CN101761237B - Method for constructing isolation pile for shield tunnel to go through deformation control of buildings and structures at short distance - Google Patents
Method for constructing isolation pile for shield tunnel to go through deformation control of buildings and structures at short distance Download PDFInfo
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- CN101761237B CN101761237B CN2009102006980A CN200910200698A CN101761237B CN 101761237 B CN101761237 B CN 101761237B CN 2009102006980 A CN2009102006980 A CN 2009102006980A CN 200910200698 A CN200910200698 A CN 200910200698A CN 101761237 B CN101761237 B CN 101761237B
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Abstract
The invention relates to a method for constructing an isolation pile, in particular to a method for constructing an isolation pile applied for a to go through a shield tunnel for deformation control of historic structures, buildings and structures at short distance; the method is characterized by employing an extension-type pile sinking and pore-forming steps, an outer sleeve and a spiral drill pipe arranged in the outer sleeve are sunk respectively by clockwise and counterclockwise drilling method through a full circle swinging jacketing machine; the middle and outer sleeve rotate counterclockwise, the spiral drill pipe rotates clockwise to take earth out of the outer sleeve and serves as a protective wall for the outer sleeve and assists in double size inter-pile slip casting of cement paste and water glass, thus effectively controlling subsidence caused in the process of constructing the isolation pile and controlling ground subsidence caused when a shield passes through the historic structures and ensuring structure safety of the historic structures.
Description
Technical field
The present invention relates to a kind of isolation pile construction method, refer to especially a kind of be used for shield tunnel closely by the time, the isolation pile construction method of shield tunnel near-distance passing through building Deformation control of control building settlement.
Background technology
Owing to the complexity of shield tunnel construction technology, can't eliminate the ground settlement of shield structure top soil layer at present fully.Especially the historical ancient building that higher for the historical value of closing on the shield tunnel construction scene, weak foundation, structure are extremely fragile, the settlement influence that shield tunnel construction causes is the structure of the historical heritage buildings of deep harm, even used state-of-the-art airtight shield structure technology, still can't eliminate ground settlement fully.
At present, stirring isolation pile and common filling pile that mostly the construction of adopting is simple, expense is lower, utilize isolation method blocking-up shield tunnel closely by the time to the disturbance on historical heritage buildings basis, and reduce the structure of ground settlement with the protection heritage buildings.
Application number is the Chinese patent of 200610029159.1 " isolation pile construction methods that are used for important building protection "; a kind of isolation campshed that forms a stifled enclosure wall is disclosed; and can provide impermeable role; effectively key protection point is built; and in before by the engineering construction of laying special stress on protecting building one side; adopt the deep-mixed pile soil mass consolidation,, lay special stress on protecting the phreatic loss of building one side to solve the next-door neighbour as isolating the retaining wall body.
Application number is the Chinese patent of 200610116618.X " job practicess of double-circular shield near-distance passing through building or structure " in addition; construction resist technology when disclosing a kind of shield structure near-distance passing through building or structure; this technology mainly adopts the mode that sets in advance common isolation pile and control shield tunnel construction technology parameter to reduce closing on the influence of building, but the concrete job practices of unexposed isolation pile.
Above-mentioned two kinds of worker's methods all reduce when Control Engineering is constructed closing on the influence of building, but when not taking into full account isolation pile itself and constructing to closing on influence or the risk that building brings.
In fact, the construction of common isolation pile is concerning the historical heritage buildings of settlement request harshness, have factor such as big in the full rate height (the hole risk of collapsing is arranged in the process) of concreting, the work progress, that intensity is low and can cause bigger surface settlement, and endanger the structural safety of important historical building thing soil disturbance.
Summary of the invention
The technical problem to be solved in the present invention is: the isolation pile construction method that a kind of shield tunnel near-distance passing through building Deformation control is provided; improve the settlement issues that existing isolation pile construction method causes, can't satisfy and protect the historical heritage buildings of settlement request harshness.
Technical solution of the present invention is: its be used for shield-tunneling construction closely by the time, control sedimentation to protect historical heritage buildings, it is characterized in that the isolation pile construction method of this shield tunnel near-distance passing through building Deformation control comprises following steps:
Build steel concrete power transmission platform, build one deck steel concrete power transmission platform, and reserve the perforation of an aperture greater than the isolation pile diameter in the place, stake position of desire boring according to the construction operation face;
Pile sinking pore-forming step, the auger stem that respectively an outer tube and is positioned at this outer tube with a full circle swinging jacketing machine sinks to the stake position, this outer tube is opposite with the direction of rotation of auger stem, and according to design requirement adjunction outer tube and auger stem, again auger stem is proposed until design elevation, surplus soil zone in the outer tube is gone out, and remove the interior loosened soil of outer tube, the soil body of guaranteeing the isolation pile bottom is original soil layer;
Reinforcing cage is installed, will will be adopted 2 double hooks slowly to lift by crane according to the reinforcing cage of designing requirement manufacturing, whether the reinforcing cage orientation is transferred and adjusted to the point that progressively falls, and all bind lining rope before the placement of cage of reinforcing bar and float with the monitoring reinforcing cage;
Concreting, to carry out concrete spouting first after the tremie arrangement, concrete carries out the tube drawing operation with drawbench after falling to finishing first, and check that outer tube rises to pull out and whether smooth and easyly whether float with reinforcing cage, rising of steel cage then carries out back-pressure to be handled, after treating that outer tube is extracted fully, just carry out supplementary irrigation according to need, capable again dismantling concrete conduit after having irritated; And auxiliary slip casting measure, before advancing, finishes the shield structure injected hole pore-forming operation between isolation pile, carry out tracking grouting according to the monitoring situation in the shield structure progradation.
The isolation pile construction method of aforesaid shield tunnel near-distance passing through building Deformation control, the outer tube reverse rotation, auger stem is rotated in the forward and takes out the soil in the outer tube, and soil is discharged from the earth discharging hole on the outer tube, and outer tube forms retaining wall and auxiliary water mud and water glass slip casting.
The isolation pile construction method of aforesaid shield tunnel near-distance passing through building Deformation control, in pile sinking pore-forming step, the telephone-moving of full circle swinging jacketing machine is with the center and stake position centrally aligned of outer tube, after the vertical collimator adjustment outer tube verticality with the full circle swinging jacketing machine, check the center and the centrical registration of stake of outer tube once more.
The isolation pile construction method of aforesaid shield tunnel near-distance passing through building Deformation control in building steel concrete power transmission platform, is to build thickness greater than 20 centimeters steel concrete power transmission platform.
The isolation pile construction method of aforesaid shield tunnel near-distance passing through building Deformation control, in the reinforcing cage step was installed, reinforcing cage was provided with positioning roller, and the reinforcing cage bottom is provided with horizontal anti-floating steel plate.
The isolation pile construction method of aforesaid shield tunnel near-distance passing through building Deformation control, in the concreting step, carry out the material loading operation with storage bin(hopper), the plug of storage bin(hopper) adopts circular steel plate and with seizing wire suspention, and first the amount of material loading greater than the amount of concrete perfusion first.
The isolation pile construction method of aforesaid shield tunnel near-distance passing through building Deformation control, in this isolation pile construction method, the pore-forming of isolation pile adopts the mode of tripping pore-forming in proper order.
Advantage of the present invention is: adopt special tiretube process in pile sinking pore-forming step; be that outer tube is opposite with the direction of rotation of auger stem; and the pile sinking practice that the auger stem rotation is fetched earth; absolute altitude at the bottom of making outer tube and auger stem be drilled into synchronously; the mode that rotation is fetched earth can reduce the noise in the work progress; and avoid impact to the soil body; wherein; outer tube can provide the retaining wall effect and isolate in the work progress disturbance to surrounding soil; significantly outside squeezing action is arranged simultaneously; to reduce soil body loss; further auxiliary water mud and water glass slip casting; the effectively sedimentation in the control isolation pile construction process; so the isolation pile construction method of shield tunnel near-distance passing through building Deformation control of the present invention can be controlled the closely sedimentation when the heritage buildings of shield-tunneling construction, protect the safety of heritage buildings simultaneously, and at the peculiar soil layer in Shanghai; when shield tunnel closely passes through under the environmental requirement harsh conditions, very effective to historical building group's Deformation control.
Description of drawings
Fig. 1 is the schematic flow sheet of a specific embodiment of the isolation pile construction method of shield tunnel near-distance passing through building Deformation control of the present invention.
The specific embodiment
As shown in Figure 1; disclose the schematic flow sheet of the isolation pile construction method of shield tunnel near-distance passing through building Deformation control provided by the present invention; the isolation pile construction method of this shield tunnel near-distance passing through building Deformation control is when being used for shield-tunneling construction and closely passing through; the control sedimentation is to protect historical heritage buildings; the implementation step of the isolation pile construction method of this shield tunnel near-distance passing through building Deformation control comprises: build steel concrete power transmission platform; pile sinking pore-forming step continues; and reinforcing cage and concreting are installed, carrying out auxiliary slip casting measure.
In the step of building steel concrete power transmission platform, according to the practice of construction scope of operation, build a layer thickness greater than 20 centimeters steel concrete power transmission platform, and in the place, stake position of desire boring, on steel concrete power transmission platform, reserve the perforation of an aperture greater than the isolation pile diameter, the diameter of its middle punch is bigger 2 centimeters than isolation pile diameter, and this steel concrete power transmission platform forms and leads wall, and can guarantee the verticality of follow-up pore-forming.
In the step of pile sinking pore-forming, with a full circle swinging jacketing machine telephone-moving, make outer tube center and stake position centrally aligned on the full circle swinging jacketing machine, and after the vertical collimator adjustment outer tube verticality with this full circle swinging jacketing machine, check the center and the centrical registration of stake of outer tube once more, again with the full circle swinging jacketing machine, respectively outer tube and the auger stem that is positioned at this outer tube are sunk to rotation mode, this outer tube is opposite with the direction of rotation of auger stem, and according to design requirement adjunction outer tube and auger stem, again auger stem is proposed until design elevation, surplus soil zone in the outer tube is gone out, and the loosened soil in the removing outer tube, the soil body of guaranteeing the isolation pile bottom is original soil layer, wherein, the outer tube reverse rotation, auger stem is rotated in the forward and takes out the soil in the outer tube, soil is discharged from the earth discharging hole on the outer tube, outer tube forms retaining wall and auxiliary water mud and water glass slip casting, in addition, native face absolute altitude in the outer tube is higher than the end absolute altitude 3-5 meter of outer tube all the time, prevent piping, and according to geological condition, the comparable actual stake of the degree of depth of outer tube is long dark 1 meter, prevent soil body piping phenomenon, and will monitor in real time in the construction, judge whether the soil layer classification conforms to geologic data.
In the step that reinforcing cage is installed, the manufacturing of reinforcing cage is according to designing requirement, be provided with positioning roller around the reinforcing cage, and the reinforcing cage bottom is provided with horizontal anti-floating steel plate, the reinforcing cage after will making with the slow lifting of 2 double hooks, the point that progressively falls is transferred, reinforcing cage is deformed, in transferring process, progressively adjust the reinforcing cage direction, and all bind lining rope before the placement of cage of reinforcing bar, whether float to guarantee reinforcing cage accurate positioning and monitoring reinforcing cage.
In the step of concreting, to carry out concrete spouting first after the tremie arrangement, concrete carries out the tube drawing operation with drawbench after falling to finishing first, adopt drawbench to carry out tube drawing, and check that outer tube rises to pull out and whether smooth and easyly whether float with reinforcing cage, rising of steel cage then carries out back-pressure to be handled, work the amount of pulling out and be controlled at the 10-20 centimetre, after treating that outer tube is extracted fully, just carry out supplementary irrigation according to need, capable again dismantling concrete conduit after having irritated, wherein, adopt storage bin(hopper) to carry out the material loading operation in the step of concreting, the plug of storage bin(hopper) adopts circular steel plate and with the seizing wire suspention, and first the amount of material loading greater than the amount of concrete perfusion first.
In the step of auxiliary slip casting measure, before advancing, finishes the shield structure injected hole pore-forming operation between isolation pile, carry out tracking grouting according to the monitoring situation in the shield structure progradation.
In the isolation pile construction method of shield tunnel near-distance passing through building Deformation control of the present invention, the pore-forming of isolation pile adopts the mode of tripping pore-forming in proper order, for example the construction pile No. of pore-forming order is 1-7-12... in proper order, treats adjacent construction pile No. 2-8-13... to be constructed after intensity acquires a certain degree again.
In sum; adopt the outer tube pile sinking practice opposite with the direction of rotation of auger stem in the isolation pile construction method of shield tunnel near-distance passing through building Deformation control of the present invention; fetch earth and discharge via the earth discharging hole on the outer tube with auger stem rotation; and outer tube and auger stem can be drilled into synchronously at the bottom of absolute altitude; wherein; the mode that rotation is fetched earth can reduce the noise and the impact of avoiding the soil body in the work progress; in addition; outer tube can provide the retaining wall effect in work progress; and in the isolation work progress to the disturbance of surrounding soil; produce simultaneously significantly outside squeezing action; so that ground loss reduces; but again auxiliary water mud and waterglass slip casting; reach the settling amount in effective control isolation pile construction process; can isolate simultaneously the settlement influence in the shield-tunneling construction process; sedimentation when so the isolation pile construction method of shield tunnel near-distance passing through building Deformation control of the present invention can be controlled shield-tunneling construction closely by heritage buildings; the structural safety of protection heritage buildings is particularly useful for the peculiar soil layer in Shanghai.
Claims (6)
1. the isolation pile construction method of a shield tunnel near-distance passing through building Deformation control, its be used for shield-tunneling construction closely by the time, the control sedimentation is characterized in that to protect historical heritage buildings the method includes the steps of:
Build steel concrete power transmission platform, build one deck steel concrete power transmission platform, and reserve the perforation of an aperture greater than the isolation pile diameter in the place, stake position of desire boring according to the construction operation face;
Pile sinking pore-forming step, the auger stem that respectively an outer tube and is positioned at this outer tube with a full circle swinging jacketing machine sinks to the stake position, this outer tube is opposite with the direction of rotation of auger stem, and according to design requirement adjunction outer tube and auger stem, again auger stem is proposed until design elevation, surplus soil zone in the outer tube is gone out, and remove the interior loosened soil of outer tube, the soil body of guaranteeing the isolation pile bottom is original soil layer;
Reinforcing cage is installed, will will be adopted 2 double hooks slowly to lift by crane according to the reinforcing cage of designing requirement manufacturing, whether the reinforcing cage orientation is transferred and adjusted to the point that progressively falls, and all bind lining rope before the placement of cage of reinforcing bar and float with the monitoring reinforcing cage;
Concreting, to carry out concrete spouting first after the tremie arrangement, concrete carries out the tube drawing operation with drawbench after falling to finishing first, and check that outer tube rises to pull out and whether smooth and easyly whether float with reinforcing cage, rising of steel cage then carries out back-pressure to be handled, after treating that outer tube is extracted fully, just carry out supplementary irrigation according to need, capable again dismantling concrete conduit after having irritated; And
The injected hole pore-forming operation between isolation pile is finished in auxiliary slip casting measure before the shield structure advances, carry out tracking grouting according to the monitoring situation in the shield structure progradation.
2. method according to claim 1 is characterized in that: outer tube reverse rotation, auger stem are rotated in the forward and take out the soil in the outer tube, and soil is discharged from the earth discharging hole on the outer tube, and outer tube forms retaining wall and auxiliary water mud and water glass slip casting.
3. method according to claim 1 and 2, it is characterized in that: in pile sinking pore-forming step, the telephone-moving of full circle swinging jacketing machine is with the center and stake position centrally aligned of outer tube, after the vertical collimator adjustment outer tube verticality with the full circle swinging jacketing machine, check the center and the centrical registration of stake of outer tube once more.
4. method according to claim 3 is characterized in that: in building steel concrete power transmission platform, be to build thickness greater than 20 centimeters steel concrete power transmission platform.
5. method according to claim 4 is characterized in that: in the reinforcing cage step was installed, reinforcing cage was provided with positioning roller, and the reinforcing cage bottom is provided with horizontal anti-floating steel plate.
6. method according to claim 5 is characterized in that: in the concreting step, carry out the material loading operation with storage bin(hopper), the plug of storage bin(hopper) adopts circular steel plate and with seizing wire suspention, and first the amount of material loading greater than the amount of concrete perfusion first.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009102006980A CN101761237B (en) | 2009-12-24 | 2009-12-24 | Method for constructing isolation pile for shield tunnel to go through deformation control of buildings and structures at short distance |
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| Application Number | Priority Date | Filing Date | Title |
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| CN2009102006980A CN101761237B (en) | 2009-12-24 | 2009-12-24 | Method for constructing isolation pile for shield tunnel to go through deformation control of buildings and structures at short distance |
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| CN101761237A CN101761237A (en) | 2010-06-30 |
| CN101761237B true CN101761237B (en) | 2011-06-01 |
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Cited By (1)
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| CN102733821A (en) * | 2012-06-19 | 2012-10-17 | 浙江大学 | Secondary double-liquid slurry re-grouting method capable of effectively controlling surface deformation |
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| CN102704937B (en) * | 2011-03-28 | 2014-06-25 | 同济大学 | Method for identifying settlement pattern during shield tunnel construction |
| CN102817378B (en) * | 2011-06-09 | 2014-06-25 | 同济大学 | Construction method of extra-large diameter shield tunnel penetrating through urban overhead pile foundations in close range |
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| CN102888839A (en) * | 2012-10-16 | 2013-01-23 | 深圳市金泰建设工程有限公司 | Construction method of static-pressure sleeve rotary digging filling pile |
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