CN114737973A - Construction method for vertical shaft construction to penetrate through hectometer-level structural fracture zone stratum - Google Patents
Construction method for vertical shaft construction to penetrate through hectometer-level structural fracture zone stratum Download PDFInfo
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- E21D1/00—Sinking shafts
- E21D1/08—Sinking shafts while moving the lining downwards
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- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0006—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by the bolt material
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Abstract
The invention provides a construction method for penetrating through hectometer-level structural fractured zone strata in vertical shaft construction, which is a mechanism based on mutual coordination of three factors, namely surrounding rock displacement control, support parameter adjustment and process time control, and firstly, the displacement rate of the surrounding rock of an excavated fractured zone is obtained based on methods such as analog analysis, preset excavation section height, in-situ test and the like; secondly, theoretical analysis and support parameter adjustment are utilized to establish a mathematical model of a tunneling system when the vertical shaft passes through a deep ultra-thick structural broken zone; and finally, decomposing the construction data fusion relation by combining the procedures under special conditions, and constructing a construction method of the vertical shaft when the construction of the bedrock section passes through the stratum of the huge thick structure fracture zone. The invention can effectively solve the problem of safe tunneling when the coal mine vertical shaft construction meets a long-distance structure broken zone.
Description
Technical Field
The invention belongs to the field of mineral engineering, and particularly relates to a construction method for penetrating through a hectometer-level structural fracture zone stratum in vertical shaft construction.
Background
At the present stage and in the next 50 years, coal is in the leading position in the Chinese energy structure for a long time. The invention mainly relates to the technical field of coal mine vertical shaft construction, in particular to a method for preventing the horizontal displacement of a tunneling section from appearing after excavation due to the coupling effect of surrounding rock crushing and deep crustal stress when a huge thick fault crushing zone is encountered below 400m (a bedrock section) in the vertical depth in the coal mine vertical shaft construction process, so that the phenomenon of uncontrollable phenomenon can be caused, normal supporting cannot be realized, and the integral falling of the upper well wall can be caused if forced tunneling, so that catastrophic major accidents can be caused. Therefore, the construction method for penetrating through the hectometer-level structural fractured zone stratum in the vertical shaft construction is summarized and invented based on the actual engineering case, and has an important guiding function on the mining construction engineering in China.
In the prior art, the construction equipment and the construction process of a vertical shaft are mainly researched and modified, and no relevant report exists on a treatment method under the condition of special tectonic geology (deep hectometer fault fracture zone).
Disclosure of Invention
The invention aims to provide a construction method for vertical shaft construction to penetrate through a hundred-meter-level structural broken zone stratum, which can ensure high-quality safe vertical shaft construction under the condition that the horizontal displacement rate is overlarge when the vertical shaft construction encounters a huge thick structural broken zone, and provide scientific guarantee for safe tunneling under the condition that a coal mine vertical shaft is developed to penetrate through a special geological background. In order to achieve the purpose, the invention adopts the following technical scheme:
a construction method for penetrating through a hundred-meter-level structural fracture zone stratum in vertical shaft construction comprises the following steps:
step (1), broken country rock displacement control of vertical shaft excavation wall of a well provides physical environment for survey wall of a well country rock maximum displacement speed to finally obtain the wall of a well four directions upward the maximum displacement speed v of country rock, specifically include:
(11) setting a displacement control factor, comprising: the height of an excavation supporting cycle section is reduced, and effective temporary supporting is realized;
(12) according to the displacement control factor, monitoring the displacement of the wall surrounding rock after excavation, the concrete steps include:
(121) reducing the height of a circulating tunneling section, and setting the height of the circulating tunneling section to be half of the height of a normal excavation section in a displacement monitoring stage;
(122) after temporary supporting, arranging displacement sensors in four directions of a well wall, and arranging a full-automatic total station at the center of a well for testing to obtain the maximum displacement speed v of surrounding rocks in four directions of the well wall;
step (2), establishing a mathematical model of the tunneling system:
establishing a mathematical model of a tunneling system:
the excavation radius increment of the x-vertical shaft is mm, and the value range is 0-800 mm;
y-circularly advancing in the vertical shaft by mm;
v-the maximum displacement speed of the surrounding rock in four directions of the well wall, which is mm/h;
h1-thickness of polyethylene cushion, mm; the range of the initial preset value is 50-120 mm;
T1-a function of time required to excavate a vertical section with a radius increment of x and a section height of y, the output of which is an empirical value, h;
T2-a function of time for temporary support of vertical sections with radius increment x and section height y, the output of which is an empirical value, h;
T3-a vertical shaft excavation section template positioning time function with a section height y, the output value of which is an empirical value, h;
T4-a concrete pouring time function, the output value of which is an empirical value, h;
fT-a process engineering time fusion function expression, the output value of which is an empirical value;
step (3) based on a tunneling system mathematical model, a variable y and a variable h1Solving a design factor of a vertical shaft supporting material; the adjustable design factors of the vertical shaft supporting material comprise: temporary support design parameters and coagulationInitial setting control time of soil and the size of a polyethylene buffer cushion;
wherein, the temporary support design parameter is solved as T2(x, y) other influence factors than x and y; wherein, x is to T2(x,y)、T1(x, y) has negligible effect;
solving the initial setting control time of the concrete as T4(x, y) other influence factors than x and y; in, x to T4(x, y) has negligible effect;
the thickness of the polyethylene cushion pad is determined as h1Empirical value of h1Empirical value of (d)/v ═ buffer compression time t2；
The method comprises the following specific steps:
(31) solving the design parameters of temporary support: according to the mathematical model of the tunneling system, obtaining the optimal solution of temporary support time to control the construction time of the temporary support; the temporary supporting time is the sum of the construction time of the anchor rod and the construction time of the metal mesh support;
(32) solving the initial setting control time of the concrete: in the vertical shaft construction, the concrete strength grade is C50, the C50 concrete is upgraded in proportion, the accelerator is added, and the initial setting strength is adjusted to reach 2.00MPa within two hours;
(33) solving for polyethylene cushion size: adding a polyethylene buffer cushion on the huge thick structure crushing belt;
the polyethylene cushion is designed into a rectangular plate, the long edge of the polyethylene cushion is the height of a tunneling circulation section, and the width of the polyethylene cushion is properly adjusted according to the excavation radius of a shaft and is less than 1.00 m;
the thickness of the polyethylene cushion is solved according to a mathematical model and a variable y of a tunneling system so as to ensure that the concrete well wall is poured within the allowable displacement time (t) and meet the requirement of initial setting of 2.00 MPa;
step (4), acquiring experience values of time functions of all working procedures based on different values of the high variable y of the step (3), the step (2) and the tunneling circulation section, and acquiring buffering pressure-resistant time t based on the step (3)2And the empirical value of each procedure time function and the buffering compression-resistant time t are used2According to fTCarrying out fusion connection:
the time experience value of the tunneling construction process of the vertical shaft passing through the hectometer-level structural broken zone comprises the following steps: the method comprises the following steps of (1) excavating and tunneling time empirical value of a shaft, temporary support and permanent support time empirical value, template positioning time empirical value, concrete pouring time empirical value and concrete initial setting time empirical value;
(41) shaft excavation and tunneling time: the time from the beginning of excavating the next section of height after the last section of height is formed by pouring concrete to the time from the time of excavating to the time of designing the adjusted size (the adjusted height of the circulating section and the size of the excavating radius);
(42) temporary support and permanent support time: after the vertical shaft is excavated to the design size, temporary support can be constructed, and the temporary support comprises a resin anchor rod, a metal net and a polyethylene cushion; the permanent support at the present stage is a double-layer steel bar binding fixed support;
combining actual production industrial and mining and personnel organization conditions, and obtaining the length of time used for supporting in a shaft stage according to a class comparison method;
(43) template positioning time: after the binding and fixing of the steel bars are finished, the bottom cleaning of the vertical shaft is needed to level the edge angles of the template, the cylindrical steel template is poured with concrete below, the size of the center line is located, the template is fixed, and the concrete is waited to be poured; the process can be estimated by a similarity method;
(44) concrete pouring time: calculating according to the amount of concrete used for pouring;
(45) initial setting time of concrete: obtained by step (32);
(46) the process is fused and linked: according to fTAdjusting the crossing time of the process to obtain the necessary time tx；
Step (5) according to the maximum allowable displacement time tmaxAnd a necessary time txIterated to solve for the optimal allowed displacement time to：
According to the mathematical model of the tunneling system, the method can be transformed into the following steps:
wherein, the allowable displacement time t includes: maximum allowable displacement time tmaxAnd an optimal allowable displacement time to(ii) a Optimal allowable displacement time toX/v; maximum allowable displacement time tmax800/v; necessary time of day
When the time t is necessaryxMaximum permissible displacement time tmaxWhen it is necessary for time txTaking the maximum value, and obtaining the maximum value of the vertical shaft excavation radius increment x;
when the necessary time txOptimum permissible displacement time to≦ maximum allowed displacement time tmaxThen, allowing the displacement time t to obtain an optimal solution, and obtaining the minimum value of the vertical shaft excavation radius increment x;
wherein, x is the optimal solution which is the product of the actual excavation time and the displacement speed of the broken surrounding rock and is the optimal allowable displacement time toThe product of the displacement velocity of the broken surrounding rock;
when the allowable displacement time t < the necessary time txAnd (3) readjusting the height y of the circular tunneling section in the step (1), the maximum displacement speed v of the surrounding rock in the four directions of the well wall and the design factor of the well support material in the step (3), and performing the steps (4) to (5) until the necessary time txOptimum permissible displacement time to。
Preferably, in step (11), the effective temporary support specifically includes: according to the height of the construction circulation section, the length of the resin anchor rod and the size of the metal mesh can be correspondingly adjusted.
Preferably, step (11) further comprises: grouting transformation and surrounding rock disturbance reduction;
wherein, slip casting transformation specifically includes: carrying out concrete bottom sealing on the construction working face of the vertical shaft, and carrying out grouting transformation on the surrounding rock at the bottom of the vertical shaft which is not constructed by utilizing cement grout or chemical grout in a segmented manner;
reducing the disturbance of the surrounding rock specifically comprises: when the temporary anchor rod is used for supporting, a hole needs to be drilled, and the direction of hole forming and blanking is changed to a pneumatic coal drill or an electric coal drill to do spiral tangent movement along the well wall.
Preferably, in step (122), the four orientations of the borehole wall include N0 ° W, N90 ° E, S0 ° W, N90 ° W.
Preferably, in step (2), h1Is 70 mm.
Preferably, in step (33), the concrete step of solving the thickness of the polyethylene cushion according to the mathematical model of the tunneling system and the variable y comprises the following steps:
the polyethylene cushion pad may be sized to satisfy the following condition:
the thickness Z of the polyethylene cushion is less than or equal to the optimal solution X of the shaft excavation radius increment;
and (3) adjusting the height L of the polyethylene cushion as the height y of the adjusted shaft construction circulation section.
Preferably, in step (31), the specific step of obtaining the optimal solution of the temporary support time according to the mathematical model of the tunneling system includes:
and comprehensively determining the length of the anchor rod and the size of the metal net according to the adjusted circulating section height y and the optimal solution X of the shaft excavation radius increment so as to reduce the construction time of temporary support.
Compared with the prior art, the invention has the advantages that:
(1) and reversely setting the mutual coordination time among the material adjusting process and the time control process and inside according to the displacement rate after the surrounding rock is excavated.
(2) The time necessary for the vertical shaft construction process is prolonged by adding a polyethylene buffer zone.
Therefore, when the deep construction of the vertical shaft meets the stratum of the broken zone with a huge thick structure, the tunneling can be rapidly and safely carried out, the cost control is relatively low, and the construction quality can be effectively guaranteed.
Drawings
FIG. 1 is a flow chart of a method embodying the present invention;
FIG. 2 is a diagram of a process decomposition construction data fusion relation case;
fig. 3 is a case diagram of a well wall supporting system for a vertical shaft construction penetrating through a stratum with a huge thick crushing zone.
Detailed Description
The present invention will now be described in more detail with reference to the accompanying schematic drawings, in which preferred embodiments of the invention are shown, it being understood that one skilled in the art may modify the invention herein described while still achieving the advantageous effects of the invention. Accordingly, the following description is to be construed as broadly as possible to those skilled in the art and not as limiting the invention.
As shown in figure 1, the construction method for penetrating through a hectometer-level structural broken zone stratum in vertical shaft construction is a system method for vertical shaft tunneling formed on the basis of three aspects of excavation surrounding rock displacement control, support material size adjustment, process time fusion control and the like, and can effectively solve the problem of safe tunneling when a broken zone is constructed in a long distance in coal mine vertical shaft construction in the global range. The specific embodiment is as follows:
(1) and controlling the displacement of the broken surrounding rock of the wall of the shaft during the vertical shaft excavation, and providing a physical environment for measuring the maximum displacement speed of the surrounding rock of the wall of the shaft, so that the maximum displacement speed v of the surrounding rock in four directions of the wall of the shaft is finally obtained. Specifically, the method comprises the steps (11) to (12).
(11) Setting displacement control factors, wherein the displacement control factors comprise: grouting transformation, reduction of the height of a free surface, effective temporary support and reduction of surrounding rock disturbance.
The method comprises the following specific steps:
grouting reconstruction: when the vertical shaft is in a condition that a huge thick structural broken zone cannot be effectively tunneled, concrete bottom sealing can be carried out on the construction working face of the vertical shaft; and (3) performing grouting transformation on the surrounding rock at the bottom of the vertical shaft which is not constructed by utilizing cement grout or chemical grout in a segmented manner (the concrete grouting length and grouting control parameters are determined according to the preference of the site construction situation).
Reducing the height of the free surface: the construction process is changed, the height of the excavation supporting and supporting circulating tunneling section is reduced (the height of the common vertical shaft construction circulating section is 4m), and the monitoring data collection in the early stage is generally carried out according to half of the height of the normal section tunneling section.
And thirdly, effective temporary support: according to the construction cycle section height, the size of the resin anchor rod and the metal mesh can be adjusted correspondingly to form a rapid supporting process, so that the purpose of rapid temporary supporting is achieved (for example, the length of the anchor rod is changed from 2.00m to 1.50m, and the length of the metal mesh is changed from 1.00m to 1.00 m).
And fourthly, reducing disturbance of the surrounding rock: after excavation, secondary disturbance of the broken wall surrounding rock of the well wall manually is reduced as much as possible, and specifically, the method mainly comprises two aspects, namely, firstly, drilling is required to be constructed during temporary anchor rod supporting, a pneumatic tool for mining is used for drilling holes under general conditions, and the air coal drill or the electric coal drill is used for drilling holes instead, so that the disturbance of the broken surrounding rock is reduced; on the other hand is the transformation of unloading system, and general feed opening is 45 contained angles with the wall of a well when concrete placement, can exert certain impact force to the wall of a well when transferring concrete to cause the disturbance to broken wall of a well and temporary support, propose to transform the unloading system, the direction of unloading is spiral tangential motion along the wall of a well as far as possible, and then the reduction causes the impact disturbance to broken country rock and temporary support.
(12) And monitoring the displacement of the wall surrounding rock after excavation according to the displacement control factor.
The method comprises the following specific steps:
(121) the height of the free surface is reduced, the height of a circulating tunneling section (a circulating footage y for vertical shaft tunneling) is reduced, and half of the height of a normal excavating section (the height of the normal excavating section is 4.00m) is generally set in a monitoring displacement stage.
(122) After temporary support, displacement sensors are arranged at four positions of a well wall N0 degrees, W, N90 degrees, E, S0 degrees, W, N90 degrees and the like, and a full-automatic total station is arranged at the center of a shaft for testing. And testing to obtain the maximum displacement velocity v of the surrounding rock in four directions of the well wall.
(2) And (5) establishing a mathematical model of the tunneling system.
According to a flow chart (figure 1) of a construction method for constructing a fractured zone stratum by penetrating a hectometer-level structure in vertical shaft construction, a tunneling system mathematical model is established, as shown in the following formula (1).
In the formula:
the excavation radius increment of the x-vertical shaft is mm, and the value range is 0-800 mm;
y-circularly advancing the vertical shaft, namely circularly advancing the section height by mm;
v-the maximum displacement speed of the surrounding rock in four directions of the well wall, which is mm/h;
h1-thickness of polyethylene cushion, mm; the value range of the initial preset value is 50-120 mm;
T1-excavating a vertical section with a radius increment of x and a section height of y, wherein the output value of the time function is an empirical value, h;
T2-a function of time for temporary support of vertical sections with radius increment x and section height y, the output of which is an empirical value, h;
T3-a vertical shaft excavation section template positioning time function with a section height y, the output value of which is an empirical value, h;
T4-a concrete pouring time function, the output value of which is an empirical value, h;
fT-a procedure construction time fusion function expression, the output value of which is a verified value.
According to the formula (1) of the tunneling system mathematical model, the time of each process can be calculated according to different values of the tunneling cycle section high variable (y) so as to satisfy the establishment of the mathematical model, and the optimal solution (minimum value) of x can be obtained in the subsequent step (5), as shown in the formula (2).
(3) And (5) adjusting the design of the vertical shaft supporting material. Namely based on the mathematical model of the tunneling system, the variable y and the variable h1And solving the design factor of the vertical shaft supporting material.
The adjustable factors of the vertical shaft supporting material comprise: temporary support design parameters, concrete initial setting control time and polyethylene cushion pad size.
Wherein, the temporary support design parameter is solved as T2(x, y) other influence factors than x and y; wherein, x is limited to be less than or equal to 800mm because of x variable, so that x is used for T2(x,y)、T1The effect of (x, y) is negligible.
Solving the initial setting control time of the concrete as T4(x, y) other influence factors than x and y; wherein x is less than or equal to 800mm in the variable limit of x to T4The effect of (x, y) is negligible.
The thickness of the polyethylene cushion pad is determined as h1Empirical value of h1Empirical value of (d)/v ═ buffer compression time t2。
The method comprises the following specific steps:
(31) solving the design parameters of temporary support: and (3) solving an optimal solution (anchor rod and metal net supporting construction time) of temporary supporting time according to a tunneling system mathematical model, wherein the temporary supporting time is the sum of the anchor rod construction time and the metal net supporting construction time, and then comprehensively determining the length of the anchor rod and the size of the metal net according to the optimal solution of the temporary supporting time so as to control the temporary supporting construction time. For example: the length of the anchor rod can be 1.50-1.80 m, and the length of the metal mesh can be 1.00 x 1.00m, so that the construction time of temporary support is controlled.
The concrete steps of solving the optimal solution of the temporary support time comprise:
and comprehensively determining the length of the anchor rod (properly reducing the length of the anchor rod) and the size of the metal net according to the adjusted circulation section height (y) and the optimal solution (X) of the shaft excavation radius increment so as to reduce the construction time of temporary support. The method can be determined according to empirical values of a vertical shaft construction site. Known to mining technicians.
(32) Solving the initial setting control time of the concrete: the concrete strength grade of the vertical shaft construction is generally C50, the C50 concrete needs to be upgraded in proportion, the accelerating agent is added, and the initial setting strength is adjusted to 2.00MPa within two hours; the method aims to prevent the displacement of the broken belt by the initial setting of the concrete well wall in the allowable displacement time of the broken belt well wall surrounding rock, and meanwhile, the concrete well wall is not deformed and damaged.
(33) Solving for polyethylene cushion size: the polyethylene cushion is a core element for solving the problem of safe construction method for the vertical shaft to pass through the huge thick structural broken belt.
The polyethylene cushion is preferably a rectangular plate in design size, the long edge is preferably the height and the length of a tunneling circulation section, the width can be properly adjusted according to the shaft excavation radius, and the design size is not more than 1.00m (the transportation and the field laying are convenient). And the shaft excavation radius is the actual excavation radius after the design excavation radius is increased by X.
The thickness of the polyethylene cushion is solved according to a tunneling system mathematical model and a variable y so as to ensure that the concrete well wall is poured within the allowable displacement time (t) and the requirement of initial setting of 2.00MPa is met.
Polyethylene cushions have a major role:
buffering extrusion stress: the polyethylene buffer cushion has high compressibility, plays a role in buffering surrounding rocks in broken zones of a well wall, avoids the increase of horizontal stress, avoids the displacement of the surrounding rocks in the broken zones from exceeding the limit, and generates extrusion stress on the concrete well wall which is not initially set, so that the concrete well wall deforms, and the thickness of the concrete well wall cannot reach the standard.
Impact power is buffered: the polyethylene cushion pads are laid on the temporary supports, the broken belt well wall surrounding rocks after the temporary supports are physically separated from the concrete well wall, and after the templates are positioned, when the concrete well wall is poured, impact disturbance of concrete on the broken belt surrounding rocks during blanking can be reduced.
The thickness solving method of the polyethylene cushion pad comprises the following specific steps of:
the polyethylene cushion pad may be sized to satisfy the following conditions:
the thickness (Z) of the polyethylene cushion is less than or equal to the optimal solution (X) of shaft excavation radius increment;
the polyethylene cushion height (L) is the adjusted wellbore construction cycle segment height (y).
(4) And (5) controlling the process time. Acquiring empirical values of time functions of all working procedures based on different values of the high variable y of the step (3), the step (2) and the tunneling circulation section, and acquiring buffering pressure-resistant time t based on the step (3)2And the empirical value of each procedure time function and the buffering compression-resistant time t are used2According to fTAnd performing fusion splicing.
The time experience value of the tunneling construction process of the vertical shaft passing through the hundred-meter-level structural crushing zone comprises the following steps: the method comprises the following steps of obtaining a shaft excavation tunneling time empirical value, a temporary support and permanent support time empirical value, a template positioning time empirical value, a concrete pouring time empirical value and a concrete initial setting time empirical value. The analysis was specific according to case (A).
(41) Shaft excavation and tunneling time: and (3) the time from the beginning of excavating the next section of height after the last section of height cast concrete is formed to the time from the beginning of excavating to the time from the design of the adjusted size (the adjusted height of the circulating section and the size of the excavating radius).
Case (a):
the Liuzhuang air shaft of the three-river-top coal mine is located in Peipian county in Xuzhou city of Jiangsu province, 90km away from Xuzhou city area in south China, the transportation is convenient, the coordinate of the Liuzhuang air shaft is 3861458.000, and Y is 39479645.000; the diameter of the shaft of the air shaft is 6.00m, the elevation of the shaft head is plus 37.50m, and the elevation of the falling bottom of the shaft is minus 792.50 m. The Liuzhuang air shaft coordinate is near the abundant fracture structure zone, and due to the influence of the large fracture structure of the area, the shaft has a huge fault fracture zone in the chalk system and the Jurassic system, so that great difficulty is caused in the vertical shaft construction process.
Case (A) is adjusted according to the mathematical model of the tunneling system:
the height of a circulating excavation section is 2.20 m; the shaft excavation and tunneling time is 2.50 h. Namely, the height of the circular excavation section is 2.20m, and the excavation can be finished after 2.50h is measured by analogy analysis according to actual construction condition scenes.
(42) Temporary support and permanent support time: after the vertical shaft is excavated to the design size, a temporary support can be constructed, and the temporary support comprises a resin anchor rod, a metal mesh and a polyethylene cushion pad; the permanent support at the present stage is a double-layer steel bar binding fixed support (figure 3).
Case (a): the length of the anchor rod in the temporary support is adjusted to 1.50m, the length of the metal net is 1.00 x 1.00m, and the size of the polyethylene cushion pad is 70 mm. The permanent supporting double-layer steel bar is unchanged according to the original design, namely the vertical bars have the diameter of 16mm and the distance of 300 mm; the diameter of the horizontal rib is 18mm, and the distance between the horizontal ribs is 300 mm; the connecting ribs are 8mm in diameter and 600mm in spacing, as shown in figure 3.
And combining actual production industrial and mining and personnel organization conditions, and obtaining the time length of 2.00 hours for the shaft stage support with the required completion section height of 2.20m according to a class comparison method.
(43) Template positioning time: and after the reinforcement is fixed, the edge of the template is leveled by cleaning the bottom of the vertical shaft, the cylindrical steel template is poured by the concrete below, the central line is positioned and sized, and the template is fixed to wait for pouring the concrete. The process can be estimated by using a similarity method.
In case (A), the time for positioning the template was 0.30 hours.
(44) Concrete pouring time: before the underground binding and fixing of the steel bar support in the previous process is completed, the concrete pump truck is required to be completely ready at the wellhead for ground dispatching. And after the double-layer reinforcing steel bar support is finished, a blanking system is formed immediately, and the process of conveying concrete is not interrupted. The time required for the process can be calculated according to the amount of concrete used for pouring.
Case (a): the concrete pouring time is 2.00 h.
(45) Initial setting time of concrete: obtained by step (32); the initial setting time needs to be increased by adding an accelerating agent for proportioning again, and the initial setting time reaches 2.00h and 2.00MPa while the strength reaches the design requirement.
(46) The process is fused and linked: according to fTAdjusting the cross-over time of the process to obtain the necessary time tx。
In actual construction, cross synchronous construction is not generally carried out under normal conditions, but in order to safely and quickly pass through extreme stratum conditions under the condition of encountering special geological background, the cross time of the working procedures is properly adjusted under the condition of application and filing examination and approval so as to realize safe tunneling.
Case (a): the process fusion splice is shown in FIG. 2.
(5) According to the maximum allowable displacement time (t)max) And necessary time (t)x) Iterate to solve for the optimal allowed displacement time (t)o)。
According to the mathematical model of the tunneling system, the deformation can be as follows:
wherein, the allowable displacement time t comprises: maximum allowable displacement time tmaxAnd an optimal allowable displacement time to(ii) a Optimal allowable displacement time toX/v; maximum allowable displacement time tmax800/v; necessary time of day
When the time t is necessaryxMaximum permissible displacement time tmaxWhen it is necessary for a time (t)x) Taking the maximum value, and obtaining the maximum value of the vertical shaft excavation radius increment (x);
when the necessary time txOptimum permissible displacement time to≦ maximum allowed displacement time tmaxAnd (3) allowing the displacement time (t) to obtain an optimal solution, and obtaining the minimum value (optimal solution) of the vertical shaft excavation radius increment x:
wherein, x is the optimal solution which is the product of the actual excavation time and the displacement speed of the broken surrounding rock and is the optimal allowable displacement time toAnd the product of the displacement velocity of the broken surrounding rock.
When the allowable displacement time t < the necessary time txAnd (3) readjusting the height y of the circular tunneling section and the maximum displacement speed v of the surrounding rock in the four directions of the well wall in the step (1) and the design factor of the well support material in the step (3), and then performing the steps (4) to (5) to straighten the well support materialTo the necessary time txOptimum permissible displacement time to。
In summary, based on the steps (1) to (5) and in combination with the case (a), as shown in fig. 2 to 3, the solving process of the excavation radius 3678mm is as follows:
presetting the height of a circulation section: it is assumed that the segment height is reduced to a normal segment height of typically 2.00 m.
Known data are: when the height of the excavation section is 2.00m, the maximum displacement speed of the well wall (in-situ test); the normal commercial polyethylene cushion is typically 70mm (other thicknesses may be customized), with a pre-selected thickness of 70 mm; the number of the anchor rods is 1.50m, the spacing between rows is 700 x 700mm, and the number of the metal nets is 1.00 x 1.00 m; the original design of the double-layer reinforcing steel bar is unchanged;
data can be obtained (field techniques should know the term): minimum radius of excavation (original design excavation radius size) and buffering compression-resistant time t2The method comprises the following steps of excavating a circulation section, supporting time, template positioning time, concrete pouring and initial setting time.
Firstly, monitoring that the displacement speed in the direction of N90 degrees W is the maximum, and the maximum displacement speed is 12 mm/h;
optimal allowable displacement time toCalculating the displacement of the inner broken surrounding rock:
6.50×12.00＝78(mm)
wherein: 6.50 is a necessary time (process matching time (t)1) + buffer compression time (t)2) I.e. fusion time), i.e.: the displacement time (t) is allowed.
And thirdly, excavating the radius size of the well wall, as shown in figure 3.
Excavation radius which is the original design excavation radius size plus the optimal allowable displacement time toThe displacement of the inner broken surrounding rock is 3600+78 or 3678 (mm).
Wherein: the original design excavation radius size is 3600 mm.
The above description is only a preferred embodiment of the present invention, and does not limit the present invention in any way. It will be understood by those skilled in the art that various changes, substitutions and alterations can be made herein without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (7)
1. A construction method for penetrating through a hundred-meter-level structural fractured zone stratum in vertical shaft construction is characterized by comprising the following steps of:
step (1), broken country rock displacement control of vertical shaft excavation wall of a well provides physical environment for survey wall of a well country rock maximum displacement speed to finally obtain the wall of a well four directions upward the maximum displacement speed v of country rock, specifically include:
(11) setting a displacement control factor, comprising: the height of an excavation supporting cycle section is reduced, and effective temporary supporting is realized;
(12) according to the displacement control factor, monitoring the displacement of the wall surrounding rock after excavation, the concrete steps include:
(121) reducing the height of a circulating tunneling section, and setting the height of the circulating tunneling section to be half of the height of a normal excavation section in a displacement monitoring stage;
(122) after temporary supporting, arranging displacement sensors in four directions of a well wall, and arranging a full-automatic total station at the center of a shaft for testing to obtain the maximum displacement speed v of surrounding rock in four directions of the well wall;
step (2), establishing a tunneling system mathematical model:
establishing a mathematical model of a tunneling system:
the excavation radius increment of the x-vertical shaft is mm, and the value range is 0-800 mm;
y-circularly advancing the vertical shaft by mm;
v-the maximum displacement speed of the surrounding rock in four directions of the well wall, which is mm/h;
h1-thickness of polyethylene cushion, mm; the range of the initial preset value is 50-120 mm;
T1-a function of time required to excavate a vertical section with a radius increment of x and a section height of y, the output of which is an empirical value, h;
T2-a function of time for temporary support of vertical sections with radius increment x and section height y, the output of which is an empirical value, h;
T3-a vertical shaft excavation section template positioning time function with a section height y, the output value of which is an empirical value, h;
T4-a concrete pouring time function, the output value of which is an empirical value, h;
fT-a process engineering time fusion function expression, the output value of which is an empirical value;
step (3) based on a tunneling system mathematical model, a variable y and a variable h1Solving a design factor of a vertical shaft supporting material; the adjustable design factors of the vertical shaft supporting material comprise: temporary support design parameters, concrete initial setting control time and polyethylene cushion pad size;
wherein, the temporary support design parameter is solved as T2(x, y) other influence factors than x and y; x to T2(x,y)、T1The effect of (x, y) is negligible;
solving the initial setting control time of the concrete as T4(x, y) other influence factors than x and y; x to T4The effect of (x, y) is negligible;
the thickness of the polyethylene cushion pad is determined as h1Empirical value of h1Empirical value of (d)/v ═ buffer compression time t2；
The method comprises the following specific steps:
(31) solving the design parameters of temporary support: according to a mathematical model of a tunneling system, solving an optimal solution of temporary support time to control the construction time of temporary support; wherein the temporary supporting time is the sum of the construction time of the anchor rod and the construction time of the metal mesh support,
(32) solving the initial setting control time of the concrete: the concrete strength grade selected for the vertical shaft construction is C50, the mixture ratio of C50 concrete is upgraded, the accelerator is added, and the initial setting strength is adjusted to 2.00MPa within two hours;
(33) solving for polyethylene cushion size: adding a polyethylene buffer cushion on the huge thick structure crushing belt;
the polyethylene cushion is designed into a rectangular plate, the long edge of the polyethylene cushion is the height of a tunneling circulation section, and the width of the polyethylene cushion is adjusted according to the excavation radius of a shaft and is less than 1.00 m;
the thickness of the polyethylene cushion is solved according to a mathematical model and a variable y of a tunneling system so as to ensure that the concrete well wall is poured within the allowable displacement time (t) and meet the requirement of initial setting of 2.00 MPa;
step (4), acquiring experience values of time functions of all working procedures based on different values of the high variable y of the step (3), the step (2) and the tunneling circulation section, and acquiring buffering pressure-resistant time t based on the step (3)2And the empirical value of each procedure time function and the buffering compression-resistant time t are used2According to fTCarrying out fusion connection:
the time experience value of the tunneling construction process of the vertical shaft passing through the hectometer-level structural crushing zone comprises the following steps: the method comprises the following steps of (1) excavating and tunneling time empirical value of a shaft, temporary support and permanent support time empirical value, template positioning time empirical value, concrete pouring time empirical value and concrete initial setting time empirical value;
(41) shaft excavation and tunneling time: the time from the beginning of excavating the next section of height after the last section of height is formed by pouring concrete to the time for completing the height and the excavating radius of the adjusted circulating section after the excavation is finished;
(42) temporary support and permanent support time: after the vertical shaft is excavated to the design size, a temporary support can be constructed, and the temporary support comprises a resin anchor rod, a metal mesh and a polyethylene cushion pad; the permanent support at the present stage is a double-layer steel bar binding fixed support;
combining actual production industrial and mining and personnel organization conditions, and obtaining the length of time used for supporting in a shaft stage according to a class comparison method;
(43) template positioning time: after the binding and fixing of the reinforcing steel bars are finished, the bottom cleaning and leveling of the edge angles of the template are needed, the cylindrical steel template is poured into the concrete below, the size of the center line is positioned, the template is fixed, and the pouring of the concrete is waited; the process can be estimated by a similarity method;
(44) concrete pouring time: calculating according to the amount of concrete used for pouring;
(45) initial setting time of concrete: obtained by step (32);
(46) the process is fused and linked: according to fTAdjusting the crossing time of the process to obtain the necessary time tx；
Step (5) according to the maximum allowable displacement time tmaxAnd a necessary time txIterated to solve for the optimal allowed displacement time to：
According to the mathematical model of the tunneling system, the method can be transformed into the following steps:
wherein the allowable displacement time t includes: maximum allowable displacement time tmaxAnd an optimal allowable displacement time to(ii) a Optimal allowable displacement time toX/v; maximum allowable displacement time tmax800/v; necessary time of day
When the time t is necessaryxMaximum permissible displacement time tmaxWhen it is necessary for time txTaking the maximum value, and obtaining the maximum value of x;
when the time t is necessaryxOptimum permissible displacement time to≦ maximum allowed displacement time tmaxThen, allowing the displacement time t to obtain an optimal solution, and obtaining the minimum value of x;
wherein, x is the optimal solution which is the product of the actual excavation time and the displacement speed of the broken surrounding rock and is the optimal allowable displacement time toThe product of the displacement velocity of the broken surrounding rock;
when the allowable displacement time t < the necessary time txAnd (3) readjusting the height y of the circular tunneling section in the step (1), the maximum displacement speed v of the surrounding rock in the four directions of the well wall and the design factor of the well support material in the step (3), and performing the steps (4) to (5) until the necessary time txOptimum permissible displacement time to。
2. The construction method for traversing hundred-meter-scale structural fractured zone strata in vertical shaft construction according to claim 1, wherein in the step (11), the effective temporary support specifically comprises the following steps: according to the height of the construction circulation section, the length of the resin anchor rod and the size of the metal mesh can be correspondingly adjusted.
3. A construction method for traversing hectometer-grade tectonic fractured zone ground layer in vertical shaft construction according to claim 1, characterized in that, in step (11), the method further comprises: grouting transformation and surrounding rock disturbance reduction;
wherein, slip casting transformation specifically includes: carrying out concrete bottom sealing on the construction working face of the vertical shaft, and carrying out grouting transformation on the surrounding rock at the bottom of the vertical shaft which is not constructed by utilizing cement grout or chemical grout in a segmented manner;
reducing the disturbance of the surrounding rock specifically comprises: when the temporary anchor rod is used for supporting, a hole needs to be drilled, and the direction of hole forming and blanking is changed to a pneumatic coal drill or an electric coal drill to do spiral tangent movement along the well wall.
4. A method of constructing a vertical shaft through a hectometer grade tectonic fractured zone formation according to claim 1 wherein in step (122) the four orientations of the walls of the well include N0 ° W, N90 ° E, S0 ° W, N90 ° W.
5. The method as claimed in claim 1, wherein the step (A) is carried out in a manner that the construction method is carried out in a vertical shaft to cross a hundred-meter-level structure fracture zone stratum2) In (h)1Is 70 mm.
6. The construction method for traversing hundred-meter-scale formation of fractured zone formation in vertical shaft construction according to claim 1, wherein the concrete step of solving the thickness of the polyethylene cushion according to the mathematical model of the tunneling system and the variable y in the step (33) comprises the following steps:
the polyethylene cushion pad may be sized to satisfy the following condition:
the thickness Z of the polyethylene cushion is less than or equal to the optimal solution X of the shaft excavation radius increment;
and (3) adjusting the height L of the polyethylene cushion as the height y of the adjusted shaft construction circulation section.
7. The construction method for traversing hundred-meter-level tectonic fractured zone strata in vertical shaft construction according to claim 1, wherein the concrete step of obtaining the optimal solution of temporary support time according to the mathematical model of the tunneling system in the step (31) comprises the following steps:
and comprehensively determining the length of the anchor rod and the size of the metal net according to the adjusted circulation section height y and the optimal solution X of the shaft excavation radius increment so as to reduce the construction time of temporary support. The method can be determined according to empirical values of a vertical shaft construction site. Known to mining technicians.
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