CN113446030A - Construction method and monitoring system of V-type surrounding rock reinforced primary lining pressure tunnel - Google Patents
Construction method and monitoring system of V-type surrounding rock reinforced primary lining pressure tunnel Download PDFInfo
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- CN113446030A CN113446030A CN202110879767.6A CN202110879767A CN113446030A CN 113446030 A CN113446030 A CN 113446030A CN 202110879767 A CN202110879767 A CN 202110879767A CN 113446030 A CN113446030 A CN 113446030A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- 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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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
- E21D11/183—Supporting means for arch members, not provided for in E21D11/22
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/008—Anchoring or tensioning means
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/02—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection having means for indicating tension
Abstract
The invention discloses a construction method and a monitoring system of a V-type surrounding rock reinforced primary lining pressure tunnel, which relate to the technical field of rock-soil construction and comprise the following steps: s1, preparing construction, namely observing geological states; s2, measuring and setting out, namely monitoring the tunnel convergence, crown settlement, surface inherent cracks and anchoring effect; s3, mounting the mortar anchor rods, the reinforcing mesh and the steel arch frame and constructing sprayed concrete; s4, manufacturing and installing the lining steel pipe and pouring the lining concrete of the steel pipe; and S5, performing tunnel backfill grouting and consolidation grouting. The invention can construct the V-type surrounding rock reinforced primary lining pressure tunnel, can also perform novel feedback adjustment construction operation obtained by monitoring and utilizing the whole process, has stronger guidance on safe construction, and realizes informatization construction.
Description
Technical Field
The invention relates to the technical field of rock-soil construction, in particular to a construction method and a monitoring system of a V-type surrounding rock reinforced primary lining pressure tunnel.
Background
The construction amount of the tunnel is huge, the geological conditions for constructing a part of pressure tunnels are not ideal, the tunnel belongs to V-type surrounding rocks, the V-type surrounding rocks are strongly weathered or completely weathered rock masses and are seriously influenced by geological structures, joint cracks grow extremely, mud is filled in the cracks, and the mechanical property is poor. The rock mass is in a gravel, silt and detritus discrete body structure, the structure surface is in a disordered and unstable combination, the underground water activity is strong, the water inflow is large, the structure is unstable, accidents such as collapse are often caused, and great potential safety hazards exist in the construction.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides the construction method and the monitoring system of the V-type surrounding rock reinforced primary lining pressure tunnel, which can be used for carrying out the novel feedback adjustment construction operation obtained by monitoring and utilizing the whole process, have stronger guidance on safe construction and realize information-based construction.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a construction method of a V-type surrounding rock reinforced primary lining pressure tunnel comprises the following steps:
s1, construction preparation, observation of geological state;
s2, measuring and setting out, and monitoring tunnel convergence, crown settlement, surface inherent cracks and anchoring effects;
s3, mounting the mortar anchor rods, the reinforcing mesh and the steel arch frame and constructing sprayed concrete;
s4, manufacturing and installing the lining steel pipe and pouring the lining concrete of the steel pipe;
and S5, performing tunnel backfill grouting and consolidation grouting.
As an improvement of the above technical solution, in step S2, after tunnel convergence, crown settlement, surface inherent cracks and anchoring effects are monitored, detection data are timely sorted and analyzed, and a relation curve of deformation and time, and a relation curve of deformation and excavation progress are drawn.
As a further improvement of the above technical solution, in step S2, the monitoring of tunnel convergence includes the following steps: and each thirty meters of the V-type surrounding rock is provided with a section, and each section is provided with two horizontal measuring lines for measuring the relative displacement of the side wall and the arch part.
As a further improvement of the above technical solution, in step S2, the monitoring of the top arch settlement includes the following steps:
the method is characterized in that a measuring point is arranged every thirty meters on the V-type surrounding rock, an observation point is arranged at the top arch part of each section, and a fixed leveling point is arranged near the observation point so as to measure the top arch elevation by using a precise level gauge and calculate the sinking amount of the arch part.
