CN112832781A - Tunnel construction process - Google Patents
Tunnel construction process Download PDFInfo
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- CN112832781A CN112832781A CN202110208466.0A CN202110208466A CN112832781A CN 112832781 A CN112832781 A CN 112832781A CN 202110208466 A CN202110208466 A CN 202110208466A CN 112832781 A CN112832781 A CN 112832781A
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- 238000010276 construction Methods 0.000 title claims abstract description 86
- 238000000034 method Methods 0.000 title claims abstract description 52
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 44
- 239000010959 steel Substances 0.000 claims abstract description 44
- 238000009412 basement excavation Methods 0.000 claims abstract description 43
- 230000002787 reinforcement Effects 0.000 claims abstract description 23
- 239000011435 rock Substances 0.000 claims abstract description 22
- 238000005259 measurement Methods 0.000 claims abstract description 19
- 239000010410 layer Substances 0.000 claims abstract description 8
- 239000004568 cement Substances 0.000 claims abstract description 6
- 238000009933 burial Methods 0.000 claims abstract description 4
- 238000005192 partition Methods 0.000 claims abstract description 4
- 239000002356 single layer Substances 0.000 claims abstract description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 49
- 239000004567 concrete Substances 0.000 claims description 31
- 238000005422 blasting Methods 0.000 claims description 22
- 239000002689 soil Substances 0.000 claims description 18
- 235000019994 cava Nutrition 0.000 claims description 12
- 239000011150 reinforced concrete Substances 0.000 claims description 9
- 239000004575 stone Substances 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 8
- 230000002265 prevention Effects 0.000 claims description 7
- 238000005086 pumping Methods 0.000 claims description 7
- 239000002360 explosive Substances 0.000 claims description 6
- 239000010865 sewage Substances 0.000 claims description 6
- 238000005507 spraying Methods 0.000 claims description 6
- 239000011381 foam concrete Substances 0.000 claims description 3
- 238000009415 formwork Methods 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 238000000227 grinding Methods 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 210000001503 joint Anatomy 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 238000000746 purification Methods 0.000 claims description 3
- 238000013102 re-test Methods 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 239000000758 substrate Substances 0.000 claims description 3
- 239000002699 waste material Substances 0.000 claims description 3
- 238000012876 topography Methods 0.000 abstract 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
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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
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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
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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
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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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 relates to the technical field of tunnel engineering, in particular to a tunnel construction process, which comprises the following steps: s1, controlling measurement; s2, advanced support construction: according to the geological conditions of surrounding rocks, an advanced anchor rod, a single-layer or double-layer advanced small guide rod and an advanced pipe shed are adopted for advanced support in shallow burial, at a cave entrance, on weak surrounding rocks and in a bed-rock interbedded section; s3, excavating a hole body: excavating a V-level surrounding rock reinforcement section at a tunnel entrance section by adopting a middle partition wall method; s4, primary support; s5, constructing an inverted arch and filling; s6, construction of a tunnel water-proof and drainage system: the method comprises tunnel water-proof and drainage construction and reverse slope drainage construction. The method considers various topography and landforms possibly encountered in the long-distance tunnel construction process, adopts a step excavation method to protect surface buildings, adopts the modes of steel pipe piles, retaining walls, anti-slide piles and the like to reduce the heights of side slopes and upward slopes, avoids the collapse and channel breakage of cement roads on the top of the slopes, adopts a targeted construction scheme aiming at different types of karst geology and ensures the safe and efficient propulsion of tunnel construction.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a tunnel construction process.
Background
In the long distance tunnel work progress, the environment is complicated along the way among the start work process, and randomly distributed's karst geology also can cause the hindrance to the construction to excavation blasting misoperation can cause great hidden danger to neighbouring building because of vibrations.
