CN111828019A - Construction method for large-section special deformation joint based on earthquake fracture zone - Google Patents
Construction method for large-section special deformation joint based on earthquake fracture zone Download PDFInfo
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- CN111828019A CN111828019A CN202010693135.6A CN202010693135A CN111828019A CN 111828019 A CN111828019 A CN 111828019A CN 202010693135 A CN202010693135 A CN 202010693135A CN 111828019 A CN111828019 A CN 111828019A
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- 230000003014 reinforcing effect Effects 0.000 claims description 13
- 239000004698 Polyethylene Substances 0.000 claims description 12
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 10
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- 238000000576 coating method Methods 0.000 claims description 9
- 229920001971 elastomer Polymers 0.000 claims description 9
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- 238000009412 basement excavation Methods 0.000 claims description 6
- 239000003973 paint Substances 0.000 claims description 6
- 238000005192 partition Methods 0.000 claims description 6
- 238000005086 pumping Methods 0.000 claims description 6
- 239000010426 asphalt Substances 0.000 claims description 4
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- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 4
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/01—Methods or apparatus for enlarging or restoring the cross-section of tunnels, e.g. by restoring the floor to its original level
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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
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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
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- 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
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- Lining And Supports For Tunnels (AREA)
Abstract
The invention specifically provides a method for expanding a tunnel structure according to design requirements, reserving 550mm later-stage damage reinforcement space ahead, improving the thickness of a secondary lining according to enveloping property, wherein the improved thickness of the secondary lining is 600m, and the width of a special deformation joint in a ground crack influence area is designed to be 150mm, so that fault dislocation is met, and the damage degree generated by fault dislocation is reduced. The end formwork is designed before construction, the end formwork, the special-shaped formwork and the special-shaped formwork supporting system are machined firstly for trial assembly, the error allows the end formwork, the special-shaped formwork and the arch frame formwork to be produced in batches within an allowable range, the deformation joint construction period is shortened, the construction speed is accelerated, the construction period is shortened, construction materials are saved, and the construction environment is safer.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method of a large-section special deformation joint based on an earthquake fracture zone.
Background
The northwest area of China is deeply inland, the terrain condition and the stratum lithology are complex, and the fracture structure is widely developed. With the more and more extensive infrastructure of China, particularly the vigorous development of subway construction, more and more tunnels can not be passed through the active fault, the activity of the earthquake fault zone is the main reason causing the serious damage of the underground engineering, and the serious damage can be caused to the safety of tunnel lining and the stable axis of the tunnel by the earthquake action and the accumulated shearing and fault caused by the continuous creeping of the active fault.
Through long-term design and accumulation and summary of construction experience of tunnels at home and abroad, a mature and perfect design scheme for preventing water of tunnel deformation joints under general geological conditions is formed. For the water prevention of the deformation joint of the railway or subway tunnel structure, an externally-attached water stop belt, a middle-embedded steel edge rubber water stop belt and a back surface sealant caulking joint are generally adopted, and grouting waterproof reinforcement can be performed on a grouting guide pipe reserved at the deformation joint. The water stop is the most important waterproof measure in deformation joint waterproof measures, and the deformation type water stop (the water stop capable of adapting to joint deformation) at the deformation joint can be divided into a closed type (a central hole and the like) and an open type (a central deformation body is not sealed) at the present stage, wherein the open type comprises a W type, an F type, an omega type, a wave type and the like, and the adaptive deformation of the common water stop is generally not more than 30 mm.
The tunnel deformation joint waterproof measures and the related technology are widely applied under general geological conditions, abundant design and construction experience is obtained, and good effects are verified in practical use. However, for the waterproof treatment of the special deformation joint at the position of the cross-sectional layer belt, the waterproof requirements cannot be met by adopting the traditional deformation joint waterproof measures and the related technology. Taking the expansion of the special deformation joint of the section between the small west channel of the No. 1 line segment engineering of the subway in Wulu wood Qicity of Xinjiang and the railway station as an example, the maximum dislocation amount at the section can reach 650mm according to the scientific research result. If when striding fault zone special movement joint of department and producing great wrong momentum, adopt traditional movement joint water-proof measure can receive serious destruction, the waterstop is torn, and waterproof thoroughly became invalid, will seriously influence operation safety.
The special deformation joint has the characteristics of large self weight, complicated construction step sequence, multiple working procedures, high construction requirement of each working procedure, limited tunnel operation space and the like.
Disclosure of Invention
The invention aims to solve the technical problem of providing a construction method of a large-section special deformation joint based on an earthquake fracture zone, which can realize continuous cycle operation, can quickly complete construction, can accelerate the construction speed and shorten the construction period, and the formed special deformation joint waterproof structure solves the problem that the traditional deformation joint waterproof technology cannot meet the waterproof requirement of large dislocation amount of the special deformation joint of the fault zone, and can meet the waterproof function requirement of the special deformation joint of the fault zone when the special deformation joint of the fault zone continuously dislocates within the range of the set-up level.
The technical scheme adopted by the invention is as follows:
a method for constructing a large-section special deformation joint based on an earthquake fracture zone,
the method comprises the following steps:
step S1: according to engineering arrangement, aiming at a main influence area of an earthquake fracture zone, expanding the end face, performing tunneling construction by adopting a CRD method, performing primary support, reserving a 550mm later-stage damage reinforcing space, wherein the section of a tunnel of the primary support is larger than that of a standard section;
step S2: after the primary support is finished, secondary lining construction is carried out, a middle partition wall and a middle partition wall are chiseled by a cabin jumping method, and secondary lining pouring is carried out;
step S3: paving a waterproof layer on the full section within the range of the ground fissure influence area, paving an EVA waterproof coiled material, binding steel bars, erecting a mould, and pouring a secondary lining, wherein in the secondary lining pouring process, the special deformation joint and the structural position of an inward convex horseshoe-shaped lining end are required to be reserved, and then post-pouring belt treatment is required;
step S4: after the pouring of the general section of the secondary lining is finished, a special deformation joint and a horseshoe-shaped lining end structure are constructed, before construction, reinforcing steel bars on the outer layer of the deformation joint are bound, holes are drilled in the W-shaped water stop belts on the inner and outer rings and the omega-shaped water stop belts at intervals of 250mm in advance, the W-shaped water stop belts on the outer rings and the omega-shaped water stop belts on the outer rings are fixed through bolts and nuts, and the bolts are welded to the reinforcing steel bars in the secondary lining;
step S5: installing channel steel units on the outer walls of two sides of the outer ring W-shaped water stop belt to form an inner support structure with an adjustable outline, fixedly connecting adjacent channel steel units through two-way screws, fixing the outer side walls of the channel steel units through erecting inclined rods, enabling one ends of the inclined rods to abut against a poured concrete surface, connecting the other ends of the inclined rods with the channel steel units through adjustable supports, arranging the inclined rods at equal intervals in a circumferential direction, connecting the inclined rods with post-poured steel bars in a spot welding mode, sequentially assembling a lower end formwork, a side wall end formwork and an upper end formwork to form an annular formwork, welding the end formworks and the channel steel to be fixed, welding short steel bars of 150mm between the end formworks on the two sides in the special deformation joint to control the interval of the special deformation joint, and ensuring that the inner ring W;
step S6: firstly, embedding multiple grouting annular grouting pipes at a ring beam, wherein the annular interval of the grouting pipes is 4-5m, and the grouting pipes penetrate through the backs of 1 to two linings of the U-shaped lining end structure and are connected with the embedded multiple grouting annular grouting pipes through end connectors; then binding special deformation joint ring beam reinforcing steel bars, erecting an operation scaffold, assembling special-shaped templates on the outer sides of the ring beam reinforcing steel bars to form two lining templates with a horseshoe-shaped lining end structure, and erecting a special-shaped template supporting system;
step S7: pouring a horseshoe-shaped lining end structure through pumping holes which are pre-dug in an arch special-shaped template, wherein the pouring is carried out according to the principles of layering, uniformity and symmetry, before the pouring, materials capable of preventing concrete from entering are filled in special deformation joints, and after the concrete pouring is finished, a pumping pipe head is pulled out, and the reserved pouring holes are blocked by woven bags which are prepared in advance, so that the concrete is prevented from sinking due to dead weight;
step S8: after the strength of concrete meets the requirement, the special-shaped template and the special-shaped template supporting system are dismantled, the outer ring W-shaped water stop is installed, the water stop is fixed by adopting a steel pressing strip, a bolt, a nut, a gasket and a screw hole water-swelling rubber ring, and then the stainless steel water receiving box is installed. A
Preferably, in step S5, before the end forms are installed, the surfaces of the end forms are polished for rust protection, the rust-protected steel plates are first coated with 702 epoxy zinc-rich primer, and then coated with H52-65 epoxy coal tar slurry type rust protection paint after curing;
the end templates are made of steel plates with the width of 900mm and the thickness of 10mm, and electric welding full welding is adopted between the adjacent end templates.
Preferably, in the step S6, the special-shaped template assembly caulking of the inverted arch is sequentially filled with a low-foaming closed-cell polyethylene plate, a PE foam strip, kraft paper, polysulfide building sealant and high-quality single-component polyurethane waterproof paint with the thickness of 2mm from outside to inside;
the assembly caulking of the special-shaped templates at the vault and the side walls is sequentially filled with a low-foaming closed-cell polyethylene plate, rubber asphalt waterproof coating/kraft paper, polysulfide building sealant and high-quality single-component polyurethane waterproof coating with the thickness of 2mm from outside to inside. .
Preferably, in step S6, the special-shaped formwork support system includes arch form plates on two lining form plates that are respectively assembled by the special-shaped form plates and are disposed on two sides of the special deformation joint, three arch form plates are respectively disposed on the two lining form plates on two sides of the special deformation joint along the tunnel excavation direction, a plurality of longitudinal support rods are disposed between the arch crown and the bottom of each arch form plate, a plurality of transverse support rods are further disposed on the opposite surfaces of each arch form plate, and the longitudinal support rods are connected with the transverse support rods through a reinforcing structure.
Preferably, the arch form is composed of a first arch form unit, a second arch form unit, a third arch form unit, a fourth arch form unit and a fifth arch form unit which are symmetrically assembled with each other, and two adjacent arch form units are fixedly connected by arranging reinforcing ribs, 3 seat plates are arranged on the inner arc surfaces of the first arch form unit and the fourth arch form unit, the inner arc surfaces of the second arch frame template unit and the third arch frame template unit are respectively provided with 2 seat plates, the fifth arch formwork unit is provided with 4 seat plates, two ends of the longitudinal supporting rod are fixed on the two seat plates which are positioned on the same vertical axis on the first arch formwork unit and the fifth arch formwork unit, and two ends of the transverse connecting rod are fixed on two seat plates which are positioned on the same horizontal axis on the two symmetrical second arch formwork units, the third arch formwork unit and the fourth arch formwork unit.
Preferably, the top of the longitudinal support rod on the vertical central axis of each arch form is provided with a jacking.
Preferably, the reinforced structure is including setting up the sleeve pipe on the longitudinal support pole, be provided with horizontal snap ring on the sheathed tube lateral wall, horizontal snap ring includes snap ring and lower snap ring, the free end of going up snap ring and lower snap ring is provided with horizontal extension respectively, be provided with the fixed orifices on the horizontal extension, be provided with locking screw in the fixed orifices, locking screw's both ends are fixed through lock nut, horizontal bracing piece is fixed in the horizontal snap ring.
Preferably, the special-shaped formwork support system further comprises two mutually symmetrical inclined support rods arranged on the longitudinal support rods on the same plane, each inclined support rod is composed of a first connecting rod and a second connecting rod, and the first connecting rod and the second connecting rod are fixedly connected through a fastening structure.
Preferably, the fastening structure includes solid fixed ring of first arc and the solid fixed ring of second arc, the solid fixed ring card of first arc is established in the upper end of head rod, the solid fixed ring card of second arc is established at the second connecting rod lower extreme, the solid fixed ring of first arc and the solid fixed ring's of second arc both ends outside has all welded the connecting plate, seted up the circle through-hole on the connecting plate, all inserted in two circle through-holes that correspond from top to bottom and be equipped with clamping screw, clamping screw's both ends are screwed up fixedly through the nut.
Preferably, be provided with the horizontal connecting rod on the longitudinal support pole along tunnel excavation direction, the horizontal connecting rod adopts to turn to the knot with horizontal support pole to be connected.
Compared with the prior art, the invention has the beneficial effects that: according to the method for constructing the large-section special deformation joint based on the earthquake fault zone, a tunnel structure is expanded according to design requirements, a 550mm later-stage damage reinforcement is reserved before empty, the thickness of a second lining is improved according to enveloping performance, the improved thickness of the second lining is 600m, the width of the special deformation joint in an earth fracture influence area is designed to be 150mm, fault dislocation is met, and the damage degree generated by fault dislocation is reduced. The end formwork is designed before construction, the end formwork, the special-shaped formwork and the special-shaped formwork supporting system are machined firstly for trial assembly, the error allows the end formwork, the special-shaped formwork and the arch frame formwork to be produced in batches within an allowable range, the deformation joint construction period is shortened, the construction speed is accelerated, the construction period is shortened, construction materials are saved, and the construction environment is safer.
The invention is further improved in that bolts and nuts are adopted to fix the outer ring W-shaped water stop and the matched omega-shaped water stop at intervals of 250mm along the cross section direction of the tunnel, the bolts are welded to the steel bars in the two linings, and a channel steel unit is arranged on the outer side of the outer ring W-shaped water stop to form an inner support structure, so that the rigidity of the W-shaped water stop and the matched omega-shaped water stop is improved, and the W-shaped water stop and the matched omega-shaped water stop are more favorable for positioning. And the steel end template and the channel steel unit are fixed by welding, so that the mounting precision of the W-shaped water stop in the deformation joint is improved, the fixing difficulty of the W-shaped water stop is reduced, the construction speed is accelerated, and the construction period is shortened.
The special-shaped formwork support system is further improved in that in the process of building the special-shaped formwork support system, the longitudinal support rods and the transverse support rods are connected through the reinforcing structures, building is fast and firm, disassembly is convenient, building time of the special-shaped formwork support system is shortened, construction period is shortened, and cost is saved.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
FIG. 1 is a schematic view of a waterproof structure of a special deformation joint in the invention;
FIG. 2 is a schematic structural view of corbel type lining end heads on two sides of a deformation joint;
FIG. 3 is a schematic view of a W-shaped water stop;
FIG. 4 is a schematic view of an omega-shaped waterstop structure;
FIG. 5 is a schematic view of a grouting pipe installation structure;
FIG. 6 is a schematic view of the installation of ring beam steel bars;
FIG. 7 is a side view of a shaped form;
FIG. 8 is a schematic structural view of an anisotropic template support system;
FIG. 9 is an enlarged view taken at A in FIG. 8;
FIG. 10 is a schematic view of a first arcuate securing ring;
FIG. 11 is a schematic view of a reinforcement structure;
FIG. 12 is a schematic view of a jacking structure;
FIG. 13 is a schematic structural view of an annular die plate;
FIG. 14 is a schematic view of a deformation joint distribution;
FIG. 15 is a schematic view of a fracture zone construction process sequence.
Wherein, 1-horseshoe-shaped lining end structure; 2-W type water stop; 3-omega type water stop belts; 4-full-section multiple grouting pipes; 41-grouting pipe; 42-a circumferential grouting pipe capable of performing multiple grouting; 5-a channel steel unit; 6-diagonal rod; 7-end template; 8-an arch frame template; 801-first arch form unit; 802-a second arch form unit; 803-third arch form unit; 804-a fourth arch template unit; 805-fifth arch form unit; 9-special-shaped template; 10-transverse support bars; 11-longitudinal support bars; 12-a reinforcing structure; 1201-a cannula; 1202-horizontal snap ring; 1203-horizontal extension; 1204-fixation holes; 13-a first connecting rod; 14-a second connecting rod; 15-a fastening structure; 1501-a first arcuate securing ring; 1502-a second arcuate securing ring; 1503-fixing the screw; 1504-screw cap; 1505-connecting plate; 1506-round through hole; 16-jacking; 17-seat board.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, 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 some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. 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 construction method of the large-section special deformation joint based on the earthquake fracture zone is specifically explained by taking tunnel engineering between the small railways of the urban rail transit 1 # line 10 marked in Wu-Mao city as an example, wherein the 10 marked small-section special deformation joint of the 1 # line of Wu-Mao subway is the starting point of the discontinuous fracture zone from the small west-channel station to the railway station area: DK15+320.000, end DK15+640.000, full length 320 m. The interval passes through a nine-Bay fault which is a positive fault, the fault trend is towards east and west, the inclination angle is 73 degrees, and the hundred-year dislocation quantity is estimated to be 650 mm. The total length of the fortification section of the interval fault structure is 116.4m (the length of the main control area is 42m, the length of the influence area is 72m, and the width of the deformation seam is 0.15 m).
According to design requirements, the maximum fault amount of the nine bay faults is 650mm, the tunnel structure is enlarged, and 550mm later-stage damage reinforcement space is reserved. The thickness of the two liners is considered according to the enveloping property, and the thickness of the two liners is 600mm within the structural fortification range. In the fault influence section, deformation joints are arranged on the two linings in the structural fortification range so as to meet the fault dislocation requirement and reduce the damage degree caused by fault dislocation as much as possible. The lining sections of the structural fortification main control area are 6m, the lining sections of the influence area are 9m, and the total number of deformation joints is 32 (as shown in figure 14). The construction process sequence of the fracture zone deformation joint is shown in figure 15, a secondary lining general section is poured firstly, and then a special deformation joint and a horseshoe-shaped lining end structure are constructed.
The specific construction process is as follows (as shown in fig. 1-13):
the invention relates to a construction method of a large-section special deformation joint based on a seismic fracture zone, which comprises the following steps of:
before construction, end formworks and special-shaped formworks are designed
Step S1: according to engineering arrangement, aiming at a main influence area of an earthquake fracture zone, expanding the end face, performing tunneling construction by adopting a CRD method, performing primary support, reserving a 550mm later-stage damage reinforcing space, wherein the section of a tunnel of the primary support is larger than that of a standard section;
step S2: after the primary support is finished, secondary lining construction is carried out, a middle partition wall and a middle partition wall are chiseled by a cabin jumping method, and secondary lining pouring is carried out;
step S3: paving a waterproof layer on the full section within the range of the ground fissure influence area, paving an EVA waterproof coiled material, binding steel bars, erecting a mould, and pouring a secondary lining, wherein in the secondary lining pouring process, the special deformation joint and the structural position of an inward convex horseshoe-shaped lining end are required to be reserved, and then post-pouring belt treatment is required;
step S4: after the pouring of the general section of the secondary lining is finished, a special deformation joint and a horseshoe-shaped lining end structure 1 are manufactured, before the construction, outer-layer steel bars of the deformation joint are bound, holes are drilled in the W-shaped water stop belts 2 of the inner ring and the outer ring and the omega-shaped water stop belts 2 of the outer ring at intervals of 250mm in advance, the W-shaped water stop belts 2 of the outer ring and the omega-shaped water stop belts 3 of the outer ring are fixed through bolts and nuts, and the bolts are welded to the steel bars in the secondary; wherein, the W-shaped water stop 2 and the omega-shaped water stop 3 are both made of ethylene propylene diene monomer;
step S5: installing channel steel units on the outer walls of two sides of the outer ring W-shaped water stop belt to form an inner support structure with an adjustable outline, fixedly connecting adjacent channel steel units through bidirectional screws, fixing the outer side walls of the channel steel units through erecting inclined rods, enabling one ends of the inclined rods to abut against a poured concrete surface, enabling the other ends of the inclined rods to be connected with the channel steel units through adjustable supports, arranging the inclined rods at equal intervals in the circumferential direction, connecting the inclined rods with post-poured steel bars in a spot welding mode, sequentially assembling a lower end formwork, a side wall end formwork and an upper end formwork to form an annular formwork, welding and fixing the end formworks and the channel steel, welding short steel bars of 150mm between the end formworks on the two sides in the special deformation joint to control the interval of the special deformation joint, and ensuring that the inner ring W;
step S6: firstly, embedding multiple grouting annular grouting pipes at a ring beam, wherein the annular interval of the grouting pipes is 4-5m, and the grouting pipes penetrate through the backs of 1 to two linings of the U-shaped lining end structure and are connected with the embedded multiple grouting annular grouting pipes through end connectors; then binding special deformation joint ring beam reinforcing steel bars, erecting an operation scaffold, assembling special-shaped templates on the outer sides of the ring beam reinforcing steel bars to form two lining templates with a horseshoe-shaped lining end structure, and erecting a special-shaped template supporting system;
sequentially filling low-foaming closed-cell polyethylene plates, PE foam strips, kraft paper, polysulfide building sealant and high-quality single-component polyurethane waterproof paint with the thickness of 2mm in the assembling caulking of the special-shaped template at the inverted arch from outside to inside;
the assembly caulking of the special-shaped templates at the vault and the side walls is sequentially filled with a low-foaming closed-cell polyethylene plate, rubber asphalt waterproof coating/kraft paper, polysulfide building sealant and high-quality single-component polyurethane waterproof coating with the thickness of 2mm from outside to inside. Sequentially filling low-foaming closed-cell polyethylene plates, PE foam strips, kraft paper, polysulfide building sealant and high-quality single-component polyurethane waterproof paint with the thickness of 2mm in the assembling caulking of the special-shaped template at the inverted arch from outside to inside;
the assembly caulking of the special-shaped templates at the vault and the side walls is sequentially filled with a low-foaming closed-cell polyethylene plate, rubber asphalt waterproof coating/kraft paper, polysulfide building sealant and high-quality single-component polyurethane waterproof coating with the thickness of 2mm from outside to inside.
Step S7: pouring the horseshoe-shaped lining end structure 1 through pumping holes pre-drilled in the arch special-shaped template, wherein the pouring is carried out according to the principles of layering, uniformity and symmetry, before the pouring, materials capable of preventing concrete from entering are filled in the special deformation joints, and after the concrete pouring is finished, the pumping pipe head is pulled out, and the reserved pouring holes are blocked by woven bags prepared in advance, so that the concrete is prevented from sinking due to dead weight;
step S8: after the strength of the concrete meets the requirement, the special-shaped template 9 and the special-shaped template supporting system are dismantled, the outer ring W-shaped water stop 2 is installed, the water stop is fixed by adopting a steel pressing bar, a bolt, a nut, a gasket and a screw hole water-swelling rubber ring, and then the stainless steel water receiving box is installed.
In the step S5, before the end forms are installed, the surfaces of the end forms are polished for rust prevention, the rust-removed steel plates are first coated with 702 epoxy zinc-rich primer, and then coated with H52-65 epoxy coal tar slurry type rust-proof paint after curing; the contact part of the end template and the foot part of the water stop belt is tightly plugged by sponge to prevent concrete grout from flowing into the deformation joint.
The end templates are made of steel plates with the width of 900mm and the thickness of 10mm, and electric welding full welding is adopted between the adjacent end templates.
In this embodiment, the special-shaped formwork support system (as shown in fig. 8) includes arch formwork 8 disposed on two lining formworks of horses disposed on two sides of the special deformation joint and assembled by special-shaped formworks 9, three arch formworks 8 are disposed on the two lining formworks on two sides of the special deformation joint along a tunnel excavation direction (in fig. 8, a first arch formwork is located at the forefront, a ring with a smaller rear portion is a second arch formwork, and a third arch formwork is shielded by the second arch formwork, which is not shown), a plurality of longitudinal support rods 11 are disposed between the arch crown and the bottom of each arch formwork 8, and a plurality of transverse support rods 10 are further disposed on opposite surfaces of each arch formwork 8, and the longitudinal support rods 11 are connected with the transverse support rods 10 through reinforcing structures 12.
The arch formwork 8 is composed of a first arch formwork unit 801, a second arch formwork unit 802, a third arch formwork unit 803, a fourth arch formwork unit 804 and a fifth arch formwork unit 805 which are symmetrically assembled with each other, two adjacent arch formwork units are fixedly connected by arranging reinforcing ribs, 3 seat plates 17 are arranged on the inner arc surfaces of the first arch formwork unit 801 and the fourth arch formwork unit 804, 2 seat plates 17 are arranged on the inner arc surfaces of the second arch formwork unit 802 and the third arch formwork unit 803, 4 seat plates 17 are arranged on the fifth arch formwork unit 805, two ends of the longitudinal support rod 11 are fixed on the two seat plates 17 on the same vertical axis on the first arch formwork unit 801 and the fifth arch formwork unit 805, two ends of the transverse connection rod 10 are fixed on the two symmetrical second arch formwork units 802, two ends of the transverse connection rod are fixed on the inner arc surfaces of the first arch formwork unit 801 and the fifth arch formwork unit 805, and two ends of, Third arch form unit 803 and fourth arch form unit 804 are located on two bed plates 17 on the same horizontal axis. The top of the longitudinal support bar 11 on the vertical central axis of each arch form is provided with a top support 16, so as to improve the stability of the two symmetrical fifth arch forms 805.
As shown in fig. 11, the reinforcing structure 12 includes a sleeve 1201 arranged on the longitudinal support rod 11, a horizontal snap ring 1202 is arranged on a side wall of the sleeve 1201, the horizontal snap ring 1202 is fixed on the side wall of the sleeve 1201 by welding, the horizontal snap ring 1202 includes an upper snap ring and a lower snap ring, free ends of the upper snap ring and the lower snap ring are respectively provided with a horizontal extension portion 1203, a fixing hole 1204 is arranged on the horizontal extension portion 1203, a locking screw is arranged in the fixing hole 1204, two ends of the locking screw are fixed by a locking nut, and the transverse support rod 10 is fixed in the horizontal snap ring 1202. The sleeve 1201 is installed on the longitudinal support rod 11 according to the design requirement before the construction, so in the construction process, only the transverse support rod 10 is clamped in the horizontal clamping ring 1202, and the transverse support rod 10 is fixed through the locking nut matched with the locking screw rod. For the convenience of construction of workers, a horizontal connecting rod is arranged on the longitudinal supporting rod 11 along the tunnel excavation direction, the horizontal connecting rod is connected with the transverse supporting rods 10 through steering buckles (not shown in the figure), and the workers can lay a horizontal workbench between the two adjacent transverse supporting rods 10 and the horizontal connecting rod according to working requirements.
In order to improve the stability of the longitudinal support bar 11, two inclined support bars are symmetrically arranged on the side of the longitudinal support bar 11 on the same plane, the two inclined support bars are fixed on the transverse support bar 10 or the longitudinal support bar through steel wires, the inclined support bars are composed of a first connecting bar 13 and a second connecting bar 14, and the first connecting bar 13 and the second connecting bar 14 are fixedly connected through a fastening structure 15 (see fig. 9 and 10).
Wherein, fastening structure 15 includes the solid fixed ring 1501 of first arc and the solid fixed ring 1502 of second arc, the solid fixed ring 1501 of first arc card is established at the upper end of first connecting rod 13, the solid fixed ring 1502 of second arc card is established at 14 lower extremes of second connecting rod, the solid fixed ring 1501 of first arc and the solid fixed ring 1502 of second arc both ends outside all has welded connecting plate 1505, round through-hole 1506 has been seted up on connecting plate 1505, all inserts in two round through-holes 1506 that correspond from top to bottom and is equipped with clamping screw 1503, and clamping screw 1503's both ends are screwed up fixedly through nut 1504. Secondly, in order to improve the stability between first connecting rod 13 and the second connecting rod 14, be provided with the arc arch in the solid fixed ring of arc 1501 of first and second 1502, this arc arch can adopt the rubber material, pastes in the solid fixed ring of arc 1501 of first and second 1502 and the arc inslot of solid fixed ring of arc 1502, increase and first connecting rod 6 and second connecting rod 7 between frictional force.
According to the design requirement, the tunnel structure is expanded, 550mm later-stage damage reinforcement is reserved, the thickness of the second lining is improved according to enveloping property, the improved thickness of the second lining is 600m, the width of a special deformation joint in a ground crack influence area is designed to be 150mm, fault dislocation is met, and the damage degree generated by fault dislocation is reduced. The end formwork is designed before construction, the end formwork, the special-shaped formwork and the special-shaped formwork supporting system are machined firstly for trial assembly, the error allows the end formwork, the special-shaped formwork and the arch frame formwork to be produced in batches within an allowable range, the deformation joint construction period is shortened, the construction speed is accelerated, the construction period is shortened, construction materials are saved, the construction environment is safer, the cross operation influence is greatly reduced in a limited operation space, and the quality is guaranteed.
The construction method is characterized in that the construction method for the urban subway tunnel to pass through the large-section special deformation joint of the earthquake fracture zone is summarized by taking the small west ditch of the 10-section engineering of the metro No. 1 line in Wulu wooden city to the railway station in Xinjiang Ulu wooden city as the background, and the construction method for the urban subway tunnel to pass through the large-section special deformation joint of the earthquake fracture zone is summarized according to the construction experience of the large-section special deformation joint on site, so that the construction method is successfully applied to the 10-section engineering of the metro No. 1 line in Wulu wooden city, saves the construction period, accelerates the construction progress, saves the construction cost, is more and more widely applied to relevant engineering practices, and has wide popularization.
Claims (10)
1. A large-section special deformation joint building method based on a seismic fracture zone is characterized by comprising the following steps:
step S1: according to engineering arrangement, aiming at a main influence area of an earthquake fracture zone, expanding the end face, performing tunneling construction by adopting a CRD method, performing primary support, reserving a 550mm later-stage damage reinforcing space, wherein the section of a tunnel of the primary support is larger than that of a standard section;
step S2: after the primary support is finished, secondary lining construction is carried out, a middle partition wall and a middle partition wall are chiseled by a cabin jumping method, and secondary lining pouring is carried out;
step S3: paving a waterproof layer on the full section within the range of the ground fissure influence area, paving an EVA waterproof coiled material, binding steel bars, erecting a mould, and pouring a secondary lining, wherein in the secondary lining pouring process, the special deformation joint and the structural position of an inward convex horseshoe-shaped lining end are required to be reserved, and then post-pouring belt treatment is required;
step S4: after the pouring of the general section of the secondary lining is finished, a special deformation joint and a horseshoe-shaped lining end structure are constructed, before construction, reinforcing steel bars on the outer layer of the deformation joint are bound, holes are drilled in the W-shaped water stop belts on the inner and outer rings and the omega-shaped water stop belts at intervals of 250mm in advance, the W-shaped water stop belts on the outer rings and the omega-shaped water stop belts on the outer rings are fixed through bolts and nuts, and the bolts are welded to the reinforcing steel bars in the secondary lining;
step S5: installing channel steel units on the outer walls of two sides of the outer ring W-shaped water stop belt to form an inner support structure with an adjustable outline, fixedly connecting adjacent channel steel units through bidirectional screws, fixing the outer side walls of the channel steel units through erecting inclined rods, enabling one ends of the inclined rods to abut against a poured concrete surface, enabling the other ends of the inclined rods to be connected with the channel steel units through adjustable supports, arranging the inclined rods at equal intervals in the circumferential direction, connecting the inclined rods with post-poured steel bars in a spot welding mode, sequentially assembling a lower end formwork, a side wall end formwork and an upper end formwork to form an annular formwork, welding and fixing the end formworks and the channel steel, welding short steel bars of 150mm between the end formworks on the two sides in the special deformation joint to control the interval of the special deformation joint, and ensuring that the inner ring W;
step S6: firstly, embedding multiple grouting annular grouting pipes at a ring beam, wherein the annular interval of the grouting pipes is 4-5m, and the grouting pipes penetrate through the backs of 1 to two linings of the U-shaped lining end structure and are connected with the embedded multiple grouting annular grouting pipes through end connectors; then binding special deformation joint ring beam reinforcing steel bars, erecting an operation scaffold, assembling special-shaped templates on the outer sides of the ring beam reinforcing steel bars to form two lining templates with a horseshoe-shaped lining end structure, and erecting a special-shaped template supporting system;
step S7: pouring a horseshoe-shaped lining end structure through pumping holes which are pre-dug in an arch special-shaped template, wherein the pouring is carried out according to the principles of layering, uniformity and symmetry, before the pouring, materials capable of preventing concrete from entering are filled in special deformation joints, and after the concrete pouring is finished, a pumping pipe head is pulled out, and the reserved pouring holes are blocked by woven bags which are prepared in advance, so that the concrete is prevented from sinking due to dead weight;
step S8: after the strength of concrete meets the requirement, the special-shaped template and the special-shaped template supporting system are dismantled, the outer ring W-shaped water stop is installed, the water stop is fixed by adopting a steel pressing strip, a bolt, a nut, a gasket and a screw hole water-swelling rubber ring, and then the stainless steel water receiving box is installed.
2. The method for constructing the large-section special deformation joint based on the earthquake fracture zone as claimed in claim 1, wherein in the step S5, the surface of the end formwork is subjected to polishing and rust prevention treatment before installation, the rust-removed steel plate is coated with 702 epoxy zinc-rich primer for one degree, and then coated with H52-65 epoxy coal tar slurry type rust-proof paint for two degrees after curing;
the end templates are made of steel plates with the width of 900mm and the thickness of 10mm, and electric welding full welding is adopted between the adjacent end templates.
3. The method for constructing the large-section special deformation joint based on the earthquake fracture zone as claimed in claim 1, wherein in the step S6, the low-foaming closed-cell polyethylene plate, the PE foam strip, the kraft paper, the polysulfide building sealant and the high-quality single-component polyurethane waterproof coating with the thickness of 2mm are sequentially filled in the assembly caulking of the special-shaped template at the inverted arch from outside to inside;
the assembly caulking of the special-shaped templates at the vault and the side walls is sequentially filled with a low-foaming closed-cell polyethylene plate, rubber asphalt waterproof coating/kraft paper, polysulfide building sealant and high-quality single-component polyurethane waterproof coating with the thickness of 2mm from outside to inside.
4. The method for constructing the large-section special deformation joint based on the earthquake fracture zone as claimed in claim 1, wherein in the step S6, the special-shaped formwork support system comprises arch formwork arranged on two lining formworks which are assembled by the special-shaped formworks respectively and arranged on two sides of the special deformation joint, three arch formworks are respectively arranged on the two lining formworks on two sides of the special deformation joint along the tunnel excavation direction, a plurality of longitudinal support rods are arranged between the arch crown and the bottom of each arch formwork, a plurality of transverse support rods are also arranged on opposite surfaces of each arch formwork, and the longitudinal support rods and the transverse support rods are connected through a reinforcing structure.
5. The method for constructing the large-section special deformation joint based on the earthquake fracture zone as claimed in claim 4, wherein the arch form comprises a first arch form unit, a second arch form unit, a third arch form unit, a fourth arch form unit and a fifth arch form unit which are symmetrically assembled with each other, and two adjacent arch form units are fixedly connected with each other by arranging reinforcing ribs, 3 seat plates are arranged on the inner arc surfaces of the first arch form unit and the fourth arch form unit, 2 seat plates are arranged on the inner arc surfaces of the second arch form unit and the third arch form unit, 4 seat plates are arranged on the fifth arch form unit, two ends of the longitudinal support rod are fixed on two seat plates on the same vertical axis on the first arch form unit and the fifth arch form unit, two ends of the transverse support rod are fixed on two symmetrical second arch form units, two seat plates on the same vertical axis, two ends of the transverse support rod are fixed on two symmetrical second arch form units, two arch form units, and two seat plates on the same vertical axis on the same, The third arch formwork unit and the fourth arch formwork unit are located on two base plates on the same horizontal axis.
6. The method for constructing the large-section special deformation joint based on the earthquake fracture zone as claimed in claim 5, wherein the top of the longitudinal support rod on the vertical central axis of each arch form is provided with a jacking.
7. The method for building the large-section special deformation joint based on the earthquake fracture zone as claimed in claim 4, wherein the reinforcing structure comprises a sleeve arranged on the longitudinal support rod, horizontal snap rings are arranged on the side walls of the sleeve, each horizontal snap ring comprises an upper snap ring and a lower snap ring, the free ends of the upper snap ring and the lower snap ring are respectively provided with a horizontal extending portion, a fixing hole is arranged on each horizontal extending portion, a locking screw is arranged in each fixing hole, the two ends of each locking screw are fixed through locking nuts, and the transverse support rod is fixed in each horizontal snap ring.
8. The method for building the large-section special deformation joint based on the earthquake fracture zone as claimed in claim 4, wherein the special-shaped formwork support system further comprises two mutually symmetrical inclined support rods arranged on the longitudinal support rod on the same plane, the inclined support rods are composed of a first connecting rod and a second connecting rod, and the first connecting rod and the second connecting rod are fixedly connected through a fastening structure.
9. The method for building the large-section special deformation joint based on the earthquake fracture zone as claimed in claim 8, wherein the fastening structure comprises a first arc-shaped fixing ring and a second arc-shaped fixing ring, the first arc-shaped fixing ring is clamped at the upper end of the first connecting rod, the second arc-shaped fixing ring is clamped at the lower end of the second connecting rod, connecting plates are welded to the outer sides of the two ends of the first arc-shaped fixing ring and the second arc-shaped fixing ring, circular through holes are formed in the connecting plates, fixing screws are inserted into the two corresponding circular through holes, and the two ends of each fixing screw are screwed and fixed through nuts.
10. The method for constructing the large-section special deformation joint based on the earthquake fracture zone as claimed in claim 4, wherein a horizontal connecting rod is arranged on the longitudinal supporting rod along the tunnel excavation direction, and the horizontal connecting rod and the transverse supporting rod are connected by a steering buckle.
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