CN114215567A - Construction method of V-type and IV-type surrounding rocks in ultra-long TBM tunnel - Google Patents
Construction method of V-type and IV-type surrounding rocks in ultra-long TBM tunnel Download PDFInfo
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- CN114215567A CN114215567A CN202111551450.6A CN202111551450A CN114215567A CN 114215567 A CN114215567 A CN 114215567A CN 202111551450 A CN202111551450 A CN 202111551450A CN 114215567 A CN114215567 A CN 114215567A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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 DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
Abstract
The invention relates to the field of tunnel equipment construction, in particular to a construction method of V and IV class surrounding rocks in an ultra-long TBM tunnel. Aims to provide a method which is suitable for construction occasions of IV-type and V-type surrounding rocks in a diversion tunnel, can be used for quick construction and can effectively prevent water seepage. The invention comprises the following steps: anchor rod construction: installing anchor rods on a construction surface to form a construction surface A, and arranging an included angle of 30-60 degrees between a grouting hole and the anchor rods to form a fish scale-shaped overlapped grouting layer; and (3) mesh construction: mounting a mesh on the construction surface A to form a construction surface B; and (3) arch center installation construction: installing an arch center of 270 degrees on the construction surface B, and ensuring that the arch center is attached to the construction surface B through pressure to form a construction surface C; spraying concrete: spraying concrete on the construction surface C, and then grouting and reinforcing along the grouting holes; and (5) maintenance: has the advantages that: the tunnel has stable structure, water seepage, strong cracking capacity and long service life.
Description
Technical Field
The invention relates to the field of tunnel equipment construction, in particular to a construction method of V and IV class surrounding rocks in an ultra-long TBM tunnel.
Background
In rock underground works, the surrounding rock mass, which changes its force state due to excavation, is called the surrounding rock. The surrounding rock is also called main rock and ore-containing rock. The rocks around the ore body and around the rock body are called surrounding rocks. The surrounding rocks are divided into at least 6 grades according to the strength, wherein the crushing degree of the IV-type and V-type surrounding rocks is high, water seepage is easy to occur in the construction process, and a supporting scheme aiming at the situation is often required in the construction of tunnels and tunnels.
The common surrounding rock supporting scheme is to add anchor rods and use grouting technology for reinforcement, for example, in the published patent technology, the patent number is CN202010703374.5, and the name is a concrete lining anti-cracking construction method for IV-type and V-type surrounding rock tunnels and a comparison document of the structure of the concrete lining anti-cracking construction method. The construction method is provided, and in the method, the combination of consolidation grouting layer is mainly proposed to improve the mechanical property and the waterproof property of the surrounding rock. The applicant believes that the technology at the present stage has the problem of complex publishing, namely, the strength is guaranteed, the construction time is long, and the construction efficiency is influenced.
Disclosure of Invention
The invention aims to solve the problem of low construction efficiency in the prior art.
The specific scheme of the invention is as follows:
a construction method for IV-type and V-type surrounding rocks is designed, and comprises the following steps:
(1) anchor rod construction: installing anchor rods on a construction surface to form a construction surface A, and arranging an included angle of 30-60 degrees between a grouting hole and the anchor rods to form a fish scale-shaped overlapped grouting layer;
(2) and (3) mesh construction: mounting a mesh on the construction surface A to form a construction surface B;
(3) and (3) arch center installation construction: installing an arch center of 270 degrees on the construction surface B, and ensuring that the arch center is attached to the construction surface B through pressure to form a construction surface C;
(4) spraying concrete: spraying concrete on the construction surface C, and then grouting and reinforcing along the grouting holes;
(5) and (5) maintenance: and after the sprayed concrete is finally set for 2 hours, sprinkling water on the surface, and then standing and curing for not less than 14 days.
The step (1) comprises the following steps: drilling and cleaning holes by using a TBM (tunnel boring machine) self-provided anchor rod drilling machine according to the designed interval and length; cleaning the drilled anchor rod hole by using high-pressure water;
grouting the anchor rod: the mortar is mixed according to the mixing proportion, the mixture is accurately and uniformly mixed, mechanical mixing is adopted, the mixture is used along with mixing, and the mortar mixed at one time is used up before initial setting. When the construction method of grouting and then inserting the anchor rod is adopted, the grouting pipe is inserted to the bottom of the hole, then the grouting pipe is withdrawn for 50-100 mm, and the grouting pipe is slowly withdrawn at a constant speed along with the injection of the mortar, so that the hole is filled with the mortar;
the anchor rod is installed by directly driving the anchor rod into the hole by using an anchor rod drilling machine, and the anchor rod is firmly fixed.
And the step (2) comprises the step of adopting a reinforcing mesh with the diameter of 8@200mm by 200mm for the IV-type surrounding rock, wherein the lap joint length between two groups of reinforcing mesh sheets is not less than 20cm, local reinforcement is carried out by using anchor bars within the range of hanging the reinforcing mesh, and the anchor bars of each mesh sheet are not less than 5 points.
The step (3) comprises the following steps: and after each unit arch frame is manufactured, transporting the manufactured unit arch frames to a working surface. Before the arch frame is erected, the virtual slag and sundries at the inverted arch are removed, and then the inverted arch is installed. After the installation is finished, the inclination of the arch centering is adjusted through the hanging hammer, the arch centering is ensured to be in the same vertical plane, and the construction error is controlled to be +/-2 degrees.
Before the arch centering is installed, a steel bar net piece is fixed, the arch centering with an adjustable joint at the bottom is adopted, bolts do not need to be screwed, hydraulic support on a TBM is adopted for forceful supporting, the arch centering is ensured to be closely attached to surrounding rocks, bent L-shaped anchor rods (locking anchor rods) are adopted for fixing the arch centering, the anchor rods are arranged on two sides of the arch centering in a staggered mode, each pin is not less than 6, and the anchor rods are strictly arranged on one side. The foot-locking anchor rods and the arch frames are welded firmly, phi 22 steel bars are adopted as longitudinal connecting bars among the arch frames, the circumferential distance is controlled to be 1m, and no connecting bar is arranged in the range of the supporting shoes; and is firmly bound with the net sheet, and the joint of the connecting rib and the arch frame is firmly welded).
The step (4) comprises the following steps: (1) before spraying, the spraying surface is inspected to remove pumice, wall corner stone slag and deposit on the rock surface, the sprayed surface is washed by high-pressure water, when the sprayed surface is easy to be argillized when meeting water, the rock surface is blown clean by high-pressure air, and the section with water must be guided and discharged.
(2) The spraying pressure is 0.15-0.2 MPa, and the wind pressure is 0.5-0.8 MPa. Strictly controlling the mixing amount of the set accelerating agent, and uniformly adding; the sprayed concrete is operated from bottom to top, sectionally and hierarchically (when the sprayed concrete is sprayed hierarchically, the spraying thickness of each layer of the top arch is 3-5cm, and the spraying thickness of the side wall is 6-8 cm);
(3) the moving speed of the nozzle needs to be slow, so that the concrete is piled up and removed after having a certain thickness, and then the spraying range of the concrete is expanded block by block.
(4) The sprayed concrete is smooth, no crack and slag drop phenomena exist, and the anchor rod head and the reinforcing steel bar are not exposed; when the concave-convex part is uneven, the concave part is firstly sprayed flat and is sprayed according to the normal sequence so as to reduce the rebound; the gap between the steel arch frame and the surrounding rock is filled with sprayed concrete densely, the sprayed concrete covers the steel frame and is sprayed upwards (namely from bottom to top) by arch feet at two sides; when the jet thickness is insufficient, the stripping part needs to be removed to ensure that the new and old concrete has good bonding strength.
The anchor rod hole is round and straight, and the drilling direction is preferably vertical to the main structural surface of the rock stratum as much as possible, particularly the drilling direction of the arch anchor rod. .
The invention has the beneficial effects that:
the whole method has simple steps, can greatly save working hours, and the grouting holes are used for being tightly attached to the rock stratum.
Drawings
FIG. 1 is a schematic illustration of the installation of the rock bolt of the present invention;
FIG. 2 is a cross-sectional view of a tunnel according to the present invention;
FIG. 3 is a schematic front view of a tunnel according to the present invention;
names of components in the drawings: 1. a top arch; 2. an anchor rod; 3. grouting holes; 4. a drainage ditch; 5. concrete lining; 6. a tunnel.
Detailed Description
The preferred embodiments of the present invention will be described below with reference to the accompanying drawings, but it should be understood that the preferred embodiments described herein are merely for purposes of illustration and explanation, and are not intended to limit the present invention.
Example 1
A construction method of IV-type and V-type surrounding rocks is disclosed, referring to the attached drawings, and comprises the following steps:
(1) anchor rod construction: installing anchor rods on a construction surface to form a construction surface A, and arranging an included angle of 30-60 degrees between a grouting hole and the anchor rods to form a fish scale-shaped overlapped grouting layer;
(2) and (3) mesh construction: mounting a mesh on the construction surface A to form a construction surface B;
(3) and (3) arch center installation construction: installing an arch center of 270 degrees on the construction surface B, and ensuring that the arch center is attached to the construction surface B through pressure to form a construction surface C;
(4) spraying concrete: spraying concrete on the construction surface C, and then grouting and reinforcing along the grouting holes;
(5) and (5) maintenance: and after the sprayed concrete is finally set for 2 hours, sprinkling water on the surface, and then standing and curing for not less than 14 days.
The step (1) comprises the following steps: drilling and cleaning holes by using a TBM (tunnel boring machine) self-provided anchor rod drilling machine according to the designed interval and length; cleaning the drilled anchor rod hole by using high-pressure water;
grouting the anchor rod: the mortar is stirred accurately and uniformly according to the mixing proportion, mechanical stirring is adopted, the mortar stirred at one time is used up before initial setting, when the construction method of firstly grouting and then inserting the anchor rod is adopted, a grouting pipe is inserted to the bottom of the hole, then the grouting pipe is withdrawn by 50-100 mm to start grouting, and the grouting pipe is slowly withdrawn at a constant speed along with the injection of the mortar, so that the hole is filled with the mortar;
the anchor rod is installed by directly driving the anchor rod into the hole by using an anchor rod drilling machine, and the anchor rod is firmly fixed.
And the step (2) comprises the step of adopting a reinforcing mesh with the diameter of 8@200mm by 200mm for the IV-type surrounding rock, wherein the lap joint length between two groups of reinforcing mesh sheets is not less than 20cm, local reinforcement is carried out by using anchor bars within the range of hanging the reinforcing mesh, and the anchor bars of each mesh sheet are not less than 5 points.
The step (3) comprises the following steps: and after each unit arch frame is manufactured, transporting the manufactured unit arch frames to a working surface. Before the arch centering, clear away virtual sediment and debris of inverted arch department earlier, then install, after the installation is accomplished, through the gradient of hanging hammer adjustment arch centering, guarantee that the arch centering is in same vertical plane, construction error control is at 2.
Before the arch centering is installed, a steel bar net piece is fixed, the arch centering with an adjustable joint at the bottom is adopted, bolts do not need to be screwed, hydraulic support on a TBM is adopted for forceful supporting, the arch centering is ensured to be closely attached to surrounding rocks, bent L-shaped anchor rods (locking anchor rods) are adopted for fixing the arch centering, the anchor rods are arranged on two sides of the arch centering in a staggered mode, each pin is not less than 6, and the anchor rods are strictly arranged on one side. The foot-locking anchor rods and the arch frames are welded firmly, phi 22 steel bars are adopted as longitudinal connecting bars among the arch frames, the circumferential distance is controlled to be 1m, and no connecting bar is arranged in the range of the supporting shoes; and is firmly bound with the net sheet, and the joint of the connecting rib and the arch frame is firmly welded).
The step (4) comprises the following steps: (1) before spraying, the spraying surface is inspected to remove pumice, wall corner stone slag and deposit on the rock surface, the sprayed surface is washed by high-pressure water, when the sprayed surface is easy to be argillized when meeting water, the rock surface is blown clean by high-pressure air, and the section with water must be guided and discharged.
(2) The spraying pressure is 0.15-0.2 MPa, and the wind pressure is 0.5-0.8 MPa. Strictly controlling the mixing amount of the set accelerating agent, and uniformly adding; the sprayed concrete is operated from bottom to top, sectionally and hierarchically (when the sprayed concrete is sprayed hierarchically, the spraying thickness of each layer of the top arch is 3-5cm, and the spraying thickness of the side wall is 6-8 cm);
(3) the moving speed of the nozzle needs to be slow, so that the concrete is piled up and removed after having a certain thickness, and then the spraying range of the concrete is expanded block by block.
(4) The sprayed concrete is smooth, no crack and slag drop phenomena exist, and the anchor rod head and the reinforcing steel bar are not exposed; when the concave-convex part is uneven, the concave part is firstly sprayed flat and is sprayed according to the normal sequence so as to reduce the rebound; the gap between the steel arch frame and the surrounding rock is filled with sprayed concrete densely, the sprayed concrete covers the steel frame and is sprayed upwards (namely from bottom to top) by arch feet at two sides; when the jet thickness is insufficient, the stripping part needs to be removed to ensure that the new and old concrete has good bonding strength.
The anchor rod hole is round and straight, and the drilling direction is preferably vertical to the main structural surface of the rock stratum as much as possible, particularly the drilling direction of the arch anchor rod.
Finally, the description is as follows: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that changes may be made in the embodiments and/or equivalents thereof without departing from the spirit and scope of the invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention shall fall within the protection scope of the present invention.
Claims (6)
1. A construction method of V and IV type surrounding rocks in an ultra-long TBM tunnel is characterized by comprising the following steps: the method comprises the following steps:
(1) anchor rod construction: installing anchor rods on a construction surface to form a construction surface A, and arranging an included angle of 30-60 degrees between a grouting hole and the anchor rods to form a fish scale-shaped overlapped grouting layer;
(2) and (3) mesh construction: mounting a mesh on the construction surface A to form a construction surface B;
(3) and (3) arch center installation construction: installing an arch center of 270 degrees on the construction surface B, and ensuring that the arch center is attached to the construction surface B through pressure to form a construction surface C;
(4) spraying concrete: spraying concrete on the construction surface C, and then grouting and reinforcing along the grouting holes;
(5) and (5) maintenance: and after the sprayed concrete is finally set for 2 hours, sprinkling water on the surface, and then standing and curing for not less than 14 days.
2. The construction method of the V-type and IV-type surrounding rocks in the ultra-long TBM tunnel according to claim 1, characterized in that: the step (1) comprises
Drilling and cleaning holes by using a TBM (tunnel boring machine) self-provided anchor rod drilling machine according to the designed interval and length; cleaning the drilled anchor rod hole by using high-pressure water;
grouting a rod: the mortar is stirred accurately and uniformly according to the mixing proportion, mechanical stirring is adopted, the mortar stirred at one time is used up before initial setting, when the construction method of firstly grouting and then inserting the anchor rod is adopted, a grouting pipe is inserted to the bottom of the hole, then the grouting pipe is withdrawn by 50-100 mm to start grouting, and the grouting pipe is slowly withdrawn at a constant speed along with the injection of the mortar, so that the hole is filled with the mortar;
the anchor rod is installed by directly driving the anchor rod into the hole by using an anchor rod drilling machine, and the anchor rod is firmly fixed.
3. The construction method of the V-type and IV-type surrounding rocks in the ultralong TBM tunnel according to claim 2, characterized in that: and the step (2) comprises the step of adopting a reinforcing mesh with the diameter of 8@200mm by 200mm for the IV-type surrounding rock, wherein the lap joint length between two groups of reinforcing mesh sheets is not less than 20cm, local reinforcement is carried out by using anchor bars within the range of hanging the reinforcing mesh, and the anchor bars of each mesh sheet are not less than 5 points.
4. The construction method of the V-type and IV-type surrounding rocks in the ultra-long TBM tunnel according to claim 3, characterized in that: the step (3) comprises the following steps: after each unit arch frame is manufactured, transporting the unit arch frames to a working surface; before erecting an arch centering, removing virtual slag and sundries at an inverted arch, then installing, after the installation is finished, adjusting the inclination of the arch centering through a hanging hammer to ensure that the arch centering is in the same vertical plane, controlling construction errors to be +/-2 degrees before installing the arch centering, fixing a steel bar net piece, adopting the arch centering with an adjustable joint at the bottom, forcibly supporting by adopting hydraulic support on a TBM (tunnel boring machine), ensuring that the arch centering is tightly attached to surrounding rocks, fixing the arch centering by adopting bent L-shaped anchor rods (locking anchor rods), arranging the anchor rods on two sides of the arch centering in a staggered manner, ensuring that no less than 6 anchor rods are arranged at each side, firmly welding the locking anchor rods and the arch centering, adopting phi 22 steel bars as longitudinal connecting ribs between the arch centering, controlling the circumferential distance to be 1m, and firmly binding the net piece.
5. The construction method of the V-type and IV-type surrounding rocks in the ultra-long TBM tunnel according to claim 3, characterized in that: the step (4) comprises the following steps:
(1) before spraying, the spraying surface is checked, pumice on the rock surface, wall corner stone slag and deposits are removed, the sprayed surface is washed by high-pressure water, when the sprayed surface is easy to be argillized when meeting water, the rock surface is blown clean by high-pressure air, and the section with water must be guided and discharged;
(2) the spraying pressure is 0.15-0.2 MPa, and the wind pressure is 0.5-0.8 MPa; strictly controlling the mixing amount of the set accelerating agent, and uniformly adding; the sprayed concrete is operated from bottom to top, sectionally and hierarchically (when the sprayed concrete is sprayed hierarchically, the spraying thickness of each layer of the top arch is 3-5cm, and the spraying thickness of the side wall is 6-8 cm);
(3) the moving speed of the nozzle needs to be slow, so that the concrete is piled up and removed after having a certain thickness, and then the spraying range of the concrete is expanded block by block;
(4) the sprayed concrete is smooth, no crack and slag drop phenomena exist, and the anchor rod head and the reinforcing steel bar are not exposed; when the concave-convex part is uneven, the concave part is firstly sprayed flat and is sprayed according to the normal sequence so as to reduce the rebound; a gap between the steel arch frame and the surrounding rock; filling and compacting by using sprayed concrete, covering the steel frame by using the sprayed concrete, and upwards spraying by using arch feet at two sides; when the jet thickness is insufficient, the stripping part needs to be removed to ensure that the new and old concrete has good bonding strength.
6. The construction method of the V-type and IV-type surrounding rocks in the ultra-long TBM tunnel according to claim 1, characterized in that: the anchor rod hole is round and straight, and the drilling direction is preferably vertical to the main structural surface of the rock stratum as much as possible.
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101493011A (en) * | 2008-12-30 | 2009-07-29 | 中国科学院武汉岩土力学研究所 | Soft expansion type wall rock tunnel support method |
| CN101614125A (en) * | 2009-07-23 | 2009-12-30 | 中铁九局集团有限公司 | V level surrounding rock tunnel job practices |
| US20180291736A1 (en) * | 2016-07-08 | 2018-10-11 | Shandong University | High-strength confined concrete support system for underground tunnel |
| CN110005435A (en) * | 2019-05-05 | 2019-07-12 | 中交第三航务工程局有限公司 | A kind of construction technology of tunnel trunk preliminary bracing |
| CN110453659A (en) * | 2019-08-24 | 2019-11-15 | 中电建十一局工程有限公司 | A kind of reserved Key Techniques in Construction construction method of weak surrounding rock diversion tunnel rock plug |
| CN111734451A (en) * | 2020-07-18 | 2020-10-02 | 深圳市东深工程有限公司 | IV-type and V-type surrounding rock tunnel concrete lining anti-cracking construction method and structure thereof |
| CN112012747A (en) * | 2020-08-21 | 2020-12-01 | 广东冠粤路桥有限公司 | Tunnel inclined shaft construction method for V-level surrounding rock soil texture |
-
2021
- 2021-12-17 CN CN202111551450.6A patent/CN114215567A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101493011A (en) * | 2008-12-30 | 2009-07-29 | 中国科学院武汉岩土力学研究所 | Soft expansion type wall rock tunnel support method |
| CN101614125A (en) * | 2009-07-23 | 2009-12-30 | 中铁九局集团有限公司 | V level surrounding rock tunnel job practices |
| US20180291736A1 (en) * | 2016-07-08 | 2018-10-11 | Shandong University | High-strength confined concrete support system for underground tunnel |
| CN110005435A (en) * | 2019-05-05 | 2019-07-12 | 中交第三航务工程局有限公司 | A kind of construction technology of tunnel trunk preliminary bracing |
| CN110453659A (en) * | 2019-08-24 | 2019-11-15 | 中电建十一局工程有限公司 | A kind of reserved Key Techniques in Construction construction method of weak surrounding rock diversion tunnel rock plug |
| CN111734451A (en) * | 2020-07-18 | 2020-10-02 | 深圳市东深工程有限公司 | IV-type and V-type surrounding rock tunnel concrete lining anti-cracking construction method and structure thereof |
| CN112012747A (en) * | 2020-08-21 | 2020-12-01 | 广东冠粤路桥有限公司 | Tunnel inclined shaft construction method for V-level surrounding rock soil texture |
Non-Patent Citations (1)
| Title |
|---|
| 邱荣城;: "极破碎地质条件下的隧洞开挖施工技术", 探矿工程(岩土钻掘工程) * |
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