CN101550698A - Constructing method for basic pit at the upper part of shield tunnel - Google Patents
Constructing method for basic pit at the upper part of shield tunnel Download PDFInfo
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- CN101550698A CN101550698A CNA2009100506309A CN200910050630A CN101550698A CN 101550698 A CN101550698 A CN 101550698A CN A2009100506309 A CNA2009100506309 A CN A2009100506309A CN 200910050630 A CN200910050630 A CN 200910050630A CN 101550698 A CN101550698 A CN 101550698A
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Abstract
The invention provides a constructing method for a basic pit at the upper part of a shield tunnel; the H-type steel inserted in a stake reinforces the soil body round the shield tunnel and encloses the basic pit; the stake provided in the pit is pumped and deformed; the separating stake divides the basic pit into plurality of small basic pits with width less than 8m; each basic pit is processing the digging by the barn jumping method; 2-4m soil is remained to the last layer of soil body for each basic pit; each small basic pit is divided into plurality of small blocks for digging the small blocks; after digging the small soil body, each small bottom plate is casted and each soil body is poured to compete the construction in 7 hours; the methods above can reduce the pumping and deformation while digging the basic pits to conform to the request of the shield tunnel and satisfy the requirement of the normal operation.
Description
Technical field
The present invention relates to building transportation building industry foundation ditch construction method, specifically is a kind of a kind of job practices that is positioned at operation shield tunnel top foundation ditch.
Background technology
The provisional mine pit that excavates for the underground structure construction is called foundation ditch.This foundation ditch comprises soil-baffling structure and support system, can also can protect the safety of existing neighboring buildings in addition for the underground building provides the space on the one hand.When foundation pit construction, need dig out the earthwork in the foundation ditch and transport, thereby underground structure can be built according to designed position.It is a kind of unloading and the change process of natural ground stress that the earthwork is dug out, after the foundation stress field changes, must cause the motion of original foundation soil body, cause that by off-load it upwards is main displacement that hole subsoil body produces, cause that also enclosure wall is under the effect of pressure at both sides difference and produce horizontal movement, and move on the stratum around the generation foundation ditch, so excavation of foundation pit can have a negative impact to the building of foundation ditch periphery.
Along with the development of China's urban construction and the increase of urban public transport pressure, the situation that underground shield tunnel circuit intersects and connects is more and more, will require above the shield tunnel of having built up, to carry out excavation of foundation pit like this and come the new construction project, and excavation of foundation pit can make shield tunnel below the foundation ditch produce upwards protuberance distortion; Yet, in practical project, in order to guarantee the normal operation of shield tunnel, deformation requirements to shield tunnel is very strict, require the final absolute displacement of shield tunnel construction can not surpass 20mm, the radius of curvature of deformation curve is not less than 15000m, and bending is not more than 1/2500 relatively, and this has just proposed very large challenge to engineering construction.In addition; big, the peripheral pipeline of the shield tunnel attached ancillary facility project scale of periphery is intricate; protect strict; quality and environmental protection requirement height; when foundation pit construction; how to carry out construction and prepare and constructure scheme, arrange the construction of each interface, each operation and linking each other properly, guarantee that the normal operation of safety of shield tunnel is very huge to the challenge that engineering construction brings.
When foundation pit construction, to adopt traditional job practices can protect surrounding building substantially, but construct for shield tunnel top foundation ditch, the distortion that shield tunnel produces when adopting conventional method is very big, can not satisfy the requirement of shield tunnel construction; In addition, by the conventional method foundation pit construction, the foundation ditch lateral deformation has reaches 30mm.
Shortcoming at above prior art; the working measure that has one piece of article " excavation of foundation pit causes the control measure of below shield tunnel displacement " tentatively to propose shield tunnel top excavation of foundation pit in technology type document " railway construction technology " 05 phase in 2005 is controlled the displacement of shield tunnel; adopt agitation pile to reinforce and the isolation pile protection; the hierarchical block excavation, but the document does not have to propose complete job practices and clear and definite construction parameter (for example width of piecemeal excavation) waits guiding construction.The method of this document proposition is difficult to have clear and definite directive significance in the foundation pit construction above the shield tunnel extremely strict to deformation requirements like this, practicality is little, therefore is necessary to propose a kind of method of carrying out foundation pit construction above shield tunnel with Practical significance.
Summary of the invention
For solving above technical problem, the invention provides shield tunnel top foundation ditch construction method, by agitation pile the shield tunnel periphery soil body is reinforced and foundation ditch is gone along with sb. to guard him; And utilize agitation pile to form the end socket wall one foundation ditch is divided into several width is the little foundation ditch below the 8m, each little foundation ditch is excavated; Stay native 2-4m at each little excavation of foundation pit during to last layer soil body, again each little foundation ditch is divided into several fritters, then each fritter is excavated soil; After each fritter soil body has dug, each fritter base plate is carried out concrete build, and require to build to concrete and finish from each fritter soil excavation, in 7 hours, finish; The protuberance of foundation ditch distortion in the time of can reducing excavation of foundation pit by above method, thus the protuberance distortion of shield tunnel is met the requirements prescribed, satisfy the needs of the normal operation of subway.
For solving above technical problem, the invention provides shield tunnel top foundation ditch construction method, be included in carry out foundation pit construction before, utilize agitation pile that the shield tunnel periphery soil body is reinforced, in stabilization zone agitation pile is divided three classes: the shield tunnel both sides isolate agitation pile, the reinforcing agitation pile of shield tunnel top and the reinforcing agitation pile of isolating the agitation pile outside; In foundation ditch sideline scope to be excavated the bracing of foundation pit stake is set, and uplift pile is set in foundation ditch bottom to be excavated; Its feature also is to comprise:
Multiple tracks end socket wall is set in foundation ditch: utilize agitation pile estimating that newly-built foundation ditch is divided into a plurality of continuous little foundation ditches exactly in treating excavation pit, wherein, each little foundation ditch width is below the 8m;
After finishing preparation, excavate little foundation ditch;
During each little foundation ditch, adopt the layering basin excavation at excavation, when excavating to the end one deck soil, divide the fritter excavation again.After excavation reaches the degree of depth that predetermined needs support, foundation ditch is installed is supported; When having excavated last layer soil body, the fritter base plate of each division is carried out concrete build.
Further improvement of the present invention is: when excavation pit, adopt jumping storehouse method that little foundation ditch is constructed.
Further improvement of the present invention is: when the little foundation ditch of excavation, stay soil when excavating residual thickness for 2-4m at last; Then little foundation ditch is divided into several fritters, again to each fritter excavation.
Further improvement of the present invention is: after last layer soil body above each fritter inner tunnel has dug, build the floor with concrete, the soil body of tunnel upper is replaced fast; And, build from soil excavation to the floor concrete and to guarantee in 7 hours, to finish for each fritter.
Further improvement of the present invention is: described jumping storehouse method can adopt jumps one or jump two or jump three mode.
By above-described method, before carrying out foundation pit construction, utilize agitation pile that shield tunnel is reinforced, in stabilization zone agitation pile is divided three classes: the shield tunnel both sides isolate agitation pile, the reinforcing agitation pile of shield tunnel top and the reinforcing agitation pile of isolating the agitation pile outside; In foundation ditch sideline scope to be excavated the bracing of foundation pit stake is set, and uplift pile is set in foundation ditch bottom to be excavated; With agitation pile multiple tracks end socket wall is set in foundation ditch, estimating that newly-built foundation ditch is divided into a plurality of continuous little foundation ditches, wherein, each little foundation ditch width is below the 8m; Stay native 2-4m at each little excavation of foundation pit during to last layer soil body, each little foundation ditch is divided into several fritters, then each fritter is excavated; After each fritter soil body has dug, each fritter base plate is carried out concrete build, and dug to build from each fritter soil body and finished to concrete, in 7 hours, finish; The protuberance of foundation ditch distortion in the time of can reducing excavation of foundation pit by above method, thus the protuberance distortion of shield tunnel is met the requirements prescribed, also satisfy the needs of the normal operation of subway.
Description of drawings
Fig. 1 is the position profile of category-A stake in a preferred embodiment of the present invention, category-B stake and the stake of C class;
Fig. 2 is the position signal of the stake of D class and the stake of E class in a preferred embodiment of the present invention; And
Fig. 3 is cut apart schematic diagram for foundation ditch in the present invention's one preferred embodiment.
The specific embodiment
Foundation ditch construction method of the present invention utilizes excavation based on space, for foundation pit construction above to the shield tunnel of deformation requirements strictness complete job practices and key parameter determination method have been proposed, when guaranteeing above shield tunnel foundation pit construction, existing standard is satisfied in the malformation of shield tunnel, and practice of construction is had clear and definite directive significance.Below in conjunction with a specific embodiment this method is elaborated.
The new built tunnel foundation ditch in Shanghai passes through the subway main line of operation, on the section of wearing shield tunnel foundation ditch be about 150m, wide about 27.1m, the darkest about 12.172m of the excavation of foundation pit degree of depth, apart from the only about 4m in tunnel structure top, the subway line interval is with the low-angle and the thing passage oblique (with reference to figure 3) of 26 degree at the bottom of the foundation ditch.
Current standard is extremely strict to the deformation requirements of shield tunnel, and the final absolute displacement of structure can not surpass 20mm, and the radius of curvature of deformation curve is not more than 15000m, and bending is not more than 1/2500 relatively.Therefore, how taking the distortion in reasonable construction scheme and effective measures control tunnel is the most important thing.
In this specific embodiment, in order to reduce the influence that foundation pit construction causes shield tunnel, and reduce the lateral deformation of foundation ditch, before foundation pit construction, utilize agitation pile that shield tunnel is reinforced, wherein the agitation pile in the shield tunnel stabilization zone is divided into A, B, C three class stakes, be the A of the present invention's one preferred embodiment with reference to figure 1, B, the position profile figure of C three class stakes: category-A stake 21 is the isolation agitation pile of 10 both sides, tunnel, its degree of depth is through to shield tunnel 10 below certain depths from ground, this is isolated agitation pile degree of depth below tunnel 10 and can determine according to the soil layer construction of concrete construction location; Category-B stake 22 is tunnel 10 top ground stabilization agitation piles, and more than its distance from bottom tunnel 10 top 0.5m, and the mode that adopts the full hall of agitation pile to reinforce is carried out ground stabilization to the tunnel upper soil body; C class stake 23 is the ground stabilization agitation pile that 10 both sides, tunnel isolate the agitation pile both sides, and its below 10 bottoms, distance from bottom tunnel at least 5 meters, the soil body all adopts the full hall of deep-mixed pile to reinforce.And when foundation pit construction, in order to prevent foundation pit deformation, need carry out reinforcement measure (with reference to figure 2) to foundation ditch, D class stake 24 is set for this reason be the bracing of foundation pit stake, its length and isolation pile are suitable; E class stake 25 is set for uplift pile in the hole in foundation ditch, can calculates the stressed of uplift pile according to foundation depth; In addition, adopting the stake of F class is that foundation ditch is separated agitation pile, forms multiple tracks end socket wall 34 (with reference to figure 3) foundation ditch is divided into the little foundation ditch 31 of independence (with reference to figure 3) below a plurality of width 8m.
Above-described A, B, C, D, E, F six class stakes all adopt the stake footpath to be the 850mm agitation pile, overlap 250mm between stake, wherein the stake of Ф 850SMW worker method is all adopted in A, D, E, F four class stakes, and category-A stake and F class stake interpolation 700 * 300 shaped steel are about the length weak point 1m of the length of H shaped steel than agitation pile.Wherein, the long 31.0m of agitation pile, the long 30.0m of H shaped steel are isolated in the category-A stake of both sides, main line through section tunnel; Its distance from bottom tunnel bottom of category-B stake is more than the 0.5m, and its concrete length is determined according to the characteristic of construction location soil layer; The stake of C class is the reinforcing agitation pile of both sides, tunnel, and the length that agitation pile is isolated in its length and category-A stake is suitable; The long 29.0m of D class pile foundation pit enclosure agitation pile; The long 40.0m of resistance to plucking agitation pile in the E class stake hole; The long 26.0m of agitation pile, the long 17.0m of H shaped steel are separated in F class pile foundation hole.
Before carrying out excavation pit, at first utilize agitation pile stake machine that above each mixing pile construction is finished, with carrying out smoothly of assurance foundation pit construction, thereby do not influence the normal operation of shield tunnel and prevent foundation pit deformation.When utilizing the stake machine to above A, B, C, D, E, F six class mixing pile constructions, its sequence of construction is: the isolation agitation pile of the both sides, category-A stake tunnel of constructing earlier, construct the again ground stabilization agitation pile of category-B stake tunnel upper, the C class of constructing again stake tunnel both sides ground stabilization agitation pile and D class pile foundation pit enclosure agitation pile, agitation pile is separated in resistance to plucking agitation pile and F class pile foundation hole in the E class of constructing the at last stake hole.Wherein category-A and category-B agitation pile were constructed in the time period that subway is stopped transport, and the stake of C class is constructed after the category-A mixing pile construction of its both sides, tunnel is finished, and C class, D class, E class, F class agitation pile can be constructed when train operation.And during SMW worker's method pile driving construction, jump the hole construction at interval.Wherein, SMW worker's method has irreplaceable superiority such as ground influence little, high sealing, good integrity on every side, cost is low, the duration is short, environment pollution is little.Its principle is to utilize multiaxis helical stir machinery, carries out original position with cement as curing compound and foundation soil and forces to stir, insert H shaped steel at a certain distance after, treat that cement-soil solidify to form the piling wall of certain intensity etc.This engineering SMW worker method agitation pile unconfined compression strength in the 28 day length of time is not more than 1.0Mpa, cement infiltration capacity 20%.
By above sequence of construction, finish each mixing pile construction, treat that agitation pile intensity reaches requirement after, beginning excavation of foundation pit and structure fabrication.In order to prevent shield tunnel protuberance, to reduce foundation pit deformation, according to excavation based on space foundation ditch is divided into several little excavation of foundation pit, and adopts the layering basin excavation during to each little excavation of foundation pit, based on the machinery shoveling, repair manually that to dig be auxilliary; And, when each little foundation ditch of excavation, to press depth direction layering per pass and support, the shoveling time and the supporting time of each little foundation ditch of strict regulations are to reduce the bracing of foundation pit distortion; When being excavated to last one deck, each little foundation ditch stays the thick 2-4m of being of soil; The basic principle that can follow during excavation pit is: " soil excavation layering, piecemeal, symmetry, parallel, stay native retaining wall, finish excavation in limited time and support ".And, when carrying out excavation of foundation pit, in order to reduce " vertically " protuberance distortion of foundation ditch as far as possible, according to foundation ditch " vertically " tau-effect theory, need reduce the unloading of the tunnel upper soil body and the free open-assembly time at the end, hole as far as possible, tunnel upper soil body equivalent must be replaced fast for this reason.Wide according to the little foundation ditch after the theoretical division of foundation ditch " vertically " tau-effect is below the 8m, according to similar engineering practice before, this engineering characteristic and construction ability, excavating base plate from last layer soil body builds to finish and needs completion in 7 hours, thereby reduce " vertically " protuberance distortion of foundation ditch, therefore need divide littler fritter construction for the little foundation ditch of tunnel upper, after finishing the last soil excavation of each fritter, carrying out the floor builds, assurance was cast in from the soil excavation to the floor in 7 hours finishes (for distance tunnel foundation ditch far away, little foundation ditch subdividing construction area can suitably increase).
With reference to shown in Figure 3, in this concrete enforcement, in foundation ditch 30, be provided with 24 road compartment walls, big foundation ditch 30 is divided into 25 independently little foundation ditches 31, each little foundation pit construction width is 6m, during construction successively to 25 little foundation ditch number consecutivelies be 1,2,3......25.Excavation of foundation pit and structure fabrication are divided into three phases to be implemented, and each stage adopts the method for jumping the storehouse to construct, and can adopt and jump one or jump two or jump three mode, reaches the purpose of control foundation pit deformation.In this specific embodiment, phase I adopts the construction earlier of three modes of jumping to be numbered 1,5,9,13,17,21,25 little foundation ditch, second stage also adopts three modes of jumping to construct and is numbered 3,7,11,15,19,23 little foundation ditch, phase III construction residue even number foundation ditch.Each stage, when being excavated, each little foundation ditch 31 adopts the layering basin excavation, and every 3m is one deck in this specific embodiment, after having excavated each layer earthwork, support accordingly, and in the soil layer excavation of second road and following each road support, the length of every segment excavation is no more than 6m; Each segment earthwork will have been dug in 8 hours, installed segment immediately and support in 6 hours, and exert axial prestress.Little excavation of foundation pit of each stage is to surplus last layer soil body, it is 2-4m that this soil body stays soil thickness, according to construction ability and engineering position, should last one deck stay soil to be divided into plurality of small blocks 32 and carry out soil excavation (wherein, the area of this little piecemeal can be according to the position of concrete engineering, its area can be different, can increase for fritter 33 its construction areas) from shield tunnel foundation ditch far away, after finishing, makes excavation base plate and ballast, last layer soil body of every fritter is built and is finished and must finish in 7 hours from excavating the floor, just can carry out next fritter construction then, after each little base plate of foundation pit is all constructed and is finished, return and build side wall and structure roof, and earthing, just can begin little foundation pit construction of next stage then.
Little foundation ditch after this Engineering Division is wide to be 6m, and long is 27m, and the foundation ditch area is 162m
2According to this engineering characteristic and construction ability,, excavate base plate from last layer soil body and build the construction task of finishing as will in 7 hours, finishing for the little foundation ditch of tunnel upper, each last layer soil body of little foundation ditch will divide the construction of three fritters, the about 54m of every fritter area at least
2, for distance tunnel foundation ditch far away, little foundation ditch subdividing construction area can suitably increase.For the tunnel come-up that prevents in Excavation Process and later stage foundation ditch protuberance causes, in foundation ditch, evenly arranged E class stake SMW worker method resistance to plucking agitation pile, the base plate of building at the back on earth concrete of every fritter excavation of foundation pit promptly is connected with uplift pile; In addition, owing to can't arrange uplift pile in the shield driven tunnel crossing section, therefore finish at the structure bottom slab concreting, and reach after certain intensity heap sand bag or shaped steel steel plate ballast on base plate immediately, to reduce the protuberance amount in tunnel, ballast amount principle is that (about 2～4m) weight are suitable, and the section of wearing base plate and cushion thickness are 1.4m, the about respectively 1.9T/m of ballast amount as calculated on this engineering main line for ballast and base plate weight and last layer soil body
2, finish piling prepressing in 16 hours behind the soil excavation.
The job practices that the present invention proposes has significantly reduced the distortion of foundation ditch protuberance, has satisfied the needs of protection subway operation, and the peripheral distortion that excavation of foundation pit causes has been controlled in strictness.
Be understandable that the detailed description of the foregoing description is in order to set forth and explain principle of the present invention rather than to the qualification of protection scope of the present invention.Under the prerequisite that does not break away from purport of the present invention, one of ordinary skill in the art can be made modification by the understanding to the principle of being instructed of technique scheme on these embodiment bases, changes and changes.Therefore protection scope of the present invention by appended claim with and be equal to and limit.
Claims (5)
1, shield tunnel top foundation ditch construction method, be included in carry out foundation pit construction before, utilize agitation pile that the shield tunnel surrounding soil is reinforced, in stabilization zone agitation pile is divided three classes: the shield tunnel both sides isolate agitation pile, the reinforcing agitation pile of shield tunnel top and the reinforcing agitation pile of isolating the agitation pile outside; In foundation ditch sideline scope to be excavated the bracing of foundation pit stake is set, and uplift pile is set in foundation ditch bottom to be excavated; It is characterized in that also comprising:
Multiple tracks end socket wall is set in foundation ditch, utilizes agitation pile to separate stake as foundation ditch exactly in treating excavation pit and come estimating that newly-built foundation ditch is divided into a plurality of continuous little foundation ditches, wherein, each little foundation ditch width is below the 8m;
After finishing preparation, excavate little foundation ditch;
During each little foundation ditch, adopt the layering basin excavation at excavation, when excavating to the end one deck soil, divide the fritter excavation again.After excavation reaches the degree of depth that predetermined needs support, foundation ditch is installed is supported; When having excavated last layer soil body, the fritter base plate of each division is carried out concrete build.
2, method according to claim 1 is characterized in that: when excavation pit, adopt jumping storehouse method that the little foundation ditch of cutting apart is constructed.
3, method according to claim 2 is characterized in that: when the little foundation ditch of excavation, stay soil when excavating residual thickness for 2-4m at last; Then little foundation ditch is divided into several fritters, again to each fritter excavation.
4, method according to claim 3 is characterized in that: after last layer soil body above each fritter inner tunnel has dug, build the floor with concrete, the soil body of tunnel upper is replaced fast; And, build from soil excavation to the floor concrete and to guarantee in 7 hours, to finish for each fritter.
5, method according to claim 2 is characterized in that: described jumping storehouse method can adopt jumps one or jump two or jump three mode.
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| CN102758440A (en) * | 2011-04-28 | 2012-10-31 | 成都中铁隆工程集团有限公司 | Open-cut tunnel construction method |
| CN102839674A (en) * | 2012-09-19 | 2012-12-26 | 中国水电顾问集团华东勘测设计研究院 | Foundation pit excavation supporting structure on near end well shield tunnel and construction method of foundation pit excavation supporting structure |
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| CN102758440A (en) * | 2011-04-28 | 2012-10-31 | 成都中铁隆工程集团有限公司 | Open-cut tunnel construction method |
| CN102839674A (en) * | 2012-09-19 | 2012-12-26 | 中国水电顾问集团华东勘测设计研究院 | Foundation pit excavation supporting structure on near end well shield tunnel and construction method of foundation pit excavation supporting structure |
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