Disclosure of Invention
The invention aims to solve the problems and provides a tunnel construction process, which adopts the following technical scheme:
a tunnel construction process comprises the following steps:
s1, controlling and measuring: laying GPS points, wire control points and level base points according to a design unit, laying a control precision measurement network outside a hole, establishing a control system inside and outside the hole, and laying main and auxiliary wires in the hole;
s2, advanced support construction: according to the geological conditions of surrounding rocks, an advanced anchor rod, a single-layer or double-layer advanced small guide rod and an advanced pipe shed are adopted for advanced support in shallow burial, at a cave entrance, on weak surrounding rocks and in a bed-rock interbedded section;
s3, excavating a hole body: excavating V-level surrounding rock by adopting an annular excavation reserved core soil method, excavating a V-level surrounding rock reinforcement section at a tunnel inlet section by adopting a middle partition wall method, and excavating a pedestrian crosswalk by adopting a full section method; constructing a tunnel underground excavation section by adopting an anchor spraying construction method, performing smooth blasting, manually excavating a tunnel soil part by adopting mechanical cooperation, perforating the upper part of stone by adopting an air drill, and performing blasting excavation;
s4, primary support: the primary support is constructed in time following the excavation surface, and is supported by a steel bar mesh, a steel frame and an anchor rod;
s5, inverted arch and filling construction: the V-level surrounding rock tunnel is in a curved wall inverted arch lining section form, an inverted arch and inverted arch filling are separately applied, the inverted arch is constructed next to an excavation surface, a trestle platform is adopted for inverted arch filling, and full-width one-time construction is carried out; after the inverted arch is constructed, performing secondary lining by using a hydraulic integral lining trolley, and performing one-step integral pouring construction by using a reinforced concrete arch wall;
s6, construction of a tunnel water-proof and drainage system: the method comprises tunnel water prevention and drainage construction and reverse slope drainage construction; the tunnel water-proof and drainage construction comprises the tunnel entrance water-proof and drainage construction, the tunnel water-proof and drainage construction and the drainage construction of the drainage tunnel.
On the basis of the above scheme, the controlling the measurement process in step S1 includes:
s11, plane control network retest before construction: after control pile points are jointed with an owner technical department, the precision of coordinates of the control points and the elevation of a leveling base point is rechecked, and a measurement result is compared with a jointed control point result after being subjected to leveling difference; after a tunnel body is excavated and supported for 200m, using an out-of-tunnel control point to guide the interior of the tunnel as a construction control point;
s12, plane control and measurement of nearby wires: during construction, through the precision measuring points outside the tunnel, double wires are arranged in the introduced tunnel to form closed wires, and a total station and a precision level are adopted to control the center line of the tunnel; the hole lead point is embedded on the firm and stable ground near the hole by using a phi 22 steel bar, and the pile position is fixed by using concrete; after point location arrangement is finished, using a wire dot as a datum point, using a total station to measure coordinate values of all points on the attached wire, and using a precision level to measure the elevation of all points on the wire from 2 high-grade BM points; the error of six return measurements of the horizontal angle observation positive and negative mirror is less than or equal to +/-2.5', the length of each attached lead is observed back and forth for three times respectively, the average value is taken within the allowable value, and the total length closing error of the lead is less than or equal to +/-1/30000;
s13, elevation control: the height control points are distributed by using buried stones of the plane control points, the precision leveling points are retested by adopting an S1 grade level gauge, the observation precision conforms to the accidental error +/-2 mm, the total error +/-4 mm, the round-trip closure difference is less than or equal to +/-8, retesting is carried out when the error of two times of observation exceeds the limit, and when the retesting result is not more than the limit compared with the original result, the average value of the three measurement results is taken.
Preferably, adopt pile foundation joist barricade to the tunnel exit and prop up the fender, adopt the steel-pipe pile to consolidate in excavation side slope upper portion road surface outside, concrete treatment includes:
(1) arranging steel pipe piles at 0.25m position outside a cement road at the upper part of the excavation side slope, wherein 3 rows of steel pipe piles are arranged, the spacing is 0.5m, the pile length is 8m, the upper part of the steel pipe piles is provided with a crown beam with the thickness of 0.4m, and the longitudinal length of the steel pipe piles is 30 m; drilling a hole by using a down-the-hole drill during the construction of the steel pipe pile, inserting the steel pipe, grouting, and erecting a formwork after the construction of the steel pipe pile is finished to perform crown beam construction;
(2) arranging a retaining wall on a road section with loose soil quality and small soil pressure, wherein the retaining wall is arranged close to a side slope, the gravity type retaining wall is arranged at the upper part of a joist, the height of the wall is 6-10 m, and the length, width and height of the joist are 12m, 3.5-5 m and 1.2-1.5 m; the pile foundation adopts a single row of round piles, the pile diameter is 2m, the pile length is 8-12 m, the pile foundation adopts mechanical pore-forming, C30 underwater concrete is poured after a reinforcement cage is installed, C30 reinforced concrete crown beams are poured after the pile foundation is constructed, the retaining wall adopts C20 sheet stone concrete material, the slope rate of the side slope of the joist excavation is 1:0.3, and the temporary side slope of the wall back of the retaining wall of the joist retaining wall is provided with net-hanging concrete spraying protection;
(3) and arranging the slide-resistant piles on the outer sides of the road sections with loose soil quality and large soil pressure, wherein the long sides of the slide-resistant piles are consistent with the cross section direction, the cross sections are 2m multiplied by 3m, the pile spacing is 5m, the pile length is 20m to 25m, the pile bodies of the slide-resistant piles are C30 reinforced concrete, excavating by adopting a water grinding drilling method, and after pile holes are excavated to the designed elevation, putting a reinforcement cage and pouring concrete.
Preferably, the road section of the building is arranged on the ground surface, excavation is carried out in a controlled blasting mode, and the concrete means comprises the following steps:
(1) adopting a step excavation method, wherein the footage of each cycle of the upper step does not exceed 1 steel frame space;
(2) adopting a special explosive for smooth blasting with the diameter of 20mm or 25 mm;
(3) and arranging cut blast holes by adopting a wedge-shaped cut, additionally drilling hollow holes in the wedge-shaped cut, arranging the cut holes at the bottom of an excavation surface, and detonating the cut layer by layer.
Preferably, the following specific measures are adopted when the karst geology is encountered in the tunnel construction process:
(1) when mud gushing and water inrush are possibly caused by large soft plastic filling old kilns and karst caves around the tunnel, arranging a grout stop wall to perform full-section deep hole pre-grouting reinforcement on the front of a tunnel face, wherein the reinforcement range is not less than 8 meters outside the excavation contour line of the tunnel, and then performing excavation operation;
(2) when large-scale air old kilns, karst caves or semi-filled old kilns and karst caves are encountered around the tunnel, the tunnel can be passed through by adopting top support, substrate reinforcement, crossing and other modes according to the space relation between the tunnel and the caves, and simple supported beam crossing, bridge crossing, arch bridge crossing and other modes are selected according to different address conditions;
(3) when the surrounding of the tunnel encounters a small old kiln and a karst cave, the treatment is carried out by adopting a desilting and backfilling mode, and the following method is adopted according to different positions of the cavity:
A. the cavity is arranged at the bottom of the tunnel: c15 concrete is completely used for replacement and filling when the depth is less than 3m, C15 concrete is used for replacement and filling within 2m when the depth exceeds 3m, and waste slag below 2m is backfilled and grouted for reinforcement;
B. the cavity is arranged on the side wall: building M10 mortar rubbles with the thickness of 2M outside the lining, and backfilling the rest spaces with dry rubbles;
C. the cavity is arranged at the top of the tunnel: c20 concrete arch protection with the thickness of 1.5m is poured above the arch crown, and sand pressing or light foam concrete is filled above the arch protection.
Preferably, when the water is used for water prevention and drainage in the tunnel, the submersible pump is used for pumping the water on the excavated surface to the drainage ditch of the lining section for natural drainage to the sewage treatment tank outside the tunnel for purification and then discharging; rectangular intercepting ditches are arranged outside the tunnel at the inlet and outlet ends of the tunnel and outside the upward slope at a certain distance, and the intercepting ditches are connected with the roadbed and the culvert drainage system outside the tunnel to form a perfect water prevention and drainage system on the earth surface of the tunnel portal.
Preferably, the reverse slope drainage construction specific measures are as follows:
a phi 219mm steel pipe and a one-way valve are arranged at a position 60m from the opening to the face, a movable water tank is arranged at a position 60m away from the face, a submersible pump is arranged in the movable water tank, secondary water pumping is carried out at the position of the movable water tank, the submersible pump is a 15Kw to 35Kw centrifugal pump and is in butt joint with the steel pipe to pump water out of the opening, and the movable water tank and the submersible pump are integrally arranged and move forward along with the pushing of the face; arranging a temporary water collecting pit on the tunnel face, installing a 5.5Kw or 7.5Kw sewage pump, and connecting the temporary water collecting pit to a movable water tank by a hose with the diameter of 100mm to perform primary water pumping; a4 Kw booster pump is additionally arranged on a steel pipe fitting with the diameter of phi 219mm every 200m of tunnel face advancing rule.
The invention has the beneficial effects that: the method has the advantages that various landforms possibly encountered in the long-distance tunnel construction process are considered, a step excavation method is adopted to protect earth surface buildings, the heights of side slopes and upward slopes are reduced in the modes of steel pipe piles, retaining walls, anti-slide piles and the like, collapse and channel breaking of cement roads on the tops of slopes are avoided, a targeted construction scheme is adopted for different types of karst geology, and safe and efficient propulsion of tunnel construction is guaranteed.
Drawings
FIG. 1: the invention relates to a process flow block diagram.
Detailed Description
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
in the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the description of the present invention, it is to be understood that the terms "center", "length", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", and the like, indicate orientations or positional relationships based on those shown in the drawings, and are used only for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed in a particular orientation, and be operated, and thus, are not to be construed as limiting the present invention. Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless otherwise specified.
In the present invention, unless otherwise expressly stated or limited, "above" or "below" a first feature means that the first and second features are in direct contact, or that the first and second features are not in direct contact but are in contact with each other via another feature therebetween. Also, the first feature being "on," "above" and "over" the second feature includes the first feature being directly on and obliquely above the second feature, or merely indicating that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature includes the first feature being directly under and obliquely below the second feature, or simply meaning that the first feature is at a lesser elevation than the second feature.
As shown in fig. 1, a tunnel construction process includes the following steps:
s1, controlling and measuring: laying GPS points, wire control points and level base points according to a design unit, laying a control precision measurement network outside a hole, establishing a control system inside and outside the hole, and laying main and auxiliary wires in the hole;
the control measurement mainly comprises:
s11, plane control network retest before construction: after control pile points are jointed with an owner technical department, the precision of coordinates of the control points and the elevation of a leveling base point is rechecked, and a measurement result is compared with a jointed control point result after being subjected to leveling difference; after a tunnel body is excavated and supported for 200m, using an out-of-tunnel control point to guide the interior of the tunnel as a construction control point;
s12, plane control and measurement of nearby wires: during construction, through the precision measuring points outside the tunnel, double wires are arranged in the introduced tunnel to form closed wires, and a total station and a precision level are adopted to control the center line of the tunnel; the hole lead point is embedded on the firm and stable ground near the hole by using a phi 22 steel bar, and the pile position is fixed by using concrete; after point location arrangement is finished, using a wire dot as a datum point, using a total station to measure coordinate values of all points on the attached wire, and using a precision level to measure the elevation of all points on the wire from 2 high-grade BM points; the error of six return measurements of the horizontal angle observation positive and negative mirror is less than or equal to +/-2.5', the length of each attached lead is observed back and forth for three times respectively, the average value is taken within the allowable value, and the total length closing error of the lead is less than or equal to +/-1/30000;
s13, elevation control: the height control points are distributed by using buried stones of the plane control points, the precision leveling points are retested by adopting an S1 grade level gauge, the observation precision conforms to the accidental error +/-2 mm, the total error +/-4 mm, the round-trip closure difference is less than or equal to +/-8, retesting is carried out when the error of two times of observation exceeds the limit, and when the retesting result is not more than the limit compared with the original result, the average value of the three measurement results is taken.
S2, advanced support construction: according to the geological conditions of surrounding rocks, an advanced anchor rod, a single-layer or double-layer advanced small guide rod and an advanced pipe shed are adopted for advanced support in shallow burial, at a cave entrance, on weak surrounding rocks and in a bed-rock interbedded section;
s3, excavating a hole body: excavating V-level surrounding rock by adopting an annular excavation reserved core soil method, excavating a V-level surrounding rock reinforcement section at a tunnel inlet section by adopting a middle partition wall method, and excavating a pedestrian crosswalk by adopting a full section method; constructing a tunnel underground excavation section by adopting an anchor spraying construction method, performing smooth blasting, manually excavating a tunnel soil part by adopting mechanical cooperation, perforating the upper part of stone by adopting an air drill, and performing blasting excavation;
s4, primary support: the primary support is constructed in time following the excavation surface, and is supported by a steel bar mesh, a steel frame and an anchor rod;
s5, inverted arch and filling construction: the V-level surrounding rock tunnel is in a curved wall inverted arch lining section form, an inverted arch and inverted arch filling are separately applied, the inverted arch is constructed next to an excavation surface, a trestle platform is adopted for inverted arch filling, and full-width one-time construction is carried out; after the inverted arch is constructed, performing secondary lining by using a hydraulic integral lining trolley, and performing one-step integral pouring construction by using a reinforced concrete arch wall;
s6, construction of a tunnel water-proof and drainage system: the method comprises tunnel water prevention and drainage construction and reverse slope drainage construction; the tunnel water-proof and drainage construction comprises the tunnel entrance water-proof and drainage construction, the tunnel water-proof and drainage construction and the drainage construction of the drainage tunnel. When water is prevented and drained in the tunnel, the water on the excavated surface is pumped to a drainage ditch of the lining section by using a submersible pump and naturally drained to a sewage treatment tank outside the tunnel for purification and then drained; rectangular intercepting ditches are arranged outside the tunnel at the inlet and outlet ends of the tunnel and outside the upward slope at a certain distance, and the intercepting ditches are connected with the roadbed and the culvert drainage system outside the tunnel to form a perfect water prevention and drainage system on the earth surface of the tunnel portal.
The reverse slope drainage construction specific measures are as follows:
a phi 219mm steel pipe and a one-way valve are arranged at a position 60m from the opening to the face, a movable water tank is arranged at a position 60m away from the face, a submersible pump is arranged in the movable water tank, secondary water pumping is carried out at the position of the movable water tank, the submersible pump is a 15Kw to 35Kw centrifugal pump and is in butt joint with the steel pipe to pump water out of the opening, and the movable water tank and the submersible pump are integrally arranged and move forward along with the pushing of the face; arranging a temporary water collecting pit on the tunnel face, installing a 5.5Kw or 7.5Kw sewage pump, and connecting the temporary water collecting pit to a movable water tank by a hose with the diameter of 100mm to perform primary water pumping; a4 Kw booster pump is additionally arranged on a steel pipe fitting with the diameter of phi 219mm every 200m of tunnel face advancing rule.
Preferably, adopt pile foundation joist barricade to the tunnel exit and prop up the fender, adopt the steel-pipe pile reinforcement to excavation side slope upper portion road surface outside to effectively reduce side slope, uphill height, the concrete treatment of protection hillside top cement road includes:
(1) arranging steel pipe piles at 0.25m position outside a cement road at the upper part of the excavation side slope, wherein 3 rows of steel pipe piles are arranged, the spacing is 0.5m, the pile length is 8m, the upper part of the steel pipe piles is provided with a crown beam with the thickness of 0.4m, and the longitudinal length of the steel pipe piles is 30 m; drilling a hole by using a down-the-hole drill during the construction of the steel pipe pile, inserting the steel pipe, grouting, and erecting a formwork after the construction of the steel pipe pile is finished to perform crown beam construction;
(2) arranging a retaining wall on a road section with loose soil quality and small soil pressure, wherein the retaining wall is arranged close to a side slope, the gravity type retaining wall is arranged at the upper part of a joist, the height of the wall is 6-10 m, and the length, width and height of the joist are 12m, 3.5-5 m and 1.2-1.5 m; the pile foundation adopts a single row of round piles, the pile diameter is 2m, the pile length is 8-12 m, the pile foundation adopts mechanical pore-forming, C30 underwater concrete is poured after a reinforcement cage is installed, C30 reinforced concrete crown beams are poured after the pile foundation is constructed, the retaining wall adopts C20 sheet stone concrete material, the slope rate of the side slope of the joist excavation is 1:0.3, and the temporary side slope of the wall back of the retaining wall of the joist retaining wall is provided with net-hanging concrete spraying protection;
(3) and arranging the slide-resistant piles on the outer sides of the road sections with loose soil quality and large soil pressure, wherein the long sides of the slide-resistant piles are consistent with the cross section direction, the cross sections are 2m multiplied by 3m, the pile spacing is 5m, the pile length is 20m to 25m, the pile bodies of the slide-resistant piles are C30 reinforced concrete, excavating by adopting a water grinding drilling method, and after pile holes are excavated to the designed elevation, putting a reinforcement cage and pouring concrete.
For reducing the influence that tunnel excavation blasting vibration caused near the earth's surface to the building, be provided with the highway section of building at the earth's surface, adopt the control mode of blasting excavation, concrete means includes:
(1) a step excavation method is adopted, more empty surfaces exist in the main body blasting as far as possible, and the footage of each circulation of the upper step is not more than 1 steel frame interval, so that the blasting scale of each time is as small as possible;
(2) low-detonation-velocity small-diameter explosives, such as special smooth blasting explosives with the diameter of 20mm or 25mm, are adopted; selecting non-electric millisecond detonators with enough sections, and selecting 100ms, 200ms or half second grade equal difference detonators under the condition to further improve the blasting effect and reduce the blasting vibration intensity;
(3) the arrangement of the undercutting blast holes adopts a wedge-shaped undercut, hollow holes are additionally arranged in a wedge-shaped body, the undercut holes are arranged at the bottom of an excavation face as far as possible, and when a plurality of sections of detonators are enough, the undercutting can be detonated in a layered and graded manner, so that the maximum common explosive loading for undercutting and removing the blast holes is reduced to the maximum extent, and the vibration intensity is reduced. Blastholes at other parts of the tunnel are arranged according to a shallow-dense principle, namely, the primary blasting depth (scale) is not suitable to be large, and explosives are uniformly distributed in the densely arranged blastholes as far as possible; the method is characterized in that the blasting vibration is observed in the construction process, side points are mainly arranged on beams and columns of building buildings in the ground surface affected area and the ground of different floors, and the blasting scheme is adjusted necessarily at any time according to the measurement data and the building vibration speed requirement of blasting safety regulations (GB 6722-.
The following specific measures are adopted when the tunnel construction process encounters karst geology:
(1) when mud gushing and water inrush are possibly caused by large soft plastic filling old kilns and karst caves around the tunnel, arranging a grout stop wall to perform full-section deep hole pre-grouting reinforcement on the front of a tunnel face, wherein the reinforcement range is not less than 8 meters outside the excavation contour line of the tunnel, and then performing excavation operation;
(2) when large-scale air old kilns, karst caves or semi-filled old kilns and karst caves are encountered around the tunnel, the tunnel can be passed through by adopting top support, substrate reinforcement, crossing and other modes according to the space relation between the tunnel and the caves, and simple supported beam crossing, bridge crossing, arch bridge crossing and other modes are selected according to different address conditions;
(3) when the surrounding of the tunnel encounters a small old kiln and a karst cave, the treatment is carried out by adopting a desilting and backfilling mode, and the following method is adopted according to different positions of the cavity:
A. the cavity is arranged at the bottom of the tunnel: c15 concrete is completely used for replacement and filling when the depth is less than 3m, C15 concrete is used for replacement and filling within 2m when the depth exceeds 3m, and waste slag below 2m is backfilled and grouted for reinforcement;
B. the cavity is arranged on the side wall: building M10 mortar rubbles with the thickness of 2M outside the lining, and backfilling the rest spaces with dry rubbles;
C. the cavity is arranged at the top of the tunnel: c20 concrete arch protection with the thickness of 1.5m is poured above the arch crown, and sand pressing or light foam concrete is filled above the arch protection.
The present invention has been described above by way of example, but the present invention is not limited to the above-described specific embodiments, and any modification or variation made based on the present invention is within the scope of the present invention as claimed.
Claims (7)
1. A tunnel construction process is characterized by comprising the following steps:
s1, controlling and measuring: laying GPS points, wire control points and level base points according to a design unit, laying a control precision measurement network outside a hole, establishing a control system inside and outside the hole, and laying main and auxiliary wires in the hole;
s2, advanced support construction: according to the geological conditions of surrounding rocks, an advanced anchor rod, a single-layer or double-layer advanced small guide rod and an advanced pipe shed are adopted for advanced support in shallow burial, at a cave entrance, on weak surrounding rocks and in a bed-rock interbedded section;
s3, excavating a hole body: excavating V-level surrounding rock by adopting an annular excavation reserved core soil method, excavating a V-level surrounding rock reinforcement section at a tunnel inlet section by adopting a middle partition wall method, and excavating a pedestrian crosswalk by adopting a full section method; constructing a tunnel underground excavation section by adopting an anchor spraying construction method, performing smooth blasting, manually excavating a tunnel soil part by adopting mechanical cooperation, perforating the upper part of stone by adopting an air drill, and performing blasting excavation;
s4, primary support: the primary support is constructed in time following the excavation surface, and is supported by a steel bar mesh, a steel frame and an anchor rod;
s5, inverted arch and filling construction: the V-level surrounding rock tunnel is in a curved wall inverted arch lining section form, an inverted arch and inverted arch filling are separately applied, the inverted arch is constructed next to an excavation surface, a trestle platform is adopted for inverted arch filling, and full-width one-time construction is carried out; after the inverted arch is constructed, performing secondary lining by using a hydraulic integral lining trolley, and performing one-step integral pouring construction by using a reinforced concrete arch wall;
s6, construction of a tunnel water-proof and drainage system: the method comprises tunnel water prevention and drainage construction and reverse slope drainage construction; the tunnel water-proof and drainage construction comprises the tunnel entrance water-proof and drainage construction, the tunnel water-proof and drainage construction and the drainage construction of the drainage tunnel.
2. The tunnel construction process according to claim 1, wherein the controlling of the measuring process in the step S1 includes:
s11, plane control network retest before construction: after control pile points are jointed with an owner technical department, the precision of coordinates of the control points and the elevation of a leveling base point is rechecked, and a measurement result is compared with a jointed control point result after being subjected to leveling difference; after a tunnel body is excavated and supported for 200m, using an out-of-tunnel control point to guide the interior of the tunnel as a construction control point;
s12, plane control and measurement of nearby wires: during construction, through the precision measuring points outside the tunnel, double wires are arranged in the introduced tunnel to form closed wires, and a total station and a precision level are adopted to control the center line of the tunnel; the hole lead point is embedded on the firm and stable ground near the hole by using a phi 22 steel bar, and the pile position is fixed by using concrete; after point location arrangement is finished, using a wire dot as a datum point, using a total station to measure coordinate values of all points on the attached wire, and using a precision level to measure the elevation of all points on the wire from 2 high-grade BM points; the error of six return measurements of the horizontal angle observation positive and negative mirror is less than or equal to +/-2.5', the length of each attached lead is observed back and forth for three times respectively, the average value is taken within the allowable value, and the total length closing error of the lead is less than or equal to +/-1/30000;
s13, elevation control: the height control points are distributed by using buried stones of the plane control points, the precision leveling points are retested by adopting an S1 grade level gauge, the observation precision conforms to the accidental error +/-2 mm, the total error +/-4 mm, the round-trip closure difference is less than or equal to +/-8, retesting is carried out when the error of two times of observation exceeds the limit, and when the retesting result is not more than the limit compared with the original result, the average value of the three measurement results is taken.
3. The tunnel construction process according to claim 1, wherein: adopt pile foundation joist barricade to keep off to the tunnel export, adopt the steel-pipe pile to consolidate in the excavation side slope upper portion road surface outside, concrete measures includes:
(1) arranging steel pipe piles at 0.25m position outside a cement road at the upper part of the excavation side slope, wherein 3 rows of steel pipe piles are arranged, the spacing is 0.5m, the pile length is 8m, the upper part of the steel pipe piles is provided with a crown beam with the thickness of 0.4m, and the longitudinal length of the steel pipe piles is 30 m; drilling a hole by using a down-the-hole drill during the construction of the steel pipe pile, inserting the steel pipe, grouting, and erecting a formwork after the construction of the steel pipe pile is finished to perform crown beam construction;
(2) arranging a retaining wall on a road section with loose soil quality and small soil pressure, wherein the retaining wall is arranged close to a side slope, the gravity type retaining wall is arranged at the upper part of a joist, the height of the wall is 6-10 m, and the length, width and height of the joist are 12m, 3.5-5 m and 1.2-1.5 m; the pile foundation adopts a single row of round piles, the pile diameter is 2m, the pile length is 8-12 m, the pile foundation adopts mechanical pore-forming, C30 underwater concrete is poured after a reinforcement cage is installed, C30 reinforced concrete crown beams are poured after the pile foundation is constructed, the retaining wall adopts C20 sheet stone concrete material, the slope rate of the side slope of the joist excavation is 1:0.3, and the temporary side slope of the wall back of the retaining wall of the joist retaining wall is provided with net-hanging concrete spraying protection;
(3) and arranging the slide-resistant piles on the outer sides of the road sections with loose soil quality and high soil pressure, wherein the long sides of the slide-resistant piles are consistent with the cross section direction, the cross sections are 2m multiplied by 3m, the pile spacing is 5m, the pile length is 20m to 25m, the pile bodies of the slide-resistant piles are C30 reinforced concrete, excavating by adopting a water grinding drilling method, and after pile holes are excavated to the designed elevation, putting a reinforcement cage and pouring concrete.
4. The tunnel construction process according to claim 1, wherein a controlled blasting excavation is adopted in a road section where a building is arranged on the ground surface, and the concrete means comprises:
(1) adopting a step excavation method, wherein the footage of each cycle of the upper step does not exceed 1 steel frame space;
(2) adopting a special explosive for smooth blasting with the diameter of 20mm or 25 mm;
(3) and arranging cut blast holes by adopting a wedge-shaped cut, additionally drilling hollow holes in the wedge-shaped cut, arranging the cut holes at the bottom of an excavation surface, and detonating the cut layer by layer.
5. The tunnel construction process according to claim 1, wherein the following specific measures are adopted when the tunnel construction process encounters karst geology:
(1) when mud gushing and water inrush are possibly caused by large soft plastic filling old kilns and karst caves around the tunnel, arranging a grout stop wall to perform full-section deep hole pre-grouting reinforcement on the front of a tunnel face, wherein the reinforcement range is not less than 8 meters outside the excavation contour line of the tunnel, and then performing excavation operation;
(2) when large-scale air old kilns, karst caves or semi-filled old kilns and karst caves are encountered around the tunnel, the tunnel can be passed through by adopting top support, substrate reinforcement, crossing and other modes according to the space relation between the tunnel and the caves, and simple supported beam crossing, bridge crossing, arch bridge crossing and other modes are selected according to different address conditions;
(3) when the surrounding of the tunnel encounters a small old kiln and a karst cave, the treatment is carried out by adopting a desilting and backfilling mode, and the following method is adopted according to different positions of the cavity:
A. the cavity is arranged at the bottom of the tunnel: c15 concrete is completely used for replacement and filling when the depth is less than 3m, C15 concrete is used for replacement and filling within 2m when the depth exceeds 3m, and waste slag below 2m is backfilled and grouted for reinforcement;
B. the cavity is arranged on the side wall: building M10 mortar rubbles with the thickness of 2M outside the lining, and backfilling the rest spaces with dry rubbles;
C. the cavity is arranged at the top of the tunnel: c20 concrete arch protection with the thickness of 1.5m is poured above the arch crown, and sand pressing or light foam concrete is filled above the arch protection.
6. The tunnel construction process according to claim 1, wherein when water is prevented from being drained in a tunnel, water on an excavated surface is pumped to a drainage ditch of a lining section by a submersible pump and naturally drained to a sewage treatment tank outside the tunnel for purification and then drained; rectangular intercepting ditches are arranged outside the tunnel at the inlet and outlet ends of the tunnel and outside the upward slope at a certain distance, and the intercepting ditches are connected with the roadbed and the culvert drainage system outside the tunnel to form a perfect water prevention and drainage system on the earth surface of the tunnel portal.
7. The tunnel construction process according to claim 1, wherein the concrete measures for the reverse slope drainage construction are as follows:
a phi 219mm steel pipe and a one-way valve are arranged at a position 60m from the opening to the face, a movable water tank is arranged at a position 60m away from the face, a submersible pump is arranged in the movable water tank, secondary water pumping is carried out at the position of the movable water tank, the submersible pump is a 15Kw to 35Kw centrifugal pump and is in butt joint with the steel pipe to pump water out of the opening, and the movable water tank and the submersible pump are integrally arranged and move forward along with the pushing of the face; arranging a temporary water collecting pit on the tunnel face, installing a 5.5Kw or 7.5Kw sewage pump, and connecting the temporary water collecting pit to a movable water tank by a hose with the diameter of 100mm to perform primary water pumping; a4 Kw booster pump is additionally arranged on a steel pipe fitting with the diameter of phi 219mm every 200m of tunnel face advancing rule.
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