As a further improvement of the above technical solution, in step S3, the construction of the mortar anchor rod includes the following steps:
drilling by using an anchor rod, and inserting a grouting pipe to the bottom of a drilled hole after the drilling is finished;
after grouting is started, the grouting pipe is pulled out, and a grouting pipe opening is always kept in mortar;
blocking an orifice during grouting, inserting the rod body after the grouting pipe is fully pulled out of the mortar, and pulling out the rod body for re-grouting if no mortar overflows from the orifice;
after the rod body is in place, the wooden ware or the small stones are used for being clamped in the hole opening, so that the rod body is prevented from sliding out.
As a further improvement of the above technical solution, in step S3, the construction of spraying concrete includes the following steps:
and arranging the spray head on the sprayed surface, wherein the included angle between the spray head and the sprayed surface is 70-90 degrees, and spraying the side wall, the wall top, the arch springing and the vault.
As a further improvement of the above technical solution, in step S3, the construction of the reinforcing mesh includes the following steps:
spot welding the steel bars into meshes, and installing the meshes into a steel bar net, wherein the lap length of the meshes is not less than 200 mm;
the reinforcing mesh is provided with a rock surface, and the rock surface is paved after a layer of concrete is sprayed on the rock surface.
As a further improvement of the above technical solution, in step S4, the steel pipe lining concrete pouring includes the following steps:
s41, before concrete pouring, checking whether the stability of the steel pipe support, the corrosion prevention of the outer wall of the steel pipe, the diameter increasing ring of the steel pipe, the water stopping ring of the steel pipe and the embedded part meet the design requirements, and after the concrete pouring is checked to be qualified, performing concrete pouring;
s42, pouring the steel pipe lining concrete in sections from the inside of the hole to the opening, wherein the length of each section is divided according to the length of the steel pipe section;
s43, when the first section is poured, the vertical surface of the top end of the steel pipe is tightly sealed by a template and is firmly supported, when concrete is poured to the last section, the bottom and two sides of the steel pipe are sealed by the template, the circular concrete construction is finished when the concrete is poured to the height of the template, the height of 1.0-1.5 meters is reserved at the upper part of the template, and pouring is carried out in the next cycle;
s44, pouring concrete by adopting a step method construction mode, wherein the step width is not less than 2m, each section of pouring is carried out in a layered mode, the layered thickness is not more than 600mm, and the pouring layer surface is kept flat; when concrete is poured at the bottom, two sides and the top of the steel pipe, the concrete is weighed and rises uniformly;
s45, paving cement mortar on the new and old concrete construction joints on the step surfaces of the next cycle and the previous cycle before pouring the first layer of concrete so as to ensure that the construction joints of the new and old concrete are well combined; the concrete put into the warehouse should be vibrated in time without piling up, and the embedded parts, especially the water stop copper sheet, the stiffening ring and the water stop ring should be vibrated carefully and if necessary, should be compacted by manual tamping.
The invention also discloses a monitoring system which comprises a monitor and is used for monitoring the construction process of the V-type surrounding rock reinforced primary lining pressure tunnel as claimed in any one of claims 1 to 9.
As a further improvement of the technical scheme, the distance between the monitor and the tunnel face is less than 1 meter so as to obtain data information of deformation in the whole construction process.
As a further improvement of the technical scheme, after the monitor is installed, initial data are measured within 12 hours after excavation of the working face and before next excavation, and the subsequent observation frequency is according to the following principle: monitoring once after one excavation cycle or one excavation part is finished in the initial stage;
when the deformation rate is obviously reduced, the observation frequency can be properly reduced;
when the deformation value and the deformation rate are large, the observation frequency is encrypted, and the deformation value is timely reported to a geological exploration unit and a design unit.
