CN113803074A - Construction method of tunnel structure for artificial and mechanical combined obstacle removal of water-rich sand layer - Google Patents
Construction method of tunnel structure for artificial and mechanical combined obstacle removal of water-rich sand layer Download PDFInfo
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- CN113803074A CN113803074A CN202111135072.3A CN202111135072A CN113803074A CN 113803074 A CN113803074 A CN 113803074A CN 202111135072 A CN202111135072 A CN 202111135072A CN 113803074 A CN113803074 A CN 113803074A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
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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
- E21D11/08—Lining with building materials with preformed concrete slabs
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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
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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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/008—Driving transverse tunnels starting from existing tunnels
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
Abstract
The invention discloses a construction method of a tunnel structure for artificial and mechanical combined obstacle removal of a water-rich sand layer. Comprises the following steps of 1: constructing ground vertical shafts on two sides of the existing underground station; step 2: horizontally freezing from the inner sides of the ground shafts on two sides and forming two closed and unconnected frozen wall structures in the existing underground station; and step 3: carrying out short-distance mine tunnel excavation construction under the protection of a frozen wall structure, breaking the diaphragm wall in the existing underground station, constructing a primary support, connecting the upper part and the lower part of the truncated diaphragm wall with the primary support, and constructing a secondary lining; and 4, step 4: injecting cement slurry through a grouting pipe to forcedly thaw, and backfilling the ground vertical shaft, primary support and secondary lining with concrete; and 5: and (3) performing excavation construction by using a shield machine, namely, tunneling the mine tunnel on one side to the mine tunnel on the other side, cutting by using a cutter head of the shield machine through the uplift pile or the temporary stand column in the middle, and splicing the segments in the cut shield excavation outline to form the tunnel.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a construction method of a tunnel structure for artificial and mechanical combined obstacle removal of a water-rich sand layer.
Background
With the rapid development of urban rail transit engineering construction, the wire mesh planning is continuously updated, so that the engineering construction conditions of later-stage lines are not reserved in the early-stage construction process of part of stations, and the construction scheme of a newly-built project is directly restricted.
In the construction period of the original standard underground station, the later stage new construction of the line is not considered, so that various underground structures such as fender posts or underground diaphragm walls, uplift posts or temporary columns and the like which are left underground only meet the self stress calculation requirement, and when the tunnel of the newly-built line passes through the existing underground station, various underground structures in the tunnel construction range need to be taken into consideration.
Generally, various underground structures of an existing underground station are mainly of reinforced concrete structures, and when steel bars in the underground structures are small in diameter and do not contain steel materials with large sizes such as channel steel, H-shaped steel and the like, the shield tunneling machine can be directly cut through by optimizing the configuration of a cutter head. When the diameter of the steel bar in the underground structure is larger or steel with large size such as channel steel, H-shaped steel and the like is contained, a manual breaking scheme is needed.
When the existing underground station is in a stratum with good stability and low underground water, various underground structures can be broken through manual excavation by adopting necessary measures such as advanced pre-reinforcement and the like; when the existing underground station is located in the water-rich sand layer, the sand layer is low in stability, water gushing and sand gushing are easily caused under the action of underground water, and the common advanced pre-reinforcement measures are difficult to guarantee engineering safety and personnel safety.
For example, patent CN201710607908.2 provides a construction method for subway tunnel to pass through underground diaphragm wall of subway station, which can pass through underground obstacle, but has the following problems: 1. shield opening is needed, and certain risks exist; 2. the method is not suitable for the situation that uplift piles exist at the lower part of the existing station.
Therefore, an effective obstacle clearing construction method needs to be invented to ensure engineering safety and personnel safety.
Disclosure of Invention
The invention aims to solve the defects in the prior art and provide a construction method of a tunnel structure for artificial and mechanical combination obstacle removal of a water-rich sand layer.
The technical scheme adopted by the invention is as follows: a construction method of a tunnel structure for removing obstacles by a water-rich sand layer artificial mechanical combination comprises the following steps:
step 1: constructing ground vertical shafts on two sides of the existing underground station;
step 2: horizontally freezing from the inner sides of the ground shafts on two sides and forming two closed and unconnected frozen wall structures in the existing underground station;
and step 3: carrying out short-distance mine tunnel excavation construction under the protection of a frozen wall structure, breaking the diaphragm wall in the existing underground station, constructing a primary support, connecting the upper part and the lower part of the truncated diaphragm wall with the primary support, and constructing a secondary lining;
and 4, step 4: injecting cement slurry through a grouting pipe to forcedly thaw, and backfilling the ground vertical shaft, primary support and secondary lining with concrete;
and 5: and (3) performing excavation construction by using a shield machine, namely, tunneling the mine tunnel on one side to the mine tunnel on the other side, cutting by using a cutter head of the shield machine through the uplift pile or the temporary stand column in the middle, and splicing the segments in the cut shield excavation outline to form the tunnel.
The mine tunnel comprises primary support and secondary lining.
And multiple channels in the ground shaft are provided with inner support structures.
The duct piece is an assembled steel pipe piece or a concrete duct piece easy to cut.
In the step 1, glass fiber ribs are arranged in the subsequent hole opening and shield tunneling machine passing area.
The thickness of the wall of the frozen wall structure is not less than 2.5 m.
In the step 3, early strength shotcrete and profile steel support are adopted for primary support, the thickness of the shotcrete is 200-450 mm, the strength is C35, the impermeability grade is P10, I-steel I22b is adopted for profile steel arches, the profile steels are connected through angle steels and steel plates, the types of the steel materials are Q235b grade steels, the profile steel arches are formed by splicing a plurality of pieces, and the splicing mode is bolt connection.
The secondary lining is made of molded reinforced concrete, the thickness of the secondary lining is 200-450 mm, the strength of the concrete is C35, and the impermeability grade is P12.
During backfilling, the materials are backfilled in different bins to ensure dense backfilling, the 28-day compressive strength of the concrete is 3-5 MPa, the flexural strength is more than or equal to 1.5MPa, and the permeability coefficient K is less than or equal to 1 multiplied by 10-7cm/s。
The method is applicable to various projects for cleaning underground obstacles, wherein the shield machine directly cuts the uplift pile or the temporary upright post pile, and the underground diaphragm wall part which can not be cut by the shield machine is solved by adopting a ground vertical shaft, horizontal freezing, excavation by a mining method and backfilling.
The invention can effectively protect the existing operation station, reduce the structure stress deformation and the internal force, and ensure that the newly built tunnel smoothly passes through the existing operation station without reserved tunnel crossing conditions, thereby providing a larger margin for the selection of the shield line.
The invention can solve the problem that the underground barrier in the water-rich sand layer is difficult to remove in the shield tunneling process, thereby improving the passability of the shield tunneling process.
According to the invention, the ground vertical shafts are arranged on two sides of the existing station, so that the long-distance freezing effect can be ensured, and the horizontal freezing efficiency can be improved compared with the case that the vertical shafts are arranged on one side.
The method adopts the shield to directly cut the uplift pile or the temporary upright post pile at the lower part of the existing station, and has the advantages of small freezing range, quick construction progress, small engineering investment and small safety influence compared with the existing method for breaking the uplift pile or the temporary upright post pile.
The construction method of the tunnel structure for the artificial mechanical combination obstacle removal of the water-rich sand layer is suitable for newly building tunnel engineering at the lower part of an operation station without reserved tunnel crossing conditions in the water-rich sand layer. And (3) backfilling after newly building a ground vertical shaft, horizontally freezing and reinforcing, breaking the diaphragm wall by a mining method, excavating the cut pile, and finally passing a shield machine. The adaptability of the shield tunnel of the water-rich sand layer is improved, the shield machine cuts underground obstacles (uplift piles or temporary stand columns), and the safety is high; the feasibility that the shield tunnel penetrates through the underground obstacles is improved, shield opening is not needed, shield cutting of underground obstacles such as uplift piles and the like is not needed, and the shield tunnel has the advantages of low risk, high line adaptability and the like.
Drawings
FIG. 1 is a plan view of the present invention;
FIG. 2 is a cross-sectional view of the present invention;
FIG. 3 is a schematic view of the step 1 construction of the present invention;
FIG. 4 is a schematic view of the step 2 construction of the present invention;
FIG. 5 is a schematic view of the step 3 construction of the present invention;
FIG. 6 is a schematic view of the step 4 construction of the present invention;
FIG. 7 is a schematic view of the step 5 construction of the present invention;
fig. 8 is a plan view of the ground shaft and internal support structure of the present invention;
FIG. 9 is a sectional view of a mine tunnel freezing and lining by a manual method for breaking a diaphragm wall section;
fig. 10 is a cross-sectional view of shield segments and uplift piles in the pile grinding section of the shield machine.
Detailed Description
The invention will be further described in detail with reference to the following drawings and specific examples, which are not intended to limit the invention, but are for clear understanding.
As shown in fig. 3-10, the construction method of the water-rich sand layer artificial mechanical combined barrier-removing tunnel structure comprises the following steps: constructing ground vertical shafts 3 at two sides of an existing underground station 1, horizontally freezing from the inner sides of the ground vertical shafts 3 at two sides, forming two closed and unconnected frozen wall structures 5-2 in the existing underground station 1, freezing the frozen wall structures 5-2 through saline water to form a cylindrical reinforced soil body with certain strength and water-stopping performance, erecting a primary support 6-1, breaking an underground obstacle underground connecting wall 2-1 in a later stage shield tunneling range, pouring a secondary lining 6-2 after completely breaking the underground obstacle, burying grouting pipes around the secondary lining 6-2 so as to reduce the melting and sinking of the frozen wall structures 5-2 at the later stage, backfilling concrete 8 after the melting and sinking deformation is stable, directly tunneling a shield machine 9-1 at the later stage, and tunneling a mine method tunnel at one side to a mine method tunnel at the other side, cutting by adopting a cutter head of a shield machine 9-1, assembling segments 9-2 in the cut shield excavation outline 9-3 through the uplift pile or the temporary stand column 2-2 in the middle to form a tunnel.
As shown in fig. 1-2, the structure of the construction method of the water-rich sand layer artificial mechanical combined barrier clearing tunnel structure comprises ground vertical shafts 3 arranged at two sides of an existing underground station 1, wherein the ground vertical shafts 3 at the two sides are respectively provided with a plurality of horizontally drilled short freezing holes 5-1 inwards symmetrically, and the horizontally drilled short freezing holes 5-1 at the two sides are respectively provided with independent and non-mutually-communicated freezing wall structures 5-2 for passing a shield machine 9-1 into the existing underground station 1; a primary support 6-1 and a secondary lining 6-2 for installing a duct piece 9-2 are arranged in the frozen wall structure 5-2; the freezing wall structure 5-2 is provided with a grouting pipe 7 communicated with the inside of the existing underground station 1 outside the freezing wall structure 5-2; cement slurry can be injected into the ground vertical shaft 3 and the frozen wall structure 5-2 through a grouting pipe 7 to form concrete 8; and the shield tunneling machine 9-1 cuts concrete 8 and uplift piles or temporary columns 2-2 and then assembles the duct pieces 9-2 to form the tunnel.
And an inner supporting structure 4 is arranged in the ground shaft 3 in a plurality of ways.
The duct piece 9-2 is an assembled steel pipe piece or a concrete duct piece easy to cut.
The structure is characterized in that a frozen wall structure 5-2 is used for protecting the safety of underground obstacles excavated by manpower, and the frozen wall structures 5-2 are closed and not communicated with each other and are respectively arranged in the existing underground stations 1 of the lanes on the upper and lower sides; the grouting pipe 7 is arranged on the frozen wall structure 5-2, so that subsequent grouting of cement paste is guaranteed.
The invention specifically comprises the following steps:
1. constructing a ground vertical shaft: the plane line of the newly-built tunnel determines the difficulty of the obstacle clearing construction method, so that at the beginning of scheme selection, all factors are comprehensively considered, and a safe, economic and rapid scheme is preferred. The ground shaft 3 selects open areas on two sides of the existing operation station 1 for the first time, integrates factors such as underground pipelines and ground traffic, and comprehensively considers and selects positions so as to facilitate open cut construction.
The enclosure structure of the ground shaft 3 is supported by the ground connecting wall 2-1, the ground connecting wall 2-1 is provided with glass fiber ribs within the passing range of the shield, so that the shield can be directly cut at a later stage, the tunnel door is prevented from being manually broken, and when the ground shaft 3 is constructed, the ground shaft is constructed by a reverse construction method, and concrete supports are sequentially excavated and poured.
2. Horizontal freezing: after the ground vertical shaft 3 is finished, horizontal drilling is respectively carried out on the inner side of the ground vertical shaft 3 to form a horizontal drilling short freezing hole 5-1, freezing is carried out, and the wall thickness of a freezing wall structure 5-2 in the water-rich sand layer is not less than 2.5 m. In order to ensure the safety of mine excavation, the frozen and reinforced soil body has good sealing property and necessary strength.
