CN104612134A - Cast-in place pile post-grouting construction method for pouring construction - Google Patents
Cast-in place pile post-grouting construction method for pouring construction Download PDFInfo
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- CN104612134A CN104612134A CN201410772981.1A CN201410772981A CN104612134A CN 104612134 A CN104612134 A CN 104612134A CN 201410772981 A CN201410772981 A CN 201410772981A CN 104612134 A CN104612134 A CN 104612134A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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Abstract
The invention discloses a cast-in place pile post-grouting construction method for pouring construction. The method comprises the steps that cast-in place pile pore-forming construction is carried out; first-time hole clearing is carried out; reinforcement cage and grouting pipe mounting is carried out; second-time hole clearing is carried out; pile body concrete placing is carried out; pile concrete curing is carried out; grouting soil mass reinforcement is carried out; grouting is stopped; next cast-in place pile grouting working is carried out; and checking and accepting are carried out. After pile forming, the intensity of pile body concrete reaches a certain degree, a high-pressure generating device is used, high-pressure cement grout flow with concentrated energy is formed, grout is combined with pile body surrounding soil mass through the effects of permeating, separation, filling, compaction and the like, pile body sediment and pile side mud cakes are solidified, pile side friction resistance and pile end bearing force are enlarged, the shortcomings that due to hole bottom sediment and pile side mud cakes of a common cast-in place pile, bearing force is low, and vertical load decreasing is high are overcome, and important economic and social significance is achieved in single pile bearing force improving, pile foundation sedimentation lowering, pile foundation engineering quality guaranteeing and the like.
Description
Technical field
The present invention relates to pouring construction technical field, specifically, is a kind of bored pile grouting behind shaft or drift lining construction method for pouring construction.
Background technology
The development T&B of slurry injection technique, its principle mechanisms is by hydraulic pressure, air pressure or electrochemical method, some can be injected in the middle of Rock And Soil hole, crack with the slurries of Rock And Soil consolidation well, make Rock And Soil become the new construction body that intensity is high, impermeability is good, stability is high, thus reach the object of the physico-mechanical properties improving Rock And Soil.
The investigation and application of China's slurry injection technique is more late, and the initial stage fifties just starts starting, but through the development over more than 50 years, China achieves greater advance in slurry injection technique, in the development of cement injection material, be particularly in advanced prostatitis, the world.Domestic scholars in recent years incorporation engineering in-situ test finds, slip casing by pressure can not only improve the end bearing capacity of stake, and effectively can also improve the interaction of soil and stake around pile body, and points out that its bearing mechanism is similar to expanded bore pile further.Other scholar found cementation and the slurry arteries and veins splitting soil body phenomenon of slurries in 1998, consolidation slurry arteries and veins body image tree root equally inserts around in rock soil medium, impels bearing capacity at the bottom of pile side friction and stake greatly to improve.
Growing along with China's highrise building, more and more higher to the requirement of Pile Bearing Capacity, the long design parameters demand of stake footpath, stake is increasing, in the area of underground soil property mainly based on silt clay, bored pile foundation is by frequent application, and the shortcoming that formed by existing common drill-pouring method construction, bored pile is maximum is exactly: pile bottom sediment and stake side mud skin can not effectively be reinforced, the defect that vertical load decline is larger.
Summary of the invention
The object of the present invention is to provide a kind of bored pile grouting behind shaft or drift lining construction method for pouring construction, assist perfect technology for one as bored pile pile, after drilling pouring pile hole, utilize the Grouting Pipe of pre-plugged, after pile, reach after some strength until pile concrete, adopt high-voltage generator, the high pressure cement slurry stream that forming energy is concentrated, slurries are by infiltrating, splitting, fill, compacted effect such as grade is combined with pile body surrounding soil, solidification pile body sediment and stake side mud skin, increase stake side skin friction and bearing capacity of pile tip, successfully overcome the bearing capacity that common bored pile causes because of sediment at the bottom of hole and pile body mud skin on the low side, the defect that vertical load decline is larger, to raising bearing capacity of single pile, reduce pile foundation settlement, guarantee that there are Important Economic and social effect in the aspects such as pile foundation engineering quality.
The present invention is achieved through the following technical solutions: a kind of bored pile grouting behind shaft or drift lining construction method for pouring construction, comprises the following steps:
1) drilling pouring pile hole construction: according to construction process requirement, drilling construction is carried out to bored pile, shaping stake holes;
2) first time clear hole: after step 1), clean in stake holes, the left residue when holing cleared up;
3) reinforcing cage and Grouting Pipe are installed: hang the reinforcing cage of the complete band Grouting Pipe of installation combination in stake holes;
4) the clear hole of second time: after step 3), again clean in stake holes, by hang the complete band Grouting Pipe of combination is installed reinforcing cage to stake holes time the residue that falls down remove, ensure in drill-pouring stake holes clean;
5) pile concrete is built: utilize the pipe of building for concreting of pre-plugged to build, the pile body completing bored pile is shaping;
6) pile concrete maintenance: after the pile body of bored pile is shaping, carry out the maintenance of 2 ~ 3 days;
7) the grouting and reinforcing soil body: pile concrete reaches 65% ~ 75% of design strength, opens grouting pump, starts stake end and injects slurries soil mass consolidation;
8) stop slip casting: after grouting amount reaches designing requirement grouting amount reaches after 75% ~ 80% or grouting pressure reach 2 ~ 3MPa after stop slip casting;
9) next bored pile slip casting operation: transfer to another root bored pile and carry out step 7) and 8), until complete the grouting behind shaft or drift lining construction of all stake holes;
10) examination is detected: according to construction process requirement, each root bored pile is carried out to quality examination and completes examination.
Reduce construction costs to a certain extent, technical economic benefit is remarkable, can shorten the long and pile foundation quantity of stake, particularly more remarkable for large diameter pile, super long pile effect.Employing grouting behind shaft or drift lining construction method compares with common filling pile construction method can reduce a footpath, it is long to reduce stake, also can avoid passing through the more difficult geology soil layer penetrated, greatly reduce difficulty of construction, accelerate construction speed.The Grouting Pipe buried underground in pile body in grouting behind shaft or drift lining construction method, can serve as sound wave transmission method and detect pile body integrity, after slip casting terminates, Grouting Pipe can replace equal strength cross section reinforcing bar, and pipe three use, reaches the object of increasing economic efficiency
Further, to better implement the present invention, described step 3) comprises the steps:
3.1) Grouting Pipe makes and installs: Grouting Pipe adopts steel pipe, diameter adopts 25mm ~ 32mm, Grouting Pipe wall thickness is more than or equal to 2.5mm, Grouting Pipe is made up of three parts: pile end concrete placing device, middle part straight tube, the joint of top tape screw thread, pile end concrete placing device is made within the scope of 30cm bottom Grouting Pipe, pile end concrete placing device sidewall arranges slurry outlet according to quincunx, aperture is generally 6-7mm, often arrange 3-4 the hole that be circular layout, the pile end concrete placing device adhesive tape completed is wrapped, outside galvanized wire is wound around and tightens, with antiseep, between Grouting Pipe with high-pressure slip-casting pipe, joint screw thread pipe collar is connected,
3.2) fabrication of reinforcing cage and installation: being placed in reinforcing cage of two Grouting Pipe symmetries is surveyed, Grouting Pipe and reinforcing cage are welded to connect, Grouting Pipe length at least should to nuzzle at the bottom of elevation location sentence lower 300mm, hang and Grouting Pipe is installed when entering stake holes, arrange special messenger to check the integrality of Grouting Pipe, when guaranteeing to transfer reinforcing cage, ensure that Grouting Pipe is not damaged.
Further, to better implement the present invention, in described step 6), when carrying out pile concrete maintenance, also comprising setting-out and opening plug technique, stake is built complete concrete in 2 ~ 3 days and is led to Grouting Pipe with high water pressure, hydraulic pressure is 2MPa, the setting-out time is 3 ~ 5min, when pressure is more than 4MPa, can be considered that pipeline is obstructed; When pressure is die-offed, when flow is uprushed, show that pipeline is got through, stop water filling immediately, in order to avoid a large amount of water pours into underground.
Further, to better implement the present invention, described step 7), when there is grout lower than normal value or ground in grouting pressure or around grout leaking phenomenon appears in stake holes for a long time, should change intermittent slip casting into, intermittent slip casting suitably reduces water/binder ratio, and the intermittent time is 30-60min.
Further, to better implement the present invention, described step 7), in slip casting process, first should adopt low pressure slowly slip casting, allows slurries slowly uniformly penetrating and slowly thrusting in soil layer, and flow rate of grouting controls at 20-75L/min; Slip casting starts first to use dilute concentration slurries, then uses intermediate concentration slurries, finally with high isoconcentration slurries; Injecting paste material should adopt Portland cement, and cement strength grade is not less than PO42.5, and water/binder ratio controls: saturated soil should be 0.45 ~ 0.7:1; Unsaturated soil should be 0.7 ~ 0.9:1, and loose rubble, gravel should be 0.5 ~ 0.6:1.
