CN104895055A - Building grouting pile foundation construction method - Google Patents

Building grouting pile foundation construction method Download PDF

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Publication number
CN104895055A
CN104895055A CN201510273306.9A CN201510273306A CN104895055A CN 104895055 A CN104895055 A CN 104895055A CN 201510273306 A CN201510273306 A CN 201510273306A CN 104895055 A CN104895055 A CN 104895055A
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Prior art keywords
mud
hole
muscle
drilling
construction
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CN201510273306.9A
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Chinese (zh)
Inventor
宣云干
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江苏省建筑科学研究院有限公司
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Priority to CN201510273306.9A priority Critical patent/CN104895055A/en
Publication of CN104895055A publication Critical patent/CN104895055A/en

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Abstract

The invention relates to a building grouting pile foundation construction method. The method comprises the steps of construction layout, site treatment, pile casing pre-burying, hole drilling, hole cleaning, secondary hole cleaning, steel reinforcement cage manufacturing, storage, transportation and laying, trinary hole cleaning, commercial concrete supplying and underwater concrete grouting. The building grouting pile foundation construction method overcomes the defects in the existing pile foundation construction technology, is free of restriction of geological conditions, guarantees the quality of pile foundations, can avoid site concrete condensation influences during pile foundation construction, guarantees continuous construction of pile foundation, lowers construction cost, and improves construction efficiency.

Description

A kind of building grout pile base construction method

Technical field

The present invention relates to a kind of building grout pile base construction method, belong to building lot and Foundation Design technical field.

Background technology

The most basic effect of pile foundation engineering opens wide excavation to underground construction to create conditions.Pile foundation is exist as underground engineering construction measure in early days always, as to water smash that steel concrete builds must shuttering.But along with the excavation of pile foundation is more and more darker; area is increasing; design and the construction of pile foundation space enclosing structure become increasingly complex; required theory and technology is more and more higher; surmount the category as construction ancillary method far away; the pile foundation that unit in charge of construction does not have enough technical forces to solve complexity is stablized, is out of shape and environmental protection problem, and the intervention of research and designing unit solves theory calculate and the design problem of pile foundation engineering.

At present, pile foundation drilling construction generally adopts single construction method, but its construction efficiency is low, and general stratum can complete 5-8m every day, and for special formation as soft stratum, ground consisting of hard rock, its work efficiency is very low, and the even every day had only can complete 20-50cm; But it is in pile foundation quality, draw the clear hole of quarrel because the clear end adopts, at the bottom of hole, heavy quarrel thickness is easy to control, can guarantee that end bearing pile quality heavy quarrel thickness meets the demands.But its applicable stratum is limited, easily produces the accidents such as collapse hole, bit freezing, bury drills; It is in pile foundation quality, and the clear end adopts two clear hole of head of spudding in, and time as not tight in construction technology control, especially in mud off drilling construction, easily causes the problems such as heavy quarrel thickness at the bottom of hole exceeds standard.In addition, if top layer, ground be flat field recently back fill course time, rainwater impact in addition, under the effect such as muddy water, place mud is solidifying thicker, cause disturbance to soil layer during drilling-machine shifter, stirred into mud, drilling-machine shifter is extremely inconvenient, even cannot move, have to stop work or take the measures such as place mat steel plate, both added construction cost, again cannot smooth construction.

Summary of the invention

The object of the invention is to: for the defect of prior art, propose a kind of building grout pile base construction method, the method overcomes the deficiency in existing piling Technology, can not limit by geological conditions, guarantee pile foundation quality, mud solidifying impact in place can be avoided when carrying out pile foundation construction, ensureing pile foundation sequential production, reduce construction cost, improve efficiency of construction.

