CN204898670U - Counter -force steel -pipe pile pile pulling device and clear native device are pressed to hole - Google Patents
Counter -force steel -pipe pile pile pulling device and clear native device are pressed to hole Download PDFInfo
- Publication number
- CN204898670U CN204898670U CN201520615531.1U CN201520615531U CN204898670U CN 204898670 U CN204898670 U CN 204898670U CN 201520615531 U CN201520615531 U CN 201520615531U CN 204898670 U CN204898670 U CN 204898670U
- Authority
- CN
- China
- Prior art keywords
- pile
- steel pipe
- pipe pile
- soil body
- fluid
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The utility model relates to a counter -force steel -pipe pile pile pulling device and clear native device are pressed to hole in foundation ditch in the geotechnical engineering field and the pile foundation engineering field, the lateral wall of steel -pipe pile (1) is utilized to this pile pulling method, sealed stake stopper (3), the soil body (2) or other filling material such as pile body material or tubular well material in the steel -pipe pile, enclose into the fluid and store chamber (9) in steel -pipe pile (1), through store chamber (9) interior gas or liquid of continuously injecting into to the fluid, it stores the pressure of interior gas in chamber (9) or liquid to increase the fluid, and on transmission to the sealed stake stopper (3) or steel -pipe pile (1), thereby produce pile pulling power or carry out steel -pipe pile (1) as some of pile pulling power and extract the construction, can be used for accomplishing the steel pipe dado pours into the extrusion pile driving construction, can also be used to accomplishing the construction of steel pipe dado precipitation tubular well, pile pulling equipment is little, and the cost is low, can solve the difficult problem of pile pulling area soil to the surrounding enviroment influence.
Description
Technical field
The present invention relates to the foundation ditch in geotechnical engineering field and pile foundation engineering field.
Background technology
Extracting of steel pipe pile is one of key technology in the foundation ditch in geotechnical engineering field and pile foundation engineering field, the extracting construction and can realize the recycling of steel pipe pile of steel pipe pile, to saving engineering cost, reduces the consumption of constructional materials and possesses very important construction value.Current conventional steel pipe pile method for pulling out mainly comprises static(al) pile pulling method and vibration pile pulling method, and these two kinds of method pile pulling costs are high and native with pile pulling band, have a certain impact to surrounding enviroment.In addition, the vertically pulling-resistant bearingtest of current steel pipe pile mainly adopts static load test method or equilibrium method to carry out pile pulling, and experimentation cost is high.For the steel pipe pile used in Large Steel pile tube and ocean engineering, experimentation cost is very expensive especially.Often the problem such as undergauge, broken pile is attended by when steel pipe pile is extracted for utilizing the Construction of Engineering Pile of steel pipe pile retaining wall, and interaction force between stake soil is lower, bearing capacity of single pile is lower, fails the native potentiality that fully undermine, and the castinplace pile for other form also exists the problems referred to above.At present, the construction of precipitation pipe well is first holed usually, places downcast well pipe, backfill the pipe well filtrates such as medium coarse sand, rubble, clay, then clear out the mud in pipe well filtrate by loaded down with trivial details technology for washing well outside well casing in boring.This construction technology efficiency is low, speed is slow, cost is high, and often needs to discharge mud, has certain pollution to surrounding enviroment.
Summary of the invention
First object of the present invention is to provide the first hole to press counter-force steel pipe pile pile extracting method, this hole pressure counter-force steel pipe pile pile extracting method can give full play to the soil body in stake provides counter-force effect in pile pulling process, and pile pulling band soil problem can be solved, little on surrounding enviroment impact, machinery used is little, and pile pulling cost is low.
This first hole pressure counter-force steel pipe pile pile extracting method comprises the following steps:
A) locate steel pipe pile to be pulled out, and complete the installation of the sealing stake plug on steel pipe pile;
B) utilize the soil body in the sidewall of steel pipe pile, sealing stake plug, steel pipe pile or bottom steel pipe pile, in steel pipe pile, form fluid storage chamber;
C) to one or both combinations in injecting gas, liquid in fluid storage chamber;
D) by continuing injecting gas or liquid in fluid storage chamber, the pressure of fluid storage intracavity gas or liquid is increased;
E) pore water pressure of the soil body in steel pipe pile or pore air pressure is made to increase;
F) utilize and inject gas in fluid storage chamber or liquid, the pore water pressure of the soil body in steel pipe pile or pore air pressure are passed to and are positioned on sealing stake plug on steel pipe pile or steel pipe pile;
G) utilize and act on gas on sealing stake plug or steel pipe pile or fluid pressure as pile pulling power or carry out steel pipe pile as a part for pile pulling power and extract construction.
In the pressure counter-force steel pipe pile pile extracting method of above-mentioned hole, the step g above-mentioned) in, at steel pipe pile top, vibrating hammer can be installed, reduce pile extraction resistance by the vibration of vibrating hammer.
In the pressure counter-force steel pipe pile pile extracting method of above-mentioned hole, the step g above-mentioned) in, can be applied with on steel pipe pile and pull out active force assistance pile pulling construction.
In the pressure counter-force steel pipe pile pile extracting method of above-mentioned hole, the step g above-mentioned) in, while pile pulling, the peripheral foundation soil of steel pipe pile can be utilized to provide counter-force to assist pile pulling construction, reduces pile pulling band soil outside steel pipe pile simultaneously.
In the pressure counter-force steel pipe pile pile extracting method of above-mentioned hole, step f above-mentioned) in, the pressure of the gas in fluid storage chamber or liquid can be increased to and can form thin layer air film or moisture film between steel pipe pile sidewall and the soil body, reduce pile pulling power and the impact of pile pulling band soil of steel pipe pile.
Second object of the present invention is to provide the second hole to press counter-force steel pipe pile pile extracting method, and this pile extracting method can measure the Ultimate Up-lift Bearing Capacity of steel pipe pile, and more traditional uplift pile bearingtest method, experimentation cost is significantly reduced.
This second hole pressure counter-force steel pipe pile pile extracting method comprises the following steps:
A) locate steel pipe pile to be pulled out, and complete the installation of the sealing stake plug on steel pipe pile;
B) utilize the soil body in the sidewall of steel pipe pile, sealing stake plug, steel pipe pile or bottom steel pipe pile, in steel pipe pile, form fluid storage chamber;
C) to one or both combinations in injecting gas, liquid in fluid storage chamber;
D) by continuing injecting gas or liquid in fluid storage chamber, the pressure of fluid storage intracavity gas or liquid is increased;
E) pore water pressure of the soil body in steel pipe pile or bottom steel pipe pile or pore air pressure is made to increase;
F) utilize and inject gas in fluid storage chamber or liquid, the pore water pressure of the soil body in steel pipe pile or bottom steel pipe pile or pore air pressure are passed to and are positioned on sealing stake plug on steel pipe pile or steel pipe pile;
G) utilize and act on gas on sealing stake plug or steel pipe pile or fluid pressure carries out pile pulling as pile pulling power or as a part for pile pulling power, measure the pressure of gas in fluid storage chamber or liquid simultaneously, and measure the uplift displacement amount of steel pipe pile;
H) step g is repeated), until steel pipe pile reaches pull out destruction;
I) interpretation of records step g) the middle data recorded, according to pressure conversion pile pulling power;
J) according to the relation of pile pulling power and steel pipe pile uplift displacement amount, vertical ultimate uplift resistance of single pile is calculated.
In the pressure counter-force steel pipe pile pile extracting method of above-mentioned the second hole, at above-mentioned steps j) in, in conjunction with uplift pile limiting equilibrium equation, the radial deformation of steel pipe pile in pile pulling process can be calculated according to the gas in pile pulling process or liquid pressure, single pile Ultimate Up-lift Bearing Capacity revised.
In the pressure counter-force steel pipe pile pile extracting method of above-mentioned the second hole, at above-mentioned steps j) in, steel pipe pile inside sliding block can be deducted according to total pile pulling power and calculate vertical ultimate uplift resistance of single pile.
In the pressure counter-force steel pipe pile pile extracting method of above-mentioned the second hole, at above-mentioned steps j) in, when calculating soil body frictional resistance inside steel pipe pile, the impact of increase on side friction of soil body pore water pressure or pore air pressure in steel pipe pile can be ignored.
3rd object of the present invention is the pile pulling device providing the second hole to press counter-force steel pipe pile pile extracting method used, this pile pulling device can implement the second hole pressure counter-force steel pipe pile pile extracting method smoothly, and can vertical ultimate uplift resistance of single pile be measured, cost is low, and speed is fast.
This pile pulling device comprises sealing stake plug, steel pipe pile, the soil body in steel pipe pile or bottom steel pipe pile, fluid storage chamber, fluid-transporting tubing, fluid injector, pressure measuring set, displacement at pile top measuring instrument eight part, wherein sealing stake plug is firmly to be connected with steel pipe pile and can the structure of shutoff steel pipe pile internal cavity, steel pipe pile is the hollow tubular structure being arranged in Rock And Soil, fluid storage chamber is by sealing stake plug, the sidewall of steel pipe pile, the space that the soil body in steel pipe pile or bottom steel pipe pile encloses, fluid-transporting tubing is tubular structure gas or liquid being injected fluid storage chamber, fluid injector is the utensil by being injected fluid storage chamber after pressurized with fluid by fluid-transporting tubing, displacement at pile top measuring instrument is the instrument measuring steel pipe pile displacement at pile top change in pile pulling process, pressure measuring set is the instrument measuring fluid storage cavity fluid pressure.
4th object of the present invention is to provide the third hole to press counter-force steel pipe pile pile extracting method, this hole pressure counter-force steel pipe pile pile extracting method can give full play to not solidified concrete in steel pipe, in precipitation pipe well material or steel pipe pile, casting resin provides counter-force effect in pile pulling process, when can avoid pile pulling, in not solidified concrete or steel pipe pile there is undergauge in casting resin or precipitation pipe well material, broken pile problem, and can by the end resistance of steel pipe pile inner concrete stake after the extruding of casting resin in not solidified concrete or steel pipe pile being increased substantially to steel pipe pile and extracting or other materials stake in pile pulling process, collateral resistance and pile shaft material compactness, machinery used is little, cost is low, steel pipe dado perfusion extruding stake can be formed after having constructed.As steel pipe pile filling precipitation pipe well material, then can form the high-quality steel pipe dado precipitation pipe well without the need to well-flushing after having constructed.
This third hole pressure counter-force steel pipe pile pile extracting method comprises the following steps:
A) stake position to be onstructed is located;
B) insert steel pipe pile at stake position place to be onstructed, clear out the soil body in steel pipe pile, and to casting resin in placing steel tubes stake in steel pipe pile, in steel pipe pile, casting resin is the one or more combination in pile shaft material, precipitation pipe well material, the soil body;
C) installation of the sealing stake plug on steel pipe pile is completed;
D) utilize casting resin in the sidewall of steel pipe pile, sealing stake plug, steel pipe pile, in steel pipe pile, form fluid storage chamber;
E) to one or both combinations in injecting gas, liquid in fluid storage chamber;
F) by continuing injecting gas or liquid in fluid storage chamber, the pressure of fluid storage intracavity gas or liquid is increased;
G) utilize and act on steel pipe pile or sealing stake gas beyond the Great Wall or fluid pressure as pile pulling power or carry out steel pipe pile as a part for pile pulling power and extract construction.
In the pressure counter-force steel pipe pile pile extracting method of the third above-mentioned hole, the step b above-mentioned) in, can insert after construction completes at steel pipe pile, utilize the one or more combination in the method for boring to be cleared out by the soil body in steel pipe pile.
In the pressure counter-force steel pipe pile pile extracting method of the third above-mentioned hole, step b above-mentioned) in, can when steel pipe pile inserts construction or before construction or after construction, the pipe that fetches earth that external diameter is slightly less than steel pipe pile internal diameter is placed in the inner side of steel pipe pile, after construction completes, by fetching earth, pipe together takes out together with the soil body entered in it, completes clearing out of the soil body in steel pipe.
In the pressure counter-force steel pipe pile pile extracting method of the third above-mentioned hole, step b above-mentioned) in, above-mentioned precipitation pipe well material comprises downcast well pipe, the filter screen be installed on downcast well pipe, dewatering well inserts three part between downcast well pipe and steel pipe pile sidewall.
In the pressure counter-force steel pipe pile pile extracting method of the third above-mentioned hole, the step b above-mentioned) in, when steel pipe pile inserts construction, by bottom steel pipe pile, pile top can be installed, insert in work progress at steel pipe pile and stop the soil body to enter steel pipe pile.
In the pressure counter-force steel pipe pile pile extracting method of the third above-mentioned hole, the step b above-mentioned) in, reinforcing cage can be inserted and concrete perfusion in steel pipe pile, also can pour into CFG stake, broken stone pile or other pile shaft materials in steel pipe pile.
In the pressure counter-force steel pipe pile pile extracting method of the third above-mentioned hole, step b above-mentioned) in, in steel pipe pile or outside steel pipe pile, concrete pump pipe can be installed, after steel pipe pile insertion construction completes, by concrete pump pipe, pile concrete material pump is delivered to the soil body cleared out in steel pipe pile bottom steel pipe pile and by extruding.
In the pressure counter-force steel pipe pile pile extracting method of the third above-mentioned hole, the step b above-mentioned) in, clear out resistance by vibration steel pipe pile with the soil body reduced in steel pipe pile.
In the pressure counter-force steel pipe pile pile extracting method of the third above-mentioned hole, the step b above-mentioned) in, after filling concrete, reinforcing cage can be inserted in concrete in the mode of vibration.
In the pressure counter-force steel pipe pile pile extracting method of the third above-mentioned hole, the step b above-mentioned) in, in the lower end of concrete pump pipe, one way valve can be installed.
In the pressure counter-force steel pipe pile pile extracting method of the third above-mentioned hole, at above-mentioned steps d) in, telescopic cystic structures can be placed as fluid storage chamber in the space that surrounds of pile shaft material in the sidewall of above-mentioned steel pipe pile, steel pipe pile or the soil body.
