CN112343629A - Advanced support method for complex geological tunnel - Google Patents
Advanced support method for complex geological tunnel Download PDFInfo
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- CN112343629A CN112343629A CN201910728771.5A CN201910728771A CN112343629A CN 112343629 A CN112343629 A CN 112343629A CN 201910728771 A CN201910728771 A CN 201910728771A CN 112343629 A CN112343629 A CN 112343629A
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- 238000000034 method Methods 0.000 title claims abstract description 33
- 230000008093 supporting effect Effects 0.000 claims abstract description 82
- 238000009412 basement excavation Methods 0.000 claims abstract description 53
- 239000011435 rock Substances 0.000 claims abstract description 38
- 230000003111 delayed effect Effects 0.000 claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 claims description 101
- 239000010959 steel Substances 0.000 claims description 101
- 239000002689 soil Substances 0.000 claims description 32
- 238000004873 anchoring Methods 0.000 claims description 31
- 239000002002 slurry Substances 0.000 claims description 4
- 238000005452 bending Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 description 4
- 238000010276 construction Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 230000002349 favourable effect Effects 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000009423 ventilation Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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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
- E21D19/00—Provisional protective covers for working space
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Abstract
The embodiment of the invention discloses a complicated geological tunnel advance support method, relates to the technical field of tunnel support, and can improve the stability of surrounding rock support. The advanced support method for the complex geological tunnel comprises the following steps: excavating an upper step of the left guide pit by a first preset depth to form an upper channel of the left guide pit, performing left upper arch support on the side wall on the left side of the upper channel of the left guide pit, and performing first temporary support on the side wall on the right side of the upper channel of the left guide pit; excavating an upper step of the right side guide pit to a second preset depth to form an upper channel of the right side guide pit, performing right upper arch support on the side wall on the right side of the upper channel of the right side guide pit, and performing second temporary support on the side wall on the left side of the upper channel of the right side guide pit; and the excavation of the right-side upper pit guiding step is delayed by 0 meter compared with that of the left-side upper pit guiding step. The method is suitable for supporting the surrounding rock of the geological tunnel.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a complicated geological tunnel advanced support method.
Background
Along with the rapid development of high-speed rail construction in China, deep-buried tunnel engineering gradually appears and increases. When the tunnel passes through a high ground stress area and a fault and meets weak surrounding rocks, the weak surrounding rocks are often greatly deformed. In actual construction, the surrounding rock is too weak, and under the condition that geological activities are frequent or hydrologic conditions are not favorable for construction, primary support is often difficult to ensure the integrity of the surrounding rock, and large deformation occurs.
Disclosure of Invention
In view of this, the embodiment of the invention provides a complicated geological tunnel advance support method, which can improve the surrounding rock support efficiency and the support stability.
The embodiment of the invention provides a method for advanced support of a complex geological tunnel, which comprises the following steps:
excavating an upper step of the left guide pit by a first preset depth to form an upper channel of the left guide pit, performing left upper arch support on the side wall on the left side of the upper channel of the left guide pit, and performing first temporary support on the side wall on the right side of the upper channel of the left guide pit;
excavating an upper step of the right side guide pit to a second preset depth to form an upper channel of the right side guide pit, performing right upper arch support on the side wall on the right side of the upper channel of the right side guide pit, and performing second temporary support on the side wall on the left side of the upper channel of the right side guide pit; the excavation of the right side upper pit guiding step is delayed by 0 meter compared with the excavation of the left side upper pit guiding step;
excavating an upper step of the middle supporting soil to a third preset depth to form an upper channel of the middle supporting soil, supporting a top arch centering on the top of the upper step of the middle supporting soil, and fixedly connecting the top arch centering with a left upper arch centering and a right upper arch centering; the excavation of the upper step of the middle supporting soil is lagged by 95 meters than that of the upper step of the left pilot tunnel;
excavating a step in the left pilot tunnel to a fourth preset depth to form a left pilot tunnel middle channel, performing left middle support arch support on the side wall on the left side of the left pilot tunnel middle channel, performing third temporary support on the side wall on the right side of the left pilot tunnel middle channel, and connecting the third temporary support with the first temporary support;
excavating a fifth preset depth on a step in the right guide pit to form a right guide pit middle channel, performing right middle support arch support on the side wall on the right side of the right guide pit middle channel, performing fourth temporary support on the side wall on the left side of the right guide pit middle channel, and connecting the fourth temporary support with the second temporary support; the excavation of the left side pilot pit middle step and the right side pilot pit middle step is delayed by 115 meters compared with that of the left side pilot pit upper step;
excavating steps in the middle supporting soil to a sixth preset depth to form a middle supporting soil channel; the middle part supports a middle soil step, and the excavation is delayed by 125 meters compared with the excavation of the upper step of the left pilot tunnel;
excavating a seventh preset depth on a lower step of the left guide pit to form a lower channel of the left guide pit, supporting a left lower arch on the side wall on the left side of the lower channel of the left guide pit, performing a fifth temporary support on the side wall on the right side of the lower channel of the left guide pit, and connecting the fifth temporary support with a third temporary support;
excavating a eighth preset depth on a lower step of the right side guide pit to form a lower channel of the right side guide pit, supporting a right lower support arch on the side wall on the right side of the lower channel of the right side guide pit, performing a sixth temporary support on the side wall on the left side of the lower channel of the right side guide pit, and connecting the sixth temporary support with the fourth temporary support; the excavation of the left side pilot pit lower step and the right side pilot pit lower step is delayed by 135 meters compared with the excavation of the left side pilot pit upper step;
excavating a ninth preset depth on the middle supporting soil lower step to form a middle supporting soil lower channel; the middle part supports an earth lower step, and the excavation is delayed by 155 meters compared with the excavation of the left pit guiding upper step;
excavating a tenth preset depth through an inverted arch to form a tunnel bottom channel; the inverted arch lags behind the excavation of the upper step of the left pilot tunnel by 175 meters.
Optionally, the supporting method further includes:
a first steel arch frame, a second steel arch frame and a third steel arch frame are arranged in parallel at intervals along the length direction of the tunnel according to a preset distance; the first steel arch frame, the second steel arch frame and the third steel arch frame are fixedly connected through a support beam; the support beams comprise a first support beam, a second support beam, a third support beam and a fourth support beam; the first support beam and the second support beam are arranged in parallel up and down, a first clamping groove, a second clamping groove and a third clamping groove are formed in the first support beam, the first clamping groove is clamped on the first steel arch frame, the second clamping groove is formed in the second steel arch frame, and the third clamping groove is formed in the third steel arch frame; a fourth clamping groove, a fifth clamping groove and a sixth clamping groove are formed in the second support beam, the fourth clamping groove is clamped on the first steel arch frame, the fifth clamping groove is formed in the second steel arch frame, and the sixth clamping groove is formed in the third steel arch frame; the third support beam and the fourth support beam are arc-shaped beams, and the bending radians of the third support beam and the fourth support beam are matched with the radian of the side wall of the tunnel at the mounting position; the first end of the third support beam is fixed at the joint of the first support beam and the first steel arch, the second end of the third support beam is fixed at the joint of the second support beam and the third steel arch, and the middle part of the third support beam is fixed on the second steel arch; the first end of the fourth support beam is fixed at the joint of the second support beam and the first steel arch, the second end of the fourth support beam is fixed at the joint of the first support beam and the third steel arch, and the middle of the fourth support beam is fixed at the joint of the third support beam and the second steel arch.
Optionally, the supporting method further includes:
drilling anchor cable holes in the tunnel wall;
installing an anchor rod in the anchor cable hole, wherein the middle part of the anchor rod is of a hollow structure, a through hole is formed in the inner anchor head of the anchor rod, and the inner anchor head of the anchor rod is anchored in surrounding rock of the anchor cable hole;
an anchor cable penetrates through the anchor rod, an anchoring section of the anchor cable extends out of a through hole of an inner anchor head of the anchor rod and then is anchored in surrounding rock of an anchor cable hole, and a free end of the anchor cable is located in a rod body of the anchor rod.
Optionally, the method further comprises: and fixing the outer anchor head of the anchor cable and the outer anchor head of the anchor rod on the steel arch frame closest to the anchor cable and the anchor rod.
Optionally, a through hole is formed in the steel arch, and the outer anchor head of the anchor cable and the outer anchor head of the anchor rod penetrate through the through hole in the steel arch closest to the anchor cable and the anchor rod and are fixed by the same backing plate.
Optionally, the method further comprises: grouting through a hollow channel inside the anchor rod, enabling slurry to flow into the anchor cable hole from a through hole at the inner anchor head of the anchor rod, forming a first anchoring body between the anchoring section of the anchor cable and the surrounding rock of the anchor cable hole after the slurry is solidified, forming a second anchoring body between the inner anchor head of the anchor rod and the surrounding rock of the anchor cable hole, and enabling the first anchoring body and the second anchoring body to be of an integrated structure.
Optionally, the method further comprises: and steel supporting feet are arranged below the foot part of each steel arch, and the foot part of each steel arch is supported on the steel supporting feet.