The invention has the beneficial effects that: can strengthen just lining pressure tunnel to V type country rock and construct, but also can carry out the novel feedback adjustment construction operation that the overall process monitoring utilized to acquire, have stronger guidance to safe construction, realize the information-based construction.
Drawings
The invention is further illustrated with reference to the following figures and examples.
FIG. 1 is a flow chart of the construction process of the present invention;
FIG. 2 is a diagram of a convergence station arrangement of the present invention;
FIG. 3 is a top arch subsidence monitoring diagram of the present invention;
FIG. 4 is a process flow diagram of the overall process monitoring informatization of the present invention.
Detailed Description
The conception, the specific structure, and the technical effects produced by the present invention will be clearly and completely described below in conjunction with the embodiments and the accompanying drawings to fully understand the objects, the features, and the effects of the present invention. It is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments, and those skilled in the art can obtain other embodiments without inventive effort based on the embodiments of the present invention, and all embodiments are within the protection scope of the present invention. In addition, all the connection/connection relations referred to in the patent do not mean that the components are directly connected, but mean that a better connection structure can be formed by adding or reducing connection auxiliary components according to specific implementation conditions. All technical characteristics in the invention can be interactively combined on the premise of not conflicting with each other.
Referring to fig. 1, the invention discloses a construction method of a V-type surrounding rock reinforced primary lining pressure tunnel, which comprises the following steps:
s1, construction preparation, observation of geological state:
in order to comprehensively collect and master the deformation and stress conditions of surrounding rocks and supports of the tunnel engineering in the construction process, and combine the characteristics of the topographic and geological conditions, the support types and the construction method of the tunnel engineering, the following monitoring and measuring items are selected and determined: the method comprises the following steps of geological and support condition observation, convergence monitoring, crown settlement monitoring, surface inherent crack monitoring and anchoring effect monitoring.
The observation instrument is installed and buried closely following the work, and the distance from the observation instrument to the tunnel face is not larger than 1m, so that the deformation data information of the whole process of the surrounding rock can be obtained. After the observation instrument is installed, initial data are measured within 12 hours after the excavation of a working face and before the next excavation, and the subsequent observation frequency is determined according to the following principle: excavating one or monitoring the excavated part once in the initial stage; when the deformation rate is obviously reduced, the observation frequency can be properly reduced; when the deformation value and the deformation rate are large, the observation frequency is encrypted, and the deformation value is timely reported to a geological exploration unit and a design unit.
And (3) observing the geological state: after each explosion, the name, category, rock stratum inclination angle, trend, change condition and trend, fault, joint, crack development, development condition, water seepage in the hole, water burst position, mileage, flow rate and the like of the surrounding rock are observed and confirmed, and the observation frequency is once per cycle.
And (3) observing the supporting condition: and observing the conditions of primary support and secondary lining, and paying attention to the development trend of displacement and deformation so as to ensure the construction safety and feed back whether the support structure is reasonable or not.
The method also comprises the step S2 of measuring and setting out, monitoring the tunnel convergence, crown arch settlement, surface inherent cracks and anchoring effects, and after monitoring the tunnel convergence, crown arch settlement, surface inherent cracks and anchoring effects, timely arranging and analyzing detection data, and drawing relation curves of deformation and time, deformation and excavation progress:
in step S2, the monitoring of tunnel convergence includes the following methods: the V-type surrounding rock is provided with a section every thirty meters, each section is provided with two horizontal measuring lines for measuring the relative displacement of the side wall and the arch part, the V-type surrounding rock is an important means for judging the stability of the surrounding rock, and the arrangement of convergence measuring points refers to a figure 2.
Referring to fig. 3, in step S2, the monitoring of top arch subsidence includes the following methods: the method is characterized in that a measuring point is arranged every thirty meters on the V-type surrounding rock, an observation point is arranged at the top arch part of each section, and a fixed leveling point is arranged near the observation point so as to measure the top arch elevation by using a precise level gauge and calculate the sinking amount of the arch part.