Further, to better implement the present invention, in described step 8), also comprise when slip casting total amount has reached 75% of design load, and stop slip casting when grouting pressure exceedes design load and maintains more than 5min; When slip casting total amount reaches 75% of design load, and stop slip casting when stake top or ground obviously occur lifting phenomenon; Slip casting is stopped when pile body being lifted 3mm.
Further, to better implement the present invention, described step 7), the slurries of injection should have extremely strong mobility, reliably latent, have certain early strength and set strength is high.
Further, to better implement the present invention, described step 7), slip casting operation is more than or equal to the diameter of 10 times of bored piles from the distance of pore-forming setting; Pile grouting implements equivalent slip casting successively to two of same pile Grouting Pipe; Clump of piles slip casting is adopted first peripheral, the order of rear inside.
The present invention compared with prior art, has the following advantages and beneficial effect:
(1) the method for the invention, assist perfect technology for one as bored pile pile, after drilling pouring pile hole, utilize the Grouting Pipe of pre-plugged, after pile, reach after some strength until pile concrete, adopt high-voltage generator, the high pressure cement slurry stream that forming energy is concentrated, slurries are by infiltrating, splitting, fill, compacted effect such as grade is combined with pile body surrounding soil, solidification pile body sediment and stake side mud skin, increase stake side skin friction and bearing capacity of pile tip, successfully overcome the bearing capacity that common bored pile causes because of sediment at the bottom of hole and pile body mud skin on the low side, the defect that vertical load decline is larger, to raising bearing capacity of single pile, reduce pile foundation settlement, guarantee that there are Important Economic and social effect in the aspects such as pile foundation engineering quality.
(2) Grouting Pipe used in the present invention, carry out concrete slurry when pile concrete is built can not pour in down a chimney in grouting valve, during grouting behind shaft or drift lining, slurries also can not reflux, slurry outlet on pile end concrete placing device do not exist the phenomenon that blocks by concrete, can be injected by slurries in the uniform situation of voltage stabilizing treats in inlet well castinplace pile, effective guarantee pile quality.
(3) the present invention reduces construction costs to a certain extent, and technical economic benefit is remarkable, can shorten the long and pile foundation quantity of stake, particularly more remarkable for large diameter pile, super long pile effect.Employing grouting behind shaft or drift lining construction method compares with common filling pile construction method can reduce a footpath, it is long to reduce stake, also can avoid passing through the more difficult geology soil layer penetrated, greatly reduce difficulty of construction, accelerate construction speed.The Grouting Pipe buried underground in pile body in grouting behind shaft or drift lining construction method, can serve as sound wave transmission method and detect pile body integrity, after slip casting terminates, Grouting Pipe can replace equal strength cross section reinforcing bar, and pipe three use, reaches the object of increasing economic efficiency.
(4) application of the present invention, decrease " three wastes " phenomenon of construction industry to a certain extent: the discharge of waste gas, waste residue, waste material, and reduce the consumption of non-renewable energy resources significantly, thus improve environment greatly to a certain extent, for checking the impetus that climate change constantly worsens, start with from multiple link, energy-saving and emission-reduction lower consumption, alleviate environmental hazard, achieve larger social benefit.
Accompanying drawing explanation
Fig. 1 is construction method general flow chart of the present invention.
Detailed description of the invention
Below in conjunction with embodiment, the present invention is described in further detail, but embodiments of the present invention are not limited thereto.
Bored pile grouting behind shaft or drift lining construction method at the bottom of stake and the performance of stake side reinforcement mechanism as follows:
(1) reinforcement mechanism of bearing capacity of single pile is improved at pile grouting:
Reinforcement mechanism in different foundation soil is different, during the pile grouting of the weathered rocks more than impermeability is medium, in a sediment gap the loosest at the bottom of first slurries penetrate into, carry out with pile bottom sediment replacing, compacted, consolidation, process is carried out to pile bottom sediment and reinforces into composite foundation; When gravel, pile bottom post-grouting containing gravel cohesive soil and stickiness soil layer, the slurries generation physical-chemical reaction of pile-end sediment and injection forms Seed harvest, pressure slurries by infiltration, compacted, fill and solidification, improve the Strength and Dformation modulus of bearing stratum, and define enlarged footing, add the bearing area of stake end; Under the effect of injection slurry pressure, pile body deadweight makes the soil body produce reverse friction power, and stake subsoil body fulfils Partial shrinkage distortion ahead of schedule through precompressed, can reduce pile foundation vertical settling amount.
(2) slip casting around pile improves the reinforcement mechanism of pile side resistance:
The mechanism of action of stake rear flank slip casting is that the slurries injected permeate pile body sidewall mud skin, destroy, displacement, eliminate, splitting is carried out to pile peripheral earth, mixing, compacted, the gap of bored pile side and the soil body, improve the adhesion stress of stake side and pile peripheral earth, thus improve the side friction of stake, along with the increase of grouting pressure, when grouting pressure is greater than the pore water pressure of pile peripheral earth, slurries will adverse current permeate in stake surrounding soil with horizontal, by due to mud dipping when mud off soft the compacted compacting of Pile side soil body, after cementing with stake surrounding soil, sclerderm and veiny Seed harvest is formed in stake week, improve the binding ability of stake and surrounding soil, increase a footpath to a certain extent, thus raising pile side friction, reduce pile foundation vertical settling amount.
Embodiment 1:
The present invention proposes a kind of bored pile grouting behind shaft or drift lining construction method for pouring construction, as shown in Figure 1, comprise the following steps:
1) drilling pouring pile hole construction: drilling construction is carried out to bored pile according to construction process requirement, shaping stake holes, in work progress, control hole depth, aperture and verticality, understand hole wall situation, understand situation in hole in time simultaneously, whether have collapse hole and drainage, to carry out effective technical controlling when grouting behind shaft or drift lining is constructed;
2) first time clear hole: after step 1), clean in stake holes, the left residue when holing cleared up;
3) reinforcing cage and Grouting Pipe are installed: hang the reinforcing cage of the complete band Grouting Pipe of installation combination in stake holes; Strictly will control the connection of Grouting Pipe and reinforcing cage well, firm welding is wanted in welding position; When laying reinforcing cage, noting not damaging Grouting Pipe, in case of damaged, changing in time, in order to avoid affect later stage grouting quality;
4) the clear hole of second time: after step 3), again clean in stake holes, by hang the complete band Grouting Pipe of combination is installed reinforcing cage to stake holes time the residue that falls down remove, ensure in drill-pouring stake holes clean;
5) pile concrete is built: utilize the pipe of building for concreting of pre-plugged to build, the pile body completing bored pile is shaping;
6) pile concrete maintenance: after the pile body of bored pile is shaping, carry out the maintenance of 2 ~ 3 days;
7) the grouting and reinforcing soil body: pile concrete reaches 65% ~ 75% of design strength, opens grouting pump, starts stake end and injects slurries soil mass consolidation;
8) stop slip casting: after grouting amount reaches designing requirement grouting amount reaches after 75% ~ 80% or grouting pressure reach 2 ~ 3MPa after stop slip casting;
9) next bored pile slip casting operation: transfer to another root bored pile and carry out step 7) and 8), until complete the grouting behind shaft or drift lining construction of all stake holes;
10) detect and check and accept: according to construction process requirement, each root bored pile is carried out to quality examination and completes examination, detecting of bearing capacity of a pile should at bored pile construction after 28 days, slip casting terminates to detect after 20 days.
Adopt bored pile grouting behind shaft or drift lining construction method can solidify loosened soil (dry method pore-forming) at the bottom of pile body sediment (mud off pore-forming) and hole, by infiltration, splitting and compacting slip casting, reinforcement effect is played to the soil body of at the bottom of stake and stake side certain limit, thus strengthen stake side and end resistance, when overcoming bearing capacity of pile tip low and mud off pore-forming, stake side mud skin reduces the defect of pile side friction, to raising bearing capacity of single pile, reduces pile foundation settlement, guarantees that there are Important Economic and social effect in the aspects such as pile foundation engineering quality.
