CN107724244B - Temporary T-shaped structure formed by bridge sections of continuous rigid frame edges without support and construction method of temporary T-shaped structure - Google Patents
Temporary T-shaped structure formed by bridge sections of continuous rigid frame edges without support and construction method of temporary T-shaped structure Download PDFInfo
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- CN107724244B CN107724244B CN201711013525.9A CN201711013525A CN107724244B CN 107724244 B CN107724244 B CN 107724244B CN 201711013525 A CN201711013525 A CN 201711013525A CN 107724244 B CN107724244 B CN 107724244B
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- 239000011148 porous material Substances 0.000 claims description 32
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
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Abstract
The temporary T-shaped structure formed by the support-free continuous rigid frame side span beam sections and the construction method thereof provided by the invention are characterized in that a temporary high-strength screw thread thick steel bar penetrates through a through hole arranged on a temporary supporting device to connect a first side span cast-in-situ section and a second side span cast-in-situ section, and the temporary high-strength screw thread thick steel bar is stretched after the strength of concrete reaches the design strength; pouring the side span cantilever section by using a hanging basket cantilever pouring method, and synchronously stretching each stage of the side span cantilever section to a folding section in a staged manner by using a temporary steel rope; and sequentially tensioning the permanent web steel cable and the permanent bottom plate steel cable in batches to fold the side span cantilever section and the middle pier cantilever side span section through the folding section so as to finish system conversion. The construction method of the temporary T-shaped structure formed by the bridge sections of the support-free continuous rigid frame side has the advantages of good construction quality, low cost, short construction period, good economic benefit and social benefit and the like, and particularly has strong competitiveness in the deep water high pier continuous rigid frame construction.
Description
Technical Field
The invention relates to the technical field of construction methods of highway and railway bridge structures, in particular to a temporary T-shaped structure formed by bridge sections of continuous rigid frame edges without supports and a construction method thereof.
Background
The continuous rigid frame bridge without support is newly developed in recent years, and compared with the traditional continuous beam (rigid frame) side pier provided with movable supports, the side pier adopts a pier beam consolidation mode. In order to better adapt to the longitudinal expansion deformation of the temperature load girder, the side pier adopts a double-support thin-wall pier with smaller anti-pushing rigidity, and the girder is fixedly connected with only one thin-wall column. Through the research of related bridges at home and abroad, the continuous rigid frame without the support is mainly characterized in that: (1) The support is not arranged, the diseases of the support are avoided, the cost is saved, the later maintenance cost is low, and the circuit shutdown caused by replacing the support is avoided; (2) The earthquake-resistant performance is good, horizontal force can be uniformly spread on each pier in earthquake, and a continuous beam bridge is required to be provided with a brake pier or a special earthquake-resistant support is adopted; (3) The pier beams are directly fixedly connected, the lines are continuous and clear, the whole pier beams are coordinated, and the landscape effect is good.
Compared with the traditional continuous beam (rigid frame), the edge-to-middle span ratio of the non-support continuous rigid frame bridge is increased from 0.5-0.6 to 0.8-1, and the structure is lighter. The larger side-to-middle span ratio results in a side span cast-in-situ section which is much longer than a conventional continuous beam (rigid frame), and fig. 1 is a schematic structural diagram of the construction of a temporary buttress matched with a bailey bracket in the prior art, and as shown in fig. 1, the bridge pier is 30-50 m high by taking a 3X 70m continuous rigid frame without a support of a bridge of a spring bay of Fuxiao high-speed rail, is positioned in a spring bay, has a deeper water level and has great wind waves. The side-to-middle span ratio is 1:1, the construction length of the middle pier cantilever is 35m, and the side span cast-in-situ section is 35m. The cast-in-situ section with the length of 35m cannot meet the requirements by adopting the traditional pier side support, and the cast-in-situ construction can be performed only by arranging the temporary support piers 1 and matching with the bailey support 2.
The temporary pier is arranged in the bay deep water, the deep water foundation must be constructed in advance, and the manufacturing cost is high. The pier height is 30-50 m, the stormy waves are large, the construction period is long, and the risk coefficient is high.
Disclosure of Invention
In order to at least partially overcome the problems in the prior art, the invention provides a temporary T-shaped structure formed by a bridge section of a continuous rigid frame without a support and a construction method thereof.
According to one aspect of the invention, a construction method of a temporary T-shaped structure consisting of a bridge section of a continuous rigid frame without a support is provided, which comprises the following steps: s1, fixing a temporary supporting device between a first side span cast-in-situ section and a second side span cast-in-situ section; connecting the first side span cast-in-situ section and the second side span cast-in-situ section by using a temporary high-strength screw-thread thick steel bar, and tensioning the temporary high-strength screw-thread thick steel bar after the concrete strength reaches the design strength; s2, synchronously stretching each stage of the side span cantilever section to the folding section in a staged manner by adopting a temporary steel rope; and S3, sequentially tensioning the permanent web steel cable and the permanent bottom plate steel cable in batches to ensure that the side span cantilever section and the middle pier cantilever side span section are folded through the folding section, so as to finish system conversion.
Wherein, S3 specifically comprises: tensioning the permanent web steel cable in batches, removing the temporary high-strength screw-thread thick steel bars, and removing short cables in the temporary steel cable; and tensioning the permanent bottom plate steel cable in batches, and removing long cables in the temporary steel cable to finish system conversion.
The first side span cast-in-situ section and the second side span cast-in-situ section are established by the following method: anchoring steel bars at the pier tops of the first limb columns of the shared rigid frame pier; binding the steel bars and a beam body steel bar cage into a whole, and pouring concrete to complete the first side span cast-in-place section; anchoring steel bars at the pier tops of the second limb columns of the shared rigid frame pier; and binding the steel bars and the beam body steel bar cage into a whole, and pouring concrete to complete the second side span cast-in-place section.
Wherein the permanent web steel cables comprise a first permanent web steel cable and the second permanent web steel cable; one end of the first permanent web steel cable is connected with the steel cable of the cantilever side span section of the middle pier through a connector, and the other end of the first permanent web steel cable passes through a reserved pore canal of the first side span cast-in-situ section and penetrates out to a web tensioning notch; one end of the second permanent web steel cable is connected with the steel cable of the side span section of the middle pier cantilever through a connector, and the other end of the second permanent web steel cable penetrates out to a web tensioning notch through a reserved pore canal of the side span cast-in-situ section; wherein the first and second permanent web cables pass through bellows pre-buried in the side span cantilever section, respectively.
Wherein the permanent floor cables include a first permanent floor cable and the second permanent floor cable; one end of the first permanent bottom plate steel cable is fixed on the bottom plate tooth block of the side span section of the middle pier cantilever, and the other end of the first permanent bottom plate steel cable passes through the reserved pore canal of the side span cast-in-situ section and penetrates out to the bottom plate tensioning notch; one end of the second permanent bottom plate steel cable is fixed on the bottom plate tooth block of the middle pier cantilever side span section, and the other end of the second permanent bottom plate steel cable passes through the reserved pore canal of the second side span cast-in-situ section and penetrates out to the bottom plate tensioning notch; wherein the first and second permanent floor cables pass through bellows pre-buried in the side span cantilever section, respectively.
Wherein, still include: the temporary supporting device is integrally hoisted and removed; grouting the pore canal of the permanent web steel cable and the permanent bottom plate steel cable, and sealing the reserved holes of the temporary steel cable and the temporary high-strength screw-thread thick steel bar to finish construction.
According to one aspect of the present invention, there is provided a temporary T-frame consisting of a saddle-free continuous rigid frame side span beam section, comprising: the method comprises the steps of sharing a rigid frame pier, a first side span cantilever section, a second side span cantilever section, a first side span cast-in-situ section, a second side span cast-in-situ section and a temporary supporting device; the first side span cast-in-situ section is rigidly connected with the pier top of the first limb column of the common rigid frame pier, and the second side span cast-in-situ section is rigidly connected with the pier top of the second limb column of the common rigid frame pier; the temporary supporting device is arranged between the first side span cast-in-situ section and the second side span cast-in-situ section; the temporary high-strength screw thread thick steel bar passes through a through hole arranged on the temporary supporting device so as to connect the first side span cast-in-place section and the second side span cast-in-place section; the first side span cantilever section is connected with the first side span cast-in-situ Duan Gang, and the second side span cantilever section is connected with the second side span cast-in-situ Duan Gang.
Wherein, still include: the first middle pier cantilever side span and the second middle pier cantilever side span; the first side span cantilever section and the first middle pier cantilever side span section are connected through a closure Duan Gang; the second side span cantilever section is connected with the second middle pier cantilever side span section through closure Duan Gang; one end of the first permanent web steel cable is connected with the steel cable of the cantilever side span section of the first middle pier through a connector, and the other end of the first permanent web steel cable sequentially passes through the corrugated pipe of the cantilever side span section and the reserved pore canal of the cast-in-situ side span section of the first middle pier to penetrate out to a web tensioning notch; one end of the second permanent web steel cable is connected with the steel cable of the second middle pier cantilever side span section through a connector, and the other end of the second permanent web steel cable sequentially passes through the corrugated pipe of the second side span cantilever section and the reserved pore canal of the second side span cast-in-situ section to penetrate out to a web tensioning notch; one end of the first permanent bottom plate steel cable is fixed on the bottom plate tooth block of the cantilever side span section of the first middle pier, and the other end of the first permanent bottom plate steel cable sequentially passes through the corrugated pipe of the cantilever side span section and the reserved pore canal of the cast-in-situ side span section and penetrates out to the web tensioning notch; one end of the second permanent bottom plate steel cable is fixed on the bottom plate tooth block of the second middle pier cantilever side span section, and the other end of the second permanent bottom plate steel cable sequentially passes through the corrugated pipe of the second side span cantilever section and the reserved pore canal of the second side span cast-in-situ section to penetrate out to the web tensioning notch.
And an inter-limb tie beam is arranged between the first limb column and the second limb column of the common rigid frame pier.
The temporary supporting device is a prefabricated steel shell, a prefabricated concrete structure with a built-in steel skeleton is arranged, and a hanging ring is arranged on the top surface of the temporary supporting device.
Wherein, the bottom of the shared rigid frame pier is provided with a foundation and a bearing platform; the foundation is arranged in a foundation layer suitable for engineering geology below the ground surface; the bearing platform is positioned on the foundation and is connected with the top of the foundation into a whole; the bottom of the common rigid frame pier is arranged on the bearing platform and is rigidly connected with the bearing platform.
And through holes with rectangular or polygonal cross sections are formed in the first limb column and the second limb column.
In summary, the temporary T-shaped structure formed by the support-free continuous rigid frame side span beam sections and the construction method thereof provided by the invention are characterized in that a temporary high-strength screw thread thick steel bar penetrates through a through hole arranged on a temporary supporting device to connect a first side span cast-in-place section and a second side span cast-in-place section, and the temporary high-strength screw thread thick steel bar is stretched after the concrete strength reaches the design strength; pouring the side span cantilever section by using a hanging basket cantilever pouring method, and synchronously stretching each stage of the side span cantilever section to a folding section in a staged manner by using a temporary steel rope; and sequentially tensioning the permanent web steel cable and the permanent bottom plate steel cable in batches to fold the side span cantilever section and the middle pier cantilever side span section through the folding section so as to finish system conversion. According to the construction method of the temporary T structure formed by the bridge sections of the continuous rigid frame side without the support, cantilever pouring construction of the bridge body of the long-side-span cast-in-situ section is realized through the temporary T structure, and the defects of high construction cost, high risk of a high pier support and long construction period of a traditional temporary foundation matched with cast-in-situ construction of the bailey beam support are overcome; the method has the advantages of good construction quality, low cost, short construction period, good economic benefit and social benefit, and the like, and has very strong competitiveness in the deep water high pier continuous rigid frame construction.
Drawings
Fig. 1 is a schematic structural diagram of a temporary buttress construction matched with a bailey bracket in the prior art;
fig. 2 is a schematic structural diagram of a construction of a common rigid frame pier in a construction method of a temporary T-frame composed of a bridge section of a continuous rigid frame without a support according to an embodiment of the present invention;
FIG. 3 is a schematic structural view of a construction method of a temporary T-frame composed of a support-free continuous rigid frame side span beam section, wherein the construction method comprises a first side span cast-in-place section and a second side span cast-in-place section according to another embodiment of the invention;
FIG. 4 is a schematic illustration of a construction of a side span cantilever section in a method of constructing a temporary T-frame composed of a saddle-free continuous rigid frame side span beam section according to yet another embodiment of the present invention;
FIG. 5 is a schematic illustration of a construction method of a temporary T-frame composed of a saddle-free continuous rigid frame side span section, wherein the side span cantilever section and the middle pier cantilever side span section are folded according to a further embodiment of the invention;
FIG. 6 is a schematic structural diagram of a system transition in a construction method of a temporary T-frame composed of a non-stand continuous rigid frame side span beam section according to yet another embodiment of the present invention;
FIG. 7 is a schematic structural diagram of a system transition in a construction method of a temporary T-frame composed of a non-stand continuous rigid frame side span beam section according to yet another embodiment of the present invention;
FIG. 8 is a schematic structural diagram of a system transition performed in a temporary T-frame construction method consisting of a non-support continuous rigid frame side span beam section according to yet another embodiment of the present invention;
FIG. 9 is a schematic structural view of a temporary T-frame formed by a non-support continuous rigid frame side span beam section according to an embodiment of the invention;
fig. 10 is a schematic structural view of a temporary T-frame member formed from a saddle-free continuous rigid frame side span beam section according to an embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly described below with reference to the accompanying drawings, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In one embodiment of the present invention, referring to fig. 2 to 10, a construction method of a temporary T-frame consisting of a saddle-free continuous rigid frame side span beam section includes:
s1, fixing a temporary supporting device between a first side span cast-in-situ section and a second side span cast-in-situ section; connecting the first side span cast-in-situ section and the second side span cast-in-situ section by using a temporary high-strength screw-thread thick steel bar, and tensioning the temporary high-strength screw-thread thick steel bar after the concrete strength reaches the design strength;
specifically, a pier side support 11 is erected on a bearing platform, the height of the pier side support 11 is consistent with the height of a pier top, and a temporary supporting device 10 is hoisted and fixed between a first side span cast-in-situ section 1A and a second side span cast-in-situ section 1B; the temporary high-strength screw-thread thick steel bar 6 penetrates through the through holes arranged on the temporary supporting device 10 to connect the first side span cast-in-place section 1A and the second side span cast-in-place section 1B, and when the concrete strength of the first side span cast-in-place section 1A and the second side span cast-in-place section 1B reaches the design strength, the temporary high-strength screw-thread thick steel bar 6 is stretched, so that the first side span cast-in-place section 1A and the second side span cast-in-place section 1B are anchored in opposite pulling.
S2, synchronously stretching each stage of the side span cantilever section to the folding section in a staged manner by adopting a temporary steel rope;
preferably, the side span cantilever segments are cast using a cradle cantilever casting method.
The hanging basket cantilever pouring method is a construction method for arranging working platforms on two sides of a pier, pouring cement concrete beams to the middle cantilever section by section in a balanced manner and applying prestress section by section.
Specifically, pouring the side span cantilever section by using the hanging basket 12, and synchronously stretching each stage of the side span cantilever section to a folding section in stages by using a temporary steel rope; wherein the side span cantilever section comprises a first side span cantilever section 2A and a second side span cantilever section 2B.
Preferably, one end of the temporary wire rope is connected to the first side span cantilever section 1A, and the other end of the temporary wire rope is connected to the second side span cantilever section 1B.
And S3, sequentially tensioning the permanent web steel cable and the permanent bottom plate steel cable in batches to ensure that the side span cantilever section and the middle pier cantilever side span section are folded through the folding section, so as to finish system conversion.
Specifically, the permanent web steel cable is tensioned in batches, and then the permanent bottom plate steel cable is tensioned so that the side span cantilever section and the middle pier cantilever side span section are folded through the folding section 3, and the system conversion is completed.
The embodiment provides a construction method of a temporary T-shaped structure formed by a support-free continuous rigid frame side span beam section, wherein a temporary supporting device is fixed between a first side span cast-in-place section and a second side span cast-in-place section; connecting the first side span cast-in-situ section and the second side span cast-in-situ section by using the temporary high-strength screw-thread thick steel bar, and tensioning the temporary high-strength screw-thread thick steel bar when the concrete strength reaches the design strength; synchronously stretching each stage of the side span cantilever section to the folding section in stages by adopting a temporary steel cable; and sequentially tensioning the permanent web steel cable and the permanent bottom plate steel cable in batches to fold the side span cantilever section and the middle pier cantilever side span section through the folding section so as to finish system conversion. According to the construction method of the temporary T structure formed by the bridge sections of the continuous rigid frame without the support, cantilever pouring construction of the bridge body of the long-side span cast-in-situ section is realized through the temporary T structure, and the defects of high construction cost, high risk of a high pier support and long construction period of a traditional temporary foundation matched with cast-in-situ construction of the bailey beam support are overcome; the method has the advantages of good construction quality, low cost, short construction period, good economic benefit and social benefit, and the like, and has very strong competitiveness in the deep water high pier continuous rigid frame construction.
In another embodiment of the present invention, based on the above embodiment, S3 is specifically:
batch tensioning the permanent web steel cable, removing the temporary high-strength screw-thread thick steel bar 6 and removing the short cable 71 in the temporary steel cable;
and tensioning the permanent base plate steel ropes in batches, and removing long ropes 72 in the temporary steel ropes to complete system conversion.
The embodiment provides a construction method of a temporary T structure formed by a bridge section of a continuous rigid frame without a support, complex system conversion is reasonably and orderly carried out according to objective rules, the quality and deformation of a beam body in the system conversion process are well controlled, meanwhile, the construction risk of expanding is reduced to the minimum, the phenomenon of uneven internal force conversion of the temporary steel cable in the system conversion process is well solved, the utilization rate of the permanent web steel cable and the permanent bottom plate steel cable is improved, and the method has good popularization value.
In another embodiment of the present invention, based on the above embodiment, the first side span cast-in-place segment and the second side span cast-in-place segment are established by:
anchoring steel bars at the pier tops of the first limb columns of the shared rigid frame pier; binding the steel bars and a beam body steel bar cage into a whole, and pouring concrete to complete the first side span cast-in-place section;
anchoring steel bars at the pier tops of the second limb columns of the shared rigid frame pier; and binding the steel bars and the beam body steel bar cage into a whole, and pouring concrete to complete the second side span cast-in-place section.
Specifically, anchoring steel bars at the pier tops of the first limb columns of the common rigid frame pier 5; binding the steel bars and the steel bar cages of the beam body into a whole, and pouring concrete to complete the first side span cast-in-situ section 1A;
anchoring steel bars at the pier tops of the second limb columns of the shared rigid frame pier 5; binding the steel bars and the steel bar cages of the beam body into a whole, and pouring concrete to complete the second side span cast-in-situ section 1B.
Preferably, the first side span cast-in-situ section 1A and the second side span cast-in-situ section 1B are reserved with pore passages.
In a further embodiment of the present invention, the permanent web steel cables comprise a first permanent web steel cable 81 and the second permanent web steel cable 82 on the basis of the above embodiments; wherein,,
one end of the first permanent web steel cable 81 is connected with a steel cable of the cantilever side span section of the middle pier through a connector, and the other end of the first permanent web steel cable penetrates out to a web tensioning notch through a reserved pore canal of the first side span cast-in-situ section 1A;
one end of the second permanent web steel cable 82 is connected with the steel cable of the side span section of the middle pier cantilever through a connector, and the other end of the second permanent web steel cable penetrates out to a web tensioning notch through a reserved pore canal of the second side span cast-in-situ section 1B; wherein,,
the first and second permanent web steel cables 81 and 82 pass through bellows pre-buried in the side span cantilever section, respectively.
Preferably, the center pier cantilever side span comprises a first center pier cantilever side span 4A and a second center pier cantilever side span 4B.
Specifically, one end of the first permanent web steel cable 81 is connected with the steel cable of the cantilever side span section 4A of the first middle pier through a connector, and the other end sequentially passes through the corrugated pipe of the cantilever side span section 2A and the reserved pore canal of the cast-in-situ side span section 1A to pass through the web stretching notch;
one end of the second permanent web steel cable 82 is connected with the steel cable of the second middle pier cantilever side span section 4B through a connector, and the other end sequentially passes through the corrugated pipe of the second side span cantilever section 2B and the reserved pore canal of the second side span cast-in-situ section 1B to penetrate out to the web tensioning notch.
In a further embodiment of the invention, which is based on the above embodiment, the permanent floor cables comprise a first permanent floor cable 91 and the second permanent floor cable 92; wherein,,
one end of the first permanent bottom plate steel cable 91 is fixed on the bottom plate tooth block of the middle pier cantilever side span section, and the other end of the first permanent bottom plate steel cable passes through the reserved pore canal of the first side span cast-in-situ section 1A and penetrates out to a bottom plate tensioning notch;
one end of the second permanent bottom plate steel cable 92 is fixed on the bottom plate tooth block of the middle pier cantilever side span section, and the other end of the second permanent bottom plate steel cable passes through the reserved pore canal of the second side span cast-in-situ section 1B and penetrates out to the bottom plate stretching notch; wherein,,
the first and second permanent floor cables 91 and 92 pass through bellows pre-buried in the side span cantilever section, respectively.
Specifically, one end of the first permanent bottom plate steel cable 91 is fixed on the bottom plate tooth block of the first middle pier cantilever side span section 4A, and the other end sequentially passes through the corrugated pipe of the first side span cantilever section 2A and the reserved pore canal of the first side span cast-in-situ section 1A to pass out to the bottom plate stretching notch;
one end of the second permanent bottom plate steel cable 92 is fixed on the bottom plate tooth block of the second middle pier cantilever side span section, and the other end sequentially passes through the corrugated pipe of the second side span cantilever section 2B and the reserved pore canal of the second side span cast-in-situ section 1B to penetrate out to the bottom plate tensioning notch.
One end of the first side span cast-in-situ section 1A is provided with a web tensioning notch and a bottom plate tensioning notch; wherein the web tensioning slots and the floor tensioning slots are respectively opposite the temporary support device 10. The depth of the web stretching notch and the depth of the bottom plate stretching notch are 30 cm-50 cm, and the hollow area of the temporary supporting device 10 at the beam seam and the hollow area form a stretching working space with the width of 80 cm-100 cm, and the device is sealed after construction is completed.
One end of the second side span cast-in-situ section 1B is provided with a web tensioning notch and a bottom plate tensioning notch; wherein the web tensioning slots and the floor tensioning slots are respectively opposite the temporary support device 10. The depth of the web stretching notch and the depth of the bottom plate stretching notch are 30 cm-50 cm, and the hollow area of the temporary supporting device 10 at the beam seam and the hollow area form a stretching working space with the width of 80 cm-100 cm, and the device is sealed after construction is completed.
In a further embodiment of the present invention, on the basis of the above embodiment, the method further includes: the temporary supporting device is integrally hoisted and removed;
grouting the pore canal of the permanent web steel cable and the permanent bottom plate steel cable, and sealing the reserved holes of the temporary steel cable and the temporary high-strength screw-thread thick steel bar to finish construction.
Specifically, after the temporary supporting device 10 is integrally lifted and removed, the holes of the first permanent web steel cable 81, the second permanent web steel cable 82, the first permanent bottom plate steel cable 91 and the second permanent bottom plate steel cable 92 are grouting, and the reserved holes of the temporary steel cable and the temporary high-strength screw-thread coarse steel bar 6 are sealed, so that the construction is completed.
In one embodiment of the present invention, and referring to fig. 9 and 10, a temporary T-bar of a saddle-free continuous rigid frame side span, comprising: the rigid frame pier 5, the first side span cantilever section 2A, the second side span cantilever section 2B, the first side span cast-in-situ section 1A, the second side span cast-in-situ section 1B and the temporary supporting device 10 are shared; wherein,,
the first side span cast-in-situ section 1A is just connected with the pier top of the first limb column of the shared rigid frame pier 5, and the second side span cast-in-situ section 1B is just connected with the pier top of the second limb column of the shared rigid frame pier 5;
the temporary supporting device 10 is arranged between the first side span cast-in-situ section 1A and the second side span cast-in-situ section 1B;
the temporary high-strength screw-thread thick steel bar 6 passes through a through hole arranged on the temporary supporting device 10 to connect the first side span cast-in-situ section 1A and the second side span cast-in-situ section 1B;
the first side span cantilever section 2A is just connected with the first side span cast-in-place section 1A, and the second side span cantilever section 2B is just connected with the second side span cast-in-place section 1B.
Preferably, a pier side support 11 is erected on a bearing platform to the pier top, a temporary supporting device 10 is hoisted and fixed between a first side span cast-in-situ section 1A and a second side span cast-in-situ section 1B, and the thickness of the temporary supporting device 10 is the width between the first side span cast-in-situ section 1A and the second side span cast-in-situ section 1B; the contact surfaces of the temporary supporting device 10 and the first side span cast-in-situ section 1A and the second side span cast-in-situ section 1B on two sides are coated with release agents.
Preferably, a plurality of temporary high-strength screw-thread thick steel bars 6 pass through a plurality of through holes arranged on the temporary supporting device 10 so as to connect the first side span cast-in-place section 1A and the second side span cast-in-place section 1B.
The first side span cantilever section 2A and the second side span cantilever section 2B are poured by using a hanging basket cantilever pouring method.
The hanging basket cantilever pouring method is a construction method for arranging working platforms on two sides of a pier, pouring cement concrete beams to the middle cantilever section by section in a balanced manner and applying prestress section by section.
Specifically, the cradle 12 is utilized to pour the first side span cantilever section 2A and the second side span cantilever section 2B, and the short cable 71 in the temporary steel cable and the long cable 72 in the temporary steel cable are adopted to synchronously stretch each stage of the first side span cantilever section 2A and the second side span cantilever section 2B to the folding section 3 in a staged manner;
the embodiment provides a temporary T-shaped structure formed by a bridge section of a continuous rigid frame without a support, wherein a first side span cast-in-situ section is rigidly connected with the pier top of a first limb column of a common rigid frame pier, and a second side span cast-in-situ section is rigidly connected with the pier top of a second limb column of the common rigid frame pier; the temporary supporting device is arranged between the first side span cast-in-situ section and the second side span cast-in-situ section; the temporary high-strength screw thread thick steel bar passes through a through hole arranged on the temporary supporting device so as to connect the first side span cast-in-situ section and the second side span cast-in-situ section; the first side span cantilever section is connected with the first side span cast-in-situ Duan Gang, and the second side span cantilever section is connected with the second side span cast-in-situ Duan Gang. The temporary T structure formed by the bridge sections of the continuous rigid frame without the support, provided by the embodiment, realizes cantilever pouring construction of the bridge body of the long-side-span cast-in-situ section through the temporary T structure, and overcomes the defects of high construction cost, high risk of a high pier support and long construction period of a traditional temporary pier matched with the cast-in-situ construction temporary foundation of the bailey beam support; the method has the advantages of good construction quality, low cost, short construction period, good economic benefit and social benefit, and the like, and has very strong competitiveness in the deep water high pier continuous rigid frame construction.
In a further embodiment of the present invention, on the basis of the above embodiment, the method further includes: a first middle pier cantilever side span 4A and a second middle pier cantilever side span 4B; wherein,,
the first side span cantilever section 2A is connected with the first middle pier cantilever side span section 4A in a rigid connection way through the folding section 3;
the second side span cantilever section 4B is connected with the second middle pier cantilever side span section 2B in a rigid connection way through a folding section 3; wherein,,
one end of the first permanent web steel cable 81 is connected with the steel cable of the first middle pier cantilever side span section 4A through a connector, and the other end sequentially passes through the corrugated pipe of the first side span cantilever section 2A and the reserved pore canal of the first side span cast-in-situ section 1A to penetrate out to a web tensioning notch;
one end of the second permanent web steel cable 82 is connected with the steel cable of the second middle pier cantilever side span section 4B through a connector, and the other end sequentially passes through the corrugated pipe of the second side span cantilever section 2B and the reserved pore canal of the second side span cast-in-situ section 1B to penetrate out to a web tensioning notch;
one end of the first permanent bottom plate steel cable 91 is fixed on the bottom plate tooth block of the first middle pier cantilever side span section 4A, and the other end sequentially passes through the corrugated pipe of the first side span cantilever section 2A and the reserved pore canal of the first side span cast-in-situ section 1A to penetrate out to the web tensioning notch;
one end of the second permanent bottom plate steel cable 92 is fixed on the bottom plate tooth block of the second middle pier cantilever side span section 4B, and the other end sequentially passes through the corrugated pipe of the second side span cantilever section 2B and the reserved pore canal of the second side span cast-in-situ section 1B to penetrate out to the web tensioning notch.
One end of the first side span cast-in-situ section 1A is provided with a web tensioning notch and a bottom plate tensioning notch; wherein the web tensioning slots and the floor tensioning slots are respectively opposite the temporary support device 10. The depth of the web stretching notch and the depth of the bottom plate stretching notch are 30 cm-50 cm, and the stretching working space with the width of 80 cm-100 cm is formed by the web stretching notch and the hollowed-out area of the temporary supporting device at the beam seam, and the construction is closed after the construction is completed.
One end of the second side span cast-in-situ section 1B is provided with a web tensioning notch and a bottom plate tensioning notch; wherein the web tensioning slots and the floor tensioning slots are respectively opposite the temporary support device 10. The depth of the web stretching notch and the depth of the bottom plate stretching notch are 30 cm-50 cm, and the stretching working space with the width of 80 cm-100 cm is formed by the web stretching notch and the hollowed-out area of the temporary supporting device at the beam seam, and the construction is closed after the construction is completed.
In a further embodiment of the present invention, based on the above embodiment, an inter-limb tie beam is disposed between the first limb and the second limb of the common rigid frame pier 5.
Specifically, the cross section of the lower half section of the common rigid frame pier 5 is circular, the upper half section is divided into two limbs, and the cross section of the lower half section is circular, so that the collision resistance is improved, and the resistance to water flow is reduced.
Preferably, when the common rigid frame pier 5 is higher, inter-limb tie beams are arranged in the middle of the first limb column and the second limb column, and the two limb columns are connected, so that the stability of the pier is improved.
In yet another embodiment of the present invention, on the basis of the above embodiment, the temporary supporting device 10 is a prefabricated steel shell, a prefabricated concrete structure with a built-in steel skeleton, and a hanging ring is disposed on the top surface.
Specifically, the temporary supporting device 10 is a prefabricated steel shell, a prefabricated concrete structure with a built-in steel skeleton is arranged, and a hanging ring is arranged on the top surface of the temporary supporting device 10, so that the on-site integral hoisting and integral dismantling are facilitated.
In a further embodiment of the present invention, on the basis of the above embodiment, a foundation and a bearing platform are installed at the bottom of the common rigid frame pier 5; wherein,,
the foundation is arranged in a foundation layer suitable for engineering geology below the earth surface;
the bearing platform is positioned on the foundation and is connected with the top of the foundation into a whole;
the bottom of the common rigid frame pier 5 is arranged on the bearing platform and is rigidly connected with the bearing platform.
The embodiment provides a temporary T-shaped structure formed by bridge sections of continuous rigid frame edges without supports, a foundation and a bearing platform are arranged at the bottom of a shared rigid frame pier, and the safety of the temporary T-shaped structure is improved.
In a further embodiment of the present invention, on the basis of the above embodiment, through holes with rectangular or polygonal cross-sectional shapes are provided in each of the first limb and the second limb.
The embodiment provides a temporary T structure formed by bridge sections of continuous rigid frame edges without supports, through holes with rectangular or polygonal cross sections are formed in the first limb columns and the second limb columns, and the concrete consumption is saved.
Although embodiments of the present invention have been described in connection with the accompanying drawings, various modifications and variations may be made by those skilled in the art without departing from the spirit and scope of the invention, and such modifications and variations fall within the scope of the invention as defined by the appended claims.
Claims (6)
1. The construction method of the temporary T-shaped structure consisting of the bridge sections of the continuous rigid frame without the support is characterized by comprising the following steps:
s1, fixing a temporary supporting device between a first side span cast-in-situ section and a second side span cast-in-situ section; connecting the first side span cast-in-situ section and the second side span cast-in-situ section by using a temporary high-strength screw-thread thick steel bar, and tensioning the temporary high-strength screw-thread thick steel bar after the concrete strength reaches the design strength;
s2, synchronously stretching each stage of the side span cantilever section to the folding section in a staged manner by adopting a temporary steel rope;
pouring the side span cantilever section by using a hanging basket, and synchronously stretching each stage of the side span cantilever section to a folding section in a staged manner by using a temporary steel rope; the side span cantilever section comprises a first side span cantilever section and a second side span cantilever section;
one end of the temporary steel cable is connected with the first side span cantilever section, and the other end of the temporary steel cable is connected with the second side span cantilever section;
s3, sequentially tensioning the permanent web steel cable and the permanent bottom plate steel cable in batches to enable the side span cantilever section and the middle pier cantilever side span section to be folded through the folding section, so as to complete system conversion;
the method comprises the following steps:
tensioning the permanent web steel cable in batches, removing the temporary high-strength screw-thread thick steel bars, and removing short cables in the temporary steel cable;
tensioning the permanent bottom plate steel cable in batches, removing long cables in the temporary steel cable, and finishing system conversion;
the permanent web steel cables comprise a first permanent web steel cable and a second permanent web steel cable; wherein,,
one end of the first permanent web steel cable is connected with the steel cable of the side span section of the middle pier cantilever through a connector, and the other end of the first permanent web steel cable passes through a reserved pore canal of the side span cast-in-situ section and penetrates out to a web tensioning notch;
one end of the second permanent web steel cable is connected with the steel cable of the side span section of the middle pier cantilever through a connector, and the other end of the second permanent web steel cable penetrates out to a web tensioning notch through a reserved pore canal of the side span cast-in-situ section; wherein,,
the first permanent web steel cable and the second permanent web steel cable respectively pass through corrugated pipes pre-buried in the side span cantilever section;
the permanent floor cables include a first permanent floor cable and a second permanent floor cable; wherein,,
one end of the first permanent bottom plate steel cable is fixed on the bottom plate tooth block of the side span section of the middle pier cantilever, and the other end of the first permanent bottom plate steel cable passes through the reserved pore canal of the side span cast-in-situ section and penetrates out to the bottom plate tensioning notch;
one end of the second permanent bottom plate steel cable is fixed on the bottom plate tooth block of the middle pier cantilever side span section, and the other end of the second permanent bottom plate steel cable passes through the reserved pore canal of the second side span cast-in-situ section and penetrates out to the bottom plate tensioning notch; wherein,,
the first permanent floor cable and the second permanent floor cable pass through bellows pre-embedded in the side span cantilever section, respectively.
2. The method of construction of claim 1, wherein the first side span cast-in-place segment and the second side span cast-in-place segment are established by:
anchoring steel bars at the pier tops of the first limb columns of the shared rigid frame pier; binding the steel bars and a beam body steel bar cage into a whole, and pouring concrete to complete the first side span cast-in-place section;
anchoring steel bars at the pier tops of the second limb columns of the shared rigid frame pier; and binding the steel bars and the beam body steel bar cage into a whole, and pouring concrete to complete the second side span cast-in-place section.
3. The construction method according to claim 1, characterized by further comprising:
the temporary supporting device is integrally hoisted and removed;
grouting the pore canal of the permanent web steel cable and the permanent bottom plate steel cable, and sealing the reserved holes of the temporary steel cable and the temporary high-strength screw-thread thick steel bar to finish construction.
4. A temporary T-frame made by the construction method of a temporary T-frame made of a non-stand continuous rigid frame side span beam section according to any one of claims 1 to 3, comprising: the method comprises the steps of sharing a rigid frame pier, a first side span cantilever section, a second side span cantilever section, a first side span cast-in-situ section, a second side span cast-in-situ section and a temporary supporting device; wherein,,
the first side span cast-in-situ section is rigidly connected with the pier top of the first limb column of the common rigid frame pier, and the second side span cast-in-situ section is rigidly connected with the pier top of the second limb column of the common rigid frame pier;
the temporary supporting device is arranged between the first side span cast-in-situ section and the second side span cast-in-situ section;
the temporary high-strength screw thread thick steel bar passes through a through hole arranged on the temporary supporting device so as to connect the first side span cast-in-place section and the second side span cast-in-place section;
the first side span cantilever section is connected with the first side span cast-in-situ Duan Gang, and the second side span cantilever section is connected with the second side span cast-in-situ Duan Gang;
erecting a pier side support on the bearing platform to the pier top, hoisting and fixing a temporary supporting device to the middle of the first side span cast-in-place section and the second side span cast-in-place section, wherein the thickness of the temporary supporting device is the width of the middle of the first side span cast-in-place section and the second side span cast-in-place section; the contact surfaces of the temporary supporting device and the first side span cast-in-situ section and the second side span cast-in-situ section on two sides are coated with release agents;
casting a first side span cantilever section and a second side span cantilever section by using a hanging basket, and synchronously stretching each stage of the first side span cantilever section and the second side span cantilever section to a folding section by adopting a short rope in a temporary steel rope and a long rope in the temporary steel rope in a staged manner;
further comprises: the first middle pier cantilever side span and the second middle pier cantilever side span; wherein,,
the first side span cantilever section is connected with the first middle pier cantilever side span section through closure Duan Gang;
the second side span cantilever section is connected with the second middle pier cantilever side span section through closure Duan Gang; wherein,,
one end of the first permanent web steel cable is connected with the steel cable of the cantilever side span section of the first middle pier through a connector, and the other end of the first permanent web steel cable sequentially passes through the corrugated pipe of the cantilever side span section and the reserved pore canal of the cast-in-situ side span section and penetrates out to the web tensioning notch;
one end of the second permanent web steel cable is connected with the steel cable of the second middle pier cantilever side span section through a connector, and the other end of the second permanent web steel cable sequentially passes through the corrugated pipe of the second side span cantilever section and the reserved pore canal of the second side span cast-in-situ section to penetrate out to a web tensioning notch;
one end of the first permanent bottom plate steel cable is fixed on the bottom plate tooth block of the cantilever side span section of the first middle pier, and the other end of the first permanent bottom plate steel cable sequentially passes through the corrugated pipe of the cantilever side span section and the reserved pore canal of the cast-in-situ side span section and penetrates out to the web tensioning notch;
one end of the second permanent bottom plate steel cable is fixed on the bottom plate tooth block of the second middle pier cantilever side span section, and the other end of the second permanent bottom plate steel cable sequentially passes through the corrugated pipe of the second side span cantilever section and the reserved pore canal of the second side span cast-in-situ section to penetrate out to the web tensioning notch.
5. The temporary T-frame of claim 4, wherein the common rigid frame pier has an inter-limb tie beam disposed intermediate the first limb and the second limb.
6. The temporary T structure according to claim 4, wherein the temporary supporting device is a prefabricated steel shell, a prefabricated concrete structure with a built-in steel skeleton, and a hanging ring is arranged on the top surface.
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| CN111851318B (en) * | 2020-09-04 | 2021-09-07 | 安徽省交通建设股份有限公司 | Side span formwork system of cantilever bridge and its construction method |
| CN112779852B (en) * | 2021-03-19 | 2023-02-03 | 上海市城市建设设计研究总院（集团）有限公司 | V-brace segment of hollow continuous girder bridge and its construction method adapted to soft soil foundation area |
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| KR101124514B1 (en) * | 2009-04-17 | 2012-03-15 | 홍석희 | Scaffolding girder introducing prestress using a device generating tension in steel wire and prestress introducing method thereof |
| CN201526011U (en) * | 2009-07-14 | 2010-07-14 | 四川路桥桥梁工程有限责任公司 | Assembly type non-bracket casting side span cast-in-situ section and closure section in continuous rigid structure |
| KR100969005B1 (en) * | 2009-11-06 | 2010-07-09 | 동아대학교 산학협력단 | Constructing method of suspension bridge and temporary cable therefor |
| CN102425117B (en) * | 2011-12-26 | 2014-01-15 | 中铁大桥局股份有限公司 | Construction method for non-cantilever sections of sidespans of multiplex continuous beam or steel-constructed beam |
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| CN203795292U (en) * | 2014-03-27 | 2014-08-27 | 广州瀚阳工程咨询有限公司 | Bearing-free prestressed concrete continuous rigid frame bridge with double-wall piers |
| CN106906733A (en) * | 2017-02-20 | 2017-06-30 | 湖南科技大学 | One kind is without the small side main span of end bay closure section than continuous rigid frame bridge and its construction method |
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| CN207314161U (en) * | 2017-10-26 | 2018-05-04 | 中铁第四勘察设计院集团有限公司 | A kind of temporary T structure of no bearing continuous rigid frame end bay beam section composition |
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