And (3) monitoring the inherent cracks on the surface: the change condition of the existing fault, crack and bedding surface on the surface is mainly monitored, and the change of the crack is reflected by installing and burying a high-precision infinite displacement meter or a crack meter on the surface of the crack.
Monitoring the anchoring effect: mainly be to stock anchor power monitoring, through installation monitoring instrument on typical position stock, monitor the anchor power of stock, reflect stock anchor condition and anchor effect, mainly adopt the stock dynamometer to monitor.
And (5) sorting and analyzing the monitoring data in time, and drawing relation curves of deformation and time and deformation and excavation footage according to the data after the monitoring data are sorted. When the deformation is abnormal, the observation data is rechecked, and the geological condition and the temporary support are subjected to macroscopic investigation.
In order to ensure the quality of the monitoring result and accelerate the feedback speed of information, all monitoring data are managed by a computer, and monitoring monthly reports are submitted to a supervision, design and investigation unit in time.
When the deformation amount and the deformation rate are not obviously reduced, the measured displacement relative value is close to the allowable displacement relative value, or the measured displacement speed is suddenly increased, reinforcement measures must be taken immediately, the construction procedure or design parameters are changed, and the excavation is stopped immediately to carry out construction treatment if necessary. Meanwhile, the monitoring frequency should be encrypted, and the observation information should be fed back in time.
The invention also comprises a step S3, the installation of the mortar anchor rods, the reinforcing mesh and the steel arch frame and the construction of the sprayed concrete are carried out:
the construction of the mortar anchor rod comprises the following method steps:
drilling by using an anchor rod, and inserting a grouting pipe to the bottom of a drilled hole after the drilling is finished;
after grouting is started, the grouting pipe is pulled out, and a grouting pipe opening is always kept in mortar;
blocking an orifice during grouting, inserting the rod body after the grouting pipe is fully pulled out of the mortar, and pulling out the rod body for re-grouting if no mortar overflows from the orifice;
after the rod body is in place, the wooden ware or the small stones are used for being clamped in the hole opening, so that the rod body is prevented from sliding out. When the mortar does not reach 70% of the design strength, the mortar cannot randomly collide and hang heavy objects. After the anchor rod is installed, the anchor rod cannot be knocked randomly.
The construction of the sprayed concrete comprises the following method steps:
and arranging the spray head on the sprayed surface, wherein the included angle between the spray head and the sprayed surface is 70-90 degrees, and spraying the side wall, the wall top, the arch springing and the vault. The spraying operation is carried out sequentially from bottom to top in a segmented and layered mode, firstly, the side wall is arranged at the top of the wall, then, the arch foot is arranged at the top of the wall, and then, the arch is arranged at the top of the wall, so that dead corners are avoided.
The construction of the reinforcing mesh comprises the following method steps:
spot welding the steel bars into meshes, and installing the meshes into a steel bar net, wherein the lap length of the meshes is not less than 200 mm;
the reinforcing mesh is provided with a rock surface, and the rock surface is paved after a layer of concrete is sprayed on the rock surface.
Installing and constructing a steel arch frame: and before the arch centering is installed, whether the manufacturing quality of the steel arch centering meets the design requirements is checked. The steel arch frame is required to be installed according to the designed position and the spacing position, the steel arch frame and the surrounding rock are required to be as close as possible, a gap of 2 cm-3 cm is reserved as a protective layer, and when a large gap exists between the steel arch frame and the surrounding rock, a cushion block is required to be arranged for tight cushion.
The method also comprises the step S4, the lining steel pipe is manufactured and installed and the steel pipe lining concrete is poured:
before the installation of inside lining steel pipe, adopt an improvement type fork truck that is used for transporting large-scale tubular product to transport the steel pipe to the assigned position. The lining steel pipe is provided with buttresses which are concrete buttresses, the two sides of the lining steel pipe and the pipe top support are welded by steel pipes, the support interval is 2m, and the contact surfaces of the lining steel pipe support and the wall and the top of the hole are wedged tightly by steel base plates; the allowance of the pipe joint during field installation is cut by heat, and an oxide layer, slag and burrs on a cutting surface are ground by a grinding wheel; longitudinal welding seams of two adjacent sections of lining steel pipes are staggered by 180 degrees; the fixed support of the lining steel pipe and the steel pipe are connected by welding the material which is the same as the material of the steel pipe; the limit deviation of the installation center of the lining steel pipe is not more than 10 mm.
The steel pipe lining concrete pouring method comprises the following steps:
s41, before concrete pouring, checking whether the stability of the steel pipe support, the corrosion prevention of the outer wall of the steel pipe, the diameter increasing ring of the steel pipe, the water stopping ring of the steel pipe and the embedded part meet the design requirements, and after the concrete pouring is checked to be qualified, performing concrete pouring;
s42, pouring the steel pipe lining concrete in sections from the inside of the hole to the opening, wherein the length of each section is divided according to the length of the steel pipe section;
s43, when the first section is poured, the vertical surface of the top end of the steel pipe is tightly sealed by a template and is firmly supported, when concrete is poured to the last section, the bottom and two sides of the steel pipe are sealed by the template, the circular concrete construction is finished when the concrete is poured to the height of the template, and the height of 1.0-1.5 meters is reserved at the upper part of the template for the next circular pouring;
s44, pouring concrete by adopting a step method construction mode, wherein the step width is not less than 2m, each section of pouring is carried out in a layered mode, the layered thickness is not more than 600mm, and the pouring layer surface is kept flat; when concrete is poured at the bottom, two sides and the top of the steel pipe, the concrete is weighed and rises uniformly;
s45, paving cement mortar on the new and old concrete construction joints on the step surfaces of the next cycle and the previous cycle before pouring the first layer of concrete so as to ensure that the construction joints of the new and old concrete are well combined; the concrete put into the warehouse should be vibrated in time without piling up, and the embedded parts, especially the water stop copper sheet, the stiffening ring and the water stop ring should be vibrated carefully and if necessary, should be compacted by manual tamping.
When the plug-in vibrator is used, the thickness of the poured concrete layer is not more than 40 cm, the concrete is sequentially and vertically inserted into the concrete during operation, the concrete is pulled out slowly, the distance between two adjacent inserting positions is not more than 50 cm, and the depth of the concrete inserted into the lower layer is 5-10 cm. The vibration time is determined by taking the concrete surface to be level and the water bubbles and air bubbles to be less as the tamping judgment standard.
The method of the present invention further comprises step S5: and (4) backfilling and grouting the tunnel and consolidating and grouting.
The strength grade of cement used for consolidation grouting is not lower than No. 42.5; the backfilling and grouting are carried out 7-14 days after the backfilling and grouting are finished; the grouting pressure is 1.5-2.0 times of internal water pressure, namely 0.45-0.6 MPa; the direction of the bore is arranged radially or perpendicularly to the lining surface. The number of the grouting holes of each ring (row) is not 6, and the grouting holes are uniformly and symmetrically kept on the cross section; the row spacing of grouting holes is 3m, and the depth of the grouting holes is 3 m; the consolidation grouting construction adopts two steps according to the inter-ring, namely odd ring holes are first-order holes, and even ring holes are second-order holes.
A monitoring system comprising a monitor for monitoring the construction process of the class V surrounding rock reinforced primary lining pressure tunnel according to any one of claims 1 to 9.
The distance between the monitor and the tunnel face is less than 1 meter so as to obtain the data information of deformation in the whole construction process.
After the monitor is installed, initial data are measured within 12 hours after excavation of a working face and before next excavation, and the subsequent observation frequency is according to the following principle: monitoring once after one excavation cycle or one excavation part is finished in the initial stage;
when the deformation rate is obviously reduced, the observation frequency can be properly reduced;
when the deformation value and the deformation rate are large, the observation frequency is encrypted, and the deformation value is timely reported to a geological exploration unit and a design unit.
