CN107725060B - Subway tunnel construction method containing complex geology and without shield originating site - Google Patents
Subway tunnel construction method containing complex geology and without shield originating site Download PDFInfo
- Publication number
- CN107725060B CN107725060B CN201711111239.6A CN201711111239A CN107725060B CN 107725060 B CN107725060 B CN 107725060B CN 201711111239 A CN201711111239 A CN 201711111239A CN 107725060 B CN107725060 B CN 107725060B
- Authority
- CN
- China
- Prior art keywords
- shield
- pushing
- section
- underground excavation
- empty
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 71
- 238000009412 basement excavation Methods 0.000 claims abstract description 59
- 238000000034 method Methods 0.000 claims abstract description 31
- 230000001360 synchronised effect Effects 0.000 claims abstract description 27
- 230000005641 tunneling Effects 0.000 claims abstract description 16
- 238000005065 mining Methods 0.000 claims abstract description 12
- 239000004575 stone Substances 0.000 claims description 19
- 235000010627 Phaseolus vulgaris Nutrition 0.000 claims description 18
- 244000046052 Phaseolus vulgaris Species 0.000 claims description 18
- 230000002787 reinforcement Effects 0.000 claims description 9
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 239000004567 concrete Substances 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 6
- 239000011435 rock Substances 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 5
- 239000002689 soil Substances 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 239000003365 glass fiber Substances 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 2
- 230000000977 initiatory effect Effects 0.000 claims 3
- 238000005299 abrasion Methods 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 6
- 238000010586 diagram Methods 0.000 description 4
- 238000007789 sealing Methods 0.000 description 4
- 239000002002 slurry Substances 0.000 description 4
- 238000005507 spraying Methods 0.000 description 4
- 239000004570 mortar (masonry) Substances 0.000 description 3
- 239000002893 slag Substances 0.000 description 3
- 230000005465 channeling Effects 0.000 description 2
- 238000001125 extrusion Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 230000001133 acceleration Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 239000004035 construction material Substances 0.000 description 1
- 239000004519 grease Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000001141 propulsive effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- -1 segments Substances 0.000 description 1
- 235000013555 soy sauce Nutrition 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- 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
-
- 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- 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
-
- 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- 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
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The invention relates to the technical field of subway construction, in particular to a subway tunnel construction method which comprises complex geology and does not have a shield starting site, solves the problems that in the existing subway construction, a shield vertical shaft is arranged in a preset tunnel zone, two ends of the shield vertical shaft are respectively used for constructing a shield empty pushing underground excavation section and a synchronous construction underground excavation section by using a mining method and timely constructing an initial support, the shield empty pushing underground excavation section is connected with a shield pushing section, shield tunneling is carried out when a shield machine main body and rear matched equipment which are lowered and assembled through the shield vertical shaft reach the shield pushing section by adopting a split starting mode through the shield empty pushing underground excavation section, and the synchronous construction underground excavation section is excavated to a subway station by using the mining method. Compared with single shield construction, the method fully exerts the advantages of the respective construction method, and has the characteristics of reducing cutter head abrasion, avoiding frequent cutter opening and changing, reducing safety risk, being quick in construction progress and the like.
Description
Technical Field
The invention relates to the technical field of subway construction, in particular to a subway tunnel construction method which comprises complex geology and does not have shield originating sites.
Background
With the acceleration of urban footsteps in China, urban subway construction has entered the development stage of the golden period. The existing subway construction scheme generally adopts the steps that firstly, subway station construction is carried out, then, a shield machine starts from the subway station to carry out shield construction, and the subway station is utilized for shield slag discharge and shield slice conveying; or after the subway station is opened, selecting one shield vertical shaft in the subway section, and carrying out shield slag discharge and shield slice conveying by utilizing the cooperation of the subway station and the vertical shaft. Because urban subways are usually designed into shallow tunnels, structures above the routes are more, population is dense, traffic is busy, the overall construction of the engineering is often influenced by the problems of land removal or traffic inversion, a site cannot be provided for the starting of a shield on time, because the subway tunnel section is longer, the possibility of existence of special geology such as extremely hard rock or boulder groups is higher, the cutter abrasion of the shield machine can be accelerated, the tunneling speed is reduced, the labor cost and the engineering cost are continuously increased by frequent cutter replacement, the construction safety risk is extremely high, the construction difficulty is high, and the construction period and the cost of the engineering cannot be well controlled.
