CN115853538A - Method for forming tenon-and-mortise type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum - Google Patents
Method for forming tenon-and-mortise type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum Download PDFInfo
- Publication number
- CN115853538A CN115853538A CN202211319901.8A CN202211319901A CN115853538A CN 115853538 A CN115853538 A CN 115853538A CN 202211319901 A CN202211319901 A CN 202211319901A CN 115853538 A CN115853538 A CN 115853538A
- Authority
- CN
- China
- Prior art keywords
- grouting
- construction
- segment
- tunnel
- floating
- 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.)
- Pending
Links
Images
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a method for forming a mortise-tenon type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum, which comprises the following steps of: step (1) surveying and collecting construction data, analyzing and researching a construction scheme, wherein the construction scheme comprises duct piece floating analysis and duct piece splicing analysis, and step (2) preparing construction resources and compiling the construction scheme; and (3) performing construction and tunneling by using a shield machine, controlling the tunneling process, and (4) installing and fixing tunnel segments, monitoring the construction process in real time, and performing actual measurement and statistical analysis on the site. The invention analyzes that most of the floating of the pipe piece is attributed to the existence of building gaps and the buoyancy of underground water and slurry, and the floating amount of the pipe piece accounts for less total floating amount in a period of time after the slurry is initially solidified, so that the control of the key time period before the slurry is initially solidified becomes a key point, the control can be specifically carried out in the construction process, the construction precision is improved, and the construction safety is ensured.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a tenon-and-mortise type pipe sheet tunnel forming method for water-rich sandy silt and muddy clay strata.
Background
The shield construction technique started in 1823 with the background of the water bottom tunnel project of thames, uk. In the early twentieth century, the shield construction technology was also applied in the united states, england, france and germany, and in the 60's of the 20 th century, the shield construction technology was greatly developed in japan and its use was not limited to underwater tunnel engineering but also widely applied to mountain tunnels and subway construction. In China, shield construction is adopted in the middle page of the twentieth century at first, and through development of more than 70 years, from initial small-diameter single-stratum shield construction to the existing ultra-large-diameter composite-stratum slurry balance shield construction, a shield construction technology becomes a preferred scheme in urban underground tunnel engineering construction of China provinces.
In terms of the acceptance and deformation of the duct piece, some foreign scholars do relevant research work and obtain a series of achievements. In the direction of researching the stress characteristics of tunnel segment structures, zhang Deng, plum, etc., swallow, etc., vermilion, etc., swallow, etc., kim, hyun-su, etc., week, etc., zhao, t.s, etc., tan, etc., poplar, etc., nabipour, mostafa, etc., yoseph, byun, etc., researches are carried out on segment design, ovality and mechanical structures of segments in the future of a Chinese tunnel shield under a special environment by a numerical simulation and theoretical analysis method, and references are provided for design, production, processing and quality inspection of the segments of the shield tunnel. The inspection standards and quality control methods for the safety of the tunnels and the duct pieces in China and Korean areas are analyzed and summarized respectively by the field monitoring and theoretical analysis methods of Wang et al, lee, gyu-Phil et al, xie et al, hu et al and the construction risk evaluation respectively by the laser radar and other technologies.
Spagnuolo, simone et al, meda, A., et al, avanaki, M.J., conforti, A. Et al, tenglimoglu, O. Et al, king et al, through experimental study and numerical simulation methods, the structural performance of reinforcing with Glass Fiber Reinforced Plastics (GFRP), steel fiber reinforced plastics (SFRC) and synthetic fiber reinforced plastics (MSSF) instead of steel bars and polypropylene (PP) combined steel bars in the tunnel segment is analyzed, and the tunnel segment has better effects on reinforcing the GFRP, the SFRC and the MSSF. Kwak, changwon and the like, in, jang, dong and the like analyze the deformation characteristics of the tunnel segment under the earthquake load action In land and seabed environments through a vibration table test and numerical simulation method, and provide the best splicing position of the tunnel segment. Heo, seung-Mu and the like analyze a water stop belt, a sealing pad and a pipe piece floating rule of a tunnel pipe piece, and provide that the hydrophilic rubber water stop belt has a good water blocking effect, and the sealing performance of a joint is negatively related to the seepage performance. Zheng et al investigated the tunnel collapse mechanism by numerical simulation, and proposed that the safety of adjacent tunnel segments can be assessed by comparison with segment and joint destruction criteria. An, J.S. and the like provide a tunnel segment inverse analysis method based on stress and displacement for the shield through finite element software, and provide that ground elasticity modulus, cohesive force and friction angle have great influence on segment displacement. A neural network model, a mixed structure analysis method and an underground building damage prediction model are respectively provided for Rastbood, A, etc., zhang Deng, mei, etc., so that the structural stress and displacement of the tunnel segment can be well predicted. And on the basis of analyzing the stress state of the section of the tunnel segment joint by a system, such as thunder and Liu, the damage mechanism of the segment joint is analyzed, and a non-uniform equivalent beam model (HEB) of the tunnel segment structure is provided. The bending characteristics of the reinforced concrete member are researched by combining the section nonlinearity and the actual effective moment of inertia caused by concrete tension fracture through a field monitoring and numerical simulation method. Nomoto et al propose that the building gap is the key to affect tunnel formation in shield construction by studying the relationship between the building gap and tunnel formation. Imamura carries out deep research on the detachment of the pipe piece from the shield tail through a simulation experiment, provides the thickness of the overlying soil and a building gap, and can cause the condition that the pipe piece floats upwards differently due to different stress.
Some scholars in China do relevant research on the deformation of the duct piece and obtain some achievements at the same time. Wei Gang and the like carry out research on the floating mechanism of the tunnel segment by a theoretical analysis method and provide a conclusion that the dynamic floating has great influence on the segment. Wang Famin and the like rely on Shantou gulf tunnels as projects, and pertinently design a prop cutter head, a scouring system, a main drive and the like in the process of digging gold of the slurry shield with the ultra-large diameter under the condition of a soil-rock-boulder composite stratum, so that the upward floating of the pipe piece is controlled. Xie Luke and the like research the segment floating control problem under the condition that the shield passes through the river bottom clay layer and the silty clay layer, and the following conclusion is obtained: the method comprises the following steps of (1) verifying that grouting diffusion crosses a permeation grouting stage under clay and silty clay stratum conditions and directly enters a compact grouting stage, (2) under the condition that a river bottom soil layer is clay and silty clay stratum, floating of a duct piece is mainly achieved by local duct piece floating, the decisive factors for controlling the local duct piece floating are dynamic buoyance of postgrouting and shear resistance of a connecting bolt, the fundamental method for controlling the local duct piece floating is to control wall thickness synchronous grouting pressure, and (3) when a shield penetrates through a newly opened river bottom, the grouting pressure for controlling the duct piece floating is not more than 0.25MPa. Shen Zheng difficultly analyzes the influence of geological conditions, grouting conditions and shield postures on the upward floating of the duct piece in the shield tunneling process, and provides main influence factors of the upward floating of the duct piece. Xiaoming Qing and the like, post Hong Tao and the like analyze physical property factors influencing the floating of the duct piece by a finite element analysis method and provide related prevention and treatment measures. Wang Xuanxiang analyzes grouting behind the segment based on the Maag spherical diffusion formula, and provides measures for controlling the segment to float upwards from the aspects of grouting mode, slurry selection and the like. Chen Liang and the like take Beijing subway and Hezhuan as engineering background, research the upward floating rule of the duct piece and provide countermeasures and measures for controlling the upward floating of the duct piece. Yuan Wei and the like analyze the structural stress condition of the duct piece under the influence of various factors by a field monitoring experiment and theoretical analysis method, and find out the development rule of duct piece floating. Liu Zhanwei and the like use a Su-Angstrom channel as an engineering background, analyze the influence on the upward floating of the segment in the early design and tunneling parameter control aspects of the tunnel engineering, and provide corresponding measures. Shang Yangyi and the like perform risk evaluation on floating of the tunnel segment based on a cloud model and a D-S evidence theory, and provide corresponding treatment measures for various factors. Lv Qianqian and the like use Zhujiang lion as engineering backgrounds, analyze the structural stress characteristics of tunnel segments by numerical simulation and field monitoring methods, and study segment floating rules by combining with actual engineering comparison. Huang Rendong and the like take a shield tunnel in Hunan of China as an engineering background, dimension normalization treatment is carried out on all bottom layer indexes through fuzzy transformation, a segment floating damage diagnosis model is established, influence factors of segment floating are analyzed, and a model for effectively evaluating segment floating is provided. Shen Xinguo, etc. [54] by theoretical analysis, the influence of geological conditions, shield construction method characteristics, construction parameters, etc. on the upward floating of the duct piece is researched, and countermeasures and measures for controlling the upward floating of the duct piece are provided. Dai Zhiren analyzes the deformation rule of the pipe piece under the synchronous grouting condition by a theoretical analysis method, and provides that the improvement of the yield strength of the slurry has a positive effect on resisting the upward floating of the pipe piece. Zhao Yongming and other above sea rail transit No. 2 lines are taken as engineering backgrounds, and by combining field monitoring and result analysis, research is carried out on development rules of tube piece floating, and corresponding measures for controlling tube piece floating are provided. Xie Luke and the like [57] take Tianjin subway No. 3 line as an engineering background, analyze the development rule of upward floating of the duct piece under the condition that the shield passes through a soft soil stratum, simultaneously research the influence of synchronous grouting slurry on the stress characteristic of the duct piece structure, and provide that the optimal grouting pressure of the tunnel passing through the river bottom is not more than 0.25MPa. Wang Jiyan and the like use a certain Hangzhou subway as an engineering background, and the floating rule of the duct piece under different working conditions is analyzed by a finite element analysis method, so that three stages of duct piece floating are provided: a surge section, a gentle section and a stable section. Wang Mingsheng takes Guangzhou track traffic No. 4 line as an engineering background, analyzes the floating rule of the segment in the process of underwater shield tunneling, researches the influence of geological conditions, tunneling parameters, synchronous grouting and the like on the segment in a special environment, and provides a floating control measure for controlling the segment in a complex stratum. Tian Huajun and the like use a Wuhan Yangtze river tunnel as an engineering background, and research the influence of the duct piece on the duct piece floating rule under external influence conditions such as synchronous grouting and shield tunneling parameters through field monitoring analysis, and provides a response measure for controlling duct piece floating. Wei Xin takes Guangzhou subway No. 4 line as an engineering background, analyzes the characteristics of influence of geology, machinery and cement mortar on the upward floating of the duct piece, and provides a measure for controlling the upward floating of the duct piece. Du Chuangdong and the like analyze the problems of segment floating and slab staggering rules, simultaneously research the influences of inter-segment ring shearing resistance, force transmission gasket design, water stop bar hardness and the like on the stress characteristics of the segment structure, provide measures for controlling segment slab staggering, and provide reference significance for other tunnel engineering construction and segment design. Zheng Zhonggang and the like use No. 8 Hangzhou subway lines as engineering backgrounds, floating conditions of the duct piece under working conditions of different water head heights and grouting parameters are analyzed through a numerical simulation method, and meanwhile, a deformation mechanism of the duct piece is researched by combining theoretical analysis. Liang Yongzhao and the like take Guangzhou subway No. 3 line as an engineering background, analyze the deformation rule of the floating of the tunnel segment and provide measures for controlling the floating of the segment. Dong Saishuai and the like take Nanjing subway No. 3 line as an engineering background, analyze the floating mechanism of the duct piece in the shield tunneling process, and provide two stages of duct piece floating and measures for controlling duct piece floating by combining field actual measurement. Yang Yandong and the like use Guangzhou subway No. 7 as engineering background, research the floating rule of the duct piece in the full-section hard rock stratum by a theoretical analysis method, and provide control measures for duct piece floating from two aspects of shield construction and design. Xu Jun and the like study the stress condition and the time-varying characteristic of the duct piece by a duct piece floating simulation test method, and provide a determining function of slurry on the duct piece floating. Zhang Jun and the like use the No. 7 line of Chengdu subway as an engineering background, analyze the stress characteristics of the duct piece and draw the following conclusion: and (1) four tube piece floating stages: sealing and looping duct pieces, performing shield tunneling pushing, synchronously grouting and initially setting slurry; (2) A floating calculation method is adopted after the duct piece is separated from the tail of the shield until the slurry is initially solidified; and (3) controlling the tube sheets. Liang Yu and the like take a Nanhu Luoluxiangjiang tunnel in Changsha city as an engineering background, analyze the influence of geological conditions, slurry quality, bolt shearing force and residual component force of a jack on the upward floating of a duct piece by a theoretical analysis method, and finally provide a response control measure by combining with engineering practice. Yan Minglun and the like use shield tunnel engineering of a soft soil stratum as a background, analyze the influence of the shield machine on the upward floating of the duct piece in the aspects of excavation parameters, synchronous grouting and the like, and provide technical measures for controlling the upward floating of the duct piece of the tunnel.
In summary, the research methods for lining floating in the shield tunnel construction stage include a numerical simulation method, an actual measurement analysis method and a test analysis method. However, the methods have disadvantages that the numerical simulation parameter values are fuzzy, and the calculation result is difficult to converge; the measurement method of the actual measurement analysis method is difficult to determine, and the consideration of influence factors is not perfect; although the test analysis method can restore part of actual conditions, the shield tunneling is difficult to simulate and is inconsistent with the actual conditions, geological conditions, external disturbance and the like. The theory and experiment research of the system is awaited.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a method for forming a mortise and tenon type pipe sheet tunnel in a water-rich sandy silt and muddy clay stratum so as to solve the problems in the background technology.
The technical problem solved by the invention is realized by adopting the following technical scheme: a method for forming a tenon-and-mortise type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum comprises the following steps:
the method comprises the following steps of (1) surveying and collecting construction data, analyzing and researching a construction scheme, wherein the construction scheme comprises duct piece floating analysis and duct piece splicing analysis, theoretical analysis is carried out on floating by specifically applying a mathematical method to obtain a duct piece floating simplified calculation formula, and the theoretical analysis is combined with actual engineering;
step (2), preparing construction resources and compiling a construction scheme;
step (3), the shield machine is constructed and tunneled, the tunneling process is controlled, the position and the posture of the shield machine in tunneling are grasped at any time through a measuring system, the actual position and the posture of the shield machine are compared with the design axis through a computer, the mode of a jack of the shield machine is adjusted after a deviation value is found out, and the advancing curve of the shield machine is enabled to be as close to the design axis as possible;
and (4) installing and fixing the tunnel segment, monitoring the construction process in real time, carrying out actual measurement and statistical analysis on the site, and researching the floating process, the actual distribution condition and the change development rule of the tunnel segment in the monitoring section.
The tube sheet floating analysis method comprises the following steps:
step (1) analyzing stress parameters of water-rich sandy silt and muddy clay stratum mortise and tenon type pipe sheet to obtain F f ＝G 1 +G 2 +F n +F j -F t Wherein: buoyancy force F f Foundation resilience force F t Tube sheet gravity G 1 G slurry gravity G 2 Viscous resistance F n Overburden pressure F j ；
Step (2) of respectively calculating the upper buoyancy F in the step (1) f Divided into static upward buoyancy
And dynamically buoyant>
Step (3) calculating the resilience force of the foundation on the whole ring segment
In the formula: f t The resilience force of the foundation is adopted; k is 0 Is the coefficient of static soil pressure; r is the outer diameter of the grouting layer; gamma is the average formation heaviness;
analyzing and calculating the gravity G of the pipe piece 1 G, slurry gravity G 2 ，
In the formula: g 1 Is the gravity of the segment; g 2 Is the slurry gravity; gamma ray c Is the severity of the segment; r is 1 Is the inner diameter of the pipe sheet ring;
step (5), analyzing and calculating the overburden pressure to be
In the formula: f j The pressure of covering soil is adopted; b t Is half of the falling soil body; c is the cohesive force of the soil; k 1 Is the lateral pressure coefficient on the sliding surface;
is a friction angle; p is 0 Is a ground load; h is the thickness of the overlying soil;
step (6) analysis of buoyancy F f Foundation resilience force F t Segment gravity G 1 G slurry gravity G 2 Viscous resistance F n Overlying soil pressure F j The action size controls the influence quantity of each factor in the construction process.
The static buoyancy
In the formula: />
The hydrostatic pressure generated for the grouting slurry; r 0 Is the outside diameter of the pipe piece; b is the width of the segment; gamma ray j Is the volume weight of the slurry; the dynamic buoyancy forceComprises the following steps: />
In the step (2), the consistency and the solid matter content of the slurry are increased to possibly increase the cohesive force of the slurry and offset a part of buoyancy F of the floating force f 。
In the step (5), reasonable covering soil thickness is considered through four aspects of engineering analogy, theoretical calculation, numerical simulation and model experiment, and covering soil pressure is analyzed and calculated.
The segment assembling analysis comprises the following steps:
determining the type selection and installation point position of a mortise and tenon type segment by using a least square method;
step (2), increasing the circumferential seam distance of the cork gasket, increasing the dislocation space of the pipe piece, reducing the damage of the pipe piece and simultaneously enhancing the waterproof pressure requirement of the elastic sealing gasket;
step (3), performing duct piece wall post-grouting, wherein the duct piece wall post-grouting comprises trial grouting and normal grouting;
and (4) connecting and re-tightening bolts, namely mounting the bolts at the reserved holes, strictly re-tightening the segment bolts, and comprehensively checking and re-tightening the segment bolts in the 3-ring range with adjacent rings before the subsequent shield tunneling is carried out to each ring of segment assembly.
The specific method of the step (1) comprises the step of setting a three-dimensional coordinate of a design axis of the tunnel under a certain mileage as (x) 0 ,y 0 ,z 0 ) The postures of the tenon-and-mortise type pipe piece are 16, and the three-dimensional coordinate of the ring surface center of the tail end of the tenon-and-mortise type pipe piece ring is (x) i ,y i ,z i ) (i =1, …, 16) using a least squares algorithmThe weighted square sum objective function of the coordinate residuals is minimized:
δ(i)＝(x 0 -x i ) 2 +(y 0 -y i ) 2 +(z 0 -z i ) 2
and obtaining the best fitting tenon-and-mortise type ring pipe piece posture according to the minimum parameter i (i =1, …, 16).
The optimal splicing point position selection method in the step (1) comprises the following steps: computing
……
And finding a group of coordinates which are closest to the design axis of the tunnel from the 16 groups of three-dimensional coordinates to determine the optimal splicing point position.
And recording the pressure and the grouting amount during grouting in detail during grouting of the test grouting, observing whether grouting occurs or not, and taking the change of the wall top elevation as an adjusting basis during normal grouting.
And the normal grouting is performed according to the record of the test grouting and by referring to the geological condition, the performance of the grout is analyzed and adjusted in time, and the grouting pressure and the grouting amount are adjusted.
The monitoring control comprises the steps that firstly, a shield machine basic parameter table is filled by a shield operator, then a civil engineering engineer fills a shield machine key parameter table after analyzing and calculating according to initial data, the index of a technical responsible person is analyzed and judged in the process, if the index is in a range type, adjustment is not needed, the monitoring control is implemented after discussion, if the index is in a normal range type, the technical responsible person needs to combine actual field working conditions and parameters to carry out analysis and discussion and then propose a scheme, if the index exceeds an early warning range, a tunneling command part needs to be submitted, a specialist demonstration conference is organized by a construction unit, and a special construction scheme is formed by combining shield field actual conditions and a comment book signed by a specialist and is implemented strictly according to the scheme.
Compared with the prior art, the invention has the beneficial effects that: the invention analyzes that most of the floating of the pipe piece is attributed to the existence of building gaps and the buoyancy of underground water and slurry, and the floating amount of the pipe piece accounts for less total floating amount in a period of time after the slurry is initially solidified, so that the control of the key time period before the slurry is initially solidified becomes a key point, the control can be specifically carried out in the construction process, the construction precision is improved, and the construction safety is ensured.
Drawings
FIG. 1 is a schematic flow chart of the method of the present invention.
FIG. 2 is a schematic diagram of a segment stress model according to the present invention.
Fig. 3 is a schematic flow chart of the method for determining the type selection and the installation point location of the mortise and tenon type segment by using the least square method.
Fig. 4 is a schematic view of the structure of the segment circumferential seam tenon groove of the invention.
Fig. 5 is a flowchart of a monitoring control method according to the present invention.
Detailed Description
In the description of the present invention, it should be noted that unless otherwise specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly and may be, for example, fixedly connected, detachably connected, or integrally connected, mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements.
As shown in fig. 1 to 5, a method for forming a tenon-and-mortise type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum comprises the following steps:
step (1), surveying and collecting construction data, analyzing and researching a construction scheme, wherein the construction scheme comprises duct piece floating analysis and duct piece splicing analysis, theoretical analysis is carried out on floating by specifically using a mathematical method to obtain a simplified calculation formula of duct piece floating, and the theoretical analysis is combined with actual engineering;
step (2), preparing construction resources and compiling a construction scheme;
step (3), the shield machine is constructed and tunneled, the tunneling process is controlled, the position and the posture of the shield machine in tunneling are grasped at any time through a measuring system, the actual position and the posture of the shield machine are compared with the design axis through a computer, the mode of a jack of the shield machine is adjusted after a deviation value is found out, and the advancing curve of the shield machine is enabled to be as close to the design axis as possible;
and (4) installing and fixing the tunnel segment, monitoring the construction process in real time, carrying out actual measurement and statistical analysis on the site, and researching the floating process, the actual distribution condition and the change development rule of the tunnel segment in the monitoring section.
The shield tunnel segment floats upwards for the reason that (1) the segment floats upwards on the premise that a floating space exists, and in the actual tunneling process, a precondition is provided for the segment to float upwards due to the existence of a building gap, (2) the segment is upwards floated under the combined action of the grouting slurry which is not initially solidified and the underground water seepage, and the buoyancy is usually the largest of all forces borne by the segment, so that the segment is upwards displaced; (3) The condition that the stress on the duct piece is uneven due to the vertical uneven force of the shield jack is also that the duct piece is likely to move upwards due to the snake-shaped motion generated in the deviation rectifying process of the shield; (4) The shield constructs vibrations great at the tunnelling in-process, and the granule in the thick liquid that does not condense sinks to the section of jurisdiction bottom, and the section of jurisdiction thick liquid initial set time of extension, the buoyancy duration that receives increase, and the section of jurisdiction come-up can all be caused to soil body resilience etc. below the section of jurisdiction.
Vertical direction stress analysis is carried out on the pipe piece, and the main factor of upward floating of the pipe piece is found to comprise buoyancy F f Foundation resilience force F t Segment gravity G 1 G, slurry gravity G 2 Viscous resistance F n Overlying soil pressure F j Etc., as in the force model of the segment of fig. 2. When the duct piece is in a balanced state, the stress characteristic is that
F f ＝G 1 +G 2 +F n +F j -F t (3-11)
The floating of the duct piece is a process, so the buoyancy of the duct piece is divided into static and dynamic, and is mainly determined by the solidification state of slurry and influenced by vibration and the like in the shield tunneling process. The formula of buoyancy in the floating process of the duct piece is known according to literature as follows:
in the formula:
the hydrostatic pressure generated for the grouting slurry; r 0 Is the outside diameter of the pipe piece; b is the width of the segment; gamma ray j Is the volume weight of the slurry.
The slurry comprises a filling stage, a penetration stage, a compaction stage and a splitting stage in diffusion, wherein floating generated in the compaction stage is called dynamic floating, the size of dynamic buoyancy is influenced by the contact area of slurry bubbles and the duct piece, when the slurry vibrates in the shield machine, the grouting slurry is gathered at the lower part of the duct piece, and the generated distributed force is called dynamic buoyancy. The formula for knowing the dynamic buoyancy of the segment according to literature is as follows:
in the formula:
dynamic pressure generated for the grouting slurry; b is the action width of the dynamic floating force; p is grouting pressure adopted by construction; theta is the included angle between the boundary of the grouting slurry running distribution area and the vertical direction.
Integral integration is carried out on the component force of the pipe piece ring micro element body in the vertical direction to obtain the resilience force of the foundation on the integral ring pipe piece
In the formula: f t The resilience force of the foundation is adopted; k 0 Is the coefficient of static soil pressure; r is the outer diameter of the grouting layer; gamma is the formation averageAnd (4) heavy.
In the formula: g 1 Is the gravity of the segment; g 2 Is the slurry gravity; gamma ray c Is the severity of the segment; r 1 Is the inner diameter of the tube sheet ring.
Viscous drag is a variable whose magnitude is related to the amount of float and the slurry properties. From the following table, the viscous drag F is obtained when using a one-part inert slurry n The segment is small, a grouting pipe is not easy to block, the grouting effect is good, the initial setting time of slurry is long, the segment is soaked in the slurry for a long time, and the segment floats upwards and is enlarged due to the dilution effect of seepage water of a water-rich soft soil stratum; the viscous resistance of the single hydraulic hard slurry is moderate, the blocking of the grouting pipe occurs occasionally, the grouting effect is general, the initial setting time is controllable, and the upward floating of the duct piece is controllable; the viscous resistance of the double-liquid instantaneous setting slurry is large, so that a grouting pipe is easy to block, but the double-liquid instantaneous setting slurry can be initially set within seconds.
Comparison of characteristics of conventional slurries:
because the thickness of the whole-section soil covering is 10-18 m, the thickness of the soil covering in the monitoring section is 12m, and the overlying soil pressure obtained by the taisha base relaxation theory is
In the formula: f j The pressure of covering soil; b is t Is half of the falling soil body; c is the cohesive force of soil; k 1 Is the lateral pressure coefficient on the sliding surface;
is a friction angle; p 0 Is a ground load; h is the thickness of the covering soil.
Calculating parameters of the upward floating of the duct piece:
calculating parameters of the upward floating of the duct piece:
the concrete and the concrete weight and the engineering case data are put into the formulas to obtain the concrete and the concrete weight and the engineering case data
F f +F t ＝38970.94KN (3-18)
G 1 +G 2 +F j ＝8629.89KN (3-19)
F f +F t >G 1 +G 2 +F j +F n (3-20)
Therefore, most of the floating of the pipe piece is attributed to the existence of building gaps and the buoyancy of underground water and slurry, and the floating amount of the pipe piece in a period of time after the slurry is initially solidified is less than the total floating amount, so that the control of the key time period before the slurry is initially solidified becomes a key point.
The anti-floating measures are calculated according to the analysis and comprise the following steps: reasonably controlling the building gap: in the tunneling process, the tunnel building gap is measured in advance, the composite design requirement of the building gap is ensured, and the shield tail and the lining are not in top contact. The welding assembly of the shield tail needs to round the shield tail in advance, and the construction gap can be controlled to be qualified only when the design specification is met.
Improving the slurry mixing ratio: before construction, the synchronous grouting mixture ratio is tested for a plurality of times, the gelling time of the grout is adjusted to 30-150 s, the inert double-grout with short initial setting time and high initial strength is used, and the viscosity of the grout can be improved by improving the consistency and the solid matter content of the groutAnd the joint force counteracts a part of the upper buoyancy. But the blockage phenomenon of the grouting pipe can also occur, because the initial setting time is shorter when the slurry is thicker, and the circulation can be completed by synchronously grouting and cleaning the grouting pipe by matching with a cleaning machine, so that the flow process is formed. When the Hangzhou rail transit line seven is constructed, an early strength agent is required to be added in the water-rich silt clay stratum grouting through a field test so as to shorten the gelling time and achieve a better reinforcing effect. Through tests, the strength of a consolidation body is as follows: more than 0.3MPa in one day, more than 4.5MPa in 28 days, consolidation shrinkage rate less than 5%, liquid consistency of 12.5-13 cm, and the ratio of floating water volume to total volume after standing and precipitating is less than 5%. Because building space volume is accurate unable measurement, the abundant phenomenon of synchronous slip casting thick liquid greatly probably appears, can compensate through secondary slip casting, adopts cement to add the two liquid thick liquids of water glass. The secondary slip casting makes and forms a seal ring at the building space, has effectually kept apart the ponding behind sealed soil cabin, working face and the tunnel, has alleviated the auger delivery ware and has gushed. The secondary grouting needs to be completed before the primary setting of synchronous grouting slurry, and the secondary grouting is judged according to geological survey reports and residue soil component determination, so that the filling compactness of the building gap between the duct piece and the surrounding rock is poor. The grouting pressure is dynamic control implemented by analyzing geological survey reports, actual muck characteristics in tunneling, segment assembling positions and the like and then setting parameters of the shield machine. In the engineering practice, the grouting pressure of the grouting hole at the top of the lining is higher than that at the bottom, and the grouting pressure is not suitable to exceed 4kg/cm 3 . The interference of bottom grouting pressure on the bottom of the lining is particularly important to control, the pressure difference between the top and the bottom is reduced, and if the pressure difference is overlarge, the purpose of pressure relief can be achieved by opening a bottom grouting hole of the lining. When stratum with better permeability is grouted, the slurry diffusion mode is osmotic diffusion, and the dynamic buoyancy calculation model adopts a hemispherical or cambered surface diffusion model; the relatively poor stratum slip casting of permeability can adopt the compaction diffusion model, and this model of accessible this moment anti-floating calculation, and at section of jurisdiction design stage, carries out safe calculation to the section of jurisdiction structure, prevents that slip casting pressure from too big to produce the destruction to the section of jurisdiction to control section of jurisdiction displacement, avoid the wrong platform. A ring linerThe grouting holes are different in position and can influence the floating of the pipe, physical characteristics of overlying soil need to be considered during construction, and a proper slurry diffusion model is selected to avoid slurry leakage on the ground and surface uplift.
Strictly controlling the jack to correct the deviation: in the shield tunneling process, the shield tunneling machine moves in a snake shape, the adjustment is mainly carried out by controlling the construction parameters of the shield tunneling machine, and the key point is how to adjust the construction parameters of the shield tunneling machine. In an ideal construction state, a shield machine tunneling route is along a tunnel design axis, although a geological survey report is assisted, geological conditions are complex, uncontrollable factors (upper soft lower hard stratum, upper hard lower soft stratum and water-rich stratum) are more, if tunneling is carried out according to set design parameters, shield head deviation is inevitable, shield head deviates from the design axis once, and shield tail pipe pieces are also subjected to the influences of extrusion, damage, floating, slab staggering and the like. Assuming that the shield head just deviates from the designed axis instantly, the position of the cutter head of the shield machine is slightly displaced compared with the cutter head of the original designed axis, the displacement is gradually enlarged under the condition of not changing the tunneling parameters, the travel difference of each ring is less than or equal to 20mm during normal tunneling, the shield parameters need to be rapidly adjusted at the moment, the soil cabin pressure, the cutter head torque and the shield tunneling speed are dynamically controlled, the deformation of the soil body is considered, the construction parameters are reasonably selected, the upward floating of the pipe piece is optimally combined and controlled, the tunneling travel difference is less than or equal to 30mm during deviation correction, and the deviation correction amount of each ring is less than or equal to 5mm. The shield tail duct piece is assembled and affected, and hard slurry with the property larger than the volume weight of the soil body needs to be adjusted by grouting behind the duct piece wall.
Reducing the vibration of the shield: finding the segment to float seriously in the construction, can reducing the posture of the shield tunneling machine, obtaining the average value of the segment floating through a data analysis method, and adjusting the numerical value of the posture reduction of the shield tunneling machine according to the average value of the segment floating, thereby ensuring that the design axis can be met in the tunnel formation. Although the aim that the duct piece does not float upwards any more is achieved by increasing the tunneling gradient of the shield tunneling machine, the operation difficulty is higher.
Controlling the pressure in the cabin: a cutter head of the earth pressure balance type shield machine rotates to cut earth, the earth is pressed into an earth cabin through an opening of the cutter head, then the earth is rotated to the upper surface of a belt through a screw machine, and finally the earth is conveyed into muck. The shield machine advances by the power provided by the thrust cylinder, the shell of the shield machine body plays a role of temporary support for the formed tunnel cavity, and the shield shell bears soil pressure and water pressure. The shield jack transmits the slurry in the soil cabin through the pressure-bearing partition plate, and the slurry acts on the excavation face to offset the water pressure and the soil pressure force of the excavation face and keep stable. The research shows that the stability of the excavation surface is a dynamic balance, and because the influence factors (the thrust force of a jack, the soil discharge amount and the propulsion speed) are more, the pressure of the soil cabin of the shield tunneling machine is a fluctuation value within a certain range, in the actual engineering, only the pressure of the only soil cabin is designed to be unsafe, and in order to keep the stability of the excavation surface, the method can start from two aspects: the soil discharge amount of the shield is controlled to reversely deduce the rationality of the soil cabin pressure and the shield parameters, and the soil pressure difference can be controlled to keep dynamic balance. In actual construction, a method for controlling the soil discharge amount to realize reverse thrust is rarely adopted, because the method is difficult to apply in the process, and a method for controlling the soil pressure and the soil pressure to keep dynamic balance is feasible. When the shield is tunneled, the pressure of the soil cabin can be monitored, and the pressure of the excavation surface is controlled by the aid of a computer. The earth pressure control of the excavation face needs to design earth pressure to different stratum characteristics according to geological survey reports, the earth pressure of the excavation face measured when the shield stops construction can be adopted, and the designed earth pressure can reversely deduce the reasonability of the excavation face through the earth discharge amount in unit time. And the soil characteristics and the pressure sensor are actually eliminated by monitoring in the process to judge the soil pressure change condition, and if the change occurs, the designed soil pressure balance is maintained by adjusting the rotating speed of the screw conveyor according to a set program in time. The earth surface settlement can be caused by too small pressure of the earth cabin, the earth surface uplift can be caused by too large pressure of the earth cabin, and the disturbance of shield tunneling on the earth body can be reduced due to the stability of the excavation surface. The disturbance of the soil body is reduced, and the pressure of the soil cabin is equal to the resultant force of the soil pressure and the water pressure acting on the cutter head when the shield tunneling is carried out again. The construction shows that the tunneling pressure of the soil pressure balance type shield machine is 600kPa, and the difference value between the soil pressure in the cabin and the theoretical soil pressure is less than 21-42 Pa.
Improving the thickness of the overlying soil: the upper soil covering thickness is an important factor influencing the displacement of the duct piece, the severity of engineering accidents caused by shallow soil covering is large, and reasonable soil covering thickness can be considered through four aspects of engineering analogy, theoretical calculation, numerical simulation and model experiment. The engineering analogy is a method for researching geological survey data of each engineering case according to reference documents, analyzing the thickness of the case covering soil and reasonably determining the thickness of the engineering covering soil; the numerical simulation is a method for analyzing reasonable soil covering thickness by combining physical parameters of the stratum of the engineering example and actual distribution of the segments through a finite element program; theoretical calculation is a calculation mode applied in chapter iii herein, and is essentially to calculate reasonable earth thickness by a literature review method in combination with engineering example characteristics; the model experiment is a method for researching reasonable soil covering thickness by reducing engineering examples and carrying out experimental design to analysis. When the shield tunneling machine is used for tunneling, the upward floating of the duct piece can be effectively resisted by properly increasing the thickness of the overlying soil or performing ground grouting reinforcement to improve the performance of the overlying soil, and the stress relaxation of the overlying soil on the tunnel vault occurs after the shield tunneling machine is used for tunneling, and meanwhile, the soil on the tunnel vault is easy to displace due to the vibration of the shield tunneling machine. The disturbance to the soil body is great in the shield tunneling process, but this phenomenon can lead to the displacement of the building gap between the tunnel segment and the soil body, and this complicated stress effect finally influences the intensity of the displacement of the tunnel segment. The project can be considered from the following aspects: (1) When the shield is tunneled, the cutter head cuts the front soil body, and shield parameters are controlled so as to control friction and shearing on the stratum. (2) The incision water pressure of the shield machine is controlled, and the stability of the soil body in the front can be guaranteed only by the stable incision water pressure, so that the quality accident of the tunnel is avoided. (3) During tunneling, ground slurry leakage is prevented, the support of the front soil body is strengthened, and when a water-rich silt clay stratum is tunneled, heavy slurry propulsion is adopted to strengthen the slurry testing frequency and timely adjust the slurry quality according to geological characteristics due to the fact that the water content is large. And (4) controlling the technical parameters of the shield tunneling machine: total thrust, tunneling speed, grouting pressure and the like, reduce stratum disturbance, tunnel at low speed, enhance monitoring of unearthing quality and prevent over excavation. (5) When the designed shallow soil covering construction section is tunneled, grouting amount and grouting pressure are strictly controlled, the ground surface uplift caused by overlarge pressure is avoided, the grouting amount of the project is controlled to be about 1.5 times of the building void volume, and meanwhile, the grouting pressure is controlled through a pressure limiting valve in a grouting machine. The shield keeps the uniform tunneling at a low speed, is not suitable for frequent deviation rectification, keeps in a designed axis range, and reduces the influence on the upper covering soil. (6) In the geological exploration stage, advanced exploration equipment is adopted, a document review method is adopted, an advanced exploration technology is selected, real geological features are restored, the basis is provided for the most reasonable tunnel shield model selection and segment design, and early control guarantee is provided for controlling tunnel forming quality.
Reinforcing the segment joint: the shield segment joint plays an important role in resisting segment displacement, and the structural form and the quantity of the bolts have great influence on staggered platforms between two adjacent ring linings, and the bolts are in shear resistance and section friction. The important measure of the anti-floating measures of the reinforced duct piece is to improve the form and the number of the joints, and the anti-floating measures can be considered from the following aspects: in the segment design stage, the number of lining ring bolts is properly increased in a water-rich severe interval, the diameter of the bolts is increased, and the shearing resistance of the bolts is improved; in the shield construction stage, the fastening and tightening force of the bolts is enhanced, the constraint force between adjacent lining rings is increased, and the bending rigidity of the lining is increased. According to the reference, the longitudinal bending rigidity change of the tunnel and the circumferential bending rigidity change are in a positive correlation relationship, and the longitudinal rigidity of the tunnel and the overall anti-floating capacity of the tunnel can be effectively enhanced by enhancing the shearing force between adjacent lining rings.
The segment assembling analysis comprises the following steps:
determining the type selection and installation point position of a mortise and tenon type segment by using a least square method;
theoretically, the three-dimensional coordinates of the design axis of the tunnel with the same mileage are only one group of the three-dimensional coordinates which are the same as or close to the target coordinates, and the three-dimensional coordinates of the center of the tail end annular surface of the mortise-tenon type segment can be a plurality of groups of the three-dimensional coordinates due to different postures of the mortise-tenon type segment, so that the group with the nearest distance is found out from the three-dimensional coordinates of the center of the different tail end annular surfaces and is used for fitting the three-dimensional coordinates of the design axis of the tunnel.
The three-dimensional coordinate of the design axis of the tunnel under a certain mileage is set as (x) 0 ,y 0 ,z 0 ) The postures of the tenon-and-mortise type pipe piece are 16, and the three-dimensional coordinate of the ring surface center of the tail end of the tenon-and-mortise type pipe piece ring is (x) i ,y i ,z i ) (i =1, …, 16), using the least squares principle to minimize the weighted square sum of the coordinate residuals and the objective function:
δ(i)＝(x 0 -x i ) 2 +(y 0 -y i ) 2 +(z 0 -z i ) 2
and obtaining the best fitting tenon-and-mortise type ring pipe piece posture according to the minimum parameter i (i =1, …, 16).
The least square method is preferably as follows:
……
finding a group of coordinates which are closest to the design axis of the tunnel from the 16 groups of three-dimensional coordinates to determine the optimal splicing point position; in the shield tunneling process, before tenon-and-mortise type pipe pieces are assembled, data collection and analysis are carried out on the tail ends of the previous pipe piece rings, scene simulation is carried out by means of a BIM technology to form the space position formed by assembling actual pipe pieces, a BIM auxiliary parameterization platform Dynamo is used again to regenerate the position of the next pipe piece ring according to the length, the width and the thickness of the actually set pipe piece, the three-dimensional coordinates in the ring surfaces of the tail ends of 16 groups of pipe pieces are obtained, a group closest to a design axis is obtained by means of a least square method, and meanwhile, through-seam assembling point positions are eliminated.
Step (2), the circumferential joint space is increased through the cork liner, the segment dislocation space is increased, the allowable error of the segment in the circumferential direction for dislocation is assembled to be 6mm according to the shield segment assembling standard, the allowable error of the segment in the circumferential direction for dislocation is assembled to be 15mm, concave-convex mortise segments are adopted, the allowance of each side after tenon-mortise assembling and attaching is 4mm, and during actual assembling, the circumferential joint dislocation amount exceeds 4mm, and segment damage is possibly generated. The annular seam of the tenon-and-mortise type pipe piece is jointed by a butyronitrile cork rubber piece with the thickness of 4mm, and is discontinuously pasted, so that the damage of the pipe piece is reduced, and meanwhile, the waterproof pressure requirement of the elastic sealing gasket is enhanced;
step (3), performing duct piece wall post-grouting, wherein the duct piece wall post-grouting comprises trial grouting and normal grouting; the quick-setting slurry adopted in the process is a segment anti-floating-up grouting material (AB material for short) and full-automatic grouting equipment matched with the material for use. The AB material comprises A, B two components, wherein the component A is used for accelerating the coagulation and strengthening (water glass and cement), and the component B is used for activating and exciting.
When in use: the component A is added into the ready-mixed mortar when the mortar is mixed, the component B is synchronously injected into the mortar mixed with the component A when the mortar is injected, an injection port of the component B is arranged at the middle shield synchronous injection pipe, a three-way pipe is installed, and an electromagnetic switch is arranged. In the construction, the number of the fixed rings is injected at intervals, and the special condition is adjusted. The anti-floating material and the matched equipment can be used for quickly condensing and fixing the duct piece and reducing the floating amount on one hand, and on the other hand, the working amount and the pipe blockage can be reduced. The slurry performance index is as follows:
and (4) connecting and re-tightening bolts, namely mounting the bolts at the reserved holes, strictly re-tightening the segment bolts, and comprehensively checking and re-tightening the segment bolts in the 3-ring range with adjacent rings before the subsequent shield tunneling is carried out to each ring of segment assembly. The segment splicing point position is reasonably determined, and the segment is prevented from being dragged rigidly by the shield tail. Tunnel axis requirement and shield tail clearance need be considered comprehensively to the point location that the section of jurisdiction was assembled, and when both can not satisfy simultaneously, the shield tail clearance of priority consideration guarantees tunnel lining's quality.
And recording the pressure and the grouting amount during grouting in detail during grouting of the test grouting, observing whether grouting occurs or not, and taking the change of the wall top elevation as an adjusting basis during normal grouting.
And the normal grouting is performed according to the record of the test grouting and by referring to the geological condition, the performance of the grout is analyzed and adjusted in time, and the grouting pressure and the grouting amount are adjusted. During grouting, pressure and grouting amount are controlled three times, namely grouting pressure does not reach 0.35MPa, and grouting amount reaches 2.0m3; or the grouting pressure reaches 0.35MPa, and the grouting amount does not reach 2.0m3; or when the top of the underground continuous wall is lifted more than 10mm, the grouting can be stopped. And stopping grouting if the slurry is blown out of the ground.
The monitoring control comprises the steps that firstly, a shield operator fills in a basic parameter table of the shield machine, then a civil engineering engineer fills in a key parameter table of the shield machine after analyzing and calculating according to initial data, indexes of a technical responsible person in the process are analyzed and judged, if the indexes are in a good range class, adjustment is not needed, the monitoring control is implemented after discussion, if the indexes are in a normal range class, the technical responsible person needs to combine actual field working conditions and parameters to carry out analysis and discussion and then proposes a scheme, if the indexes exceed an early warning range, a tunneling command department needs to be submitted, a specialist demonstration conference is organized by a construction unit, and a special construction scheme is formed by combining actual conditions of the shield field and an opinion book signed by a specialist and is implemented strictly according to the scheme.
The foregoing shows and describes the general principles and features of the present invention, together with the advantages thereof. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. A method for forming a tenon-and-mortise type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum is characterized by comprising the following steps of: the method comprises the following steps:
the method comprises the following steps of (1) surveying and collecting construction data, analyzing and researching a construction scheme, wherein the construction scheme comprises duct piece floating analysis and duct piece splicing analysis, theoretical analysis is carried out on floating by specifically applying a mathematical method to obtain a duct piece floating simplified calculation formula, and the theoretical analysis is combined with actual engineering;
step (2), preparing construction resources and compiling a construction scheme;
step (3), the shield machine is constructed and tunneled, the tunneling process is controlled, the position and the posture of the shield machine in tunneling are grasped at any time through a measuring system, the actual position and the posture of the shield machine are compared with the design axis through a computer, the mode of a jack of the shield machine is adjusted after a deviation value is found out, and the advancing curve of the shield machine is enabled to be as close to the design axis as possible;
and (4) installing and fixing the tunnel segment, monitoring the construction process in real time, carrying out actual measurement and statistical analysis on the site, and researching the floating process, the actual distribution condition and the change development rule of the tunnel segment in the monitoring section.
2. The method for forming the mortise and tenon type pipe sheet tunnel in the water-rich sandy silt and muddy clay stratum according to claim 1, wherein the method comprises the following steps: the tube sheet floating analysis method comprises the following steps:
step (1) analyzing stress parameters of water-rich sandy silt and muddy clay stratum tenon-and-mortise type pipe sheets to obtain F f ＝G 1 +G 2 +F n +F j -F t Wherein: buoyancy force F f Foundation resilience force F t Segment gravity G 1 G, slurry gravity G 2 Viscous resistance F n Overlying soil pressure F j ；
Step (2) of respectively calculating the upper buoyancy F in the step (1) f Divided into static upward buoyancy
And dynamically buoying>
Step (3) calculating the resilience force of the foundation on the whole ring of pipe pieces
In the formula: f t The resilience force of the foundation is used; k is 0 Is the coefficient of static soil pressure; r is the outer diameter of the grouting layer; gamma is the average formation heaviness;
step (4), analyzing and calculating the gravity G of the pipe piece 1 G, slurry gravity G 2 ，
In the formula: g 1 Is the gravity of the segment; g 2 Is the slurry gravity; gamma ray c Is the severity of the segment; r 1 Is the inner diameter of the pipe sheet ring;
step (5), analyzing and calculating the overburden pressure to be
In the formula: f j The pressure of covering soil is adopted; b is t Is half of the falling soil body; c is the cohesive force of the soil; k 1 Is the lateral pressure coefficient on the sliding surface;
is a friction angle; p is 0 Is a ground load; h is the thickness of the overlying soil;
step (6) analysis of buoyancy F f Foundation resilience F t Tube sheet gravity G 1 G, slurry gravity G 2 Viscous resistance F n Overlying soil pressure F j The action size controls the influence quantity of each factor in the construction process.
3. The method for forming the mortise-tenon type pipe sheet tunnel in the water-rich sandy silt and muddy clay stratum according to claim 2, wherein the method comprises the following steps: the static buoyancy
In the formula: />
The hydrostatic pressure generated for the grouting slurry; r 0 Is the outside diameter of the pipe piece; b is the width of the segment; gamma ray j Is the volume weight of the slurry; the dynamic buoyancy is as follows:
in the formula: />
Dynamic pressure generated for the grouting slurry; b is the action width of the dynamic floating force; p is grouting pressure adopted by construction; theta is the included angle between the boundary of the grouting slurry running distribution area and the vertical direction.
4. The method for forming the mortise-tenon type pipe sheet tunnel in the water-rich sandy silt and muddy clay stratum according to claim 2, wherein the method comprises the following steps: in the step (2), the consistency and the solid matter content of the slurry are increased to possibly increase the cohesive force of the slurry and offset a part of buoyancy F of the floating force f 。
5. The method for forming the mortise-tenon type pipe sheet tunnel in the water-rich sandy silt and muddy clay stratum according to claim 2, wherein the method comprises the following steps: and (5) reasonable soil covering thickness is considered through four aspects of engineering analogy, theoretical calculation, numerical simulation and model experiment, and the overlying soil pressure is analyzed and calculated.
6. The method for forming the mortise-tenon type pipe sheet tunnel in the water-rich sandy silt and muddy clay stratum according to claim 1, wherein the method comprises the following steps: the segment assembling analysis comprises the following steps:
determining the type selection and installation point position of a mortise and tenon type segment by using a least square method;
step (2), increasing the circumferential seam distance of the cork gasket, increasing the dislocation space of the pipe piece, reducing the damage of the pipe piece and simultaneously enhancing the waterproof pressure requirement of the elastic sealing gasket;
step (3), performing duct piece wall back grouting, wherein the duct piece wall back grouting comprises test grouting and normal grouting;
and (4) connecting and re-tightening bolts, namely mounting the bolts at the reserved holes, strictly re-tightening the segment bolts, and comprehensively checking and re-tightening the segment bolts in the 3-ring range with adjacent rings before the subsequent shield tunneling is carried out to each ring of segment assembly.
7. The method for forming mortise and tenon type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum according to claim 6The method is characterized in that: the specific method of the step (1) comprises the step of setting a three-dimensional coordinate of a design axis of the tunnel under a certain mileage as (x) 0 ，y 0 ，z 0 ) The postures of the tenon-and-mortise type pipe piece are 16, and the three-dimensional coordinate of the ring surface center of the tail end of the tenon-and-mortise type pipe piece ring is (x) i ，y i ，z i ) (i =1, …, 16), the weighted square sum objective function of the coordinate residuals is minimized using the principle of least squares:
δ(i)＝(x 0 -x i ) 2 +(y 0 -y i ) 2 +(z 0 -z i ) 2
and obtaining the best fitting tenon-and-mortise type ring pipe piece posture according to the minimum parameter i (i =1, …, 16).
8. The method for forming the mortise-tenon type pipe sheet tunnel in the water-rich sandy silt and muddy clay stratum according to claim 6, wherein the method comprises the following steps: the optimal splicing point position selection method in the step (1) comprises the following steps: computing
……
And finding a group of coordinates which are closest to the design axis of the tunnel from the 16 groups of three-dimensional coordinates to determine the optimal splicing point position.
9. The method for forming the mortise-tenon type pipe sheet tunnel in the water-rich sandy silt and muddy clay stratum according to claim 6, wherein the method comprises the following steps: during grouting of the test grouting, the pressure and grouting amount during grouting are recorded in detail, whether grouting occurs or not is observed, and the wall top elevation is changed or not, so that the wall top elevation is used as an adjusting basis during normal grouting; and the normal grouting is performed according to the record of the test grouting and by referring to the geological condition, the performance of the grout is analyzed and adjusted in time, and the grouting pressure and the grouting amount are adjusted.
10. The method for forming the mortise and tenon type pipe sheet tunnel in the water-rich sandy silt and muddy clay stratum according to claim 1, wherein the method comprises the following steps: the monitoring control comprises the steps that firstly, a shield machine basic parameter table is filled in by a shield operator, then, a civil engineering engineer fills in a shield machine key parameter table after analyzing and calculating according to initial data, the index of a technical responsible person is analyzed and judged in the process, if the index is in a range class, the adjustment is not needed, the monitoring control is implemented after discussion, if the index is in a normal range class, the technical responsible person needs to combine the actual field working condition and the parameter to carry out analysis and discussion and then propose a scheme, and if the index exceeds an early warning range, a command department needs to be submitted, an expert argumentation conference is organized by a construction unit, the shield tunneling field actual condition is combined with the signed expert advice book, a special construction scheme is formed, and the monitoring control is implemented strictly according to the scheme.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211319901.8A CN115853538A (en) | 2022-10-26 | 2022-10-26 | Method for forming tenon-and-mortise type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211319901.8A CN115853538A (en) | 2022-10-26 | 2022-10-26 | Method for forming tenon-and-mortise type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115853538A true CN115853538A (en) | 2023-03-28 |
Family
ID=85661892
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211319901.8A Pending CN115853538A (en) | 2022-10-26 | 2022-10-26 | Method for forming tenon-and-mortise type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115853538A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116579220A (en) * | 2023-06-21 | 2023-08-11 | 广州地铁设计研究院股份有限公司 | Structural safety assessment method for subway staggered joint shield tunnel |
| CN117646657A (en) * | 2024-01-30 | 2024-03-05 | 中电建铁路建设投资集团有限公司 | Monitoring and early warning system for slurry shield downward penetrating technology |
| CN117935126A (en) * | 2024-03-21 | 2024-04-26 | 中铁七局集团武汉工程有限公司 | Grouting reinforcement video identification method for soft-flow plastic silt powdery clay stratum |
| CN117935126B (en) * | 2024-03-21 | 2024-07-02 | 中铁七局集团武汉工程有限公司 | Grouting reinforcement video identification method for soft-flow plastic silt powdery clay stratum |
-
2022
- 2022-10-26 CN CN202211319901.8A patent/CN115853538A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116579220A (en) * | 2023-06-21 | 2023-08-11 | 广州地铁设计研究院股份有限公司 | Structural safety assessment method for subway staggered joint shield tunnel |
| CN116579220B (en) * | 2023-06-21 | 2024-02-09 | 广州地铁设计研究院股份有限公司 | Structural safety assessment method for subway staggered joint shield tunnel |
| CN117646657A (en) * | 2024-01-30 | 2024-03-05 | 中电建铁路建设投资集团有限公司 | Monitoring and early warning system for slurry shield downward penetrating technology |
| CN117646657B (en) * | 2024-01-30 | 2024-04-16 | 中电建铁路建设投资集团有限公司 | Monitoring and early warning system for slurry shield downward penetrating technology |
| CN117935126A (en) * | 2024-03-21 | 2024-04-26 | 中铁七局集团武汉工程有限公司 | Grouting reinforcement video identification method for soft-flow plastic silt powdery clay stratum |
| CN117935126B (en) * | 2024-03-21 | 2024-07-02 | 中铁七局集团武汉工程有限公司 | Grouting reinforcement video identification method for soft-flow plastic silt powdery clay stratum |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111396063B (en) | Construction method for short-distance upward-crossing existing line downward-passing sewage jacking pipe of water-rich sand layer shield | |
| CN105804758B (en) | Across constructing metro tunnel method on the rectangular top pipe of the shallow small spacing of earthing big cross section | |
| CN100497841C (en) | Supporting leg type underground continuous wall construction method | |
| CN115853538A (en) | Method for forming tenon-and-mortise type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum | |
| CN100501124C (en) | Construction method for tunnel contact passage in shield section of underground railway | |
| CN108533277B (en) | Sedimentation control construction method for long-distance penetration of large-diameter slurry shield through shed area under non-reinforced condition | |
| CN105804761A (en) | Construction method suitable for making shield penetrate through building in close range on liquefied sandy soil stratum | |
| CN109778836A (en) | A kind of prefabricated ground-connecting-wall structure and structure-based construction method | |
| CN111594190A (en) | Method for controlling shield tunneling parameters when shield passes through different risk sources | |
| CN109386293A (en) | The sealed reception construction method of large section rectangular top pipe | |
| CN110259467A (en) | Rivers construction method is worn under slurry balance shield | |
| CN111075460A (en) | Shield construction and monitoring method for urban dense building | |
| Schotte et al. | Monitoring strains in the Liefkenshoek railway tunnel | |
| Chunshan et al. | Selection of reasonable scheme of entering into a working well in shield construction | |
| di Prisco et al. | Assessment of excavation-related hazards and design of mitigation measures | |
| Shi et al. | Disaster mechanism analysis for segments floating of large-diameter shield tunnel construction in the water-rich strata: A case study | |
| Fei et al. | Mechanical characteristics of twin tunnel underneath construction on existing high-speed railway tunnel | |
| Barla et al. | Open issues in tunnel boring machine excavation of deep tunnels | |
| CN115653639A (en) | Tenon-and-mortise type pipe sheet assembly method for water-rich sandy silt and muddy clay stratum | |
| Chen et al. | The Key Technology of Large-Diameter Shield Tunneling Through the Embankment | |
| CN115163072B (en) | Method for constructing key layer of mining of 'three-lower' ore body and application thereof | |
| Zhang | Study on Ground Deformation during Shield Tunnel Construction | |
| Chen et al. | Construction technology of shield tunnel crossing the middle channel section of yangtze river | |
| Kaalberg | Advanced modelling to support innovative developments in tunnelling for Amsterdam North/Southline | |
| Zhou | Numerical Analysis of Double-O-Tube Shield Tunnelling |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication |