CN109555535B - Lower-way truss type prestressed pipe curtain structure and construction method - Google Patents
Lower-way truss type prestressed pipe curtain structure and construction method Download PDFInfo
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- CN109555535B CN109555535B CN201710892360.0A CN201710892360A CN109555535B CN 109555535 B CN109555535 B CN 109555535B CN 201710892360 A CN201710892360 A CN 201710892360A CN 109555535 B CN109555535 B CN 109555535B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
- E21D11/083—Methods or devices for joining adjacent concrete segments
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—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 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
Abstract
A way truss form prestressed pipe curtain structure and construction method that get off, the said structure is made up of several precast concrete roof beams, two precast steel units, two abutments, horizontal prestressed tendons and longitudinal prestressed tendons; the concrete beams are connected through lock catches and crack grouting, and form a whole through the tensioned transverse prestressed tendons and the tensioned longitudinal prestressed tendons; the two prefabricated steel units are placed at the upper left corner point and the upper right corner point and serve as construction platforms of the transverse prestressed tendons to apply transverse prestress to the plurality of prefabricated concrete beams. During construction, the precast concrete beam is replaced and pushed, the steel units at two corners are used as construction sites of the transverse prestressed tendons, and meanwhile, a plurality of independent components around the pipe curtain are tightly hooped together through longitudinal and transverse prestressing and supported on bridge abutments at two ends of a tunnel, so that deformation of the pipe curtain is controlled, integrity of the pipe curtain is improved, and higher safety and economical efficiency are achieved.
Description
Technical Field
The invention belongs to the technical field of civil engineering, and particularly relates to a construction technology of a downward truss type prestressed pipe curtain.
Background
The pipe curtain construction technology is a non-excavation technology for constructing underground structures, and is mainly used for underground buildings crossing roads, railways, structures, airports and the like. The pipe curtain construction technology is characterized in that a starting well and a working well are excavated at two ends of an underground structure, an annular curtain structure is formed underground in a mode of jacking prefabricated parts, the effects of bearing peripheral loads and stopping water are achieved, and then the underground structure is excavated and constructed. As one of trenchless processes, the pipe curtain construction technology has smaller influence on the requirements of construction space and surrounding environment compared with the construction technologies such as pipe jacking and shield tunneling, and has success cases in various countries in the world.
After more than forty years of engineering practice, a variety of different pipe screen construction techniques are developed, including an ESA (engineering Self-adapting) Method, an fj (front plugging Method) Method, an RBJ (root-Box plugging Method) Method, an R & C (root & curvert) Method, a New pipe screen Method (NTR Method for short), and the like. The ESA construction method, the FJ construction method, the RBJ construction method and the R & C construction method are different in the manner of jacking the box culvert, and the jacked pipe roofs are only used as temporary structures to provide certain supporting and waterproof functions for jacking the box culvert in the later period. The new pipe curtain method is an improvement of the traditional pipe curtain method, a large-diameter steel pipe (the diameter is generally more than 1800 mm) is pushed in and is reserved as a permanent structure, and the outer contour of the structure is constructed in a water-tight space formed by the push pipes in the later construction period. However, the construction process of each pipe curtain is complicated in working procedure, and the pipe curtain and the box culvert need to be jacked, so that the construction period is prolonged, and the construction cost is increased; in addition, due to the existence of the upper pipe curtain, the elevation of the box culvert must be correspondingly reduced, the depth of a foundation pit of the working well is increased, and the construction difficulty and risk are increased.
Chinese patent CN105464675A discloses a novel surface contact pipe curtain structure and a construction method thereof, wherein the pipe curtain structure is used as a tunnel advance support structure and is formed by splicing rectangular steel pipes or similar rectangular steel pipes at least comprising two contact planes, and the steel pipes are in surface contact with adjacent steel pipes; the steel pipe at least comprises two contact planes which are respectively and seamlessly attached to the contact planes of the adjacent steel pipes; the dimensions of the two contact planes in contact with each other are adapted to each other; and the outer wall surfaces of the steel pipes are respectively welded with a slideway along two long edges of one contact plane, and two adjacent steel pipes are fixedly connected through the slideways. Wherein, its pipe curtain structure can not regard as permanent structure, only connects the steel pipe through the welding slide, compares with the structure that prestressing force stretch-draw formed, and intensity can not guarantee far away.
Chinese patent CN102518443A discloses a novel method for special combined construction of an ultra-shallow soil-covered special-shaped channel, which is used for solving the problem that when the top soil layer of the construction surface of an underground tunnel is thin, the covering soil layer collapses due to underground tunneling, and then the construction can not be carried out. It still needs box culvert, can't solve the above-mentioned problem that correspondingly brings.
Chinese patent CN205172598U discloses a pipe curtain spouts a supporting construction soon, including a plurality of pipe curtain steel pipes, all be provided with at least one level between per two pipe curtain steel pipes and spout the stake soon, and the edge in close contact with of pipe curtain steel pipe and level spouts the stake soon, and pipe curtain steel pipe and level spout the stake soon and make up the common supporting stress system that forms big rigidity together. Set up horizontal jet grouting pile, the construction degree of difficulty is big, and can bring many new problems, as permanent structure, is difficult to guarantee intensity and required precision.
Disclosure of Invention
The invention aims to provide a novel pipe curtain construction technology, namely a descending truss type prestressed pipe curtain method, which solves the problems and risks. A lower truss type prestressed pipe curtain method is a construction method which takes steel units at two corners as construction sites of transverse prestressed tendons, simultaneously tightly hoops a plurality of independent components around a pipe curtain together through longitudinal and transverse prestressing and supports the pipe curtain on bridge abutments at two ends of a tunnel, thereby controlling the deformation of the pipe curtain, improving the integrity of the pipe curtain and further achieving higher safety and economy. The system adopts a post-tensioned unbonded fully prestressed system, and forms reliable connection among all components through crack grouting and prestress. The waterproof requirements are realized among all the components through lock catches and grouting. And the corner steel units adopt cast-in-place concrete, so that the node rigidity is ensured. The abutment is used as a support of the prestressed beam, bears the force transmitted from the upper part and transmits the force to the ground.
According to the above purpose, the technical scheme adopted by the invention is as follows:
a way purlin form prestressing force pipe curtain structure of getting off, the said structure is made up of several precast concrete roof beams, two precast steel units, two abutments, horizontal prestressing tendons and longitudinal prestressing tendons; the concrete beams are connected through lock catches and crack grouting, and form a whole through the tensioned transverse prestressed tendons and the tensioned longitudinal prestressed tendons; the two prefabricated steel units are placed at the upper left corner point and the upper right corner point, are used as a construction platform of the transverse prestressed tendons and apply transverse prestress to the plurality of prefabricated concrete beams; the two abutments serve as supports for the prestressed beams, take up the forces transmitted from above and transmit them to the ground.
Further, two prefabricated steel units, the accessible is placed the steel reinforcement cage, and cast in situ concrete forms the rigid joint.
Furthermore, the precast concrete beam is provided with a transverse prestressed tendon preformed hole and a longitudinal prestressed tendon preformed hole.
Furthermore, the transverse prestressed tendon preformed holes are arranged in two rows in the tension-compression area of the upper edge and the lower edge of the precast concrete beam; and/or the longitudinal prestressed tendon preformed holes are arranged around the precast concrete beam.
Furthermore, the transverse prestressed tendons adopt unbonded prestressed tendons.
Further, the structure is in the form of a split type lower truss prestressed pipe curtain, namely: separating the main truss from the bridge abutment; or, the integral lower truss prestressed pipe curtain form, namely: the main truss is not separated from the abutment.
The construction method of the prestressed pipe curtain structure adopting the lower truss form is characterized in that the construction is carried out according to the sequence of firstly constructing the upper top plate, then constructing the side walls at two sides and finally constructing the abutment, and the construction of the top plate comprises the following steps:
step A: jacking a tool steel pipe;
and B: and (3) replacement and propulsion of the precast concrete beam:
after the tool steel pipe is pushed to the position, pushing the precast concrete beam at the same position to replace the tool steel pipe pushed previously;
and C: jacking the prefabricated steel units:
after all the precast concrete beams in the whole row are pushed to the right position, pushing the precast concrete beams at two ends into the precast steel units in parallel;
step D: applying transverse prestress and joint filling grouting:
in the prefabricated steel unit, the perpendicular to precast concrete roof beam penetrates horizontal prestressing tendons, treats that all horizontal prestressing tendons penetrate the back fill into the mortar in the crack, stretch-draw horizontal prestressing tendons in the prefabricated steel unit at last, applys horizontal prestressing force to the pipe curtain.
Further, the step a specifically includes: after a starting well and a receiving well are excavated and a propulsion stand and a propeller are installed, pushing a tool steel pipe to the designed position of the precast concrete beam in sections by taking a heading machine installed at the head part as a guide;
in the step B: the precast concrete beams are jacked in sections, longitudinal prestress is applied among the precast concrete beams after the precast concrete beams are jacked into a soil body, and the whole precast concrete beams are connected into a whole through prestress connection among the sections to form a fully prestressed beam;
in the step C, after the prefabricated steel units are jacked in place, reinforcing bars are arranged in the prefabricated steel units, the prefabricated steel units are used as templates for cast-in-place concrete and are also used as working areas for transverse prestress, and finally the prefabricated steel units are left in the integral structure; and/or the presence of a gas in the gas,
and D, cleaning the gap part between the components before penetrating the prestressed tendons.
Further, in the precast concrete beam jacking process, tool steel pipes are recovered in the receiving well and used for jacking the precast concrete beams at adjacent positions; and/or the prefabricated steel units are jacked in sections, and the sections are connected in a field welding mode.
Further, the method also comprises the step E: after the pipe curtain construction of the top plate, the two side walls and the abutment is finished, placing a reinforcement cage in the prefabricated steel unit, and forming a rigid node by cast-in-place concrete;
step F: after the steps are completed, when the concrete reaches the designed strength, soil is excavated inside, and the interior of the pipe curtain is constructed.
The invention has the beneficial effects that:
1. normal traffic without affecting upper road surface
Before the precast concrete beam is jacked, the tool steel pipe provided with the knife edge is jacked to cut the soil body, so that the surrounding environment is effectively controlled under the condition of not disturbing the normal use of the surrounding soil body, then the beam and the steel pipe are jacked and replaced, the settlement is controlled, and the influence on the road on the upper ground is greatly reduced.
Due to the use of the prestress, the invention effectively controls the integral deflection of the pipe curtain, thereby ensuring the normal use of the upper pavement.
The invention adopts the replacement propulsion method of the precast concrete beam, and can ensure higher propulsion precision even if soil body conditions are poor and comprise gravels, pebbles or barriers.
2. High engineering quality
The invention has the advantages that the precast concrete beam and the precast steel unit are precast in a factory, and the assembly line operation ensures that the component quality is strictly controlled, so that the full quality and reliability are ensured.
The invention has excellent corrosion resistance and durability because the main material of the structure is high-strength concrete.
3. Lower cost and shorter construction period
The invention reduces the additional engineering process and cost caused by temporary construction, such as the cost of box culvert required by the traditional pipe curtain method, because the prestressed pipe curtain in the form of the lower road truss is directly used as a part of the permanent structure.
The invention improves the elevation of the whole project due to the reduction of the structure size, reduces the earth excavation amount, and reduces the whole construction period and the project cost.
4. The excavation safety is higher
After the lower-path truss type prestressed pipe curtain is formed, the integral structure is formed, and basically no risk exists when soil in a tunnel is excavated.
5. High degree of mechanization
The invention saves a large amount of labor force by a series of mechanical work from the promotion to the excavation in the tunnel, and simultaneously, the engineering management is more efficient and convenient.
The lower truss type prestressed pipe curtain method provided by the invention adopts a large number of prefabricated components which are produced in a standardized manner in a factory, can ensure good stress performance of the structure, has the advantages of simple structure, high construction speed, high integral rigidity, cost saving, construction period saving and the like, has wide application prospect in underground structure construction, particularly municipal engineering construction, and accords with the development strategy of green buildings and industrialized buildings in China.
Drawings
FIG. 1 is an overall effect diagram of a lower-way truss type prestressed pipe curtain structure;
FIG. 2 is a cross-sectional view of an integral lower truss prestressed pipe-roof construction;
FIG. 3 is a cross-sectional view of a split-type lower truss prestressed pipe-roof construction;
FIG. 4 is a schematic view of the locking between precast concrete beams;
FIG. 5 is a detail view of a prefabricated steel unit;
reference numbers in the figures:
the method comprises the following steps of 1-precast concrete beam, 2-precast steel unit, 3-abutment, 4-transverse prestressed tendon, 5-longitudinal prestressed tendon, 6-transverse prestressed tendon preformed hole, 7-longitudinal prestressed tendon preformed hole and 8-main truss.
Detailed Description
The following description of preferred embodiments will provide further details of the present invention.
The invention provides a way-descending truss-type prestressed pipe curtain method, which is characterized in that as shown in figure 1, the structural form is composed of a plurality of precast concrete beams 1, two precast steel units 2, two bridge abutments 3, transverse prestressed tendons 4 and longitudinal prestressed tendons 5. The concrete beams 1 are connected through lock catches and crack grouting, and form a whole by tensioning the transverse prestressed tendons 4 and the longitudinal prestressed tendons 5; the two prefabricated steel units 2 are placed at the upper left corner point and the upper right corner point, serve as a construction platform of the transverse prestressed tendons 4, apply transverse prestress to the plurality of prefabricated concrete beams 1, and finally form a rigid joint by placing a reinforcement cage and cast-in-place concrete to ensure stress; the two abutments 3 serve as a support for the prestressed beams, taking up the forces transmitted from above and transmitting them to the ground. As shown in the drawings, two abutments 3 are respectively located at both ends of the pipe curtain to be connected to the respective precast concrete girders 1.
The invention mainly comprises two different structural forms, namely an integral lower truss prestressed pipe curtain form and a separated lower truss prestressed pipe curtain form, and the main difference is whether the main truss 8 is separated from the bridge abutment or not. As shown in fig. 2 and 3, the cross section of the integral type lower truss prestressed pipe curtain structure and the cross section of the separated type lower truss prestressed pipe curtain structure are respectively shown.
The prefabricated parts in the form of the lower road truss are mainly compressed by longitudinal prestress and work together. For the integral structure, the beam is simply supported on the bridge abutments on two sides and transmits the load downwards to the foundation; for the separated structure, the beam is simply supported on the main girders at the two sides, and the main girders transmit the load to the bridge abutment and then to the foundation. Such a longitudinal force transmission mode makes the structure extendable in the transverse direction, and is suitable for wide and short underground structures, such as multilane engineering for crossing short distances, and the like.
FIG. 4 is a schematic view showing locking between precast concrete beams; the connection detail diagram is given in the drawing, the left precast concrete beam 1 and the right precast concrete beam 1 are connected through the lock catch, and the later stage of the interior is grouted. Grooves are formed in two opposite surfaces of the precast concrete beam 1, and the lock catches are located in the grooves.
FIG. 5 is a detailed structural diagram of the prefabricated steel unit; the precast steel units 2 are of a roughly rectangular structure, and transverse prestressed tendon reserved holes 6 are formed in all corresponding parts in contact with the precast concrete beam 1 and used for enabling the transverse prestressed tendons 4 to penetrate through the precast steel units 2 and the precast concrete beam 1.
The specific construction method comprises the following steps:
firstly, respectively excavating a starting well and a receiving well at two sides of a building needing to be penetrated by a pipe curtain, and then carrying out construction on the lower-way truss type prestressed pipe curtain of three parts according to the sequence of an upper top plate, two side walls and a bridge abutment.
The construction processes of the top plate and the side wall are approximately the same, and the construction processes mainly comprise precast concrete beam jacking and prestress tensioning. The following will explain the roof construction in detail by taking the example.
A. Tool steel pipe jacking
After a starting well and a receiving well are excavated and a propulsion stand and a propeller are installed, the tool steel pipe is pushed to the designed position of the precast concrete beam section by taking a heading machine installed at the head part as a guide.
The tool steel pipe has an important function of conveying out soil at the position of the precast concrete beam through the steel pipe in the pushing process, namely replacing the soil body at the position with the tool steel pipe and bearing the original force transmission function of the tool steel pipe, so that the influence of construction on the surrounding environment is effectively controlled.
B. Displacement propulsion of precast concrete beam
After the tool steel pipe is pushed to the position, the precast concrete beam 1 is pushed at the same position to replace the tool steel pipe pushed before. After the precast concrete beam top 1 pushes the soil body, longitudinal prestress is applied between each section of precast concrete beam, and the whole precast concrete beam is connected into a whole through the prestress connection between the sections to form a fully prestressed beam; when longitudinal prestress is applied, the longitudinal prestress rib 5 penetrates through longitudinal prestress rib preformed holes 7 distributed on the periphery of the precast concrete beam 1 to implement the method; in the jacking process of the precast concrete beam, the tool steel pipe is recovered in the receiving well and used for jacking the precast concrete beam at the adjacent position.
C. Prefabricated steel unit jacking
After the whole row of precast concrete beams 1 are pushed to the right position, the precast steel units 2 are pushed into the adjacent positions of the precast concrete beams 1 at the two ends in parallel. Different from the previous tool steel pipe, the prefabricated steel unit cannot be replaced after being jacked in place, is internally reinforced and serves as a template of cast-in-place concrete, and simultaneously serves as a transverse prestress working area, and is finally left in the integral structure and is not taken out. The prefabricated steel units and the prefabricated concrete beam are jacked in sections, and the sections are connected in a field welding mode.
D. Applying transverse prestress and joint filling grouting
Before penetrating the prestressed reinforcement, cleaning a crack part between components, and flushing away residual soil inside and outside a locking notch of the precast concrete beam by running water, which is very important for the quality of the whole project, wherein if the residual soil exists inside the lock, the crack is not densely filled with mortar, and the service life of the prestressed reinforcement is seriously influenced.
Then, in the prefabricated steel unit, the unbonded prestressed tendons are transversely penetrated perpendicular to the prefabricated concrete beam 1, namely: the prestressed concrete beam comprises transverse prestressed tendons 4, wherein the prestressed tendons are arranged in two rows through tension and compression of the transverse prestressed tendon preformed holes 6 on the upper edge and the lower edge of the precast concrete beam 1. After all the prestressed tendons penetrate, mortar is filled into the crack to play the roles of water resistance and structural stress.
And finally, tensioning the transverse prestressed tendons 4 in the prefabricated steel units, and applying transverse prestress to the pipe curtain.
E. Prefabricated steel unit and abutment construction
The top plate and the side wall adopt the construction processes. After the pipe curtain construction of the upper top plate, the two side walls and the abutment 3 is finished, placing a reinforcement cage in the prefabricated steel unit, and forming a rigid node by cast-in-place concrete;
F. final excavation and completion
After the above contents are finished, when the concrete reaches the design strength, the soil body can be excavated inside, and the inside of the pipe curtain is constructed.
The foregoing description is only exemplary of the present invention, and it is obvious that the specific implementation of the present invention is not limited by the above-mentioned manner, and any modifications, changes or substitutions which can be easily conceived by those skilled in the art or which are not directly applied to other occasions by using the method concept and technical solution of the present invention are within the protection scope of the present invention.
Claims (10)
1. A way purlin form prestressing force pipe curtain structure of going down, the said pipe curtain structure is made up of several precast concrete roof beams (1), two precast steel units (2), two abutments (3), horizontal prestressing tendons (4) and longitudinal prestressing tendons (5); the precast concrete beams (1) are connected through lock catches and crack grouting, and the transverse prestressed tendons (4) and the longitudinal prestressed tendons (5) are tensioned to form a whole; the two prefabricated steel units (2) are placed at the upper left corner point and the upper right corner point of the pipe curtain structure, serve as construction platforms of transverse prestressed tendons (4), and apply transverse prestress to the plurality of prefabricated concrete beams (1); the two abutments (3) act as abutments, which take up the forces transmitted from above and transmit them to the ground.
2. The drop rail form prestressed pipe screen structure of claim 1, wherein: two prefabricated steel unit (2), the accessible places the steel reinforcement cage, and cast in situ concrete forms the rigid joint.
3. The drop rail form prestressed pipe screen structure of claim 1, wherein: transverse prestressed tendon preformed holes (6) are formed in the precast concrete beam (1) and the precast steel units (2), and longitudinal prestressed tendon preformed holes (7) are formed in the precast concrete beam (1); the transverse prestressed tendon preformed hole (6) is used for placing a transverse prestressed tendon (4), and the longitudinal prestressed tendon preformed hole (7) is used for placing a longitudinal prestressed tendon (5).
4. The drop rail form prestressed pipe screen structure of claim 3, wherein: the transverse prestressed tendon preformed holes (6) are arranged in two rows at the tension-compression area of the edge of the precast concrete beam (1); and/or the longitudinal prestressed tendon preformed holes (7) are arranged around the precast concrete beam (1).
5. The drop rail form prestressed pipe screen structure of claim 1, wherein: the transverse prestressed tendons (4) adopt unbonded prestressed tendons.
6. The underrun truss form prestressed pipe screen structure of any one of claims 1-5, wherein: the pipe curtain structure is the way purlin prestressing force pipe curtain form under the disconnect-type, promptly: separating the main truss from the bridge abutment; or, the pipe curtain structure is the integral way girder prestressing force pipe curtain form down, promptly: the main truss is not separated from the abutment.
7. A construction method of a prestressed pipe curtain structure using a footway truss type as claimed in any one of claims 1 to 6, wherein the construction is performed in the order of an upper roof, two side walls, and a final abutment, and the roof construction comprises the steps of:
step A: jacking a tool steel pipe;
and B: the replacement of the precast concrete beam (1) advances:
after the tool steel pipe is pushed to the position, pushing the precast concrete beam (1) at the same position to replace the tool steel pipe pushed previously;
and C: jacking the prefabricated steel unit (2):
after the whole row of precast concrete beams (1) are pushed to the right position, pushing the precast concrete beams (1) at the two ends into the precast steel units (2) in parallel;
step D: applying transverse prestress and joint filling grouting:
in prefabricated steel unit (2), perpendicular to precast concrete beam (1) penetrates horizontal prestressing tendons (4), treats that all horizontal prestressing tendons (4) penetrate the back fill into mortar in the crack, carry out stretch-draw to horizontal prestressing tendons (4) in prefabricated steel unit (2) at last, applys horizontal prestressing force to the pipe curtain.
8. The construction method according to claim 7, wherein:
the step A specifically comprises the following steps: after a starting well and a receiving well are excavated and a propulsion stand and a propeller are installed, pushing a tool steel pipe to the designed position of the precast concrete beam in sections by taking a heading machine installed at the head part as a guide; and/or the presence of a gas in the gas,
in the step B: the precast concrete beams (1) are jacked in sections, longitudinal prestress is applied between each section of precast concrete beam after the precast concrete beam is jacked into a soil body, and the whole precast concrete beam is connected into a whole through prestress connection between the sections to form a fully prestressed beam; and/or the presence of a gas in the gas,
in the step C, after the prefabricated steel unit (2) is jacked in place, reinforcing bars are arranged in the prefabricated steel unit, the prefabricated steel unit is used as a template for cast-in-place concrete, is also used as a transverse prestress working area and is finally left in the integral structure; and/or the presence of a gas in the gas,
and D, cleaning the gap part between the components before penetrating the prestressed tendons (4).
9. The construction method according to claim 7 or 8, wherein: in the pushing process of the precast concrete beam (1), tool steel pipes are recovered in the receiving well and used for jacking the precast concrete beam (1) at the adjacent position; and/or the prefabricated steel units (2) are jacked in sections, and the sections are connected in a field welding mode.
10. The construction method according to claim 7, wherein:
further comprising step E: after the pipe curtain construction of the upper top plate, the side walls on the two sides and the abutment is finished, placing a reinforcement cage in the prefabricated steel unit (2), and forming a rigid joint by cast-in-place concrete;
step F: after the steps are completed, when the concrete reaches the designed strength, soil is excavated inside, and the interior of the pipe curtain is constructed.
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| CN201710892360.0A CN109555535B (en) | 2017-09-27 | 2017-09-27 | Lower-way truss type prestressed pipe curtain structure and construction method |
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| CN201710892360.0A CN109555535B (en) | 2017-09-27 | 2017-09-27 | Lower-way truss type prestressed pipe curtain structure and construction method |
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| CN113279787A (en) * | 2021-05-24 | 2021-08-20 | 苏州大学 | Construction method for building pipe curtain supporting structure of ultra-shallow buried large-section underground excavation subway station |
| CN113339004B (en) * | 2021-06-03 | 2023-01-24 | 上海市城市建设设计研究总院（集团）有限公司 | Construction method of prestressed steel structure advanced support |
| CN113339000A (en) * | 2021-06-03 | 2021-09-03 | 上海市城市建设设计研究总院（集团）有限公司 | Cable steel pipe shell trenchless supporting structure with intermediate wall and construction method |
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