CN114856597A - TBM safe crossing construction method for broken stratum - Google Patents
TBM safe crossing construction method for broken stratum Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 28
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 48
- 239000010959 steel Substances 0.000 claims abstract description 48
- 239000011435 rock Substances 0.000 claims abstract description 47
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 36
- 238000000034 method Methods 0.000 claims abstract description 33
- 239000002893 slag Substances 0.000 claims abstract description 28
- 239000011440 grout Substances 0.000 claims abstract description 26
- 238000005553 drilling Methods 0.000 claims abstract description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 16
- 238000005507 spraying Methods 0.000 claims abstract description 14
- 239000000126 substance Substances 0.000 claims abstract description 13
- 238000007781 pre-processing Methods 0.000 claims abstract description 4
- 239000004567 concrete Substances 0.000 claims description 44
- 239000003365 glass fiber Substances 0.000 claims description 17
- 239000004568 cement Substances 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 9
- 239000002002 slurry Substances 0.000 claims description 9
- 230000007812 deficiency Effects 0.000 claims description 8
- 239000004743 Polypropylene Substances 0.000 claims description 6
- 239000000835 fiber Substances 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 6
- -1 polypropylene Polymers 0.000 claims description 6
- 229920001155 polypropylene Polymers 0.000 claims description 6
- 229920002635 polyurethane Polymers 0.000 claims description 6
- 239000004814 polyurethane Substances 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims 8
- 230000000149 penetrating effect Effects 0.000 claims 1
- 230000005641 tunneling Effects 0.000 abstract description 4
- 238000001514 detection method Methods 0.000 description 5
- ZPUCINDJVBIVPJ-LJISPDSOSA-N cocaine Chemical compound O([C@H]1C[C@@H]2CC[C@@H](N2C)[C@H]1C(=O)OC)C(=O)C1=CC=CC=C1 ZPUCINDJVBIVPJ-LJISPDSOSA-N 0.000 description 3
- 238000009825 accumulation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
- E21D9/087—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
- E21D9/0873—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines the shield being provided with devices for lining the tunnel, e.g. shuttering
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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
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a TBM safe crossing construction method for a broken stratum, which comprises the following steps: advanced forecasting and exploring geology, pre-processing and reinforcing surrounding rocks, cutter head escaping and continuous tunneling, supporting anchor spraying and reinforcing primary support and the like. During advance forecasting, geophysical prospecting is combined with drilling, during geophysical prospecting, rock prospecting is combined with water prospecting, and during rock prospecting, active seismic sources are combined; in the pre-reinforcing process, a small conduit is adopted for down-the-hole grouting chemical grout to seal the tunnel face, and a large pipe shed is adopted for deep hole grouting to reinforce the top of the arch; when the cutter head is in releasing, slag is taken out from a slag outlet of the cutter head to release from the water-poor small-range crushed stratum, and slag is removed from the front of the cutter head with a small pilot tunnel to release from the water-rich large-range crushed stratum; during primary support, the steel arch frames, the steel bar rows and the anchor rods are encrypted to increase the primary support strength, and radial grouting of surrounding rocks and surface guniting of primary support are adopted to improve the rigidity. The method can systematically twist the unfavorable situation that the broken stratum TBM is stuck to be stuck, thereby reducing the risk of sticking the TBM and improving the construction progress of the TBM.
Description
Technical Field
The invention relates to the field of tunnel construction by a full-face rock Tunnel Boring Machine (TBM), in particular to a TBM safe crossing construction method for a broken stratum.
Background
More and more long tunnels need to be built, and a rock Tunnel Boring Machine (TBM) construction method becomes the preferred method. However, the geological conditions that the TBM needs to traverse are more and more complicated, and especially, the broken formation causes the surrounding rock to deform and collapse, so that the TBM is stuck and trapped.
Disclosure of Invention
Based on the problem, the broken stratum TBM safe crossing construction method is needed to solve the problem that the broken stratum surrounding rock deforms and collapses to cause the TBM to be stuck, so that the risk of sticking the TBM is reduced, and the construction progress of the TBM is improved.
In order to solve the technical problems, the invention adopts the following technical scheme:
a TBM safe crossing construction method for a broken stratum is characterized by comprising the following steps: the method comprises the following specific steps:
step 1: advance forecasting of tunnel geology; the method for the advance tunnel geological forecast comprises the following steps: detecting the position of the poor rock mass of the tunnel by adopting a seismic wave advanced geophysical prospecting method, wherein a seismic source adopted during detection is a combination of an active seismic source and a passive seismic source; detecting the position of the poor water body of the tunnel by adopting an electromagnetic wave advanced geophysical prospecting method, and then confirming the poor degree of tunnel geology by adopting a drilling method;
step 2: pre-processing and reinforcing surrounding rocks; the method for pre-treating and reinforcing the surrounding rock comprises the following steps: firstly, sealing a broken tunnel face, and then reinforcing the top of a tunnel arch in a broken stratum by adopting deep-hole large pipe shed grouting;
and step 3: the cutterhead is stranded and is tunneled continuously; the method for the cutter head to get rid of the trouble and continuously tunnel comprises the following steps: for a water-poor small-range crushed stratum, slag is drawn from a slag inlet at the periphery of a cutter head, and then a trap removal mode of a cutter head driving system is started; for a water-rich large-range broken stratum, a small pilot tunnel is excavated from the top of a shield to the front of a cutter head to remove the slag of the collapsed rock;
and 4, step 4: spraying and injecting branch anchors to strengthen the primary branch; the method for reinforcing the primary support by the support anchor injection comprises the following steps: the steel arch frame is encrypted to increase the primary support strength; clearing tunnel bottom deficiency slag and replacing and filling concrete; reinforcing the primary support by adopting radial shallow hole grouting; and reinforcing the rock mass in the collapsed cavity range.
Further, the step 2 of closing the crushed face comprises the following specific steps: adopting a self-advancing glass fiber small conduit for chemical grouting reinforcement, installing a self-advancing drill bit at the end of a first section rod, and drilling a plurality of grout overflow holes in the side wall of the first section rod by using an electric hand drill; drilling the glass fiber pipe into the face loose body by using a drilling machine, grouting from the glass fiber pipe by using a grouting material, and reinforcing the face accumulated body to form a face grout stop wall; the concrete steps of reinforcing the arch top in the step 2 are as follows: a hydrodynamic down-the-hole hammer is used with a tubular pipe shed drilling machine, a plurality of drill holes are drilled from the rear part of a top shield, seamless steel pipes are installed on a pipe shed, and grout is poured to reinforce the broken rock mass above a top arch; and (5) performing next circulating pipe shed construction according to the surrounding rock conditions after the TBM tunnels for 20 m.
Further, the steel arch frame encrypted in the step 4 comprises the following steps: firstly, adjusting support parameters before the broken surrounding rock is exposed out of a shield, then densely distributing steel bar rows on the back sides of steel arch frames, arranging anchor rods, and adopting section steel to strengthen longitudinal connection between the adjacent steel arch frames; and finally, spraying polypropylene coarse fiber concrete to the vault by adopting a front concrete spraying manipulator to seal the primary support in time.
Further, the step 4 of clearing tunnel bottom slag and filling concrete comprises the following steps: the method comprises the following steps of (1) longitudinally connecting a steel arch at the bottom of the tunnel within a range of 90 degrees, cleaning up virtual slag before connecting the steel arch, and filling concrete at the bottom of the tunnel within a range of 90 degrees, wherein the surface of the concrete is flush with an inner flange plate of the steel arch; the primary support reinforcement in the step 4 comprises the following steps: a plurality of small conduits are arranged in the arch part at the rear part of the top shield, chemical slurry is filled in the small conduits, and the loose body of the arch part is consolidated and backfilled.
Further, the step 4 of reinforcing the rock mass in the collapsed cavity range comprises the following steps: arranging a plurality of grouting guide pipes in the range of the supporting shoes at two sides, injecting grout into the grouting guide pipes to reinforce loose rock bodies in the collapsed cavity range, cleaning the virtual slag in the cavity in the range of the supporting shoes after reinforcement is finished, and injecting concrete for backfilling until the concrete surface is flush with the inner flange plate of the steel arch frame; and embedding a plurality of grouting pipes in the collapsed cavity section of the arch part, and backfilling concrete into the collapsed cavity.
Further, the diameter of the self-propelled glass fiber small conduit in the step of closing the crushed tunnel face is 32mm, the application length is 4m and 6m, and the grouting material used in the self-propelled glass fiber small conduit is polyurethane; the slurry overflow holes are 2 rows, the distance is 20cm, and the diameter is 6 mm.
Further, in the step of reinforcing the top of the tunnel arch of the broken stratum, the drilling range of the underwater power down-the-hole hammer and the tubular pipe shed drilling machine is 150 degrees behind the top shield, the drilling hole is 30m long, the diameter is 108 plus 126mm, the camber angle is 20-30 degrees, and the hole interval is 1.0 m; the diameter of a seamless steel pipe installed at the pipe shed is 76-108 mm, and the grout poured into the seamless steel pipe is pure cement grout or cement-water glass double-liquid grout with the mass ratio of 1: 1-0.5: 1.
Further, in the step of encrypting the steel arches, the distance between the steel arches is adjusted to be 0.5m, the distance between the anchor rods is 1.0m multiplied by 1.0m, the length is 6m, the adjacent steel arches are reinforced by H150 section steel and longitudinally connected, and the circumferential distance is 0.5 m; the spraying range of the front concrete spraying manipulator is 270 degrees.
Further, in the step of clearing tunnel bottom deficiency slag and replacing and filling concrete, the thickness of the cleared deficiency slag is 15cm, the replaced and filled concrete is hard early-strength C25 concrete, and the thickness of the replaced and filled concrete is 30 cm; in the primary support reinforcing step, the driving range of the small guide pipes is within 120 degrees of the rear arch part of the top shield, the diameter of each small guide pipe is 42mm, the depth of each small guide pipe is 5-8 m, the circumferential distance of each small guide pipe is 0.5m, the longitudinal distance of each small guide pipe is 1.0m, and the external insertion angle of each small guide pipe is 20 degrees; the chemical grout poured into the small guide pipe is cement clean grout or polyurethane chemical grout with the mass ratio of 1: 1-0.5: 1.
Further, in the step of reinforcing the rock mass in the collapsed cavity range, the diameter of the grouting guide pipe is 42mm, the distance is 1.0m, the length is 3.0m, and the grouting guide pipe is arranged in a quincunx manner; the grout injected into the grouting guide pipe is cement paste or cement-water glass double-liquid grout; when the virtual slag in the cavity in the range of the supporting shoe is cleaned, the thickness of the virtual slag is not less than 1m, and the sprayed concrete is C25 polypropylene coarse fiber concrete; the diameter of a grouting pipe embedded in an arch collapse cavity section is 108mm, 3 grouting pipes are embedded in each section, the row spacing is 2.5m, and the length of each grouting pipe is determined according to the depth of an exposed collapse cavity; the concrete backfilled in the collapsed cavity is C20 concrete.
The invention has the beneficial effects that: the invention provides an implementation method of procedures of advance prediction, prepositive reinforcement, cutter head escaping and primary support and the like in the construction of a broken stratum TBM, wherein geophysical prospecting is combined with drilling during advance prediction, rock prospecting is combined with water prospecting during geophysical prospecting, and active seismic sources are combined with passive seismic sources during rock prospecting; during pre-reinforcing, chemical grout is poured into a small conduit down-the-hole to seal the tunnel face, and a large pipe shed deep hole is poured to reinforce the top of the arch; when the cutter head is in releasing, slag is taken out from a slag outlet of the cutter head to release from the water-poor small-range crushed stratum, and slag is removed from the front of the cutter head with a small pilot tunnel to release from the water-rich large-range crushed stratum; during primary support, the steel arch frames, the steel bar rows and the anchor rods are encrypted to increase the primary support strength, and radial grouting of surrounding rocks and surface guniting of primary support are adopted to improve the rigidity. The method can systematically twist the unfavorable situation that the broken stratum TBM is stuck to be trapped, and realize the safe crossing of the broken stratum TBM, thereby reducing the risk of the TBM being stuck to be trapped and improving the construction progress of the TBM.
Drawings
Fig. 1 is a general flow chart diagram of the construction method of the present invention.
Detailed Description
The preferred embodiments of the present invention will be described with reference to fig. 1, it being understood that the preferred embodiments described herein are for purposes of illustration and explanation only and are not intended to be limiting.
The invention relates to a TBM safe crossing construction method for a broken stratum, which comprises the following specific steps:
step 1: advance forecasting of tunnel geology; the method for the advance tunnel geological forecast comprises the following steps: detecting the position of the poor rock mass of the tunnel by adopting a seismic wave advanced geophysical prospecting method, detecting the position of the poor water body of the tunnel by adopting an electromagnetic wave advanced geophysical prospecting method, and confirming the poor degree of tunnel geology by adopting a drilling method;
step 2: pre-processing and reinforcing surrounding rocks; the method for pre-treating and reinforcing the surrounding rock comprises the following steps: firstly, sealing a broken tunnel face, and then reinforcing the top of a tunnel arch in a broken stratum by adopting deep-hole large pipe shed grouting;
and step 3: the cutterhead is stranded and is tunneled continuously; the method for the cutter head to get rid of the trouble and continuously tunnel comprises the following steps: for a small-range water-poor broken stratum, after a TBM cutter head is clamped due to the collapse of a face surface, broken rock blocks generally cannot flow into the cutter head in large quantity due to the small water inflow amount of the face surface, so that the operation environment in the cutter head is relatively safe; after the cutter head is clamped, slag can be drawn out through a slag inlet at the periphery of the cutter head, so that the resistance moment of broken rock blocks in front of the cutter head to the cutter head is reduced; then starting a escaping mode of the cutter head driving system, and slowly and continuously tunneling forwards; for a water-rich large-range broken stratum, the risk of slag digging in the cutter head is large, once the cutter head is clamped by a face collapse rock mass, a small pilot tunnel is dug from the top of the shield to the front of the cutter head to clean the collapse rock slag after pre-reinforcement is needed, and then the TBM continues to dig;
and 4, step 4: spraying and injecting branch anchors to strengthen the primary branch; the method for reinforcing the primary support by the support anchor injection comprises the following steps: the steel arch frame is encrypted to increase the primary support strength; clearing tunnel bottom deficiency slag and replacing and filling concrete; reinforcing the primary support by adopting radial shallow hole grouting; and reinforcing the rock mass in the collapsed cavity range.
In the step 1, the advance forecast of the tunnel unfavorable geology needs a method combining geophysical prospecting and drilling, wherein the geophysical prospecting is used for determining the approximate position of the unfavorable geologic body, and the drilling is used for confirming the unfavorable degree of the geologic body; whether the broken stratum is rich in water or not has obvious influence on the stability of surrounding rocks, a TBM (tunnel boring machine) caused by the broken stratum rich in water is often more difficult to treat than a water-poor stratum, and when the broken stratum TBM tunnel carries out advanced geophysical prospecting, not only the bad rock mass of the tunnel but also the bad water body are detected. The driving speed and the slag discharge amount of the water-poor broken stratum are strictly controlled, and the TBM cutterhead can be removed from the trouble and continuously driven by matching with manual slag removal in the cutterhead; however, when the fractured stratum is rich in water, the front geology generally needs to be reinforced, otherwise the TBM is easy to be stuck. The seismic wave advanced geophysical prospecting method is sensitive to poor rock masses, and the electromagnetic wave advanced geophysical prospecting method is sensitive to poor water bodies; when the bad rock mass is detected, the detection method of the passive seismic source belongs to a low-frequency signal, and the propagation distance is long; the detection method of the active seismic source belongs to a high-frequency seismic source and has high resolution. Therefore, when detecting the bad rock mass, a mode of combining an active seismic source and a passive seismic source is needed, so that the detection distance and the detection precision can be ensured.
Wherein, before the top of the arch is reinforced in the step 2, the crushed face needs to be sealed, otherwise, slurry leakage on the face is easy to cause the cutter head to be fixed. The tunnel face is sealed and reinforced by chemical grouting of a glass fiber small conduit with the diameter of 32mm, the reinforced tunnel face needs to be excavated by a hob cutter along with TBM tunneling, and a glass fiber pipe can be broken by the hob cutter, so that a steel conduit but a glass fiber pipe cannot be adopted. Because the small glass fiber conduit is arranged in the cutter head, the construction space is limited, the length of a single section is 1m, a self-advancing small glass fiber conduit is adopted, a self-advancing drill bit is arranged at the end of a first section rod, and 2 rows of slurry overflow holes with the diameter of 6mm and the distance of 20cm are drilled in the side wall of the first section rod by using an electric hand drill. And (3) drilling the glass fiber tube into the face loose body by adopting an YT-28 drilling machine, applying a lengthened grouting pipe with the length of 4m and 6m, wherein 6m is used for preventing TBM cutter heads from being solidified due to slurry leakage, grouting from the glass fiber tube by adopting a polyurethane chemical grouting material, and reinforcing a face accumulation body to form a face slurry stop wall. After the tunnel face is closed, a hydraulic down-the-hole hammer is used to follow a pipe type pipe shed drilling machine, a hole with the length of 30m and the diameter of 108 plus 126mm is drilled within the range of 150 degrees behind a top shield, the camber angle is 20-30 degrees, the hole spacing is 1.0m, a seamless steel pipe with the diameter of 76-108 mm is installed on a pipe shed, and 1: 1-0.5: 1 cement paste or cement-water glass double-liquid paste is poured to reinforce the broken rock mass above the top arch. And (5) carrying out next circulating pipe shed construction by the TBM after tunneling 20m according to the surrounding rock condition.
Wherein, the steel arch center of said encryption in said step 4 includes the following steps: adjusting support parameters before the broken surrounding rocks are exposed out of the shield, adjusting the spacing between steel arches to be 0.5m, densely distributing steel bar rows on the back sides of the steel arches, and arranging anchor rods with the spacing of 1.0 multiplied by 1.0m and the length of 6 m; the adjacent steel arch frames are reinforced by H150 steel in longitudinal connection, and the circumferential distance is 0.5 m. Spraying polypropylene coarse fiber concrete to the vault within 270 degrees by adopting a front concrete spraying manipulator to timely seal the primary support; the thickness of the clear up virtual sediment 15cm before the tunnel end 90 degree scope longitudinal connection, the tunnel end 90 degree within range is changed and is filled the early strong C25 concrete of hard dry, changes and fills concrete thickness 30cm, and the concrete surface flushes with steel bow member inner flange board. And (3) grouting and reinforcing the primary support by adopting radial shallow holes, drilling small conduits with the diameter of 42mm within 120 degrees of the arch part behind the top shield, wherein the depth is 5-8 m, the circumferential distance is 0.5m, the longitudinal distance is 1.0m, the external insertion angle is about 20 degrees, pouring 1: 1-0.5: 1 cement paste or polyurethane chemical paste, and consolidating and backfilling loose bodies of the arch part. Grouting guide pipes with the diameter of 42mm are arranged in the range of the supporting shoes on the two sides, the distance is 1.0m, the length is 3.0m, the grouting guide pipes are arranged in a quincunx mode, loose rock bodies in the range of a collapsed cavity are reinforced by cement paste or cement-water glass double-liquid slurry, after the reinforcement is completed, virtual slag in the cavity in the range of the supporting shoes is cleaned, the thickness is not less than 1m, C25 polypropylene coarse fiber concrete is sprayed for backfilling, and the sprayed concrete surface is flush with the inner flange plate of the steel arch frame. Grouting pipes with the diameter of 108mm are buried in the arch collapse cavity section, 3 grouting pipes are buried in each section, the row spacing is 2.5m, the lengths of the grouting pipes are randomly determined according to the depth of exposed collapse cavities, and C20 concrete is filled in the collapse cavities.
While the present invention has been described in detail with reference to the embodiments, those skilled in the art will appreciate that various changes can be made in the specific parameters of the embodiments without departing from the spirit of the present invention, and that various specific embodiments can be made, which are common variations of the present invention and will not be described in detail herein.
Claims (10)
1. A TBM safe crossing construction method for a broken stratum is characterized by comprising the following steps: the method comprises the following specific steps:
step 1: advance forecasting of tunnel geology; the method for the advance tunnel geological forecast comprises the following steps: detecting the position of the poor rock mass of the tunnel by adopting a seismic wave advanced geophysical prospecting method, detecting the position of the poor water body of the tunnel by adopting an electromagnetic wave advanced geophysical prospecting method, and confirming the poor degree of tunnel geology by adopting a drilling method;
step 2: pre-processing and reinforcing surrounding rocks; the method for pre-treating and reinforcing the surrounding rock comprises the following steps: firstly, sealing a broken tunnel face, and then reinforcing the top of a tunnel arch in a broken stratum by adopting deep-hole large pipe shed grouting;
and step 3: the cutterhead is stranded and is tunneled continuously; the method for the cutter head to get rid of the trouble and continuously tunnel comprises the following steps: for a water-poor small-range crushed stratum, slag is drawn from a slag inlet at the periphery of a cutter head, and then a trap removal mode of a cutter head driving system is started; for a water-rich large-range broken stratum, a small pilot tunnel is excavated from the top of a shield to the front of a cutter head to remove the slag of the collapsed rock;
and 4, step 4: spraying and injecting branch anchors to strengthen the primary branch; the method for reinforcing the primary support by the support anchor injection comprises the following steps: the steel arch frame is encrypted to increase the primary support strength; clearing tunnel bottom deficiency slag and replacing and filling concrete; reinforcing the primary support by adopting radial shallow hole grouting; and reinforcing the rock mass in the collapsed cavity range.
2. The safe penetration construction method of the broken stratum TBM as claimed in claim 1, wherein: the step 2 of closing the crushed face comprises the following specific steps: adopting a self-advancing glass fiber small conduit for chemical grouting reinforcement, installing a self-advancing drill bit at the end of a first section rod, and drilling a plurality of grout overflow holes in the side wall of the first section rod by using an electric hand drill; drilling the glass fiber tubes into the tunnel face loose body by using a drilling machine, grouting from the glass fiber tubes by using grouting materials, and reinforcing the tunnel face piled body to form a tunnel face grout stop wall;
the concrete steps of reinforcing the broken stratum tunnel arch top in the step 2 are as follows: a hydrodynamic down-the-hole hammer is used with a tubular pipe shed drilling machine, a plurality of drill holes are drilled from the rear part of a top shield, seamless steel pipes are installed on a pipe shed, and grout is poured to reinforce the broken rock mass above a top arch; and (5) performing next circulating pipe shed construction according to the surrounding rock conditions after the TBM tunnels for 20 m.
3. The safe penetration construction method of the broken stratum TBM as claimed in claim 1, wherein:
the encrypted steel arch centering in the step 4 comprises the following steps: firstly, adjusting support parameters before the broken surrounding rock is exposed out of a shield, then densely distributing steel bar rows on the back sides of steel arch frames, arranging anchor rods, and adopting section steel to strengthen longitudinal connection between the adjacent steel arch frames; and finally, spraying polypropylene coarse fiber concrete to the vault by adopting a front concrete spraying manipulator to seal the primary support in time.
4. The safe penetration construction method of the broken stratum TBM as claimed in claim 1, wherein:
the step 4 of clearing the tunnel bottom deficiency slag and replacing and filling concrete comprises the following steps: clearing up the broken slag before the steel arch frame at the tunnel bottom within the range of 90 degrees is longitudinally connected, filling concrete in the range of 90 degrees of the tunnel bottom, and enabling the surface of the concrete to be flush with the inner flange plate of the steel arch frame;
the primary support reinforcement in the step 4 comprises the following steps: a plurality of small conduits are arranged in the arch part at the rear part of the top shield, chemical slurry is filled in the small conduits, and the loose body of the arch part is consolidated and backfilled.
5. The safe construction method for penetrating broken stratum TBM as claimed in claim 1, wherein:
the step 4 of reinforcing the rock mass in the collapsed cavity range comprises the following steps: arranging a plurality of grouting guide pipes in the range of the supporting shoes at two sides, injecting grout into the grouting guide pipes to reinforce loose rock bodies in the collapsed cavity range, cleaning the virtual slag in the cavity in the range of the supporting shoes after reinforcement is finished, and injecting concrete for backfilling until the concrete surface is flush with the inner flange plate of the steel arch frame; and embedding a plurality of grouting pipes in the collapsed cavity section of the arch part, and backfilling concrete into the collapsed cavity.
6. The safe penetration construction method of the broken stratum TBM as claimed in claim 2, wherein:
in the step of closing the crushed tunnel face, the diameter of the self-propelled glass fiber small conduit is 32mm, the application length is 4m and 6m, and the grouting material used in the self-propelled glass fiber small conduit is polyurethane; the slurry overflow holes are 2 rows, the distance is 20cm, and the diameter is 6 mm.
7. The safe penetration construction method of the broken stratum TBM as claimed in claim 2, wherein:
in the step of reinforcing the top of the tunnel arch of the broken stratum, the drilling range of the underwater power down-the-hole hammer and the tubular pipe shed drilling machine is 150 degrees behind the top shield, the drilling hole is 30m long, the diameter is 108-126mm, the camber angle is 20-30 degrees, and the hole interval is 1.0 m; the diameter of a seamless steel pipe installed at the pipe shed is 76-108 mm, and the grout poured into the seamless steel pipe is pure cement grout or cement-water glass double-liquid grout with the mass ratio of 1: 1-0.5: 1.
8. The safe penetration construction method of the broken stratum TBM as claimed in claim 3, wherein:
in the step of encrypting the steel arches, the distance between the steel arches is adjusted to be 0.5m, the distance between anchor rods is 1.0m multiplied by 1.0m, the length is 6m, the adjacent steel arches are reinforced by H150 steel and longitudinally connected, and the circumferential distance is 0.5 m; the spraying range of the front concrete spraying manipulator is 270 degrees.
9. The safe penetration construction method of the broken stratum TBM as claimed in claim 4, wherein:
in the step of clearing tunnel bottom deficiency slag and replacing and filling concrete, the thickness of the cleared deficiency slag is 15cm, the replaced and filled concrete is hard early-strength C25 concrete, and the thickness of the replaced and filled concrete is 30 cm;
in the primary support reinforcing step, the driving range of the small guide pipes is within 120 degrees of the rear arch part of the top shield, the diameter of each small guide pipe is 42mm, the depth of each small guide pipe is 5-8 m, the circumferential distance of each small guide pipe is 0.5m, the longitudinal distance of each small guide pipe is 1.0m, and the external insertion angle of each small guide pipe is 20 degrees; the chemical grout poured into the small guide pipe is cement clean grout or polyurethane chemical grout with the mass ratio of 1: 1-0.5: 1.
10. The safe penetration construction method of the broken stratum TBM as claimed in claim 5, wherein:
in the step of reinforcing the loose rock mass within the collapsed cavity range, the diameter of the grouting guide pipe is 42mm, the distance is 1.0m, the length is 3.0m, and the grouting guide pipe is arranged in a quincunx manner; the grout injected into the grouting guide pipe is cement paste or cement-water glass double-liquid grout;
when the virtual slag in the cavity in the range of the supporting shoe is cleaned, the thickness of the virtual slag is not less than 1m, and the sprayed concrete is C25 polypropylene coarse fiber concrete;
the diameter of a grouting pipe embedded in an arch collapse cavity section is 108mm, 3 grouting pipes are embedded in each section, the row spacing is 2.5m, and the length of each grouting pipe is determined according to the depth of an exposed collapse cavity; the concrete backfilled in the collapsed cavity is C20 concrete.
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