In the embodiment, the upper step of the left pilot tunnel and the upper step of the right pilot tunnel are excavated and supported simultaneously; simultaneously excavating and supporting a left side guide pit middle step and a right side guide pit middle step, and simultaneously excavating and supporting a left side guide pit lower step and a right side guide pit lower step; and the support after the excavation of the upper step of the left pilot tunnel and the upper step of the right pilot tunnel is finished in advance relative to the support after the excavation of the steps in the left pilot tunnel and the right pilot tunnel is finished. The supporting after the excavation of the step in the left side guide pit and the step in the right side guide pit is completed in advance relative to the supporting after the completion of the step in the left side guide pit lower step and the right side guide pit lower step, that is to say, the supporting of the step on the left side guide pit and the step on the right side guide pit, the supporting of the step in the left side guide pit and the step in the right side guide pit, and the supporting of the step in the left side guide pit and the step in the right side guide pit are completed step by step, on one hand, the excavated part can be timely supported, and on the other hand, the supporting efficiency can be improved. Moreover, the left side pilot tunnel upper step and the right side pilot tunnel upper step are excavated and simultaneously supported, the left side pilot tunnel middle step and the right side pilot tunnel middle step are excavated and simultaneously supported, and the left side pilot tunnel lower step and the right side pilot tunnel lower step are excavated and simultaneously supported, so that the balance and the stability of the left and right side pilot tunnel support can be improved, and the stability of tunnel surrounding rocks is favorably maintained.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a schematic flow chart of an embodiment of a complex geological tunnel advance support method of the invention;
FIG. 2 is a schematic structural diagram of a tunnel section excavation and supporting sequence in the advanced supporting method for the complex geological tunnel;
FIG. 3 is a schematic view of a steel arch connecting structure according to an embodiment of the present invention;
FIG. 4 is a schematic view of a bolt and cable support structure according to an embodiment of the present invention;
fig. 5 is a schematic cross-sectional view of a bolt and cable bolt support according to an embodiment of the present invention.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
It should be understood that the described embodiments are only some embodiments of the invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1 and 2, an embodiment of the present invention provides a method for advanced support of a complex geological tunnel, which is a tunnel of surrounding rock above the IV level. The tunnel surrounding rock is generally divided into 6 grades of I, II, III, IV, V and VI, and the first-grade surrounding rock is the best and basically a whole hard stone; the worst grade six surrounding rock is basically broken loose soft soil. The surrounding rock above the IV level is weak surrounding rock. The advanced support method for the complex geological tunnel comprises the following steps:
102, excavating a second preset depth on the upper step 29 of the right side guide pit to form an upper channel of the right side guide pit, supporting the right upper arch frame 25 on the side wall on the right side of the upper channel of the right side guide pit, and performing second temporary support on the side wall on the left side of the upper channel of the right side guide pit; the excavation of the right side upper pit guiding step is delayed by 0 meter compared with the excavation of the left side upper pit guiding step;
103, excavating a third preset depth on the middle supporting soil upper step 30 to form a middle supporting soil upper channel, supporting a top arch support 21 on the top of the middle supporting soil upper step, and fixedly connecting the top arch support with a left upper arch support and a right upper arch support; the excavation of the upper step of the middle supporting soil is lagged by 95 meters than that of the upper step of the left pilot tunnel; the middle supporting soil upper step is of a regular trapezoid structure, and the side part of the middle supporting soil upper step of the regular trapezoid structure provides stable support for the first temporary support and the second temporary support, so that the stability of the temporary supports can be improved;
104, excavating a fourth preset depth on the left side pilot tunnel middle step 31 to form a left side pilot tunnel middle channel, supporting a left middle support arch 23 on the side wall on the left side of the left side pilot tunnel middle channel, performing a third temporary support on the side wall on the right side of the left side pilot tunnel middle channel, and connecting the third temporary support with the first temporary support;
105, excavating a fifth preset depth on the right side pilot tunnel middle step 32 to form a right side pilot tunnel middle channel, supporting a right middle supporting arch 26 on the side wall on the right side of the right side pilot tunnel middle channel, performing a fourth temporary support on the side wall on the left side of the right side pilot tunnel middle channel, and connecting the fourth temporary support with a second temporary support; the excavation of the left side pilot pit middle step and the right side pilot pit middle step is delayed by 115 meters compared with that of the left side pilot pit upper step;
106, excavating a sixth preset depth on the middle supporting soil middle step 33 to form a middle supporting soil middle channel; the middle part supports a middle soil step, and the excavation is delayed by 125 meters compared with the excavation of the upper step of the left pilot tunnel;
107, excavating a seventh preset depth on the left side guide pit lower step 34 to form a left side guide pit lower channel, supporting a left lower arch 24 on the side wall on the left side of the left side guide pit lower channel, performing a fifth temporary support on the side wall on the right side of the left side guide pit lower channel, and connecting the fifth temporary support with a third temporary support;
108, excavating an eighth preset depth on the right side guide pit lower step 35 to form a right side guide pit lower channel, supporting a right lower support arch 27 on the side wall on the right side of the right side guide pit lower channel, performing a sixth temporary support on the side wall on the left side of the right side guide pit lower channel, and connecting the sixth temporary support with the fourth temporary support; the excavation of the left side pilot pit lower step and the right side pilot pit lower step is delayed by 135 meters compared with the excavation of the left side pilot pit upper step;
110, excavating an inverted arch 37 to a tenth preset depth to form a tunnel bottom channel, arranging an inverted arch support 38 at the bottom of the tunnel, wherein the inverted arch support 38 is an upward-concave arc support, one end of the inverted arch support is fixedly connected with the bottom of the left lower arch 24 through a cross beam, and the other end of the inverted arch support is fixedly connected with the bottom of the right lower arch 27 through a cross beam; the inverted arch lags behind the excavation of the upper step of the left pilot tunnel by 175 meters.
In the embodiment, the upper step of the left pilot tunnel and the upper step of the right pilot tunnel are excavated and supported simultaneously; simultaneously excavating and supporting a left side guide pit middle step and a right side guide pit middle step, and simultaneously excavating and supporting a left side guide pit lower step and a right side guide pit lower step; and the support after the excavation of the upper step of the left pilot tunnel and the upper step of the right pilot tunnel is finished in advance relative to the support after the excavation of the steps in the left pilot tunnel and the right pilot tunnel is finished. The supporting after the excavation of the step in the left side guide pit and the step in the right side guide pit is completed in advance relative to the supporting after the completion of the step in the left side guide pit lower step and the right side guide pit lower step, that is to say, the supporting of the step on the left side guide pit and the step on the right side guide pit, the supporting of the step in the left side guide pit and the step in the right side guide pit, and the supporting of the step in the left side guide pit and the step in the right side guide pit are completed step by step, on one hand, the excavated part can be timely supported, and on the other hand, the supporting efficiency can be improved. Moreover, the left side pilot tunnel upper step and the right side pilot tunnel upper step are excavated and simultaneously supported, the left side pilot tunnel middle step and the right side pilot tunnel middle step are excavated and simultaneously supported, and the left side pilot tunnel lower step and the right side pilot tunnel lower step are excavated and simultaneously supported, so that the balance and the stability of the left and right side pilot tunnel support can be improved, and the stability of tunnel surrounding rocks is favorably maintained.
The temporary support can be dismantled under the condition that the temporary support is not needed according to the excavation progress.
In this embodiment, except invert 37, divide into whole tunnel section upper, middle and lower three-layer, every layer into left, middle and right triplex, carry out the excavation in order to every layer of every part, applicable in the tunnel excavation of the big section of subway, when guaranteeing excavation safety, can improve excavation efficiency.
The excavation of the right side pilot tunnel upper step 29 lags behind the excavation of the left side pilot tunnel upper step 28 by 0 meter, namely, the excavation efficiency can be improved by excavating the right side pilot tunnel upper step 29 and the left side pilot tunnel upper step 28 simultaneously, and correspondingly, the supporting efficiency can be improved.
The middle part supports the soil upper step 30, and the step 31 in the left side pilot tunnel and the step 32 in the right side pilot tunnel are excavated in advance, so that a larger operation space can be reserved at the top of the tunnel, and the subsequent excavation operation is facilitated.
Further, the method further comprises: in the process of excavating the right side pilot tunnel upper step 29 and the left side pilot tunnel upper step 28 simultaneously, a pilot tunnel communicated with the left side pilot tunnel and the right side pilot tunnel can be excavated on the formed middle supporting soil upper step 30 at a preset distance (such as 15 meters), the width of the pilot tunnel can be 1.5 meters, and the pilot tunnel can be used for a passage channel of operators, materials or small equipment of the left side pilot tunnel and the right side pilot tunnel, so that the excavation cooperation of the left side pilot tunnel and the right side pilot tunnel is improved, and the excavation efficiency is improved; this pilot tunnel also can regard as the passageway that ventilates between left side pilot tunnel and the right side pilot tunnel, like this, can only arrange one set of ventilation equipment in left side pilot tunnel or right side pilot tunnel one side, utilizes this one set of ventilation equipment can ventilate left side pilot tunnel and right side pilot tunnel simultaneously, is favorable to reducing tunnel excavation cost.
Referring to fig. 3, in an embodiment, the supporting method further includes: a first steel arch 14, a second steel arch 15 and a third steel arch 16 are arranged in parallel at intervals along the length direction of the tunnel according to a preset distance; the first steel arch 14, the second steel arch 15 and the third steel arch 16 are fixedly connected through a support beam; the support beams include a first support beam 17, a second support beam 18, a third support beam 19 and a fourth support beam 20; the first supporting beam 17 and the second supporting beam 18 are arranged in parallel up and down, a first clamping groove, a second clamping groove and a third clamping groove are arranged on the first supporting beam 17, the first clamping groove is clamped on the first steel arch 14, the second clamping groove is arranged on the second steel arch 15, and the third clamping groove is arranged on the third steel arch 16; a fourth clamping groove, a fifth clamping groove and a sixth clamping groove are formed in the second support beam 18, the fourth clamping groove is clamped on the first steel arch 14, the fifth clamping groove is formed in the second steel arch 15, and the sixth clamping groove is formed in the third steel arch 16; the third support beam 19 and the fourth support beam 20 are arc-shaped beams, and the bending radians of the third support beam and the fourth support beam are matched with the radian of the side wall of the tunnel at the installation position; the first end of the third bracket beam 19 is fixed at the joint of the first support beam 17 and the first steel arch 14, the second end is fixed at the joint of the second support beam 18 and the third steel arch 16, and the middle part is fixed on the second steel arch 15; the fourth support beam is fixed at its first end to the junction of the second support beam 18 and the first steel arch 14, at its second end to the junction of the first support beam 17 and the third steel arch 16, and at its middle part to the junction of the third support beam 19 and the second steel arch 15.
Through the above-mentioned cooperation connection structure of a supporting beam and steel bow member, can prevent that the position of steel bow member from taking place skew and torsion, can improve the overall structure's of steel bow member stability simultaneously, further improve the stability of strutting.
Referring to fig. 4 and 5, in an embodiment, the supporting method further includes: drilling anchor cable holes 3 in the tunnel wall 2; an anchor rod 4 is arranged in the anchor cable hole 3, the middle part of the anchor rod 4 is of a hollow structure, a through hole is formed in the inner anchor head of the anchor rod 4, and the inner anchor head of the anchor rod 4 is anchored in surrounding rocks of the anchor cable hole 3; an anchor cable 5 penetrates through the anchor rod 4, an anchoring section of the anchor cable 5 extends out of a through hole of an inner anchor head of the anchor rod and then is anchored in surrounding rock of the anchor cable hole 3, and a free end of the anchor cable 5 is located in a rod body of the anchor rod 4.
In this embodiment, install the stock in the anchor rope hole, wear to be equipped with the anchor rope in the stock, the anchor section of anchor rope stretches out anchor in the country rock in anchor rope hole behind the through-hole of the interior anchor head of stock, the free end of anchor rope is located in the body of rod of stock, like this, through using stock and anchor rope jointly in same anchor position, can improve anchoring force on the one hand, on the other hand, the risk that reducible stock or anchor rope became invalid and bring to improve the reliability of anchor, thereby prevent that the country rock from taking place great deformation.
In one embodiment, the anchor cable has a first pre-stress and the bolt has a second pre-stress, the first pre-stress being greater than the second pre-stress. In this embodiment, the prestressing force of anchor rope is greater than the prestressing force of stock, takes place the deformation back when the country rock for after the anchor rope is tensile to a certain extent, the stock can play the effect of yielding the protection for the anchor rope.
Further, the method may further include: a yielding protection component is further arranged at the outer anchor head of the anchor rod, and in one example, the yielding protection component can be a spring. In another example, the pressure-yielding protection component comprises a first circular disc 6 and a second circular disc 7, wherein the first circular disc 6 and the second circular disc 7 are both concave and are made of a steel plate through punching and similar to concave circular discs, the first circular disc and the second circular disc are buckled together in an opposite mode, an outer anchor head of the anchor rod penetrates through central holes of the first circular disc and the second circular disc, a disc group is formed after the first circular disc and the second circular disc are buckled, a first baffle 8 and a second baffle 9 can be arranged on two sides of the disc group, the first baffle 8 is used for being attached to the inner wall of the tunnel, and the second baffle 9 and the outer anchor head of the anchor rod 4 are fixed through threads or welding. A third baffle plate 10 is arranged outside the second baffle plate 9 and used for fixing the outer end part (namely the outer anchor head) of the anchor cable. In one embodiment, the first round disc can be directly attached to the inner wall of the tunnel to reduce the use of the first baffle 8, and the material cost is saved, namely the first round disc is attached to the inner wall of the tunnel, and the second baffle 9 is fixed with the outer anchor head of the anchor rod 4 through threads or welding. A third baffle plate 10 is arranged outside the second baffle plate 9 and used for fixing the outer end part (namely the outer anchor head) of the anchor cable.
When the surrounding rock is greatly deformed, the first circular disc and/or the second circular disc can be deformed, and the center of the first circular disc approaches to the center of the second circular disc so as to absorb the deformation of the surrounding rock.
The disc group can be a plurality of disc groups which are connected in series at the outer anchor head of the anchor rod.
Furthermore, in order to improve the pressure-yielding protection effect, a cylindrical spring 11 may be disposed between the first circular disk and the second circular disk.
In one embodiment, the outer head of the anchor line and the outer head of the anchor rod are fixed to the steel arch closest to the anchor line and the anchor rod. In one example, the steel arch frame is provided with a through hole, and the outer anchor head of the anchor rope and the outer anchor head of the anchor rod penetrate through the through hole in the steel arch frame closest to the anchor rope and the anchor rod and are fixed by the same backing plate. The outer anchor head of the anchor cable and the outer anchor head of the anchor rod penetrate through the steel arch frame closest to the anchor cable and the anchor rod and are fixed, so that pre-tightening force can be conveniently applied to the anchor cable and the anchor rod, the stability of the steel arch frame can be improved, and the steel arch frame is prevented from sinking. In this embodiment, at least one set of the disc sets may be disposed at the outer anchor heads of the anchor rod and the anchor cable. In this embodiment, the outer anchor head of anchor rope and the outer anchor head of stock pass behind the steel bow member that is nearest apart from anchor rope and stock and pass at least a set of the dish group is fixed with same backing plate after, when preventing that the steel bow member from sinking, still can improve and let the pressure performance.
In one embodiment, the anchoring section of the anchor cable and the anchoring body of the surrounding rock of the anchor cable hole are integrated with the inner anchor head of the anchor rod and the anchoring body of the surrounding rock of the anchor cable hole.
When anchoring, can pour into the stock inside with the concrete anchoring agent, flow out the back through-hole on the stock and get into between the anchor section and the anchor rope hole of anchor rope, and the space between the interior anchor head and the anchor rope hole of stock, the concrete anchoring agent solidifies the back, form first anchor body 12 between the anchor section and the anchor rope hole of anchor rope, form second anchor body 13 between the interior anchor head and the anchor rope hole of stock, first anchor body and second anchor body formula anchor structure as an organic whole, like this, through once injecting the concrete anchoring agent, can form the anchor body of the anchor section and the country rock in anchor rope hole of anchor rope simultaneously, and the anchor body of the interior anchor head and the country rock in anchor rope hole of stock, improve anchor operating efficiency.
Specifically, in an embodiment of the present invention, the method further includes: grouting is carried out through a hollow channel inside the anchor rod, grout flows into the anchor cable hole from a through hole at the inner anchor head of the anchor rod, a first anchoring body 12 is formed between the anchoring section of the anchor cable and the surrounding rock of the anchor cable hole after the grout is solidified, a second anchoring body 13 is formed between the inner anchor head of the anchor rod and the surrounding rock of the anchor cable hole, and the first anchoring body and the second anchoring body are of an integrated structure. Therefore, the anchoring section of the anchor rope and the anchoring body of the surrounding rock of the anchor rope hole as well as the inner anchor head of the anchor rod and the anchoring body of the surrounding rock of the anchor rope hole can be formed at the same time by injecting the concrete anchoring agent once, and the anchoring operation efficiency is improved.
In an embodiment, the method further comprises: a steel supporting leg is arranged below the foot part of each steel arch frame, the foot part of each steel arch frame is supported on the steel supporting leg, and the steel supporting legs below the foot parts of the adjacent steel arch frames are fixedly connected through channel steel;
on the steel supporting legs, two sides of the steel arch are provided with stop limit parts, and the stop limit parts are provided with a steel arch foot position adjusting device;
the steel arch foot position adjusting device comprises a threaded hole formed in the stop limiting piece and an adjusting bolt penetrating through the threaded hole; or
The steel bow member foot position control device includes: the limiting part is blocked, the slope is close to one side of the steel arch springing foot portion on the limiting part, and the wedge block is arranged between the slope and the steel arch springing foot portion.
