CN113513338B - Annular support suitable for shield tunnel water collecting well construction and working method - Google Patents
Annular support suitable for shield tunnel water collecting well construction and working method Download PDFInfo
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- CN113513338B CN113513338B CN202110891851.XA CN202110891851A CN113513338B CN 113513338 B CN113513338 B CN 113513338B CN 202110891851 A CN202110891851 A CN 202110891851A CN 113513338 B CN113513338 B CN 113513338B
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 73
- 238000010276 construction Methods 0.000 title claims abstract description 64
- 238000000034 method Methods 0.000 title claims abstract description 32
- 238000009412 basement excavation Methods 0.000 claims abstract description 25
- 230000008569 process Effects 0.000 claims abstract description 18
- 239000004567 concrete Substances 0.000 claims abstract description 8
- 230000005641 tunneling Effects 0.000 claims abstract description 7
- 238000007569 slipcasting Methods 0.000 claims abstract 3
- 229910000831 Steel Inorganic materials 0.000 claims description 94
- 239000010959 steel Substances 0.000 claims description 94
- 238000012544 monitoring process Methods 0.000 claims description 39
- 239000002689 soil Substances 0.000 claims description 22
- 230000002787 reinforcement Effects 0.000 claims description 19
- 239000011378 shotcrete Substances 0.000 claims description 13
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 230000008093 supporting effect Effects 0.000 claims description 10
- 239000004570 mortar (masonry) Substances 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 8
- 239000011440 grout Substances 0.000 claims description 8
- 238000007599 discharging Methods 0.000 claims description 7
- 238000005192 partition Methods 0.000 claims description 7
- 238000003466 welding Methods 0.000 claims description 5
- 238000012423 maintenance Methods 0.000 claims description 4
- 239000011435 rock Substances 0.000 claims description 4
- 230000002146 bilateral effect Effects 0.000 claims description 3
- 238000013461 design Methods 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 230000035699 permeability Effects 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 239000013589 supplement Substances 0.000 claims description 3
- 125000004122 cyclic group Chemical group 0.000 abstract 1
- 239000000463 material Substances 0.000 description 3
- 238000004891 communication Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
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- Life Sciences & Earth Sciences (AREA)
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- Geochemistry & Mineralogy (AREA)
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- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses an annular support suitable for shield tunnel water collecting well construction and a working method, and relates to the field of urban tunnel excavation and tunneling construction mechanical equipment. Each essential element is connected through M24 bolt and connecting plate, accomplish the assembly of ring carrier, the principal component size is moderate and comparatively even, be convenient for hoist and mount, dismantle transportation and cyclic utilization, and carry out the slip casting through the flexible slip casting bag to the ring carrier outer lane, thereby apply evenly distributed's radial pressure to lining section of jurisdiction inner wall, guarantee at section of jurisdiction opening and the in-process shield tunnel's of construction tunnel sump pit integral stability and safety, adopt oval just lining structure among the sump pit excavation process, can exert just lining net better and spout concrete compressive property, thereby ensure to be steady under the condition that does not have interim internal support effect, effectively shorten the time limit for a project and practice thrift the cost.
Description
Technical Field
The invention relates to the technical field of urban tunnel excavation and tunneling construction mechanical equipment, in particular to an annular support suitable for shield tunnel sump pit construction and a working method.
Background
With the rapid development of economy in China, the development requirement of urban underground space is increasing day by day, and a large number of urban tunnel projects are produced at the same time. The shield construction method has the advantages of high construction efficiency (the integrated construction of excavation and support can be realized), good tunnel forming, small influence on the surrounding environment and the like, and is more and more widely used in urban tunnel excavation. The water collecting well is used as an auxiliary structure of the shield tunnel and plays an important role in collecting water and storing water. At present, a shield tunnel water collecting well is usually arranged at the middle bottom position of a left and right interval communication channel, and a shield tunnel water collecting well is also directly arranged at the bottom of a certain tunnel, wherein the former condition is commonly used in China, and the latter condition is also adopted in other countries. However, no matter the connection channel is used for carrying out the sump pit construction or the sump pit construction is directly carried out in the shield tunnel, the complete shield segment is required to be cut and removed, and rock and soil bodies are excavated, so that the stability of the tunnel structure of the sump pit construction adjacent area is inevitably influenced. In order to ensure the overall stability of the tunnel structure of the adjacent area, a stress support is usually adopted to support a segment lining, and the cutting of segments and the excavation and supporting construction operation of a water collection well are carried out on the basis.
However, the existing stress bracket mainly has the following problems: 1) the contact between the support and the inner wall of the lining segment is point contact, so that the contact force is not easy to control, the stress is not uniform, and the local damage is easy to cause; 2) the cross section of the water collecting well is usually rectangular, and the water collecting well is not easy to self-stabilize when encountering poor rock-soil layers, and an inner support needs to be additionally arranged so as to ensure the overall stability and the like. Aiming at the defects, the annular support suitable for the construction of the shield tunnel water collecting well needs to be designed, and a corresponding working method is provided.
Disclosure of Invention
The invention aims to provide an annular support suitable for shield tunnel water collecting well construction and a working method, which are used for solving the problems in the technical background, the assembly of the annular support is completed through main components, and uniformly distributed radial pressure is applied to the inner wall of a lining segment, so that the safety and stability of the whole shield tunnel and the convenience of personnel passing and material transportation in the process of opening the lower part of the segment and constructing the tunnel water collecting well are ensured; by adopting the water collecting well with the oval cross section, under the supporting action of the annular support, the bottom lining segment is subjected to cutting opening, soil body reinforcement, excavation, primary support, secondary support and maintenance of the molded concrete, and finally the construction of the water collecting well is completed. In particular, the annular support and the working method provided by the invention are also suitable for the general situation that the water collecting well is arranged in the communication channel.
In order to achieve the purpose, the invention provides the following technical scheme:
an annular support suitable for shield tunnel sump pit construction comprises an annular main beam, a longitudinal structural beam, a longitudinal connecting beam, an inclined strut and a horizontal strut;
the annular support is formed by connecting 5 circles of annular steel frames through 2 longitudinal structural beams, 38 longitudinal connecting beams, 8 inclined struts and 4 horizontal struts, wherein a duct piece opening is formed in one side of 1 circle of annular steel frame, the duct piece opening forms an included angle of 68 degrees with the circle center of the annular steel frame, the 1 circle of annular steel frame provided with the duct piece opening is formed by connecting 3 annular main beams with equal length, each circle of the 4 circles of annular steel frames without the duct piece opening is formed by connecting 4 annular main beams with equal length, and two adjacent annular main beams are connected through an angle welding joint plate and are connected through an M24 bolt;
the top of 2 adjacent rings of annular steel frames are connected with longitudinal connecting beams in a bilateral symmetry mode, the connecting nodes of two adjacent longitudinal connecting beams and an annular main beam form an included angle of 30 degrees by the circle center of the annular steel frame, 9 longitudinal connecting beams are arranged in the range of 240 degrees at the upper part of the annular steel frame, namely, 36 longitudinal connecting beams are arranged in the range of 240 degrees at the upper part of 5 rings of annular steel frames, 1 longitudinal connecting beam is arranged at the bottom of 2 adjacent rings of annular steel frames without a duct piece opening, the total number of the longitudinal connecting beams is 38, 2 longitudinal structural beams are connected at the lower part of 5 rings of annular steel frames in a full-length symmetry mode, the included angle of 90 degrees is formed by the circle center of the 2 longitudinal structural beams, except for the annular steel frames with duct piece openings, 1 horizontal support is arranged at the lower parts of the other 4 rings of annular steel frames, the left end part and the right end part of each horizontal support are connected with the longitudinal structural beams, the inclined supports can be divided into 2 groups, the first group is 4, the outermost group is arranged at the node of the annular main beam and the annular steel frame arranged at the inner ring of the annular steel frame The joints of the annular main beam and the longitudinal structural beam; the second group comprises 4 pieces, and two ends of the second group are respectively connected between the nodes of the annular main beam and the longitudinal structural beam of the inner ring of the annular steel frame and the nodes of the annular main beam and the longitudinal connecting beam of the middle ring of the annular steel frame;
the periphery of the annular steel frame is provided with a segment lining, and the outer side of the annular main beam, which is close to the flange of the segment lining, is provided with a circle of flexible grouting bag with the width larger than the width of the flange and the length equal to that of the annular main beam.
As a further scheme of the invention: the annular main beam and the longitudinal structural beam are connected through a connecting plate and M24 bolts, the width and the length of the connecting plate are respectively the same as the flange and the height of the annular main beam, and the connecting plate is connected through fillet welds.
As a further scheme of the invention: the two sides of the web plate of the longitudinal structural beam are respectively provided with 2 stiffening ribs, the stiffening ribs and the inner sides of the web plate and the flange of the longitudinal structural beam are welded by fillet welds, the connecting plates with the same size are welded on the outer sides of the stiffening ribs and the web plate and the flange of the longitudinal structural beam, the annular main beam and the longitudinal structural beam are connected through M24 bolts, and the horizontal support is connected with the flange of the longitudinal structural beam through the fillet welds.
As a further scheme of the invention: the inclined strut is connected with the annular main beam and the longitudinal structural beam through fillet weld welding connection plates by M24 bolts, and the connection plates are welded at the joint part of the inclined strut and the joint part of the annular main beam and are connected with the annular main beam and the longitudinal connecting beam through M24 bolts in a fastening manner.
As a further scheme of the invention: the annular main beam and the longitudinal connecting beam are connected by adopting 2 x 125EA equal-edge angle steel and are respectively connected with web plates of the annular main beam and the longitudinal connecting beam through M24 bolts.
As a further scheme of the invention: the two sides of the flange of the annular main beam are arranged at intervals of 30 DEG
The flexible grouting bag is characterized in that a pair of positioning clamp rings are connected through bolts, the positioning clamp rings are arranged on the periphery of the flexible grouting bag, and the interior of the flexible grouting bag is of a partition structure, namely, each partition has the same length and is independently provided with a grouting hole and a grout discharging hole.
As a further scheme of the invention: and a pair of steel rail beams is arranged in the middle of the horizontal support, and a steel plate and a guide rail are paved on the steel rail beams.
As a further scheme of the invention: the annular main beam, the longitudinal structural beam and the horizontal brace adopt HW300 × 300c hot-rolled H-shaped steel, the longitudinal connecting beam adopts HW150 × 150 hot-rolled H-shaped steel, and the inclined brace and the rail beam adopt HW250 × 250b hot-rolled H-shaped steel.
A working method of an annular support suitable for shield tunnel sump pit construction comprises the following steps:
the working method of the annular support suitable for shield tunnel sump pit construction is characterized by comprising the following steps:
s1, reinforcing rock and soil masses in the surrounding and lower regions of the water collecting well in advance and plugging a fracture seepage channel of underground water 50m before the shield tunneling machine reaches the construction position of the water collecting well, specifically, adopting high-pressure jet grouting reinforcement, controlling grouting pressure to be 0.5-2.5MPa, and controlling the range of a reinforcement body to exceed the boundary and the bottom of the water collecting well by more than 1.0 m;
s2, performing shield tunneling through a sump pit construction area, and performing field assembly of the annular support in the area after segment assembly is completed; connecting a grouting pipe through a pressure grouting machine, connecting the grouting pipe with a grouting hole, and filling mortar into the flexible grouting bag to ensure that the flexible grouting bag is fully attached to the inner wall of the tunnel segment lining;
s3, arranging convergence monitoring bolts on the inner wall of a shield tunnel segment lining in a sump pit construction area, uniformly arranging 4 measuring points on an arch shoulder and an arch foot of each tunnel section, respectively arranging 5 monitoring sections at 45 degrees, 135 degrees, 225 degrees and 315 degrees, wherein the distance between the 5 monitoring sections is L1/2, L1 is the longitudinal length of an annular support, monitoring is started when the convergence monitoring points of the tunnel segments cut a bottom segment opening, the monitoring frequency is 1 time/day before the temporary support of the sump pit is finished, and the monitoring frequency is 1 time/week after the construction of a permanent structure is finished; when the convergence value reaches 10mm, giving out early warning, and carrying out necessary reinforcement measures;
s4, determining the position and the specific size of a segment opening at the bottom of the shield tunnel according to the position and the structural size of the water collecting well, wherein the segment opening angle is preferably controlled within the range of 65-70 degrees; cutting a bottom segment to form an opening, and adjusting the pressure in the flexible grouting bag in real time according to segment deformation data in the process;
s5, drilling exploration drill holes at the openings of the segments, and measuring the physical and mechanical properties of the reinforcement body; the setting and layout mode of the exploration drilling holes are determined on site according to engineering geological conditions and construction conditions; after the rock-soil mass is reinforced, the requirements of the uniaxial compressive strength UCS not less than 600kPa, the non-drainage shear strength not less than 300kPa, the elastic modulus not less than 150MPa and the permeability coefficient k not more than 5 multiplied by 10^ 8m/s are met; when the indexes are not met or fracture water exists, secondary grouting supplement or fracture grouting reinforcement is needed;
s6, after the peripheral rock-soil body is reinforced to meet the requirements, carrying out excavation and side wall temporary support step sequence of the water collecting well: excavating rock-soil bodies in a water collecting well region in a layered mode, wherein an excavation surface is oval with the long-to-short axis ratio being 1.20, and the maximum thickness of each layer is 1.0 m; the side wall is temporarily supported by adopting a steel bar mesh-sprayed concrete lining, the steel bar mesh is 2 layers, the mesh spacing is 200mm, the steel bar model is HRB400, the diameter is 10mm, and the sprayed layer thickness is 350 mm; after the strength of the sprayed concrete of each layer of temporary support reaches 15MPa, the next layer of excavation support can be carried out; the 28d compressive strength of the sprayed concrete is not lower than 30 MPa; reserving a plurality of water drainage holes in the spray layer;
s7, after each layer of excavation and temporary net-jet supporting, uniformly distributing 4 convergence monitoring bolts at the position of 1/2 height of the inner wall of the lining for monitoring the deformation of the lining applied in the subsequent excavation process; the monitoring frequency is 1 time/day in the process of excavating and temporarily supporting the soil body of the water collecting well, and the monitoring frequency is 1 time/week after the process until the construction of the permanent structure is finished; when the convergence value reaches 10mm, giving out early warning, and carrying out necessary reinforcement measures;
s8, after the excavation of the bottom of the water collecting well is finished, an inverted arch seal is timely applied to resist foundation reaction force generated by resilience of an unloading soil body to be excavated; an L-shaped steel bar is adopted between the inverted arch and the sprayed concrete at the lowest part to strengthen the node;
s9, erecting a second lining template, pouring second lining template and concrete to form a second lining structure, and completing construction and maintenance of the main body structure of the water collecting well;
s10, after the water collecting well is finished and the design strength is reached, the internal pressure of the flexible grouting bag is removed through the grout discharging hole, and the annular support is disassembled, transported and stored.
Has the advantages that:
1. the shield tunnel is assembled by connecting a plurality of main components such as the annular main beams, the longitudinal structural beam, the longitudinal connecting beam, the inclined strut, the horizontal strut and the like through bolts, and the size of the annular support can be adjusted through the number of the annular main beams, so that the shield tunnel is suitable for shield tunnels with different sizes.
2. The main components adopted by the invention have moderate and uniform sizes, are convenient for hoisting, dismounting, transportation and recycling, and meet the green and environment-friendly engineering construction requirements.
3. The invention is provided with a group of steel rail beams in the longitudinal direction inside, can be connected with a guide rail in a tunnel or can be temporarily paved with steel plates for transporting materials or walking workers, and does not influence the construction progress
4. The flexible grouting bag is arranged on the outer side of the annular main beam, the contact stress between the flexible pipe and the inner wall of the tunnel lining segment is adjusted by filling mortar, the uniform stress is ensured, the mortar pressure in the flexible pipe can be adjusted in the construction process, so that the contact force between the annular support and the inner wall of the segment is adjusted, and the mode is more flexible.
5. The water collecting well adopts the elliptical primary lining structure in the excavation process, and the compressive property of the primary lining net sprayed concrete can be better exerted, so that the self-stability is ensured under the condition of no temporary internal supporting function, the construction cost is reduced to a great extent, and the construction period is saved.
6. The invention has simple structure, simple and convenient processing of the used parts and mature auxiliary facility technology and higher feasibility.