The technical solution adopted in the present invention is: a kind of building grout pile base construction method, comprises the steps:

Step one, construction lofting: carry out Coordinate setting-out with total powerstation, the some timber of setting-out and iron nail mark, and establish fender pile to be protected to not needing;

Step 2, place process: remove foreign material, change except weak soil, pound closely knit, for avoiding inhomogeneous settlement of ground to make rig tilt, rig substructure shelves sleeper;

Step 3, pre-buried casing: soil within the scope of 0.5-1m around casing is excavated, below 0.5m at the bottom of clay to casing filled out by rammer, the compacting of casing surrounding clay or gravelly soil tamp, the mud overfall on casing top exceeds about groundwater table 1.5m, casing buried depth at least 1m ~ 1.5m, and about 0.3m above ground level;

Step 4, boring: pore-forming adopts direct circulation drilling process, rig presses axis stake position accurately to behind hole, require that rig mounting water steadying is solid, drilling rod is vertical, measures level with level gauge at four to angle point, make drilling rod vertical, to ensure that verticality is within 1/100, can spud in after repetition measurement is errorless, drilling diameter can not be less than designing requirement, and bit diameter obtains and ensured, pile terminates rear hole gauge and measures aperture;

Step 5, clear hole: adopt and change the clear hole of slurry processes, about 0.2M at the bottom of rig lift-off hole is dallied, keeps mud normal circulation, with the purer mud press-in of middling speed by lower for density (1.03 ~ 1.10), mud larger for density and boring mud are swapped out, until mud index reaches requirement in hole;

Step 6, secondary pile hole cleaning: when mud viscosity (s) be not 17 ~ 20 and sand factor >4% time, slush pump must be connected to conduit top and in hole, inject the lower mud of density by conduit, carry out the clear hole of second time, until mud index and beds of precipitation thickness meet " mud property index table " requirement in hole;

Step 7, fabrication of reinforcing cage, deposit, transport, transfer: before rig pore-forming, the making of reinforcing cage should be carried out in advance, deposit in boring nearby location in time and wait to lift;

Step 8, three clear holes: after laying reinforcing cage and tremie, secondary pile hole cleaning is carried out again with conduit mud jacking, treat that sediment at the bottom of hole is discharged or substantially entirely by suspension hole, and after the mud index measured and sediment thickness all conform with the regulations, can underwater concreting operation be carried out;

Step 9, commercial concrete is marched into the arena and pouring underwater concrete: after perfusion starts, should be compactly, carry out continuously, midway is forbidden to be stopped work, to prevent concrete mix from overflowing from funnel top or falling at the bottom of hole from funnel in filling process, make the retrogradation condensation containing cement in mud, and make depth measurement inaccurate, in filling process, should notice that in observation tube, lower concrete falls and water level in borehole lifting situation, timely measured hole inner concrete apical side height, the lifting of correct commander's conduit and dismounting, conduit promote time should keep axis vertical and position placed in the middle, progressively promote, ensure that bottom conduit, Transducers Embedded in Concrete severity control is within the scope of 2m ~ 6m, and must not leak.

In the present invention: the direct circulation drilling process in described step 4 is as follows:

(1), rig prepare in place after, repetition measurement is answered to correct, drill bit aims at drill center, and make rig substructure level, when spudding in, low-grade location creeps at a slow speed simultaneously, to ensure stake position accuracy, after piercing argillic horizon, the large pump amount of middling speed is crept into, in sandy soils should at a slow speed, thickened drilling fluid (proportion >=1.25) creeps into, entering severely-weathered layer or lam, supporting shelves after argillic horizon and creep at a slow speed;

(2), spud in after control mud balance, relative density controls 1.18 ~ 1.25, and viscosity controls at 16 ~ 22S;

(3), concentration of hydraulic mixture is adjusted according to formation variation during boring, drilling speed, the pressure of the drill and slush pump amount, mud balance about 1.20 during clay folder sub-clay layer, during sub-clay layer, mud balance is modulated to about 1.25, sandy soils can increase to about 1.35, connected by mud tube and drilling rod top, mud is depressed into drill bit bottom sides by drilling rod center and washes away limit rotary cutting, clod is stirred into mud overflow outside hole, so constantly circulation, the pressure of the drill is passed through in drilling construction, rotating speed, the isoparametric adjustment of mud index controls drilling and forming hole speed, prevent hole deviation, undergauge, the generation of the phenomenons such as collapse hole, utilize the pressure of mud in hole and water pressure to play retaining wall effect simultaneously.