Disclosure of Invention
The invention provides a subway tunnel construction method with complex geology and no shield starting site, which aims to solve the problems that in the existing subway construction, the cutter abrasion is accelerated and the tunneling speed is reduced due to the fact that the subway section contains complex geology and the shield construction is adopted, and meanwhile, the starting site cannot be provided for the shield due to the fact that the ground is removed or traffic is reversed.
The invention is realized by the following technical scheme: a subway tunnel construction method with complex geology and no shield starting site is characterized in that a shield vertical shaft is arranged in a preset tunnel interval, two ends of the shield vertical shaft are respectively used for constructing a shield empty-pushing underground excavation section and a synchronous construction underground excavation section by a mine method and timely constructing an initial support, the shield empty-pushing underground excavation section faces the shield pushing direction, the synchronous construction underground excavation section faces the shield pushing opposite direction, the shield empty-pushing underground excavation section is connected with a shield pushing section, a shield machine main body and a rear supporting device which are placed and assembled through the shield vertical shaft adopt a split starting mode, shield tunneling starting is carried out after the shield empty-pushing underground excavation section reaches the shield pushing section, and the synchronous construction underground excavation section adopts the mine method to excavate a subway station.
Complex geology includes any one or a combination of a plurality of extremely hard rock, boulders or upper soft and lower hard stratum.
The shield empty pushing underground excavation section and the synchronous construction underground excavation section are arranged in a complex geological range.
The bottom of the shield empty pushing and underground excavation section is provided with an arc-shaped shield machine guide table, the length of the shield machine guide table is 1.5 meters from the end face of the shield vertical shaft to the starting point of the shield pushing section, and the shield empty pushing and underground excavation section is filled with bean stones for shield empty pushing and starting.
The split starting mode refers to that in the shield empty pushing and underground excavation section, the shield machine main body carries a connecting bridge and a No. 1 trolley to push and move forward in an empty way, and the rest No. 2-6 trolleys are placed in the synchronous construction and underground excavation section and are connected through pipeline extension.
The shield machine guide table is constructed by adopting C30-C45 plain concrete, the thickness is 400-450 mm, the central line of the shield machine guide table coincides with the central line of the tunnel, the shield machine guide table is symmetrically arranged along the central line of the tunnel, and the included angle between the arc length of the section of the shield machine guide table and the center of the tunnel is 60 degrees.
And (3) full-section filling of the bean stones is carried out within a range of 10m from the shield vertical shaft of the shield empty pushing and underground digging section, and the bean stones are filled in the shield empty pushing and underground digging section with the rest length to the height of 1/3-1/2 of the tunnel.
The primary support is to support by using sprayed concrete, anchor rods, reinforcing steel meshes and steel supports.
Before the shield tunneling starts, the shield machine performs reinforcement treatment on the end wall face at the junction of the shield pushing section and the shield empty pushing and underground digging section, glass fibers are adopted for reinforcement treatment to replace reinforcing steel bars, concrete is sprayed, grouting reinforcement is adopted for the soil mass range with the length of 9 meters and the height of 3 meters at the upper part of the face, and grouting liquid is mixed liquid of cement and water glass.
In urban subway tunnel construction, the construction method adopting 'mining method excavation+shield method lining' has remarkable effect when meeting extremely hard rock, boulder group or long-distance poor-hardness-upper-soft-lower-hardness sections, more importantly, the construction method only depends on one shield shaft to realize slag discharge of shield construction and transportation work of shield sheets, and can be used for intervening construction in advance in a non-construction state of a subway station, so that the construction progress is greatly improved.
Drawings
FIG. 1 is a process flow diagram of the present invention;
FIG. 2 is a schematic diagram of the structure of the present invention;
FIG. 3 is a schematic diagram of a split starting structure of the shield tunneling machine;
FIG. 4 is a schematic view of a guide table of the shield tunneling machine;
fig. 5 is a schematic diagram of a stacked structure of the soy sauce.
In the figure: the method comprises the following steps of 1-shield vertical shaft, 2-shield empty pushing and underground digging section, 3-synchronous construction and underground digging section, 4-shield pushing section, 5-subway station, 7-primary support, 8-shield machine guide table, 9-bean stone, 10-cutter head, 11-shield machine main body and H-shield pushing direction.
Detailed Description
The invention is further elucidated by referring to fig. 1-5, a shield shaft 1 is arranged in a preset tunnel interval, two ends of the shield shaft 1 are respectively used for constructing a shield empty pushing underground excavation section 2 and a synchronous construction underground excavation section 3 by a mine method and timely constructing an initial support 7, the shield empty pushing underground excavation section 2 faces a shield pushing direction H, the synchronous construction underground excavation section 3 faces a shield pushing opposite direction, the shield empty pushing underground excavation section 2 is connected with a shield pushing section 4, shield tunneling is started after a shield machine main body 11 and rear matched equipment which are assembled by the shield shaft 1 are placed down through the shield empty pushing underground excavation section 2 reach the shield pushing section 4 in a split starting mode, and the synchronous construction underground excavation section 3 is excavated to a subway station 5 by a mine method. The position selection of the shield vertical shaft 1 is carried out according to complex geology, namely, the section of special geology such as extremely hard rock or boulder group is used as the synchronous construction underground excavation section 3, and the shield air pushing underground excavation section 2 and the synchronous construction underground excavation section 3 are arranged in the complex geology range. And constructing the sections with bedrock protrusions or boulders in the sections on two sides of the shield vertical shaft 1 by adopting a mining method, excavating the shield pushing direction H by adopting the mining method and carrying out primary support construction by anchor spraying, carrying out shield empty pushing and segment assembly operation in the later stage, and constructing tunnels by adopting the mining method in the shield pushing opposite direction, wherein the tunnel construction is used for storing a supporting trolley behind a shield machine when the shield machine is assembled and empty pushed until the subway station is excavated.
After the construction of the shield vertical shaft 1 is completed, the shield empty pushing and underground excavation section 2 and the partial synchronous construction and underground excavation section 3 are completed by utilizing a mining method, wherein the length of the shield empty pushing and underground excavation section 2 is required to be larger than the total length of a shield machine main body 11, a cutter head 10, a connecting bridge and a No. 1 trolley; the length of the partial synchronous construction underground excavation section 3 is required to be larger than the total length of the rest No. 2-6 trolleys. And after the shield machine is empty to push through the shield empty pushing underground excavation section 2 and shield tunneling is started, the construction of the rest synchronous construction underground excavation section 3 is completed by adopting a mining method until the rest synchronous construction underground excavation section is communicated with the subway station 5.
Before the shield tunneling starts, the shield machine performs reinforcement treatment on the end wall face at the junction of the shield pushing section 4 and the shield empty pushing and underground digging section 2, glass fibers are adopted for reinforcement treatment to replace reinforcing steel bars and concrete is sprayed, grouting reinforcement is adopted for the soil mass range with the length of 9 meters and the height of 3 meters at the upper part of the face, and grouting liquid is mixed liquid of cement and water glass.
The shield empty pushing underground excavation section 2 and the synchronous construction underground excavation section 3 after the primary support 7 is excavated by a mine method are non-circular, the shield cannot realize the empty pushing of the shield empty pushing underground excavation section 2, the shield machine guide table 8 is constructed at the bottom of the shield empty pushing underground excavation section 2, the shield machine guide table 8 can provide accurate guide for the tunneling of the shield machine while supporting the shield machine, the shield machine is ensured to have good pushing gesture when being pushed empty, and the segment assembling quality and the waterproof effect can also meet the construction requirement. The shield machine guide table 8 is constructed by adopting C30-C45 plain concrete, the thickness is 400mm, the included angle between the arc length of the section of the shield machine guide table 8 and the center of a tunnel is 60 degrees, and the elevation of the shield machine guide table 8 at the interface is 2-3 cm lower than that of the design surface, so that the shield machine can smoothly walk into the shield machine guide table 8 and the shield body and the guide table can have enough contact surface. The center line of the guide table 8 of the shield machine coincides with the center line of the tunnel, and is symmetrically arranged relative to the center line of the tunnel, and when the shield machine is applied, the guide table is not applied near the tunnel face by 1.5m, the rotating space of the cutter head 10 is reserved, and the cutter head 10 is prevented from being blocked.
