CN112281634A - Rib plate hybrid connecting structure with supporting and rear cantilever arms of spine beam bridge - Google Patents
Rib plate hybrid connecting structure with supporting and rear cantilever arms of spine beam bridge Download PDFInfo
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- CN112281634A CN112281634A CN202011195572.1A CN202011195572A CN112281634A CN 112281634 A CN112281634 A CN 112281634A CN 202011195572 A CN202011195572 A CN 202011195572A CN 112281634 A CN112281634 A CN 112281634A
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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
- E01D19/00—Structural or constructional details of 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
- E01D19/00—Structural or constructional details of bridges
- E01D19/06—Arrangement, construction or bridging of expansion joints
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/06—Arrangement, construction or bridging of expansion joints
- E01D19/067—Flat continuous joints cast in situ
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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
- 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
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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
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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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
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
- E01D2101/285—Composite prestressed concrete-metal
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Abstract
The invention provides a spine bridge post-loading cantilever rib plate hybrid connecting structure with a bearing, which is suitable for a spine bridge with a prefabricated composite section of a segment; the rear cantilever arm is a prefabricated concrete member assembled by sections and follows the construction time sequence of gradually erecting the finished core longitudinal beam; the lower edge of the root part of the cantilever rib plate is provided with a prefabricated bearing which is matched with the bearing of the core longitudinal beam in a dry connection manner; the cantilever rib plate is provided with a vertical rear-mounted cantilever rib plate wet joint and a core longitudinal beam wet joint above the prefabricated bearing; the prefabricated bearing and the rear cantilever rib plate wet joint are combined to form a novel hybrid connection. The reasonable rib plate transverse mixed type connecting structure can ensure reliable connection and convenient construction, reduces the risk of high-altitude operation, and is suitable for bridges with various complicated sections, ultrahigh gradual change and curved sections.
Description
Technical Field
The invention belongs to the technical field of bridge components and construction thereof, and particularly relates to a rear cantilever rib plate hybrid connecting structure with a bearing for a spine beam bridge.
Background
The segmental precast and assembled concrete bridge accords with the national industry development direction, has the advantages of environmental protection, small influence on environment and traffic, convenient transportation, quick construction, attractive appearance, durability, low whole life cost and the like, is widely popularized and applied in domestic railway, highway, rail transit and municipal engineering in recent years, and achieves good use effect.
At present, for a large prefabricated section box girder with a wider bridge deck, the transportation size and the hoisting weight restrict, a split type multi-box section is adopted in a conventional method, machines and tools of the scheme have high equipment investment, a pier top beam has high construction difficulty, the construction period is long, the construction cost is high, and the landscape effect is difficult to satisfy. In order to solve the difficult problems of transportation and construction of wide bridge section beams, the concept of a spine beam with a composite section is required to be provided, namely, a section is decomposed into a core longitudinal beam and a rear cantilever arm. Because the construction time sequence that the rear cantilever arm is erected step by step after the core longitudinal beam is formed is followed, the construction progress of the main stressed structure is not influenced by the installation of the cantilever arm, and the composite section spine beam is an efficient construction method at the same time.
Aiming at the structural characteristics and the construction method of the ridge beam with the composite section, a reliable rib plate joint structure is required to be provided, so that a reliable structural system is formed by the cantilever sections and the core longitudinal beam, and the structural performance of the ridge beam is not inferior to that of the traditional cast-in-place beam. At present, the conventional prefabricated segment assembly can adopt two types of seam connection structures such as dry joint or wet joint. For the transverse splicing of the composite section backbone girder bridge, the wet-joint or partial wet-joint hybrid connection scheme has obvious advantages, the scheme is reliable in connection and convenient and fast in construction, and the prefabricated core longitudinal beam and the rear cantilever arm do not need to be matched, so that the composite section backbone girder bridge can better adapt to the complex conditions of ultrahigh gradual change, curve section and the like. However, the construction period of the wet-joint scheme is long, and temporary vertical supports are required to be erected in a long period from the time when the rear cantilever arms are lifted in place to the time when the concrete strength reaches the standard. Considering that a large number of rib plate wet joints exist discretely along the longitudinal bridge direction, if the working procedures of erecting supports one by one, pouring the wet joints and dismantling the supports after maintenance is completed exist in a construction site, the construction efficiency and the construction quality are seriously restricted, and the high-altitude operation risk is greatly increased. Therefore, a hybrid connection solution with prefabricated temporary supports for rear cantilever rib must be provided.
Disclosure of Invention
The invention aims to overcome the technical bottleneck of transportation and construction of large-size segmental girders in the prior art, provides a hybrid connecting structure with a bearing rear cantilever rib plate for a spine girder bridge and a construction method thereof, and achieves the purposes of reliable connection between the rear cantilever rib plate and a core longitudinal girder, convenient construction, promotion of the design and construction key technology of segmental precast and assembled concrete bridges and promotion of the development of segmental girder precast and assembled technology.
In order to achieve the purpose, the technical scheme provided by the invention is as follows: the utility model provides a take backbone girder bridge of bearing back dress cantilever arm floor hybrid connection structure, is applicable to the prefabricated compound cross section backbone girder bridge of segment, its characterized in that: the cantilever arm is a prefabricated concrete member assembled by sections and follows the construction time sequence of gradually erecting the finished core longitudinal beam; the lower edge of the root part of the cantilever rib plate is provided with a prefabricated bearing which is matched with the bearing of the core longitudinal beam in a dry connection manner; the cantilever rib plate is provided with a vertical cast-in-place reinforced concrete joint above the prefabricated bearing, namely a post-installed cantilever rib plate wet joint which is in wet joint with the core longitudinal beam; the prefabricated bearing and the rear cantilever rib plate wet joint are combined to form a novel hybrid connection.
The invention also provides a construction method of the hybrid connecting structure of the ribbed plates of the rear cantilever arm of the spine girder bridge with the bearing, which comprises the following steps: in the prefabrication stage of a factory, the prefabricated bearing is integrally cast and molded together with the core longitudinal beam and the prefabricated cantilever arm section; in the field construction stage, after the core longitudinal beam part of the backbone beam is finished, a prefabricated cantilever arm is installed, and the prefabricated cantilever arm can contain a prefabricated side mold; the prefabricated bearing provides vertical support for the prefabricated cantilever arm sections, so that the relative stability of the cantilever arm sections and the core longitudinal beam is ensured; then the wet joint concrete of the cantilever rib plate and the cantilever top plate is conveniently poured without setting up extra vertical temporary support.
Furthermore, the prefabricated support is formed by combining a pair of reinforced concrete members and comprises an upper support and a lower support; the upper bearing is positioned on the rear-loading cantilever arm segment, the lower bearing is positioned on the core longitudinal beam, and the structural shapes of the upper bearing and the lower bearing are matched; and an epoxy resin adhesive is smeared on the contact surface between the upper bearing and the lower bearing.
Further, the lower support is 1) located at the outer bottom edge of the web plate of the core longitudinal beam and is long in the longitudinal direction; or 2) the rib plates are positioned at the bottom edge of the outer side of the core longitudinal beam web plate and are longitudinally discrete, and the specific positions of the rib plates correspond to those of the rib plates of the rear cantilever arms; or 3) the rib plate is positioned at the bottom edge of the outer side of the rib plate of the core longitudinal beam, and the position of the rib plate of the core longitudinal beam corresponds to the rib plate of the rear cantilever arm.
Further, the vertical size of the lower support is not less than 200mm, preferably 300-500 mm; the transverse dimension is not greater than the vertical dimension; the longitudinal dimension is not less than the rib thickness at that location.
Furthermore, the upper support is positioned at the lower edge of a ribbed plate of the prefabricated cantilever arm section, and the distance from the bottom edge of the ribbed plate is equal to the vertical size of the lower support; the vertical dimension is not more than the height of the lower bearing; the transverse dimension is the same as that of the lower support; the longitudinal dimension is equal to the rib thickness at that location.
Furthermore, the rear-loading cantilever rib plate wet joint is positioned between a rib plate of the prefabricated rear-loading cantilever segment and a cantilever rib plate of the core longitudinal beam or a web plate of the core longitudinal beam, and is supported above the upper support and below the top plate and/or the top plate wet joint; the thickness of the rear loading cantilever rib plate wet joint does not exceed the thickness of the cantilever rib plate and is not less than 1/2 of the thickness of the cantilever rib plate, and preferably, the thickness of the rear loading cantilever rib plate wet joint is 0.8-1.0 time of the thickness of the cantilever rib plate.
Furthermore, pre-embedded annular steel bars are reserved on the prefabricated cantilever arm sections and the core longitudinal beam and respectively extend into the wet joint area, the prefabricated cantilever arm sections contain prefabricated templates after prefabrication, and after hoisting is finished, wet joint concrete is poured; preferably, the wet joint is poured with high-performance concrete, and the embedded steel bars are linear short steel bars.
Furthermore, the root part of the cantilever rib plate is locally enlarged and is provided with a prefabricated side mold of reinforced concrete; the prefabricated side die and the prefabricated cantilever arm segment are cast and molded together in a factory; and water stop rubber strips are arranged at the edges of the prefabricated side forms, so that the rear-mounted cantilever arm sections are guaranteed to be closely attached to the core longitudinal beam after being hoisted, and slurry leakage in a concrete pouring link is avoided.
Furthermore, the wet joint of the ribbed plate of the rear cantilever arm is in a form that the top of the wet joint is inclined towards the center line direction of the structure, so that the construction is facilitated; and the core longitudinal beam web is parallel to the wet joint of the rib plate of the rear cantilever arm, and the top of the core longitudinal beam web is inclined towards the direction of the center line of the structure.
Furthermore, the prefabricated side die is positioned at the root part of a ribbed plate of the prefabricated cantilever arm segment and symmetrically arranged on the lateral edge of the ribbed plate of the cantilever arm; the width in the prefabricated template is the same as the width of a wet joint of a ribbed plate of a rear cantilever arm; the thickness of the prefabricated template is not smaller than the diameter of the internal reinforcing mesh and the total thickness of the concrete protective layer, preferably, in order to avoid weakening of the thickness of the prefabricated template on a wet joint of a rib plate and ensure reliable force transmission of the cantilever rib plate, the thickness of the wet joint of the cantilever rib plate and the standard section of the cantilever rib plate is equal to the thickness of the assembled cantilever rib plate, meanwhile, a thickness gradual change section is designed and arranged at the joint of the prefabricated template and the cantilever rib plate, and the edge of the prefabricated template forms an oblique slope surface.
The invention provides a spine bridge post-loading cantilever rib plate hybrid connecting structure with a bearing, which has the following beneficial effects:
1. the invention ensures that the rear cantilever arm segment is reliably connected with the core longitudinal beam and the construction is convenient and fast through a reasonable rib plate transverse mixed connection structure, and a reliable composite section backbone beam system can be formed, so that the composite section backbone beam system has structural performance which is not inferior to that of the traditional cast-in-place beam, and the integral stress has obvious advantages compared with the currently widely adopted separated multi-box section.
2. The prefabricated bearing structure for the reinforced concrete, provided by the invention, provides temporary vertical support for a rear-mounted cantilever arm in a construction stage, and the bearing and the cantilever arm segment are integrally prefabricated in a factory, so that a large number of procedures of building and dismantling the support on site are avoided, the on-site construction period can be greatly shortened, the construction quality is improved, and the risk of high-altitude operation is reduced.
3. The hybrid connecting structure formed by the wet joint and the prefabricated bearing can flexibly combine various wet joint materials and outer template structures, is convenient to match the specific requirements of various projects, is suitable for bridges with various complicated sections, ultrahigh gradual change and curved sections, and has wide application prospect.
Drawings
FIG. 1 is a schematic structural diagram of the present invention.
Fig. 2 is a cross-sectional view of the present invention.
Fig. 3 is a top view of the present invention.
Figure 4 is a cross-sectional view of the outrigger rib hybrid connection configuration after installation of the spinal bridge with bearing of the present invention.
Fig. 5 is an exploded view of the cantilever-afterloaded composite section spinal bridge of the present invention.
Fig. 6 is a cross-sectional configuration view of an example of the hybrid connection application of the present invention with prefabricated side forms located outboard of the web of the cantilever arm of the core stringer.
FIG. 7 is a cross-sectional configuration view of an example hybrid joining application of the present invention with prefabricated side forms outboard of the rib of the core stringer.
FIG. 8 is an application example of a hybrid joint of the present invention with a through-length support located in the core stringer web.
Figure 9 is an application of a discrete support of hybrid joint to a core stringer web of the present invention.
Fig. 10 shows an example of the application of the wet ribbed slab joint of the present invention using normal concrete and steel ring bars.
Fig. 11 shows an example of the application of the wet ribbed slab joint of the present invention using high performance concrete in combination with short and straight reinforcing bars.
In the figure:
the device comprises a core longitudinal beam 1, a rear cantilever arm 2, a rear cantilever arm ribbed plate wet joint 3, a prefabricated side die 4, a water stop rubber strip 5, a prefabricated bearing 6, a lower bearing 7, an upper bearing 8, a thickness gradient section 9, a cantilever arm top plate 10, a cantilever arm ribbed plate 11, a core longitudinal beam cantilever arm ribbed plate 12, an embedded steel bar 13, common concrete 14 and high-performance concrete 15.
Detailed Description
In order to facilitate understanding of the invention, the invention will be described more fully and in detail with reference to the accompanying drawings and preferred embodiments, but the scope of the invention is not limited to the specific embodiments below.
Unless otherwise defined, all terms of art used hereinafter have the same meaning as commonly understood by one of ordinary skill in the art. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of the present invention.
This embodiment employs a cambering rib plate hybrid connection configuration after installation of a spinal bridge with bearings, as shown in the drawings. It is different from the prior art in that: the cantilever arm 2 is a prefabricated concrete component assembled by sections and follows the construction time sequence of gradually erecting the core longitudinal beam 1 after the core longitudinal beam is finished; a group of prefabricated bearings 6 are arranged on the lower edge of the root part of the cantilever rib plate 11 and the outer side of the web plate of the core longitudinal beam 1, and are in matching dry joint; the cantilever rib plate 11 is provided with a vertical cast-in-place reinforced concrete joint (hereinafter referred to as a wet joint 3) above the bearing, and is in wet connection with the core longitudinal beam; the combination of the support and wet seam creates a novel hybrid joint.
In the specific implementation, the rear-mounted cantilever arms 2 are lifted by a bridge crane, are installed in pairs after the core longitudinal beam 1 forms a continuous structure, and form an integral cross section with the core longitudinal beam 1 by utilizing a prefabricated bearing 6 and a wet joint 3 structure, and are stressed together. Cantilever rib board and core longeron's prefabricated bearing 6 are 400mm height, 350mm wide, and both carry out dry joint through the epoxy binder, set up one wide 550mm, thick 300 mm's wet seam 3 more than the bearing simultaneously, form wholly through embedded reinforcement 13 and core longeron 1.
The construction method of the ribbed slab hybrid connection comprises the following steps: in the prefabrication stage of a factory, the bearing 6 is integrally cast and molded together with the core longitudinal beam 1 and the prefabricated cantilever arm 2 sections respectively; in the field construction stage, after the core longitudinal beam 1 of the spine beam is partially finished, a prefabricated cantilever arm 2 (which can contain a prefabricated side mold 4) is installed, the bearing provides vertical support for the prefabricated cantilever arm 2 section, and the relative stability of the cantilever arm section 2 and the core longitudinal beam 1 is ensured; then the wet joint concrete of floor and roof of convenient pouring need not set up extra vertical temporary support.
When concrete implementation, 2 segmentations of arm are chosen in the prefabrication utilize the bridge floor crane to install, and the arm 2 is chosen to the prefabrication hangs to flush with core longeron 1, makes the prefabrication pick the last bearing of arm 2 and takes under the core longeron on the bearing, matches the butt joint between the two, forms stable vertical support, conveniently carries out wet joint concrete placement.
The support is formed by combining a pair of reinforced concrete members and comprises an upper support 8 and a lower support 7; the upper support 8 is positioned on the rear-loading cantilever arm 2 segment, the lower support 7 is positioned on the core longitudinal beam 1, and the structural shapes of the upper support and the lower support are matched; and an epoxy resin adhesive is coated on the contact surface between the upper bearing and the lower bearing.
During specific implementation, the upper support 8 and the lower support 7 are prefabricated in a matched mode and spliced through epoxy resin bonding agents. The cementing strength of the epoxy resin binder is not lower than the corresponding index of C60 concrete, the primary curing time is more than 2 hours, the epoxy resin binder is completely cured within 24 hours to reach the cementing strength, and the procedures of gluing, pressurizing and the like are ensured to be completed before curing. The glue layer is uniform, and the thickness is controlled to be 2-3 mm. Measures are taken in the brushing process and the colloid curing process to prevent rainwater invasion and sunlight irradiation. The epoxy-coated joint should be cleaned, in any case free of grease, and cleaned of surface scum.
The lower support 7: 1) the longitudinal beam is positioned at the bottom edge of the outer side of the web plate of the core longitudinal beam 1 and is long in the longitudinal direction; or 2) the rib plates are positioned at the bottom edge of the outer side of the web plate of the core longitudinal beam 1, are longitudinally discrete and correspond to the rear-mounted cantilever rib plate 11 in specific positions; or 3) is positioned at the outer bottom edge of the core longitudinal beam rib 12, and the position of the core longitudinal beam rib 12 corresponds to the rear cantilever rib 11.
In the specific implementation, the lower support 7 is located at the outer bottom edge of the web of the core stringer 1 and is longitudinally long.
The lower support 7: the vertical size is not less than 200mm, preferably 300mm and 500 mm; the transverse dimension is not greater than the vertical dimension; the longitudinal dimension is not less than the rib thickness at that location.
In the specific implementation, the transverse dimension of the lower support 7 is 350mm, the vertical dimension is considered to effectively resist the vertical shearing force transferred by the upper support 8, the dimension is properly increased, and 400mm is adopted.
The upper support 8: the distance between the lower edge of the bottom of the ribbed slab of the prefabricated cantilever arm 2 section and the bottom edge of the ribbed slab is equal to the vertical size of the lower support 7; the vertical dimension is not more than the height of the lower support 7; the transverse dimension is the same as that of the lower support 7; the longitudinal dimension is equal to the rib thickness at that location.
In specific implementation, the vertical dimension of the upper support 8 is 400mm, the transverse dimension is 350mm, and the longitudinal dimension is 300mm, which is equal to the thickness of the rib plate. The upper support 8 is arranged at intervals of 3 meters along with the cantilever rib plate and is arranged on the full-length lower support 7.
The wet seam 3: the upper bearing is positioned between a ribbed plate 11 of the prefabricated outrigger segment and an outrigger ribbed plate 12 (or a web plate of the core longitudinal beam) of the core longitudinal beam and is more than 8 and below a wet joint of the top plate and/or the top plate; the thickness of the wet joint does not exceed the thickness of the cantilever rib plate 11 and is not less than 1/2 of the thickness of the cantilever rib plate 11, and preferably, the thickness of the cantilever rib plate 11 is 0.8-1.0 time.
In the specific implementation, the wet joint area is formed by surrounding the prefabricated outrigger rib 11 and the web and the upper support 8 of the core stringer 2. The wet seam was about 550mm wide and about 1700mm high, disposed at the same angle as the core stringer 2 web. The standard outrigger rib plate 11 has a thickness of 300mm, and the wet joint has a thickness of 300mm, which is the same as the thickness of the outrigger rib plate 11.
The wet seam: pre-buried annular steel bars 13 are reserved on the prefabricated cantilever arm 2 sections and the core longitudinal beam 1 and respectively extend into the wet joint area, and after the prefabricated cantilever arm 2 sections (including the prefabricated template 4) are hoisted, wet joint concrete is poured; preferably, the wet joint is poured with high-performance concrete 15, and the embedded steel bars 13 are linear short steel bars.
During specific implementation, the sections of the prefabricated cantilever arms 2 and the core longitudinal beam 1 are both provided with HRB400 annular embedded steel bars 13 with the diameter of 12mm, and the vertical distance between the annular steel bars is 150 mm. Hoisting the prefabricated arm-picking 2 sections (containing prefabricated templates) to enable the upper and lower bearings to be in lap joint, locally adjusting the prefabricated arm-picking 2, enabling the embedded annular reinforcing steel bars on the two sides to be arranged in a close fit manner up and down, and ensuring enough welding or lap joint length. After 6 HRB400 full-length vertical steel bars with the diameter of 10mm penetrate through the inner part of the ring, C55 common concrete is poured in the wet joint.
The wet seam is characterized by: preferably, the root of the rib plate can be locally enlarged and is provided with a prefabricated side mold 4 of reinforced concrete; the prefabricated side die 4 and the prefabricated cantilever arm 2 are cast and molded together in a factory; the edge of the prefabricated side die is provided with a water stop rubber strip 5, so that the cantilever arm section 2 is guaranteed to be closely attached to the core longitudinal beam 1 after being hoisted, and slurry leakage in a concrete pouring link is avoided.
In the concrete implementation, the prefabricated side die 4 is arranged at the root part of the rib plate and is mutually aligned and closely attached to the web plate of the core longitudinal beam 2 to form a rectangular wet joint area. 2cm water stop rubber strips 5 are arranged at the edges of the prefabricated side molds 4, the interface is kept dry when the water stop rubber strips 5 are installed, floating slag, dust and sundries on the interface are removed before construction, and the water stop strips 5 are fixed at the installed positions by using adhesives or high-strength anchors.
The prefabricated side die 4: the root parts of the rib plates 11 positioned on the prefabricated cantilever arm sections are symmetrically arranged on the side edges of the rib plates; the width in the prefabricated template is the same as the width of the wet joint; the thickness of the prefabricated template is not smaller than the diameter of the internal reinforcing mesh and the total thickness of the concrete protective layer, preferably, in order to avoid weakening of the thickness of the prefabricated template on wet joints of the rib plates and ensure reliable force transmission of the cantilever rib plates, the thicknesses of the wet joints of the rib plates and standard sections of the prefabricated rib plates are equal, meanwhile, a thickness gradual change section 9 is designed and arranged at the joint of the prefabricated template and the prefabricated rib plates, and the edge of the prefabricated template forms an oblique slope surface.
In the concrete implementation, the two prefabricated side dies 4 extend out of the outer sides of the prefabricated cantilever rib plates 11 respectively, the prefabricated side dies 4 are rectangular in cross section, and the concrete is marked by C55. Prefabricated template 4 width is 550mm, and thickness is 40mm, and at prefabricated template 4 and prefabricated floor 11 combination department, the floor thickness is locally strengthened, by standard 300mm with 1: the ratio of 4 was thickened to 400 mm.
The foregoing is a more detailed description of the present invention in connection with specific preferred embodiments thereof, and it is not intended that the invention be limited to the specific details set forth herein. For those skilled in the art to which the invention pertains, several simple deductions or substitutions can be made without departing from the spirit of the invention, and all shall be considered as belonging to the protection scope of the invention.
Claims (15)
1. The utility model provides a take backbone girder bridge of bearing back dress cantilever arm floor hybrid connection structure, is applicable to the prefabricated compound cross section backbone girder bridge of segment, its characterized in that: the rear-mounted cantilever arm (2) is a prefabricated concrete member assembled by sections and follows the construction time sequence of gradually erecting the finished core longitudinal beam (1); the lower edge of the root part of the cantilever rib plate (11) is provided with a prefabricated bearing (6) which is matched with the bearing of the core longitudinal beam (1) for dry connection; the cantilever rib plate (11) is provided with a vertical rear-mounted cantilever rib plate wet joint (3) above the prefabricated bearing (6) and is in wet joint with the core longitudinal beam (1); the prefabricated bearing (6) and the rear-loading cantilever rib plate wet joint (3) are combined to form a hybrid connection.
2. The method of constructing a post-loaded outrigger rib hybrid connection of a spinal bridge with bearing of claim 1 wherein: in the prefabrication stage of a factory, the prefabrication bearing (6) is integrally cast and molded together with the core longitudinal beam (1) and the prefabricated rear cantilever arm (2) sections; in the field construction stage, after the core longitudinal beam (1) part of the backbone beam is finished, a prefabricated cantilever arm (2) is installed, and the prefabricated cantilever arm can contain a prefabricated side mold (4); the prefabricated bearing (6) provides vertical support for the prefabricated rear-loading cantilever arm (2) segment, and the relative stability of the rear-loading cantilever arm (2) segment and the core longitudinal beam (1) is ensured; and then pouring wet joint concrete of the cantilever rib plate (11) and the cantilever top plate (10) without setting up additional vertical temporary support.
3. The hybrid corbel-ribbed plate attachment configuration for posterior loading of a spinal bridge with bearings as claimed in claim 1, characterized in that the prefabricated bearing (6) is composed of a pair of reinforced concrete elements, consisting of an upper bearing (8) and a lower bearing (7); the upper bearing (8) is positioned on the rear-loading cantilever arm (2) segment, the lower bearing (7) is positioned on the core longitudinal beam (1), and the structural shapes of the upper bearing (8) and the lower bearing (7) are matched; and an epoxy resin adhesive is coated on the contact surface between the upper bearing (8) and the lower bearing (7).
4. The posterior cantilever rib hybrid attachment configuration of a spinal bridge with bearing of claim 3, wherein the lower bearing (7) is located at the outer bottom edge of the web of the core stringer (1) and is longitudinally through long; or the rib plates are positioned at the bottom edge of the outer side of the web plate of the core longitudinal beam (1) and are longitudinally discrete, and the specific positions of the rib plates correspond to the rear cantilever rib plates (11); or the core longitudinal beam rib plate is positioned at the outer bottom edge of the core longitudinal beam rib plate, and the position of the core longitudinal beam rib plate corresponds to the rear cantilever arm rib plate.
5. The posterior cantilever rib hybrid attachment configuration of a spinal bridge with bearing of claim 3, wherein the lower bearing (7) has a vertical dimension of no less than 200mm, a lateral dimension of no greater than the vertical dimension, and a longitudinal dimension of no less than the rib thickness at that location.
6. The hybrid outrigger rib joint construction after installation of a spinal bridge with bearing as claimed in claim 5 wherein the lower bearing (7) has a vertical dimension of 300 and 500 mm.
7. The hybrid trailing arm rib attachment configuration for a spinal bridge with bearing of claim 3 wherein the upper bearing (8) is located at the lower rib edge of the segment of the prefabricated trailing arm (2) at a distance from the rib bottom edge equal to the vertical dimension of the lower bearing (7); the vertical size is not more than the height of the lower support (7); the transverse dimension is the same as that of the lower support (7); the longitudinal dimension is equal to the rib thickness at that location.
8. The hybrid posterior outrigger rib joint construction of a spinal girder bridge with bearing of claim 1 wherein the posterior outrigger rib wet joint (3) is located between the rib (11) of the prefabricated posterior outrigger segment and the outrigger rib (12) of the core stringer or the web of the core stringer, above the upper bearing (8) and below the top plate and/or top plate wet joint; the thickness of the afterloading cantilever rib wet joint (3) does not exceed the thickness of the cantilever rib (11) and is not less than 1/2 of the thickness of the cantilever rib (11).
9. The posterior cantilever rib hybrid connection structure of a spinal bridge with bearing of claim 1, wherein the posterior cantilever rib wet-seam (3) has a thickness of 0.8-1.0 times the thickness of the cantilever rib (11).
10. The hybrid connecting structure of the rear cantilever rib plate of the spine beam bridge with the bearing as claimed in claim 1, wherein pre-embedded ring-shaped steel bars are reserved on the prefabricated rear cantilever (2) segment and the core longitudinal beam (1) and respectively extend into the wet joint area, the prefabricated rear cantilever (2) segment contains a prefabricated template, and after the hoisting is finished, concrete is poured on the wet joint.
11. The modular construction of ribbed rear outrigger with bearing of claim 10 wherein the wet joint is poured with high performance concrete (15) and the embedded reinforcement (13) is short linear reinforcement.
12. The post-load outrigger rib hybrid connection configuration of a spinal bridge with bearing according to claim 1, wherein the outrigger rib (11) is locally enlarged at the root and provided with a prefabricated side mold (4) of reinforced concrete; the prefabricated side die (4) and the prefabricated cantilever arm (2) segment are cast and molded together in a factory; and the edge of the prefabricated side mold (4) is provided with a water stop rubber strip (5), so that the sections of the rear cantilever arm (2) are closely attached to the core longitudinal beam (1) after being hoisted.
13. The posterior cantilever rib hybrid attachment configuration of a spinal bridge with bearing of claim 1, wherein the posterior cantilever rib wet seam (3) is in the form of a top-to-center line of the structure; the core longitudinal beam web plate (1) is parallel to the rear cantilever rib plate wet joint (3) and is in a form that the top is inclined towards the direction of the structure center line.
14. The modular construction of aftermarket outrigger rib connections with bearing of claim 12 in which the prefabricated side molds (4) are located at the base of the ribs (11) of the prefabricated aftermarket outrigger segments, symmetrically arranged on the lateral edges of the outrigger ribs (11); the width in the prefabricated template is the same as that of a rear-installed cantilever rib plate wet joint (3); the thickness of the prefabricated template is not less than the total thickness of the diameter of the internal reinforcing mesh and the concrete protective layer.
15. The hybrid posterior cantilever rib connection structure for spinal beam bridge with bearing of claim 14, wherein the wet joint (3) of the posterior cantilever rib has the same thickness as the standard section of the cantilever rib (11), and the thickness transition section (9) is provided at the joint of the prefabricated form and the cantilever rib (11), and the edge forms an oblique slope.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113216013A (en) * | 2021-05-20 | 2021-08-06 | 上海市政工程设计研究总院（集团）有限公司 | Self-balancing construction method for post-installed cantilever arm of composite-section beam bridge |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20100045740A (en) * | 2008-10-24 | 2010-05-04 | 중앙대학교 산학협력단 | Support assembly for precast half depth cantilever deck, constructing method of such cantilever deck, bridge using such assembly and constructing method for such bridge |
| CN202139530U (en) * | 2011-06-22 | 2012-02-08 | 上海市政工程设计研究总院（集团）有限公司 | Single cell box long cantilever and box girder integrated structure |
| CN209816663U (en) * | 2019-02-28 | 2019-12-20 | 上海二十冶建设有限公司 | Wet seam template device of prefabricated box girder or T girder wing plate |
| CN211421538U (en) * | 2019-12-17 | 2020-09-04 | 龙元建设集团股份有限公司 | Profiled steel sheet structure |
| CN214459544U (en) * | 2020-10-30 | 2021-10-22 | 上海市政工程设计研究总院（集团）有限公司 | Rib plate hybrid connecting structure with supporting and rear cantilever arms of spine beam bridge |
-
2020
- 2020-10-30 CN CN202011195572.1A patent/CN112281634A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20100045740A (en) * | 2008-10-24 | 2010-05-04 | 중앙대학교 산학협력단 | Support assembly for precast half depth cantilever deck, constructing method of such cantilever deck, bridge using such assembly and constructing method for such bridge |
| CN202139530U (en) * | 2011-06-22 | 2012-02-08 | 上海市政工程设计研究总院（集团）有限公司 | Single cell box long cantilever and box girder integrated structure |
| CN209816663U (en) * | 2019-02-28 | 2019-12-20 | 上海二十冶建设有限公司 | Wet seam template device of prefabricated box girder or T girder wing plate |
| CN211421538U (en) * | 2019-12-17 | 2020-09-04 | 龙元建设集团股份有限公司 | Profiled steel sheet structure |
| CN214459544U (en) * | 2020-10-30 | 2021-10-22 | 上海市政工程设计研究总院（集团）有限公司 | Rib plate hybrid connecting structure with supporting and rear cantilever arms of spine beam bridge |
Non-Patent Citations (1)
| Title |
|---|
| 邵长宇: "突破节段梁预制拼装技术瓶颈", pages 1 - 7, Retrieved from the Internet <URL:https://www.sohu.com/a/326207928_317644> * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113216013A (en) * | 2021-05-20 | 2021-08-06 | 上海市政工程设计研究总院（集团）有限公司 | Self-balancing construction method for post-installed cantilever arm of composite-section beam bridge |
| CN113216013B (en) * | 2021-05-20 | 2023-09-26 | 上海市政工程设计研究总院（集团）有限公司 | Self-balancing construction method for post-loading cantilever arm of composite section girder bridge |
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