In the present invention: the fabrication of reinforcing cage method in described step 7 is as follows:

(1), by design size castinplace pile length computation want 3-4 to save reinforcing cage, and carry out by stake footpath muscle circle of putting more energy into, mark the position of main muscle, main muscle pendulum on smooth workbench, mark the position of muscle of putting more energy into;

(2), welding time, on the muscle that makes to put more energy into, the mark of arbitrary main muscle aims at the mark in the middle part of main muscle, and righting is put more energy into muscle, and correct the verticality of put more energy into muscle and main muscle with wooden L-square, then spot welding is located;

(3) after, first welding muscle of all putting more energy on a main muscle, all the other main muscle are welded according to said method by root by manual rotation's reinforcing cage, pay special attention to welding deformation impact, the main muscle location of first spot welding 2-3 root if desired, side weld limit corrects spacing, circularity and verticality;

(4), reinforcing cage of slinging rests on support, is inserted in dish muscle, arrange spiral bar by design attitude and colligation on main muscle, and on coiled helical muscle, press 5.5cm topping weldering spacer bars cover topping cushion block;

(5), by equilateral triangle arrange Ф 57 × 3.5mm type ultrasonic testing tube, detector tube and reinforcing cage are with long, and connecting must firmly, and bottom and joint use the steel pipe welding of steel plate and Ф 70 × 6.0mm to seal respectively.

After adopting technique scheme, beneficial effect of the present invention is: the method overcomes the deficiency in existing piling Technology, can not limit by geological conditions, guarantee pile foundation quality, the solidifying impact of place mud can be avoided when carrying out pile foundation construction, ensure pile foundation sequential production, reduce construction cost, improve efficiency of construction.

Detailed description of the invention

Below in conjunction with embodiment, the present invention is further illustrated.

Embodiment 1

A kind of building grout pile base construction method, comprises the steps:

Step one, construction lofting: carry out Coordinate setting-out with total powerstation, the some timber of setting-out and iron nail mark, and establish fender pile to be protected to not needing;

Step 2, place process: remove foreign material, change except weak soil, pound closely knit, for avoiding inhomogeneous settlement of ground to make rig tilt, rig substructure shelves sleeper;

Step 3, pre-buried casing: soil within the scope of 0.5-1m around casing is excavated, below 0.5m at the bottom of clay to casing filled out by rammer, the compacting of casing surrounding clay or gravelly soil tamp, the mud overfall on casing top exceeds about groundwater table 1.5m, casing buried depth at least 1m ~ 1.5m, and about 0.3m above ground level;

Step 4, boring: pore-forming adopts direct circulation drilling process, rig presses axis stake position accurately to behind hole, require that rig mounting water steadying is solid, drilling rod is vertical, measures level with level gauge at four to angle point, make drilling rod vertical, to ensure that verticality is within 1/100, can spud in after repetition measurement is errorless, drilling diameter can not be less than designing requirement, and bit diameter obtains and ensured, pile terminates rear hole gauge and measures aperture;

Wherein, described direct circulation drilling process is as follows:

(1), rig prepare in place after, repetition measurement is answered to correct, drill bit aims at drill center, and make rig substructure level, when spudding in, low-grade location creeps at a slow speed simultaneously, to ensure stake position accuracy, after piercing argillic horizon, the large pump amount of middling speed is crept into, in sandy soils should at a slow speed, thickened drilling fluid (proportion >=1.25) creeps into, entering severely-weathered layer or lam, supporting shelves after argillic horizon and creep at a slow speed;

(2), spud in after control mud balance, relative density controls 1.18 ~ 1.25, and viscosity controls at 16 ~ 22S;