After the construction of the guide table 8 of the shield machine is completed and reaches 90% of the design strength, the hollow pushing and underground excavation section 2 of the shield is filled with the bean stones 9, and the main effect is to provide the counterforce of the pushing of the shield except for filling the gaps behind the duct pieces, ensure the sealing strips of the duct pieces to be closely attached and achieve a good sealing effect. The shield empty pushing underground excavation section 2 is totally closed, the bean stones 9 cannot be conveyed from the front of the cutter head 10 when the shield is empty pushed, the bean stones 9 can only be piled up before the shield steps into the shield machine guide table 8, the piling amount of the bean stones 9 is calculated, the amount is too small, the provided counter force is smaller than the minimum extrusion force 3000kN of the segment water stop strip, the waterproof effect of the tunnel is poor, even failure can be caused, the shield machine guide table 8 is damaged in the shield machine empty pushing process due to the overlarge thrust, or the safety problem of the primary support surface is caused. And (3) by means of stress calculation, 10m full sections of the front of the mine tunnel are filled with the bean stones, and the rest of the tunnel is filled to 1/3-1/2 of the height of the tunnel. In the actual construction process, the whole section is difficult to fill, and the section backfill can be only filled as fully as possible.
If the condition of small radius curve empty pushing starting is met, the shield body cannot be turned before all the shield body enters the soil body when the shield machine starts, and only the hole can be formed in a straight line mode. Fitting the tunnel line according to the linear characteristics of the section starting section line, starting by adopting a secant, calculating the offset of shield starting, and further calculating the position of the starting frame. When the originating frame is fixed, the center line is ensured to coincide with the shield originating cut line, and the gradient is consistent with the design gradient of the tunnel.
After the position of the starting frame is determined, the position of the reaction frame is determined according to the typesetting of the starting duct piece and the external length of the 0-ring duct piece, and the end face of the reaction frame is vertical to the horizontal axis of the starting frame during the installation of the reaction frame, so that the force of the reaction frame is balanced.
After the positions of the shield starting frame and the counter-force frame are determined and reinforced, the assembly work of the shield machine for descending the well is carried out, and the shield split starting method is further adopted. When the shield is started in the shield vertical shaft 1, the station is not constructed, material lifting holes cannot be reserved in the opposite starting direction, and materials such as segments, grease and the like can only be lowered from the shield vertical shaft 1 when the shield is propelled, so that a split starting mode is required to be adopted for realizing smooth starting of the shield. When the shield is in the air pushing starting, the shield main body moves forward along with the connecting bridge No. 1 trolley, and the rest of the rear supporting trolley is reserved in the synchronous construction underground excavation section 2 and is connected and extended through a pipe row.
The split starting negative ring pipe piece of the shield adopts a semi-ring assembly mode so as to facilitate vertical transportation of the shield construction material. When the semi-rings are assembled, the positions of the gaps of the negative rings and the counter-force frame are supported in a linked manner by using steel supports, so that the thrust of the whole ring segment can be uniformly transmitted to the counter-force frame, and the assembling quality of the positive rings and the negative ring segment is ensured.
When the connecting bridge enters the starting vertical shaft after the shield is split, namely the cutter head 10 enters the hole for 10m, the pipe piece descending operation cannot be performed due to the limited space, and the connecting bridge and the No. 1 trolley are required to be modified. Through the measurement to equipment space, cut out the bracing on connecting bridge upper portion to demolish bracing and the belt frame on No. 1 platform truck upper portion, just can satisfy the requirement of section of jurisdiction down-hole. The pipe piece is lifted down in the well, the pipe piece needs to be stably lowered down, and the pipe piece cannot collide with equipment. When the connecting bridge and the No. 1 trolley enter the tunnel, the diagonal bracing and the belt rack are required to be restored again, and the deformation caused by uneven stress of equipment is prevented.
When the shield is pushed in the tunnel by the shield mining method, whether the cutter on the outer side of the cutter head interferes with the guide table and the guide rail or not is observed in advance before the guide table 8 of the shield machine on the shield machine, and the interfered cutter is removed to prevent the cutter head from being blocked. The shield machine is pushed forward along the guide table, the pushing condition of the shield machine is monitored in time, whether the section of the shield empty pushing underground excavation section 2 is underexcavated, the combination of the shield machine shell and the guide table 8 of the shield machine, the backfilling of bean stones 9 on two sides and the like are checked, and meanwhile, the gaps between the periphery of a cutter head and the lining of the shield machine and between a looping duct piece and the tail of the shield machine are closely paid attention to, so that the shield machine is ensured to move forward along the central line of the guide rail. The propelling speed of the shield machine is strictly controlled, the dense filling of the bean stones 9, synchronous grouting and secondary grouting is ensured, the torsion of the shield body or the lateral shifting of the duct piece is prevented, the propulsive speed at the early stage is controlled within 20mm/min, and the speed after the process is skillful can reach 40mm/min.
The front of the cutterhead is a totally-enclosed shield empty pushing underground excavation section 2, the wet spraying machine cannot be used for spraying the bean stones 9, besides the bean stones 9 are automatically filled under the extrusion action during tunneling, the bean stones 9 are filled to the left side and the right side of the cutterhead in a gap mode in a manual auxiliary mode, bagged sand stones are used for enclosing a cofferdam every 5m around a notch of the shield machine, and the range of the cofferdam is not smaller than the clock position of 3-9 points, so that the bean stones and mortar behind the duct pieces can be prevented from channeling forward.
Synchronous grouting is carried out after each ring pipe of bean stone is manually backfilled, and is synchronous with the pushing of the shield machine, grouting is carried out in a manual control mode, and grouting flow, speed and pressure are adjusted according to the on-site situation. In order to ensure the effective filling of the back gap of the pipe piece by the mortar, the mortar is prevented from channeling to the front of the cutter head, the grouting pressure is controlled to be 0.05-0.1 MPa, but the grouting pressure cannot be used as the standard for finishing grouting, and when the grouting amount reaches the condition that the pipe piece can be jacked and stabilized, the grouting can be finished by about 2-2.5 m. In the grouting process, the observation of deformation of the cofferdam around the shield machine and outside the shield shell is enhanced, and the grouting should be stopped temporarily when the leakage of the slurry is found. The front of the shield machine is open, the synchronous grouting effect is poor, and the back of the pipe sheet is required to be subjected to supplementary grouting. After the duct piece is separated from the tail shield by 5-6 rings, injecting double slurry into 3-point and 9-point positions through duct piece lifting holes to prevent the duct piece from moving sideways; and (3) performing annular blocking once every 10 rings, injecting double slurry into the lifting holes at the 11 points at the 1 point, and performing vault backfilling. And the gap behind the duct piece can be tightly filled by repeated grouting.
The shield machine can be used for temporarily sealing the initial tunnel portal after the tunnel is pushed into the tunnel, brickwork wall sealing is performed on the outer side of the tunnel portal duct piece, reinforcing steel meshes are bound, then anchor spraying and stabilization are performed, and the outflow of bean gravel and slurry in the tunnel is prevented. Before the anchor is sprayed, a grouting pipe orifice and an exhaust port are reserved at the top of the hole, grouting is performed at the top in the later stage, a gap between the upper part of the pipe piece and the primary support is filled, and the assembly quality of the tunnel pipe piece is ensured.
When the shield machine is about to reach the face of the end wall, the periphery of the shield body is filled with bean stones as much as possible, the front face of the cutterhead is cleaned after filling, the support for preventing the cutterhead from deforming and welding during empty pushing is removed from the cutterhead, and a trolley reserved later is connected with the shield machine. Injecting low-strength cement paste from the reserved hole of the shield body, so that the gap between the shield shell and the primary support of the tunnel is filled as much as possible, the rotating resistance of the shield body is increased, and tunneling is continued after the cement paste is initially solidified. The shield machine starts to rotate the cutterhead when being jacked to the tunnel face, the cutterhead is propelled by adopting a low-torque and low-speed method, and the left-right rotation direction of the cutterhead is adjusted according to the change of the rolling angle until the change of the rolling angle of the shield body entering the soil body is not large.
When the 1 st standard of line 1 of the subway of the Xiamen is constructed in the area of a station from the standard of the line 1 to the range of a station, the station where the shield starts and receives cannot be constructed according to the original plan due to house removal and traffic lane change, the area also has poor geology of bedrock protrusion, upper softness and lower hardness and boulder, the conventional construction method is adopted, the construction of waiting stations is required to finish a 120m structure to have the condition of shield starting, and the shield is seriously worn by cutterhead and cutter when the bedrock protrusion and the boulder group stratum are constructed, the construction progress is only 1-2 rings/day, and the risk and cost of construction are very large. The construction method successfully solves the problems, provides a shield starting site 10 months in advance, simultaneously adopts a mining method to construct the poor geological section of the section, greatly reduces the construction cost and achieves good social and economic benefits.
Claims (5)
1. A subway tunnel construction method containing complex geology and without shield origin sites is characterized in that: setting a shield vertical shaft (1) in a preset tunnel interval, respectively constructing a shield empty-pushing underground excavation section (2) and a synchronous construction underground excavation section (3) at two ends of the shield vertical shaft (1) by using a mining method and timely constructing an initial support (7), wherein the shield empty-pushing underground excavation section (2) faces a shield pushing direction (H), the synchronous construction underground excavation section (3) faces a shield pushing opposite direction, the shield empty-pushing underground excavation section (2) is connected with a shield pushing section (4), a shield tunneling machine main body (11) and a rear supporting device which are lowered and assembled through the shield vertical shaft (1) are subjected to shield tunneling initiation after reaching the shield pushing section (4) through the shield empty-pushing underground excavation section (2) in a split initiating mode, the synchronous construction underground excavation section (3) is excavated to a subway (5) by adopting a mining method, the split initiating mode refers to that the shield empty-pushing underground excavation section (2), the shield empty-pushing machine main body (11) carries a connecting bridge and a No. 1 trolley and the rest No. 2-6 trolley is placed in the synchronous construction underground excavation section (3) and is connected through a pipeline extension, and the whole-level of a full-filling rock (9) is filled in the full-filling tunnel (2) from the section (2) to the full-empty-filling position (2) in the full-filling position (1/the underground excavation section (2) in the full-empty-filling position (9 m; an arc-shaped shield machine guide table (8) is arranged at the bottom of the shield empty pushing and underground excavation section (2), the length of the shield machine guide table (8) is 1.5 meters from the end face of the shield vertical shaft (1) to the starting point of the shield pushing section (4), and the shield empty pushing and underground excavation section (2) is filled with bean stones (9) for shield empty pushing and starting; the shield machine guide table (8) is constructed by adopting C30-C45 plain concrete, the thickness is 400-450 mm, the central line of the shield machine guide table (8) coincides with the central line of the tunnel, the shield machine guide table (8) is symmetrically arranged along the central line of the tunnel, and the arc length of the section of the shield machine guide table (8) and the central included angle of the tunnel are 60 degrees.
2. The subway tunnel construction method with complex geology and without shield origin site according to claim 1, wherein the method comprises the following steps: complex geology includes any one or a combination of a plurality of extremely hard rock, boulders or upper soft and lower hard stratum.
3. The subway tunnel construction method with complex geology and without shield origin site according to claim 2, wherein the method comprises the following steps: the shield empty pushing underground excavation section (2) and the synchronous construction underground excavation section (3) are arranged in a complex geological range.
4. The subway tunnel construction method with complex geology and without shield origin site according to claim 1, wherein the method comprises the following steps: the primary support (7) is supported by sprayed concrete, anchor rods, reinforcing steel meshes and steel supports.