5th object of the present invention is the pile pulling device providing a kind of hole to press counter-force steel pipe pile pile extracting method used, this pile pulling device can implement the first fast smoothly and counter-force steel pipe pile pile extracting method is pressed in the third hole, and pile pulling band soil problem can be solved, little on surrounding enviroment impact, machinery used is little, and pile pulling cost is low.When for the third hole pressure counter-force steel pipe pile pile extracting method, in steel pipe pile withdrawal process, can guarantee that the problem such as broken pile, undergauge does not appear in the pile shaft material of perfusion in steel pipe pile, and improve the interaction force between pile shaft material and the soil body by extruding, the steel pipe dado perfusion extruding stake of high-bearing capacity can be formed after steel pipe pile is extracted.
This pile pulling device comprises sealing stake plug, steel pipe pile, casting resin in steel pipe pile, fluid storage chamber, fluid-transporting tubing, fluid injector six part, wherein, sealing stake plug is firmly to be connected with steel pipe pile and can the structure of shutoff steel pipe pile internal cavity, steel pipe pile is the tubular structure of the hollow being arranged in Rock And Soil, fluid storage chamber is by sealing stake plug, the sidewall of steel pipe pile, the space that in steel pipe pile, casting resin encloses or be positioned over telescopic cystic structures in steel pipe pile, fluid-transporting tubing is tubular structure gas or liquid being injected fluid storage chamber, fluid injector is the utensil by being injected fluid storage chamber after pressurized with fluid by fluid-transporting tubing, in steel pipe pile, casting resin is pile shaft material, the soil body, one or more combination in precipitation pipe well material.
In above-mentioned pile pulling device, above-mentioned fluid injector can be the one or more combination in air compressor, water pump, oil pump.
In above-mentioned pile pulling device, can increase and the plant equipment of uplift force can be provided to assist pile pulling.
In above-mentioned pile pulling device, on steel pipe pile, vibrating hammer can be installed, to reduce pile extraction resistance.
In above-mentioned pile pulling device, above-mentioned sealing stake plug is made up of baffle plate, cover plate, cushion three part.
In above-mentioned pile pulling device, can install for improving the reinforcement bolt sealing stake plug supporting capacity at the side-wall hole of steel pipe pile.
In above-mentioned pile pulling device, can be connected with connecting bolt between baffle plate with cover plate.
In above-mentioned pile pulling device, can outside steel pipe pile or inner side bottom be installed be with or without the concrete pump pipe of one way valve.
In above-mentioned pile pulling device, the bitubular steel pipe pile that steel pipe pile can be made up of interior pipe and outer tube.
6th object of the present invention is to provide the third hole a kind of to press the soil body in counter-force steel pipe pile pile extracting method steel pipe pile used to clear out device, in this steel pipe pile, the soil body clears out device and comprises steel pipe pile, concrete pump pipe, concrete pump three part, wherein, steel pipe pile is the hollow tubular structure sunk in the soil body, concrete pump pipe is the tubular structure be delivered to by the pile shaft materials such as not solidified concrete or mortar bottom steel pipe pile, concrete pump is make it flow into the device of concrete pump pipe the pile shaft material pressurizations such as not solidified concrete or mortar, concrete pump pipe is connected with steel pipe pile, concrete pump is connected with concrete pump pipe.
In above-mentioned steel pipe pile, the soil body clears out in device, and above-mentioned steel pipe pile can be the double-tube structure comprising interior pipe and outer tube.
In above-mentioned steel pipe pile, the soil body clears out in device, can install vibrating hammer on above-mentioned steel pipe pile.
In above-mentioned steel pipe pile, the soil body clears out in device, can install the one way valve that the soil body can be stoped to enter in the bottom of concrete pump pipe.
In above-mentioned steel pipe pile, the soil body clears out in device, can install tubulose only soil plug or bag-shaped only soil plug in concrete pump pipe.
Hole of the present invention pressure counter-force steel pipe pile pile extracting method and pile pulling device thereof, the effect of steel pipe pile fluid pressure can be given full play to pile pulling counter-force is provided, pile pulling device is little, cost is low, pile pulling band soil can be solved on a difficult problem for surrounding enviroment impact, for the third hole pressure counter-force steel pipe pile pile extracting method, steel pipe dado perfusion extruding pile driving construction can be completed after pile pulling, when fill in steel pipe pile be precipitation pipe well material time, can complete after pile pulling without the need to cleaning and the steel pipe dado precipitation pipe well of reliable in quality, workmanship is reliable, and speed of application is fast, and cost is low.
Accompanying drawing explanation
Fig. 1 is first embodiment of the present invention, second embodiment and the 3rd hole that embodiment is used pressure counter-force steel pipe pile pile extracting method pile pulling device profile construction schematic diagram used;
Fig. 2 is first embodiment of the present invention, second embodiment and the 3rd hole that embodiment is used pressure counter-force steel pipe pile pile extracting method steel pipe pile cross sectional representation used;
Fig. 3 is first embodiment of the present invention, second embodiment and the 3rd one that embodiment is used sealing stake plug structure organigram.
Fig. 4 is that the 3rd embodiment of the present invention inside and outside two-tube steel pipe pile used inserts state of soil generalized section;
Fig. 5 is that the used pipe that fetches earth of the 3rd embodiment of the present invention fetches earth state generalized section;
Fig. 6 is the 3rd embodiment of the present invention reinforcing cage laying state generalized section used;
Fig. 7 is the 3rd embodiment of the present invention filling concrete state generalized section used;
Fig. 8 is the 3rd hole that embodiment is used pressure counter-force steel pipe pile pile pulling state generalized section of the present invention;
Fig. 9 is the steel pipe dado perfusion extruding stake generalized section that the 3rd steel pipe pile that embodiment is used of the present invention extracts rear formation;
Figure 10 be the 3rd embodiment of the present invention used utilize telescopic cystic structures as fluid storage chamber hole when pressure counter-force steel pipe pile pile pulling state generalized section;
Figure 11 be the 4th embodiment of the present invention used central pump pipe concrete pressure filling go local method steel pipe pile insert state generalized section;
Figure 12 be the 4th embodiment of the present invention used central pump pipe concrete pressure filling go local method coagulation soil pressure fill with go earthy state generalized section;
Figure 13 is that the 4th embodiment of the present invention inner side pump line coagulation soil pressure used is filled with and gone local method steel pipe pile insert state generalized section;
Figure 14 is that the 4th embodiment of the present invention inner side pump line coagulation soil pressure used is filled with and gone local method coagulation soil pressure to fill with to go earthy state generalized section;
Figure 15 is that the 4th embodiment of the present invention coagulation soil pressure used is filled with and gone the local method soil body to remove and filling concrete completion status generalized section;
Figure 16 is that the 4th embodiment of the present invention coagulation soil pressure used is filled with and gone local method reinforcing cage insert state generalized section;
Figure 17 is that the 4th embodiment of the present invention coagulation soil pressure used is filled with and gone local method steel pipe pile pile pulling state generalized section;
Figure 18 is that the 4th embodiment of the present invention coagulation soil pressure used fills with the steel pipe dado perfusion extruding stake generalized section of going local method steel pipe pile to extract rear formation;
Figure 19 is that the 4th embodiment of the present invention outside pump line coagulation soil pressure used is filled with and gone local method steel pipe pile insert state generalized section;
Figure 20 is that the 4th embodiment of the present invention outside pump line coagulation soil pressure used is filled with and gone local method coagulation soil pressure to fill with to go earthy state generalized section;
Figure 21 is that the 4th embodiment of the present invention outside pump line coagulation soil pressure used is filled with and removed local method steel pipe pile used and concrete pump pipe cross-sectional configuration schematic diagram;
Figure 22 is that the 4th embodiment of the present invention outside pump line coagulation soil pressure used is filled with and gone steel pipe pile bottom local method steel pipe pile used and concrete pump pipe in filling concrete mouth position cross sectional representation;
Figure 23 be the 4th embodiment of the present invention used central pump pipe concrete pressure filling remove local method steel pipe pile used and concrete pump pipe cross-sectional configuration schematic diagram;
Figure 24 be the 4th embodiment of the present invention used central pump pipe concrete pressure filling remove local method double-jacket tube steel pipe pile used and concrete pump pipe cross-sectional configuration schematic diagram;
Figure 25 is the 5th embodiment of the present invention soil squeezing pipe sinking perfusion steel pipe pile insert state generalized section used;
Figure 26 is the 5th embodiment of the present invention soil squeezing pipe sinking perfusion reinforcing cage laying state generalized section used;
Figure 27 is the 5th embodiment of the present invention soil squeezing pipe sinking perfusion filling concrete state generalized section used;
Figure 28 is the 5th embodiment of the present invention soil squeezing pipe sinking perfusion steel pipe pile pile pulling state generalized section used;
Figure 29 is the steel pipe dado perfusion extruding stake generalized section that the 5th embodiment of the present invention soil squeezing pipe sinking perfusion steel pipe pile used extracts rear formation;
Figure 30 is the 6th embodiment of the present invention square-section steel pipe dado perfusion extruding stake cross sectional representation used;
Figure 31 is the 6th embodiment of the present invention triangular-section steel pipe dado perfusion extruding stake cross sectional representation used;
Figure 32 is the 6th embodiment of the present invention I-shaped cross-section steel pipe dado perfusion extruding stake cross sectional representation used;
Figure 33 is the 6th embodiment of the present invention ring section steel pipe dado perfusion extruding stake cross sectional representation used;
Figure 34 is the 7th embodiment of the present invention downcast well pipe installment state generalized section used;
Figure 35 is the 7th embodiment of the present invention dewatering well inserts construction completion status generalized section used;
Figure 36 is the 7th hole that embodiment is used pressure counter-force steel pipe pile pile pulling state generalized section of the present invention;
Figure 37 is the steel pipe dado downcomer well profile schematic diagram of formation after the 7th pile pulling that embodiment is used of the present invention completes.
Detailed description of the invention
As an embodiment as shown in Figures 1 and 2 of the present invention, main purpose is operating principle and the implementation method of introducing the first hole pressure counter-force steel pipe pile pile extracting method and pile pulling device used thereof.First, composition graphs 1 and Fig. 2 introduce hole of the present invention and press the structure of counter-force pile pulling device to construct and operating principle.This pile pulling device is using the important component part one of of steel pipe pile (1) as pile pulling device.Insert in the process of the soil body at steel pipe pile (1), having the part soil body enters in steel pipe pile (1), form the soil body (2) in steel pipe pile as shown in Figure 1 or bottom steel pipe pile, as before pile pulling, the soil body (2) in steel pipe pile or bottom steel pipe pile is less, first can backfill and supplement enough, then row pile pulling.The soil body (2) in steel pipe pile or bottom steel pipe pile also can be flowable mud.Sealing stake plug (3) can be set at the top of steel pipe pile (1), the steel plate that sealing stake plug (3) can be welding or be bolted in steel pipe pile (1) top, can also weld stiffener to improve the supporting capacity of sealing stake plug (3) on steel plate.Sealing stake plug (3) can also make like this: first within one week, firmly connect the steel plate of (as welding) one fixed width in steel pipe pile (1) inner side as baffle plate (4), the cover plate (5) being slightly less than steel pipe pile (1) cross section is positioned over baffle plate (4) below or top, make cover plate (5) and baffle plate (4) compact siro spinning technology, cushion (6) also can be installed between cover plate (5) and baffle plate (4) to improve the sealability of cover plate (5) and baffle plate (4) seam crossing, rubber pad can be adopted, the materials such as plastic mattress are as cushion (6), by baffle plate (4), cushion (6) seals stake plug (3) with cover plate (5) common composition, in order to improve the bonding strength of baffle plate (4) and cover plate (5), connecting bolt (7) can be set between baffle plate (4) cover plate (5), by connecting bolt (7), baffle plate (4) is firmly connected with cover plate (5), after pile pulling completes, by connecting bolt (7), cover plate (5) is separated with baffle plate (4).Cushion (6) wherein and cover plate (5), connecting bolt (7) can be reused.By boring a hole on the sidewall of steel pipe pile (1), the reinforcement bolt (8) passing through perforation can also be set in sealing stake plug (3) top or improve the bonding strength between sealing stake plug (3) and steel pipe pile (1) at the sidewall weld stiffener of steel pipe pile (1).Jointly enclosed the space formed be fluid storage chamber (9) by the soil body (2) in steel pipe pile (1), steel pipe pile or bottom steel pipe pile, sealing stake plug (3).On the sidewall sealing stake plug (3) or steel pipe pile (1), perforate can be installed by fluid-transporting tubing (12), fluid-transporting tubing (12) can be the ventilating pipe be connected with air compressor, also can be the water pipe or oil pipe that are connected with water pump or oil pump, fluid-transporting tubing (12) needs and certain bears compressive stress ability, and ordinary circumstance is issued to the bearing capacity of 0.5 ~ 10MPa.Fluid injector (11) is the utensil by being injected fluid storage chamber (9) after pressurized with fluid by fluid-transporting tubing (12).Fluid injector (11) can be the one or more combination in air compressor, water pump, oil pump, when pile pulling power is larger, high-pressure hydraulic pump or high-pressure oil pump can be adopted as fluid injector (11).The present embodiment with lower part, composition graphs 1 and Fig. 2, introduce hole pressure counter-force steel pipe pile pile extracting method and the operating principle of above-mentioned pile pulling device.This hole pressure counter-force steel pipe pile pile extracting method can complete according to following steps: the first step, locate steel pipe pile to be pulled out (1), find steel pipe pile (1) to be pulled out, check the soil body (2) the filling situation in steel pipe pile or bottom steel pipe pile, if the soil body is less, the soil body can be backfilled in right amount, check the situation of steel pipe pile (1) upper sealing stake plug (3), if do not seal stake plug (3) need reinstall, then according to the method for the forward part of the present embodiment, sealing stake plug (3) can be installed.If before this, when steel pipe pile (1) inserts construction, part completes the installation of sealing stake plug (3), then carry out the installation sealing stake plug (3) remainder.If before this, sealing stake plug (3) has been constructed, then can directly utilize.Complete the first step, enter second step.In the second step, utilize the soil body (2) in the sidewall of steel pipe pile (1), sealing stake plug (3), steel pipe pile or bottom steel pipe pile, in steel pipe pile (1), form fluid storage chamber (9).At the sidewall of steel pipe pile (1) or sealing stake plug (3) upper perforate, fluid-transporting tubing (12) can be installed.Complete second step, enter the 3rd step.In the third step, by fluid-transporting tubing (12) to one or both combinations in fluid storage chamber (9) interior injecting gas, liquid, gas wherein can be the air injected by air compressor, also can be the water injected by water pump, can also be the mud etc. injected by slush pump, can also be the oils fluid injected by oil pump.Complete the 3rd step, enter the 4th step.In this step, by continuing injecting gas or liquid in fluid storage chamber (9), the pressure of fluid storage chamber (9) interior gas or liquid is increased.In this step, the gas injected in fluid storage chamber (9) or after liquid is full of, along with the increase of gas or liquid injection rate, fluid storage chamber (9) interior gas or liquid pressure will increase fast.Complete the 4th step, enter the 5th step.In this step, along with the injection of fluid storage chamber (9) interior gas or liquid, pore water pressure or the pore air pressure of the soil body (2) in steel pipe pile or bottom steel pipe pile will increase, because the time is relatively short, in addition the lasting injection of gas or liquid, the pore water pressure that the soil body (2) in steel pipe pile or bottom steel pipe pile increases or pore air pressure can gather.Complete the 5th step, enter the 6th step.In this step, liquid in fluid storage chamber (9) or gas are filled, then can utilize and inject gas in fluid storage chamber (9) or liquid as power transmission medium, the soil body (2) pore water pressure in steel pipe pile or bottom steel pipe pile or pore air pressure are passed to the sealing stake plug (3) being positioned at steel pipe pile (1) top.When the top of steel pipe pile (1) is bending or sealing stake plug (3) is installed on the sidewall of steel pipe pile (1), then pore water pressure or pore air pressure can be passed to sidewall or the top generation pile pulling power of steel pipe (1).Complete the 6th step, enter the 7th step.In this step, because sealing stake plug (3) has certain area, be with the product acting on the pressure sealed on stake plug (3) power acting on and seal on stake plug (3).The direction of extracting of the direction of this power and steel pipe pile (1) is same direction, therefore can utilize and act on gas in sealing stake plug (3) or fluid pressure as pile pulling power or carry out steel pipe pile (1) as a part for pile pulling power and extract construction.Steel pipe pile (1) diameter is larger, and hole pressure counter-force is larger.If steel pipe pile (1) top is bending structure, the fluid pressure in fluid storage chamber (9) can be passed to steel pipe pile (1) and produce pile pulling power vertically upward.In this step, at steel pipe pile (1) top, vibrating hammer (14) can be installed, reduce pile extraction resistance by the vibration of vibrating hammer (14).When installing vibrating hammer (14), adopt gas pressurized comparatively suitable.Because the compressibility of gas is better, the energy that vibrating hammer (14) vibrates can in higher efficiency for pile pulling.In this step, also can be applied with on steel pipe pile (1) and pull out active force assistance pile pulling construction, as laid crane (13), part pile pulling power can be provided in pile pulling process on the one hand, extract the stability of rear maintenance steel pipe pile (1) at steel pipe pile (1) on the other hand and steel pipe pile (1) properly can be placed or outward transport in time.In this step, can, while pile pulling, utilize steel pipe pile (1) peripheral ground to provide counter-force to assist pile pulling construction, reduce steel pipe pile (1) outside pile pulling band soil simultaneously.In the present invention, the counter-force adopting the soil body (2) pore water pressure in steel pipe pile or bottom steel pipe pile or pore air pressure to produce as the great advantage of pile pulling power is, in pile pulling process, the soil body (2) in steel pipe pile or bottom steel pipe pile does not increase substantially with the frictional force of steel pipe pile (1) sidewall, although the compressive stress of the sidewall of steel pipe pile (1) increases, but the mainly fluid pressure such as water pressure or atmospheric pressure, shear strength because of fluid is zero, therefore the fluid pressure gathered can not increase the frictional resistance of the soil body in steel pipe pile (2) and steel pipe pile (1) sidewall.In addition, be soil strength weak link at the sidewall of steel pipe pile (1) and soil body contact surface, after fluid storage chamber (9) internal gas pressure or fluid pressure acquire a certain degree, have portion gas or liquid to overflow along the sidewall of steel pipe pile (1), in this case, moisture film or air cushion layer will be there is between the sidewall of the soil body and steel pipe pile (1), the effect of sliding agent can be reached, fluid compressive stress balancing pile week soil pressure can be formed simultaneously, steel pipe pile (1) is significantly reduced with the frictional force of the soil body, reduce pile pulling difficulty, and significantly can reduce the impact of steel pipe pile pile pulling band soil on surrounding enviroment.On the other hand, due in pile pulling process, in steel pipe pile (1), there is fluid pressure, there is radial dilatation in steel pipe pile (1) in pile pulling process, and the soil body in steel pipe pile (2) is reduced the frictional resistance of steel pipe pile (1).Steel pipe pile (1) described is in the present embodiment the structure having closed cross-section and can form fluid storage chamber (9), comprise in steel pipe pile, steel pipe pile diaphragm wall the structure comprising steel pipe pile and connect, and other are in the upper structure of installing Accessory Members of steel pipe pile (1).
As second embodiment of the present invention, main purpose is composition graphs 1 ~ Fig. 3, introduces operating principle and the implementation method of the second hole pressure counter-force steel pipe pile pile extracting method and pile pulling device used thereof.The present embodiment is very similar to first embodiment, and difference is to add content that to measure the fluid pressure (i.e. gas or liquid pressure) in fluid storage chamber (9) and steel pipe pile (1) displacement at pile top in pile pulling process and utilizes these data to calculate the method for vertical ultimate uplift resistance of single pile.According to the feature of fluid pressure, by measuring the fluid pressure in fluid-transporting tubing (12) inner fluid pressure reckoning fluid storage chamber (9), the pressure in pressure measuring set (15) measuring and calculating fluid storage chamber (9) can be installed on fluid-transporting tubing (12).Also the fluid pressure in fluid storage chamber (9) can directly be measured.The displacement at pile top of steel pipe pile (1) can use the displacement at pile top measuring instruments (16) such as dial gage, displacement transducer or level gauge to measure.Uplift bearing capacity test can be carried out according to the code requirement determination loading classification of existing relevant pile foundation and time, then press current specifications method, according to the pile pulling power in pile pulling process, displacement at pile top and the dependency relation of time, determine limit pile pulling power.According to the ratio of the interior outer frictional resistance of steel pipe pile (1) in this method pile pulling process, the native frictional resistance in deduction steel pipe pile (1) inner side, calculates steel pipe pile (1) outer frictional resistance, is vertical ultimate uplift resistance of single pile.The factors such as uplift pile limiting equilibrium equation computational analysis stake is long, stake footpath, wall thickness can also be utilized the impact of vertical ultimate uplift resistance of single pile, and revised.
As the 3rd embodiment of the present invention, main purpose is composition graphs 4 ~ Figure 10, introduces operating principle and the first implementation method of the third hole pressure counter-force steel pipe pile pile extracting method and pile pulling device used thereof.The present embodiment is very similar to first embodiment, is mainly step b with the difference of first embodiment), the soil body in steel pipe pile cleared out and is replaced as pile shaft material by the 3rd embodiment before pile pulling.Pile material can be steel concrete, also can be CFG pile material, can also be rubble or other material, can form steel pipe dado perfusion extruding stake (PilePressedbySteelPipePile is called for short PSP stake) after construction completes.The soil body (2) displacement in accomplished in many ways steel pipe pile can be adopted.Such as, steel pipe inserts after the soil body and is steel pipe pile (1), can punching steel pipe pile (1) in, boring (as techniques such as employing long screw auger, water hammer drill, churning driven) be cleared out by the soil body in steel pipe pile (2).First can hole, then sink to steel pipe pile (1), such as, adopt kind of a stake technique; Also steel pipe pile (1) can be sunk in boring limit, limit, such as steel pipe dado bored pile technique; After steel pipe pile (1) sinks to the soil body, then the soil body in steel pipe pile (1) can also be cleared out.The two-tube pouring construction method that fetches earth inside and outside the introduction of the present embodiment following some importance.As shown in Figure 4, can before steel pipe pile (1) inserts the soil body, in steel pipe pile (1), install an external diameter be slightly less than the pipe (17) that fetches earth of steel pipe pile (1) internal diameter, make to fetch earth pipe (17) and steel pipe pile (1) synchronously insert the soil body.Like this, after insertion construction completes, in steel pipe pile, the soil body (2) directly enters and fetches earth in pipe (17).Then the pipe (17) that will fetch earth is extracted together with the soil body in steel pipe pile (2), has namely cleared out the soil body (2) in steel pipe pile, as shown in Figure 5.Also can after steel pipe pile (1) inserts the soil body, the pipe (17) that will fetch earth again inserts steel pipe pile (1) interior certain depth, then the pipe (17) that fetches earth together is extracted together with the soil body entered in it, such operation can once complete, and also can complete in batches according to formation condition and the degree of depth that fetches earth and fetch earth.First can also fetch earth with the pipe (17) that fetches earth, then insert steel pipe pile (1), or the limit pipe (17) that fetches earth fetches earth, steel pipe pile (1) is progressively inserted on limit.After the soil body in steel pipe pile (2) clears out, reinforcing cage (18) can be placed in steel pipe pile (1), as shown in Figure 6.Then to steel pipe pile (1) interior concrete perfusion (19), as shown in Figure 7.Because of before filling concrete, without solid obstacle in steel pipe pile (1), therefore can directly concrete (19) coagulation pump be pumped in steel pipe pile (1).Then, with sealing stake plug (3), steel pipe pile (1) is closed, form the fluid storage chamber (9) enclosed by sealing stake plug (3), steel pipe pile (1) sidewall, concrete (19), method as similar in first embodiment of the invention is adopted to carry out pile pulling, as shown in Figure 8.Fluid storage chamber (9) can also be positioned over steel pipe pile (1) sidewall, telescopic cystic structures (29) in space that concrete (19) encloses, as shown in Figure 10.Cystic structures (29) shown in Figure 10 is the bag shaped structure be positioned over after folding packing up in steel pipe pile (1), the top of cystic structures (29) can arrange reaction plate (30), reaction plate (30) can be the thick steel plate of 10 ~ 40mm, and barrier plate (31) is set on steel pipe pile (1), barrier plate (31) can be circulus, can directly be welded on steel pipe pile (1), by arranging the bonding strength between stiffener (32) raising barrier plate (31) and steel pipe pile (1).Reaction plate (30) is arranged at the bottom of barrier plate (31), after cystic structures (29) inflation or water-filling, can pressure be passed on barrier plate (31) and steel pipe pile (1) by reaction plate (30), form pile pulling power.Consider that sealing stake plug (3) is extracted in work progress at steel pipe pile (1) to need to bear larger pressure, can in the outside of steel pipe pile (1) welding tubular nut (21), utilize bolt (20) that stake plug (3) will be sealed firmly to be connected with steel pipe pile (1), as shown in Figure 8.After adopting the pressure counter-force pile-pulling construction method of the hole as described in first embodiment of the present invention to be extracted by steel pipe pile (1), steel pipe dado perfusion extruding stake (22) as shown in Figure 9 can be formed in the soil body.Because of in steel pipe pile (1) withdrawal process, do not solidify concrete (19) and bear larger pressure in steel pipe pile (1) withdrawal process, thus there will not be the problem such as broken pile, undergauge, and in pile pulling overall process, by extruding not solidified concrete (19), can be formed controllable expanding in bottom and sidewall, as shown in Figure 9.Cement paste in concrete (19) can inject the periphery soil body in more well-balanced ground under pressure entirely outwardly, thus can increase substantially bearing capacity of single pile.Pile sinking speed is fast, reliable in quality, mud-less pollution, and not soil compaction, environmental benefit is given prominence to.In the present embodiment, available mortar, rubble or CFG pile material etc. replace concrete (19) complete above-mentioned construction, and steel pipe pile extract construct after formed different pile shaft material steel pipe dado extrude stake.
As the 4th embodiment of the present invention, main purpose is in conjunction with Figure 11 ~ Figure 24, introduces operating principle and the second implementation method of the third hole pressure counter-force steel pipe pile pile extracting method and pile pulling device used thereof.The present embodiment is similar to the 3rd embodiment, is in step b with the difference of the 3rd embodiment) in, in steel pipe pile, the implantation mode of the soil body (2) removal and pile shaft material is different.In the present embodiment, can insert before the soil body at steel pipe pile (1), concrete pump pipe (23) is relative fixing with steel pipe pile (1).Concrete pump pipe (23) and one of desirable following several mode of the set-up mode of steel pipe pile (1).The first set-up mode can be such, concrete pump pipe (23) is managed (17) and firmly welded with fetching earth, and concrete pump pipe (23) is placed in the center of pipe (17) of fetching earth, by radial stiffener (28), concrete pump pipe (23) is managed (17) and firmly welded with fetching earth.Radial stiffener (28) can along the long continuous setting of stake, also can along stake length direction subsection setup, as shown in Figure 11,12 and Figure 24.The method identical with first embodiment is adopted to insert will to fetch earth while the soil body is constructed at steel pipe pile (1) and manage (17) and concrete pump pipe (23) is inserted in the soil body.The second set-up mode can be such, is directly firmly connected on the sidewall of steel pipe pile (1) by concrete pump pipe (23).The outside of steel pipe pile (1) can be placed on, as shown in Figure 19, Figure 20, Figure 21, Figure 22: the inner side that also can be placed on steel pipe pile (1), as shown in Figure 13, Figure 14.If concrete pump pipe (23) is arranged at the outside of steel pipe pile (1), can at the bottom position opening of steel pipe pile (1), concrete pump pipe (23) is communicated, as shown in figure 22 with steel pipe pile (1) bottom.Main purpose concrete pump pipe (23) being arranged at steel pipe pile (1) outside is the placement being conducive to steel pipe pile (1) interior reinforcing cage (18), can arrange one or more concrete pump pipe (23).Concrete pump pipe (23) can be firmly connected with steel pipe pile (1) by radial stiffener (28) by the third set-up mode, as shown in figure 23.Can arrange one way valve in the bottom of concrete pump pipe (23), when steel pipe pile (1) inserts, closed check valve, stops the soil body to enter concrete pump pipe (23).After reaching insertion depth, one way valve can be opened under the effect of concrete pump pipe (23) inner concrete pressure.Also the method as shown in Figure 21 ~ Figure 24 can be adopted to stop the process soil body that concrete pump pipe (23) is inserting to be filled in, namely in concrete pump pipe (23), put tubulose only soil plug (26) or bag-shaped only soil plug (25), as adopted bag-shaped only soil plug (25), then when concrete pump pipe (23) inserts the soil body, bag-shaped only soil is filled in the hole in (25) gassy or liquid blocking concrete pump line (23), before concrete perfusion, bag-shaped only soil plug (25) is taken out; According to tubulose only soil plug (26), then after concrete pump pipe (23) inserts the soil body and before filling concrete, tubulose can be stopped soil plug (26) and takes out.After this, concrete pump (24) can be connected with concrete pump pipe (23), as shown in figure 12.Under the pumping pressure effect that concrete pump (24) provides, concrete pours into steel pipe pile (1) by concrete pump pipe (23) from the bottom of steel pipe pile (1), and is upwards progressively extruded by the soil body in steel pipe pile (2).While clearing out the soil body in steel pipe pile (2), to steel pipe pile (1) interior concrete perfusion (19), as shown in figure 15.As adopted steel concrete pile body, after filling concrete completes, in the mode of vibration, reinforcing cage (18) can be inserted concrete (19), as shown in figure 16.In figure 16, by tapered for the bottom colligation of reinforcing cage (18), ingress pipe (33) is inserted the bottom of reinforcing cage (18), reinforcing cage (18) can be inserted in concrete (19) by vibrating hammer (14) vibration ingress pipe (33).Ingress pipe (33) can adopt steel pipe manufacturing.After pile shaft material has poured into, adopt the method being similar to first embodiment that steel pipe pile (1) is extracted recycling, as shown in figure 17.Only be to be the pile shaft material that do not condense instead of the soil body in steel pipe pile (1) with the difference of first embodiment.After steel pipe pile (1) is extracted, the pile shaft material poured in steel pipe pile (1) namely forms steel pipe dado perfusion extruding stake (22) as shown in figure 18 after extruding, solidifying, and is the construction main purpose of the third hole of the present invention pressure counter-force pile-pulling construction method.Because of in steel pipe pile (1) withdrawal process; pile shaft material in steel pipe pile (1) is subject to continuous extrusion and provides pile pulling power; the steel pipe pile (1) of retaining wall is easy to extract; and the soil body can not pour in the space that steel pipe pile (1) is protected in withdrawal process, pile quality is high.And in pile pulling process, pile shaft material by the bottom of stake and the extruding of Pile side soil body can improve the soil body to supporting force extrude stake, simultaneously this extruding is small deformation, controlled, therefore affects little on surrounding enviroment, belongs to non-Squeezing Soil Pile.Particularly at the bottom of stake, the extruding force of Pile side soil is that pile shaft material by extruding stake transmits, and is therefore uniform, full surface.While steel pipe pile (1) is extracted, can by not solidified concrete at the bottom of stake, Pile side soil body densification injects, and increased substantially the bearing capacity of extruding stake.
As the 5th embodiment of the present invention, mainly in conjunction with Figure 25 ~ Figure 29, introduce a kind of soil squeezing pipe sinking perfusion, the method is a kind of implementation method that the third hole of the present invention pressure counter-force steel pipe pile extracts construction method.The present embodiment is similar to the 3rd embodiment, the main distinction is in step b) in, before steel pipe pile (1) sinks to the soil body, installing pile top (27) in steel pipe pile (1) bottom stops the soil body to enter steel pipe pile (1) inside in steel pipe pile (1) insertion soil body process, as shown in figure 25, pile top (27) and steel pipe pile (1) can depart from pile pulling process.Certainly, the form of construction work of steel pipe pile (1) can be static pressure, hammering or vibration insertion.After steel pipe pile (1) pile sinking completes, in steel pipe pile (1), insert pile shaft material.As being reinforced concrete pile, first reinforcing cage (18) can be inserted in steel pipe pile (1), as shown in figure 26; Then to steel pipe pile (1) interior concrete perfusion (19), as shown in figure 27.Can directly concrete pump be delivered in steel pipe pile (1).Then adopt and extracted by steel pipe pile (1) to the 3rd method that embodiment is similar of the present invention, pile top (27) is stayed in the soil body, as shown in figure 28.Steel pipe pile (1) can form steel pipe dado perfusion extruding stake (22) as shown in figure 29 after extracting.
As the 6th embodiment of the present invention, mainly introduce the steel pipe dado perfusion extruding stake of the different cross section shape adopting the steel pipe pile (1) of varying cross-section to construct in the soil body after pile pulling has been constructed in conjunction with Figure 30 ~ Figure 33.In the present embodiment, by arranging the cross sectional shape of steel pipe pile (1), as rectangle, triangle, the hollow measure such as I-shaped complete the steel pipe dado perfusion extruding stake of odd-shaped cross section, as shown in Figure 30 ~ Figure 32.In the present embodiment, the bitubular steel pipe pile that steel pipe pile (1) can be made up of interior pipe and outer tube, and keep certain distance between interior pipe and outer tube, after steel pipe pile (1) is squeezed into the soil body and is cleared out the soil body between interior pipe and outer tube, the pile shaft materials such as concrete are filled between interior pipe and outer tube, the interior pipe of steel pipe pile (1) and outer tube can form hollow shell pill, as shown in figure 33 after extracting in the soil body.In this case, fluid storage chamber (9) can be by the interior pipe of steel pipe pile (1) and outer tube, seal pile shaft material between stake plug (3), the interior pipe of steel pipe pile (1), outer tube or the soil body and enclose and form.
As the 7th embodiment of the present invention, mainly in conjunction with Figure 34 ~ Figure 37, introduce a kind of implementation method of the third hole of the present invention pressure counter-force steel pipe pile pile extracting method further, this implementation method is similar to the 3rd embodiment, be in step b with the difference of the 3rd embodiment) in, after in steel pipe pile, the soil body (2) clears out, in steel pipe pile (1), backfill is not concrete or other pile shaft material, but precipitation pipe well material.Precipitation pipe well material comprises downcast well pipe (34), is installed on the filter screen on downcast well pipe and is positioned at dewatering well inserts (35) three part between downcast well pipe (34) and steel pipe pile (1) sidewall.Can after the soil body in steel pipe pile (1) clear out, first steel pipe pile (1) in, placement is provided with the downcast well pipe (34) of filter screen, as shown in figure 34.Then dewatering well inserts (35) is inserted in the space between downcast well pipe (34) and steel pipe pile (1), as shown in figure 35.Dewatering well inserts (35) can be the one or more combination in medium coarse sand, rubble, clay, cement-soil.Adopt the method similar to third embodiment of the invention again, utilize the third hole to press counter-force steel pipe pile pile extracting method to be extracted by steel pipe pile (1), as shown in figure 36.In steel pipe pile (1) withdrawal process, can in downcast well pipe (34) filling water, be beneficial to downcast well pipe (34) internal and external pressure balance.After steel pipe pile (1) is extracted, steel pipe dado precipitation pipe well as shown in figure 37 can be formed in the soil body.Compare traditional dewatering well construction method, this method Cheng Jinghou is without the need to well-flushing, and reliable construction quality, dewatering well dewatering effect is good, and speed of application is fast, and cost is low.
This patent includes but not limited to other construction methods of the alternative use of professional person in this area.
Claims (8)
1. a hole pressure counter-force steel pipe pile pile pulling device, it is characterized in that comprising sealing stake plug (3), steel pipe pile (1), casting resin in steel pipe pile, fluid storage chamber (9), fluid-transporting tubing (12), fluid injector (11) six part, wherein, sealing stake plug (3) is firmly to be connected with steel pipe pile (1) and can the structure of shutoff steel pipe pile (1) internal cavity, steel pipe pile (1) is for being arranged in the tubular structure of the hollow of Rock And Soil, fluid storage chamber (9) is by sealing stake plug (3), the sidewall of steel pipe pile (1), the space that in steel pipe pile, casting resin encloses or be positioned over telescopic cystic structures (29) in steel pipe pile (1), fluid-transporting tubing (12) is tubular structure gas or liquid being injected fluid storage chamber (9), fluid injector (11) is the utensil by being injected fluid storage chamber (9) after pressurized with fluid by fluid-transporting tubing (12), in steel pipe pile, casting resin is pile shaft material, precipitation pipe well material, one or more combination in the soil body.
2. pile pulling device according to claim 1, is characterized in that installing concrete pump pipe (23) in the inner side of steel pipe pile (1) or outside.
3. pile pulling device according to claim 1, is characterized in that the bitubular steel pipe pile that steel pipe pile (1) is made up of interior pipe and outer tube.
4. in a steel pipe pile, the soil body clears out device, it is characterized in that comprising steel pipe pile (1), concrete pump pipe (23), concrete pump (24) three part, wherein, steel pipe pile (1) is for sinking to the hollow tubular structure in the soil body, concrete pump pipe (23) is the tubular structure pile shaft materials such as not solidified concrete or mortar being delivered to steel pipe pile (1) bottom, concrete pump (24) is for making it flow into the device of concrete pump pipe (23) the pile shaft material pressurizations such as not solidified concrete or mortar, concrete pump pipe (23) is connected with steel pipe pile (1), concrete pump (24) is connected with concrete pump pipe (23).
5. in steel pipe pile according to claim 4, the soil body clears out device, it is characterized in that above-mentioned steel pipe pile (1) is for comprising the double-tube structure of interior pipe and outer tube.
6. in steel pipe pile according to claim 4, the soil body clears out device, it is characterized in that installing vibrating hammer (14) on above-mentioned steel pipe pile (1).
7. in steel pipe pile according to claim 4, the soil body clears out device, it is characterized in that installing the one way valve that the soil body can be stoped to enter in the bottom of above-mentioned concrete pump pipe (23).
8. in steel pipe pile according to claim 4, the soil body clears out device, it is characterized in that in above-mentioned concrete pump pipe (23), install tubulose only soil plug (26) or bag-shaped only soil plug (25).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520615531.1U CN204898670U (en) | 2015-08-09 | 2015-08-09 | Counter -force steel -pipe pile pile pulling device and clear native device are pressed to hole |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520615531.1U CN204898670U (en) | 2015-08-09 | 2015-08-09 | Counter -force steel -pipe pile pile pulling device and clear native device are pressed to hole |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN204898670U true CN204898670U (en) | 2015-12-23 |
Family
ID=54920859
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201520615531.1U Active CN204898670U (en) | 2015-08-09 | 2015-08-09 | Counter -force steel -pipe pile pile pulling device and clear native device are pressed to hole |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN204898670U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105178319A (en) * | 2015-02-09 | 2015-12-23 | 张继红 | Pore pressure counterforce steel tube pile pulling method and device and soil removing device |
| WO2018091395A1 (en) | 2016-11-16 | 2018-05-24 | Innogy Se | Method for dismantling offshore foundation structures |
-
2015
- 2015-08-09 CN CN201520615531.1U patent/CN204898670U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105178319A (en) * | 2015-02-09 | 2015-12-23 | 张继红 | Pore pressure counterforce steel tube pile pulling method and device and soil removing device |
| WO2018091395A1 (en) | 2016-11-16 | 2018-05-24 | Innogy Se | Method for dismantling offshore foundation structures |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105178319A (en) | Pore pressure counterforce steel tube pile pulling method and device and soil removing device | |
| CN106840086A (en) | The rapidly solidified weak soil experimental rig of low Low Level vacuum method | |
| KR101332848B1 (en) | Method for constructing micro pile using deformed or screw steel pipe and pressure grouting | |
| CN105155517B (en) | Drilling extruding pressure-bearing type bellows branch pile construction method | |
| CN104763436A (en) | Method and device for receiving pipe jacking machine under condition of high water pressure complicated geological conditions | |
| CN103132504A (en) | Pre-set water-proof stakes and inserting and pulling construction method thereof | |
| CN204959737U (en) | Stake of drilling extrusion pressure -bearing type bag formula branch | |
| CN102808407B (en) | Construction method of soft-foundation reinforced concrete cast-in-place pile | |
| CN204898670U (en) | Counter -force steel -pipe pile pile pulling device and clear native device are pressed to hole | |
| CN101705788B (en) | Construction method using blowout plug to shield oblique drilling hole | |
| CN113718752A (en) | Ground diaphragm wall composite grouting method and grouting structure | |
| CN100366829C (en) | Method for construction of large head expanding combined pile | |
| CN107119675A (en) | A kind of steel tube concrete pile combined support column and its construction method | |
| CN114482021B (en) | Method for solidifying preset reverse friction combined pile foundation soil and formed cast-in-place pile | |
| CN208023598U (en) | A kind of base pit dewatering pipe well | |
| CN201007002Y (en) | Fragmental stone composite pile and construction equipment thereof | |
| CN113279415B (en) | High-pressure slurry retaining wall construction method for grooving underground continuous wall | |
| CN204475337U (en) | A kind of hole pressure counter-force steel pipe pile pile pulling device | |
| CN113373913B (en) | Cast-in-place pile pipe sinking and cast-in-place pile construction method | |
| CN202830916U (en) | Prefabricated waterproof pile | |
| CN111877303B (en) | Orifice pipe sealing device, grouting device and grouting method | |
| CN205604246U (en) | Counter -force construction equipment is pressed in hole | |
| CN107806085B (en) | A kind of ultra-deep pit foundation encircles and hunts down water-stopping steel sheet pile and its construction method | |
| RU142255U1 (en) | BORING INJECTION REVERSE COMPENSATION PIL | |
| CN103835282B (en) | Device and method for reinforcing and processing foundation in layered padding vortex pressing extrusion and expansion mode |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |