CN112983467A - Treatment method for tunnel gate closing type large collapse - Google Patents
Treatment method for tunnel gate closing type large collapse Download PDFInfo
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- 239000002893 slag Substances 0.000 claims description 98
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- 239000004576 sand Substances 0.000 claims description 12
- 238000005086 pumping Methods 0.000 claims description 11
- 239000011083 cement mortar Substances 0.000 claims description 9
- 239000011150 reinforced concrete Substances 0.000 claims description 9
- 238000013461 design Methods 0.000 claims description 8
- 239000002689 soil Substances 0.000 claims description 8
- 239000011800 void material Substances 0.000 claims description 7
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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 OR ROCK 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 OR ROCK 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 OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
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- E—FIXED CONSTRUCTIONS
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- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
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Abstract
The invention discloses a treatment method for tunnel closing type landslide, relates to the field of tunnel engineering, and solves the technical problem of providing a treatment method for landslide accidents between a tunnel portal and a tunnel excavation face, and fills the blank in the prior art. The technical scheme adopted by the invention is as follows: the tunnel gate closing type large collapse treatment method divides a tunnel to be treated into a visible collapse influencing section close to a tunnel entrance, a collapse section and an invisible collapse influencing section close to a tunnel face, firstly, the visible collapse influencing section is subjected to emergency treatment, and collapse is prevented from being expanded continuously; secondly, performing temporary support and reinforcement on the section with the visible collapse influence; thirdly, treating the collapse section; and finally, treating the section with invisible collapse influence. The treatment method for the tunnel closing type landslide organizes construction according to the sequence of advancing from a safe area to a dangerous area, can be extracted into a three-section four-step method, and is suitable for treating the tunnel closing type landslide.
Description
Technical Field
The invention relates to the field of tunnel engineering, in particular to a treatment method for tunnel gate closing type landslide.
Background
On relatively poor geological strips of surrounding rockAnd (3) constructing the tunnel under the member, if the construction method is improper, serious overbreak and void exist at the back of the steel frame of the arch part of the tunnel, and under the conditions that the void part is not effectively supported, the secondary lining is delayed and the like, the tunnel is easy to have door closing type collapse accidents. According to statistical data, most of the collapse is close to the tunnel excavation face, and a small part of the collapse is far away from the tunnel excavation face. The collapse position is far away from the tunnel face and is located between the tunnel portal and the tunnel face, which is called door-closing collapse. According to the first book of civil engineering works (JTG3370.1-2018) of Highway Tunnel design Specification, collapse height > 6m or collapse volume > 100m3So called slump.
For tunnel gate-closed type landslide, the current specification has no corresponding processing technical requirements and processing methods, and the prior art has no related treatment methods.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the method for treating the collapse accident between the tunnel portal and the tunnel excavation face of the tunnel fills the gap in the prior art.
The technical scheme adopted by the invention is as follows: the tunnel gate closing type large collapse treatment method divides a tunnel to be treated into three sections, namely a visible collapse influencing section close to a tunnel entrance, a collapse section and an invisible collapse influencing section close to a tunnel face, and comprises the following steps:
step one, carrying out emergency treatment on the visible collapse influence section
In the visible collapse influence section, back pressure is carried out on the side walls on the two sides of the tunnel, and deformation of the side walls on the two sides of the tunnel is restrained; then, filling the slag and relieving the slag collapse slope surface on the cross section of the tunnel at the lower part of the back-pressure collapse body.
For example, a temporary drainage measure is adopted, mechanical slag filling is adopted to reversely press the side wall close to the collapsed body, the length of the reverse pressure is not less than 10m, the height of the reverse pressure is not less than 150cm, and the slope ratio of slag filling to outside is not steeper than 1: 1; the slope surface after slag filling and back pressing collapsed slag is not steeper than 1:1, and a berm platform is reserved at the arch rising line part of the tunnel.
Further, the method comprises the following steps: and if the collapsed slag does not completely collapse the tunnel excavation section, blocking a gap which is not collapsed in the tunnel vault after the slag is piled on the surface of the collapsed slag and is reversely pressed to a certain height.
Step two, carrying out temporary support and reinforcement on the visible collapse influence section
S2.1, determining the range of the visible collapse influence section: and comprehensively judging and determining the range of the visible collapse influence section according to the engineering geological condition revealed by early excavation, the actual construction method and the deformation and deformation of the collapse influence section.
S2.2, temporarily supporting the visible collapse influence section: on the basis of the existing primary support of the tunnel, steel frame support groups and/or continuous steel frames are arranged at intervals as temporary supports according to the construction sequence of advancing from a section far away from a collapse section to a section near the collapse section, so that the tunnel is restrained from excessively deforming.
Specifically, the method comprises the following steps: arranging steel frame support groups at intervals in the tunnel section far away from the collapsed body; and arranging a continuous steel frame at the tunnel section close to the collapsed body.
For example: the steel frame support group has the following construction technical requirements: at the tunnel arch and the side wall, performing combined support by using not less than 3 steel frames as one group, wherein the distance between two adjacent groups is 2-5 m, and each steel frame is provided with a cement mortar foot-locking anchor rod; the steel frame is made of I-shaped steel, longitudinal connecting steel bars are arranged on the inner edge of the steel frame, the steel frame is tightly attached to the existing primary supporting surface, and concrete is sprayed to joint tightly after the concrete precast blocks are used for supporting pads at the positions where the steel frame cannot be tightly attached.
The technical requirements of continuous steel frame construction are as follows: on the basis of the existing primary support of the tunnel arch part and the side wall part, steel frames are arranged at intervals along the longitudinal direction of the tunnel, the steel frames adopt I-shaped steel, and longitudinal connecting ribs are arranged on the inner edges of the steel frames; cement mortar foot locking anchor rods are erected on each steel truss, the steel trusses are tightly attached to the existing primary supporting surface, and concrete is sprayed to joint tightly after concrete precast blocks or wood wedge supporting pads are adopted at positions where the steel trusses cannot be closely attached.
S2.3, checking the tunnel void: and determining the cavity part and the cavity size between the primary support of the tunnel and the tunnel excavation profile surface of the section with the visible collapse influence. For example, tunnel void is determined using a holing inspection method or a geological radar inspection method.
S2.4, backfilling a cavity between the primary support of the tunnel and the tunnel excavation profile surface: and backfilling the whole cavity with concrete or backfilling concrete at the arch part of the tunnel to form a continuous arch ring.
For example, if the height of the cavity is less than 1.5m, the whole cavity is backfilled by C20 concrete, otherwise, C20 concrete is backfilled at the arch part of the tunnel to form a continuous concrete arch ring with the thickness of 1.5 m.
S2.5, grouting reinforcement: and (5) grouting and reinforcing the surrounding rock of the section with the visible collapse influence.
Specifically, the method comprises the following steps: grouting and reinforcing the surrounding rock by adopting a small advanced guide pipe for the tunnel section adjacent to the collapse section of the visible collapse influence section; and (4) grouting the rest tunnel sections with the visible collapse influence sections by adopting small guide pipes, wherein the grouting construction sequence is from bottom to top.
Step three, treating the collapse section
S3.1, treating the collapse section by adopting a small-conduit grouting consolidation collapsed slag arching method and/or an excavation collapsed slag pumping concrete backfill arching method, wherein:
a small conduit grouting consolidation slag collapsing and arching method: and (3) adopting a small grouting conduit to perform advanced consolidation and reinforcement on collapsed slag at the arch part of the tunnel, so that the collapsed slag forms a reinforced concrete gravel consolidated arch.
The method for backfilling the concrete into an arch by excavating collapsed slag and pumping comprises the following steps: and excavating collapsed slag outside the excavation contour line of the tunnel arch part, and pouring concrete in a collapsed cavity to form a consolidated arch.
Specifically, the method comprises the following steps: the small duct grouting, consolidation, slag collapsing and arching method comprises the following steps:
a. checking the amount of collapsed slag in the collapse area, if the collapsed slag does not fill the tunnel excavation section or no collapsed slag exists outside the local tunnel excavation contour line, firstly blowing sand and backfilling a cavity in the tunnel excavation section, wherein the blow-fill sand soil layer is higher than the tunnel design excavation contour line, and then backfilling the collapsed cavity through concrete above the blow-fill sand soil layer. For example, the height of the hydraulic filling sand layer exceeds 50cm of the tunnel design excavation contour line, C20 concrete is pumped to backfill the collapsed cavity, and the top surface of the backfilled concrete is 150cm above the arch crown of the tunnel excavation.
b. In the arch crown range of the tunnel, the small grouting guide pipes are adopted to early consolidate collapsed slag at the arch part of the tunnel, and are arranged in a mode of combining a small angle and a large angle, wherein the small angle is an advanced upward outward insertion angle of 5-10 degrees, and the large angle is an advanced upward outward insertion angle of 45-90 degrees.
c. And (5) reinforcing the contact area between the collapsed slag and rock surfaces on two sides of the collapsed cavity by grouting the arch part of the tunnel. For example, along the longitudinal direction of the tunnel, cement mortar anchor rods with outward inserting angles facing upwards are arranged on the inner sides of the collapsed square bodies on the two sides of the tunnel and towards the rock mass of the collapsed cavity surface, the anchor rods penetrate through collapsed slag and are anchored into the rock mass, and the exposed ends of the anchor rods are connected with the steel frame.
S3.2, excavating collapsed slag of the collapsed section.
For example, the excavation section is divided into an upper section and a lower section by taking a tunnel arch camber line as a boundary, and is excavated in parts, wherein the upper section is excavated first, and then the lower section is excavated; wherein, the upper section adopts the annular subsection to leave the core soil method to excavate, spouts the concrete and seals the excavation sloping surface after excavating.
And S3.3, arranging a drainage structure at the arch part of the tunnel in the collapse section.
And S3.4, dismantling the temporary support of the section with the visible collapse influence.
And S3.5, constructing a secondary lining.
Step four, treating the invisible collapse influence section
Specifically, the method comprises the following steps: the method for treating the invisible collapse influencing section is the same as the method for temporarily supporting and reinforcing the visible collapse influencing section in the step two.
The invention has the beneficial effects that: according to the invention, the door-closing type large-collapse tunnel section of the tunnel is divided into three sections on the premise of safety, after emergency rescue treatment, construction is organized according to a construction sequence advancing from a safe area to a dangerous area, temporary support measures are firstly constructed, then reinforcement treatment is carried out, construction is organized according to a scientific method, the maximum protection on constructors is realized, and the purpose of safety treatment is achieved. The method has strong operability, reduces the construction safety risk to the maximum extent, accelerates the construction progress, improves the engineering quality, saves the engineering investment from multiple aspects, and has wide application value in the aspect of treating door-closing type landslide.
Drawings
Fig. 1 is a schematic diagram of the relative position relationship of tunnel closing type large collapse.
FIG. 2 is a schematic longitudinal section view of a tunnel in the process of treating a gate-type landslide according to the present invention.
Fig. 3 and 4 are schematic cross-sectional views of the invention for consolidation of collapsed slag and arching of a collapsed section by grouting with small conduits.
FIG. 5 is a schematic cross-sectional view of the invention for the collapse section of the invention by adopting excavated sludges and pumping concrete to backfill into an arch.
FIG. 6 is a schematic longitudinal section of the grouting reinforcement treatment of the present invention.
Reference numerals: the method comprises a visible collapse influence section I, a visible collapse section II, an invisible collapse influence section III, a tunnel face 1, collapsed slag 2, a primary support 3, a secondary lining 4, a pavement platform 5, a small grouting conduit 6, a consolidation arch 7, a collapsed cavity 8, a collapsed cavity face 9, a system anchor rod 10, an inverted arch 11, an inverted arch filling 12, an advance anchor rod 13, a reinforced concrete gravel consolidation arch 14 and a water drainage hole 15.
Detailed Description
The method is suitable for the situations that the back of the steel frame of the tunnel arch part is overexcavated and is not hollow, the hollow part is not supported, the secondary concrete lining is lagged, the surrounding rock is excessively loosened and deformed, and after the tunnel is subjected to door closing type collapse, no constructors are arranged between the collapse body and the tunnel face, and no casualties or rescue personnel exist. The method can be refined into a three-section four-step method, wherein the three sections refer to: dividing a tunnel section which needs to be processed due to the occurrence of door closing type large collapse into three sections, namely a visible collapse influence section I, a collapse section II and an invisible collapse influence section III; the "four steps" means that the method for treating closed-door type collapse is divided into four steps, and the following detailed description is given.
Referring to fig. 1, the method for treating the closed-door type collapse of the tunnel and the closed-door type collapse of the tunnel divides the tunnel to be treated into three sections, namely a visible collapse influencing section I close to a cave entrance, a collapse influencing section II and an invisible collapse influencing section III close to an original tunnel face 1, and then treats the tunnel according to the following steps:
step one, carrying out emergency treatment on the section I with the visible collapse influence
After the tunnel collapses, if proper emergency treatment measures are not timely taken to restrain the tunnel collapse opening, the collapse can be continuously expanded, so that the emergency treatment measures are taken to avoid the collapse from being continuously expanded according to the field requirements on the premise of ensuring safety.
And in the visible collapse influence section I, the side walls on the two sides of the tunnel are subjected to back pressure close to the visible collapse boundary, so that the deformation of the side walls on the two sides of the tunnel is restrained, and the visible collapse influence section I is prevented from collapsing. The back pressure can adopt a mechanical slag filling mode, the back pressure length is generally not less than 10m, the height of the back pressure collapsed slag of the side walls on the two sides of the tunnel is not less than 150cm, the slag filling outer slope ratio is not steeper than 1:1, and in particular, the inverted arch 11 and the inverted arch filling 12 in the figure 2 are shown. Then, slag 2 on the existing slag slope surface is filled, the slag 2 on the cross section of the tunnel at the lower part of the collapse body is pressed, the slag 2 slope surface is relieved, and a construction site is provided for the follow-up blockage of the upper collapse mouth of the slag body and the collapse treatment. And the slag filling slope surface after the slag filling and back pressing collapsed slag 2 is not steeper than 1:1, and a 150cm wide berm platform 5 is reserved at the arch wire part of the tunnel.
When the collapsed slag 2 does not completely collapse the tunnel excavation section and the tunnel vault has a small rock-rolling gap, when the surface of the collapsed slag 2 is piled up and is pressed to a certain height, a sand-containing woven bag is adopted to plug the gap which is not collapsed in the tunnel vault, so that people can be prevented from being injured by the rock-rolling in the collapsed cavity 8, and the sand-containing woven bag is used as a plug for subsequently backfilling the collapsed cavity 8.
Step two, carrying out temporary support and reinforcement on the visible collapse influence section I
S2.1 determining the range I of the visible collapse influence section
When longitudinal cracks, concrete spraying cracks, local peeling and steel frame distortion at the cracks exist in the primary support of the tunnel arch part of the visible collapse influence section I, the problem that a large number of over-excavation and air-out problems exist between the steel frame and an excavated rock face can be basically judged, the rock mass at the air-out part has no anchor spraying support, and the important safety risk of the potential random collapse of the section is included in the visible collapse influence section I. According to the engineering geological condition revealed by early excavation, the actual construction method and the deformation of the collapse influencing section, the range and the safety condition of the visible collapse influencing section I are comprehensively judged and determined, and a basis is provided for subsequently providing reasonable temporary supporting measures and reinforcing measures.
S2.2 temporary support is carried out on the section I with the visible collapse influence
On the basis of the existing primary support 3 of the tunnel, steel frame support groups and/or continuous steel frames are arranged at intervals as temporary supports according to the construction sequence advancing from the section II far away from the collapsed section to the section II close to the collapsed section, so that the tunnel is restrained from excessively large deformation, collapse is prevented, and safety measures are provided for subsequent reinforcement construction. For example, steel frame support groups are arranged at intervals in a tunnel section far away from a collapsed body, namely far away from collapsed slag 2; and arranging a continuous steel frame at the tunnel section close to the collapsed body. Specific technical requirements for the steel frame support group and the continuous steel frame are given below.
The construction technical requirements of the steel frame support group are as follows: in the tunnel section far away from the collapsed body and not affected by collapse, at least 3 steel frames are combined to support at the tunnel arch part and the side wall, and the interval between two adjacent steel frame support groups is 2-5 m. The steel frame is made of I18I-shaped steel, the longitudinal distance between the steel frames is 100cm, and C22 longitudinal connecting steel bars are arranged on the inner edge of the steel frame at an annular distance of 100 cm. Erecting 6 cement mortar foot-locking anchor rods (C22, L is 3.5 m/each) for each steel beam; the steel frame is tightly attached to the surface of the existing primary support 3, and the positions which cannot be tightly attached are tightly sealed by adopting C20 concrete precast block supporting pads and then spraying C20 concrete for joint filling.
The technical requirements of continuous steel frame construction are as follows: I18I-shaped steel frames are arranged at a longitudinal distance of 100cm as temporary supports on the basis of the existing primary supports 3 at the tunnel arch part and the side wall part close to the collapsed body and the tunnel section with large collapse influence, and C22 longitudinal connecting ribs are arranged at the inner edge of the steel frames at a circumferential distance of 100 cm; 5 cement mortar foot-locking anchor rods (C22, L is 3.5 m/root) are erected on each steel frame, the anchor rods are arranged in the middle of each unit of each steel frame, and the exposed ends of the anchor rods are made into U-shaped hooks and connected with the steel frames and are welded firmly; the steel frame is tightly attached to the surface of the existing primary support 3, and C20 concrete is sprayed after C20 concrete precast blocks or wood wedge supporting pads are adopted to joint tightly at the positions where the steel frame cannot be tightly attached.
The construction sequence of the steel frame support group and the continuous steel frame is as follows: and constructing temporary steel frames according to a construction sequence advancing from the safety area far away from the collapse section II to the dangerous area of the collapse section II, namely constructing a temporary steel frame support group firstly and then constructing continuous steel frame support.
S2.3 Tunnel void inspection
And (3) checking and determining the cavity part and the cavity size between the primary tunnel support 3 of the section I with the visible collapse influence and the tunnel excavation profile surface by adopting a hole opening checking method or a geological radar checking method.
S2.4 backfilling the cavity between the primary support 3 of the tunnel and the tunnel excavation profile surface
And backfilling the whole cavity with concrete or backfilling concrete at the arch part of the tunnel to form a continuous arch ring. For example, according to the cavity position and the size of the cavity, an A108 concrete pumping pipe is arranged at the large super-excavation free position, C20 concrete is pumped to backfill the cavity, and when the height of the cavity is less than 1.5m, C20 concrete is adopted to backfill the whole cavity; otherwise, C20 concrete is backfilled at the arch part of the tunnel to form a continuous concrete arch ring with the thickness of 1.5 m.
S2.5 grouting reinforcement
And (5) grouting and reinforcing the surrounding rock of the section I with the visible collapse influence. For example, for the tunnel section of the visible collapse influence section I adjacent to the collapse section II, a small advance guide pipe is adopted to carry out grouting reinforcement on surrounding rocks; and (4) grouting the rest tunnel sections with the collapse influencing sections I by adopting small guide pipes, wherein the grouting construction sequence is from bottom to top.
It can be seen that the tunnel section adjacent to the collapse influencing section I and the collapse section II is a particularly dangerous section, for example, a tunnel of a section 5m adjacent to the collapse section II is subjected to grouting reinforcement on surrounding rocks by adopting a small advanced large-angle grouting guide pipe. Specific grouting parameters are provided below: within the range of 120 degrees of the tunnel arch, consolidation grouting small ducts (A42 multiplied by 4, the length L is 4.5M/root) which are arranged in a quincunx manner and advance upwards by a large angle of 45 degrees are arranged in a circumferential direction at an interval of 100cm and a longitudinal direction at an interval of 200cm, M20 cement paste is injected, and the average injection amount of P.O42.5 cement in each small duct is 150 kg.
It can be seen that radial grouting small ducts (a42 × 4, L1.0 m/root) are arranged in a quincunx pattern within 120 ° of the arch of the tunnel segment of the collapse-affected section i at a spacing of 1.0m (hoop) × 1.0m (longitudinal). 30cm of the tail end of the small conduit is not provided with grouting holes, the other sections are provided with 3 rows of quincunx grouting holes with the diameter of A8 at intervals of 15cm in the longitudinal direction, M20 cement slurry is injected, limited grouting is carried out, the average grouting amount of a single small conduit is 100 Kg/root of P.O42.5 cement, and the water cement ratio is 1: 1.
And (3) performing grouting construction from bottom to top, taking corresponding measures to ensure grouting quality, and forming a continuous consolidated arch ring with the thickness of not less than 300cm outside the tunnel excavation contour line after grouting reinforcement.
Step three, treating the collapse section II
S3.1, treating the collapse section II by adopting a small-duct grouting consolidation collapsed slag 2 arching method, an excavation collapsed slag 2 pumping concrete backfill arching method or a large-duct shed supporting method. Wherein, the small duct grouting consolidation collapsed slag 2 arching method is as follows: and (3) adopting a small grouting conduit 6 to perform advanced consolidation on the collapsed slag 2 at the arch part of the reinforced tunnel, so that the collapsed slag 2 forms a reinforced concrete gravel consolidated arch 14, and referring to fig. 3 and 4. The method for excavating collapsed slag 2 and pumping concrete to backfill into an arch refers to the following steps: and excavating collapsed slag 2 outside the excavation outline of the tunnel arch part, and pouring concrete into the collapsed cavity 8 to form a consolidated arch 7, as shown in figure 5. The excavation collapsed slag 2 pumping concrete backfilling arching method is suitable for the condition that the thickness of the tunnel excavation outline outer collapsed slag 2 is not large.
In the actual engineering, according to the tunnel collapse condition, the actual engineering geological condition and the emergency rescue treatment measures implemented after the tunnel collapse, on the premise of ensuring safety, the certain treatment scheme or the combination scheme of several schemes is selected in comparison according to the economic and reasonable principle by combining the use functions of the tunnel. The method of "small duct grouting, consolidation and slag collapsing 2 arching" will be specifically described below as an example.
The collapse cavity 8 of the tunnel is unstable, the safety risk of continuous collapse exists, and when collapsed slag with the thickness of more than 2m exists outside the tunnel excavation contour line, a small guide pipe grouting consolidation collapsed slag arching scheme can be adopted. Constructing the collapsed section II according to the original design lining type (preliminary bracing parameters: I18 steel frame, spacing 100 cm; single layer)
Reinforcing mesh with the interval of 20 multiplied by 20 cm; spraying C20 concrete with the thickness of 25 cm; the deformation is reserved for 8 cm. Secondary lining: the whole ring C25 reinforced concrete lining is carried out, and the thickness is 45 cm; double-layer main ribs: c22, the longitudinal distance between the annular main ribs is 250 mm; the circumferential spacing of the C12 longitudinal ribs is 200 mm; a6 stirrup: circumferential spacing 50cm, longitudinal spacing 25 cm). The steps of the small duct grouting consolidation collapsed slag 2 arching method and local support parameters are as follows:
a. and (3) checking the amount of collapsed slag in the collapse area, if no collapsed slag exists outside the excavation outline of the partial tunnel or no collapsed slag exists outside the excavation outline of the partial tunnel 2, blowing sand and backfilling the inner cavity of the excavation section of the tunnel, exceeding the designed excavation outline of the tunnel by 50cm, pumping C20 concrete on a blow-filled sand layer to backfill a larger collapsed cavity 9, and backfilling the top surface of the concrete to the height of 150cm above the arch crown of the tunnel excavation.
And b, reinforcing collapsed slag 2 of the tunnel arch part by adopting a small grouting conduit 6 in advance. If the collapsed slag 2 with the thickness of not less than 2m is arranged outside the excavation contour line of the tunnel arch part, the collapsed slag 2 outside the excavation contour line generally has no cavity, and the step a at the upper section can be omitted. Specifically, the small grouting pipes 6 at different angles are adopted to pre-consolidate the collapsed slag 2 at the arch part of the tunnel, and after grouting consolidation, the collapsed slag 2 with a certain thickness at the arch part of the tunnel forms a reinforced concrete gravel consolidated arch 14, which is shown in fig. 3 and 4. For example, the concrete support parameters of the reinforced concrete macadam concreting arch 14 are as follows:
small grouting guide pipe 6 leading by a small angle: a small advanced small-angle grouting conduit 6(A42 multiplied by 4, L is 4.5 m/root) is arranged in the 120-degree range of the tunnel arch part, the annular distance of the small conduit is 30cm, the longitudinal distance is 100cm, and the upward and outward insertion angle is advanced by 5-10 degrees. The circumferential wall of the small grouting guide pipe 6 is provided with quincunx grouting holes according to a common method, M20 cement slurry is injected, the grouting amount is limited and controlled, and the average injecting amount of P.O42.5 cement in each small grouting guide pipe 6 is 100 kg.
A small grouting guide pipe 6 with a large advance angle: a large-angle advanced grouting small conduit 6(A42 multiplied by 4, L is 4.5 m/root) is arranged in the 120-degree range of the tunnel arch part, the annular distance of the small conduit is 100cm, the longitudinal distance of the small conduit is 50cm, and the upward and outward insertion angle is advanced by 45-90 degrees. The circumferential wall of the small grouting guide pipe 6 is provided with quincunx grouting holes according to a common method, M20 cement slurry is injected, the grouting amount is limited and controlled, and the average amount of P.O42.5 cement injected into each small grouting guide pipe 6 is 350 kg.
And (3) eliminating the system anchor rods 10 in the 120-degree range of the arch part of the tunnel in the collapsed section II, and constructing the system anchor rods 10 at the other parts according to the original designed anchor rod support parameters.
c. Reinforcing the contact area of the collapsed slag 2 and the rock surfaces at two sides of the collapsed cavity 8 by grouting in the arch part of the tunnel
The contact surfaces of the collapsed slag 2 reinforced by grouting in the arch part of the tunnel and the rock surface of the collapsed cavity are areas needing to be reinforced. One specific support parameter is listed below: and (3) collapsing cavity surface rock masses laterally in the collapse bodies on two sides of the tunnel along the longitudinal direction of the tunnel, wherein 2 rows of cement mortar anchor rods with the upward horizontal angles of 45 degrees are arranged on each side of the collapse bodies, the anchor rods penetrate through collapsed slag and are anchored into the rock mass, and the length of the anchored rock mass is not less than 100 cm. The type of the anchor rod: c25, L is 4.5 m/root, the hoop interval is 100cm, the longitudinal interval is 50cm, the anchor rod exposes the end and adopts U shaped steel muscle welded connection with the steelframe.
S3.2 digging collapsed slag 2 of collapsed section II
The tunnel excavation section is divided into an upper section and a lower section by taking a tunnel arch camber line as an interface, the upper section is excavated in a subsection mode, and after the processing of the upper section collapse body is finished, the lower half section collapse slag is excavated. And excavating the upper section by adopting an annular subsection core soil remaining method, and controlling the excavation ruler according to the distance of one steel frame in each cycle. And (3) excavating the reserved core soil slope ratio of 1:1 on the upper section, spraying C20 concrete after excavating to the thickness of 8cm, and sealing the excavated slope. And determining the single excavation length of the collapsed slag on the lower section according to the upper collapse treatment condition and the deformation of the side wall of the tunnel. And (5) the deformation of the tunnel is reserved by 15 cm.
And S3.3, arranging a drainage structure at the arch part of the tunnel in the collapse section II.
And after the tunnel collapse treatment is finished and before secondary lining, arranging a water drainage hole at the arch part of the tunnel in the collapse section II, wherein the water drainage hole penetrates through the consolidation arch 7 or the reinforced concrete gravel consolidation arch 14 to achieve the purpose of draining accumulated water in collapsed slag. For example, vertical drainage holes 15 with the diameter not less than 50cm are arranged in a quincunx shape at intervals of 2m at the arch part of the tunnel in the collapse section II, and referring to fig. 5, the specific length and the position of the drainage holes 15 are determined according to actual requirements on site.
S3.4, dismantling the temporary support of the section I with the visible collapse influence. And after the tunnel collapse treatment is finished, removing the temporary support of the section I with the visible collapse influence.
S3.5, constructing a secondary lining 4. And (3) constructing a secondary reinforced concrete lining in time according to the type and support parameters of the original designed lining, and if the original designed lining is weak, reinforcing the reinforcing bars and improving the concrete mark number according to actual needs.
Step four, treating the section III with invisible collapse influence
And after the reinforcing treatment of the visible collapse influencing section I is finished, the invisible collapse influencing section III becomes visible actually. And treating the invisible collapse influencing section III according to the existing method, or organizing and constructing the visible collapse influencing section I according to the method for temporarily supporting and reinforcing the two pairs of the steps.
The safe construction technical requirements of the treatment method for the tunnel gate-closing type large collapse are as follows:
(1) and constructing according to the sequence of advancing from the import safety area to the collapse dangerous area. The construction sequence is as follows: filling the slag and reversely pressing collapsed slag and the wall feet on two sides → reinforcing the section with visible collapse influence → collapse treatment → reinforcing the section with invisible collapse influence → dismantling temporary support → constructing waterproof facilities → secondary lining.
(2) And after the collapsed slag body is backfilled by back pressure, constructing a temporary steel frame support at the collapse influence section, after the construction of the temporary steel frame support is finished, performing concrete backfilling work on the overbreak and void part, and after the C20 concrete is backfilled, performing small-conduit grouting reinforcement.
(3) Safe construction attention items are consolidated in small pipe slip casting: according to the mode of advancing from a safe area to a dangerous area, the reasonable grouting construction sequence is selected from the mode of advancing from a waterless area to a water area from bottom to top, skipping holes at intervals from two sides to the safe area, and the safe area is symmetrical. If slurry is mixed, grouting is suspended, reasons are analyzed, appropriate measures are taken, and then grouting is performed, so that slurry is controlled to flow into collapsed slag bodies of collapsed sections, and slurry waste is avoided; the grouting amount is recorded faithfully to form the actual construction process data. When abnormal slurry feeding occurs, all parties involved in the slurry feeding are informed in time, and the next step is determined after the slurry feeding effect is jointly researched.
(4) And constructing according to the tunnel collapse treatment scheme determined by research. In the construction process, if the conditions change, the adjustment content and the dynamic design can be determined by the research of four parties involved according to the actual needs on site.
(5) The tunnel collapse treatment is a dangerous and large project, targeted safety construction technical measures are written by a construction unit according to collapse treatment scheme requirements before construction, and a method for ensuring safety construction and safety guarantee measures are required in the safety construction technical measures. The safety construction measures are examined and signed and confirmed by a construction unit master engineer, and after the master engineer examines and approves the safety construction measures, safety training and safety technology settlement are well done by a construction project department according to the relevant requirements of a safety production method to organize construction. And arranging full-time security personnel on the site, and well performing safety management work in the construction process. In the construction process, the monitoring and measuring work inside and outside the tunnel is well done; and measures such as an escape pipeline and the like are arranged, so that the construction safety is ensured.
(6) Before construction, a temporary drainage facility is made firstly, so that the surrounding rocks are prevented from being soaked and softened by accumulated water in a tunnel, and the influence of the accumulated water on the surrounding rocks at the bottom of a primary support steel frame is particularly concerned.
(7) The ventilation and the illumination of the construction working face are enhanced, and particularly the illumination of the collapsed section is enhanced.
(8) And reasonably organizing construction according to the determined support parameters and combining actual conditions on site, so as to ensure the safety of the construction process.
(9) The tunnel arch collapse treatment work is completely finished, the strength of grouting and concrete pumping is not lower than the strength requirement of 75 percent of the design, and reasonable construction methods are selected to implement excavation of collapsed slag at the lower part and support work of side walls of tunnels at two sides according to actual conditions under the condition of ensuring safety.
Claims (10)
1. The treatment method for tunnel gate closing type large collapse is characterized by comprising the following steps: the tunnel to be treated is divided into a visible collapse influencing section (I) close to a tunnel opening, a collapse section (II) and an invisible collapse influencing section (III) close to a tunnel face (1), and the treatment method comprises the following steps:
step one, carrying out emergency treatment on the visible collapse influence section (I)
In the visible collapse influence section (I), back pressure is carried out on the side walls on the two sides of the tunnel, and deformation of the side walls on the two sides of the tunnel is restrained; then, filling slag (2) on the cross section of the tunnel at the lower part of the slag-filled counter-pressure collapse body, and slowing down the slope of the slag (2);
step two, carrying out temporary support and reinforcement on the visible collapse influence section (I)
S2.1, determining the range of the visible collapse influence section (I): comprehensively judging and determining the range of the visible collapse influence section (I) according to the engineering geological condition disclosed by early excavation, the actual construction method and the deformation and deformation size of the collapse influence section;
s2.2, temporarily supporting the visible collapse influence section (I): on the basis of the existing primary support (3) of the tunnel, steel frame support groups and/or continuous steel frames are arranged at intervals as temporary supports according to the construction sequence advancing from a section (II) far away from the collapsed section to a section (II) close to the collapsed section, so that the tunnel is restrained from excessively deforming;
s2.3, checking the tunnel void: determining the cavity position and the cavity size between the tunnel primary support (3) and the tunnel excavation profile surface of the visible collapse influence section (I);
s2.4, backfilling a cavity between the primary support (3) of the tunnel and the excavation profile surface of the tunnel: backfilling the whole cavity with concrete or backfilling concrete at the arch part of the tunnel to form a continuous arch ring;
s2.5, grouting reinforcement: grouting and reinforcing the surrounding rock of the section (I) with the visible collapse influence;
step three, treating the collapsed section (II)
S3.1, treating the collapsed section (II) by adopting a small-conduit grouting and slag collapsing (2) arching method and/or a concrete pumping and backfilling arching method for excavating collapsed slag (2), wherein:
a small conduit grouting consolidation slag collapsing (2) arching method: adopting a small grouting conduit (6) to consolidate the collapsed slag (2) at the arch part of the tunnel in advance, so that the collapsed slag (2) forms a reinforced concrete gravel consolidated arch (14);
excavating collapsed slag (2) pumping concrete to backfill into an arch: excavating collapsed slag (2) outside an excavation contour line of the tunnel arch part, and pouring concrete into a collapsed cavity to form a consolidated arch (7);
s3.2, excavating collapsed slag (2) of the collapsed section (II);
s3.3, laying a drainage structure at the arch part of the tunnel in the collapse section (II);
s3.4, dismantling the temporary support of the section (I) with the visible collapse influence;
s3.5, constructing a secondary lining (4);
and step four, treating the section (III) with invisible collapse influence.
2. The treatment method for tunnel gate type large collapse according to claim 1, wherein: in the first step, a temporary drainage measure is also adopted, mechanical slag filling is adopted to carry out back pressure on the side wall close to the collapsed body, the back pressure length is not less than 10m, the back pressure height is not less than 150cm, and the slag filling outer slope ratio is not steeper than 1: 1; the slope surface after the slag is filled and the collapsed slag (2) is not steeper than 1:1, and a berm platform (5) is left at the arch rising line part of the tunnel.
3. The treatment method for tunnel gate type large collapse according to claim 1, wherein: and if the collapsed slag (2) does not completely collapse the tunnel excavation section, blocking a gap which is not collapsed in the tunnel vault after the slag piled on the surface of the collapsed slag (2) is pressed to a certain height.
4. The treatment method for tunnel gate type large collapse according to claim 1, wherein: s2.2, arranging steel frame support groups at intervals in the tunnel section far away from the collapsed body; and arranging a continuous steel frame at the tunnel section close to the collapsed body.
5. The treatment method for tunnel gate type large collapse according to claim 4, wherein: the steel frame support group has the following construction technical requirements: at the tunnel arch and the side wall, performing combined support by using not less than 3 steel frames as one group, wherein the distance between two adjacent groups is 2-5 m, and each steel frame is provided with a cement mortar foot-locking anchor rod; the steel frame is made of I-shaped steel, longitudinal connecting steel bars are arranged on the inner edge of the steel frame, the steel frame is tightly attached to the surface of the existing primary support (3), and concrete is sprayed after a concrete precast block is adopted to support the steel frame at the position where the steel frame cannot be closely attached to the surface of the primary support, so that the steel frame is closely filled with concrete;
the technical requirements of continuous steel frame construction are as follows: on the basis of the existing primary supports (3) at the arch part and the side wall part of the tunnel, steel frames are arranged at intervals along the longitudinal direction of the tunnel, the steel frames adopt I-shaped steel, and longitudinal connecting ribs are arranged at the inner edges of the steel frames; cement mortar foot locking anchor rods are erected on each steel frame, the steel frames are tightly attached to the surface of the existing primary support (3), and concrete is sprayed to joint tightly after concrete precast blocks or wood wedge support pads are adopted at positions where the steel frames cannot be attached tightly.
6. The treatment method for tunnel gate type large collapse according to claim 1, wherein: in the step S2.4, if the height of the cavity is less than 1.5m, C20 concrete is adopted to backfill the whole cavity, otherwise C20 concrete is backfilled at the arch part of the tunnel to form a continuous concrete arch ring with the thickness of 1.5 m; in the step S2.5, grouting and reinforcing the surrounding rock by adopting a small advanced guide pipe for the tunnel section of the section (I) with the visible collapse influence, which is close to the collapse section (II); and (4) grouting the rest tunnel sections with the visible collapse influence sections (I) by adopting small guide pipes, wherein the grouting construction sequence is from bottom to top.
7. The treatment method for tunnel gate type large collapse as claimed in any one of claims 1 to 6, wherein: in the step S3.1, the small guide pipe grouting consolidation slag collapse (2) arching method comprises the following steps:
a. checking the amount of collapsed slag in the collapse area, if the collapsed slag (2) does not fill the tunnel excavation section or the partial tunnel excavation contour line is not filled with the collapsed slag (2), firstly blowing sand and backfilling a cavity in the tunnel excavation section, wherein the blow-filled sand soil layer is higher than the tunnel design excavation contour line, and then backfilling the collapsed cavity through concrete above the blow-filled sand soil layer;
b. in the arch crown range of the tunnel, a small grouting guide pipe (6) is adopted to consolidate collapsed slag (2) at the arch part of the tunnel in advance, and the small grouting guide pipe (6) is arranged in a mode of combining a small angle and a large angle, wherein the small angle is 5-10 degrees of an advanced upward outward insertion angle, and the large angle is 45-90 degrees of the advanced upward outward insertion angle;
c. and (3) reinforcing the contact area between the collapse slag (2) and the rock surfaces on two sides of the collapse cavity by grouting at the arch part of the tunnel.
8. The treatment method for tunnel gate type large collapse according to claim 7, wherein: in the step a, the height of a hydraulic fill sand layer exceeds 50cm of a tunnel design excavation contour line, C20 concrete is pumped to backfill a collapsed cavity, and the top surface of the backfilled concrete is 150cm above the arch crown of the tunnel excavation; and c, arranging cement mortar anchor rods with outer inserting angles horizontally upwards towards the rock mass of the collapsed cavity surface on the inner sides of the collapsed square bodies on the two sides of the tunnel along the longitudinal direction of the tunnel, enabling the anchor rods to penetrate through collapsed slag (2) to be anchored into the rock mass, and connecting exposed ends of the anchor rods with the steel frame.
9. The treatment method for tunnel gate type large collapse according to claim 1, wherein: step S3.2, the excavation section is divided into an upper section and a lower section by taking a tunnel arch camber line as a boundary, and is excavated in a subsection mode, wherein the upper section is excavated firstly, and then the lower section is excavated; wherein, the upper section adopts the annular subsection to leave the core soil method to excavate, spouts the concrete and seals the excavation sloping surface after excavating.
10. The treatment method for tunnel gate type large collapse according to claim 1, wherein: in the fourth step, the method for treating the invisible collapse influencing section (III) is the same as the method for temporarily supporting and reinforcing the visible collapse influencing section (I) in the fourth step.
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