5. The subway tunnel construction method with complex geology and without shield origin site according to claim 1, wherein the method comprises the following steps: before the shield tunneling starts, the shield machine performs reinforcement treatment on the end wall face at the junction of the shield pushing section (4) and the shield empty pushing and underground digging section (2), glass fibers are adopted for reinforcement treatment to replace reinforcing steel bars, concrete is sprayed, grouting reinforcement is adopted for the soil body range with the length of 9 meters and the height of 3 meters on the upper part of the face, and grouting liquid adopts mixed liquid of cement and water glass.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711111239.6A CN107725060B (en) | 2017-11-13 | 2017-11-13 | Subway tunnel construction method containing complex geology and without shield originating site |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711111239.6A CN107725060B (en) | 2017-11-13 | 2017-11-13 | Subway tunnel construction method containing complex geology and without shield originating site |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107725060A CN107725060A (en) | 2018-02-23 |
| CN107725060B true CN107725060B (en) | 2023-12-01 |
Family
ID=61215852
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711111239.6A Active CN107725060B (en) | 2017-11-13 | 2017-11-13 | Subway tunnel construction method containing complex geology and without shield originating site |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107725060B (en) |
Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108775244A (en) * | 2018-05-28 | 2018-11-09 | 中铁十六局集团有限公司 | A kind of Mining Method receives shield machine and shield sky pushes away construction method |
| CN109057810B (en) * | 2018-08-30 | 2023-08-22 | 中国水利水电第十四工程局有限公司 | Construction method and auxiliary device for shield air-pushing through mine tunnel |
| CN109026043B (en) * | 2018-09-18 | 2023-11-10 | 中铁第六勘察设计院集团有限公司 | Dynamic self-joint laying type and method for long-distance underwater tunnel mine shield |
| CN110685699A (en) * | 2019-10-15 | 2020-01-14 | 中铁十二局集团有限公司 | Mine method tunnel shield empty pushing starting construction method |
| CN110761800B (en) * | 2019-12-05 | 2021-10-01 | 中铁十二局集团第二工程有限公司 | Air-assisted launching construction method of launching well in underground excavation tunnel shield machine |
| CN110905527B (en) * | 2019-12-11 | 2021-09-03 | 中铁二十局集团第四工程有限公司 | Construction method of tunnel with upper soft and lower hard strata |
| CN110985025B (en) * | 2019-12-16 | 2021-01-26 | 中铁一局集团有限公司 | Method for reconstructing shield tunnel to carry out mine construction |
| CN111305856B (en) * | 2020-02-24 | 2021-11-05 | 上海应用技术大学 | Shield construction starting method for subway in narrow section |
| CN111577300A (en) * | 2020-04-20 | 2020-08-25 | 中铁十二局集团有限公司 | Construction method for shield to penetrate through dense holes in boulder and boulder stratum |
| CN111927477B (en) * | 2020-08-24 | 2022-02-11 | 上海市城市建设设计研究总院（集团）有限公司 | Shield overall launching and receiving method for ultra-deep long-distance tunnel |
| CN113914872A (en) * | 2021-09-01 | 2022-01-11 | 武汉市政工程设计研究院有限责任公司 | Long-distance drainage deep tunnel shield method for penetrating complex stratum |
| CN113931640B (en) * | 2021-10-15 | 2024-04-12 | 中国建筑第六工程局有限公司 | Construction method for shield empty pushing and starting in mine tunnel |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000345790A (en) * | 1999-06-08 | 2000-12-12 | Kajima Corp | Shield machine, drive method for shield machine, and construction method for inclined shaft or vertical shaft |
| JP2005179941A (en) * | 2003-12-17 | 2005-07-07 | San Shield Kk | Base for main push device |
| CN103114857A (en) * | 2013-02-26 | 2013-05-22 | 中铁十九局集团第二工程有限公司 | Shield tunnel construction method |
| CN105041349A (en) * | 2015-07-26 | 2015-11-11 | 北京工业大学 | Underground excavation construction method for expanded excavation of station on basis of metro regional shield tunnel |
| CN106223963A (en) * | 2016-08-05 | 2016-12-14 | 中国水利水电第十四工程局有限公司 | A kind of shield machine air pushing construction method by subsurface excavation method tunnel |
