CN210343377U - Surrounding rock structure is consolidated to big section tunnel prestressed anchorage pole of high-speed railway - Google Patents
Surrounding rock structure is consolidated to big section tunnel prestressed anchorage pole of high-speed railway Download PDFInfo
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- CN210343377U CN210343377U CN201920952943.2U CN201920952943U CN210343377U CN 210343377 U CN210343377 U CN 210343377U CN 201920952943 U CN201920952943 U CN 201920952943U CN 210343377 U CN210343377 U CN 210343377U
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- 239000011435 rock Substances 0.000 title claims abstract description 48
- 238000004873 anchoring Methods 0.000 claims abstract description 22
- 238000005553 drilling Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 107
- 239000010959 steel Substances 0.000 claims description 107
- 230000008093 supporting effect Effects 0.000 claims description 26
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 238000009412 basement excavation Methods 0.000 description 37
- 230000003111 delayed effect Effects 0.000 description 12
- 239000002689 soil Substances 0.000 description 9
- 238000000034 method Methods 0.000 description 7
- 238000010276 construction Methods 0.000 description 4
- 239000011440 grout Substances 0.000 description 4
- 239000003795 chemical substances by application Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 230000002349 favourable effect Effects 0.000 description 2
- 238000009423 ventilation Methods 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 101150097977 arch-1 gene Proteins 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
The embodiment of the utility model discloses a big section tunnel prestressed anchorage pole of high-speed railway consolidates country rock structure relates to tunnel support technical field, can improve the stability that the country rock was strutted. Big section tunnel prestressed anchorage pole of high-speed railway consolidates country rock structure includes: drilling anchor cable holes in the tunnel wall; an anchor rod is arranged in the anchor cable hole, 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 positioned in a rod body of the anchor rod; the anchor cable has a first prestress, the anchor rod has a second prestress, and the first prestress is greater than the second prestress. The utility model is suitable for a big section tunnel country rock of high-speed railway is strutted.
Description
Technical Field
The utility model relates to a tunnel construction technical field especially relates to a big section tunnel prestressed anchorage pole of high-speed railway consolidates country rock structure.
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 utility model provides a big section tunnel prestressed anchorage pole of high-speed railway consolidates country rock structure can improve the stability that the country rock was strutted, prevents that the country rock from taking place great deformation.
The embodiment of the utility model provides a surrounding rock structure is consolidated to big section tunnel prestressed anchorage pole of high-speed railway, include:
the first steel arch, the second steel arch and the third steel arch 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.
Drilling anchor cable holes in the tunnel wall;
an anchor rod is arranged in the anchor cable hole, 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 positioned in a rod body of the anchor rod;
the anchor cable has a first prestress, the anchor rod has a second prestress, and the first prestress is greater than the second prestress.
Optionally, 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.
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 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.
Optionally, a steel supporting leg is arranged below the foot part of each steel arch, the foot part of each steel arch is supported on the steel supporting leg, and the steel supporting legs below the foot parts of adjacent steel arches are connected and fixed 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.
Optionally, the first steel arch comprises a top arch support, a left upper arch support, a left middle arch support, a left lower arch support, a right upper arch support, a right middle arch support and a right lower arch support;
the excavation of the upper step of the right side pilot tunnel lags behind that of the upper step of the left side pilot tunnel by 0 meter;
the middle part supports the soil upper step, and the excavation is delayed by 95 meters compared with the excavation of the left pilot tunnel upper step;
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 the excavation of the left side pilot pit upper step;
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;
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;
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;
the inverted arch lags the excavation of the upper step of the guide pit on the left side by 175 meters.
The left upper arch support is supported on the side wall of the left upper part of the left guide pit, the left middle arch support is supported on the side wall of the left middle part of the left guide pit, and the left lower arch support is supported on the side wall of the left lower part of the left guide pit; the upper part of the left middle arch support is fixedly connected with the left upper arch support, and the lower part of the left middle arch support is fixedly connected with the left lower arch support;
the right upper supporting arch frame is supported on the side wall of the right upper part of the right guide pit, the right middle supporting arch frame is supported on the side wall of the right middle part of the right guide pit, and the right lower supporting arch frame is supported on the side wall of the right lower part of the right guide pit; the upper part of the right middle arch support is fixedly connected with the right upper arch support, and the lower part of the right middle arch support is fixedly connected with the right lower arch support;
the top arch support is supported at the top of the middle supporting soil upper step and is fixedly connected with the left upper arch support and the right upper arch support; the left end of the inverted arch is fixedly connected with the lower part of the left lower arch frame, and the right end of the inverted arch is fixedly connected with the lower part of the right lower arch frame.
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.
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 sectional view of the prestressed anchor rod reinforced surrounding rock structure of the high-speed rail large-section tunnel of the present invention;
fig. 2 is a schematic view of a support structure of an anchor rod and an anchor cable in the embodiment of the present invention;
FIG. 3 is a schematic view of a steel arch connecting structure in an embodiment of the present invention;
fig. 4 is the embodiment of the utility model provides an in tunnel section excavation order and steel bow member structure sketch map.
Detailed Description
The 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. Based on the embodiments of the present invention, all other embodiments obtained by a person of ordinary skill in the art without creative efforts belong to the protection scope of the present invention.
Referring to fig. 1 and 2, the high-speed rail large-section (the section area is greater than 300 square meters) tunnel prestressed anchor rod reinforced surrounding rock structure of the embodiment includes: the steel arch frames 1 are arranged in parallel at intervals of a preset distance (such as 1 meter, 1.5 meters or 2 meters) along the length direction of the tunnel; drilling anchor cable holes 3 in the tunnel wall 2; an anchor rod 4 is installed 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 outer anchor head of the anchor rod can be further provided with a yielding protection component, and in an 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 circular discs, the first circular disc and the second circular disc are buckled together, 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 plate 8 and a second baffle plate 9 are arranged on two sides of the disc group, the first baffle plate 8 is used for being attached to the inner wall of the tunnel, and the second baffle plate 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.
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 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.
In one embodiment, anchor cable holes are drilled in the tunnel wall; arranging a grout stop plug at a preset position away from the bottom of the anchor cable hole, forming a grouting hole in the middle of the grout stop plug, and after grouting the bottom of the anchor cable hole for a first time through the grouting hole according to first preset pressure, continuing grouting the bottom of the anchor cable hole for a second time according to second preset pressure so as to inject grout into surrounding rock gaps at the bottom of the anchor cable hole, wherein after the grout is solidified, an anchoring pier is formed around the bottom of the anchor cable hole; 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 is anchored on the anchoring pier, and a free end of the anchor cable is located in a rod body of the anchor rod.
Referring to fig. 3, in an embodiment, the steel arch 1 comprises a first steel arch 14, a second steel arch 15 and a third steel arch 16; 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 place the position of steel bow member and take place skew and twist reverse, can improve the overall structure's of steel bow member stability simultaneously.
In one embodiment, a steel supporting leg is arranged below the foot part of each steel arch, the foot part of each steel arch is supported on the steel supporting leg, and the steel supporting legs below the foot parts of adjacent steel arches 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.
Referring to fig. 4, in one embodiment, the first steel arches include a top arch 21, a left upper arch 22, a left middle arch 23, a left lower arch 24, a right upper arch 25, a right middle arch 26, and a right lower arch 27; the excavation of the right-side pit guiding upper step 29 is delayed by 0 meter compared with the excavation of the left-side pit guiding upper step 28; the middle part supports the soil upper step 30, and the excavation is delayed by 95 meters compared with the left pit guiding upper step 28; the excavation of the left side pit guiding middle step 31 and the right side pit guiding middle step 32 is delayed by 115 meters compared with the excavation of the left side pit guiding upper step 28; the middle part supports a middle soil step 33, and the excavation is delayed by 125 meters compared with the excavation of the upper step 28 of the left pilot tunnel; the excavation of the left pit guiding lower step 34 and the right pit guiding lower step 35 is delayed by 135 meters compared with the excavation of the left pit guiding upper step 28; the middle part supports the soil lower step 36, and the excavation is delayed by 155 meters compared with the excavation of the left pit guiding upper step 28; the excavation of the inverted arch 37 is delayed by 175 meters compared with the excavation of the upper step 28 of the left pit guide; a left upper arch frame 22 is supported on the side wall of the left upper part of the left guide pit, a left middle arch frame 23 is supported on the side wall of the left middle part of the left guide pit, and a left lower arch frame 24 is supported on the side wall of the left lower part of the left guide pit; the upper part of the left middle arch support 23 is fixedly connected with the left upper arch support 22, and the lower part is fixedly connected with the left lower arch support 24; a right upper arch 25 supported on the side wall of the right upper part of the right side guide pit, a right middle arch 26 supported on the side wall of the right middle part of the right side guide pit, and a right lower arch 27 supported on the side wall of the right lower part of the right side guide pit; the upper part of the right middle arch support 26 is fixedly connected with the right upper arch support 25, and the lower part is fixedly connected with the right lower arch support 27; the top arch support 21 is supported at the top of the middle supporting soil upper step 30 and is fixedly connected with the left upper arch support 22 and the right upper arch support 25; the left end of the inverted arch 37 is fixedly connected with the lower part of the left lower arch 24, and the right end is fixedly connected with the lower part of the right lower arch 27.
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.
Furthermore, in the process of simultaneously excavating the right side pilot tunnel upper step 29 and the left side pilot tunnel upper step 28, a pilot tunnel communicating 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.
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 embodiments of the present invention, but the protection 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 should be covered by the protection scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (5)
1. The utility model provides a big section tunnel prestressed anchorage pole of high-speed railway consolidates country rock structure which characterized in that includes:
the steel arch frames are arranged in parallel at intervals along the length direction of the tunnel at preset distances;
drilling anchor cable holes in the tunnel wall;
an anchor rod is arranged in the anchor cable hole, 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.
2. The reinforced wall rock structure of claim 1, wherein the outer head of the anchor line and the outer head of the anchor rod are secured to the steel arch nearest the anchor line and the anchor rod.
3. The reinforced surrounding rock structure of claim 1, wherein the steel arch is provided with through holes, and the outer anchor head of the anchor rope and the outer anchor head of the anchor rod pass through the through holes on the steel arch closest to the anchor rope and the anchor rod and are fixed by the same backing plate.
4. The reinforced wall rock structure of claim 1, wherein the anchoring section of the anchor line is integral with the anchoring body of the wall rock of the anchor line hole, and the inner anchor head of the anchor rod is integral with the anchoring body of the wall rock of the anchor line hole.
5. Reinforced surrounding rock structure according to claim 1,
steel supporting legs are arranged below the feet of the steel arch centering, the feet of the steel arch centering are supported on the steel supporting legs, and the steel supporting legs below the adjacent steel arch centering feet are connected and fixed 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.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920952943.2U CN210343377U (en) | 2019-06-24 | 2019-06-24 | Surrounding rock structure is consolidated to big section tunnel prestressed anchorage pole of high-speed railway |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920952943.2U CN210343377U (en) | 2019-06-24 | 2019-06-24 | Surrounding rock structure is consolidated to big section tunnel prestressed anchorage pole of high-speed railway |
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| CN210343377U true CN210343377U (en) | 2020-04-17 |
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| CN201920952943.2U Expired - Fee Related CN210343377U (en) | 2019-06-24 | 2019-06-24 | Surrounding rock structure is consolidated to big section tunnel prestressed anchorage pole of high-speed railway |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113605901A (en) * | 2021-07-20 | 2021-11-05 | 西南交通大学 | Strong anchor middle pilot tunnel construction method based on extra-large section tunnel construction |
| CN117250027A (en) * | 2023-11-20 | 2023-12-19 | 中国矿业大学(北京) | Tunnel model test simulated excavation supporting device and test method |
-
2019
- 2019-06-24 CN CN201920952943.2U patent/CN210343377U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113605901A (en) * | 2021-07-20 | 2021-11-05 | 西南交通大学 | Strong anchor middle pilot tunnel construction method based on extra-large section tunnel construction |
| CN117250027A (en) * | 2023-11-20 | 2023-12-19 | 中国矿业大学(北京) | Tunnel model test simulated excavation supporting device and test method |
| CN117250027B (en) * | 2023-11-20 | 2024-01-26 | 中国矿业大学(北京) | Tunnel model test simulated excavation supporting device and test method |
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