CN115125821A - Longitudinally segmented steel concrete mixed prefabricated small box girder bridge and construction method - Google Patents
Longitudinally segmented steel concrete mixed prefabricated small box girder bridge and construction method Download PDFInfo
- Publication number
- CN115125821A CN115125821A CN202210959974.7A CN202210959974A CN115125821A CN 115125821 A CN115125821 A CN 115125821A CN 202210959974 A CN202210959974 A CN 202210959974A CN 115125821 A CN115125821 A CN 115125821A
- Authority
- CN
- China
- Prior art keywords
- section
- prefabricated
- steel
- small box
- sections
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
-
- 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
-
- 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
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/268—Composite concrete-metal
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
本发明公开了纵向分段钢混凝土混合预制小箱梁桥及施工方法；桥梁在横桥向布置两道以上混合预制小箱梁；每两个相邻的混合预制小箱梁之间均通过小箱梁横向现浇段及横向现场焊接缝连接；每一混合预制小箱梁均采用节段法制造成形，在在顺桥向分为6种类型的节段，包括边支点节段，横梁预制段，边跨变高段，中支点横梁段，中跨变高段和钢‑混组合梁段，均通过沿顺桥向设置的预应力钢束张拉后紧密地连接在一起。施工时，依次对每一混合预制小箱梁的节段进行制造、拼接和横向连接。本发明的而应用能够确保小箱梁的运输及吊装均可通过常规设备完成，降低施工难度，提高施工速度。
The invention discloses a longitudinal segmented steel-concrete mixed prefabricated small box girder bridge and a construction method; more than two mixed prefabricated small box girders are arranged in the transverse bridge direction of the bridge; The horizontal cast-in-place section of the box girder and the horizontal on-site welding seam are connected; each mixed prefabricated small box girder is manufactured and formed by the section method, and is divided into 6 types of sections along the bridge direction, including the edge fulcrum section, the cross beam prefabricated section Section, side span variable height section, middle fulcrum beam section, mid span variable height section and steel-concrete composite beam section are all tightly connected together by prestressed steel bundles arranged along the bridge direction after tensioning. During construction, the segments of each mixed prefabricated small box girder are fabricated, spliced and laterally connected in turn. The application of the invention can ensure that the transportation and hoisting of the small box girder can be completed by conventional equipment, thereby reducing the construction difficulty and improving the construction speed.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a small box girder bridge prefabricated by mixing longitudinal segmented steel concrete and a construction method.
Background
In the prefabricated small box girder bridge (such as an urban viaduct) adopted by an urban bridge, a standardized assembly type structure is designed.
In the prior art, the span of the standard segment is 25m to 35m, and from the upper part to the lower part: the prefabricated concrete box girder comprises a prefabricated concrete small box girder, a prefabricated capping beam, a prefabricated bridge pier, a cast-in-place bearing platform, a prefabricated reinforcement cage, a cast-in-situ pile, a prefabricated reinforcement cage and a prefabricated anti-collision wall which is prefabricated together with a side beam.
In the prior art, the limitations of the application of the small box girder mainly include the following points:
(1) the applicable span is not large. Due to factors such as land transportation, field hoisting and the like, the common span of the small box girder is as large as 35m, and the small box girder with the bridge span of more than 40m is not suitable any more.
(2) The lower cover beam is large in size. The small box girder is a multi-girder bridge span, the general lower part is provided with a bent cap, and when the bridge width reaches more than six lanes, the bent cap is large in size and difficult to transport and hoist.
Therefore, how to solve the application problem of the small box girder becomes a technical problem which needs to be solved urgently by the technical personnel in the field.
Disclosure of Invention
In view of the defects in the prior art, the invention provides a small box girder bridge prefabricated by mixing longitudinal segmented steel and concrete and a construction method thereof, and aims to ensure that the transportation and hoisting of the small box girder can be completed by conventional equipment, reduce the construction difficulty and improve the construction speed.
In order to achieve the purpose, the invention discloses a small box girder bridge prefabricated by longitudinally segmenting steel concrete; more than two mixed prefabricated small box girders are arranged in the transverse bridge direction of the bridge; every two adjacent small mixed prefabricated box girders are connected through small box girder transverse cast-in-place sections and transverse field welding seams;
for the bridge only provided with two mixed prefabricated small box girders in the transverse bridge direction, the two mixed prefabricated small box girders are both boundary girders;
for a bridge with more than three hybrid prefabricated small box girders arranged in the transverse bridge direction, two hybrid prefabricated small box girders positioned on two sides of the transverse bridge direction are both edge girders, and each hybrid prefabricated small box girder positioned between the two edge girders is a middle girder;
each small mixed prefabricated box girder is manufactured and formed by adopting a section method, and sequentially comprises an edge fulcrum section, a beam prefabricated section, an edge span heightening section, a middle fulcrum beam section, a middle span heightening section and a steel-concrete combined beam section along the bridge direction, and the edge fulcrum section, the beam prefabricated section, the edge span heightening section, the middle fulcrum beam section, the middle span heightening section and the steel-concrete combined beam section are tightly connected together after being tensioned by a prestressed steel beam arranged along the bridge direction;
each side fulcrum section comprises a small box girder box body inner prefabricated part, a small box girder box body outer top plate prefabricated part and a side fulcrum beam prefabricated part;
each side fulcrum section of the mixed prefabricated small box girder serving as the side girder is provided with a side fulcrum beam prefabricated part;
the side fulcrum sections of the small hybrid prefabricated box girders, which are used as the middle girders, are provided with two side fulcrum beam prefabricated parts;
each beam prefabricated section comprises a small box girder box body inner prefabricated part, a small box girder box body outer top plate prefabricated part and an inner beam prefabricated part;
the beam prefabricating section of each mixed prefabricated small box beam serving as the edge beam is provided with one inner beam prefabricating part;
the beam prefabricating section of each mixed prefabricated small box beam serving as the middle beam is provided with two inner beam prefabricating parts;
each side span height-changing section comprises a small box girder box body inner part and a small box girder box body outer top plate prefabricated part;
each middle fulcrum beam section comprises a small box girder box body inner prefabricated part, a small box girder box body outer top plate prefabricated part and a middle fulcrum beam prefabricated part;
each middle fulcrum beam section of the small hybrid prefabricated box beam serving as the edge beam is provided with a middle fulcrum beam prefabricated part;
the middle fulcrum beam section of each mixed prefabricated small box beam serving as the middle beam is provided with two middle fulcrum beam prefabricated parts;
each midspan variable-height section comprises a small box girder box body inner part and a small box girder box body outer top plate prefabricated part;
each steel-concrete combined beam section comprises a combined beam section steel structure prefabricated part, a combined beam section cross beam prefabricated part and a combined beam section top plate concrete cast-in-place part;
each combined beam section top plate concrete cast-in-place part comprises two embedded sections and a rear mounting section which comprises a residual cutting part and a rear mounting section welded with the embedded sections
Each steel-concrete combined beam section of the mixed prefabricated small box beam serving as the edge beam is provided with a plurality of combined beam section beam prefabricated parts towards the inner side direction;
the steel-concrete combined beam section of each mixed prefabricated small box beam serving as the middle beam is provided with a plurality of combined beam section beam prefabricated parts towards the directions of two sides;
and concrete cantilever arms are arranged on the outer sides of the steel-concrete combined beam sections of the mixed prefabricated small box beams serving as the side beams.
Preferably, an in-vivo prestress system is arranged in each side fulcrum section, each beam prefabricated section, each side span height-changing section, each middle fulcrum beam section and each middle span height-changing section;
each boundary beam and the middle beam, each middle fulcrum beam section, each middle span height-changing section and each steel-concrete combined beam section are provided with an external prestress system.
Preferably, each side fulcrum section, each cross beam prefabricated section, each side span variable-height section, each middle fulcrum cross beam section and each middle span variable-height section are provided with a shear key at a splicing seam along the bridge direction of the prefabricated part of the small box girder box body.
Preferably, each side fulcrum section, each beam prefabricated section, each side-span variable-height section, each middle fulcrum beam section and each middle-span variable-height section are coated with epoxy resin glue along the bridge joint seam before splicing.
Preferably, each mid-span height-changing section and each steel-concrete composite beam section connecting position are provided with a steel-concrete combining section along the bridge direction;
the cross section of each steel-concrete combined section is divided into a plurality of small box chambers;
a stud shear key is arranged in the top plate and the bottom plate of each small box chamber;
each roof all sets up pours the hole.
Preferably, the length of each beam prefabricated section along the bridge direction is 0.3-0.5 m;
the length of each transverse side span height-changing section, each middle fulcrum beam section and each middle span height-changing section in the bridge direction is 9.6-10 m;
the beam height of each side fulcrum section, each beam prefabricated section and each steel-concrete combined beam section is 2.2 m;
the beam height of the middle cross beam of each middle fulcrum cross beam section in the beam range is 4.0 m;
the height of each middle cross beam on two sides along the bridge direction is 3.3m to 3.8 m;
the height of each side-span variable section and each mid-span variable section is 2.2m to 3.8 m;
the distance between the precast beams of each beam precast section, each side span height-changing section, each middle fulcrum beam section and each middle span height-changing section is 4.1m, and cast-in-situ wet joints of 1.1m are arranged among the precast beams;
the distance between the precast beams of each middle fulcrum beam section is 4.1m, and glue joints are arranged between the precast beams;
the steel beam space of each steel-concrete combined beam section is 4.1m, and the top plate of each steel-concrete combined beam section is cast in place;
the beam width of the side fulcrum section, the cross beam prefabricating section, the side span height-changing section, the middle span height-changing section and the middle fulcrum cross beam section of each mixed prefabricated small box beam serving as the middle beam is 3.0 m;
the beam width of the middle fulcrum beam section of each mixed prefabricated small box beam serving as the middle beam is 4.1 m;
the steel beam width of the steel-concrete combined beam section of each mixed prefabricated small box beam serving as the middle beam is 3.0 m;
the beam width of the side fulcrum section, the cross beam prefabrication section, the side span height-changing section, the middle fulcrum cross beam section and the middle span height-changing section of each mixed prefabricated small box beam serving as the side beam is 3.6 m;
the beam width of the middle supporting point beam section of each mixed prefabricated small box beam serving as the edge beam is 4.15 m;
the width of the steel beam of the steel-concrete combined beam section of each mixed prefabricated small box girder as the boundary beam is 3.0m, and the outer side of the steel beam section is provided with a concrete cantilever arm of 0.6 m;
the thickness of a top plate of the prefabricated part in the box body of each side fulcrum section, each side span height-changing section, each middle fulcrum beam section and each middle span height-changing section is 0.2m to 0.25m, the thickness of a web plate is 0.22m to 0.35m, and the thickness of a bottom plate is 0.2m to 0.35 m;
the thickness of the prefabricated part of the outer top plate of each small box girder box body is 0.25 m;
the thickness of each beam prefabricated section is 0.3 m;
the thickness of a top plate of a steel beam prefabricated part of each steel-concrete combined beam section is 16mm, the thickness of a web plate is 20mm, and the thickness of a bottom plate is 30 mm;
the thickness of the cast-in-place concrete roof of each steel-concrete composite beam section is 250 mm;
the thickness of the beam prefabricated part of each combined beam section is 16 mm;
the top and bottom plates of the steel beam prefabricated part of each steel-concrete composite beam section are provided with 16x160mm longitudinal stiffening ribs, and the distance between the longitudinal stiffening ribs is 400 mm;
the web plate of the steel beam prefabricated part of each steel-concrete composite beam section is provided with 20x200mm transverse stiffening ribs, the transverse stiffening ribs are 4m in the bridge-wise distance, 12mm transverse partition plates are arranged, and the transverse partition plates are 4m in the bridge-wise distance;
each transverse stiffening rib is spaced from the adjacent diaphragm plate by 2 m;
each diaphragm plate is provided with a manhole with the diameter of 600 mm;
the length of each steel-concrete combined section in the bridge direction is 3.4m, and each steel-concrete combined section comprises a height-changing section of 1.4m and an equal-height section of 2.0 m;
the beam height of each high-rise section is 2.2m to 2.34 m;
the height of each equal-height section is 2.2 m;
a top plate and a bottom plate of each steel-concrete combined section are respectively provided with a steel bundle anchoring area with the height of 0.5 m;
and each steel-concrete combined section is provided with a field splicing seam at a position of 0.5m to the steel beam side.
The invention also provides a construction method of the longitudinal segmented steel concrete mixed prefabricated small box girder bridge, which comprises the following steps:
2, splicing sections of each mixed prefabricated small box girder;
and 3, transversely connecting each small hybrid prefabricated box girder.
Preferably, the step 1 comprises the following steps:
step 1.1, manufacturing a beam prefabricating section and a middle fulcrum beam section of each mixed prefabricated small box beam;
each beam prefabricated section and each middle fulcrum beam section are manufactured by adopting a set of steel templates, one beam prefabricated section and the other beam prefabricated section are manufactured after demolding and maintenance;
each beam prefabricated section and each middle fulcrum beam section are respectively provided with 2 splicing seams, and each splicing seam is provided with a plurality of shear keys;
each shear key is assisted by an end template which is completely matched with the shape of the shear key in the manufacturing stage to form concrete, and is fixed with a steel shell of a steel-concrete combined section of the corresponding hybrid precast box girder through welding shear nails;
step 1.2, manufacturing an edge-span high-changing section of each mixed prefabricated small box girder and a mid-span high-changing section containing a steel-concrete combined section;
the outer template and the inner template of the template used in the manufacturing process are steel templates;
the end templates of the templates used in the manufacturing process comprise corresponding cross-inner side splicing seams of the beam prefabricated sections, corresponding cross-inner side splicing seams of the middle fulcrum beam sections and corresponding steel-concrete combined beam section splicing seams;
before concrete is poured, a release agent is coated on the contact surface of the steel template and the concrete, the surface of the inside-crossing splicing seam of the side-span variable-height section and the surface of the inside-crossing splicing seam of the middle-span variable-height section;
step 1.3, manufacturing a side supporting point section of each mixed prefabricated small box girder and a steel structure part of a steel-concrete combined girder section;
for each side pivot section, an outer template, an inner template and an outer side spanning end template of the template are all corresponding steel templates;
the cross-inner side end template is a cross-outer side splicing seam of the side fulcrum section;
the steel beam embedded section and the mid-span variable-height section in each steel-concrete combined section are prefabricated and assembled into a whole in a factory, transported to the site and installed together with the corresponding mid-span variable-height section;
after finishing, welding the corresponding steel beam rear mounting section with the steel beam embedded section by adopting a margin cutting method;
before concrete is poured, a release agent is coated on the contact surface of the corresponding steel template and the concrete and the surface of the edge fulcrum section across the outer splicing seam.
Preferably, the step 2 comprises the following steps:
2.1, when the sections of each mixed prefabricated small box girder are spliced along the bridge direction, the method comprises the following steps: the corresponding side fulcrum sections, the corresponding beam prefabricated sections, the corresponding side span height-changing sections, the corresponding middle fulcrum beam sections, the corresponding middle span height-changing sections and the corresponding steel-concrete combined beam sections are sequentially hoisted and mounted on a support, 1m intervals are reserved among splicing seams, and after the splicing seams are formed into a single beam through gluing and tensioning, the single beam is transversely connected into a whole;
and 2.2, coating epoxy resin glue on each splicing seam, wherein the total number of the splicing seams is 8. The thickness of the epoxy resin glue coated on each splicing seam is 1mm to 3 mm;
2.3, arranging temporary buttresses at two sides of a middle pier of the bridge, arranging permanent supports on the middle pier, placing 2 cushion blocks on the temporary buttresses, hoisting a middle fulcrum beam section, placing the middle fulcrum beam section onto the permanent supports on the middle pier, supporting two ends of the corresponding sections on the cushion blocks, and keeping the top edge of the middle fulcrum beam section at the center in a horizontal state; the distance between the outer side of each cushion block and the corresponding splicing seam of the corresponding segment is 0.5 m;
step 2.4, each cushion block has the following functions:
the elevation of the supported structure in the vertical direction is adjusted by 1mm to 20 mm;
fine-adjusting the turning gradient 1/2500-20/2500 of the supported structure in the transverse bridge direction;
micro-adjusting the supported structure at a position along the bridge direction by 1mm to 20 mm;
2.5, respectively hoisting each side span heightening section and each middle span heightening section and moving to the vicinity of the corresponding middle fulcrum beam section;
keeping the distance between the splicing seam of each side span height-changing section and each middle span height-changing section and the splicing seam of the corresponding middle fulcrum beam section by 20 mm;
enabling the top edge of the splicing seam of each side span height-changing section and each middle span height-changing section to be higher than the top edge of the splicing seam of the corresponding middle fulcrum beam section by more than 20 mm;
placing 2 cushion blocks under each side-span height-changing section and each middle-span height-changing section respectively;
adjusting the bearing surfaces of the cushion blocks to be flush with the bottom edges of the splicing seams of the segments, and then lowering each corresponding side-span variable-height section and each corresponding middle-span variable-height section and supporting the side-span variable-height section and each corresponding middle-span variable-height section on the corresponding cushion block;
slightly adjusting the cushion blocks to enable the cross section of the splicing seam of each corresponding side span height-changing section and each corresponding middle span height-changing section to be aligned with the cross section of the splicing seam of the middle fulcrum beam section in the forward bridge direction and the transverse bridge direction;
2.6, installing temporary prestress tensioning devices on the top plate and the bottom plate in the box body of each side span height-changing section, each middle fulcrum beam section and each middle span height-changing section, tensioning temporary prestress, enabling splicing seams of the side span height-changing section, the middle span height-changing section and the middle fulcrum beam section to be tightly combined, and extruding the epoxy resin glue coated on the splicing seams;
the tight combination means that the average pre-stress of the corresponding splicing seams is not less than 0.5 Mpa;
2.7, hoisting each side fulcrum section and the corresponding beam prefabricated section, moving the side fulcrum section and the corresponding beam prefabricated section to the vicinity of the corresponding side span heightening section, keeping the distance between the splicing seam of the corresponding side fulcrum section and the corresponding beam prefabricated section and the splicing seam of the corresponding beam prefabricated section and the corresponding side span heightening section at 20mm respectively, and making the top edge of the splicing seam of the corresponding side fulcrum section and the corresponding beam prefabricated section higher than the top edge of the splicing seam of the corresponding side span heightening section by more than 20 mm;
placing 2 cushion blocks under each side supporting point segment, and placing 1 cushion block under the corresponding beam prefabricated segment;
adjusting the bearing surface of each cushion block to be flush with the bottom edge of the splicing seam of the corresponding side span high-rise section;
then, corresponding edge placing fulcrum sections and corresponding beam prefabricated sections are arranged and supported on corresponding cushion blocks;
slightly adjusting the cushion blocks to enable the cross sections of the splicing seams of the corresponding side fulcrum sections and the corresponding beam prefabricated sections to be aligned with the cross sections of the splicing seams of the corresponding side span height-increasing sections in the forward bridge direction and the transverse bridge direction;
the 3 cushion blocks are respectively positioned at two ends of the corresponding side fulcrum sections and in the middle of the corresponding beam prefabricated section, and the distance between the outer side of each cushion block and the corresponding splicing seam on the two sides and the corresponding beam end is 0.5 m;
step 2.8, installing temporary prestress tensioning devices on each side supporting point section and the top plate and the bottom plate in the box body of the corresponding midspan variable-height section, and tensioning temporary prestress;
respectively and tightly combining the fulcrum sections corresponding to the edges with the splicing seams of the beam prefabricated sections and the corresponding edge span height-increasing sections, and extruding epoxy resin glue coated on the splicing seams;
2.9, hoisting each steel-concrete combined beam section and moving the steel-concrete combined beam section to the vicinity of the corresponding mid-span high-height section; enabling the lower edge of each steel-concrete composite beam section to be more than 20mm away from the upper edge of the corresponding mid-span height-variable section;
placing 2 cushion blocks under each steel-concrete combined beam section;
then margin cutting is carried out according to the margin dividing line of each steel-concrete composite beam section;
after the allowance cutting is finished, lowering and supporting each steel-concrete combined beam section on the cushion block;
micro-adjusting the cushion blocks, aligning the cross sections of the splicing seams of each steel-concrete combined beam section and the corresponding midspan height-changing section in the forward bridge direction and the transverse bridge direction, and then welding the splicing seams on site;
and 2.10, mounting prestressed reinforcements, mounting anchorage devices of the prestressed reinforcements, tensioning the prestressed reinforcements, mounting clamping pieces of the anchorage devices of the prestressed reinforcements, pouring cement slurry into the prestressed pipeline until the prestressed pipeline is compact, sealing the anchorage devices, and removing the temporary prestressed tensioning devices to complete the assembly of each mixed prefabricated small box girder.
Preferably, the step 3 comprises the following steps:
step 3.1, installing the reinforcing steel bars of each beam prefabricated section, the full-length reinforcing steel bars of each small box girder box body outer top plate cast-in-place section and the concrete top plate full-length reinforcing steel bars of each steel-concrete combined beam section on site;
the through-length steel bar is a whole steel bar, or a steel bar lengthened by welding or binding and overlapping the lengthened steel bar, wherein the length of the through-length steel bar is basically consistent with the total length of one mixed prefabricated small box girder, and the through-length steel bar penetrates into a closed area surrounded by transverse steel bars of adjacent mixed prefabricated small box girders from a front pivot until reaching a rear pivot;
and 3.2, casting concrete of the cast-in-place section of the outer top plate of the box body of each concrete section small box girder, concrete of the corresponding beam prefabrication section and corresponding concrete of the top plate of the steel-concrete composite beam section in situ.
The invention has the beneficial effects that:
1. the invention longitudinally segments the mixed prefabricated small box girder, can ensure that the transportation and the hoisting of the small box girder can be completed by conventional equipment, reduces the construction difficulty and improves the construction speed.
2. The steel beam section is arranged in the span, so that the spanning capacity of the structure can be improved, and the span application range of the small box girder structure is enlarged.
3. The arrangement of the steel-concrete combined section ensures that the concrete section and the steel structure section are well combined and force transmission is smooth.
4. The rubber joint can accelerate the construction speed, and the shearing resistance of the joint is improved by arranging the key teeth.
5. The small box girder has a small section, and the arrangement of the internal and external mixed beams can effectively utilize the limited section space and meet the requirement of prestress arrangement.
6. The arrangement of the slowly-bonded steel strand and the deeply-buried anchor can accelerate the construction speed and improve the construction quality.
7. The construction sequence of the invention ensures the structure feasibility, ensures that the construction process conforms to the stress principle of the structure design, and is convenient for guiding construction.
The conception, the specific structure and the technical effects of the present invention will be further described with reference to the accompanying drawings to fully understand the objects, the features and the effects of the present invention.
Drawings
FIG. 1 shows a plan view of a hybrid precast box girder in an embodiment of the present invention.
Figure 2 shows an elevation view of a hybrid prefabricated trabecular in one embodiment of the invention.
FIG. 3 illustrates a mid-span cross-sectional view of a hybrid prefabricated box girder according to an embodiment of the present invention.
FIG. 4 shows a cross-sectional view of an edge-span of a hybrid precast box girder according to an embodiment of the present invention.
Fig. 5 shows a cross-sectional view of a fulcrum in a hybrid precast box girder according to an embodiment of the present invention.
FIG. 6 shows a cross-sectional view of an edge-span pivot point of a hybrid precast box girder according to an embodiment of the present invention.
FIG. 7 shows a layout of hybrid precast box girder inner bundle pretensioned steel bundles in accordance with an embodiment of the present invention.
FIG. 8 shows an arrangement of post-tensioned steel bundles in a hybrid prefabricated box girder according to an embodiment of the invention.
Fig. 9 shows an arrangement diagram of the hybrid prefabricated small box girder external-bundle post-tensioning steel bundle in one embodiment of the invention.
Fig. 10 shows an elevation view of a steel-concrete composite beam segment in an embodiment of the present invention.
FIG. 11 shows a cross-sectional view AA in FIG. 10 of the present invention.
FIG. 12 shows a block diagram at AA in FIG. 10 of the present invention.
FIG. 13 shows a schematic diagram of the implementation of step 1 in an embodiment of the present invention.
FIG. 14 shows a schematic diagram of the implementation of step 2 in an embodiment of the present invention.
FIG. 15 shows a schematic diagram of the implementation of step 3 in an embodiment of the present invention.
FIG. 16 is a schematic representation of the completion of construction in one embodiment of the present invention.
Detailed Description
Examples
As shown in fig. 1 to 12, the small box girder bridge is prefabricated by mixing longitudinal sectional steel and concrete; more than two mixed prefabricated small box girders are arranged in the transverse bridge direction of the bridge; every two adjacent mixed prefabricated small box girders are connected through small box girder transverse cast-in-place sections and transverse field welding seams;
for the bridge only provided with two mixed prefabricated small box girders in the transverse bridge direction, the two mixed prefabricated small box girders are both boundary girders;
for a bridge with more than three hybrid prefabricated small box girders arranged in the transverse bridge direction, two hybrid prefabricated small box girders positioned on two sides of the transverse bridge in the transverse bridge direction are both edge girders, and each hybrid prefabricated small box girder positioned between the two edge girders is a middle girder;
each mixed prefabricated small box girder is manufactured and formed by adopting a section method, and is divided into 6 types of sections along the bridge direction, wherein the sections comprise an edge fulcrum section, a beam prefabricated section, an edge span height-changing section, a middle fulcrum beam section, a middle span height-changing section and a steel-concrete combined beam section, and are tightly connected together after being tensioned by a prestressed steel beam arranged along the bridge direction;
each side fulcrum section comprises a prefabricated part in the small box girder box body, a prefabricated part of a top plate outside the small box girder box body and a prefabricated part of a side fulcrum beam;
each edge fulcrum section of the mixed prefabricated small box girder as an edge girder is provided with an edge fulcrum beam prefabricated part;
the edge fulcrum sections of the mixed prefabricated small box girders, which are used as the middle girders, are provided with two edge fulcrum beam prefabricated parts;
each beam prefabricated section comprises a small box girder box body inner prefabricated part, a small box girder box body outer top plate prefabricated part and an inner beam prefabricated part;
each beam prefabricating section of the mixed prefabricated small box beam serving as the boundary beam is provided with an inner beam prefabricating part;
the beam prefabricating section of each mixed prefabricated small box beam serving as the middle beam is provided with two inner beam prefabricating parts;
each side span height-changing section comprises a small box girder box body inner part and a small box girder box body outer top plate prefabricated part;
each middle fulcrum beam section comprises a small box girder box body inner prefabricated part, a small box girder box body outer top plate prefabricated part and a middle fulcrum beam prefabricated part;
the middle fulcrum beam section of each mixed prefabricated small box beam serving as the boundary beam is provided with a middle fulcrum beam prefabricated part;
the middle fulcrum beam section of each mixed prefabricated small box beam serving as the middle beam is provided with two middle fulcrum beam prefabricated parts;
each mid-span height-changing section comprises a small box girder box body inner part and a small box girder box body outer top plate prefabricated part;
each steel-concrete combined beam section comprises a combined beam section steel structure prefabricated part, a combined beam section cross beam prefabricated part and a combined beam section top plate concrete cast-in-place part;
each combined beam section top plate concrete cast-in-place part comprises two embedded sections and a rear mounting section which comprises a residual cutting part and a rear mounting section welded with the embedded sections
A plurality of combined beam section beam prefabricated parts are arranged towards the inner side direction of each steel-concrete combined beam section of each mixed prefabricated small box beam serving as the boundary beam;
each steel-concrete combined beam section of the mixed prefabricated small box beam serving as the middle beam is provided with a plurality of combined beam section beam prefabricated parts towards the directions of two sides;
and concrete cantilever arms are arranged on the outer sides of the steel-concrete combined beam sections of the mixed prefabricated small box beams serving as the boundary beams.
In practical application, the adjustment of the total length of the hybrid prefabricated small box girder in the bridge direction is realized by adjusting the lengths of the side fulcrum sections and the steel-concrete composite girder sections in the bridge direction. The length of the side span variable-height section, the middle fulcrum beam section and the mid-span variable-height section along the bridge direction is not adjusted.
The boundary beam can adapt to the change of the plane bridge width by adjusting the size of the cantilever arm.
In some embodiments, an in-vivo prestress system is arranged in each side fulcrum section, each beam prefabricated section, each side-span height-changing section, each middle fulcrum beam section and each middle-span height-changing section;
each boundary beam, the middle beam, each middle pivot beam section, each middle span height-changing section and each steel-concrete combined beam section are provided with an external prestress system.
In practical application, the in vivo prestress system is divided into a pre-tensioning method and a post-tensioning method. The prestressed system comprises: the steel strand, the corrugated pipe, the anchorage device and the like are all conventional materials and design means, and the patent is not detailed;
the in vitro pre-stress system comprises: steel strand wires, corrugated pipes, anchors and the like are all conventional materials and design means, and the patent does not describe in detail.
In certain embodiments, each side fulcrum section, each cross beam prefabricated section, each side span high section, each middle fulcrum cross beam section and each middle span high section are provided with a shear key at the joint seam along the bridge direction of the prefabricated part of the small box girder box body.
In practical application, the shear key belongs to the conventional design, and the details are not described in the patent.
In certain embodiments, each side pivot segment, each beam precast segment, each side span elevation segment, each mid-pivot beam segment, and each mid-span elevation segment are painted with epoxy glue along the bridge splice joint prior to splicing.
In practical application, the epoxy resin adhesive belongs to conventional materials, and the details of the patent are not described.
In certain embodiments, each mid-span height-changing section and each steel-concrete composite beam section connection position are provided with a steel-concrete combination section along the bridge direction;
the cross section of each steel-concrete combined section is divided into a plurality of small box chambers;
the top plate and the bottom plate of each small box chamber are internally provided with a stud shear key;
each top plate is provided with a pouring hole.
In some embodiments, the length of each beam prefabricated section along the bridge direction is 0.3m to 0.5 m;
the length of each transverse side span height-changing section, each middle fulcrum beam section and each middle span height-changing section in the bridge direction is 9.6-10 m;
the beam height of each side fulcrum section, each cross beam prefabricated section and each steel-concrete combined beam section is 2.2 m;
the beam height of the middle cross beam of each middle fulcrum cross beam section in the beam range is 4.0 m;
the height of each middle cross beam along the bridge direction is 3.3m to 3.8 m;
the beam height of each side span height-changing section and each middle span height-changing section is 2.2m to 3.8 m;
the distance between the precast beams of each beam precast section, each side span height-changing section, each middle fulcrum beam section and each middle span height-changing section is 4.1m, and cast-in-situ wet joints of 1.1m are arranged among the precast beams;
the distance between the precast beams of each middle fulcrum beam section is 4.1m, and glue joints are arranged between the precast beams;
the steel beam space of each steel-concrete combined beam section is 4.1m, and the top plate of each steel-concrete combined beam section is cast in situ;
the beam width of each side fulcrum section, the beam prefabrication section, the side span height changing section, the middle span height changing section and the middle fulcrum beam section of the mixed prefabricated small box beam serving as the middle beam is 3.0 m;
the beam width of the middle fulcrum beam section of each mixed prefabricated small box beam serving as the middle beam is 4.1 m;
the width of each steel beam of the steel-concrete combined beam section of each mixed prefabricated small box beam serving as the middle beam is 3.0 m;
the beam width of each side fulcrum section, the beam prefabrication section, the side span height changing section, the middle fulcrum beam section and the middle span height changing section of the mixed prefabricated small box beam serving as the side beam is 3.6 m;
the beam width of the middle supporting point beam section of each mixed prefabricated small box beam serving as the boundary beam is 4.15 m;
the width of each steel beam of the steel-concrete combined beam section of each mixed prefabricated small box beam serving as the side beam is 3.0m, and a concrete cantilever arm of 0.6m is arranged on the outer side of each steel beam;
the thicknesses of top plates of prefabricated parts in the small box girder box bodies of each side fulcrum section, each side span height-changing section, each middle fulcrum beam section and each middle span height-changing section are all 0.2m to 0.25m, the thicknesses of web plates are all 0.22m to 0.35m, and the thicknesses of bottom plates are all 0.2m to 0.35 m;
the thickness of the prefabricated part of the outer top plate of each small box girder box body is 0.25 m;
the thickness of each beam prefabricated section is 0.3 m;
the thickness of the top plate of the steel beam prefabricated part of each steel-concrete combined beam section is 16mm, the thickness of the web plate is 20mm, and the thickness of the bottom plate is 30 mm;
the thickness of the cast-in-place concrete roof of each steel-concrete composite beam section is 250 mm;
the thickness of the beam prefabricated part of each combined beam section is 16 mm;
the top and bottom plates of the steel beam prefabricated part of each steel-concrete combined beam section are provided with 16x160mm longitudinal stiffening ribs, and the distance between the longitudinal stiffening ribs is 400 mm;
the web plate of the steel beam prefabricated part of each steel-concrete composite beam section is provided with 20x200mm transverse stiffening ribs, the transverse stiffening ribs are 4m in the bridge-wise distance, 12mm transverse partition plates are arranged, and the transverse partition plates are 4m in the bridge-wise distance;
each transverse stiffening rib is spaced from the adjacent diaphragm by 2 m;
each diaphragm plate is provided with a manhole with the diameter of 600 mm;
the length of each steel-concrete combined section along the bridge direction is 3.4m, and the steel-concrete combined section comprises a height-changing section of 1.4m and an equal-height section of 2.0 m;
the height of each high-rise section is 2.2m to 2.34 m;
the height of each equal-height section is 2.2 m;
the top plate and the bottom plate of each steel-concrete combined section are respectively provided with a steel bundle anchoring area with the height of 0.5 m;
and a field splicing seam is arranged at a position 0.5m from each steel-concrete combined section to the steel beam side.
As shown in fig. 13 to 16, the present invention also provides a construction method of a longitudinal segmented steel concrete hybrid prefabricated small box girder bridge, comprising the steps of:
and 3, transversely connecting each mixed prefabricated small box girder.
In certain embodiments, step 1 comprises the steps of:
step 1.1, manufacturing a beam prefabricating section and a middle pivot beam section of each mixed prefabricated small box beam;
each beam prefabricated section and each middle supporting point beam section are manufactured by adopting a set of steel templates, and the other beam prefabricated section are manufactured after demolding and maintenance;
each beam prefabricated section and each middle fulcrum beam section are respectively provided with 2 splicing seams, and each splicing seam is provided with a plurality of shear keys;
each shear key is assisted by an end template which is completely matched with the appearance of the shear key in the manufacturing stage to form concrete, and is fixed with a steel shell of a steel-concrete combined section of the corresponding mixed prefabricated small box girder through welding shear nails;
step 1.2, manufacturing a side span height-changing section of each mixed prefabricated small box girder and a mid-span height-changing section containing a steel-concrete combined section;
the outer template and the inner template of the template used in the manufacturing process are steel templates;
the end templates of the templates used in the manufacturing process comprise corresponding cross beam prefabricated sections cross inner splicing seams, corresponding middle fulcrum cross beam sections cross inner splicing seams and steel-concrete composite beam section splicing seams;
before concrete is poured, a release agent is coated on the contact surface of the steel template and the concrete, the surface of the inside-crossing splicing seam of the side-span height-variable section and the surface of the inside-crossing splicing seam of the middle-span height-variable section;
step 1.3, manufacturing a side supporting point section of each mixed prefabricated small box girder and a steel structure part of a steel-concrete combined girder section;
for each side fulcrum section, an outer template, an inner template and an outer side span end template of the used template are corresponding steel templates;
the cross-inner side end template is a cross-outer side splicing seam of the side fulcrum section;
the steel beam embedded section and each mid-span height-changing section in each steel-concrete combined section are prefabricated and assembled into a whole in a factory, and then are transported to the site and installed together with the corresponding mid-span height-changing section;
after finishing, welding the corresponding steel beam rear mounting section with the steel beam embedded section by adopting a margin cutting method;
before concrete is poured, a release agent is coated on the contact surface of the corresponding steel template and the concrete and the surface of the edge fulcrum section which spans the outer splicing seam.
In practical application, each mixed prefabricated small box girder is made of self-compacting concrete with the strength grade not lower than C50, common steel bars with the yield strength not lower than 400MPa and Q355D steel, and the mixed prefabricated small box girders are made of conventional materials.
In certain embodiments, step 2 comprises the steps of:
step 2.1, when the sections of each mixed prefabricated small box girder are spliced along the bridge direction, the method comprises the following steps: the corresponding side fulcrum section, the corresponding beam prefabricated section, the corresponding side span heightening section, the corresponding middle fulcrum beam section, the corresponding middle span heightening section and the corresponding steel-concrete combined beam section are sequentially hoisted and mounted on the bracket, 1m of space is reserved between splicing seams, and the splicing seams are glued and stretched to form a single beam and then are transversely connected to form a whole;
and 2.2, coating epoxy resin glue on each splicing seam, wherein the total number of the splicing seams is 8. The thickness of the epoxy resin glue coated on each splicing seam is 1mm to 3 mm;
step 2.3, arranging temporary buttresses on two sides of a middle pier of the bridge, arranging permanent supports on the middle pier, placing 2 cushion blocks on the temporary buttresses, hoisting the middle fulcrum beam section, placing the middle fulcrum beam section onto the permanent supports on the middle pier, and supporting two ends of corresponding sections on the cushion blocks to enable the top edge of the corresponding middle fulcrum beam section in the center to be kept in a horizontal state; the distance between the outer side of each cushion block and the corresponding splicing seam of the corresponding segment is 0.5 m;
step 2.4, each cushion block has the following functions:
the elevation of the supported structure in the vertical direction is adjusted by 1mm to 20 mm;
fine adjustment of the rolling gradient 1/2500-20/2500 of the supported structure in the transverse bridge direction;
micro-adjusting the supported structure at a position along the bridge direction by 1mm to 20 mm;
2.5, respectively hoisting each side span height-changing section and each middle span height-changing section and moving to the vicinity of the corresponding middle fulcrum beam section;
keeping the distance between the splicing seam of each side span height-changing section and each middle span height-changing section and the splicing seam of the corresponding middle fulcrum beam section at 20 mm;
the top edge of the splicing seam of each side span height-changing section and each middle span height-changing section is higher than the top edge of the splicing seam of the corresponding middle fulcrum beam section by more than 20 mm;
2 cushion blocks are respectively placed under each side-span height-changing section and each middle-span height-changing section;
adjusting the bearing surfaces of the cushion blocks to be flush with the bottom edges of the splicing seams of the segments, and then lowering each corresponding side span variable height section and each corresponding middle span variable height section and supporting the side span variable height sections and the middle span variable height sections on the corresponding cushion blocks;
the micro-adjustment cushion block enables the cross section of the splicing seam of each corresponding side span height-changing section and each corresponding middle span height-changing section to be aligned with the cross section of the splicing seam of the middle fulcrum beam section in the forward bridge direction and the transverse bridge direction;
2.6, installing temporary prestress tensioning devices on the top plate and the bottom plate in the box body of each side span height-changing section, each middle fulcrum beam section and each middle span height-changing section, tensioning temporary prestress, enabling splicing seams of the side span height-changing section, the middle span height-changing section and the middle fulcrum beam section to be tightly combined, and extruding epoxy resin glue coated on the splicing seams;
tightly combining, namely that the average pre-stress of the corresponding splicing seams is not less than 0.5 Mpa;
2.7, hoisting each side fulcrum section and the corresponding beam prefabricated section, moving the side fulcrum section and the corresponding beam prefabricated section to the vicinity of the corresponding side span heightening section, keeping the distance between the splicing seams of the corresponding side fulcrum section and the corresponding beam prefabricated section and the splicing seams of the corresponding side span heightening section at 20mm respectively, and making the top edge of the splicing seam of the corresponding side fulcrum section and the corresponding beam prefabricated section higher than the top edge of the splicing seam of the corresponding side span heightening section by more than 20 mm;
2 cushion blocks are placed under each side fulcrum section, and 1 cushion block is placed under the corresponding beam prefabricated section;
adjusting the bearing surface of each cushion block to be flush with the bottom edge of the splicing seam of the corresponding side span height-changing section;
then, corresponding edge placing fulcrum sections and corresponding beam prefabricated sections are arranged and supported on corresponding cushion blocks;
the micro-adjustment cushion block enables the cross sections of the splicing seams of the corresponding side fulcrum sections and the corresponding beam prefabricated sections to be aligned with the cross sections of the splicing seams of the corresponding side span height-changing sections in the forward bridge direction and the transverse bridge direction;
the 3 cushion blocks are respectively positioned at two ends of the corresponding side fulcrum sections and in the middle of the corresponding beam prefabricated section, and the distance between the outer side of each cushion block and the corresponding splicing seam on the two sides and the corresponding beam end is 0.5 m;
2.8, mounting temporary prestress tensioning devices on the top plate and the bottom plate in the box body of each side fulcrum section and the corresponding midspan variable-height section, and tensioning the temporary prestress;
respectively and tightly combining the corresponding fulcrum sections and the splicing seams of the corresponding beam prefabricated sections on the sides, and the corresponding beam prefabricated sections and the splicing seams of the corresponding side span height-changing sections, and extruding epoxy resin glue coated on the splicing seams;
2.9, hoisting each steel-concrete combined beam section and moving the beam section to the vicinity of the corresponding mid-span height-changing section; enabling the distance between the lower edge of each steel-concrete composite beam section and the corresponding upper edge of the mid-span height-changing section to be more than 20 mm;
placing 2 cushion blocks under each steel-concrete combined beam section;
then margin cutting is carried out according to the margin dividing line of each steel-concrete combined beam section;
after the allowance cutting is finished, lowering and supporting each steel-concrete combined beam section on the cushion block;
the micro-adjusting cushion block aligns the cross sections of the splicing seams of each steel-concrete combined beam section and the corresponding midspan variable-height section in the forward bridge direction and the transverse bridge direction, and then the splicing seams are welded on site;
and 2.10, mounting prestressed reinforcements, mounting an anchorage device of the prestressed reinforcements, tensioning the prestressed reinforcements, mounting clamping pieces of the anchorage device of the prestressed reinforcements, pouring cement slurry into the prestressed pipeline until the prestressed pipeline is compact, sealing the anchorage device, and removing the temporary prestressed tensioning device to complete the assembly of each mixed prefabricated small box girder.
In practical application, the time for splicing the 6 types of segments into a mixed prefabricated small box girder, namely the step 2.2 to the step 2.10, should not exceed 12 hours.
In certain embodiments, step 3 comprises the steps of:
step 3.1, installing the reinforcing steel bars of each beam prefabricated section, the through-length reinforcing steel bars of each small box girder box body outer top plate cast-in-place section and the concrete top plate through-length reinforcing steel bars of each steel-concrete combined beam section on site;
the full-length steel bar means that the length of the full-length steel bar is basically consistent with the total length of one mixed prefabricated small box girder, the full-length steel bar penetrates into a closed area surrounded by transverse steel bars of adjacent mixed prefabricated small box girders from a front pivot until reaching a rear pivot, and the full-length steel bar is a whole steel bar, or a lengthened steel bar is welded or a lengthened steel bar is bound and overlapped;
and 3.2, casting the concrete of the cast-in-place section of the outer top plate of the small box girder box body of each concrete section, the concrete of the corresponding beam prefabrication section and the corresponding concrete of the top plate of the steel-concrete composite beam section in situ.
The foregoing detailed description of the preferred embodiments of the invention has been presented. It should be understood that numerous modifications and variations could be devised by those skilled in the art in light of the present teachings without departing from the inventive concepts. Therefore, the technical solutions available to those skilled in the art through logic analysis, reasoning and limited experiments based on the prior art according to the concept of the present invention should be within the scope of protection defined by the claims.
Claims (10)
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210142361.4A CN114263094A (en) | 2022-02-16 | 2022-02-16 | Longitudinally segmented steel concrete mixed prefabricated small box girder bridge and construction method |
| CN2022101423614 | 2022-02-16 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115125821A true CN115125821A (en) | 2022-09-30 |
| CN115125821B CN115125821B (en) | 2026-02-03 |
Family
ID=80833617
Family Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210142361.4A Pending CN114263094A (en) | 2022-02-16 | 2022-02-16 | Longitudinally segmented steel concrete mixed prefabricated small box girder bridge and construction method |
| CN202210959974.7A Active CN115125821B (en) | 2022-02-16 | 2022-08-11 | Longitudinal sectional steel concrete mixed prefabricated small box girder bridge and construction method |
Family Applications Before (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210142361.4A Pending CN114263094A (en) | 2022-02-16 | 2022-02-16 | Longitudinally segmented steel concrete mixed prefabricated small box girder bridge and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (2) | CN114263094A (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114855584B (en) * | 2022-04-07 | 2024-06-04 | 中铁大桥勘测设计院集团有限公司 | Construction method based on separated ultra-wide prestressed concrete box girder structure |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101242842B1 (en) * | 2012-07-31 | 2013-03-12 | 권예지 | Construction method for corrugated steel plate web-psc composite beam |
| CN104929034A (en) * | 2015-06-25 | 2015-09-23 | 浙江大学 | Small modularized steel-concrete rapid-construction box girder bridge and construction method thereof |
| CN108951399A (en) * | 2018-09-05 | 2018-12-07 | 广州市城市规划勘测设计研究院 | A kind of Single-box multi-chamber box beam bridge and its construction method |
| CN111206488A (en) * | 2020-03-02 | 2020-05-29 | 甘肃省交通规划勘察设计院股份有限公司 | Long-span and widened corrugated web steel box-concrete continuous girder bridge and its construction method |
| CN111778864A (en) * | 2020-07-20 | 2020-10-16 | 上海市城市建设设计研究总院（集团）有限公司 | Bridge with small box girders prefabricated in longitudinal sections and construction method |
| CN112832137A (en) * | 2021-01-07 | 2021-05-25 | 安徽省公路桥梁工程有限公司 | Steel box-concrete combined beam bridge deck formwork system and construction method |
-
2022
- 2022-02-16 CN CN202210142361.4A patent/CN114263094A/en active Pending
- 2022-08-11 CN CN202210959974.7A patent/CN115125821B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101242842B1 (en) * | 2012-07-31 | 2013-03-12 | 권예지 | Construction method for corrugated steel plate web-psc composite beam |
| CN104929034A (en) * | 2015-06-25 | 2015-09-23 | 浙江大学 | Small modularized steel-concrete rapid-construction box girder bridge and construction method thereof |
| CN108951399A (en) * | 2018-09-05 | 2018-12-07 | 广州市城市规划勘测设计研究院 | A kind of Single-box multi-chamber box beam bridge and its construction method |
| CN111206488A (en) * | 2020-03-02 | 2020-05-29 | 甘肃省交通规划勘察设计院股份有限公司 | Long-span and widened corrugated web steel box-concrete continuous girder bridge and its construction method |
| CN111778864A (en) * | 2020-07-20 | 2020-10-16 | 上海市城市建设设计研究总院（集团）有限公司 | Bridge with small box girders prefabricated in longitudinal sections and construction method |
| CN112832137A (en) * | 2021-01-07 | 2021-05-25 | 安徽省公路桥梁工程有限公司 | Steel box-concrete combined beam bridge deck formwork system and construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115125821B (en) | 2026-02-03 |
| CN114263094A (en) | 2022-04-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111778864B (en) | Bridge with longitudinal segmented prefabricated small box girder and construction method | |
| CN105002816B (en) | Prefabricated and assembled fish-belly I-shaped prestressed steel-concrete composite continuous girder bridge and its construction method | |
| US7461427B2 (en) | Bridge construction system and method | |
| CN106758856B (en) | The construction method of the pretensioned prestressing corrugated steel web plate composite box girder of precast block | |
| CN100570065C (en) | Construction methods for PSC girder bridges | |
| CN104762871A (en) | Prestressed concrete-steel tank beam bond beam continuous beam bridge | |
| CN105064196B (en) | The fish belly I-shaped combination of prestressing force steel reinforced concrete simply supported girder bridge and its construction method of precast assembly | |
| CN101424073A (en) | Bridge deck and steel girder second combination method for whole arch precasted steel-concrete composite continuous box girder | |
| CN110846997A (en) | Prefabricated prestressed steel and concrete spliced continuous combination beam and construction method | |
| CN111877182B (en) | Novel construction method for upper structure of multi-chamber continuous UHPC box girder bridge | |
| CN105064200B (en) | Prefabricated and assembled fish-belly truss prestressed steel-concrete composite simply supported beam bridge and its construction method | |
| KR101640921B1 (en) | Precast Concrete Underground Box Structures for Underground Roads and Construction Method of Such Structures | |
| CN110747903A (en) | Porous frame bridge and assembling construction method thereof | |
| CN108951399A (en) | A kind of Single-box multi-chamber box beam bridge and its construction method | |
| CN105064195B (en) | The fish belly Wavelike steel webplate prestressing with bond steel reinforced concrete combination simply supported girder bridge and its construction method of precast assembly | |
| CN211645913U (en) | Prefabricated prestressed steel and concrete spliced continuous combination beam | |
| CN108425317A (en) | Precast segment assembly bridge pier and its construction method | |
| CN114293462A (en) | A bridge deck tongue and groove wet joint connection structure and construction method thereof | |
| CN113718632A (en) | Bent cap structure that segmentation prefabrication was assembled | |
| CN105735099B (en) | Construction time uses the simple supported-to-continuous girder bridge and its construction method of external prestressing | |
| CN115125821B (en) | Longitudinal sectional steel concrete mixed prefabricated small box girder bridge and construction method | |
| CN209114299U (en) | A single box multi-chamber box girder bridge | |
| CN205188793U (en) | Prefabricated fish belly I shape prestressing force steel and concrete composite continuous bridge of assembling | |
| CN113356428B (en) | Prestress superposed integral floor system applied to fabricated building and construction method | |
| CN212452316U (en) | Bridge with small box girders prefabricated in longitudinal sections |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |