CN113818887A - Construction process of super-large section tunnel under complex geological conditions - Google Patents
Construction process of super-large section tunnel under complex geological conditions Download PDFInfo
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- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
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Abstract
The invention discloses a construction process of an oversized cross section tunnel under complex geological conditions, which is implemented by using advanced geological forecast, assisting by monitoring measurement and MIDAS/GTS software tunnel simulation analysis, and using a three-step seven-step reserved core soil method for circular excavation and support in combination with advanced support. The invention combines a three-step seven-step reserved core soil method to construct an oversized section tunnel under complex geological conditions, and has the characteristics of good stability, low construction difficulty, few working procedures, short time consumption of the working procedures, lower manufacturing cost and resource allocation and easy waterproof and drainage construction.
Description
Technical Field
The invention relates to a tunnel construction process, in particular to a construction process of an oversized section tunnel under complex geological conditions.
Background
With the rapid development of high-grade highway construction in China, the construction method of the large-span soft rock highway tunnel is continuously developed. In order to meet the increasing traffic volume, the span of the tunnel must be widened, but in order to save the investment cost of engineering construction, the excavation height of the tunnel is relatively small in change, so that the rise-to-span ratio of the tunnel section is reduced. Therefore, large cross-section highway tunnels are generally designed as flat arch structures, but then: stress redistribution which is more unfavorable for tunnel surrounding rock stability; secondly, stress concentration occurs at the arch springing, and the requirement on the bearing capacity of the foundation is higher; and the vault is easier to generate block dropping. In order to ensure the safe construction of the tunnel, the selection of the construction method of the tunnel with the oversized section under the complex geological condition provides a challenge.
In order to ensure the safety of tunnel construction, the construction of an oversized section under complex geological conditions mostly adopts a middle partition wall method or a crossed middle partition wall method at present. The construction face of the crossed middle partition wall method is the most stable, but the construction difficulty is high, the working procedure faces are complex, the manufacturing cost and the resource allocation are high, and the waterproof and drainage construction is difficult; the stability of the construction face by the intermediate partition wall method is slightly poor, and the construction difficulty is high, the working procedures are multiple, the working procedures are long in time consumption, the manufacturing cost and the resource allocation are high, and the waterproof and drainage construction is difficult.
The three-step and seven-step core soil reserving method is characterized in that core soil is reserved on the basis of the step method excavation, excavation is staggered from left to right, stability of an excavation working surface is facilitated, and preliminary tunnel support can be completed quickly by combining advanced support measures, so that safety of constructors is guaranteed; and unsafe factors caused by the need of dismantling temporary supports and stress conversion in excavation methods such as a middle partition wall method and a double-side-wall pilot tunnel are avoided. The method has the advantages of good stability, low construction difficulty, few procedures, short procedure time, lower manufacturing cost and resource allocation and easy waterproof and drainage construction. However, the three-step seven-step excavation method is mainly suitable for construction of IV and V-level surrounding rock section tunnels with smaller excavation sections and certain self-stability conditions, and cannot be directly constructed by adopting the three-step seven-step excavation method aiming at oversized section tunnels with complex geological conditions.
Therefore, if the construction process of the tunnel with the oversized cross section under the complex geological condition can be optimized and the construction is carried out by combining a three-step seven-step excavation method, the problems existing in the construction of the tunnel with the oversized cross section under the complex geological condition at present can be solved.
Disclosure of Invention
The invention aims to provide a construction process of an oversized section tunnel under complex geological conditions. The invention combines a three-step seven-step reserved core soil method to construct an oversized section tunnel under complex geological conditions, and has the characteristics of good stability, low construction difficulty, few working procedures, short time consumption of the working procedures, lower manufacturing cost and resource allocation and easy waterproof and drainage construction.
The technical scheme of the invention is as follows: a super-large section tunnel construction process under complex geological conditions utilizes advanced geological forecast, is assisted by monitoring measurement and MIDAS/GTS software tunnel simulation analysis, is combined with advanced support, and is constructed by using a three-step seven-step reserved core soil method for circular excavation support.
The construction process of the oversized section tunnel under the complex geological condition comprises the following specific process steps:
(1) construction preparation;
(2) advanced geological forecast;
(3) performing tunnel simulation analysis on MIDAS/GTS software;
(4) advancing the tunnel and advancing the construction of the large pipe shed;
(5) constructing an advance support;
(6) excavating three steps and seven steps by a reserved core soil method;
(7) drilling and blasting construction;
(8) supporting the tunnel body in the initial stage;
(9) monitoring and measuring;
(10) and (5) repeating the steps (5), (6), (7), (8) and (9).
In the advance geological forecast, the geological radar method is utilized, and geophysical prospecting and drilling modes are adopted to forecast the change of the strata lithology, the geological structure, the unfavorable geological conditions, the underground water and the surrounding rock level.
In the construction process of the tunnel with the ultra-large section under the complex geological condition, the MIDAS/GTS software tunnel simulation analysis comprises stability analysis of a tunnel wall reinforcement form, stability analysis of a soft layer, dynamic anti-seismic analysis, concrete lining structure analysis, stability analysis of a tunnel entrance, underground water influence analysis caused by tunnel excavation, stress-seepage coupling analysis, construction stage analysis and stability analysis of a connecting part and a middle section of an escape channel.
According to the construction process of the ultra-large section tunnel under the complex geological condition, the advance support construction comprises the construction of a small pipe shed in advance in a tunnel, the construction of small guide pipes in advance, the construction of anchor rods in advance and grouting.
In the construction process of the tunnel with the oversized section under the complex geological condition, the concrete working procedures of three-step and seven-step reserved core soil excavation are as follows:
(1) annularly excavating an upper arc guide pit, reserving core soil, circularly advancing the excavation to a depth of less than 1.5m, immediately spraying concrete of 3-5cm, and timely carrying out primary support by a new Austrian method according to design requirements after excavation;
(2) after the upper arc-shaped pilot tunnel is excavated to a certain distance, respectively excavating left and right secondary steps by lagging the upper arc-shaped pilot tunnel, and timely constructing primary support;
(3) lagging the left and right side secondary steps, excavating left and right side lower steps, and applying primary support in time;
(4) respectively excavating upper, middle and lower steps to reserve core soil, wherein the excavation footage is consistent with the circulating footage of each step;
(5) and finally, excavating the tunnel bottom in sections, and constructing an inverted arch primary support, sealing and looping.
According to the construction process of the oversized section tunnel under the complex geological condition, the primary support of the tunnel body comprises anchor rod construction, reinforcing mesh installation, steel frame construction and concrete spraying.
In the construction process of the tunnel with the oversized section under the complex geological condition, the monitoring and measuring items comprise in-tunnel and out-tunnel geological and supporting observation, peripheral displacement, vault subsidence, ground subsidence and arch foot subsidence.
In the construction process of the tunnel with the oversized section under the complex geological condition, the monitoring and measuring points are distributed at the top and two sides of the tunnel.
The invention has the advantages of
The invention optimizes the construction process, utilizes advanced geological forecast, is assisted by monitoring measurement and MIDAS/GTS software tunnel simulation analysis, and combines advanced support, so that the three-step seven-step reserved core soil method can be applied to the construction of the super-large section tunnel under the complex geological condition, the construction of the super-large section tunnel under the complex geological condition avoids the problems of the middle partition wall method or the crossed middle partition wall method, and the invention has the advantages of good stability, low construction difficulty, less working procedures, short working procedure time consumption, lower manufacturing cost and resource allocation and easy waterproof and drainage construction.
Drawings
FIG. 1 is a process diagram of the construction of the three-step and seven-step method of reserving core soil;
FIG. 2 is a perspective view of a three-step seven-step core soil reservation method of the present invention;
FIG. 3 is a layout of monitoring measurement points according to the present invention, wherein A, B, B ', C and C' are measurement points.
Detailed Description
The present invention is further illustrated by the following examples, which are not to be construed as limiting the invention.
Examples of the invention
Firstly, preparation of construction
1. The organization learns the designed files and the survey data, surveys and checks the design files and the survey data on site, and knows the actual geological hydrological conditions, traffic transportation, material supply, life guarantee and adverse factors influencing construction.
2. And by combining the characteristics of a three-step and seven-step excavation method, according to the scale and the construction period requirements of construction projects, purposefully compiling an implementation construction organization design and a construction operation instruction.
3. And (4) making construction technology trade, performing pre-post technical training and safety education on the operating personnel, and ensuring the operating personnel engaged in special work types to go to post.
4. The construction machinery equipment should meet the normal construction requirements. In the implementation, the construction site can be organized in stages and in batches according to the construction progress requirement.
5. The matching of the tunnel construction machinery aims at the characteristic of large section of the tunnel and aims at realizing mechanized balanced production, and the matching production capacity is 1.2-1.5 times of the balanced construction capacity.
6. And (4) establishing project premises, a construction site laboratory, a mixing station and a steel bar processing plant according to the tunnel scale and the technical difficulty, and performing special acceptance.
7. Before the tunnel is started, a slag disposal site is implemented, and a protection project is made; run through the construction access road, ensure the water supply, power supply, air supply, illumination and communication of the construction
8. The tunnel dangerous goods library establishes a plan and reports the approval of the public security organs above the county. After the process is finished, the product can be used after being checked and accepted by public security organs. Meanwhile, handling the storage license of the explosive.