(3), concentration of hydraulic mixture is adjusted according to formation variation during boring, drilling speed, the pressure of the drill and slush pump amount, mud balance about 1.20 during clay folder sub-clay layer, during sub-clay layer, mud balance is modulated to about 1.25, sandy soils can increase to about 1.35, connected by mud tube and drilling rod top, mud is depressed into drill bit bottom sides by drilling rod center and washes away limit rotary cutting, clod is stirred into mud overflow outside hole, so constantly circulation, the pressure of the drill is passed through in drilling construction, rotating speed, the isoparametric adjustment of mud index controls drilling and forming hole speed, prevent hole deviation, undergauge, the generation of the phenomenons such as collapse hole, utilize the pressure of mud in hole and water pressure to play retaining wall effect simultaneously,

Step 5, clear hole: adopt and change the clear hole of slurry processes, about 0.2M at the bottom of rig lift-off hole is dallied, keeps mud normal circulation, with the purer mud press-in of middling speed by lower for density (1.03 ~ 1.10), mud larger for density and boring mud are swapped out, until mud index reaches requirement in hole;

Step 6, secondary pile hole cleaning: when mud viscosity (s) be not 17 ~ 20 and sand factor >4% time, slush pump must be connected to conduit top and in hole, inject the lower mud of density by conduit, carry out the clear hole of second time, until mud index and beds of precipitation thickness meet " mud property index table " requirement in hole;

Step 7, fabrication of reinforcing cage, deposit, transport, transfer: before rig pore-forming, the making of reinforcing cage should be carried out in advance, deposit in boring nearby location in time and wait to lift;

Wherein, described fabrication of reinforcing cage method is as follows:

(1), by design size castinplace pile length computation want 3-4 to save reinforcing cage, and carry out by stake footpath muscle circle of putting more energy into, mark the position of main muscle, main muscle pendulum on smooth workbench, mark the position of muscle of putting more energy into;

(2), welding time, on the muscle that makes to put more energy into, the mark of arbitrary main muscle aims at the mark in the middle part of main muscle, and righting is put more energy into muscle, and correct the verticality of put more energy into muscle and main muscle with wooden L-square, then spot welding is located;

(3) after, first welding muscle of all putting more energy on a main muscle, all the other main muscle are welded according to said method by root by manual rotation's reinforcing cage, pay special attention to welding deformation impact, the main muscle location of first spot welding 2-3 root if desired, side weld limit corrects spacing, circularity and verticality;

(4), reinforcing cage of slinging rests on support, is inserted in dish muscle, arrange spiral bar by design attitude and colligation on main muscle, and on coiled helical muscle, press 5.5cm topping weldering spacer bars cover topping cushion block;

(5), by equilateral triangle arrange Ф 57 × 3.5mm type ultrasonic testing tube, detector tube and reinforcing cage are with long, and connecting must firmly, and bottom and joint use the steel pipe welding of steel plate and Ф 70 × 6.0mm to seal respectively;

Step 8, three clear holes: after laying reinforcing cage and tremie, secondary pile hole cleaning is carried out again with conduit mud jacking, treat that sediment at the bottom of hole is discharged or substantially entirely by suspension hole, and after the mud index measured and sediment thickness all conform with the regulations, can underwater concreting operation be carried out;

Step 9, commercial concrete is marched into the arena and pouring underwater concrete: after perfusion starts, should be compactly, carry out continuously, midway is forbidden to be stopped work, to prevent concrete mix from overflowing from funnel top or falling at the bottom of hole from funnel in filling process, make the retrogradation condensation containing cement in mud, and make depth measurement inaccurate, in filling process, should notice that in observation tube, lower concrete falls and water level in borehole lifting situation, timely measured hole inner concrete apical side height, the lifting of correct commander's conduit and dismounting, conduit promote time should keep axis vertical and position placed in the middle, progressively promote, ensure that bottom conduit, Transducers Embedded in Concrete severity control is within the scope of 2m ~ 6m, and must not leak.

Above the specific embodiment of the present invention is described, but the present invention is not limited to above description.For a person skilled in the art, any equal amendment to the technical program and substitute be all within the scope of the invention.Therefore, equalization conversion done without departing from the spirit and scope of the invention and amendment, all should be encompassed in scope of the present invention.

Claims (3)

1. build a grout pile base construction method, it is characterized in that: comprise the steps:
Step one, construction lofting: carry out Coordinate setting-out with total powerstation, the some timber of setting-out and iron nail mark, and establish fender pile to be protected to not needing;
Step 2, place process: remove foreign material, change except weak soil, pound closely knit, for avoiding inhomogeneous settlement of ground to make rig tilt, rig substructure shelves sleeper;
Step 3, pre-buried casing: soil within the scope of 0.5-1m around casing is excavated, below 0.5m at the bottom of clay to casing filled out by rammer, the compacting of casing surrounding clay or gravelly soil tamp, the mud overfall on casing top exceeds about groundwater table 1.5m, casing buried depth at least 1m ~ 1.5m, and about 0.3m above ground level;
Step 4, boring: pore-forming adopts direct circulation drilling process, rig presses axis stake position accurately to behind hole, require that rig mounting water steadying is solid, drilling rod is vertical, measures level with level gauge at four to angle point, make drilling rod vertical, to ensure that verticality is within 1/100, can spud in after repetition measurement is errorless, drilling diameter can not be less than designing requirement, and bit diameter obtains and ensured, pile terminates rear hole gauge and measures aperture;
Step 5, clear hole: adopt and change the clear hole of slurry processes, about 0.2M at the bottom of rig lift-off hole is dallied, keeps mud normal circulation, with the purer mud press-in of middling speed by lower for density (1.03 ~ 1.10), mud larger for density and boring mud are swapped out, until mud index reaches requirement in hole;
Step 6, secondary pile hole cleaning: when mud viscosity (s) be not 17 ~ 20 and sand factor >4% time, slush pump must be connected to conduit top and in hole, inject the lower mud of density by conduit, carry out the clear hole of second time, until mud index and beds of precipitation thickness meet " mud property index table " requirement in hole;
Step 7, fabrication of reinforcing cage, deposit, transport, transfer: before rig pore-forming, the making of reinforcing cage should be carried out in advance, deposit in boring nearby location in time and wait to lift;
Step 8, three clear holes: after laying reinforcing cage and tremie, secondary pile hole cleaning is carried out again with conduit mud jacking, treat that sediment at the bottom of hole is discharged or substantially entirely by suspension hole, and after the mud index measured and sediment thickness all conform with the regulations, can underwater concreting operation be carried out;
Step 9, commercial concrete is marched into the arena and pouring underwater concrete: after perfusion starts, should be compactly, carry out continuously, midway is forbidden to be stopped work, to prevent concrete mix from overflowing from funnel top or falling at the bottom of hole from funnel in filling process, make the retrogradation condensation containing cement in mud, and make depth measurement inaccurate, in filling process, should notice that in observation tube, lower concrete falls and water level in borehole lifting situation, timely measured hole inner concrete apical side height, the lifting of correct commander's conduit and dismounting, conduit promote time should keep axis vertical and position placed in the middle, progressively promote, ensure that bottom conduit, Transducers Embedded in Concrete severity control is within the scope of 2m ~ 6m, and must not leak.
2. one building grout pile base construction method according to claim 1, is characterized in that: the direct circulation drilling process in described step 4 is as follows:
(1), rig prepare in place after, repetition measurement is answered to correct, drill bit aims at drill center, and make rig substructure level, when spudding in, low-grade location creeps at a slow speed simultaneously, to ensure stake position accuracy, after piercing argillic horizon, the large pump amount of middling speed is crept into, in sandy soils should at a slow speed, thickened drilling fluid (proportion >=1.25) creeps into, entering severely-weathered layer or lam, supporting shelves after argillic horizon and creep at a slow speed;
(2), spud in after control mud balance, relative density controls 1.18 ~ 1.25, and viscosity controls at 16 ~ 22S;
(3), concentration of hydraulic mixture is adjusted according to formation variation during boring, drilling speed, the pressure of the drill and slush pump amount, mud balance about 1.20 during clay folder sub-clay layer, during sub-clay layer, mud balance is modulated to about 1.25, sandy soils can increase to about 1.35, connected by mud tube and drilling rod top, mud is depressed into drill bit bottom sides by drilling rod center and washes away limit rotary cutting, clod is stirred into mud overflow outside hole, so constantly circulation, the pressure of the drill is passed through in drilling construction, rotating speed, the isoparametric adjustment of mud index controls drilling and forming hole speed, prevent hole deviation, undergauge, the generation of the phenomenons such as collapse hole, utilize the pressure of mud in hole and water pressure to play retaining wall effect simultaneously.
3. one building grout pile base construction method according to claim 1, is characterized in that: the fabrication of reinforcing cage method in described step 7 is as follows:
(1), by design size castinplace pile length computation want 3-4 to save reinforcing cage, and carry out by stake footpath muscle circle of putting more energy into, mark the position of main muscle, main muscle pendulum on smooth workbench, mark the position of muscle of putting more energy into;
(2), welding time, on the muscle that makes to put more energy into, the mark of arbitrary main muscle aims at the mark in the middle part of main muscle, and righting is put more energy into muscle, and correct the verticality of put more energy into muscle and main muscle with wooden L-square, then spot welding is located;
(3) after, first welding muscle of all putting more energy on a main muscle, all the other main muscle are welded according to said method by root by manual rotation's reinforcing cage, pay special attention to welding deformation impact, the main muscle location of first spot welding 2-3 root if desired, side weld limit corrects spacing, circularity and verticality;
(4), reinforcing cage of slinging rests on support, is inserted in dish muscle, arrange spiral bar by design attitude and colligation on main muscle, and on coiled helical muscle, press 5.5cm topping weldering spacer bars cover topping cushion block;
(5), by equilateral triangle arrange Ф 57 × 3.5mm type ultrasonic testing tube, detector tube and reinforcing cage are with long, and connecting must firmly, and bottom and joint use the steel pipe welding of steel plate and Ф 70 × 6.0mm to seal respectively.
CN201510273306.9A 2015-05-26 2015-05-26 Building grouting pile foundation construction method CN104895055A (en)

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Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106351575A (en) * 2016-11-07 2017-01-25 赵宽学 Hole-protecting and pile-drilling method
CN106759288A (en) * 2016-11-29 2017-05-31 昆山顶牛市政建设有限公司 One kind building bored pile construction method
CN109083132A (en) * 2018-07-24 2018-12-25 北京隧盾市政建设有限公司 A kind of Composite Bolt stake and its construction technology
CN109577319A (en) * 2018-12-03 2019-04-05 江苏兴厦建设工程集团有限公司 A kind of dry type spiral-digging pore bored pile construction method
CN109736299A (en) * 2018-12-30 2019-05-10 中铁十四局集团有限公司 Bored pile construction method
CN110397076A (en) * 2019-06-24 2019-11-01 高军 A kind of deep water large-section in-situ concrete pile construction method
CN110904956A (en) * 2019-12-13 2020-03-24 中冶建工集团有限公司 Cast-in-place pile construction process

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106351575A (en) * 2016-11-07 2017-01-25 赵宽学 Hole-protecting and pile-drilling method
CN106759288A (en) * 2016-11-29 2017-05-31 昆山顶牛市政建设有限公司 One kind building bored pile construction method
CN109083132A (en) * 2018-07-24 2018-12-25 北京隧盾市政建设有限公司 A kind of Composite Bolt stake and its construction technology
CN109577319A (en) * 2018-12-03 2019-04-05 江苏兴厦建设工程集团有限公司 A kind of dry type spiral-digging pore bored pile construction method
CN109736299A (en) * 2018-12-30 2019-05-10 中铁十四局集团有限公司 Bored pile construction method
CN110397076A (en) * 2019-06-24 2019-11-01 高军 A kind of deep water large-section in-situ concrete pile construction method
CN110904956A (en) * 2019-12-13 2020-03-24 中冶建工集团有限公司 Cast-in-place pile construction process

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Application publication date: 20150909