The contact area between the foot of the steel arch and the bottom of the tunnel can be improved through the steel supporting legs, and the steel arch is prevented from sinking to affect the supporting effect. Through steel bow member foot position control device, the position of adjustable steel supporting legs to guarantee to have predetermined distance between the adjacent steel bow member.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. The term "comprising", without further limitation, means that the element so defined is not excluded from the group consisting of additional identical elements in the process, method, article, or apparatus that comprises the element.
All the embodiments in the present specification are described in a related manner, and the same and similar parts among the embodiments may be referred to each other, and each embodiment focuses on the differences from the other embodiments.
The above description is only for the specific embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (7)
1. A method for advance support of a complex geological tunnel is characterized by comprising the following steps:
excavating an upper step of the left guide pit by a first preset depth to form an upper channel of the left guide pit, performing left upper arch support on the side wall on the left side of the upper channel of the left guide pit, and performing first temporary support on the side wall on the right side of the upper channel of the left guide pit;
excavating an upper step of the right side guide pit to a second preset depth to form an upper channel of the right side guide pit, performing right upper arch support on the side wall on the right side of the upper channel of the right side guide pit, and performing second temporary support on the side wall on the left side of the upper channel of the right side guide pit; the excavation of the right side upper pit guiding step is delayed by 0 meter compared with the excavation of the left side upper pit guiding step;
excavating an upper step of the middle supporting soil to a third preset depth to form an upper channel of the middle supporting soil, supporting a top arch centering on the top of the upper step of the middle supporting soil, and fixedly connecting the top arch centering with a left upper arch centering and a right upper arch centering; the excavation of the upper step of the middle supporting soil is lagged by 95 meters than that of the upper step of the left pilot tunnel;
excavating a step in the left pilot tunnel to a fourth preset depth to form a left pilot tunnel middle channel, performing left middle support arch support on the side wall on the left side of the left pilot tunnel middle channel, performing third temporary support on the side wall on the right side of the left pilot tunnel middle channel, and connecting the third temporary support with the first temporary support;
excavating a fifth preset depth on a step in the right guide pit to form a right guide pit middle channel, performing right middle support arch support on the side wall on the right side of the right guide pit middle channel, performing fourth temporary support on the side wall on the left side of the right guide pit middle channel, and connecting the fourth temporary support with the second temporary support; the excavation of the left side pilot pit middle step and the right side pilot pit middle step is delayed by 115 meters compared with that of the left side pilot pit upper step;
excavating steps in the middle supporting soil to a sixth preset depth to form a middle supporting soil channel; the middle part supports a middle soil step, and the excavation is delayed by 125 meters compared with the excavation of the upper step of the left pilot tunnel;
excavating a seventh preset depth on a lower step of the left guide pit to form a lower channel of the left guide pit, supporting a left lower arch on the side wall on the left side of the lower channel of the left guide pit, performing a fifth temporary support on the side wall on the right side of the lower channel of the left guide pit, and connecting the fifth temporary support with a third temporary support;
excavating a eighth preset depth on a lower step of the right side guide pit to form a lower channel of the right side guide pit, supporting a right lower support arch on the side wall on the right side of the lower channel of the right side guide pit, performing a sixth temporary support on the side wall on the left side of the lower channel of the right side guide pit, and connecting the sixth temporary support with the fourth temporary support; the excavation of the left side pilot pit lower step and the right side pilot pit lower step is delayed by 135 meters compared with the excavation of the left side pilot pit upper step;
excavating a ninth preset depth on the middle supporting soil lower step to form a middle supporting soil lower channel; the middle part supports an earth lower step, and the excavation is delayed by 155 meters compared with the excavation of the left pit guiding upper step;
excavating a tenth preset depth through an inverted arch to form a tunnel bottom channel; the inverted arch lags behind the excavation of the upper step of the left pilot tunnel by 175 meters.
2. The support method according to claim 1, further comprising:
a first steel arch frame, a second steel arch frame and a third steel arch frame are arranged in parallel at intervals along the length direction of the tunnel according to a preset distance; the first steel arch frame, the second steel arch frame and the third steel arch frame are fixedly connected through a support beam; the support beams comprise a first support beam, a second support beam, a third support beam and a fourth support beam; the first support beam and the second support beam are arranged in parallel up and down, a first clamping groove, a second clamping groove and a third clamping groove are formed in the first support beam, the first clamping groove is clamped on the first steel arch frame, the second clamping groove is formed in the second steel arch frame, and the third clamping groove is formed in the third steel arch frame; a fourth clamping groove, a fifth clamping groove and a sixth clamping groove are formed in the second support beam, the fourth clamping groove is clamped on the first steel arch frame, the fifth clamping groove is formed in the second steel arch frame, and the sixth clamping groove is formed in the third steel arch frame; the third support beam and the fourth support beam are arc-shaped beams, and the bending radians of the third support beam and the fourth support beam are matched with the radian of the side wall of the tunnel at the mounting position; the first end of the third support beam is fixed at the joint of the first support beam and the first steel arch, the second end of the third support beam is fixed at the joint of the second support beam and the third steel arch, and the middle part of the third support beam is fixed on the second steel arch; the first end of the fourth support beam is fixed at the joint of the second support beam and the first steel arch, the second end of the fourth support beam is fixed at the joint of the first support beam and the third steel arch, and the middle of the fourth support beam is fixed at the joint of the third support beam and the second steel arch.
3. The support method according to claim 1 or 2, further comprising:
drilling anchor cable holes in the tunnel wall;
installing an anchor rod in the anchor cable hole, wherein the middle part of the anchor rod is of a hollow structure, a through hole is formed in the inner anchor head of the anchor rod, and the inner anchor head of the anchor rod is anchored in surrounding rock of the anchor cable hole;
an anchor cable penetrates through the anchor rod, an anchoring section of the anchor cable extends out of a through hole of an inner anchor head of the anchor rod and then is anchored in surrounding rock of an anchor cable hole, and a free end of the anchor cable is located in a rod body of the anchor rod.
4. The supporting structure of claims 1 to 3, further comprising: and fixing the outer anchor head of the anchor cable and the outer anchor head of the anchor rod on the steel arch frame closest to the anchor cable and the anchor rod.
5. The supporting structure according to any one of claims 1 to 4, wherein the steel arch is provided with through holes, and the outer head of the anchor line and the outer head of the anchor rod are fixed by the same backing plate after passing through the through holes of the steel arch nearest to the anchor line and the anchor rod.
6. The support structure according to any one of claims 1 to 5, further comprising: grouting through a hollow channel inside the anchor rod, enabling slurry to flow into the anchor cable hole from a through hole at the inner anchor head of the anchor rod, forming a first anchoring body between the anchoring section of the anchor cable and the surrounding rock of the anchor cable hole after the slurry is solidified, forming a second anchoring body between the inner anchor head of the anchor rod and the surrounding rock of the anchor cable hole, and enabling the first anchoring body and the second anchoring body to be of an integrated structure.
7. The support structure according to any one of claims 1 to 6, further comprising:
and steel supporting feet are arranged below the foot part of each steel arch, and the foot part of each steel arch is supported on the steel supporting feet.
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| CN201910728771.5A CN112343629A (en) | 2019-08-07 | 2019-08-07 | Advanced support method for complex geological tunnel |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202673309U (en) * | 2012-01-01 | 2013-01-16 | 谢理想 | Combination type high-strength grouting anchor cable |
| CN106121660A (en) * | 2016-08-12 | 2016-11-16 | 中铁二十局集团第四工程有限公司 | Two side-wall pilot tunnel lining construction technique based on portable full hall scaffold |
| CN106574499A (en) * | 2014-06-04 | 2017-04-19 | 奥菲奇内·马卡费里意大利有限责任公司 | Rib for supporting and consolidating an excavation and method for installing a structure to support and consolidate an excavation |
| CN106812544A (en) * | 2017-03-31 | 2017-06-09 | 安徽理工大学 | A kind of U-shaped steel bracket of the allowed pressure of reinforcement |
| CN107288653A (en) * | 2017-06-27 | 2017-10-24 | 中铁十局集团第四工程有限公司 | A kind of the benching tunnelling method excavation supporting structure of weak surrounding rock large cross-section tunnel double -side approach three and construction method |
-
2019
- 2019-08-07 CN CN201910728771.5A patent/CN112343629A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202673309U (en) * | 2012-01-01 | 2013-01-16 | 谢理想 | Combination type high-strength grouting anchor cable |
| CN106574499A (en) * | 2014-06-04 | 2017-04-19 | 奥菲奇内·马卡费里意大利有限责任公司 | Rib for supporting and consolidating an excavation and method for installing a structure to support and consolidate an excavation |
| CN106121660A (en) * | 2016-08-12 | 2016-11-16 | 中铁二十局集团第四工程有限公司 | Two side-wall pilot tunnel lining construction technique based on portable full hall scaffold |
| CN106812544A (en) * | 2017-03-31 | 2017-06-09 | 安徽理工大学 | A kind of U-shaped steel bracket of the allowed pressure of reinforcement |
| CN107288653A (en) * | 2017-06-27 | 2017-10-24 | 中铁十局集团第四工程有限公司 | A kind of the benching tunnelling method excavation supporting structure of weak surrounding rock large cross-section tunnel double -side approach three and construction method |
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