3. Excavating by a mine method: (1) the primary support 6-1 adopts early strength shotcrete and profile steel support, the thickness of the shotcrete is 200-450 mm, the strength is C35, and the impermeability grade is P10; the profile steel arch frame adopts I-shaped steel I22b, glass fiber reinforced plastics are adopted in the tunneling range, the profile steels are connected through angle steels and steel plates, and the types of the steel materials are Q235b grade steels; in order to improve the convenience of site operation, the steel arch frame is formed by splicing a plurality of blocks, and the splicing mode adopts bolt connection. (2) The secondary lining 6-2 is made of molded reinforced concrete, the shield excavation outline 9-3 in the tunneling range is made of glass fiber reinforced concrete, the thickness is 200-450 mm, the concrete strength is C35, and the impermeability grade is P12. (3) And cutting off the diaphragm wall 2-1, chiseling concrete of the pile by using a small machine such as an air pick after the diaphragm wall 2-1 exposes out of a complete structure in tunnel excavation, reserving reinforcing steel bars within a range to be connected at the upper end and the lower end of the diaphragm wall respectively, and cutting the rest. After the subsequent uplift pile or temporary upright post 2-2 is broken, 3-5 trusses of the section steel arch are densely distributed near the uplift pile (the specific number is determined according to the diameter size of the uplift pile).
4. Backfilling plastic concrete: during backfilling, the materials are backfilled in different bins to ensure dense backfilling; the plastic concrete preferably has a 28-day compressive strength of 3-5 MPa, a flexural strength of not less than 1.5MPa, and a permeability coefficient K of not more than 1 × 10-7cm/s。
5. Shield tunneling: during the shield tunneling, the shield tunneling parameters and the grouting parameters are controlled in a key mode, the disturbance to the stratum and the loss of the stratum are reduced, and the specific measures are as follows:
shield tunneling parameters; the advancing parameters of the shield are set and strictly controlled according to the conditions of the stratum penetrated by the shield and the overlying stratum, wherein the advancing parameters mainly comprise: the pressure of the cutter head and the soil bin, the soil output and the tunneling speed, the rotating speed of the screw machine, the total thrust of the jack and the like are used for ensuring the stability of the excavation face and reducing the disturbance to the stratum and the stratum loss in the excavation process as much as possible, wherein the stratum loss rate caused by the soil output is controlled within 3 percent. When the shield is tunneled to the plastic concrete, the tunneling speed and the cutter head torque are reduced, the cutter head configuration is optimized, and the adverse effect on the existing operation station during tunneling is reduced.
Synchronous grouting of the shield tail and secondary grouting in the hole: in the shield advancing process, synchronous grouting is carried out in time, the grouting amount is properly increased, a gap between a lining and a stratum is filled in time, a synchronous grouting layer and an enclosed rock layer are taken as main filling objects (namely, the synchronous grouting layer is broken through) at about 4 rings of shield assembling, secondary grouting is carried out to make up the deficiency of the synchronous grouting, and the secondary grouting is repeated if necessary; the synchronous grouting material is a mixed material of cement, sand, bentonite, fly ash, a water reducing agent and the like, the related proportion is determined according to experiments, and the synchronous grouting effect is ensured by combining geological conditions. Pure cement slurry is adopted for secondary grouting.
During the pile grinding of the shield, the deformation and the stress of the uplift pile or the temporary upright post pile are monitored mainly, the shield machine is required to pass through at a uniform speed at a low speed during the pile grinding, and a proper cutter is required to be configured in advance for cutting the uplift pile or the reinforcing steel bar of the temporary upright post 2-2 by the shield machine.
Those not described in detail in this specification are within the skill of the art.
Claims (8)
1. A construction method of a tunnel structure for removing obstacles by combining artificial machinery on a water-rich sand layer is characterized by comprising the following steps of:
step 1: constructing ground vertical shafts (3) on two sides of the existing underground station (1);
step 2: horizontally freezing from the inner sides of the ground shafts (3) at two sides and forming two closed and non-communicated freezing wall structures (5-2) in the existing underground station (1);
and step 3: the method comprises the steps of (1) carrying out short-distance mine tunnel excavation construction under the protection of a frozen wall structure (5-2), breaking a ground connection wall (2-1) in an existing underground station (1), constructing a primary support (6-1), connecting the cut ground connection wall (2-1) with the primary support (6-1) from top to bottom, and constructing a secondary lining (6-2);
and 4, step 4: grouting cement slurry through a grouting pipe (7) to forcedly thaw, and backfilling the ground vertical shaft (3), the primary support (6-1) and the secondary lining (6-2) with concrete (8);
and 5: and (2) performing tunneling construction by using a shield machine (9-1), tunneling a mine tunnel on one side to a mine tunnel on the other side, cutting by using a cutter head of the shield machine (9-1) through a middle uplift pile or a temporary stand column (2-2), and splicing segments (9-2) in a shield excavation profile (9-3) after cutting to form a tunnel.
2. The construction method of the water-rich sand layer artificial mechanical combined barrier-removing tunnel structure according to claim 1, characterized in that: and an inner supporting structure (4) is arranged in the ground shaft (3) in a plurality of ways.
3. The construction method of the water-rich sand layer artificial mechanical combined barrier-removing tunnel structure according to claim 1, characterized in that: the duct piece (9-2) is an assembled steel pipe piece or a concrete duct piece easy to cut.
4. The construction method of the water-rich sand layer artificial mechanical combined barrier-removing tunnel structure according to claim 1, characterized in that: in the step 1, glass fiber ribs are arranged in the passing area of the subsequent hole opening and shield machine (9-1).
5. The construction method of the water-rich sand layer artificial mechanical combined barrier-removing tunnel structure according to claim 1, characterized in that: the thickness of the wall of the frozen wall structure (5-2) is not less than 2.5 m.
6. The construction method of the water-rich sand layer artificial mechanical combined barrier-removing tunnel structure according to claim 1, characterized in that: the primary support (6-1) is supported by early strength sprayed concrete and section steel, the thickness of the sprayed concrete is 200-450 mm, the strength is C35, the impermeability grade is P10, the section steel arch is I-shaped steel I22b, the section steel is connected by angle steel and steel plates, the types of the steel are Q235b grade steel, the section steel arch is formed by splicing a plurality of sections, and the splicing mode is bolt connection.
7. The construction method of the water-rich sand layer artificial mechanical combined barrier-removing tunnel structure according to claim 1, characterized in that: the secondary lining (6-2) is made of molded reinforced concrete, the thickness of the secondary lining is 200-450 mm, the strength of the concrete is C35, and the impermeability grade is P12.
8. The artificial mechanical combined barrier-removing tunnel structure for the water-rich sand layer according to claim 1The construction method is characterized in that: during backfilling, the materials are backfilled in different bins to ensure dense backfilling, the 28-day compressive strength of the concrete is 3-5 MPa, the flexural strength is more than or equal to 1.5MPa, and the permeability coefficient K is less than or equal to 1 multiplied by 10-7cm/s。
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| CN202111135072.3A CN113803074A (en) | 2021-09-27 | 2021-09-27 | Construction method of tunnel structure for artificial and mechanical combined obstacle removal of water-rich sand layer |
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Cited By (3)
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| CN114198108A (en) * | 2021-12-21 | 2022-03-18 | 中铁一局集团有限公司 | Method for breaking and removing obstacles of shield-driven downward-passing existing station enclosure structure in water-rich sand layer |
| CN115387385A (en) * | 2022-10-08 | 2022-11-25 | 中建八局轨道交通建设有限公司 | Vertical storey-adding construction method for underground space engineering |
| CN116856932A (en) * | 2023-09-01 | 2023-10-10 | 中国建筑第四工程局有限公司 | Large-diameter prestress assembly vertical shaft structure containing glass fiber rib part and construction method |
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| CN113062750A (en) * | 2021-04-29 | 2021-07-02 | 长江勘测规划设计研究有限责任公司 | Construction method of tunnel structure with underground structure uplift pile penetrating downwards |
| CN214062954U (en) * | 2020-11-08 | 2021-08-27 | 上海市隧道工程轨道交通设计研究院 | Construction system for shield to pass through barrier below operation station |
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| JPH05280297A (en) * | 1992-03-31 | 1993-10-26 | Toda Constr Co Ltd | Construction method of underground space body |
| CN104695964A (en) * | 2013-12-04 | 2015-06-10 | 宏润建设集团股份有限公司 | Subway shield tunnel freeze entering method |
| CN107654234A (en) * | 2017-07-24 | 2018-02-02 | 广州地铁设计研究院有限公司 | A kind of construction method of subway tunnel crossing subway station diaphram wall |
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| CN114198108A (en) * | 2021-12-21 | 2022-03-18 | 中铁一局集团有限公司 | Method for breaking and removing obstacles of shield-driven downward-passing existing station enclosure structure in water-rich sand layer |
| CN115387385A (en) * | 2022-10-08 | 2022-11-25 | 中建八局轨道交通建设有限公司 | Vertical storey-adding construction method for underground space engineering |
| CN116856932A (en) * | 2023-09-01 | 2023-10-10 | 中国建筑第四工程局有限公司 | Large-diameter prestress assembly vertical shaft structure containing glass fiber rib part and construction method |
| CN116856932B (en) * | 2023-09-01 | 2023-11-14 | 中国建筑第四工程局有限公司 | Large-diameter prestress assembly vertical shaft structure containing glass fiber rib part and construction method |
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