CN113931637A - Shallow-buried water-rich softer rock tunnel construction method - Google Patents
Shallow-buried water-rich softer rock tunnel construction method Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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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
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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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
Abstract
The invention discloses a shallow-buried water-rich soft rock tunnel construction method, and belongs to the technical field of tunnel construction. A shallow-buried water-rich softer rock tunnel construction method comprises the following steps: s01, constructing the hole: constructing a shallow buried section of the cave opening by adopting an open cut method, and constructing 2 meters in the cave by adopting an annular excavation reserved core soil method; s02, excavating a hole body: the method comprises the following steps that a hole section is excavated in an upper layer, a middle layer and a lower layer of a full section by a micro-step method, wherein the excavation is mainly carried out on an upper step, a lower step and an inverted arch; s03, tunnel supporting and waterproof construction: performing primary support after tunnel excavation, spraying concrete, and installing a steel frame support and a reinforcing mesh; changing the anchor rod of the system into a small grouting guide pipe at the position where the deformation and expansion of the surrounding rock are obvious and the water seepage is serious; arranging an auxiliary water drainage guide hole; and stabilizing the surrounding rock by adopting an advanced anchor rod. The invention ensures the construction safety, meets the requirements of progress and quality, and solves the problems of safety, quality and progress of tunnel construction.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a shallow-buried water-rich soft rock tunnel construction method.
Background
In the existing tunnel portal excavation, a core soil entry hole is reserved by adopting a cover arch method and annular excavation; excavating the tunnel body section by adopting a three-step seven-step method and controlling an explosion method or manual digging; advanced geological forecast is carried out by adopting a geological radar detection method and combining with face geological sketch; the water seepage treatment of the water-rich surrounding rock adopts a grouting consolidation technology.
The prior art has long construction time and is unsafe. During manual drilling and blasting operation, surrounding rocks are in an extremely unstable state; the disturbance to surrounding rocks is large, and the situation that field operators refuse construction due to the fact that personal safety cannot be guaranteed is easily caused; meanwhile, the phenomenon of overbreak and underexcavation exists. The construction quality is difficult to guarantee, the workload of subsequent support backfilling is large, and the construction cost is increased.
Disclosure of Invention
The invention aims to provide a shallow-buried water-rich softer rock tunnel construction method, which is characterized in that a mechanized operation mode replaces manual operation to ensure construction safety and meet the requirements of progress and quality by 'water interception and drainage, surface advanced reinforcement, slope cutting and load reduction, slope monitoring, virtual tunnel portal, arch sleeving method and annular excavation reserved core soil entry' comprehensive construction technology entry; to solve the problems existing in the prior art.
In order to achieve the purpose, the invention adopts the following technical scheme:
a shallow-buried water-rich softer rock tunnel construction method comprises the following steps:
s01, constructing the hole: constructing a shallow buried section of the cave opening by adopting an open cut method, and constructing 2 meters in the cave by adopting an annular excavation reserved core soil method;
s02, excavating a hole body: the method comprises the following steps that a hole section is excavated in an upper layer, a middle layer and a lower layer of a full section by a micro-step method, wherein the excavation is mainly carried out on an upper step, a lower step and an inverted arch; excavating by combining a hydraulic hammer and a hydraulic back shovel and assisting a manual pickaxe drill rod;
s03, tunnel supporting and waterproof construction: performing primary support after tunnel excavation, spraying concrete, and installing a steel frame support and a reinforcing mesh; changing the anchor rod of the system into a small grouting guide pipe at the position where the deformation and expansion of the surrounding rock are obvious and the water seepage is serious; arranging an auxiliary water drainage guide hole; stabilizing the surrounding rock by adopting an advanced anchor rod;
s04, advance geological forecast of the tunnel: and (3) performing comprehensive prediction by adopting engineering geology macro prediction, medium and long distance TSP prediction, short distance surface radar prediction and advanced drilling.
Preferably, in the step S01, the method includes the following steps:
s101, draining water at the hole: before the construction of the opening, a cutting and drainage ditch is arranged for draining water from the opening;
s102, controlling the tunnel side and elevation slope: carrying out slope brushing unloading of slope excavation, and excavating a tunnel as far as possible without a back slope;
s103, excavating a bias open cut tunnel section: clearing the slope along the layer, excavating step by step from top to bottom, hanging a net by using an anchor rod, spraying concrete, closing in time, and performing surface grouting on the part;
s104, setting observation: at least two observation sections are arranged at a shallow buried section of the tunnel opening, each section is provided with a plurality of measuring points, and the deformation conditions of the side slope and the surrounding rock are strictly observed;
s105, reinforcing the advanced small catheter: aiming at the condition that underground water and surface water at the section of the tunnel opening are rich, a small advanced guide pipe is adopted for reinforcement;
s106, advanced geological prediction: advanced geological forecast is carried out by using a geological radar;
s107, constructing a large pipe shed: constructing a large pipe shed for advanced support;
s108, geological rechecking: according to the core sample obtained by drilling, making a drilling geological record, and performing geological recheck with the detection result of a geological radar;
s109, excavating a tunnel: and excavating a hole according to a circular excavation reserved core soil method, adopting an upper step excavation method and a lower step excavation method after the hole is excavated, and additionally arranging a temporary inverted arch on the lower step.
Preferably, in the step S107 of constructing the large pipe shed, the process flow of the large pipe shed construction process is as follows:
measuring and paying off → installing a steel frame → installing a guide wall template → manufacturing and installing guide steel bars and guide pipes → pouring guide wall concrete → erecting a pipe shed construction operation platform → positioning a drilling machine → drilling, and discharging a pipe → grouting → finishing;
the guide wall is formed by pouring C20 concrete at one time, and the circumferential length is deepened to the position of the arch wall foot of the lining; 2I-shaped steel frames are arranged in the guide wall, guide pipes are arranged at the outer edges of the steel frames, and the steel pipes and the steel frames are welded firmly.
Preferably, in the step S107 of constructing the large pipe shed, a single-size hole is drilled, and a hole is drilled and poured during drilling; after the single-number holes are completely drilled, drilling double-number holes, drilling one hole, and filling one hole; and after grouting, filling the steel pipe with M7.5 cement mortar to enhance the strength of the pipe shed.
Preferably, in the step S02 tunnel excavation scheme, the construction process flow is as follows:
measuring and paying off → excavating the hydraulic breaking hammer in place by steps → discharging slag → retesting → repairing the excavated surface → installing an I-shaped steel arch frame → striking a foot-locking anchor rod → striking a system anchor rod → installing a steel bar net piece → spraying concrete → the next cycle.
Preferably, in the step S02 of excavating the hole body, the method includes the following steps:
s201, excavating an upper step: the length of the upper step is controlled to be 4-5 meters, the height is controlled to be 4-5 meters, one roof truss is excavated every time, and the footage is 0.5 meter;
s202, excavating a lower step: when the lower step is excavated, the left side and the right side adopt a staggered excavation method; according to the field situation, firstly excavating the side of the surrounding rock difference on which side, and cutting to length into two steel arches; excavating three steel arches behind the side, wherein the footage is two steel arches;
s203, inverted arch excavation: and the inverted arch excavation is carried out after the upper step and the lower step.
Preferably, in the step S02, the method for excavating the hole further includes:
strictly controlling excavation footage: the excavation footage of the upper step is used as a main index to guide the footage of the lower step, and the left side and the right side of the lower step are propelled together;
controlling the distance left and right by one: the left and right feet of the same arch frame are prevented from being suspended simultaneously;
exception handling: when the surrounding rock is broken, the footage is reduced.
Preferably, in the step S03 of supporting and waterproofing the tunnel, the method further includes:
the initial spraying thickness of the concrete is 3-5 cm;
the steel frames are connected by adopting longitudinal steel bars and used as foot locking anchor pipes;
the longitudinal connecting ribs and the reinforcing mesh are reserved in lap joint length;
the system anchor rods are arranged in a quincunx manner;
arranging annular drain holes at intervals of 3-5 m, and carrying out encryption arrangement according to water seepage conditions;
and a water permeable pipe is arranged in the hole formed in the bedrock, an annular blind ditch is arranged in the annular direction and is arranged on the face of the jet anchor lining, the water permeable pipe of the water drain hole is connected with the annular blind ditch, and the longitudinal distance between the annular blind ditches is 5 meters.
Preferably, in the step S03 of supporting and waterproofing the tunnel, the method further includes:
digging part or all of soft soil from soft rock with shallow depth under the ground, and gradually advancing by adopting an arch protection method;
stabilizing the surrounding rock by adopting an advanced anchor rod method; if the covering layer is thin, and the surrounding rock is loose and broken, the leading small conduit is adopted for reinforcement.
Preferably, in the step S04 tunnel advance geological forecast, the forecast period is as follows:
firstly, performing long-distance advanced geological forecast once by using TSP (Total suspended particulate) every time a tunnel is tunneled for 100 meters;
secondly, performing advanced geological forecast once by using an SIR-20 type geological radar and a 40MHz antenna every 60 meters;
thirdly, performing advanced geological forecast once by using an SIR-20 type geological radar and a 100MHz antenna every 20 meters;
and fourthly, drilling holes in advance, wherein the unfavorable geological zone is drilled every 20-30 meters.
Compared with the prior art, the invention provides a shallow-buried water-rich soft rock tunnel construction method, which has the following beneficial effects:
1. according to the method, tunnel portal construction adopts 'sealing of a tunnel face, construction of an advance pipe shed, construction of an open arch and arch sheathing, grouting and consolidation of surrounding rock', construction of a shallow buried section adopts an open excavation method, construction of 2 meters in a tunnel is realized by adopting an annular excavation reserved core soil method, and the problem of safe entrance of a shallow buried bias soft rock tunnel inlet is solved.
2. According to the invention, a hydraulic hammer and a hydraulic backhoe are combined, the manual pickaxe drill rod is used as an auxiliary for soft rock excavation, and mechanical operation replaces manual operation to form a hole quickly, so that the problems of weak rock mass, unsuitability for blasting, low manual work efficiency and personnel safety are solved.
3. According to the invention, at the position where deformation and expansion of the surrounding rock are obvious and water seepage is serious, the anchor rod of the system is changed into a small grouting conduit for radial grouting to form a stable cementing structure, so that a waterproof effect is achieved, and the expansion pressure of the surrounding rock is reduced.
4. According to the method, the tunnel is comprehensively forecasted by adopting forecasting methods such as engineering geology macro forecast and forecast, medium and long distance TSP forecast, short distance surface radar forecast, advanced drilling and the like, the accuracy rate of judging the surrounding rock level of the whole tunnel reaches over 90%, and a reliable basis is provided for determining the excavation supporting construction scheme.
5. Compared with the traditional drilling and blasting method, the method has the advantages of no need of drilling, safety, adaptability, economy, flexibility, low noise, small gathering and moving of surrounding rock, easy control over-under-excavation, high mechanization degree, simple working procedure, small environmental pollution and the like, and provides reference experience for similar tunnel construction.
6. The invention ensures the construction safety, meets the requirements of progress and quality, and solves the problems of safety, quality and progress of tunnel construction.
The parts which are not involved in the device are the same as or can be realized by adopting the prior art, the invention ensures the construction safety, meets the requirements of progress and quality, and solves the problems of safety, quality and progress of tunnel construction.
Drawings
FIG. 1 is a flow chart of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
Referring to fig. 1, a method for constructing a shallow water-rich softer rock tunnel includes the following steps:
s01, constructing the hole: constructing a shallow buried section of the cave opening by adopting an open cut method, and constructing 2 meters in the cave by adopting an annular excavation reserved core soil method; the problem of shallow-buried bias soft rock tunnel import safety tunnel entry is solved.
The method comprises the following specific steps:
s101, draining water at the hole: before the construction of the hole, the drainage work of the hole is carried out.
Removing dangerous stones at the opening, arranging a water intercepting gutter 5 meters away from the opening line and connecting the water intercepting gutter with a natural gully of a mountain slope toe to ensure smooth drainage; drainage ditches are additionally arranged on two sides of the tunnel, and surface water of mountain bodies on two sides is drained into the natural gullies.
S102, controlling the tunnel side and elevation slope: after the earth surface is cleaned, slope brushing and unloading are carried out for side slope excavation, and excavation is carried out into the tunnel as far as possible without upward slope.
S103, excavating a bias open cut tunnel section: clearing the slope along the layer and excavating step by step from top to bottom; the anchor rod is hung on the net and sprayed with concrete, and the ground surface is locally grouted; so as to consolidate the loose rock mass to form a whole body and ensure the safety of the construction of entering the cave.
Preferably, when the mesh spraying temporary reinforcement is carried out on the tunnel face, two rows of phi 25 mortar anchor rods are arranged along the outer 50 cm of the tunnel excavation outline, the length is 4.5m, the circumferential distance is 0.5 m, the row distance is 0.5 m, and the quincunx arrangement is carried out; and performing earth surface grouting on the tunnel top and the side slopes on the two sides.
S104, setting observation: at least two observation sections are arranged at a shallow buried section of a tunnel opening, each section is provided with a plurality of measuring points, and the conditions of earth surface cracking, earth surface subsidence, slope uphill stable posture and surface water permeation are observed, and the conditions of slope and surrounding rock deformation are strictly observed.
S105, reinforcing the advanced small catheter: aiming at the condition that underground water and surface water at the opening section are rich, the advanced small guide pipe is adopted for reinforcement, so that the safety of operation under the cover arch is ensured.
S106, advanced geological prediction: and (4) performing advanced geological forecast by using a geological radar.
Before the construction of pre-support measures, in order to provide guidance for further construction, the front rock stratum structure and hydrogeological characteristics need to be found out so as to reduce the danger caused by geological disasters or improper support, and therefore advance geological forecast needs to be carried out. And the LTD-2000 ground penetrating radar is adopted for macroscopic control, and the geological abnormal area mentioned in the detection result is assisted with drilling, so that the precision and the accuracy of geological detection are improved.
S107, constructing a large pipe shed: constructing a large pipe shed for advanced support.
The large pipe shed construction process flow is as follows:
measuring and paying off → installing steel frames → installing guide wall templates → manufacturing and installing guide steel bars and guide pipes → pouring guide wall concrete → erecting a pipe shed construction operation platform → positioning a drilling machine, positioning → drilling, pipe laying → grouting → finishing.
Constructing a guide wall according to design requirements, wherein the guide wall is formed by pouring C20 concrete at one time, and the circumferential length is deepened to the position of the arch wall foot of the lining so as to ensure the stability of the guide wall; in order to ensure the construction precision of the long pipe shed, 2I-shaped steel frames are arranged in the guide wall, guide pipes are arranged at the outer edges of the steel frames, and the steel pipes and the steel frames are firmly welded; the pipe shed adopts a seamless steel flower pipe, and outer screw threads are preprocessed at two ends.
Preferably, 2I-shaped 18-type steel frames are arranged in the guide wall, guide pipes with the diameter of 140 mm and the wall thickness of 5 mm are arranged on the outer edges of the steel frames, and seamless steel flower pipes with the outer diameter of 108 mm and the wall thickness of 6 mm are adopted in the pipe shed.
Major pipe shed construction attention:
the construction of the large pipe shed is carried out according to the designed position, the inclination of the drilled hole is measured by using an inclinometer, and the construction direction of the pipe shed is strictly controlled.
Secondly, the submersible drilling machine is selected to meet the requirements of drilling depth and hole diameter, the drilling machine is stable and flexible, and a guide frame is used during drilling.
Thirdly, when drilling, firstly drilling a single-size hole, drilling a hole and pouring a hole; and after the single-number holes are completely drilled, drilling double-number holes, drilling one hole, and filling one hole.
Fourthly, grouting to carry out a field grouting test, adjusting grouting parameters according to actual conditions and obtaining grouting construction experience; and after grouting, filling the steel pipe with M7.5 cement mortar to enhance the strength of the pipe shed.
S108, geological rechecking: according to the core sample obtained by drilling, making a drilling geological record, and performing geological recheck by using drilling data and a detection result of a geological radar; to ensure the smooth construction.
S109, excavating a tunnel: and excavating a hole according to a circular excavation reserved core soil method, adopting an upper step excavation method and a lower step excavation method after the hole is excavated, and additionally arranging a temporary inverted arch on the lower step.
And a short footage and a strong support are adopted for entering the hole.
And the hole is constructed by adopting an annular excavation reserved core soil method, and the hole is short in footage and strong in supporting. Circularly excavating reserved core soil, and controlling the footage of each excavation to be 0.5-1.0 m; after the excavation is finished, a wet spraying process is adopted in time for primary spraying, then an anchor rod is constructed, a net is hung, and steel frame supports are installed.
Preferably, the steel arch frames are spaced by 60 cm/truss, the steel mesh sheets are made of phi 8 steel bars, the grid spacing is 20 cm × 20 cm, two steel frames are connected by phi 22 longitudinal steel bars, the longitudinal connecting bars are circumferentially spaced by 1 m, a locking anchor pipe is constructed, and a certain lap joint length is reserved between the longitudinal connecting bars and the steel mesh sheets according to the design specification requirement.
Wherein, excavation notes:
1) the central line and the elevation meet the design requirements, a total station and a level gauge are used for detection, and technicians perform cyclic inspection once per excavation;
2) the weak surrounding rock tunnel is strictly prohibited from underexcavation, and the lining-period support thickness must be ensured;
3) and (3) observing and performing geological sketch after each excavation, describing bedding, joints, fracture structure conditions of the stratum of the excavation surface, hardness degree of rock mass, water yield and the like, checking the geological condition, and judging the stability of the surrounding rock.
And after the construction of the hole is finished, performing S02 hole body excavation.
In the hole body excavation, the upper layer, the middle layer and the lower layer of the full section are excavated by adopting a micro-step method, wherein the excavation is mainly carried out on an upper step, a lower step and an inverted arch; and the excavation is carried out by adopting the combination of a hydraulic hammer and a hydraulic back shovel and adopting a manual pickaxe drill rod as an auxiliary tool. The problems of weak rock mass, unsuitability for blasting, low manual work efficiency and personnel safety are solved.
The construction process flow is as follows:
measuring and paying off → excavating the hydraulic breaking hammer in place by steps → discharging slag → retesting → repairing the excavated surface → installing an I-shaped steel arch frame → striking a foot-locking anchor rod → striking a system anchor rod → installing a steel bar net piece → spraying concrete → the next cycle.
The method comprises the following specific steps:
s201, excavating an upper step: the length of the upper step is controlled to be 4-5 meters, the height is controlled to be 4-5 meters, one roof truss is excavated every time, and the footage is 0.5 meter;
s202, excavating a lower step: when the lower step is excavated, the left side and the right side adopt a staggered excavation method; according to the field situation, firstly excavating the side of the surrounding rock difference on which side, and cutting to length into two steel arches; excavating three steel arches behind the side, wherein the footage is two steel arches;
s203, inverted arch excavation: and the inverted arch excavation is carried out after the upper step and the lower step.
Wherein, still include:
strictly controlling excavation footage: the excavation footage of the upper step is used as a main index to guide the footage of the lower step, and the left side and the right side of the lower step are propelled together;
controlling the distance left and right by one: the left and right feet of the same arch frame are prevented from being suspended simultaneously; when the common suspension condition occurs, the common suspension condition is a dangerous event; moreover, the arch falling and the collapse are easily caused;
exception handling: when the surrounding rock is broken, collapse easily occurs, footage is reduced, and only 50 cm can be excavated in circulation.
For the construction of the water-rich surrounding rock tunnel, the manual excavation effect is low, and the manual blasting method is not easy to be adopted for construction. Excavating an upper step annular arch part by combining engineering geological characteristics and adopting a mode of mainly using a hydraulic hammer and assisting a manual pickaxe drill rod; the core soil, the lower step and the inverted arch are directly excavated by adopting a mode of combining a hydraulic hammer and a hydraulic back shovel; mechanical operation is adopted as far as possible, manual operation is reduced, construction efficiency is improved, and fast hole forming is achieved.
Wherein, the mechanical and manual excavation operations are strictly controlled.
In the excavation of upper bench, before the hydraulic breaking hammer excavation, need train the operative employee, the whole commander that needs to arrange of excavation. The method comprises the following steps of (1) excavating a main machine of the excavator with a hydraulic breaking hammer to the position near a tunnel face, and excavating the tunnel face; a commander firstly commands the manipulator to try on rock on the face; if the rock is hard and can achieve self-stability, excavating and crushing are carried out from the lower part of the tunnel face; the field commander stands in a safe area, commands the face by using the spotlight flashlight and excavates most of the face from bottom to top. When hard rocks are encountered, the large arm, the small arm and the hydraulic breaking hammer of the excavator can change different angles and directions, and the rocks can be easily broken. If the rock can not be self-stabilized, a commander should command a manipulator to operate a hydraulic breaking hammer to excavate most of the tunnel face from top to bottom; and whether core soil is reserved or not is determined according to the situation of the surrounding rock on site, and the tunnel face of the excavated tunnel is guaranteed to be self-stable. After most of the excavation, local excavation crushing, trimming and danger elimination are carried out on the edge outline of the primary support section under the command of field commanders. In the whole excavation process, the tunnel face has no blind spot for the hydraulic breaking hammer and can be completed by utilizing the hydraulic breaking hammer.
In the lower step excavation, after the upper step is excavated for a certain distance, the lower step excavation can be carried out. The excavation method is the same as that of the upper step, a hydraulic breaking hammer is adopted for longitudinal excavation, and the depth is not more than three steel arches. Firstly, carrying out left and right side slot drawing excavation, and then carrying out middle excavation; the excavation can be directly carried out by adopting a mode of combining a hydraulic hammer and a hydraulic back shovel.
In the inverted arch excavation, before the inverted arch excavation, loose soil of the sidewalk is removed, measurement and paying-off are carried out, and the inverted arch excavation is carried out by using a hydraulic breaking hammer. The excavation length of the inverted arch is generally 10 meters; when the geological condition is poor, the reduction is carried out properly according to the actual situation. After the excavation of each inverted arch and the chamber therein is finished, loading muck by a loader, and transporting the muck to a waste slag yard for storage by a dump truck. And (5) after the slag is discharged, re-measuring the inverted arch and the cavern, and finishing the underdug part by using a breaking hammer.
And (5) performing S03 tunnel supporting and waterproof construction in the process of excavating the hole body.
And (3) tunnel supporting and waterproof construction: after the tunnel is excavated, performing primary support immediately, spraying concrete, and installing a steel frame support and a reinforcing mesh sheet; preventing the weathering instability and collapse accident caused by too long exposure time of the surrounding rock. Carry out the initial shotcrete of concrete, not only can shorten the time that the country rock exposes, can also prevent the disturbance of slagging tap.
Generally, the thickness of the initial spraying of the concrete is 3-5 cm. The steel frames are connected by adopting longitudinal steel bars and used as foot locking anchor pipes; the longitudinal connecting ribs and the reinforcing mesh are reserved in lap joint length; the system anchor rods are arranged in a quincunx manner.
Changing the anchor rod of the system into a small grouting guide pipe at the position where the deformation and expansion of the surrounding rock are obvious and the water seepage is serious; and a stable cementing structure can be formed by radial grouting, so that the waterproof effect is achieved, and the expansion pressure of the surrounding rock is reduced.
Preferably, the space between steel arch frames is 0.5 m/roof truss, the mesh of the steel bars adopts phi 6.5 steel bars, and the space between meshes is 0.2 m multiplied by 0.2 m; every two steel frames are connected by phi 22 longitudinal steel bars at an annular distance of 1 m; the anchor rod of the system adopts phi 22 and is 4.5m long; and at the position where the deformation and expansion of the surrounding rock are obvious and the water seepage is serious, the anchor rod of the system is changed into a phi 42 grouting small conduit.
Meanwhile, the auxiliary water drainage guide hole is arranged to prevent water flow from excessively softening the foundation. Annular drain holes are additionally arranged at intervals of 3-5 m, and are arranged in an encrypted manner according to the water seepage condition; forming holes in bedrock, arranging permeable pipes, and arranging annular blind ditches in an annular manner; the water permeable pipe of the drain hole is connected with the annular blind ditch by a tee joint, and the longitudinal distance between the annular blind ditch and the drain hole is 5 meters.
Preferably, a phi 56 system is arranged around the drain holes at intervals of 3-5 m; in bedrock, the depth of the hole is 4.5 meters; a 50 cm permeable pipe is arranged in the hole, and a phi 50 stiffening TS-elastic plastic permeable pipe is adopted; annular blind ditches are arranged in the annular direction, and phi 50PVC hoses are adopted.
When the soft rock is faced to the soft rock with shallow depth, part or all of soft soil is dug off, and the soft rock is gradually moved forward by adopting an arch protection method.
In addition, the surrounding rock is stabilized by adopting a method of leading anchor rods.
Local looseness, weakness, quick deformation, large pressure and short stabilization time, and the surrounding rock collapse accident is easy to happen after excavation, and the surrounding rock is stabilized by adopting an advanced small-conduit grouting reinforcement method.
The construction needs to step to stabilize the hole, so that the safety of the whole cave is ensured.
The specific situation difference is large in the soft rock tunnel construction process, when the construction method is selected, the characteristics of surrounding rocks of the section are fully combined, a construction scheme with high operability is formulated, the construction scheme is flexibly adjusted, the previous construction experience is used for reference, the feasibility analysis of the scheme is increased, and repeated errors are avoided.
And in the excavation process, performing S04 tunnel advanced geological forecast.
In order to further find out the engineering geology and hydrogeology conditions in front of the tunnel excavation working face, guide the smooth proceeding of engineering construction, reduce the probability and the hazard degree of geological disasters, optimize engineering design, provide geological data for drawing up completion files and need to carry out advanced geological forecast of tunnels.
Aiming at project characteristics, according to the current geological advanced forecasting technical level at home and abroad, in tunnel advanced geological forecasting, engineering geological macroscopic forecasting, medium and long distance TSP forecasting, short distance surface radar forecasting and advanced drilling are adopted for comprehensive forecasting.
The geological advanced prediction is carried out on the tunneling construction by taking a physical prediction method of medium-long distance TSP prediction and short-distance surface radar prediction as a main method and combining advanced drilling and engineering geological macroscopic prediction as an auxiliary method. The accuracy rate of judging the grade of the surrounding rock of the whole tunnel reaches over 90 percent, and reliable basis is provided for determining the excavation supporting construction scheme.
Wherein, medium-long distance forecast: the geological structure surface and the geological structure within the range of 30-100 meters in front of the tunnel face are predicted in detail by TSP202 seismic wave exploration, and the geological structure comprises poor geologic bodies such as a stratum lithologic interface, a structural broken zone, a water-rich zone, a karst development zone and the like, the position, the scale and the approximate occurrence of the poor geologic bodies are researched, and the properties, the rough prediction surrounding rock grade and the underground water condition are presumed.
Short-distance forecasting: and (3) forecasting various types of structural surfaces and corrosion structures within 30 meters in front of the tunnel face by adopting SIR-20 type geological radar detection, and rechecking and verifying TSP forecasting results.
Conventional geological methods: and after excavation, performing conventional geological monitoring before supporting and lining. Exploring the lithologic characteristics of the stratum, the properties, the occurrence and the development degree of the structural surface, the crushing degree and the filling condition of the rock mass, the deformation and damage characteristics of the cave wall, and the outburst and collapse parts.
Geological mapping: and excavating a geological sketch map of the engineering surface, a geological display map of the tunnel body and longitudinal and cross section maps of geological complex sections. On the basis, the geological conditions in the range of 5-20 m in front of the tunnel face are predicted and forecasted.
Wherein, the advance geological forecast period is:
firstly, performing long-distance advanced geological forecast once by using TSP (Total suspended particulate) every time a tunnel is tunneled for 100 meters;
secondly, performing advanced geological forecast once by using an SIR-20 type geological radar and a 40MHz antenna every 60 meters;
thirdly, performing advanced geological forecast once by using an SIR-20 type geological radar and a 100MHz antenna every 20 meters;
and fourthly, drilling holes in advance, wherein the unfavorable geological zone is drilled every 20-30 meters.
On the basis of the various prediction works, comprehensive analysis and evaluation are carried out on the data obtained by the multiple prediction works, mutual evidence is verified, prediction and judgment are carried out by combining geological conditions, development rules, trends and precursors revealed by the excavation working face, corresponding treatment measures are taken, such as stratum reinforcement, underground water grouting plugging, advanced pre-grouting and the like, so that the poor geological section can be smoothly passed through, and favorable guarantee is provided for tunnel construction.
According to the method, a comprehensive construction technology of 'intercepting drainage, surface advanced reinforcement, slope cutting and load reduction, side slope monitoring, virtual portal, arch sleeving method and annular excavation reserved core soil entry' is adopted for entering the tunnel; excavating the upper layer, the middle layer and the lower layer of the full section by adopting a micro-step method; soft rock excavation is carried out by adopting a combination of a hydraulic hammer and a hydraulic back shovel and taking a manual pickaxe drill rod as an auxiliary tool; performing comprehensive forecasting by adopting forecasting methods such as engineering geology macro forecasting and forecasting, medium-long distance TPS forecasting, short distance surface radar forecasting, advanced drilling and the like; the manual operation is replaced by a mechanized operation mode, the construction safety is ensured, the progress and quality requirements are met, and the problems of safety, quality and progress of tunnel construction are solved.
According to the method, tunnel portal construction adopts 'sealing of a tunnel face, construction of an advance pipe shed, construction of an open arch sleeve arch, grouting and consolidation of surrounding rock', construction of a shallow buried section adopts an open excavation method, construction of 2 meters in a tunnel is carried out by adopting an annular excavation reserved core soil method, and the problem of safe entrance of a shallow buried bias soft rock tunnel inlet is solved; the combination of a hydraulic hammer and a hydraulic back shovel is adopted, the manual pickaxe drill rod is used as an auxiliary for soft rock excavation, the mechanical operation replaces manual operation to form a hole quickly, and the problems of weak rock mass, unsuitability for blasting, low manual work efficiency and personnel safety are solved; at the position where deformation and expansion of the surrounding rock are obvious and water seepage is serious, a system anchor rod is changed into a small grouting conduit for radial grouting to form a stable cementing structure, so that a waterproof effect is achieved, and the expansion pressure of the surrounding rock is reduced; the tunnel is comprehensively forecasted by adopting engineering geology macro forecast and forecast, medium and long distance TSP forecast, short distance surface radar forecast and advanced drilling forecast methods, the accuracy rate of judging the whole tunnel surrounding rock level reaches more than 90 percent, and a reliable basis is provided for determining the excavation supporting construction scheme; compared with the traditional drilling and blasting method, the method does not need drilling, has the characteristics of safety, adaptability, economy, flexibility, low noise, small gathering and moving of surrounding rock, easy control and super-undermining, high mechanization degree, simple process, small environmental pollution and the like, and provides reference experience for similar tunnel construction.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered to be within the technical scope of the present invention, and the technical solutions and the inventive concepts thereof according to the present invention should be equivalent or changed within the scope of the present invention.
Claims (10)
1. A shallow-buried water-rich softer rock tunnel construction method is characterized by comprising the following steps:
s01, constructing the hole: constructing a shallow buried section of the cave opening by adopting an open cut method, and constructing 2 meters in the cave by adopting an annular excavation reserved core soil method;
s02, excavating a hole body: the method comprises the following steps that a hole section is excavated in an upper layer, a middle layer and a lower layer of a full section by a micro-step method, wherein the excavation is mainly carried out on an upper step, a lower step and an inverted arch; excavating by combining a hydraulic hammer and a hydraulic back shovel and assisting a manual pickaxe drill rod;
s03, tunnel supporting and waterproof construction: performing primary support after tunnel excavation, spraying concrete, and installing a steel frame support and a reinforcing mesh; changing the anchor rod of the system into a small grouting guide pipe at the position where the deformation and expansion of the surrounding rock are obvious and the water seepage is serious; arranging an auxiliary water drainage guide hole; stabilizing the surrounding rock by adopting an advanced anchor rod;
s04, advance geological forecast of the tunnel: and (3) performing comprehensive prediction by adopting engineering geology macro prediction, medium and long distance TSP prediction, short distance surface radar prediction and advanced drilling.
2. The method for constructing the shallow-buried tunnel rich in water and soft rock as claimed in claim 1, wherein in the step S01, the method comprises the following steps:
s101, draining water at the hole: before the construction of the opening, a cutting and drainage ditch is arranged for draining water from the opening;
s102, controlling the tunnel side and elevation slope: carrying out slope brushing unloading of slope excavation, and excavating a tunnel as far as possible without a back slope;
s103, excavating a bias open cut tunnel section: clearing the slope along the layer, excavating step by step from top to bottom, hanging a net by using an anchor rod, spraying concrete, closing in time, and performing surface grouting on the part;
s104, setting observation: at least two observation sections are arranged at a shallow buried section of the tunnel opening, each section is provided with a plurality of measuring points, and the deformation conditions of the side slope and the surrounding rock are strictly observed;
s105, reinforcing the advanced small catheter: aiming at the condition that underground water and surface water at the section of the tunnel opening are rich, a small advanced guide pipe is adopted for reinforcement;
s106, advanced geological prediction: advanced geological forecast is carried out by using a geological radar;
s107, constructing a large pipe shed: constructing a large pipe shed for advanced support;
s108, geological rechecking: according to the core sample obtained by drilling, making a drilling geological record, and performing geological recheck with the detection result of a geological radar;
s109, excavating a tunnel: and excavating a hole according to a circular excavation reserved core soil method, adopting an upper step excavation method and a lower step excavation method after the hole is excavated, and additionally arranging a temporary inverted arch on the lower step.
3. The method for constructing the shallow-buried tunnel rich in water and soft rock as claimed in claim 2, wherein in the step S107 of constructing the large pipe shed, the process flow of the large pipe shed construction is as follows:
measuring and paying off → installing a steel frame → installing a guide wall template → manufacturing and installing guide steel bars and guide pipes → pouring guide wall concrete → erecting a pipe shed construction operation platform → positioning a drilling machine → drilling, and discharging a pipe → grouting → finishing;
the guide wall is formed by pouring C20 concrete at one time, and the circumferential length is deepened to the position of the arch wall foot of the lining; 2I-shaped steel frames are arranged in the guide wall, guide pipes are arranged at the outer edges of the steel frames, and the steel pipes and the steel frames are welded firmly.
4. The method as claimed in claim 2, wherein in the step S107 of constructing the large pipe shed, a single hole is drilled, and a hole is drilled and filled; after the single-number holes are completely drilled, drilling double-number holes, drilling one hole, and filling one hole; and after grouting, filling the steel pipe with M7.5 cement mortar to enhance the strength of the pipe shed.
5. The method for constructing the shallow-buried tunnel rich in water and soft rock as claimed in claim 1, wherein in the excavation scheme of the tunnel body in the step S02, the construction process flow is as follows:
measuring and paying off → excavating the hydraulic breaking hammer in place by steps → discharging slag → retesting → repairing the excavated surface → installing an I-shaped steel arch frame → striking a foot-locking anchor rod → striking a system anchor rod → installing a steel bar net piece → spraying concrete → the next cycle.
6. The method for constructing the shallow-buried tunnel rich in water and soft rock as claimed in claim 1, wherein in the step of excavating the tunnel body S02, the method comprises the following steps:
s201, excavating an upper step: the length of the upper step is controlled to be 4-5 meters, the height is controlled to be 4-5 meters, one roof truss is excavated every time, and the footage is 0.5 meter;
s202, excavating a lower step: when the lower step is excavated, the left side and the right side adopt a staggered excavation method; according to the field situation, firstly excavating the side of the surrounding rock difference on which side, and cutting to length into two steel arches; excavating three steel arches behind the side, wherein the footage is two steel arches;
s203, inverted arch excavation: and the inverted arch excavation is carried out after the upper step and the lower step.
7. The method of claim 6, wherein in the step S02, the excavation of the tunnel body further includes:
strictly controlling excavation footage: the excavation footage of the upper step is used as a main index to guide the footage of the lower step, and the left side and the right side of the lower step are propelled together;
controlling the distance left and right by one: the left and right feet of the same arch frame are prevented from being suspended simultaneously;
exception handling: when the surrounding rock is broken, the footage is reduced.
8. The method as claimed in claim 1, wherein the step of supporting and waterproofing the tunnel in step S03 further comprises:
the initial spraying thickness of the concrete is 3-5 cm;
the steel frames are connected by adopting longitudinal steel bars and used as foot locking anchor pipes;
the longitudinal connecting ribs and the reinforcing mesh are reserved in lap joint length;
the system anchor rods are arranged in a quincunx manner;
arranging annular drain holes at intervals of 3-5 m, and carrying out encryption arrangement according to water seepage conditions;
and a water permeable pipe is arranged in the hole formed in the bedrock, an annular blind ditch is arranged in the annular direction and is arranged on the face of the jet anchor lining, the water permeable pipe of the water drain hole is connected with the annular blind ditch, and the longitudinal distance between the annular blind ditches is 5 meters.
9. The method of claim 8, wherein the step of supporting and waterproofing the tunnel at step S03 further comprises:
digging part or all of soft soil from soft rock with shallow depth under the ground, and gradually advancing by adopting an arch protection method;
stabilizing the surrounding rock by adopting an advanced anchor rod method; if the covering layer is thin, and the surrounding rock is loose and broken, the leading small conduit is adopted for reinforcement.
10. The method as claimed in claim 1, wherein in step S04, the forecasting cycle of the advanced geological forecasting of the tunnel is as follows:
firstly, performing long-distance advanced geological forecast once by using TSP (Total suspended particulate) every time a tunnel is tunneled for 100 meters;
secondly, performing advanced geological forecast once by using an SIR-20 type geological radar and a 40MHz antenna every 60 meters;
thirdly, performing advanced geological forecast once by using an SIR-20 type geological radar and a 100MHz antenna every 20 meters;
and fourthly, drilling holes in advance, wherein the unfavorable geological zone is drilled every 20-30 meters.
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