9. A health-care management system for initiating explosive devices is established, the dangerous goods warehouse is arranged in a safe and remote area, and full-time guards and custodians meeting requirements are equipped to install perfect lightning protection, anti-theft and alarm facilities. The management and operation of each link of purchasing, storing, getting, using and withdrawing of the initiating explosive devices are strictly controlled, the whole process monitoring is carried out, and the whole process is kept.
10. And completing construction control point retest, establishing a construction control network, and compiling an engineering measurement scheme to meet construction requirements.
Advanced geological forecast
Before tunnel construction, in order to better understand hydrogeology and engineering geology in front of the tunnel construction, ensure the smoothness of engineering and reduce the occurrence probability of geological disasters, a professional third-party monitoring unit is hired to mainly utilize a geological radar method to carry out advanced geological forecast before the tunnel construction with complex engineering geology conditions, and the engineering geology hydrogeology of surrounding rocks within a certain range of tunnel excavation is detected by adopting geophysical prospecting and drilling modes, so that the following forecast descriptions are provided:
1. the forecasting of the lithology of the stratum is to enhance the forecasting of the lithology of the stratum, a weak interlayer, a broken stratum, a coal bed, a special rock-soil body and the like.
2. The geological structure forecasting is to enhance the forecasting and forecasting of structures which affect the integrity of rock mass, such as faults, joint dense zones, folds and the like.
3. And (3) forecasting adverse geological conditions, including forecasting and forecasting karst, goaf, artificial cavern, gas and the like.
4. The underground water condition, especially the development conditions of karst pipeline water, fault, fracture water and the like are predicted and forecasted.
5. And judging the grade change of the surrounding rock, so that engineering geological information such as rock mass, underground water, ground stress condition and the like in front of the excavation working face is held in front of construction.
Third, MIDAS/GTS software tunnel simulation analysis
And (4) carrying out excavation simulation on the tunnel based on finite element analysis software MIDAS/GTS, and carrying out optimization analysis on the construction parameters through comparison and analysis of simulation data.
1. The specific analysis items before excavation are as follows:
(1) stability analysis of various tunnel wall reinforcement forms;
(2) analyzing the stability of the soft layer;
(3) dynamic anti-seismic analysis;
(4) analyzing a concrete lining structure;
(5) analyzing the stability of the tunnel entrance;
(6) analyzing the influence of underground water caused by tunnel excavation;
(7) analyzing stress-seepage coupling;
(8) analyzing a construction stage;
(9) the stability analysis of the connecting part and the middle section of the escape passage;
2. the analysis flow of the MIDAS/GTS tunnel construction stage is as follows:
the method comprises the steps of inputting parameters to carry out tunnel modeling → appointing a tunnel section form, the attribute of a stratum and an excavation method → defining the attribute and the distribution condition of sprayed concrete and an anchor rod → defining a construction stage → inputting and dividing related data and the earth surface of a finite element network in a grid form, inputting related data (simulating the stratum and forming the earth surface) of the stratum → inputting the grid size → outputting a result data form → analyzing working conditions → checking and analyzing results.
Fourth, advance the big pipe shed construction of the hole
The grouting material is arranged at a V-level surrounding rock opening of a tunnel, the self bearing capacity of the surrounding rock is improved through grouting, the elastic resistance of a rock body to a structure is improved, the stress condition of the structure is improved, and the safety of construction in-tunnel is guaranteed. The tunnel pipe shed steel pipe is a hot rolled seamless steel pipe with the diameter of phi 108 multiplied by 6mm, the circumferential distance is 40cm, and the joints are directly connected in a butt joint mode through screw threads with the length of 15 cm. The steel pipe is arranged at the arch part of the lining, the distance between the pipe center and the designed outer contour line of the lining is more than 25cm, and the steel pipe and the designed outer contour line of the lining are arranged in parallel to the central line of the road surface. The construction error of the steel pipe deviating from the designed position is required to be not more than 20cm, the number of joints in the same cross section along the longitudinal direction of the tunnel is not more than 50%, and the number of joints of adjacent steel pipes is required to be staggered by at least 1.0 m. In order to enhance the rigidity of the steel pipe, M20 cement mortar is filled in the steel pipe after grouting. In order to ensure the drilling direction, a C20 steel frame concrete sleeve arch with the thickness of 60cm is arranged outside the open cut tunnel lining, and the longitudinal length of the sleeve arch is 2.0 m. Considering the sag during drilling, the drilling direction should be 1-3 degrees more than the design direction of the steel pipe. The position and the direction of a drilling hole are measured by adopting a measuring instrument, the inclination of the steel pipe is measured by using an inclinometer in the drilling process, and if the inclination is possibly out of limit, the inclination is corrected in time so as to avoid influencing excavation and supporting.
Fifth, advanced support construction
1. In-tunnel advanced small pipe shed
The V-level surrounding rock which is arranged in the tunnel without a long pipe shed for supporting is suitable for fault fracture zones and lithologic contact zones, and adopts a self-advancing pipe shed with the outer diameter of 76mm, the wall thickness of 9.5mm and the length of 1500 cm. The circumferential distance of the pipe sheds is about 30cm, the external insertion angle is controlled to be about 12 degrees, the pipe sheds are arranged in the range of about 120 degrees of the arch parts of the lining, the self-advancing pipe shed grouting is designed according to soil mass in a limited range around the consolidation pipe shed, and the slurry diffusion radius is not less than 0.5 m. The grouting adopts cement slurry, and grouting parameters can be properly adjusted through field tests.
2. Advanced small catheter
The V-level surrounding rock tunnel body section, the crushing zone and the IV-level surrounding rock section of which the rock mass is of a medium-thin layered structure or a crack blocky structure are arranged in the tunnel without long pipe shed support, and a hot-rolled seamless steel perforated pipe with the outer diameter of 42mm, the wall thickness of 4.0mm and the length of 450cm is adopted. The circumferential spacing of the steel perforated pipes is about 30-50cm, the external insertion angle is controlled to be about 5-15 degrees, and the steel perforated pipes are arranged in the range of about 120 degrees of the arch part of the lining. The advanced small conduit adopts cement grout for grouting, and grouting parameters can be properly adjusted through field tests.
3. Advanced anchor rod
The tunnel body is arranged at the IV-level surrounding rock section of the tunnel body. The anchor rod is a phi 22 mortar anchor rod with the diameter of 25mm, and the circumferential distance is about 40 cm. The direction of the anchor rod is determined according to the attitude of the rock mass structural plane during actual construction, and the external insertion angle can be different from 5-15 degrees on the principle that the anchor rod penetrates more structural planes as far as possible. Early strength mortar is used as a bonding material, and the longitudinal lap joint length of each row of anchor rods is not less than 1.0 m.
4. Grouting
Grouting the long pipe-divided shed and reinforcing the periphery of the long pipe-divided shed, mainly using in the surrounding rock sections of V-IV level, so as to improve the self bearing capacity of the surrounding rock, improve the elastic resistance of the rock mass to the structure and improve the stress condition of the structure by grouting. Grouting the long pipe shed is carried out by using a steel perforated pipe which is laid in advance on the long pipe shed at the hole; the periphery reinforcing grouting is performed by
And (5) carrying out system anchor rod.
The grouting is preferably single-liquid grouting, which not only can simplify the process and reduce the manufacturing cost, but also has high consolidation strength, so a single-liquid grouting experiment is carried out before grouting, the single-liquid grouting mainly comprises cement, 5% of water glass (by weight) is added, the single-liquid grouting effect is good if the single-liquid grouting effect is good, the purpose of consolidating surrounding rock can be achieved, a single-liquid grouting scheme can be used for a whole tunnel, and if the grouting property is poor, a cement-water glass double-liquid grouting experiment is carried out. The double-liquid grouting parameters are adjusted according to actual conditions through field experiments on the basis of the design.
The grouting amount is designed to be used as the standard for finishing grouting generally according to a single pipe. And when the grouting amount still does not reach the designed grouting amount after the grouting pressure reaches the designed final pressure for 10 minutes, the grouting can be finished. The grouting operation should be carefully recorded, the operation should be analyzed and improved at any time, and the states of primary support and working surface should be observed to ensure safety.
Sixth, tunnel excavation
1. The main construction process comprises the following steps:
(1) the method comprises the steps of firstly carrying out advanced support before excavation, annularly excavating part 1, reserving core soil, and determining an excavation circulating footage according to the distance between steel frames, wherein the maximum distance is not more than 1.5m, so that the condition that the exposed area of surrounding rock is too large due to too large footage is avoided, the self-bearing energy of the surrounding rock is reduced, and the closing time of an excavation working face is prolonged; immediately spraying 3-5cm of concrete for the first time after digging to enhance the self-stabilizing capability of the surrounding rock and avoid the falling of the surrounding rock caused by long-time exposure; carrying out primary support by a new Olympic method according to design requirements in time after excavation;
(2) after the part 1 is excavated to a certain distance, respectively excavating the middle steps on the left side and the right side of the parts 2 and 3, and applying primary support in time;
(3) after delaying the parts 2 and 3 for a certain distance, respectively excavating the left and right lower steps of the parts 4 and 5 and applying primary support in time;
(4) respectively excavating upper, middle and lower steps to reserve core soil (6-1, 6-2 and 6-3), wherein the excavation footage is consistent with the circulating footage of each step;
(5) and finally, excavating the tunnel bottom in sections and constructing an inverted arch primary support to seal and form a ring.
2. Three steps and seven steps are reserved for core soil method construction notice:
(1) when the engineering geological condition is poor, mechanical excavation is adopted, and weak blasting can be adopted for assistance when necessary;
(2) all the initial supports after excavation are required to follow up in time;
(3) after the arc guide pit is excavated and supported, the rest parts are constructed in parallel, and the primary support is sealed in time to form a ring;
(4) the excavation height of the upper step is not less than 0.3 time of the excavation span of the upper step, and is generally 3.0-4.0 m;
(5) the excavation height of the middle step is the average distribution of the tunnel total excavation height (without an inverted arch) minus the excavation height of the upper step, and is generally 3.0-3.5 m;
(6) the length of the core soil of the upper step is generally 3.0-5.0m, the height is 1.5-2.5m, and the width is 1/3-1/2 of the excavation span of the upper step;
(7) after excavation, completing concrete spraying, anchor rod and reinforcing mesh system supporting according to the design requirement of a new Austrian method, then erecting a steel frame, additionally arranging a foot locking anchor rod at the position of 30cm above the arch foot of the steel frame, tightly attaching to two side edges of the steel frame, driving the foot locking anchor rod into the steel frame by pressing an inclination angle of 30 degrees, firmly welding the foot locking anchor rod with the steel frame, and finally spraying concrete again to the designed thickness;
(8) the excavation length of each cycle of the complex geological weak surrounding rock tunnel is not more than 3m, an inverted arch primary support is timely constructed after excavation, an inverted arch is timely constructed after two tunnel bottom excavation and support cycles are completed, and the segmented length of the inverted arch is preferably 4-6 m;
(9) strictly controlling the distance between the inverted arch and the lower step, and closing the primary support in time to achieve the optimal support effect;
(10) in the tunnel construction process, monitoring measurement work is carried out strictly according to the monitoring measurement implementation rules, and the reserved deformation and the primary support parameters are adjusted according to the monitoring measurement data analysis result.
Drilling and blasting construction
And the blasting operation organizes the step holes and the drilled holes according to the blasting design parameters such as geological conditions, the excavated sections, the excavation method, the excavation footage, the drilling equipment, the blasting equipment and the like, and guides the blasting construction.
The construction considerations are as follows:
(1) blasting parameter design is comprehensively considered according to the section size, the geological condition, the surrounding rock property and the like of the tunnel, and the blasting parameter design needs to meet the standard requirements so as to ensure the tunnel excavation quality and the construction safety;
(2) the maximum charge of each level of surrounding rock can be estimated according to a national blasting safety regulation (GB6722-2011) blasting safety distance formula and a formula according to the limitation of hard rock and soft rock on the vibration speed;
(3) before drilling, cleaning loose rock soil on an excavation section so that a measurer can accurately mark a central line and a contour line of the excavation face;
(4) marking the drilling position according to the blasting design, wherein the error of the drilling position is not more than 2 cm;
(5) drilling is carried out strictly according to the drilling and blasting design;
(6) before charging, the blast hole stone chips must be scraped and blown clean;
(7) when charging, the powder needs to be divided into groups, the charging is carried out from top to bottom according to the charging amount determined by a blast hole design drawing, and the detonator and the explosive are accurately charged in the hole according to the blasting design, so that the initiation network is accurately controlled. All blastholes are plugged with stemming. The charge amount is strictly controlled by the peripheral holes of the smooth blasting, a non-coupling charge structure is adopted, and the non-coupling charge coefficient is controlled within the range of 1.25-2.0;
(8) after blasting is finished, experience should be summarized to guide construction.
Eighthly, preliminary bracing construction
1. Anchor rod construction
(1) Hollow grouting anchor rod construction
a. And a hole reinforcing section, V-level surrounding rock, a fault broken zone and a local weak zone are supported by a hollow grouting anchor rod with the diameter of 25 mm. The thickness of the hot galvanizing layer on the anchor rod body and the backing plate is not less than 0.06mm, the yield tensile strength of the anchor rod is not less than 150KN, and the water cement mortar is M20 cement mortar with the water cement ratio of 1: 1.
b. The construction sequence is as follows: initial spraying → drilling → cleaning hole → installing anchor rod → connecting grouting pipe → grouting → installing cushion plate.
c. The construction method comprises the following steps:
drawing eyes: and after the excavation section is checked to be qualified, drawing the hole position of the anchor rod on the rock surface according to the design requirement.
Drilling: and (5) drilling holes by adopting a manual handheld pneumatic drill. The drilling technical requirements are as follows: having a pore diameter of
The deviation of the opening is less than 5 cm; the direction deviation is less than 2%; the hole depth is 3-5cm longer than the bolt insertion portion.
Thirdly, slowly jacking the connected anchor rod into the hole, wherein the distance between the anchor head and the hole bottom is 3-5 cm. After the rod body is inserted, a grout stop plug is installed, and the orifice is tightly blocked in time.
Grouting the anchor rod: the grouting water-cement ratio is 1:1, M20, the pressure was adjusted to 0.3MPa or more, and the slurry was gradually injected.
Fifthly, installing an anchor rod backing plate after anchoring, screwing down a fastening nut, and ensuring that the pullout resistance of the anchor rod is not less than 150 KN.
(2) Mortar anchor rod construction
a. In-tunnel support and protection
The mortar anchor rod guarantees the drilling position and hole depth precision of the anchor rod during construction.
b. The construction method of the grouting anchor rod is the same as that of the hollow grouting anchor rod, and only the M20 mortar is injected firstly and then the anchor rod is installed.
The aperture of the mortar anchor rod is 4.2cm, and the pulling resistance of the anchor rod after installation is more than or equal to 50 KN.
c. The grouting anchor rod hole is drilled by using a pneumatic drill, the drilling machine is fixed by the mounting support before drilling, the drilling position of the anchor rod is ensured to be vertical to the rock surface, the deviation from the designed hole position is required to be not more than +/-150 mm, the drilling depth is not less than the actual value, and the depth overlength value is not more than 100 mm. After drilling, the hole is cleaned by high pressure wind, then grouting is carried out, the grade of cement mortar is not lower than M20, the proportion is determined by experiments, and the grouting pressure is not less than 0.5 Mpa. And after grouting, timely inserting the anchor rod body, when the anchor rod is inserted to the designed depth, mortar should flow out from the orifice, and if no mortar flows out, pulling out the anchor rod body and re-grouting. The anchor rod is made of HRB335 deformed steel with the diameter of 22mm, each length is 2.5-4.0m, and a backing plate and a nut of the anchor rod are installed after the anchor rod is inserted into the anchor rod and mortar is initially set.
2. Reinforcing mesh installation
(1) The reinforcing mesh is installed after the system anchor rod is constructed, and the reinforcing mesh is processed and installed according to the design requirement and is laid along with the fluctuation of the sprayed surface.
(2) When in use, attention is paid to: before processing, the reinforcing steel bar is straightened, derusted, degreased and the like, so that the construction quality of the reinforcing steel bar is ensured. The anchor rod is fixed firmly at the same location, the gap between the reinforcing mesh and the sprayed surface is about 3cm, the concrete protective layer is more than 2cm, and the lap length is not less than 30 times of the diameter of the reinforcing.
3. Steel frame construction
(1) The steel frame is processed and formed in a steel frame processing field, and the lofting is performed according to the following steps: 1, controlling the size of a large sample, reserving welding shrinkage and cutting machining allowance according to process requirements, forming the section steel frame by cold bending, and welding a connecting plate at a joint.
(2) After each steel frame is processed, putting the steel frames on a cement ground for trial assembly, wherein the allowable error of peripheral assembly is +/-3 cm, and the plane warping is less than 2 cm. The steel frame is erected in time after excavating or spraying concrete.
(3) Before installation, the false slag and impurities under the bottom feet are removed. Steel frame installation tolerance deviation: the deviation of the steel frame distance, the transverse position and the elevation from the design position is not more than +/-5 cm, and the inclination is not more than +/-2 degrees.
(4) When the steel frames are assembled and connected, all the steel frames are connected through high-strength bolts, and the connecting plates are closely attached.
(5) The steelframe footing should be arranged in on firm basis, and the steelframe should closely paste the country rock as far as possible and with the stock welding firm during the installation, adopts the screw-thread steel to carry out longitudinal connection according to the design interval between the steelframe.
(6) After the installation of the steel arch springing is finished, the locking anchor pipe is immediately arranged according to the design requirement.
(7) After the lower half part is excavated, the steel frame is timely dropped and lengthened, and is closed into a ring.
(8) The steel frame and the sprayed concrete form a whole, the gap between the steel frame and the surrounding rock is filled with the sprayed concrete to be compact, and the thickness of the protective layer is not less than 4 cm.
4. Sprayed concrete
The sprayed concrete adopts a wet spraying process, and the construction quality of the sprayed concrete is in accordance with the highway engineering quality inspection and evaluation standard JTGF 80/1-2017.
The construction key points of the wet spraying concrete are as follows:
(1) selecting common Portland cement, hard clean sand or coarse sand with fineness modulus larger than 2.5, continuously grading crushed (cobble) stones with grain size of 4.75-9.5mm, and testing the qualified mixture with water;
(2) the sprayed concrete is mixed according to a designed mixing ratio strictly, and the mixing ratio and the mixing uniformity must be checked every shift;
(3) before spraying concrete, carefully checking the size of the section of the tunnel, cleaning and treating the underexcavated part and all cracked, crushed and disintegrated damaged rocks, removing pumice and wall corner virtual slag, and cleaning the rock surface and embedding a spray layer thickness control mark nail;
(4) the sprayed concrete material is fed and mixed by forced mixer and transported mechanically to the spraying position in the hole. The spraying operation is performed by segmentation and block division, the wall is firstly, then, the arch is arched, and the spraying nozzle performs repeated slow spiral motion from bottom to top, and the diameter of the spiral is about 20-30cm, so as to ensure that the concrete is sprayed compactly. Simultaneously, the wind pressure, the water pressure and the jet distance are mastered, and the rebound quantity of the concrete is reduced;
(5) the primary spraying is carried out immediately after the reinforcing mesh is laid by the subsection excavation, and the thickness is as follows: 20mm-50mm to seal the rock surface as early as possible and prevent the surface layer from weathering and stripping.
(6) After the anchor rods, the hanging net and the steel frame are installed, the re-spraying concrete is sprayed to form a spraying anchor supporting system as soon as possible so as to inhibit displacement of the surrounding rock. And (3) carrying out secondary spraying to pay attention to leveling the rock surface, wherein the surface flatness allows deviation: the side wall is 5cm, and the arch part is 7cm, so that a waterproof layer can be laid conveniently;
(7) after the sprayed concrete is finally set for 2 hours, carrying out water spraying maintenance for not less than 7 days;
(8) when the concrete is sprayed and then excavated, the interval between the next blasting time and the completion time of the concrete spraying is not less than 4 hours;
(9) in the water section, the water quantity is required to be installed for drainage and isolation, and then the concrete is sprayed.
Ninthly, monitoring and measuring
The large-section tunnel with complex geological conditions is large in excavation area, different in buried depth, complex in geological structure and poor in surrounding rock physical and mechanical properties, large deformation and too high in deformation speed are easy to generate after tunnel excavation, monitoring and measuring must be carried out on a construction site to guarantee tunnel construction safety, so that judgment is made on tunnel stability, deformation development trend of tunnel surrounding rock and surrounding rock stress balance state are mastered, construction is guided, meanwhile prejudgment can be made on safety of a tunnel under construction, when monitoring and measuring data are abnormal, early warning is timely carried out, tunnel geological disaster accidents can be reduced, and construction period delay is reduced.
1. The monitoring measurement items are as follows:
TABLE 1 Tunnel monitoring and measuring item table
Remarking: b is the tunnel excavation width, and h is the tunnel burial depth;
2. monitoring data processing and feedback
(1) And (3) drawing a temporal curve (or a scatter diagram) and a spatial relation curve for the field measurement data in time.
(2) The displacement-time curve, the displacement speed-time curve and the displacement-distance excavation surface curve can be obtained according to the measured data, regression analysis is carried out on the measured data to obtain the displacement-time curve, and when the horizontal convergence displacement speed is 0.1-0.2 mm/day and the vault displacement speed is below 0.1 mm/day, the surrounding rock can be generally considered to be basically stable.
(3) When the displacement-time curve has a reverse bending point, the surrounding rock and the support are in an unstable state, the dynamic state of the surrounding rock should be closely monitored, the support is strengthened, and the excavation is suspended if necessary.
(4) The measured relative displacement value of any point of the peripheral wall of the tunnel or the total relative displacement calculated by regression analysis is smaller than the numerical value listed in the specification 'relative displacement value allowed by the periphery of the tunnel'. When the displacement rate is not obviously reduced, and the actually measured displacement value is close to the standard value at the moment, or obvious cracks appear on the surface of the sprayed layer, reinforcement measures are immediately adopted, and the original support design parameters or the excavation method are adjusted.
(5) And performing comprehensive judgment according to the measurement result, and determining the deformation management level so as to guide construction.
The process is applied to the construction of the inlet end and the outlet end of the tunnel in the village in the second high-speed contract section from Maitreya to Yuxi.
1. Overview of the engineering:
the special long tunnel in the village is a technical standard of a bidirectional six-lane highway of a split tunnel, the starting point pile number of the right line is K104+230, the end point pile number is K108+365, and the total length is 4135 m; the pile number of the starting point of the left line is ZK104+250, the pile number of the terminal point is ZK108+323, and the total length is 4073 m. The designed speed per hour is 100km/h, and belongs to a tunnel with an ultra-large section.
In the mountainous areas of Yunnan plateau at the tunnel site area, the strong rising and falling amplitude of the earth crust is large under the influence of the hill-preference movement and the new structure, the cutting depth of the gully is deep, and the difference of the terrain height is large. The highest elevation 2190.0m, the lowest elevation 1815.2m and the relative maximum elevation difference 374.8m of the field, and the tunnel traverses a mountain slope and has a steeper longitudinal slope. The landform type belongs to the structure-erosion and denudation type low-middle mountain landform. The field area is located in the Diandon platform ruffle of the Yangzi quandai platform, two faults and rock stratum monoclinic output exist, the faults control the stratum occurrence of the whole tunnel site area, the rock mass joint crack develops, and two bad geologic bodies exist. The tunnel geological conditions are complex, the construction difficulty is high, and the task is heavy.
2. Construction conditions are as follows:
two ends of the special long tunnel in the village are successively tunneled from 2020 to the middle of 4 months, and 2732 meters are accumulated up to now.
3. And (3) engineering evaluation:
the construction method is effectively applied to the construction of the special long tunnel engineering in the big village, the construction is safe and reliable, the progress is fast, the supporting quality meets the requirements of design and specification, the construction method is used as a key controlled engineering, the tunnel construction is smoothly advanced, and the project is guaranteed to be completed according to the quality on time.
The above description is only for the purpose of illustrating the present invention and the appended claims, and the scope of the present invention is not limited thereto, and any person skilled in the art can substitute or change the technical solution and the inventive concept of the present invention within the technical scope of the present invention.
Claims (9)
1. A construction process of an oversized section tunnel under complex geological conditions is characterized by comprising the following steps: the advanced geological forecast is utilized, the monitoring measurement and the MIDAS/GTS software tunnel simulation analysis are used for assisting, and the three-step seven-step reservation core soil method circular excavation support is combined with the advanced support for construction.
2. The construction process of the ultra-large section tunnel with the complex geological condition as claimed in claim 1, is characterized by comprising the following specific process steps:
(1) construction preparation;
(2) advanced geological forecast;
(3) performing tunnel simulation analysis on MIDAS/GTS software;
(4) advancing the tunnel and advancing the construction of the large pipe shed;
(5) constructing an advance support;
(6) excavating three steps and seven steps by a reserved core soil method;
(7) drilling and blasting construction;
(8) supporting the tunnel body in the initial stage;
(9) monitoring and measuring;
(10) and (5) repeating the steps (5), (6), (7), (8) and (9).
3. The construction process of the ultra-large section tunnel with the complex geological condition as claimed in claim 2, wherein: the advanced geological forecast is used for forecasting the change of the strata lithology, the geological structure, the unfavorable geological condition, the underground water and the surrounding rock level by utilizing a geological radar method and adopting a geophysical prospecting and drilling mode.
4. The construction process of the ultra-large section tunnel with the complex geological condition as claimed in claim 2, wherein: the MIDAS/GTS software tunnel simulation analysis comprises stability analysis of a tunnel wall reinforcement form, stability analysis of a weak layer, dynamic earthquake resistance analysis, concrete lining structure analysis, stability analysis of a tunnel entrance, underground water influence analysis caused by tunnel excavation, stress-seepage coupling analysis, construction stage analysis and stability analysis of a connecting part and a middle section of an escape channel.
5. The construction process of the ultra-large section tunnel with the complex geological condition as claimed in claim 2, wherein: the advanced support construction comprises advanced small pipe shed construction in a tunnel, advanced small pipe construction, advanced anchor rod construction and grouting.
6. The construction process of the tunnel with the ultra-large section under the complex geological condition as claimed in claim 2, wherein the concrete working procedures of the three-step seven-step reserved core soil excavation method are as follows:
(1) annularly excavating an upper arc guide pit, reserving core soil, circularly advancing the excavation to a depth of less than 1.5m, immediately spraying concrete of 3-5cm, and timely carrying out primary support by a new Austrian method according to design requirements after excavation;
(2) after the upper arc-shaped pilot tunnel is excavated to a certain distance, respectively excavating left and right secondary steps by lagging the upper arc-shaped pilot tunnel, and timely constructing primary support;
(3) lagging the left and right side secondary steps, excavating left and right side lower steps, and applying primary support in time;
(4) respectively excavating upper, middle and lower steps to reserve core soil, wherein the excavation footage is consistent with the circulating footage of each step;
(5) and finally, excavating the tunnel bottom in sections, and constructing an inverted arch primary support, sealing and looping.
7. The construction process of the ultra-large section tunnel with the complex geological condition as claimed in claim 2, wherein: the hole body primary support comprises anchor rod construction, reinforcing mesh installation, steel frame construction and concrete spraying.
8. The construction process of the ultra-large section tunnel with the complex geological condition as claimed in claim 2, wherein: the monitoring and measuring items comprise geological and supporting observation inside and outside the tunnel, peripheral displacement, vault subsidence, ground subsidence and arch foot subsidence.
9. The construction process of the ultra-large section tunnel with the complex geological condition as claimed in claim 2, wherein: the monitoring and measuring points are distributed at the top and two sides of the tunnel.
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