Referring to fig. 4, the whole process of the invention is monitored, the construction operation is adjusted by using the acquired information feedback, and the invention has stronger guidance on safe construction and realizes information-based construction;
the advanced anchor rods, the annular high-strength anchor rods, the reinforcing mesh, the I-steel arch frames and other multiple modes are adopted for connecting and reinforcing the primary lining, so that the construction safety is high;
the annular high-strength anchor rod has large anchoring load, reduces the density and the number of the anchor rods and effectively reduces the disturbance damage to the surrounding rock mass caused by anchoring drilling;
the improved forklift which is developed by autonomous improvement and used for transporting large pipes is used for transporting the lining steel pipes, so that the efficiency is high, the construction progress is accelerated, and the construction is simple, convenient and safe;
the construction is promoted by adopting a circulating step method, the construction process is complete, the operability is strong, the work efficiency is high, the speed is high, and the construction period is powerfully guaranteed.
In the whole construction process, safety monitoring work is enhanced, the mechanical dynamics and the stability of surrounding rocks and supports in the construction process are mastered in time, and feedback is carried out in time so as to guide construction operation and ensure construction safety; by measuring the deflection and the stress of the surrounding rock and the support, information basis is provided for evaluating and modifying the primary support parameters, mechanical analysis and secondary lining construction time.
The whole process of project construction entry is monitored, and the process is informationized, so that a mechanism for enabling all participators to work cooperatively well is provided. Under the environment of information sharing, some conventional information notices are automatically completed through the main electronic computer, so that the times of manual information exchange among project personnel can be reduced, the information transmission is ensured to be rapid and smooth, and the information feedback and guidance are more timely and effective. The construction process is complete, the operability is strong, the work efficiency is high, the speed is high, and the construction period is shortened.
The monitoring purpose is as follows:
(1) mastering the dynamics of surrounding rocks and a supporting structure, and ensuring the construction safety and the stability of the tunnel surrounding rocks;
(2) acquiring first-hand data (measurement data) through measurement, adjusting support parameters and a construction scheme in time according to the measurement data, and determining arrangement of subsequent processes;
(3) and analyzing and processing the measurement data, and feeding the measurement data back to the project department master room in time so as to facilitate the dynamic control of tunnel construction.
The invention has the beneficial effects that: can strengthen just lining pressure tunnel to V type country rock and construct, but also can carry out the novel feedback adjustment construction operation that the overall process monitoring utilized to acquire, have stronger guidance to safe construction, realize the information-based construction.
While the preferred embodiments of the present invention have been illustrated and described, it will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (11)
1. A construction method of a V-type surrounding rock reinforced primary lining pressure tunnel is characterized by comprising the following steps:
s1, construction preparation, observation of geological state;
s2, measuring and setting out, and monitoring tunnel convergence, crown settlement, surface inherent cracks and anchoring effects;
s3, mounting the mortar anchor rods, the reinforcing mesh and the steel arch frame and constructing sprayed concrete;
s4, manufacturing and installing the lining steel pipe and pouring the lining concrete of the steel pipe;
and S5, performing tunnel backfill grouting and consolidation grouting.
2. The construction method of the V-type surrounding rock reinforced primary lining pressure tunnel according to claim 1, wherein in the step S2, after tunnel convergence, crown settlement, surface inherent cracks and anchoring effects are monitored, detection data are timely sorted and analyzed, and a relation curve of deformation and time, and a relation curve of deformation and excavation progress are drawn.
3. The method of claim 1, wherein the step S2 of monitoring the convergence of the tunnel includes the following steps: and each thirty meters of the V-type surrounding rock is provided with a section, and each section is provided with two horizontal measuring lines for measuring the relative displacement of the side wall and the arch part.
4. The construction method of a V-type surrounding rock reinforced primary lining pressure tunnel according to claim 1, wherein the step S2 of monitoring the settlement of the top arch comprises the following steps:
the method is characterized in that a measuring point is arranged every thirty meters on the V-type surrounding rock, an observation point is arranged at the top arch part of each section, and a fixed leveling point is arranged near the observation point so as to measure the top arch elevation by using a precise level gauge and calculate the sinking amount of the arch part.
5. The construction method of the V-type surrounding rock reinforced primary lining pressure tunnel according to claim 1, wherein in the step S3, the construction of the mortar anchor rod comprises the following method steps:
drilling by using an anchor rod, and inserting a grouting pipe to the bottom of a drilled hole after the drilling is finished;
after grouting is started, the grouting pipe is pulled out, and a grouting pipe opening is always kept in mortar;
blocking an orifice during grouting, inserting the rod body after the grouting pipe is fully pulled out of the mortar, and pulling out the rod body for re-grouting if no mortar overflows from the orifice;
after the rod body is in place, the wooden ware or the small stones are used for being clamped in the hole opening, so that the rod body is prevented from sliding out.
6. The construction method of the V-type surrounding rock reinforced primary lining pressure tunnel according to claim 1, wherein in the step S3, the construction of the sprayed concrete comprises the following steps:
and arranging the spray head on the sprayed surface, wherein the included angle between the spray head and the sprayed surface is 70-90 degrees, and spraying the side wall, the wall top, the arch springing and the vault.
7. The method of claim 1, wherein the step S3 of constructing the reinforcing mesh comprises the following steps:
spot welding the reinforcing steel bars into meshes, and installing the meshes into reinforcing steel bars;
the reinforcing mesh is provided with a rock surface, and the rock surface is paved after a layer of concrete is sprayed on the rock surface.
8. The construction method of the V-type surrounding rock reinforced primary lining pressure tunnel according to claim 1, wherein in the step S4, the steel pipe lining concrete pouring comprises the following method steps:
s41, before concrete pouring, checking whether the stability of the steel pipe support, the corrosion prevention of the outer wall of the steel pipe, the diameter increasing ring of the steel pipe, the water stopping ring of the steel pipe and the embedded part meet the design requirements, and after the concrete pouring is checked to be qualified, performing concrete pouring;
s42, pouring the steel pipe lining concrete in a subsection manner from the inside of the hole to the opening of the hole;
s43, when the first section is poured, the vertical surface of the top end of the steel pipe is tightly sealed by a template and is firmly supported, when the concrete is poured to the last section, the bottom and two sides of the steel pipe are sealed by the template, and the circulating concrete construction is finished when the concrete is poured to the height of the template;
s44, pouring concrete by adopting a step method construction mode, wherein each section of pouring is carried out in a layered mode, the layered thickness is not larger than 600mm, and the pouring layer surface is kept flat;
and S45, paving cement mortar on the new and old concrete construction joints on the step surfaces of the next cycle and the previous cycle before pouring the first layer of concrete so as to ensure that the joint surfaces of the new and old concrete construction joints are well combined, and vibrating the concrete put into a warehouse in time to prevent stacking.
9. A monitoring system, comprising a monitor for monitoring the construction process of the V-type surrounding rock reinforced primary lining pressure tunnel according to any one of claims 1 to 9.
10. A system as claimed in claim 9, wherein the monitor is located less than 1 metre from the face of the tunnel to obtain data on the deformation of the entire construction process.
11. A monitoring system as claimed in claim 10, wherein after the monitor is installed, initial data is acquired within 12 hours after the excavation of the working face and before the next excavation, and the frequency of subsequent observations is in accordance with the following principle: monitoring once after one excavation cycle or one excavation part is finished in the initial stage;
when the deformation rate is obviously reduced, the observation frequency is reduced;
and when the deformation value and the deformation rate are larger, increasing the observation frequency, and timely reporting the deformation value to a geological exploration unit and a design unit.
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