rib drilling method |
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| CN2652998Y (en) * | 2003-10-16 | 2004-11-03 | 崔江余 | Bundled steel twisted wire anchor with rotary spray drill bit |
| US20110070033A1 (en) * | 2007-02-14 | 2011-03-24 | Cesare Melegari | Equipment and method for constructing micropiles in soil, in particular for the anchorage of active anchors |
| CN201193657Y (en) * | 2008-04-25 | 2009-02-11 | 陆连运 | Insert bearing with cover cap |
| CN102409669A (en) * | 2011-08-16 | 2012-04-11 | 王忠友 | Construction equipment for jet grouting stiffening pile and rapid construction method based on equipment |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108343056A (en) * | 2018-02-08 | 2018-07-31 | 北京方圆恒基岩土工程技术有限公司 | Reinforced cement-soil anchor bolt |
| CN116335543A (en) * | 2023-01-28 | 2023-06-27 | 太原理工大学 | Translational locking mechanism of power head of jumbolter |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102660944B (en) | 2015-06-24 |
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