Drawings
FIG. 1 is a schematic top view of the present invention;
FIG. 2 is a schematic view of the vertical section A-A of the present invention;
FIG. 3 is a schematic view of the vertical section B-B of the present invention;
FIG. 4 is a schematic view of the vertical section C-C of the present invention;
FIG. 5 is a schematic view of the invention in vertical section D-D;
FIG. 6 is a schematic view of the connection point of the main ring beam and the longitudinal connecting beam in the invention;
FIG. 7 is a schematic view of the connection of the ring main beam, the longitudinal structural beam and the horizontal support in the present invention;
FIG. 8 is a schematic view of the connection of the ring main beam, the longitudinal structural beam and the diagonal braces in the present invention;
FIG. 9 is a schematic view of the attachment location of the ring main beam of the present invention;
FIG. 10 is a schematic view of the connection of the ring main beam, the diagonal brace and the longitudinal tie beam in the present invention;
FIG. 11 is a schematic view of the steps of the sump shaft excavation and support of the present invention;
FIG. 12 is a schematic view of the construction area grouting reinforcement range and the exploration drilling arrangement profile of the water collecting well according to the present invention;
FIG. 13 is a schematic structural diagram of a top view of a sump pit construction area grouting reinforcement range and exploration drilling arrangement according to the present invention;
FIG. 14 is a schematic view of the section E-E of the monitoring point arrangement of the sump construction area of the present invention;
FIG. 15 is a schematic view of a cross-section of the arrangement of monitoring points in a sump construction area according to the present invention;
FIG. 16 is a schematic view of the monitoring point arrangement of the sump pit construction area of the present invention from above;
FIG. 17 is a process diagram of the method of operation of the present invention;
in the figure: 1. an annular main beam; 2. a longitudinal structural beam; 3. a longitudinal tie beam; 4. bracing; 5. horizontally supporting; 6. lining the segment; 6-1, opening the duct piece; 7. a rail beam; 7-1, steel plates; 7-2, guide rails; 8-1, M24 bolt; 9. angle steel with equal edges; 10. a flexible grouting bladder; 10-1, positioning a snap ring; 10-2, pressure grouting machine; 10-3, grouting holes; 10-4, grout outlet holes; 10-5, a grouting pipe; 11. a stiffening rib; 12. fillet welding; 13. a connecting plate; 14. a water collecting well; 15. spraying concrete lining on the reinforcing mesh; 15-1, reinforcing mesh; 15-2, spraying concrete; 15-3, an inverted arch; 16. a second liner structure; 16-1, two lining templates; 16-2, second lining mould building concrete; 17. l-shaped steel bars; 18. a water drain hole; 19. reinforcing the body; 20. prospecting and drilling; 21. a convergence monitoring bolt; 22. the cross section is monitored.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention provides the following technical scheme:
as shown in fig. 1-17, an annular support suitable for shield tunnel sump pit construction comprises an annular main beam 1, a longitudinal structural beam 2, a longitudinal connecting beam 3, an inclined strut 4 and a horizontal strut 5;
the annular support is formed by connecting 5 circles of annular steel frames through 2 longitudinal structural beams 2, 38 longitudinal connecting beams 3, 8 inclined struts 4 and 4 horizontal struts 5, wherein a duct piece opening 6-1 is formed in one side of 1 circle of annular steel frame, the duct piece opening 6-1 forms an included angle of 68 degrees with the circle center of the annular steel frame, the 1 circle of annular steel frame at the position where the duct piece opening 6-1 is formed by connecting 3 annular main beams 1 with equal length, each circle of the 4 circles of annular steel frames at the position where the duct piece opening 6-1 is not formed by connecting 4 annular main beams 1 with equal length, two adjacent annular main beams 1 are welded with a connecting plate 13 through an angle welding joint 12 and are connected through M24 bolts 8-1;
the top parts of the adjacent 2 circles of annular steel frames are connected with longitudinal connecting beams 3 in a bilateral symmetry mode, the connecting nodes of the adjacent two longitudinal connecting beams 3 and the annular main beams 1 form an included angle of 30 degrees by the circle center of the annular steel frame, 9 longitudinal connecting beams 3 are arranged in the range of 240 degrees at the upper part of the annular steel frame, namely, 36 longitudinal connecting beams 3 are arranged in the range of 240 degrees at the upper part of the 5 circles of annular steel frames, 1 longitudinal connecting beam 3 is arranged at the bottom part of the adjacent 2 circles of annular steel frames without a duct piece opening 6-1, the total number of the longitudinal connecting beams 3 is 38, 2 longitudinal structural beams 2 are connected in a universal symmetry mode at the lower part of the 5 circles of annular steel frames, the included angles of 90 degrees are formed by the circle center of the annular steel frames on the basis of the 2 longitudinal structural beams 2, 1 horizontal support 5 is arranged at the lower parts of the other 4 circles of annular steel frames except the annular steel frames with duct piece openings 6-1, and the left end part and right end part of each horizontal support 5 are connected with the longitudinal structural beams 2, the inclined struts 4 can be divided into 2 groups, wherein the first group comprises 4 inclined struts, and the inclined struts are arranged between nodes of the annular main beams 1 and the longitudinal connecting beams 3 of the outermost ring of annular steel frame and nodes of the annular main beams 1 and the longitudinal structural beams 2 of the inner ring of annular steel frame; the second group comprises 4, and two ends of the second group are respectively connected between the nodes of the annular main beam 1 and the longitudinal structural beam 2 of the inner ring of the annular steel frame and the nodes of the annular main beam 1 and the longitudinal connecting beam 3 of the middle ring of the annular steel frame;
the periphery of the annular steel frame is provided with a segment lining 6, and the outer side of the annular main beam 1, which is close to the flange of the segment lining 6, is provided with a circle of flexible grouting bag 10, the width of which is greater than that of the flange and is as long as that of the annular main beam 1.
The annular main beam 1 and the longitudinal structural beam 2 are connected through a connecting plate 13 and M24 bolts 8-1, the width and the length of the connecting plate 13 are respectively the same as the flange and the height of the annular main beam 1, and the connecting plate is connected through a fillet weld 12.
Two sides of a web plate of the longitudinal structural beam 2 are respectively provided with 2 stiffening ribs 11, fillet welds 12 are adopted to weld the stiffening ribs 11 with the inner sides of the web plate and the flange of the longitudinal structural beam 2, connecting plates 13 with the same size are welded on the outer sides of the stiffening ribs and the flange, M24 bolts 8-1 are used to connect the annular main beam 1 and the longitudinal structural beam 2, and the horizontal brace 5 is connected with the flange of the longitudinal structural beam 2 through the fillet welds 12.
The inclined strut 4 is welded with a connecting plate 13 through a fillet weld 12, is respectively connected with the annular main beam 1 and the longitudinal structural beam 2 through an M24 bolt 8-1, is welded with the connecting plate 13 at the joint of the inclined strut 4 and the joint of the annular main beam 1, and is fixedly connected with the annular main beam 1 and the longitudinal connecting beam 3 through an M24 bolt 8-1.
The annular main beam 1 and the longitudinal connecting beam 3 are connected by adopting 2 x 125EA equal-edge angle steel 9, and the equal-edge angle steel 9 and the web plates of the annular main beam 1 and the longitudinal connecting beam 3 are respectively connected through M24 bolts 8-1.
The annular main beams 1 are connected with each other through the fillet welds 12 and the connecting plates 13 by using M24 bolts 8-1.
Two sides of the flange of the annular main beam 1 are connected with a pair of positioning snap rings 10-1 at intervals of 30 degrees through bolts, the positioning snap rings 10-1 are arranged at the periphery of the flexible grouting bag 10, the temporary fixing and positioning of the flexible grouting bag 10 are realized through the positioning snap rings 10-1, the phenomenon that the pressure stress cannot be uniformly transmitted due to the position deflection is avoided, the interior of the flexible grouting bag 10 is of a partition structure, namely, each partition is the same in length and is independently provided with a grouting hole 10-3 and a grout discharging hole 10-4, mortar is slowly and uniformly injected into the flexible grouting bag 10 through the grouting hole 10-3 by adopting a pressure grouting machine 10-2, the grout discharging hole 10-4 is closed, the grouting hole 10-3 is synchronously pressurized and grouted to a designed pressure value in a partition mode through a grouting pipe 10-5, the grouting hole 10-3 is closed, and the uniform filling of the mortar in the interior is realized, therefore, the annular support is tightly attached to the segment lining 6, contact force is evenly transmitted, stress height concentration caused by point contact in a conventional stress support is avoided, stress of the whole structure is unbalanced, even damage occurs locally, and after construction is finished, the mortar discharging hole 10-4 is opened to discharge mortar, so that the flexible grouting bag 10 and the whole annular support can be conveniently detached.
The middle part of the horizontal support 5 is provided with a pair of steel rail beams 7, and steel plates 7-1 and guide rails 7-2 are paved on the steel rail beams 7 and used for transporting materials or walking workers.
The annular main beam 1, the longitudinal structural beam 2 and the horizontal support 5 adopt HW300 × 300c hot-rolled H-shaped steel, the longitudinal connecting beam 3 adopts HW150 × 150 hot-rolled H-shaped steel, and the inclined support 4 and the rail beam 7 adopt HW250 × 250b hot-rolled H-shaped steel.
A working method of an annular support suitable for shield tunnel sump pit construction comprises the following working method steps:
s1, reinforcing rock and soil mass around and below the water collecting well 14 in advance when the shield machine reaches 50m before the construction position of the water collecting well, plugging a fracture seepage channel of underground water and improving the strength and stability of the soil mass, specifically, reinforcing by high-pressure jet grouting, controlling the grouting pressure between 0.5 and 2.5MPa, and controlling the range of a reinforcing body 19 to exceed the boundary and the bottom of the water collecting well by more than 1.0m, as shown in figure 12;
s2, performing shield tunneling through a water collecting well 14 construction area, and performing field assembly of the annular support in the area after assembling the segments; connecting a grouting pipe 10-5 through a pressure grouting machine 10-2, connecting the grouting pipe 10-5 with a grouting hole 10-3, filling mortar into a flexible grouting bag 10 to ensure that the flexible grouting bag is fully attached to the inner wall of a tunnel segment lining 6, ensuring uniform stress of a contact part and simultaneously providing sufficient supporting force, and ensuring the integral stability of a tunnel in the subsequent segment cutting and water collecting well 14 construction process;
s3, arranging convergence monitoring bolts 21 on the inner wall of a shield tunnel segment lining 6 in a construction area of a water collecting well 14, uniformly arranging 4 measuring points on an arch shoulder and an arch foot of each tunnel section, and respectively arranging 5 monitoring sections 22 at 45 degrees, 135 degrees, 225 degrees and 315 degrees, as shown in figure 14, particularly, the distance between the 5 monitoring sections is L1/2, L1 is the longitudinal length of an annular support, monitoring starts from cutting a segment opening 6-1 at the bottom of the tunnel segment convergence monitoring point, monitoring frequency is 1 time/day before temporary support of the water collecting well 14 is finished, and monitoring frequency is 1 time/week after construction of a permanent structure is finished; when the convergence value reaches 10mm, giving out early warning, and carrying out necessary reinforcement measures;
s4, determining the position and the specific size of a segment opening 6-1 at the bottom of the shield tunnel according to the position and the structural size of the water collecting well 14, and particularly, controlling the angle of the segment opening 6-1 within a range of 65-70 degrees; cutting a bottom segment to form an opening, and adjusting the pressure in the flexible grouting bag 10 in real time according to segment deformation data in the process;
s5, drilling exploration drill holes 20 at the positions of the segment openings 6-1, and measuring the physical and mechanical properties of the reinforcing bodies 19; in particular, the arrangement and layout of the exploration drill holes 20 are determined on site according to engineering geological conditions and construction conditions; after the rock-soil mass is reinforced, the requirements of the uniaxial compressive strength UCS not less than 600kPa, the non-drainage shear strength not less than 300kPa, the elastic modulus not less than 150MPa and the permeability coefficient k not more than 5 multiplied by 10^ 8m/s are met; when the indexes are not met or fracture water exists, secondary grouting supplement or fracture grouting reinforcement is needed;
s6, after the peripheral rock-soil body reinforcement meets the requirements, carrying out excavation and side wall temporary support step sequence of the water collecting well 14: excavating rock-soil bodies in a water collecting well region in a layered mode, wherein an excavation surface is oval with the long-to-short axis ratio being 1.20, and the maximum thickness of each layer is 1.0 m; the side wall adopts a steel bar mesh sprayed concrete lining 15 for temporary support, the steel bar mesh 15-1 has 2 layers, the mesh spacing is 200mm, the steel bar model is HRB400, the diameter is 10mm, and the sprayed layer thickness is 350 mm; after the strength of the sprayed concrete 15-2 of each layer of temporary support reaches 15MPa, the next layer of excavation support can be carried out; the 28d compressive strength of the sprayed concrete is not lower than 30 MPa; a plurality of water drainage holes 18 are reserved in the spray layer to avoid water storage behind the lining;
s7, after each layer of excavation and temporary net-jet supporting, uniformly distributing 4 convergence monitoring bolts 21 at the position of 1/2 height of the inner wall of the lining, wherein the convergence monitoring bolts are used for monitoring the deformation of the lining which is applied in the subsequent excavation process; the monitoring frequency is 1 time/day in the process of soil excavation-temporary support of the water collecting well 14, and the monitoring frequency is 1 time/week after the process until the construction of the permanent structure is finished; when the convergence value reaches 10mm, giving out early warning, and carrying out necessary reinforcement measures;
s8, after the bottom of the water collecting well 14 is excavated, sealing an inverted arch 15-3 in time to resist foundation reaction force generated by resilience of an unloading soil body to be excavated; the node is reinforced by the L-shaped steel bar 17 between the inverted arch 15-3 and the lowest sprayed concrete 15-2, so that the overall rigidity and stability of the temporary support are improved;
s9, erecting a second lining template 16-1, pouring second lining template building concrete 16-2 to form a second lining structure 16, and completing construction and maintenance of the main body structure of the water collecting well 14;
s10, after the water collecting well 14 is finished and the design strength is reached, the pressure in the flexible grouting bag 10 is removed through the grout outlet 10-4, and the annular bracket is disassembled, transported and stored, so that the annular bracket is convenient for secondary utilization.
The preferred embodiments of the invention disclosed above are intended to be illustrative only. The preferred embodiments are not intended to be exhaustive or to limit the invention to the precise forms disclosed. Obviously, many modifications and variations are possible in light of the above teaching. The embodiments were chosen and described in order to best explain the principles of the invention and the practical application, to thereby enable others skilled in the art to best utilize the invention. The invention is limited only by the claims and their full scope and equivalents.
Claims (9)
1. The utility model provides an annular support suitable for shield tunnel sump pit construction which characterized in that: comprises an annular main beam (1), a longitudinal structural beam (2), a longitudinal connecting beam (3), an inclined strut (4) and a horizontal strut (5);
the ring-shaped support is formed by connecting 5 rings of ring-shaped steel frames through 2 longitudinal structural beams (2), 38 longitudinal connecting beams (3), 8 inclined struts (4) and 4 horizontal struts (5), wherein a duct piece opening (6-1) is formed in one side of 1 ring of ring-shaped steel frame, the duct piece opening (6-1) forms an included angle of 68 degrees with the circle center of the ring-shaped steel frame, 1 ring of ring-shaped steel frame at the position of the duct piece opening (6-1) is formed by connecting 3 equal-length ring-shaped main beams (1), each circle of 4 rings of ring-shaped steel frames at the position without the duct piece opening (6-1) is formed by connecting 4 equal-length ring-shaped main beams (1), and two adjacent ring-shaped main beams (1) are welded with connecting plates (13) through angle welds (12) and are connected by adopting M24 bolts (8-1);
the top parts of the adjacent 2 circles of annular steel frames are connected with longitudinal connecting beams (3) in a bilateral symmetry mode, the connecting nodes of the two adjacent longitudinal connecting beams (3) and the annular main beams (1) form 30-degree included angles with the circle center of the annular steel frame, 9 longitudinal connecting beams (3) are arranged in the range of 240 degrees at the upper part of the connecting nodes, namely 36 longitudinal connecting beams (3) are arranged in the range of 240 degrees at the upper part of the 5 circles of annular steel frames, 1 longitudinal connecting beam (3) is arranged at the bottom part of the adjacent 2 circles of annular steel frames without the duct piece opening (6-1), the total number of the longitudinal connecting beams (3) is 38, the lower parts of the 5 circles of annular steel frames are connected with 2 longitudinal structural beams (2) in a full-length symmetry mode, the 90-degree included angles are formed by the circle centers of the 2 longitudinal structural beams (2) except the annular steel frames with the duct piece openings (6-1), and the lower parts of the other 4 circles of annular steel frames are provided with 1 horizontal support (5), the left end part and the right end part of each horizontal support (5) are connected with the longitudinal structural beam (2), the inclined supports (4) can be divided into 2 groups, wherein the first group is 4, and the inclined supports are arranged between the nodes of the annular main beam (1) of the outermost ring of annular steel frame and the longitudinal connecting beam (3) and the nodes of the annular main beam (1) of the inner ring of annular steel frame and the longitudinal structural beam (2); the second group comprises 4, and two ends of the second group are respectively connected between the nodes of the annular main beam (1) and the longitudinal structural beam (2) of the inner ring of the annular steel frame and the nodes of the annular main beam (1) and the longitudinal connecting beam (3) of the middle ring of the annular steel frame;
the annular steel frame periphery is equipped with segment lining (6), just the flange outside that the annular girder (1) outside is close to segment lining (6) sets up round width and is greater than flange width and with annular girder (1) isometric flexible slip casting bag (10).
2. The annular support suitable for construction of the shield tunnel water collecting well is characterized in that: the annular main beam (1) is connected with the longitudinal structural beam (2) through a connecting plate (13) and an M24 bolt (8-1), the width and the length of the connecting plate (13) are respectively the same as the flange and the height of the annular main beam (1), and the annular main beam is connected with the longitudinal structural beam through a fillet weld (12).
3. The annular support suitable for construction of the shield tunnel water collecting well is characterized in that: the stiffening rib structure is characterized in that 2 stiffening ribs (11) are respectively arranged on two sides of a web plate of the longitudinal structural beam (2), fillet welds (12) are adopted to weld the inner sides of the stiffening ribs (11) and the web plate and the flange of the longitudinal structural beam (2), connecting plates (13) with the same size are welded on the outer sides of the stiffening ribs and the flange, the stiffening ribs and the flange are connected with the annular main beam (1) and the longitudinal structural beam (2) through M24 bolts (8-1), and the horizontal brace (5) is connected with the flange of the longitudinal structural beam (2) through the fillet welds (12).
4. The annular support suitable for construction of the shield tunnel water collecting well is characterized in that: the inclined strut (4) is connected with the annular main beam (1) and the longitudinal structural beam (2) through fillet welds (12) and welding connecting plates (13) by adopting M24 bolts (8-1), and the connecting plates (13) are welded at the joint of the inclined strut (4) and the joint of the annular main beam (1) and are fixedly connected with the annular main beam (1) and the longitudinal connecting beam (3) through M24 bolts (8-1).
5. The annular support suitable for construction of the shield tunnel water collecting well is characterized in that: the annular main beam (1) and the longitudinal connecting beam (3) are connected by adopting 2 x 125EA equal-edge angle steel (9), and are respectively connected with the equal-edge angle steel (9), the annular main beam (1) and the web plate of the longitudinal connecting beam (3) through M24 bolts (8-1).
6. The annular support suitable for construction of the shield tunnel water collecting well is characterized in that: two sides of the flange of the annular main beam (1) are connected with a pair of positioning snap rings (10-1) at intervals of 30 degrees through bolts, the positioning snap rings (10-1) are arranged on the periphery of the flexible grouting bag (10), and the interior of the flexible grouting bag (10) is of a partition structure, namely, each partition has the same length and is independently provided with a grouting hole (10-3) and a grout discharging hole (10-4).
7. The annular support suitable for construction of the shield tunnel water collecting well is characterized in that: the middle part of the horizontal support (5) is provided with a pair of steel rail beams (7), and steel plates (7-1) and guide rails (7-2) are paved on the steel rail beams (7).
8. The annular support suitable for construction of the shield tunnel water collecting well is characterized in that: the annular main beam (1), the longitudinal structural beam (2) and the horizontal support (5) are made of HW300 × 300c hot-rolled H-shaped steel, the longitudinal connecting beam (3) is made of HW150 × 150 hot-rolled H-shaped steel, and the inclined support (4) and the rail beam (7) are made of HW250 × 250b hot-rolled H-shaped steel.
9. The working method of the annular support suitable for shield tunnel sump pit construction is characterized by comprising the following steps:
s1, reinforcing rock and soil bodies in the area around and below the water collecting well (14) in advance and plugging a fracture seepage channel of underground water 50m before the shield tunneling machine reaches the construction position of the water collecting well, specifically, adopting high-pressure jet grouting reinforcement, controlling the grouting pressure to be 0.5-2.5MPa, and controlling the range of a reinforcement body (19) to exceed the boundary and the bottom of the water collecting well by more than 1.0 m;
s2, shield tunneling passes through a sump (14) construction area, and after segment assembly is completed, field assembly of the annular support is carried out in the area; connecting a grouting pipe (10-5) through a pressure grouting machine (10-2), connecting the grouting pipe (10-5) with a grouting hole (10-3), and filling mortar into the flexible grouting bag (10) to be fully attached to the inner wall of the tunnel segment lining (6);
s3, arranging convergence monitoring bolts (21) on the inner wall of a shield tunnel segment lining (6) in a construction area of a water collecting well (14), uniformly arranging 4 measuring points on an arch shoulder and an arch foot of each tunnel section, respectively arranging 5 monitoring sections (22) at 45 degrees, 135 degrees, 225 degrees and 315 degrees, wherein the distance between the 5 monitoring sections is L1/2, L1 is the longitudinal length of an annular support, monitoring starts from cutting a bottom segment opening (6-1) at the convergence monitoring point of the tunnel segment, monitoring frequency is 1 time/day before temporary support of the water collecting well (14) is finished, and monitoring frequency is 1 time/week after construction of a permanent structure is finished; when the convergence value reaches 10mm, giving out early warning, and carrying out necessary reinforcement measures;
s4, determining the position and the specific size of a segment opening (6-1) at the bottom of the shield tunnel according to the position and the structural size of the water collecting well (14), wherein the angle of the segment opening (6-1) is preferably controlled within the range of 65-70 degrees; cutting a bottom segment to form an opening, and adjusting the pressure in the flexible grouting bag (10) in real time according to segment deformation data in the process;
s5, drilling exploration drill holes (20) at the positions of the segment openings (6-1), and measuring the physical and mechanical properties of the reinforcing bodies (19); the setting and layout mode of the exploration drilling holes (20) are determined on site according to engineering geological conditions and construction conditions; after the rock-soil mass is reinforced, the requirements of the uniaxial compressive strength UCS not less than 600kPa, the non-drainage shear strength not less than 300kPa, the elastic modulus not less than 150MPa and the permeability coefficient k not more than 5 multiplied by 10^ 8m/s are met; when the indexes are not met or fracture water exists, secondary grouting supplement or fracture grouting reinforcement is needed;
s6, after the peripheral rock-soil body reinforcement meets the requirements, carrying out excavation and side wall temporary support step sequence of the water collecting well (14): excavating rock-soil bodies in a water collecting well region in a layered mode, wherein an excavation surface is oval with the long-to-short axis ratio being 1.20, and the maximum thickness of each layer is 1.0 m; the side wall adopts a steel bar mesh sprayed concrete lining (15) for temporary support, the steel bar mesh (15-1) has 2 layers, the mesh spacing is 200mm, the steel bar model is HRB400, the diameter is 10mm, and the sprayed layer thickness is 350 mm; after the strength of the sprayed concrete (15-2) of each layer of temporary support reaches 15MPa, the next layer of excavation support can be carried out; the 28d compressive strength of the sprayed concrete is not lower than 30 MPa; a plurality of drainage holes (18) are reserved in the spray layer;
s7, after each layer of excavation and temporary net-jet supporting, uniformly distributing 4 convergence monitoring bolts (21) at the height position of 1/2 of the inner wall of the lining, wherein the convergence monitoring bolts are used for monitoring the deformation of the lining which is applied in the subsequent excavation process; the monitoring frequency is 1 time/day in the process of excavating and temporarily supporting the soil body of the water collecting well (14), and the monitoring frequency is 1 time/week after the process until the construction of the permanent structure is finished; when the convergence value reaches 10mm, giving out early warning, and carrying out necessary reinforcement measures;
s8, after the bottom of the water collecting well (14) is excavated, an inverted arch (15-3) is applied to be closed in time to resist foundation reaction force generated by resilience of an unloading soil body to be excavated; an L-shaped steel bar (17) is adopted between the inverted arch (15-3) and the lowest sprayed concrete (15-2) to reinforce the node;
s9, erecting a second lining template (16-1), pouring second lining template building concrete (16-2) to form a second lining structure (16), and completing construction and maintenance of the main structure of the water collecting well (14);
s10, after the water collecting well (14) is finished and the design strength is reached, the pressure in the flexible grouting bag (10) is removed through the grout discharging hole (10-4), and the annular bracket is disassembled, transported and stored.
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| CH388634A (en) * | 1959-12-12 | 1965-02-28 | Rothe Erde Eisenwerk | Process for the production of light metal support rings for ball bearings with steel races and the use of the same |
| JP2927990B2 (en) * | 1991-06-17 | 1999-07-28 | 日本ヴィクトリック株式会社 | Flexible segment for shield method |
| WO2004094745A1 (en) * | 2003-04-18 | 2004-11-04 | Sumitomo (Sei) Steel Wire Corp. | Wedge for fixing pc steel |
| CN105484755B (en) * | 2015-12-22 | 2019-05-24 | 中国铁建重工集团有限公司 | The cutterhead and shield machine of shield machine |
| CN105507911A (en) * | 2015-12-22 | 2016-04-20 | 中国铁建重工集团有限公司 | Shield machine and cutter head thereof |
| CN206309406U (en) * | 2016-12-10 | 2017-07-07 | 中铁二十局集团第六工程有限公司 | A kind of inclined shaft is become a full member the structure of caunching in hole |
| CN206830190U (en) * | 2017-06-27 | 2018-01-02 | 华东交通大学 | A kind of Shield-bored tunnels longitudinal rigidity reinforcing structure |
| CN107100644B (en) * | 2017-06-27 | 2023-07-04 | 华东交通大学 | Longitudinal rigidity reinforcing structure of subway shield tunnel and construction method thereof |
| CN107083971B (en) * | 2017-06-27 | 2023-03-21 | 华东交通大学 | Zero bending moment shield tunnel |
| CN208650862U (en) * | 2018-07-31 | 2019-03-26 | 中交基础设施养护集团有限公司 | A kind of anti-collapse suspension device of constructing tunnel |
| CN212774333U (en) * | 2020-08-02 | 2021-03-23 | 河北丞璐建设工程有限公司 | Flange joint antiseep steel corrugated plate structure |
| CN112443335B (en) * | 2020-10-27 | 2023-05-12 | 南昌轨道交通集团有限公司地铁项目管理分公司 | Supporting system for automatically controlling deformation of tunnel underpass pipeline and construction method thereof |
| CN112502734B (en) * | 2020-11-30 | 2023-04-25 | 中铁二十局集团有限公司 | Construction method for water-rich sand layer shield zone connecting channel |
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