CN104452741A - Technique for constructing reinforcing cloth bag grouting pile of coastal soft soil foundation - Google Patents
Technique for constructing reinforcing cloth bag grouting pile of coastal soft soil foundation Download PDFInfo
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- CN104452741A CN104452741A CN201410709773.7A CN201410709773A CN104452741A CN 104452741 A CN104452741 A CN 104452741A CN 201410709773 A CN201410709773 A CN 201410709773A CN 104452741 A CN104452741 A CN 104452741A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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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
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a technique for constructing a reinforcing cloth bag grouting pile of a coastal soft soil foundation. The technique for constructing the reinforcing cloth bag grouting pile of the coastal soft soil foundation comprises the steps of (1) hole drilling; (2) placing of a cloth bag grouting pipe, wherein the cloth bag grouting pipe manufactured in advance is placed in a pile hole formed for construction, the bottom end of the cloth bag grouting pipe is made in contact with the bottom of the pile hole, the cloth bag grouting pipe is composed of a grouting pipe body and a geotechnical cloth bag arranged outside the grouting pipe body in a sleeving mode, the bottom end of the grouting pipe body is inserted in the bottom of the inner side of the geotechnical cloth bag, the grouting pipe body and the geotechnical cloth bag are bound together, the grouting pipe body is a PPR pipe, and multiple grouting holes are formed in the side wall of the grouting pipe body; (3) grouting, wherein a grouting pump is adopted, cement grout is injected through the grouting pipe body, and the method for injecting the cement grout comprises the steps of (301) grouting for the first time, (302) grout supplement for the second time and (303) grout supplement for the third time; (4) forming of a pile body. According to the technique for constructing the reinforcing cloth bag grouting pile of the coastal soft soil foundation, the technological processes are simple, the design is reasonable, implementation is convenient, construction effect is good, the quality of the formed pile body is high, and reinforcing of the coastal soft soil foundation can be achieved easily and conveniently in a high-quality mode.
Description
Technical field
The invention belongs to foundation stabilization construction technical field, especially relate to a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process.
Background technology
The speed that flourish along with China's engineering construction cause, particularly railroad train run and comfortableness are all improving constantly, and ride comfort and the reliability requirement of tackling circuit mutually also improve constantly.And in whole line construction, roadbed part is the weakest, least stable component often, it all has material impact to aspects such as train safe, comfortable, high-speed cruisings.In recent years, reinforced soft soil ground technology also achieves very fast development, and wherein reinforcement Bag Grouting Pile is exactly the one breakthrough ground technological innovation in reinforced soft soil ground.Reinforcement cloth bag grouting pile constructing process forms similar columned hardenite to reinforce the Soft Ground technique of soft soil with geotextile bag and grouting serous fluid, it is the new technology of weak soil delamination pour slurry technology and geotextile integrated application, concrete construction method is that slurries are injected pre-plugged in the geotechnological cloth bag of weak soil by Grouting Pipe, form cylindric or cucurbit string-like pile body, and this pile body and soil layer form composite foundation, reach the object of soil mass consolidation and raising soil bearing capacity.Reinforcement Bag Grouting Pile belongs to the vertical one increasing Bearing Capacity of Composite Foundation method, has the characteristic such as flexible pile, Half rigid pile.
Kingsoft Railway Design class of track is state's iron I grade, designed driving speed is 160km/h, belong to national Article 1 suburbs electric railway, circuit mainly adopts roadbed form to pass through, and roadbed basement process adopts the processing form such as cement mixing pile, MMP stake, high-pressure rotary jet grouting pile, cloth bag grouting, sand wick, cement compaction pile.Kingsoft railway alteration work project is positioned at Shanghai City, and construction area is located in Yangtze River Delta estuary, and stratum has the feature of the mutual alternating deposit of extra large terrestrial facies.Works limit internal upper part extensively distributes, and Quaternary system Holocene series punching sea is long-pending, long-pending stratum, sea, and bottom is that Quaternary system upper Pleistocene series punching sea is long-pending, sea is long-pending, stratum is amassed in lake.By analysis, the ground that reinforcing pile need be adopted to carry out reinforcing is soft soil along the coast, and the back-up coat weak soil of this ground is followed successively by artificial earth fill, silty clay, Muddy Bottoms silty clay and Muddy Bottoms clay from top to bottom, the feature of this soil is that moisture content is large, compressibilty is high and intensity is low, can produce sizable sedimentation and differential settlement under the effect of load.If basement process is improper, will likely affect the normal use of building.In addition, in reinforcing pile work progress, also need to guarantee the traffic safety needing consolidated subsoil week side existing railway line and the interference reduced to greatest extent operation, thus difficulty of construction is quite large.Further, because reinforcement Bag Grouting Pile is a kind of novel reinforced soft soil ground pile body, its construction technology and construction parameter are also immature, when especially reinforcing soft soil along the coast, do not have a set of standard, maturation and reliably construction technology can for following in work progress.Thus, for reaching expection consolidation effect, pile quality becomes particularly important, how can complete the most important thing that reinforcement cloth bag grouting pile driving construction is reinforced soft soil ground process safely, efficiently, in high quality.In sum, nowadays lack a kind of processing step simple, reasonable in design, realize convenient and construction effect is good, the high soft soil along the coast reinforcement cloth bag grouting pile constructing process of shaping pile quality, energy is easy and high-quality completes soft soil along the coast reinforcing process, less on the impact of all sides building in work progress.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process is provided, its processing step is simple, reasonable in design, realization is convenient and construction effect is good, the shaping pile quality of institute is high, and energy is easy and high-quality completes soft soil along the coast reinforcing process.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process, is characterized in that this technique comprises the following steps:
Step one, boring: according to diameter D and the degree of depth L needing reinforcing soft ground of constructed reinforcement Bag Grouting Pile, adopt rig to drill through the stake holes (1) of constructed reinforcement Bag Grouting Pile from top to bottom;
The aperture D1=D of described stake holes and its hole depth L1=L+H1, wherein the unit of H1=15cm ~ 20cm, L1 is m;
Step 2, transfer cloth bag grouting pipe: by the cloth bag grouting pipe made in advance, transfer in the stake holes of construction molding to step one, and described cloth bag grouting pipe bottom is contacted with the bottom of stake holes;
Described cloth bag grouting pipe is made up of Grouting Pipe and the geotechnological cloth bag be sleeved on outside Grouting Pipe, and described Grouting Pipe bottom plug-in mounting enters geotechnological cloth bag inside bottom; Be integrated by the colligation of multiple colligation silk between described Grouting Pipe and geotechnological cloth bag, multiple described colligation silk is laid from front to back along the length direction of Grouting Pipe, and the spacing between adjacent two described colligation silks is 90cm ~ 110cm;
Described Grouting Pipe is PP-R pipe and its sidewall has multiple injected hole, and the caliber of described Grouting Pipe is Φ 30mm ~ Φ 36mm;
The length L2=L1+H2 of described geotechnological cloth bag and its diameter D2=D1+H0, wherein H2=60cm ~ 70cm, H0=8cm ~ 12cm; Tightened by colligation silk after the bottom sack sealing of described geotechnological cloth bag or inflection, the top sack of described geotechnological cloth bag is positioned at above the aperture of stake holes;
Step 3, slip casting: adopt grouting pump and by transferring the Grouting Pipe put in place in step 2, inject the cement grout mixed in advance; Inject total amount Q=η × π × 0.22 × 0.22 of cement grout × L1, Q unit be m
3, wherein η is grouting amount coefficient and η=1.1 ~ 1.15; By water, cement and flyash, by weight 1 ︰, (0.75 ~ 0.8) ︰ (0.62 ~ 0.65) Homogeneous phase mixing forms described cement grout, inject cement grout and enter geotechnological cloth bag by the injected hole in Grouting Pipe, and rise to stake holes top gradually by stake holes bottom; When injecting cement grout, process is as follows:
Step 301, first time slip casting: inject described cement grout by Grouting Pipe, and grouting amount Q1=Q × (60% ~ 70%);
Step 302, second time mend slurry: after first time slip casting completes 25min ~ 30min in step 301, then inject described cement grout by Grouting Pipe, and grouting amount Q2=Q0 × 50%; Wherein, Q0=Q-Q1;
Step 303, third time mend slurry: after second time benefit slurry completes 25min ~ 30min in step 302, then inject described cement grout by Grouting Pipe, and grouting amount Q3=Q2;
When carrying out in step 301 carrying out in first time slip casting, step 302 carrying out third time benefit slurry in second time benefit slurry and step 303, grouting pressure is 0.4MPa ~ 0.6MPA and flow rate of grouting is 50L/min ~ 70L/min;
Step 4, pile body are shaping: after institute's cementing grout cures in step 3, obtain the reinforcement Bag Grouting Pile of construction molding.
Above-mentioned a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process, is characterized in that: the aperture D1=28cm ~ 35cm of stake holes described in step one.
Above-mentioned a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process, it is characterized in that: the top sack of geotechnological cloth bag described in step 2 is tightened by colligation silk and is fixed in Grouting Pipe, on the top sack of described geotechnological cloth bag, the colligation silk of institute's colligation is top colligation silk, and described top colligation silk is positioned at above the aperture of stake holes.
Above-mentioned a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process, is characterized in that: rig described in step one is XY-50 geological drilling rig.
Above-mentioned a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process, it is characterized in that: before holing in step one, first moved to by described rig on the stake position of constructed reinforcement Bag Grouting Pile, the gradient of described stake holes is less than 1%; The unit area of geotechnological cloth bag described in step 2 is 230g/ ㎡, bursting strength>=5.5KN, effective aperture 0.07mm ~ 0.5mm, tearing resistance>=0.9KN, coefficient of permeability K=1 × 10
-2cm/s ~ 1 × 10
-3cm; After the pipe of cloth bag grouting described in step 2 is transferred and put in place, described Grouting Pipe is laid in coaxial with stake holes.
Above-mentioned a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process, it is characterized in that: multiple described injected hole is quincunx laying, and multiple described injected hole divides many rows to lay from top to bottom, the separation delta D=18cm ~ 22cm between the described injected hole of neighbouring two row; Often arrange described injected hole and include multiple injected hole along the circumferential direction evenly laid, the aperture of described injected hole is Φ 8mm ~ Φ 12mm.
Above-mentioned a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process, is characterized in that: often arrange described injected hole and include 4 injected holes along the circumferential direction evenly laid; The row's injected hole being positioned at bottommost in the described injected hole of many rows is end row's injected hole, row's injected hole of top is positioned at for top row's injected hole in the described injected hole of many rows, the spacing of row's injected hole of the described end and Grouting Pipe bottom is 30cm ~ 40cm, and the spacing of described top row's injected hole below the aperture of stake holes and between itself and the aperture of stake holes is less than Δ D.
Above-mentioned a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process, it is characterized in that: the cement in cement grout described in step 3 is 42.5 grades of Portland cements, and the particle diameter of flyash is less than 0.5mm, water is river or tap water; In step 3 before slip casting, first carry out mix to described cement grout, duration of mixing is no less than 3min; The proportion of described cement grout is not less than C, viscosity is 30s ~ 35s and its syneresis rate < 3%, wherein C=1.4-1.5.
Above-mentioned a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process, it is characterized in that: in step 3 before slip casting, first by the 3rd tube connector, the pumping outlet of grouting pump is connected with Grouting Pipe upper end, described 3rd tube connector is equipped with flow meter, described grouting pump with carry out storing to described cement grout and the stirring slurry can stirred continuously connects, and stirring slurry can connects with the cement grout mixing device described cement grout being carried out to mix.
Above-mentioned a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process, it is characterized in that: described stirring slurry can comprises tank body and to be arranged in described tank body and described cement grout to be carried out to the agitator that stirs continuously, and described cement grout mixing device is mortar mixer; The grout outlet of described cement grout mixing device is equipped with the first tube connector, the stock inlet of described grouting pump is equipped with the second tube connector, described first tube connector and the second tube connector are all inserted into and stir in slurry can; The stock inlet of described grouting pump is equipped with the first control valve and its grout outlet is equipped with pressure meter, described Grouting Pipe upper end or the 3rd tube connector are equipped with the second control valve.
The present invention compared with prior art has the following advantages:
1, processing step is simple, reasonable in design, realization is convenient, drops into construction cost lower.
2, the construction equipment adopted is simple, light and easy to operate, and not only input cost is lower, and construction quality is easy to control.
3, adopt PP-R pipe as Grouting Pipe, PP-R pipe has the good feature of pliability, increases PPR Grouting Pipe in original pile body, can increase substantially pile quality.
4, the laying etc. of stake holes diameter, geotechnological cloth bag diameter and length, Grouting Pipe diameter and injected hole is all reasonable in design, can guarantee pile quality and reach expection consolidation effect, can complete reinforcement cloth bag grouting pile driving construction safely, efficiently, in high quality.
5, XY-50 rig drilling construction is adopted, XY-50 rig is of a size of long 2m × wide 1.2m × high 3m, distance obstruction 1.2m just can construct, thus can meet Business Line construction, electric railway station yard modification and the construction demand by engineerings such as work plane restrictions, solve the contradiction of the limited treatment of soft foundation engineering construction of work plane well.After pore-forming, adopt grouting pile-forming, effectively can improve intensity and the stake soil frictional resistance of inter-pile soil, improve bearing capacity of foundation soil.
6, slip casting Process Design rationally and slip casting effect is good, slip casting utilizes the pressure of grouting pump to be pressed in Grouting Pipe by cement grout, and rise to stake top gradually from the injected hole at the bottom of hole, grouting pressure controls at 0.4 ~ 0.6MPA, and injection speed at the uniform velocity remains on 50 ~ 70L/min, and note 2/3 slurry amount first, surplus is divided equally 2 times and has been noted, can not only to ensure like this after slip casting the quality of shaping pile body, and Zhujiang River process safety, reliable, there will not be collapse hole in slip casting process.
7, pile body construction quality is easy to control, and because the construction parameter of reinforcement Bag Grouting Pile easily controls, its construction quality is more guaranteed than cement earth pile, and simultaneously to solidify the length of time short for pile body, can effective accelerating construction progress.The bearing capacity of foundation soil increase rate of institute's construction molding pile body is large, the composite foundation that reinforcement cloth bag grouting pile driving construction completes formation can improve the supporting capacity of inter-pile soil body significantly, give full play to bearing capacity of single pile and the side direction frictional resistance of pile body, thus bearing capacity of foundation soil is increased substantially.In addition, rear sedimentation of having constructed is less, because the long length than the stake of traditional cements soil of institute of the present invention construction molding reinforcement Bag Grouting Pile stake is long, effectively can solve the larger difficult problem of soft foundation settlement amount after construction.
8, construction effect is good, and have the advantages such as technique is simple, easy construction, pile-forming speed is fast, little to surrounding environment influence, construction safety protection is high, consolidation effect is good, promotional value is large.
9, strong adaptability, can be applicable to the process of the various soft foundations such as cohesive soil, silt, sand, artificial earth fill and mucky soil; Further, because injecting paste material is enclosed in cloth bag, the cylinder of solidifiable formation rule, is applicable to multiple engineering fields such as foundation ditch protection, water seepage prevention and ground stabilization.
10, work progress have low noise, smaller tremors, without advantages such as soil compactions, little on the impact of surrounding environment and contiguous building, various bad ground can be passed through, and form larger bearing capacity of single pile, have and adapt to the advantage such as various geological conditions and different scales building.In addition, the present invention breaches the restriction of reinforcement Bag Grouting Pile in work progress and construction safety further, particularly at the soft soil foundation construction by the impact such as place (being especially electric railway and existing station yard modification), high-voltage line, structure, by applying in a flexible way, reinforcement Bag Grouting Pile is constructed.
11, economic benefit, social benefit and energy saving standard remarkable benefit, reinforcement Bag Grouting Pile price of per meter is about 80 yuan, and the every linear meter(lin.m.) of high-pressure rotary jet grouting pile 110 yuan, direct economic benefit 2,700,000 yuan.The consolidation effect of the present invention in weak soil and soft soil foundation process is good, after rig pore-forming, use PPR Grouting Pipe that cement grout to be injected pre-plugged in the geotextile bag of ground and form sugarcoated haws shape pile body, this pile body is that one both can bending resistance, again can tension, measuring body many performances minor diameter engineering pile, reach the construction object of leak stopping and soil mass consolidation.Adopt the match ratio of cement grout to meet design requirement unconfined compression strength, simultaneously mobility and workability need meet the conveying requirement of high-pressure injection pump.Further, using this industrial waste of flyash as reinforcement bag pile slip casting raw material, achieve the recycling of waste and scrap, and all injecting paste materials are all sealed in geotextile bag, do not have slurries to run off, decrease environment pollution.Simultaneously, the reinforcement Bag Grouting Pile of institute of the present invention construction molding is widely applicable, in retaining support when being applicable to the pile foundation of new construction and shallow excavation of foundation pit and basement process and Foundation strengthened engineering, have the following advantages: one is that to have construction equipment flexible, light, applied widely, the feature can constructed under multiple geological conditions; Two is that each operation can parallel construction, continuous productive process, and construction speed is fast; Three is that cloth bag can play the effect controlling slurries and run off, reduce environment pollution and raising stock utilization.
In sum, present invention process step is simple, reasonable in design, realization is convenient and construction effect is good, the shaping pile quality of institute is high, energy is easy and high-quality completes soft soil along the coast reinforcing process, less on the impact of all sides building in work progress.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 is process flow diagram of the present invention.
Fig. 2 is Construction State schematic diagram of the present invention.
Description of reference numerals:
1-stake holes; 2-Grouting Pipe; 3-geotechnological cloth bag;
4-grouting pump; 4-1-the second tube connector; 5-the three tube connector;
6-flow meter; 7-stir slurry can; 8-mortar mixer;
8-1-the first tube connector; 9-the first control valve; 10-the second control valve;
11-pressure meter; 12-injected hole.
Detailed description of the invention
A kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process as shown in Figure 1, comprises the following steps:
Step one, boring: according to diameter D and the degree of depth L needing reinforcing soft ground of constructed reinforcement Bag Grouting Pile, adopt rig to drill through the stake holes 1 of constructed reinforcement Bag Grouting Pile from top to bottom, refer to Fig. 2.
The aperture D1=D of described stake holes 1 and its hole depth L1=L+H1, wherein the unit of H1=15cm ~ 20cm, L1 is m.
During practice of construction, the aperture D1=28cm ~ 35cm of stake holes 1 described in step one.
In the present embodiment, the aperture D1=30cm of described stake holes 1.
During practice of construction, can according to specific needs, the aperture D1 of described stake holes 1 be adjusted accordingly.
In the present embodiment, the hole depth L1=14m ~ 20m of described stake holes 1.That is, the stake of institute's construction molding reinforcement Bag Grouting Pile is long is 14m ~ 20m.
The described reinforcing soft ground that needs is soft soil along the coast, and add man-hour to needing reinforcing soft ground, the quantity of reinforcement Bag Grouting Pile of constructing be many, many described reinforcement Bag Grouting Piles in evenly to lay and the spacing of adjacent two described reinforcement Bag Grouting Piles is 1m ~ 1.2m.In the present embodiment, the spacing of adjacent two described reinforcement Bag Grouting Piles is 1.1m.
In the present embodiment, rig described in step one is XY-50 geological drilling rig.
Further, before holing in step one, first moved to by described rig on the stake position of constructed reinforcement Bag Grouting Pile, the gradient of described stake holes 1 is less than 1%.
Before actual boring, first adopt total station survey setting-out to go out the stake position of construct reinforcement Bag Grouting Pile, after on stake position rig being moved to construct reinforcement Bag Grouting Pile, adopt plumb bob method adjustment borer chassis, make drilling cramp maintenance vertically, and by firm for rig pad.In the present embodiment, the drilling cramp verticality of described rig is less than 1%, pile position deviation≤5cm.Observe at any time in drilling process, ensure verticality.In drilling process, adopt clear water circulation, for easily collapsing, mud circulation is used on stratum, hole instead.
Step 2, transfer cloth bag grouting pipe: by the cloth bag grouting pipe made in advance, transfer in the stake holes 1 of construction molding to step one, and described cloth bag grouting pipe bottom is contacted with the bottom of stake holes 1.
Described cloth bag grouting pipe is made up of Grouting Pipe 2 and the geotechnological cloth bag 3 be sleeved on outside Grouting Pipe 2, and described Grouting Pipe 2 bottom plug-in mounting enters geotechnological cloth bag 3 inside bottom.Be integrated by the colligation of multiple colligation silk between described Grouting Pipe 2 and geotechnological cloth bag 3, multiple described colligation silk is laid from front to back along the length direction of Grouting Pipe 2, and the spacing between adjacent two described colligation silks is 90cm ~ 110cm.
Described Grouting Pipe 2 is managed for PP-R and its sidewall is had multiple injected hole 12, and the caliber of described Grouting Pipe 2 is Φ 30mm ~ Φ 36mm and its wall thickness is 3mm ~ 5mm.
The length L2=L1+H2 of described geotechnological cloth bag 3 and its diameter D2=D1+H0, wherein H2=60cm ~ 70cm, H0=8cm ~ 12cm.Tightened by colligation silk after the bottom sack sealing of described geotechnological cloth bag 3 or inflection, the top sack of described geotechnological cloth bag 3 is positioned at above the aperture of stake holes 1.
In the present embodiment, the external diameter of described PP-R pipe is Φ 36mm and its internal diameter is Φ 32mm.The model of described PP-R pipe is GB/T18742.2S4dn32 × en3.6.PP-R, to being again three type PA tubes, has lightweight, corrosion-resistant, the feature such as non-scaling, long service life.
Further, described Grouting Pipe 2 is spliced by many Grouting Pipe sections, and described in every root, the length of Grouting Pipe sections is 4m, hot-melt adhesive paste between adjacent two described Grouting Pipe sections.
The bottom sack of geotechnological cloth bag 3 described in step 2 is upwards tightened with colligation silk after inflection 20cm ~ 30cm.
In the present embodiment, the top sack of geotechnological cloth bag 3 described in step 2 is tightened by colligation silk and is fixed in Grouting Pipe 2, and on the top sack of described geotechnological cloth bag 3, the colligation silk of institute's colligation is top colligation silk, and described top colligation silk is positioned at above the aperture of stake holes 1.
During actual colligation, described colligation silk is iron wire.In the present embodiment, the spacing between adjacent two described colligation silks is 100cm, and each described colligation silk all adopts iron wire colligation 3 road.
In the present embodiment, the diameter D2=diameter 40cm (during flat folding, width is 63cm) of described geotechnological cloth bag 3, the bottom sack of described geotechnological cloth bag 3 is upwards tightened with 14# iron wire after inflection 25cm, and the top sack of geotechnological cloth bag 3 is tightened by 14# iron wire and is fixed in Grouting Pipe 2, effectively can ensure that described cement grout does not spill from the top of geotechnological cloth bag 3 and bottom like this.
In the present embodiment, except the colligation silk top sack of geotechnological cloth bag 3 and bottom sack being carried out to colligation is except 4# iron wire, remaining colligation silk is 20# iron wire.
In the present embodiment, for ensureing to transfer quality, adopt the artificial stake holes 1 cloth bag grouting pipe slowly being put into construction molding, and when to have deposit at the bottom of hole or hole when occurring collapsing, then must carry out clearly behind hole stake holes 1, more again transfer described cloth bag grouting pipe.
In the present embodiment, described in step 2, the unit area of geotechnological cloth bag 3 is 230g/ ㎡, bursting strength>=5.5KN, effective aperture 0.07mm ~ 0.5mm, tearing resistance>=0.9KN, coefficient of permeability K=1 × 10
-2cm/s ~ 1 × 10
-3cm/s.
Actually add man-hour, multiple described injected hole 12 is in quincunx laying, and multiple described injected hole 12 divides many rows to lay from top to bottom, the separation delta D=18cm ~ 22cm between the described injected hole 12 of neighbouring two row; Often arrange described injected hole 12 and include multiple injected hole 12 along the circumferential direction evenly laid, the aperture of described injected hole 12 is Φ 8mm ~ Φ 12mm.
In the present embodiment, the separation delta D=20cm between the described injected hole 12 of neighbouring two row, the aperture of injected hole 12 is Φ 10mm, often arranges described injected hole 12 and includes 4 injected holes 12 along the circumferential direction evenly laid.
Row's injected hole 12 of bottommost is positioned at for end row's injected hole in the described injected hole 12 of many rows, row's injected hole 12 of top is positioned at for top row's injected hole in the described injected hole 12 of many rows, the spacing of row's injected hole of the described end and Grouting Pipe 2 bottom is 30cm ~ 40cm, and the spacing of described top row's injected hole below the aperture of stake holes 1 and between itself and the aperture of stake holes 1 is less than Δ D.In the present embodiment, the spacing of row's injected hole of the described end and Grouting Pipe 2 bottom is 35cm.
During practice of construction, can according to specific needs, the aperture of the separation delta D between the described injected hole 12 of neighbouring two row and injected hole 12 be adjusted accordingly.
In the present embodiment, after the pipe of cloth bag grouting described in step 2 is transferred and put in place, described Grouting Pipe 2 is laid in coaxial with stake holes 1.
Step 3, slip casting: adopt grouting pump 4 and by transferring the Grouting Pipe 2 put in place in step 2, inject the cement grout mixed in advance; Inject total amount Q=η × π × 0.22 × 0.22 of cement grout × L1, Q unit be m
3, wherein η is grouting amount coefficient and η=1.1 ~ 1.15; By water, cement and flyash, by weight 1 ︰, (0.75 ~ 0.8) ︰ (0.62 ~ 0.65) Homogeneous phase mixing forms described cement grout, inject cement grout and enter geotechnological cloth bag 3 by the injected hole 12 in Grouting Pipe 2, and rise to stake holes 1 top gradually by stake holes 1 bottom; When injecting cement grout, process is as follows:
Step 301, first time slip casting: inject described cement grout by Grouting Pipe 2, and grouting amount Q1=Q × (60% ~ 70%).
Step 302, second time mend slurry: after first time slip casting completes 25min ~ 30min in step 301, then inject described cement grout by Grouting Pipe 2, and grouting amount Q2=Q0 × 50%; Wherein, Q0=Q-Q1.
Step 303, third time mend slurry: after second time benefit slurry completes 25min ~ 30min in step 302, then inject described cement grout by Grouting Pipe 2, and grouting amount Q3=Q2.
When carrying out in step 301 carrying out in first time slip casting, step 302 carrying out third time benefit slurry in second time benefit slurry and step 303, grouting pressure is 0.4MPa ~ 0.6MPA and flow rate of grouting is 50L/min ~ 70L/min.
In the present embodiment, grouting amount in step 301
Actual when carrying out slip casting, inject cement grout total amount Q determine according to parameters such as pile volume, fullness coefficient, cement grout consolidation shrinkage factors.
Further, during actual slip casting, inject after cement grout enters geotechnological cloth bag 3 by the injected hole 12 in Grouting Pipe 2, rise to the top of stake holes 1 gradually from the bottom of stake holes 1, and the corresponding slip casting process completing constructed reinforcement bag pile.
In the present embodiment, described geotechnological cloth bag 3 is divided into multiple slip casting sections by multiple described colligation silk.Composition graphs 2, in step 3 inject after cement grout enters geotechnological cloth bag 3 by the injected hole 12 in Grouting Pipe 2, inject cement grout and be introduced into the slip casting sections being positioned at bottommost, from the bottom to top slip casting is carried out to multiple described slip casting sections more afterwards.
In the present embodiment, the cement in cement grout described in step 3 is 42.5 grades of Portland cements, and the particle diameter of flyash is less than 0.5mm, and water is river or tap water.
In step 3 before slip casting, first carry out mix to described cement grout, duration of mixing is no less than 3min; The proportion of described cement grout is not less than C, viscosity is 30s ~ 35s and its syneresis rate < 3%, wherein C=1.4-1.5.Wherein, the viscosity of described cement grout adopts painting-4 viscosimeters to test.
In the present embodiment, described cement grout is formed by weight 1 ︰ 0.785 ︰ 0.642 Homogeneous phase mixing by water, cement and flyash.During actual mix, can according to specific needs, the proportioning of water, cement and flyash in described cement grout be adjusted accordingly.
In step 3 before slip casting, first by the 3rd tube connector 5, the pumping outlet of grouting pump 4 is connected with Grouting Pipe 2 upper end, described 3rd tube connector 5 is equipped with flow meter 6, described grouting pump 4 with carry out storing to described cement grout and the stirring slurry can 7 stirred continuously connects, and stirring slurry can 7 connects with the cement grout mixing device described cement grout being carried out to mix.
In the present embodiment, described stirring slurry can 7 comprises tank body and to be arranged in described tank body and described cement grout to be carried out to the agitator that stirs continuously, and described cement grout mixing device is mortar mixer 8.
In the present embodiment, described mortar mixer 8 is 400L mortar mixer.
Meanwhile, described stirring slurry can 7 also comprises and being arranged in described tank body and the screen pack filtered the cement grout entering grouting pump 4.
In the present embodiment, the grout outlet of described cement grout mixing device is equipped with the first tube connector 8-1, the stock inlet of described grouting pump 4 is equipped with the second tube connector 4-1, described first tube connector 8-1 and the second tube connector 4-1 is all inserted into and stirs in slurry can 7.
Further, the stock inlet of described grouting pump 4 is equipped with the first control valve 9 and its grout outlet is equipped with pressure meter 11, described Grouting Pipe 2 upper end or the 3rd tube connector 5 are equipped with the second control valve 10.
In the present embodiment, when reality carries out mix to described cement grout, first add water, then add cement and flyash, and, described cement grout is according to design mixture proportion mixing at the scene, duration of mixing is no less than 3min, after mix is even, measures the proportion of cement grout with hydrometer, and when the proportion of cement grout is not less than 1.4 ~ 1.5, be judged to be qualified slurries; Afterwards, qualified slurry storage is for subsequent use in stirring slurry can 7, cement grout injects when stirring slurry can 7 and adds sieved filter.
During practice of construction, described cement grout with mix with, in described stirring slurry can 7, cement grout for subsequent use is no more than 2h, also needs the cement grout to stirring in slurry can 7 to stir continuously, to ensure that cement grout is not emanated simultaneously.
In the present embodiment, described grouting pump 4 is BW-150 grouting pump.
Step 4, pile body are shaping: after institute's cementing grout cures in step 3, obtain the reinforcement Bag Grouting Pile of construction molding.
In the present embodiment, in step 3, slip casting process completes and after institute's cementing slurries final set, obtains the reinforcement Bag Grouting Pile of construction molding.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.
Claims (10)
1. a soft soil along the coast reinforcement cloth bag grouting pile constructing process, is characterized in that this technique comprises the following steps:
Step one, boring: according to diameter D and the degree of depth L needing reinforcing soft ground of constructed reinforcement Bag Grouting Pile, adopt rig to drill through the stake holes (1) of constructed reinforcement Bag Grouting Pile from top to bottom;
The aperture D1=D of described stake holes (1) and its hole depth L1=L+H1, wherein the unit of H1=15cm ~ 20cm, L1 is m;
Step 2, transfer cloth bag grouting pipe: by the cloth bag grouting pipe made in advance, transfer in the stake holes (1) of construction molding to step one, and the bottom of described cloth bag grouting pipe is contacted with the bottom of stake holes (1);
Described cloth bag grouting pipe is made up of Grouting Pipe (2) and the geotechnological cloth bag (3) be sleeved on outside Grouting Pipe (2), and described Grouting Pipe (2) bottom plug-in mounting enters geotechnological cloth bag (3) inside bottom; Be integrated by the colligation of multiple colligation silk between described Grouting Pipe (2) and geotechnological cloth bag (3), multiple described colligation silk is laid from front to back along the length direction of Grouting Pipe (2), and the spacing between adjacent two described colligation silks is 90cm ~ 110cm;
Described Grouting Pipe (2) is managed for PP-R and its sidewall is had multiple injected hole (12), and the caliber of described Grouting Pipe (2) is Φ 30mm ~ Φ 36mm;
The length L2=L1+H2 of described geotechnological cloth bag (3) and its diameter D2=D1+H0, wherein H2=60cm ~ 70cm, H0=8cm ~ 12cm; Tightened by colligation silk after the bottom sack sealing of described geotechnological cloth bag (3) or inflection, the top sack of described geotechnological cloth bag (3) is positioned at above the aperture of stake holes (1);
Step 3, slip casting: adopt grouting pump (4) and by transferring the Grouting Pipe (2) put in place in step 2, inject the cement grout mixed in advance; Inject total amount Q=η × π × 0.22 × 0.22 of cement grout × L1, Q unit be m
3, wherein η is grouting amount coefficient and η=1.1 ~ 1.15; By water, cement and flyash, by weight 1 ︰, (0.75 ~ 0.8) ︰ (0.62 ~ 0.65) Homogeneous phase mixing forms described cement grout, inject cement grout and enter geotechnological cloth bag (3) by the injected hole (12) in Grouting Pipe (2), and rise to stake holes (1) top gradually by stake holes (1) bottom; When injecting cement grout, process is as follows:
Step 301, first time slip casting: inject described cement grout by Grouting Pipe (2), and grouting amount Q1=Q × (60% ~ 70%);
Step 302, second time mend slurry: after in step 301, first time slip casting completes 25min ~ 30min, then inject described cement grout by Grouting Pipe (2), and grouting amount Q2=Q0 × 50%; Wherein, Q0=Q-Q1;
Step 303, third time mend slurry: after second time benefit slurry completes 25min ~ 30min in step 302, then inject described cement grout by Grouting Pipe (2), and grouting amount Q3=Q2;
When carrying out in step 301 carrying out in first time slip casting, step 302 carrying out third time benefit slurry in second time benefit slurry and step 303, grouting pressure is 0.4MPa ~ 0.6MPA and flow rate of grouting is 50L/min ~ 70L/min;
Step 4, pile body are shaping: after institute's cementing grout cures in step 3, obtain the reinforcement Bag Grouting Pile of construction molding.
2., according to a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process according to claim 1, it is characterized in that: the aperture D1=28cm ~ 35cm of stake holes described in step one (1).
3. according to a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process described in claim 1 or 2, it is characterized in that: the top sack of geotechnological cloth bag described in step 2 (3) is tightened by colligation silk and is fixed in Grouting Pipe (2), on the top sack of described geotechnological cloth bag (3), the colligation silk of institute's colligation is top colligation silk, and described top colligation silk is positioned at above the aperture of stake holes (1).
4., according to a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process described in claim 1 or 2, it is characterized in that: rig described in step one is XY-50 geological drilling rig.
5. according to a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process described in claim 1 or 2, it is characterized in that: before holing in step one, first moved to by described rig on the stake position of constructed reinforcement Bag Grouting Pile, the gradient of described stake holes (1) is less than 1%; The unit area of geotechnological cloth bag described in step 2 (3) is 230g/ ㎡, bursting strength>=5.5KN, effective aperture 0.07mm ~ 0.5mm, tearing resistance>=0.9KN, coefficient of permeability K=1 × 10
-2cm/s ~ 1 × 10
-3cm; After the pipe of cloth bag grouting described in step 2 is transferred and put in place, described Grouting Pipe (2) is laid in coaxial with stake holes (1).
6. according to a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process described in claim 1 or 2, it is characterized in that: multiple described injected hole (12) is in quincunx laying, and multiple described injected hole (12) divides many rows to lay from top to bottom, the separation delta D=18cm ~ 22cm between the neighbouring two described injected hole of rows (12); Often arrange described injected hole (12) and include multiple injected hole (12) along the circumferential direction evenly laid, the aperture of described injected hole (12) is Φ 8mm ~ Φ 12mm.
7. according to a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process according to claim 6, it is characterized in that: often arrange described injected hole (12) and include 4 injected holes (12) along the circumferential direction evenly laid; Row's injected hole (12) of bottommost is positioned at for end row's injected hole in the described injected hole of many rows (12), row's injected hole (12) of top is positioned at for top row's injected hole in the described injected hole of many rows (12), described end row's injected hole is 30cm ~ 40cm with the spacing of Grouting Pipe (2) bottom, and described top is arranged below aperture that injected hole is positioned at stake holes (1) and spacing between itself and the aperture of stake holes (1) is less than Δ D.
8. according to a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process described in claim 1 or 2, it is characterized in that: the cement in cement grout described in step 3 is 42.5 grades of Portland cements, the particle diameter of flyash is less than 0.5mm, and water is river or tap water; In step 3 before slip casting, first carry out mix to described cement grout, duration of mixing is no less than 3min; The proportion of described cement grout is not less than C, viscosity is 30s ~ 35s and its syneresis rate < 3%, wherein C=1.4-1.5.
9. according to a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process described in claim 1 or 2, it is characterized in that: in step 3 before slip casting, first by the 3rd tube connector (5), the pumping outlet of grouting pump (4) is connected with Grouting Pipe (2) upper end, described 3rd tube connector (5) is equipped with flow meter (6), described grouting pump (4) with carry out storing to described cement grout and the stirring slurry can (7) stirred continuously connects, and stirring slurry can (7) connects with the cement grout mixing device described cement grout being carried out to mix.
10. according to a kind of soft soil along the coast reinforcement cloth bag grouting pile constructing process according to claim 9, it is characterized in that: described stirring slurry can (7) comprises tank body and to be arranged in described tank body and described cement grout to be carried out to the agitator that stirs continuously, and described cement grout mixing device is mortar mixer (8); The first tube connector (8-1) grout outlet of described cement grout mixing device is equipped with, the stock inlet of described grouting pump (4) is equipped with the second tube connector (4-1), described first tube connector (8-1) and the second tube connector (4-1) are all inserted into and stir in slurry can (7); The stock inlet of described grouting pump (4) be equipped with the first control valve (9) and its grout outlet be equipped with pressure meter (11), described Grouting Pipe (2) upper end or the 3rd tube connector (5) are equipped with the second control valve (10).
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| CN201410709773.7A CN104452741A (en) | 2014-11-30 | 2014-11-30 | Technique for constructing reinforcing cloth bag grouting pile of coastal soft soil foundation |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410709773.7A CN104452741A (en) | 2014-11-30 | 2014-11-30 | Technique for constructing reinforcing cloth bag grouting pile of coastal soft soil foundation |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110685272A (en) * | 2019-09-23 | 2020-01-14 | 苏交科集团股份有限公司 | Method for treating soft foundation settlement overrun by utilizing inclined-hole cloth bag pile |
| CN115467358A (en) * | 2022-08-25 | 2022-12-13 | 中煤科工西安研究院(集团)有限公司 | Micro pile composite structure for reinforcing broken stratum, micro pile and construction process |
| CN116289879A (en) * | 2023-05-19 | 2023-06-23 | 北京恒祥宏业基础加固技术有限公司 | Grouting reinforcement method for preventing liquefaction of foundation |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110685272A (en) * | 2019-09-23 | 2020-01-14 | 苏交科集团股份有限公司 | Method for treating soft foundation settlement overrun by utilizing inclined-hole cloth bag pile |
| CN115467358A (en) * | 2022-08-25 | 2022-12-13 | 中煤科工西安研究院(集团)有限公司 | Micro pile composite structure for reinforcing broken stratum, micro pile and construction process |
| CN115467358B (en) * | 2022-08-25 | 2023-12-26 | 中煤科工西安研究院(集团)有限公司 | Micro pile composite structure for reinforcing broken stratum, micro pile and construction process |
| CN116289879A (en) * | 2023-05-19 | 2023-06-23 | 北京恒祥宏业基础加固技术有限公司 | Grouting reinforcement method for preventing liquefaction of foundation |
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