Bored pile grouting behind shaft or drift lining construction method is compared with the common bored pile construction of tradition, single pile cost is higher than common bored pile cost, but after grouting behind shaft or drift lining method Optimizing construction technique, under equal conditions, its bearing capacity of single pile is far longer than common bored pile, can 30% ~ 70% be improved for its bearing capacity of single pile of fine grained soils, can 60% ~ 120% be improved for its bearing capacity of single pile of coarse-grained soil, due to the significantly lifting of bearing capacity of single pile, the quantity of clump of piles pile foundation under cushion cap can be reduced under equal conditions, reduce cushion cap planar dimension, optimize cushion cap type selecting, particularly be directed to large diameter pile, super long pile effect is more obvious, a footpath can be reduced, shorten stake long, can also avoid penetrating the more difficult geology soil layer penetrated, greatly reduce difficulty of construction, accelerate construction speed, in addition after, pre-buried Grouting Pipe can utilize and do sound wave projective method detection pile body integrity, uniform strength reinforcing bar can be replaced after slip casting, one pipe three is used, improve economic benefit greatly, through more domestic researcher's preliminary budgets, the cost savings 30% ~ 40% of the more common bored pile of grouting behind shaft or drift lining method drilled pile, therefore for highrise building and stake is long time economic benefit more remarkable.
Embodiment 2:
The present embodiment is at the enterprising one-step optimization in the basis of above-described embodiment, and further, to better implement the present invention, described step 3) comprises the steps:
3.1) Grouting Pipe makes and installs: Grouting Pipe adopts steel pipe, diameter adopts 25mm ~ 32mm, Grouting Pipe wall thickness is more than or equal to 2.5mm, Grouting Pipe is made up of three parts: pile end concrete placing device, middle part straight tube, the joint of top tape screw thread, pile end concrete placing device is made within the scope of 30cm bottom Grouting Pipe, pile end concrete placing device sidewall arranges slurry outlet according to quincunx, aperture is generally 6-7mm, often arrange 3-4 the hole that be circular layout, the pile end concrete placing device adhesive tape completed is wrapped, outside galvanized wire is wound around and tightens, with antiseep, also prevent concrete slurry from blocking the pile end concrete placing device slurry outlet of Grouting Pipe simultaneously, affect grouting quality, between Grouting Pipe with high-pressure slip-casting pipe, joint screw thread pipe collar is connected, the pile end concrete placing device length of Grouting Pipe, slurry outlet aperture, pitch-row to be made in strict accordance with standard, meet the technical quality requirement of grouting behind shaft or drift lining construction technology relevant parameter, the connecting interface quality that Grouting Pipe of will strictly controlling well respectively saves, should adopt screw pipe union to connect, and closely, firmly, seal, and Grouting Pipe top wants shutoff tight, the selection of Grouting Pipe, adopts GB steel pipe, bears the high pressure that slip casting brings, Grouting Pipe of will strictly controlling well enters the degree of depth of a substratum, both grout outlet had been avoided to be wrapped up by pile concrete slurries, prevent initial slip casting from just must use high pressure avulsion, can ensure that again grouting behind shaft or drift lining liquid fully reinforces pile bottom sediment and loosened soil, also for slurries provide sufficiency to the diffusion of stake bottom perimeter soil layer,
3.2) fabrication of reinforcing cage and installation: being placed in reinforcing cage of two Grouting Pipe symmetries is surveyed, Grouting Pipe and reinforcing cage are welded to connect, Grouting Pipe length at least should to nuzzle at the bottom of elevation location sentence lower 300mm, hang and Grouting Pipe is installed when entering stake holes, arrange special messenger to check the integrality of Grouting Pipe, when guaranteeing to transfer reinforcing cage, ensure that Grouting Pipe is not damaged.
Embodiment 3:
The present embodiment is at the enterprising one-step optimization in the basis of above-described embodiment, further, to better implement the present invention, in described step 6), when carrying out pile concrete maintenance, also comprise setting-out and open plug technique, stake is built complete concrete in 2 ~ 3 days and is led to Grouting Pipe with high water pressure, and hydraulic pressure is 2MPa, and the setting-out time is 3 ~ 5min, when pressure is more than 4MPa, can be considered that pipeline is obstructed; When pressure is die-offed, when flow is uprushed, show that pipeline is got through, stop water filling immediately, in order to avoid a large amount of water pours into underground; Open the morning and evening of plug time, particularly crucial to slip casting effect, open the plug time early, concrete does not form some strength, can destroy the concrete strength of stake end under the impact of water under high pressure, opens plug excessively slow, the concrete strength of parcel Grouting Pipe is too high, casting head adhesive tape can be caused not open, built-in slip casting pipe is scrapped, finally can not complete slip casting.
Embodiment 4:
The present embodiment is at the enterprising one-step optimization in the basis of above-described embodiment, further, to better implement the present invention, described step 7), when there is grout lower than normal value or ground in grouting pressure or around grout leaking phenomenon appears in stake holes for a long time, should change intermittent slip casting into, intermittent slip casting suitably reduces water/binder ratio, and the intermittent time is 30-60min.
Embodiment 5:
The present embodiment is at the enterprising one-step optimization in the basis of above-described embodiment, further, to better implement the present invention, described step 7), in slip casting process, first should adopt low pressure slowly slip casting, allow slurries slowly uniformly penetrating and slowly thrusting in soil layer, flow rate of grouting should control at 20-30L/min, no more than 75L/min; Strictly to control the proportioning of grouting serous fluid well, first pour into rarer slurries, because rarer slurry fluidity is good, crack no matter width, all easily enters slurry, is first clogged by finedraw closely knit, then injecting underflow gradually, is that medium and larger crack is also enriched, to ensure grouting quality; Slip casting starts first to use dilute concentration slurries, then uses intermediate concentration slurries, finally with high isoconcentration slurries; Injecting paste material should adopt Portland cement, and cement strength grade is not less than PO42.5, and water/binder ratio controls: saturated soil should be 0.45 ~ 0.7:1; Unsaturated soil should be 0.7 ~ 0.9:1, and loose rubble, gravel should be 0.5 ~ 0.6:1.
Embodiment 6:
The present embodiment is at the enterprising one-step optimization in the basis of above-described embodiment, further, to better implement the present invention, in described step 8), also comprise when slip casting total amount has reached 75% of design load, and stop slip casting when grouting pressure exceedes design load and maintains more than 5min; When slip casting total amount reaches 75% of design load, and stop slip casting when stake top or ground obviously occur lifting phenomenon; Slip casting is stopped when pile body being lifted 3mm.
Embodiment 7:
The present embodiment is at the enterprising one-step optimization in the basis of above-described embodiment, further, to better implement the present invention, described step 7), the slurries of injection should have extremely strong mobility, reliably latent, have certain early strength and set strength is high.
Embodiment 8:
The present embodiment is at the enterprising one-step optimization in the basis of above-mentioned any embodiment, further, to better implement the present invention, described step 7), slip casting operation is more than or equal to the diameter of 10 times of bored piles from the distance of pore-forming setting; Pile grouting implements equivalent slip casting successively to two of same pile Grouting Pipe; Clump of piles slip casting is adopted first peripheral, the order of rear inside.
Owing to comparing with traditional castinplace pile, decrease a footpath, to shorten stake long, reduce cushion cap planar dimension, optimize cushion cap type selecting, the consumption decreasing reinforcing bar, concrete, cement, sand, stone of certain degree.It is estimated, often produce 1t clinker with regard to the pernicious gas such as output 1tCO2, SO2, CO2 is the main cause causing " greenhouse effect ", and SO2 is the main cause causing " acid rain "; According to statistics, often refine 1 ton of steel, 0.6 ton to 0.8 ton standard coal, 1.50 tons to 1.55 tons iron ores, 80 kilograms to 150 kilograms steel scraps, 3 tons to 6 tons water be consumed.The total energy consumption of China's steel industry accounts for about 15% of national total energy consumption, accounts for 23% of national industrial energy total quantity consumed; In whole industrial trade, the waste water of steel industry discharge accounts for 10.75%, and after coming papermaking, chemical industry, thermal power generation, arrange the 4th, the waste gas of discharge accounts for 17%, is only second to thermal power generation industry and nonmetallic mineral manufacturing industry; SO2 discharge value accounts for 5.6%, inferior to thermal power generation industry and nonmetallic mineral manufacturing industry, is locked in a tie for third with chemical industry; Accordingly, application of the present invention, decrease " three wastes " phenomenon of construction industry to a certain extent: the discharge of waste gas, waste residue, waste material, and reduce the consumption of non-renewable energy resources significantly, thus improve environment greatly to a certain extent, for checking the impetus that climate change constantly worsens, start with from multiple link, energy-saving and emission-reduction lower consumption, and alleviate environmental hazard, achieve larger social benefit.
The method of the invention, assist perfect technology for one as bored pile pile, after drilling pouring pile hole, utilize the Grouting Pipe of pre-plugged, after pile, reach after some strength until pile concrete, adopt high-voltage generator, the high pressure cement slurry stream that forming energy is concentrated, slurries are by infiltrating, splitting, fill, compacted effect such as grade is combined with pile body surrounding soil, solidification pile body sediment and stake side mud skin, increase stake side skin friction and bearing capacity of pile tip, successfully overcome the bearing capacity that common bored pile causes because of sediment at the bottom of hole and pile body mud skin on the low side, the defect that vertical load decline is larger, to raising bearing capacity of single pile, reduce pile foundation settlement, guarantee that there are Important Economic and social effect in the aspects such as pile foundation engineering quality.
The above is only preferred embodiment of the present invention, and not do any pro forma restriction to the present invention, every any simple modification, equivalent variations done above embodiment according to technical spirit of the present invention, all falls within protection scope of the present invention.
Claims (8)
1., for a bored pile grouting behind shaft or drift lining construction method for pouring construction, it is characterized in that: comprise the following steps:
1) drilling pouring pile hole construction: according to construction process requirement, drilling construction is carried out to bored pile, shaping stake holes;
2) first time clear hole: after step 1), clean in stake holes, the left residue when holing cleared up;
3) reinforcing cage and Grouting Pipe are installed: hang the reinforcing cage of the complete band Grouting Pipe of installation combination in stake holes;
4) the clear hole of second time: after step 3), again clean in stake holes, by hang the complete band Grouting Pipe of combination is installed reinforcing cage to stake holes time the residue that falls down remove, ensure in drill-pouring stake holes clean;
5) pile concrete is built: utilize the pipe of building for concreting of pre-plugged to build, the pile body completing bored pile is shaping;
6) pile concrete maintenance: after the pile body of bored pile is shaping, carry out the maintenance of 2 ~ 3 days;
7) the grouting and reinforcing soil body: pile concrete reaches 65% ~ 75% of design strength, opens grouting pump, starts stake end and injects slurries soil mass consolidation;
8) stop slip casting: after grouting amount reaches designing requirement grouting amount reaches after 75% ~ 80% or grouting pressure reach 2 ~ 3MPa after stop slip casting;
9) next bored pile slip casting operation: transfer to another root bored pile and carry out step 7) and 8), until complete the grouting behind shaft or drift lining construction of all stake holes;
10) examination is detected: according to construction process requirement, each root bored pile is carried out to quality examination and completes examination.
2. a kind of bored pile grouting behind shaft or drift lining construction method for pouring construction according to claim 1, is characterized in that: described step 3) comprises the steps:
3.1) Grouting Pipe makes and installs: Grouting Pipe adopts steel pipe, diameter adopts 25mm ~ 32mm, Grouting Pipe wall thickness is more than or equal to 2.5mm, Grouting Pipe is made up of three parts: pile end concrete placing device, middle part straight tube, the joint of top tape screw thread, pile end concrete placing device is made within the scope of 30cm bottom Grouting Pipe, pile end concrete placing device sidewall arranges slurry outlet according to quincunx, aperture is generally 6-7mm, often arrange 3-4 the hole that be circular layout, the pile end concrete placing device adhesive tape completed is wrapped, outside galvanized wire is wound around and tightens, with antiseep, between Grouting Pipe with high-pressure slip-casting pipe, joint screw thread pipe collar is connected,
3.2) fabrication of reinforcing cage and installation: being placed in reinforcing cage of two Grouting Pipe symmetries is surveyed, Grouting Pipe and reinforcing cage are welded to connect, Grouting Pipe length at least should to nuzzle at the bottom of elevation location sentence lower 300mm, hang and Grouting Pipe is installed when entering stake holes, arrange special messenger to check the integrality of Grouting Pipe, when guaranteeing to transfer reinforcing cage, ensure that Grouting Pipe is not damaged.
3. a kind of bored pile grouting behind shaft or drift lining construction method for pouring construction according to claim 1, it is characterized in that: in described step 6), when carrying out pile concrete maintenance, also comprise setting-out and open plug technique, stake is built complete concrete in 2 ~ 3 days and is led to Grouting Pipe with high water pressure, and hydraulic pressure is 2MPa, and the setting-out time is 3 ~ 5min, when pressure is more than 4MPa, can be considered that pipeline is obstructed; When pressure is die-offed, when flow is uprushed, show that pipeline is got through, stop water filling immediately, in order to avoid a large amount of water pours into underground.
4. a kind of bored pile grouting behind shaft or drift lining construction method for pouring construction according to claim 1, it is characterized in that: described step 7), when there is grout lower than normal value or ground in grouting pressure or around grout leaking phenomenon appears in stake holes for a long time, intermittent slip casting should be changed into, intermittent slip casting suitably reduces water/binder ratio, and the intermittent time is 30-60min.
5. a kind of bored pile grouting behind shaft or drift lining construction method for pouring construction according to claim 1, it is characterized in that: described step 7), in slip casting process, first should adopt low pressure slowly slip casting, allow slurries slowly uniformly penetrating and slowly thrusting in soil layer, flow rate of grouting controls at 20-75L/min; Slip casting starts first to use dilute concentration slurries, then uses intermediate concentration slurries, finally with high isoconcentration slurries; Injecting paste material should adopt Portland cement, and cement strength grade is not less than PO42.5, and water/binder ratio controls: saturated soil should be 0.45 ~ 0.7:1; Unsaturated soil should be 0.7 ~ 0.9:1, and loose rubble, gravel should be 0.5 ~ 0.6:1.
6. a kind of bored pile grouting behind shaft or drift lining construction method for pouring construction according to claim 1, it is characterized in that: in described step 8), also comprise when slip casting total amount has reached 75% of design load, and stop slip casting when grouting pressure exceedes design load and maintains more than 5min; When slip casting total amount reaches 75% of design load, and stop slip casting when stake top or ground obviously occur lifting phenomenon; Slip casting is stopped when pile body being lifted 3mm.
7. a kind of bored pile grouting behind shaft or drift lining construction method for pouring construction according to claim 1, it is characterized in that: described step 7), the slurries of injection should have extremely strong mobility, reliably latent, have certain early strength and set strength is high.
8. a kind of bored pile grouting behind shaft or drift lining construction method for pouring construction according to any one of claim 1-7, is characterized in that: described step 7), and slip casting operation is more than or equal to the diameter of 10 times of bored piles from the distance of pore-forming setting; Pile grouting implements equivalent slip casting successively to two of same pile Grouting Pipe; Clump of piles slip casting is adopted first peripheral, the order of rear inside.
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| CN109778847A (en) * | 2019-03-20 | 2019-05-21 | 裴晓峰 | A kind of construction method and device of cast-in-place concrete pile |
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| CN114775351A (en) * | 2022-04-29 | 2022-07-22 | 浙江实路工程技术有限公司 | Composite grouting pile treatment process for road deep diseases |
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| CN105239563A (en) * | 2015-10-27 | 2016-01-13 | 贵州开磷建设集团有限公司 | Dry-method hole forming filling pile structure for post-grouting matched rotary drilling rig and construction method |
| CN105714827A (en) * | 2016-03-04 | 2016-06-29 | 安徽同济建设集团有限责任公司 | Post-grouting construction method of cast-in-situ bored pile |
| CN106087997A (en) * | 2016-07-26 | 2016-11-09 | 中铁建大桥工程局集团第五工程有限公司 | A kind of high latitude, high and cold Permafrost Area drilled pile construction engineering method |
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| CN112081102A (en) * | 2020-07-29 | 2020-12-15 | 浙江中正岩土技术有限公司 | Large-diameter cast-in-situ bored pile and construction method thereof |
| CN113981978A (en) * | 2021-09-22 | 2022-01-28 | 江苏开放大学（江苏城市职业学院） | Method and device for cleaning sediment at bottom of slurry retaining wall cast-in-place pile |
| CN114808943A (en) * | 2022-04-07 | 2022-07-29 | 山东省公路桥梁建设集团有限公司 | Grouting construction process for micro steel pipe |
| CN114808933A (en) * | 2022-04-12 | 2022-07-29 | 贵州建工集团第一建筑工程有限责任公司 | High-pressure grouting construction method based on sediment problem treatment of rock-socketed cast-in-situ bored pile |
| CN114875893A (en) * | 2022-04-28 | 2022-08-09 | 中煤江南建设发展集团有限公司 | Post-grouting construction process for cast-in-situ bored pile |
| CN114775351A (en) * | 2022-04-29 | 2022-07-22 | 浙江实路工程技术有限公司 | Composite grouting pile treatment process for road deep diseases |
| CN114775351B (en) * | 2022-04-29 | 2023-09-19 | 浙江实路工程技术有限公司 | Treatment process for road deep disease composite grouting pile |
| CN114922187A (en) * | 2022-05-19 | 2022-08-19 | 珠海市三湘建筑基础工程有限公司 | Post-grouting device and grouting method for bored pile |
| CN115595962A (en) * | 2022-09-08 | 2023-01-13 | 中山大学（Cn） | Pile bottom expanding and reinforcing device and reinforcing method |
| CN115595962B (en) * | 2022-09-08 | 2024-02-02 | 中山大学 | Pile bottom expansion reinforcing device and reinforcing method |
| CN115434305A (en) * | 2022-09-14 | 2022-12-06 | 中铁三局集团有限公司 | Steel pipe pile construction process |
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