-
2017
- 2017-11-13 CN CN201711111239.6A patent/CN107725060B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000345790A (en) * | 1999-06-08 | 2000-12-12 | Kajima Corp | Shield machine, drive method for shield machine, and construction method for inclined shaft or vertical shaft |
| JP2005179941A (en) * | 2003-12-17 | 2005-07-07 | San Shield Kk | Base for main push device |
| CN103114857A (en) * | 2013-02-26 | 2013-05-22 | 中铁十九局集团第二工程有限公司 | Shield tunnel construction method |
| CN105041349A (en) * | 2015-07-26 | 2015-11-11 | 北京工业大学 | Underground excavation construction method for expanded excavation of station on basis of metro regional shield tunnel |
| CN106223963A (en) * | 2016-08-05 | 2016-12-14 | 中国水利水电第十四工程局有限公司 | A kind of shield machine air pushing construction method by subsurface excavation method tunnel |
Non-Patent Citations (3)
| Title |
|---|
| 皮景坤.盾构分体始发技术在某地铁施工中的应用.《施工技术》.2016,第第45卷卷(第第9期期),第109-110页. * |
| 赵岗领等.城市地铁盾构通过暗挖隧道施工案例.《隧道建设》.2010,第30卷(第3期),第298-303页. * |
| 赵岗领等.城市地铁盾构通过暗挖隧道施工案例.《隧道建设》.2010,第第30卷卷(第地3期期),第298-303页. * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107725060A (en) | 2018-02-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107725060B (en) | Subway tunnel construction method containing complex geology and without shield originating site | |
| CN207377565U (en) | Constructing metro tunnel structure containing complicated geological and without shield launching place | |
| Cao et al. | Subway station construction using combined shield and shallow tunnelling method: Case study of Gaojiayuan station in Beijing | |
| CN102425427B (en) | Method for constructing tunnel by utilizing shield empty-pushing crossing mine method | |
| CN102061923B (en) | Tunnel construction method capable of protecting existing building | |
| CN106522989B (en) | The method of ventilating shaft structure and shield driving parallel construction | |
| CN107201908B (en) | Construction method for deep-buried central ditch of tunnel in severe cold region | |
| CN109707388B (en) | Method for preventing ground collapse when shield tunneling machine starts to pass through existing shield tunnel | |
| CN107905799B (en) | Reinforced structure of high-speed rail tunnel bottom water passing karst cave and construction method thereof | |
| CN110259490B (en) | Subway underground excavation station construction method | |
| CN107091101A (en) | Mine shield handing-over tunnel folded type joint design and construction method in the middle part of marine site | |
| CN113153308B (en) | Construction method for collapse section of double-arch tunnel | |
| CN106837341B (en) | A kind of Metro construction construction method of shaft wall | |
| CN110080789A (en) | A kind of shield sky, which pushes away, spells section of jurisdiction construction | |
| CN110905536A (en) | Construction method for receiving complex stratum earth pressure shield in underground excavation tunnel | |
| CN113803074A (en) | Construction method of tunnel structure for artificial and mechanical combined obstacle removal of water-rich sand layer | |
| CN110130909B (en) | Construction method for shield to penetrate existing station in silt stratum | |
| CN110847929A (en) | Tunnel portal section pre-reinforcing and excavating construction method based on partition blasting | |
| CN110700860A (en) | Construction method of soil-stone boundary tunnel crossing loess valley | |
| CN112682055B (en) | Small-clear-distance parallel tunnel shield tunneling construction method | |
| CN112112657B (en) | New construction method for digging and building inclined shaft of coal mine | |
| CN110685737B (en) | Flat-bottom structure sublevel rock drilling stage ore removal subsequent filling mining method | |
| CN112177635A (en) | Construction method of step multiple advanced small guide pipe and construction method of overlapped tunnel | |
| CN113374496A (en) | Upper-crossing tunnel structure and construction method | |
| CN114320365A (en) | Rapid construction method of integral prefabricated reinforced concrete lining tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |