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 PDF

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Publication number
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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China
Prior art keywords
rib
prefabricated
support
cantilever
arm
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CN202011195572.1A
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Chinese (zh)
Inventor
郭济
卢永成
齐新
王猛
严搏
张智然
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Shanghai Municipal Engineering Design Insitute Group Co Ltd
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Shanghai Municipal Engineering Design Insitute Group Co Ltd
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Priority to CN202011195572.1A priority Critical patent/CN112281634A/en
Publication of CN112281634A publication Critical patent/CN112281634A/en
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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
    • 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
    • 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
    • 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
    • E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
    • 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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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

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

Rib plate hybrid connecting structure with supporting and rear cantilever arms of spine beam bridge
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)

1.一种带承托的脊骨梁桥后装挑臂肋板混合式连接构造，适用于节段预制的复合截面脊骨梁桥，其特征在于：所述后装挑臂(2)为节段拼装的预制混凝土构件，遵循核心纵梁(1)完工后再逐步架设的施工时序；所述挑臂肋板(11)，在根部下缘设置有预制承托(6)，与核心纵梁(1)的承托匹配干接；所述挑臂肋板(11)，在预制承托(6)以上设置有竖向的后装挑臂肋板湿接缝(3)，与核心纵梁(1)湿接；所述预制承托(6)与后装挑臂肋板湿接缝(3)组合形成混合式连接。1. A hybrid connection structure of the rear-mounted pick-up arm rib plate of a backbone beam bridge with a support, suitable for a segmental prefabricated composite cross-section backbone beam bridge, is characterized in that: the rear-mounted pick-up arm (2) is The segmentally assembled precast concrete members follow the construction sequence of the core longitudinal beams (1) being erected gradually after completion; the cantilever rib (11) is provided with a prefabricated support (6) at the lower edge of the root, which is connected with the core longitudinal beams (11). The support of the beam (1) is matched with dry joints; the arm rib plate (11) is provided with a vertical rear-mounted arm rib wet joint (3) above the prefabricated support (6), which is longitudinally connected to the core. The beam (1) is wet-joined; the prefabricated support (6) is combined with the wet joint (3) of the rear-mounted pick arm rib to form a hybrid connection. 2.如权利要求1所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造的施工方法，其特征在于：在工厂预制阶段，其中的预制承托(6)分别与核心纵梁(1)、预制后装挑臂(2)节段一起整体浇注成型；在现场施工阶段，待脊骨梁的核心纵梁(1)部分完工后安装预制后装挑臂(2)，可含预制侧模(4)；所述预制承托(6)为预制后装挑臂(2)节段提供竖向支撑，确保后装挑臂(2)节段与核心纵梁(1)的相对稳定；而后浇注挑臂肋板(11)和挑臂顶板(10)的湿接缝混凝土，不用搭设额外的竖向临时支撑。2. The construction method of the rear-mounted cantilever rib hybrid connection structure of the spine girder bridge with support as claimed in claim 1, characterized in that: in the factory prefabrication stage, the prefabricated supports (6) are respectively The core longitudinal beam (1) and the prefabricated post-installation cantilever (2) segments are cast together as a whole; during the on-site construction stage, the prefabricated post-installation cantilever (2) is installed after the core longitudinal beam (1) of the spine beam is partially completed. , which can include prefabricated side molds (4); the prefabricated support (6) provides vertical support for the prefabricated rear-mounted pick arm (2) segment, ensuring that the rear mounted pick arm (2) segment and the core longitudinal beam (1) ) is relatively stable; then the wet joint concrete of the cantilever rib (11) and the cantilever top plate (10) is poured, and no additional vertical temporary support is required. 3.如权利要求1所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的预制承托(6)由一对钢筋混凝土构件组合而成，包括上承托(8)和下承托(7)两部分；所述上承托(8)位于后装挑臂(2)节段、下承托(7)位于核心纵梁(1)，上承托(8)与下承托(7)的构造外形匹配；所述上承托(8)与下承托(7)间的接触面涂抹环氧树脂粘结剂。3. The hybrid connection structure of the rear-mounted cantilever rib plate of the spine beam bridge with support as claimed in claim 1, wherein the prefabricated support (6) is composed of a pair of reinforced concrete members, comprising: The upper support (8) and the lower support (7) are two parts; the upper support (8) is located in the segment of the rear mounting arm (2), the lower support (7) is located in the core longitudinal beam (1), and the upper The structure and shape of the support (8) and the lower support (7) are matched; the contact surface between the upper support (8) and the lower support (7) is coated with epoxy resin adhesive. 4.如权利要求3所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的下承托(7)位于核心纵梁(1)腹板的外侧底缘，且纵向通长；或位于核心纵梁(1)腹板的外侧底缘，且纵向离散，具体位置与后装挑臂肋板(11)对应；或位于核心纵梁肋板的外侧底缘，所述核心纵梁肋板的位置与后装挑臂肋板对应。4. The hybrid connection structure of the rear-mounted cantilever rib plate of the backbone beam bridge with support according to claim 3 is characterized in that the lower support (7) is located at the outer side of the web of the core longitudinal beam (1) Bottom edge, which is longitudinally long; or is located at the outer bottom edge of the core longitudinal beam (1) web, and is longitudinally discrete, and the specific position corresponds to the rear mounting arm rib (11); or is located on the outer side of the core longitudinal beam rib At the bottom edge, the position of the core longitudinal beam rib corresponds to the rear mounted cantilever rib. 5.如权利要求3所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的下承托(7)竖向尺寸不小于200mm，横向尺寸不大于竖向尺寸，纵向尺寸不小于该位置的肋板厚度。5. The hybrid connection structure of the rear-mounted cantilever rib plate of the spine beam bridge with support as claimed in claim 3, wherein the vertical dimension of the lower support (7) is not less than 200mm, and the lateral dimension is not more than 200mm. Vertical dimension, the longitudinal dimension shall not be less than the thickness of the rib at this position. 6.如权利要求5所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的下承托(7)竖向尺寸为300-500mm。6. The hybrid connection structure of the rear-mounted overhanging arm rib plate of the spine beam bridge with support according to claim 5, characterized in that the vertical dimension of the lower support (7) is 300-500mm. 7.如权利要求3所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的上承托(8)位于预制后装挑臂(2)节段的肋板下缘，距肋板底缘的距离等于下承托(7)的竖向尺寸；竖向尺寸不大于下承托(7)高度；横向尺寸与下承托(7)相同；纵向尺寸等于该位置的肋板厚度。7. The hybrid connection structure of the rear-mounted lifting arm rib plate of the backbone beam bridge with support as claimed in claim 3, wherein the upper support (8) is located in the segment of the prefabricated rear-mounted lifting arm (2) The distance from the bottom edge of the rib is equal to the vertical dimension of the lower bearing (7); the vertical dimension is not greater than the height of the lower bearing (7); the lateral dimension is the same as the lower bearing (7); The dimension is equal to the thickness of the rib at that location. 8.如权利要求1所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的后装挑臂肋板湿接缝(3)位于预制后装挑臂节段的肋板(11)与核心纵梁的挑臂肋板(12)或核心纵梁的腹板之间，上承托(8)以上、顶板及/或顶板湿接缝以下；所述后装挑臂肋板湿接缝(3)的厚度不超过挑臂肋板(11)厚度，且不小于挑臂肋板(11)厚度的1/2。8. The hybrid connection structure of the rear mounting arm rib of the backbone beam bridge with support according to claim 1, characterized in that the wet seam (3) of the rear mounting arm rib is located in the prefabricated rear mounting bracket. Between the floor (11) of the arm segment and the cantilever floor (12) of the core longitudinal beam or the web of the core longitudinal beam, above the upper support (8) and below the roof and/or the roof wet joint; all The thickness of the wet seam (3) of the rear mounted cantilever rib shall not exceed the thickness of the cantilever rib (11), and shall not be less than 1/2 of the thickness of the cantilever rib (11). 9.如权利要求1所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的后装挑臂肋板湿接缝(3)的厚度为挑臂肋板(11)厚度的0.8-1.0倍。9. The hybrid connection structure of the rear-mounted pick-up arm rib of the spine beam bridge with support as claimed in claim 1, wherein the thickness of the rear-mounted pick-up arm rib wet joint (3) is the pick arm rib 0.8-1.0 times the thickness of the rib (11). 10.如权利要求1所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的预制后装挑臂(2)节段与核心纵梁(1)均预留有预埋的环状钢筋，分别伸入所述湿接缝区域，待预制后装挑臂(2)节段,含预制模板,吊装完毕后，湿接缝浇注混凝土。10. The hybrid connection structure of the rear-mounted overhanging arm rib plate of the spine-girder bridge with support according to claim 1, characterized in that the prefabricated rear-mounted overhanging arm (2) segment and the core longitudinal beam (1) Pre-buried ring-shaped steel bars are reserved, respectively extending into the wet joint area. After prefabrication, the pick arm (2) segment, including the prefabricated formwork, is installed. After the hoisting is completed, the wet joint is poured with concrete. 11.如权利要求10所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的湿接缝浇注高性能混凝土(15)，预埋钢筋(13)为直线状的短钢筋。11. The hybrid connection structure of the rear-mounted cantilever rib plate of the spine girder bridge with support according to claim 10, characterized in that the wet joints are poured with high-performance concrete (15), and the pre-embedded steel bars (13) It is a straight short steel bar. 12.如权利要求1所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的挑臂肋板(11)根部局部扩大并设置钢筋混凝土的预制侧模(4)；所述预制侧模(4)与预制后装挑臂(2)节段在工厂一起浇注成型；所述预制侧模(4)边缘设置止水橡胶条(5)，使后装挑臂(2)节段吊装后与核心纵梁(1)密贴。12. The back-mounted cantilever rib hybrid connection structure of the spine girder bridge with support according to claim 1, characterized in that the root of the cantilever rib (11) is partially enlarged and a prefabricated side of reinforced concrete is provided mold (4); the prefabricated side mold (4) and the prefabricated rear-mounted pick arm (2) are cast together in the factory; After the segment of the pick-up arm (2) is hoisted, it is closely attached to the core longitudinal beam (1). 13.如权利要求1所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的后装挑臂肋板湿接缝(3)呈顶部向结构中线方向倾斜的形式；核心纵梁腹板(1)与后装挑臂肋板湿接缝(3)平行，呈顶部向结构中线方向倾斜的形式。13. The hybrid connection structure of the rear-mounted cantilever rib of the spine-girder bridge with support according to claim 1, characterized in that the wet joint (3) of the rear-mounted cantilever rib is in the direction from the top to the center line of the structure The form is inclined in direction; the core longitudinal beam web (1) is parallel to the wet joint (3) of the rear mounted cantilever rib, and the top is inclined towards the centerline of the structure. 14.如权利要求12所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的预制侧模(4)位于预制后装挑臂节段的肋板(11)根部，在挑臂肋板(11)侧缘对称布置；所述预制模板内的宽度与后装挑臂肋板湿接缝(3)宽度相同；所述预制模板厚度，不应小于内部钢筋网直径与混凝土保护层的总厚度。14. The hybrid connection structure of the rear-mounted cantilever arm rib plate of the backbone beam bridge with support according to claim 12, characterized in that the prefabricated side mold (4) is located on the rib of the prefabricated rear-mounted cantilever arm segment. (11) The root part is symmetrically arranged at the side edge of the arm rib (11); the width of the prefabricated formwork is the same as the width of the wet joint (3) of the post-installed arm rib; the thickness of the prefabricated formwork should not be less than Diameter of inner reinforcement mesh and total thickness of concrete cover. 15.如权利要求14所述的带承托的脊骨梁桥后装挑臂肋板混合式连接构造，其特征在于其中的后装挑臂肋板湿接缝(3)与挑臂肋板(11)的标准段等厚度，在预制模板与挑臂肋板(11)结合处设置厚度渐变段(9)，边缘形成斜向坡面。15. The hybrid connection structure of the rear-mounted cantilever rib of the spine-girder bridge with support according to claim 14, characterized in that the rear-mounted cantilever rib wet joint (3) and the cantilever rib The thickness of the standard section (11) is equal, and the thickness gradient section (9) is arranged at the junction of the prefabricated formwork and the arm rib (11), and the edge forms an oblique slope.
CN202011195572.1A 2020-10-30 2020-10-30 Rib plate hybrid connecting structure with supporting and rear cantilever arms of spine beam bridge Pending CN112281634A (en)

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