CN106049557A - Indoor testing device for simulating grouting pile end post-grouting and testing method - Google Patents

Indoor testing device for simulating grouting pile end post-grouting and testing method Download PDF

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Publication number
CN106049557A
CN106049557A CN201610349075.XA CN201610349075A CN106049557A CN 106049557 A CN106049557 A CN 106049557A CN 201610349075 A CN201610349075 A CN 201610349075A CN 106049557 A CN106049557 A CN 106049557A
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China
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grouting
pile
slurry
grout
valve
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CN106049557B (en
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赵春风
刘丰铭
赵程
于淼
刘帆
陶逸文
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Tongji University
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Tongji University
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D33/00Testing foundations or foundation structures
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D15/00Handling building or like materials for hydraulic engineering or foundations
    • E02D15/02Handling of bulk concrete specially for foundation or hydraulic engineering purposes
    • E02D15/04Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00Production methods
    • E02D2250/003Injection of material

Abstract

The invention relates to an indoor testing device for simulating grouting pile end post-grouting and a testing method. The indoor testing device comprises an air compressor, a grout storage tank and a model pile which are connected in sequence. A connection pipeline of the air compressor and the grout storage tank is provided with a pressure regulating valve and a pressure gauge. The top of the grout storage tank is provided with a flange top cover, and the bottom of the grout storage tank is connected with the model pile through a grout inlet pipe and a grouting valve. The model pile is inserted into a model groove. Compared with the prior art, the indoor testing device for simulating grouting pile end post-grouting and the testing method can be used for simulating a grouting process of in-situ grouting pile end post-grouting and is capable of well reflecting actual process procedures of pile end post-grouting, achieving pile end post-grouting of large-size model grouting piles of different soil layers and controlling the grouting pressure and the grouting quantity. By means of the testing result of the indoor testing device and the testing method, the actual working properties of foundation piles subjected to pile end post-grouting can be well reflected, revealing of a grouting mechanism of pile end post-grouting is facilitated, and a reference base is provided for design, construction and the like of pile end post-grouting of an actual pile foundation project.

Description

A kind of laboratory testing rig simulating grout pile end follow-up grouting and test method
Technical field
The present invention relates to grout pile end follow-up grouting field of engineering technology, note after being specifically related to a kind of simulation pile end The laboratory testing rig of slurry and test method.
Background technology
Along with the development of China's construction, bored concrete pile foundation in urban skyscraper, port and pier, the engineering such as traffic and ocean In be increasingly widely applied, all kinds of soil condition can be widely used in because it has, the draw ratio of stake can be selected flexibly By, bearing capacity advantages of higher, have become as one of China's present stage widely used main foundation form.To bored concrete pile foundation Reasonable employment, can effectively improve the bearing capacity of ground, reduce the sedimentation and deformation of buildings or structures, can improve again and build (structure) builds the anti-seismic performance of thing, so that it is guaranteed that the life-time service safety of buildings or structures.But bored concrete pile there is also following two The problem of aspect: in (1) pore forming process, occurs certain thickness sediment because of construction disturbance at the bottom of causing, when special hole depth is deeper, Clear hole is more difficult, causes sediment of the hole bottom blocked up, and end resistance reduces excessive;(2) pore-forming and mud off cause a side, pile-end soil Body softens, and after pile, pile end displacement is excessive, and end resistance can not effectively performance etc..
In order to eliminate the impact of pile bottom sediment, the reinforcing pile end soil body, and also to improve the vertical load of bored concrete pile Can, in current engineering reality, for Pile Grouting, especially large-section in-situ concrete pile engineering, through frequently with pile-end post-grouting skill Art.Stake end is carried out grouting behind shaft or drift lining and can eliminate the adverse effect that end resistance is played by pile bottom sediment, simultaneously with the reinforcing pile end soil body Owing to returning on serosity, it is possible to the more than reinforcing pile end performance of a range of soil body, beneficially pile side resistance.But in reality In Engineering operation, due to complex geologic conditions, it is difficult to ensure slip casting effect, also lack detection means and technology, after stake end Slurry injection technique also lacks theory support, thus affects the promotion and application of pile-end post-grouting technology.Therefore, how grouting amount is determined The relation improved with grouting pressure and end resistance and pile side resistance, how to simulate in laboratory test pile-end post-grouting technique with Just preferably study the grouting mechanism of pile-end post-grouting technology the most theoretically, become the emphasis into many focus of attentions, be also Engineering reality is promoted the key point of pile-end post-grouting technology application.
Summary of the invention
Defect that the purpose of the present invention is contemplated to overcome above-mentioned prior art to exist and provide a kind of and be suitable for indoor stake end The laboratory testing rig of the simulation grout pile end follow-up grouting of the grouting mechanism of grouting behind shaft or drift lining test, beneficially announcement pile-end post-grouting And test method.
The purpose of the present invention can be achieved through the following technical solutions: a kind of indoor simulating grout pile end follow-up grouting Assay device, described device includes air compressor, slurry can and the Model Pile being sequentially connected with, in described air compressor and storage Arranging pressure regulator valve and Pressure gauge on the connecting line of slurry tank, the top of described slurry can is provided with flange top cover, the bottom of slurry can By pulp-inlet pipe and grouting valve link model stake, described Model Pile is plugged in model groove.
Described flange top cover is arranged over relief valve, and this relief valve connects air by relief hole.
Described Model Pile is followed successively by concrete layer, aluminum corner brace layer, foil gauge and Grouting Pipe from outside to inside, and described Grouting Pipe is led to Crossing grouting valve and the bottom of pulp-inlet pipe connection slurry can, described foil gauge connects strain acquirement instrument by data wire.Described Concrete layer is mainly used in simulating the pile body of foundation pile in Practical Project, and its match ratio should be prepared according to the theory of similarity;Described angle Aluminium lamination is for pasting the steel reinforcement cage of foundation pile in foil gauge and simulation Practical Project, and its size should be according to similar with physico mechanical characteristic Than selecting;Described foil gauge connects strain acquirement instrument by data wire, is mainly used in the test of Internal forces;Described slip casting The passage that pipe injects for serosity during pile-end post-grouting, in order to make the grouting pressure energy preferably simulated field in model test actual Pile end grouting pressure, the injected hole internal diameter that the internal diameter of Grouting Pipe should be actual with scene is close, preferably about 8mm.
In described model groove, filling mould intends the soil body, and the top of model groove is provided with charger, and this charger is with described Model Pile connects, for the physicochemical property of test model stake.
A kind of test method using the laboratory testing rig of simulation grout pile end follow-up grouting as mentioned above, mainly includes Following step:
(1) in model groove, filling mould intends the soil body, is compacted and makes simulation soil solidifying, then hole also in the simulation soil body Insert the internal aluminum pipe containing Grouting Pipe, and the inner surface of this aluminum pipe posts foil gauge, then pour into a mould concrete and plug and pound closely knit Form Model Pile;
(2) Grouting Pipe is connected slurry can, and connect air compressor and slurry can;
(3) in slurry can, pour cement grout into, after pulp-inlet pipe is full of cement grout, closes grouting valve, continues in storage Slurry tank pours cement grout into, until cement grout reaches grouting amount design load in slurry can;
(4) cover flange top cover, close relief valve, open air compressor, treat that manometric reading reaches predetermined pressure Closing pressure-regulating valve during value;
(5) opening grouting valve, start to carry out grouting behind shaft or drift lining to Model Pile stake end, regulate pressure regulator valve, in making slurry can, pressure begins The most stable at design pressure state of value, until slip casting completes, close grouting valve, pressure regulator valve and air compressor the most successively;
(6) test grouting amount and the physicochemical property of Model Pile.
The filling of step (1) the described simulation soil body uses following steps: with simulation according to the soil property of actual building-site The soil body, layering insert in model groove, the thickness of each layer is 130~170mm, every layer complete after tamp, the soil body to be simulated Consolidate after filling at least 30 days.
Step (1) described aluminum pipe is the square shape pipe formed by two aluminum corner brace docking combinations, and the inner surface of aluminum pipe uniformly divides Cloth foil gauge, the two ends of described aluminum pipe use gauze parcel, and use epoxy sealing.
Used by step (1) described concrete, the particle diameter of stone is 1~5mm, and due to the restriction of Model Pile slenderness ratio, model tries Test Model Pile diameter used less, the stone selecting particle diameter to be 1~5mm, require meeting concrete workability and ensure boring On the basis of bored pile piling prescription, the perfusion of concrete and closely knit when facilitating pile.
Step (3) described cement grout can add coloring agent, with color after making cement grout solidify, it is simple to model tries Excavate the soil body after testing end, check slip casting effect intuitively.
Described grouting amount design load is 0~5L.
When cement grout is poured in slurry can by step (3), first open grouting valve, when being full of cement grout in pulp-inlet pipe Turn off grouting valve;Cement mortar liquid measure in slurry can is the grouting amount design load of the pile-end post-grouting of this test single pile, note After having starched, the variable quantity of cement grout in palpus mensuration slurry can, to determine actual grouting amount.
Step (4) described scheduled pressure value is 0~0.7MPa.
Step (4) specifically uses following steps: the flange top cover covering on slurry can, tightens the bolt on flange top cover, Close relief valve, seal slurry can, be then turned on air compressor, regulate pressure regulator valve, notice that manometric reading changes, wait to store up Slurry pressure inside the tank reaches closing pressure-regulating valve during preset value.
Step (5) specifically uses following steps: 1. according to the grouting mode of control grouting pressure, first should open slip casting Valve, starts slip casting, notes observing pressure gauge reading change simultaneously, regulates pressure regulator valve when pressure gauge reading declines in time, supplement Grouting pressure, makes grouting pressure maintain in setting value all the time, until pressure gauge reading no longer continuous decrease, this time slip casting is complete Become;2. according to the grouting mode of control grouting amount, the grouting amount in slurry can should be design grouting amount, opens opening grouting valve After beginning slip casting, note observing pulp-inlet pipe situation and pressure gauge reading, if pressure gauge reading persistently reduces, then just showing cement grout Slowly injected, now needing to regulate pressure regulator valve, make grouting pressure maintain in setting value, until the cement grout in slurry can It is completely implanted an end;If pressure gauge reading does not declines, then need to regulate pressure regulator valve, increase grouting pressure, until in slurry can Cement grout is completely implanted, record pressure gauge reading now, and this time slip casting completes.
Described physicochemical property includes slurry bubble size and intensity, the slurry that Internal forces, displacement at pile top, pile-end post-grouting formed Liquid distribution situation.Described Internal forces includes pile shaft force, the layering collateral resistance of Pile side soil and end resistance, its method of testing Strain acquirement instrument for being connected by data wire gathers the strain value at different section, then calculates corresponding disconnected according to strain value Pile shaft force at face, calculates layering collateral resistance and the end resistance of Pile side soil further according to pile shaft force;Described position, stake top Divert from one use to another the dial gauge test being arranged on stake top;The slurry bubble size of described pile-end post-grouting formation and intensity, grout distribution situation Being after test completes, excavation pile peripheral earth is directly tested and is drawn.Above test result can be used for analyzing stake end under different operating mode The situation of change of pile side resistance, end resistance and displacement at pile top in the case of grouting behind shaft or drift lining and non-slip casting, so determine grouting amount and The relation that grouting pressure and end resistance and pile side resistance improve, and combine slurry bubble size that pile-end post-grouting formed and intensity, The slip casting effect of grout distribution situation analysis pile-end post-grouting and slip casting mechanism, for Practical Project pile-end post-grouting design, execute Work, process modification and popularization provide foundation.
Compared with prior art, beneficial effects of the present invention is embodied in following several respects:
(1) use concrete as pile shaft material, can more preferably reflect the real work character of foundation pile, mutual for inquiring into the stake soil phase The mechanism of action provides powerful guarantee;
(2) use model drill hole of drilling machine, and simulate mud off technology, can preferably reflect the actual feelings of in situ pile Condition;
(3) Grouting Pipe internal diameter is about 8mm, and the injected hole actual with scene is close, makes the grouting pressure in model test The energy pile end grouting pressure that well simulated field is actual;
(4) grouting pressure and grouting amount can be controlled, therefore can carry out the grouting test of pile-end post-grouting under different operating mode, It is thus possible to disclose the affecting laws of a certain parameter carrying mechanism vertical to Capacity of Post-grouting Bored Pile;
(5) model groove soil excavation is convenient, can excavate the soil body, intuitively detection stake end after pile-end post-grouting has been tested The slip casting effect of grouting behind shaft or drift lining;
(6) repeatable utilization after device uses.
Accompanying drawing explanation
Fig. 1 is the connection diagram of apparatus of the present invention;
Fig. 2 is the generalized section of Model Pile of the present invention;
Fig. 3 is the cross sectional representation of Model Pile of the present invention;
Fig. 4 is the structural representation of slurry can of the present invention;
Fig. 5 is the schematic diagram of flange top cover of the present invention;
Fig. 6 is the generalized section of model groove of the present invention;
Fig. 7 is the top view of model groove of the present invention.
Wherein, 1 is pressure regulator valve, and 2 is Pressure gauge, and 3 is relief hole, and 4 is relief valve, and 5 is flange top cover, and 6 is slurry can, 7 For cement grout, 8 is pulp-inlet pipe, and 9 is grouting valve, and 10 is dial gauge, and 11 is Model Pile, and 12 is Grouting Pipe, and 13 is foil gauge, 14 For aluminum corner brace layer, 15 is concrete layer, and 16 is support, and 17 is grout outlet, and 18 is pressurization hole, and 19 is bolt hole, and 20 is model groove, 21 For the simulation soil body, 22 is charger, and 23 is rail plate, and 24 is air compressor.
Detailed description of the invention
Elaborating embodiments of the invention below, the present embodiment is carried out under premised on technical solution of the present invention Implement, give detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following enforcement Example.
Embodiment
A kind of laboratory testing rig simulating grout pile end follow-up grouting, it connects as it is shown in figure 1, this device includes successively Air compressor 24, slurry can 6 and the Model Pile 11 connected, is arranged on the connecting line of air compressor 24 and slurry can 6 Pressure regulator valve 1 and Pressure gauge 2, the top of slurry can 6 is provided with flange top cover 5, and flange top cover 5 is arranged over relief valve 4, this relief valve 4 connect air by relief hole 3.Cement grout is placed in the inside of slurry can 6, by pulp-inlet pipe 8 and grouting valve bottom slurry can 6 9 link model stakes 11, the middle part of Model Pile is inserted with Grouting Pipe 12, is also equipped with dial gauge 10, mainly uses near Model Pile 11 In test slip casting during Model Pile 11 on lift the pile head settlement in displacement and process of the test.
Wherein, the structure of Model Pile 11 as shown in Figures 2 and 3, a length of 1.9 meters of Model Pile 11, wherein embedded depth 1.8m, Model Pile 11 pile body is divided into 7 groups of foil gauges 13 of cloth, and often group foil gauge 13 is spaced 250mm, more than its king-pile end about 50mm The foil gauge 13 at place is mainly used in the approximation survey of end resistance and sets, and the data wire that foil gauge 13 connects draws from stake top side face opening Go out, it is simple to utilize strain acquirement instrument that strain is measured.The stake core of Model Pile 11 is by two a size of 15mm × 15mm × 1mm Aluminum corner brace and the Grouting Pipe 12 that internal diameter is 8mm form, in enclosing square shape, foil gauge 13 is affixed on inside aluminum corner brace layer 14, note Slurry pipe 12 is arranged in aluminum corner brace center, and the outside of aluminum corner brace layer 14 is filled with concrete layer 15.
As shown in Figure 4 and Figure 5, slurry can 6 is placed on support 16 structural representation of slurry can 6, and top is provided with flange Top cover 5, bottom is provided with grout outlet 17, and wherein, the central authorities of flange top cover 5 are provided with pressurization hole 18, and this pressurization hole 18 is by pipeline even Connect air compressor, and be provided with pressure regulator valve 1 and Pressure gauge 2 connecting on pipeline, it addition, be provided with pressure release on the side in pressurization hole 18 Valve 4, this relief valve 4 connects air by relief hole 3, before opening flange top cover 5, can open relief valve 4 after slip casting completes Relief hole 3 is utilized to carry out pressure release, to ensure safety;It is provided with bolt hole 19, for by flange top cover 5 in the outside of flange top cover 5 Fixing seal with slurry can 6 tank body.In the inside of slurry can 6 equipped with cement grout 7.The high 435mm of slurry can 6, diameter 126mm, maximum storage slurry measures about 5L, and slurry can 6 bottom design has a grout outlet 17, and has support 16 to provide firm to support, slurry can 6 Top for flange top cover 5 can be opened, can facilitate cement grout 7 pour into complete with slip casting after cleaning to slurry can 6.
At the trial, Model Pile 11 is plugged in model groove 20, the structure of model groove 20 as shown in Figure 6 and Figure 7, model groove 20 is rectangular, and sidewall is reinforced concrete structure, and its net section size length × width × height is 3.0m × 2.1m × 3.0m, wall thickness 0.3m, model groove 20 bottom surface locates below ground level 1.6m depths.In model groove 20, filling mould intends the soil body 21, the top of model groove 20 Being provided with rail plate 23, and connect charger 22 on this rail plate 23, this charger 22 is with described Model Pile 11 even Connect, for the physicochemical property of test model stake 11.
The test method of a kind of laboratory testing rig using above-mentioned simulation grout pile end follow-up grouting, uses following step Rapid:
The first step: the net section size length × width × height of model groove is 3.0m × 2.1m × 3.0m, wall thickness 0.3m, first should It is equipped with about 20m by the likelihood ratio3The soil body, be equipped with placement in layers in good backward model groove 20, every layer of about 150mm, often fill one layer All the compacting of application rubber hammer, flushes until filling to operating platform in Fig. 6.
Second step: make Model Pile stake core.Model Pile core is made up of the aluminum corner brace of two a size of 15mm × 15mm × 1mm, In enclosing square shape, it is the Grouting Pipe of 8mm that rectangular centre places internal diameter, pastes foil gauge in advance to measure pile body at stake core inner Stress, foil gauge data wire is derived from stake top side face opening, all uses bundle at the stake core aluminum corner brace whole body and stake core both ends open Wrap up in, and be coated with epoxy sealing.Every Model Pile pile body is divided into 7 groups of foil gauges of cloth, more than its king-pile end strain at about 50mm Sheet is mainly used in the approximation survey of end resistance and sets, and the embedded depth 1800mm of Model Pile, stake footpath about 46mm, the draw ratio of stake is about 40。
3rd step: after soil solidifying in model groove at least 30 days, utilizes model boring machine to go out boring in default stake position, bores Kong Shixu simulates mud off technology, has holed and has inserted, behind clear hole, the stake core made, then having poured into fine concrete And plug and pound closely knit pile, the stone that fine concrete is used must screen with standard screen, cobble-stone diameter used by it between 1~ Between 5mm, to ensure the pile quality of Model Pile.
4th step: the cement grout needed for preparation design grouting amount, cement grout is prepared in blender.During slurrying, first Discharge water, then add additive, after stirring, add water mud, mixing time about 5 minutes;After slurrying completes into, serosity is poured storage slurry In tank 6, slurry can height 435mm, diameter 126mm, allow that about 5L measured by storage slurry.
5th step: after Model Pile curing age is full, connects pile-end post-grouting device.First it is full of cement in treating pulp-inlet pipe 8 After serosity, closing grouting valve 9, be connected with Grouting Pipe by pulp-inlet pipe, seam larynx hoop is tightened, and prevents leakage pressure during slip casting; Serosity in pouring slurry can into reaches to design after grouting amount, covers flange top cover 5, tights a bolt 19, closes relief valve 4, even Connect pressurization hole 18 and air compressor, regulate pressure regulator valve 1 to closed mode.
6th step: Model Pile is carried out pile-end post-grouting.First turn on air compressor, regulate pressure regulator valve 1, to slurry can In 6, cement grout 7 pressurizes, and notes the reading of Pressure gauge 2 simultaneously, and in slurry can 6, pressure reaches to close during preset value to adjust Pressure valve 1, then opens grouting valve 9, and cement grout 7 injects stake end under stress, must be according to the slip casting side of test during slip casting Case, constantly regulates pressure regulator valve 1 according to the change of Pressure gauge 2 reading, makes to be applied to the pressure of cement grout 7 in slurry can 6 and meets Design requirement.
7th step: grouting valve 9, pressure regulator valve 1 and air compressor 24 are closed in slip casting successively after completing, be then turned on relief valve 4, until the pressure in slurry can 6 after relief hole 3 has been let out, open flange top cover 5, the change of cement grout 7 in measurement slurry can 6 Amount, calculates actual grouting amount, and determines the need for secondary grouting.If desired, then slip casting is continued according to grouting program;If no Need, then open larynx hoop, pulp-inlet pipe 8 is separated with Grouting Pipe 12, then clean slurry can 6 and pulp-inlet pipe 8, this group test knot Bundle.
The control method of the grout pile end follow-up grouting used in the present embodiment is divided into control grouting pressure and controls slip casting Measuring two kinds, different control modes is to there being different test methods: 1. according to the grouting mode of control grouting pressure, beating Open after grouting valve 9 starts slip casting, notably observe the change of Pressure gauge 2 reading, regulate tune in time when Pressure gauge 2 reading declines Pressure valve 1, supplements grouting pressure, makes grouting pressure maintain in setting value all the time, until slip casting completes;2. according to controlling slip casting The grouting mode of amount, the cement grout 7 in slurry can 6 should reach the design load of this grouting amount, starts note opening grouting valve 9 After slurry, notably observe shock conditions and the situation of change of Pressure gauge 2 reading of pulp-inlet pipe 8, if Pressure gauge 2 reading persistently drops Low, then show that cement grout 7 is slowly injected, now need to regulate pressure regulator valve 1, make grouting pressure maintain in setting value, Until the cement grout 7 in slurry can 6 is completely implanted an end;If Pressure gauge 2 reading does not declines, then need to regulate pressure regulator valve 1, increase Big grouting pressure, until the cement grout 7 in slurry can 6 is completely implanted, records the reading of now Pressure gauge 2, this time slip casting Complete.

Claims (10)

1. the laboratory testing rig simulating grout pile end follow-up grouting, it is characterised in that described device includes being sequentially connected with Air compressor (24), slurry can (6) and Model Pile (11), in described air compressor (24) and the connection of slurry can (6) Arranging pressure regulator valve (1) and Pressure gauge (2) on pipeline, the top of described slurry can (6) is provided with flange top cover (5), slurry can (6) Bottom is by pulp-inlet pipe (8) and grouting valve (9) link model stake (11), and described Model Pile (11) is plugged in model groove (20).
A kind of laboratory testing rig simulating grout pile end follow-up grouting the most according to claim 1, it is characterised in that institute The flange top cover (5) stated is arranged over relief valve (4), and this relief valve (4) connects air by relief hole (3).
A kind of laboratory testing rig simulating grout pile end follow-up grouting the most according to claim 1, it is characterised in that institute The Model Pile (11) stated is followed successively by concrete layer (15), aluminum corner brace layer (14), foil gauge (13) and Grouting Pipe (12), institute from outside to inside Stating Grouting Pipe (13) and connected the bottom of slurry can (6) by grouting valve (9) and pulp-inlet pipe (8), described foil gauge (13) passes through Data wire connects strain acquirement instrument.
A kind of laboratory testing rig simulating grout pile end follow-up grouting the most according to claim 1, it is characterised in that institute Model groove (20) the interior filling mould stated intends the soil body (21), and the top of model groove (20) is provided with charger (22), this charger (22) it is connected with described Model Pile (11), for the physicochemical property of test model stake (11).
5. the test using the laboratory testing rig simulating grout pile end follow-up grouting as described in Claims 1 to 4 is arbitrary Method, it is characterised in that the method mainly includes following step:
(1) in model groove (20), filling mould intends the soil body (21), is compacted and makes the simulation soil body (21) consolidate, then at the simulation soil body (21) hole in and insert the internal aluminum pipe containing Grouting Pipe (12), and the inner surface of this aluminum pipe posts foil gauge (13), then Cast concrete also plugs and pounds closely knit formation Model Pile (11);
(2) Grouting Pipe (12) is connected slurry can (6), and connect air compressor (24) and slurry can (6);
(3) in slurry can (6), pour cement grout into, after pulp-inlet pipe (8) is full of cement grout, closes grouting valve (9), continues Continue and pour cement grout in slurry can (6), until slurry can (6) interior cement grout reaches grouting amount design load;
(4) cover flange top cover (5), close relief valve (4), open air compressor (24), treat that the reading of Pressure gauge (2) reaches Closing pressure-regulating valve (1) during scheduled pressure value;
(5) open grouting valve (9), start to carry out grouting behind shaft or drift lining, regulation pressure regulator valve (1) to Model Pile (11) stake end, make slurry can (6) Interior pressure all-the-time stable is at design pressure state of value, until slip casting completes, close the most successively grouting valve (9), pressure regulator valve (1) and Air compressor (24);
(6) test grouting amount and the physicochemical property of simulation stake (11).
A kind of Experimental Method in Laboratory simulating grout pile end follow-up grouting the most according to claim 5, it is characterised in that step Suddenly the filling of (1) described simulation soil body uses following steps: with the simulation soil body according to the soil property of actual building-site, layering is filled out In entering model groove (20), the thickness of each layer is 130~170mm, every layer complete after tamp, soil body simulate filling is complete Rear consolidation at least 30 days.
A kind of Experimental Method in Laboratory simulating grout pile end follow-up grouting the most according to claim 5, it is characterised in that step Suddenly (1) described aluminum pipe is the square shape pipe formed by two aluminum corner brace docking combinations, and the inner surface of aluminum pipe is uniformly distributed foil gauge (13), the two ends of described aluminum pipe use gauze parcel, and use epoxy sealing.
A kind of Experimental Method in Laboratory simulating grout pile end follow-up grouting the most according to claim 5, it is characterised in that step Suddenly the particle diameter of stone used by (1) described concrete is 1~5mm.
A kind of Experimental Method in Laboratory simulating grout pile end follow-up grouting the most according to claim 5, it is characterised in that step (3) described cement grout adds coloring agent suddenly, with color after making cement grout solidify;
Described grouting amount design load is 0~5L.
A kind of Experimental Method in Laboratory simulating grout pile end follow-up grouting the most according to claim 5, it is characterised in that Step (4) described scheduled pressure value is 0~0.7MPa.
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CN106592651A (en) * 2016-12-07 2017-04-26 河北建筑工程学院 Variable-diameter cement-soil mixing pile model test device
CN107268691A (en) * 2017-07-04 2017-10-20 山东大学 A kind of test model and test method that lifting bearing capacity of pile foundation is starched suitable for after-teeming
CN108613885A (en) * 2018-03-14 2018-10-02 同济大学 The laboratory testing rig and test method of a kind of simulation stake side grouting behind shaft or drift lining
CN108828195A (en) * 2018-03-14 2018-11-16 同济大学 It is a kind of to simulate the laboratory testing rig returned on pile-end post-grouting slurries and test method
WO2021013186A1 (en) * 2019-07-24 2021-01-28 中南大学 Test device and test method for simulating earth-filling and grouting

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