CN107794833A - Side main girder of composite beam segment and its assembly method - Google Patents

Abstract

The utility model provides a limit girder of composite beam segment section, including the web that has medial surface and lateral surface, with the bottom plate of the lower limb perpendicular connection of web, with the top edge perpendicular connection of web and to the panel that the lateral surface extends, with the first half perpendicular connection of web and to the roof that the medial surface extends, set up and be in on the web medial surface and the subassembly is plugged into to the crossbeam of roof below, and maintain the stiffening assembly of web, bottom plate, panel and roof steadiness. The side girder is provided with a plurality of groups of stiffening components for strengthening the structural strength and is connected with bridge sections with different mechanical properties to realize stable transition. The assembling method is matched with the structure of the side girder, and the assembling of the side girder is more accurate and easier by reasonably arranging the assembling sequence. The assembly method is reasonable in sequence arrangement, can be reasonably arranged for assembly according to the requirements of transportation, lifting and movement, and is strong in adaptability.

Description

Side main girder of composite beam segment and its assembly method

technical field

The invention mainly relates to the field of bridge construction, in particular to a cable-stayed bridge, in particular to a side girder of a composite beam segment.

Background technique

At present, my country has entered a period of rapid development of infrastructure projects, and infrastructure projects of different scales are being launched, among which many infrastructure projects are related to bridge construction. In the current engineering design, cable-stayed bridges, especially cable-stayed bridges, will be preferred for bridges across large rivers and rivers. Cable-stayed bridge is a kind of bridge in which the main girder is directly pulled on the bridge tower by many cables. It is a multi-span elastically supported continuous beam with cables instead of buttresses. It can reduce the bending moment in the beam body, reduce the height of the building, reduce the weight of the structure, and save materials. Cable-stayed bridges are mainly composed of cable towers, girders, and stay cables. As a cable system, the cable-stayed bridge has a larger spanning capacity than the girder bridge, and is the main type of long-span bridge. Compared with other types of bridges, the large-span cable-stayed bridge has the least amount of concrete per square meter of bridge deck, the amount of concrete used for piers, and the amount of steel used. Cable-stayed bridges have the above advantages in engineering, so they are widely used in bridge construction. Therefore, it is of great significance to improve the cable-stayed bridge.

In the process of bridge construction, the safety of the bridge is the most concerned issue for engineers, and all construction projects should take ensuring safety as the top priority. At present, improved materials are mostly used for bridges to increase bridge strength and improve bridge safety, but this increases the project cost and subsequent maintenance costs. Although the cost of the cable-stayed bridge project is relatively economical and reasonable, it only focuses on improving the quality of the material, and cannot effectively use the material to maximize and rationalize the utility of the material. This is a great waste. The main side girder of a cable-stayed bridge is an important and complex load-bearing structure, and it is difficult to improve it. At present, there are very few improvement schemes for the side main girder structure.

In engineering, the construction scheme of composite beams is often adopted, and the composite beams refer to the use of composite components, which can reduce the weight of the assembled components and be more convenient for hoisting. And the composite beam usually adopts twice pouring and tamping concrete. Due to the presence of post-cast concrete, the structural integrity is relatively good. When the composite beam construction scheme is used, it is usually divided into two types according to different stressed supports: the first-stage stressed composite beam and the second-stage stressed composite beam. The first-stage stressed composite beam means that there is a reliable support under the prefabricated beam during the construction stage, which can ensure that the load acting on the construction stage does not cause the prefabricated beam to be stressed but is fully transmitted to the support; the second-stage stressed composite beam refers to the construction stage. There is no support under the simply supported prefabricated beams, and all the loads in the construction stage are completely borne by the prefabricated beams. No matter which kind of composite beam, as the main stress structure of the composite beam—the side girder all needs to have considerable strength, otherwise in the process of construction, the side girder is easy to damage. Therefore, it is particularly necessary to improve the specific structure of the side main beam and the corresponding assembly method of the improved side main beam.

Contents of the invention

The invention provides a side girder of a composite beam segment, comprising a web having an inner side and an outer side, a bottom plate vertically connected to the lower edge of the web, vertically connected to the upper edge of the web and A panel extending toward the outer side, a top plate vertically connected to the upper half of the web and extending toward the inner side, a crossbeam connection assembly arranged on the inner side of the web and below the top plate , and stiffeners to maintain the stability of said web, bottom, face and roof.

Preferably, the junction of the web and the bottom plate is located on the axis of symmetry of the bottom plate.

Preferably, the top plate is connected at a position close to the edge of the web, and is staggered with the panel.

Preferably, said stiffener assembly comprises a first vertical stiffener plate provided at said face plate and web connection.

More preferably, the first vertical stiffener is composed of an array of corner plates arranged at a preset interval.

More preferably, the stiffener assembly further comprises a first transverse stiffener spanning the web in a longitudinal bridging direction below the first vertical stiffener plate, the first transverse stiffener being connected to at least part of the The lower edge of the first vertical stiffener is connected.

Further, the stiffener assembly further includes a second transverse stiffener close to the bottom plate and parallel to the first transverse stiffener; the second transverse stiffener is connected to the first transverse stiffener through a second vertical stiffener The stiffener is connected to the web; the second transverse stiffener is connected to the bottom plate and the web through a third vertical stiffener.

Furthermore, the second vertical stiffening plate extends from at least part of the lower edge of the first vertical stiffening plate; the third vertical stiffening plate extends from the lower edge of the second vertical stiffening plate out.

Further, the connecting assembly includes a beam web connecting plate and a beam bottom plate connecting plate orthogonally connected to the beam web connecting plate; the cross beam web connecting plate extends from the top plate to the bottom plate, And it is fixedly connected to the inner side of the web.

Further preferably, a manhole is opened at the lower end of the web connecting plate of the beam.

Further preferably, the web connection plate of the beam is fixedly connected to the position where the second vertical stiffener/third vertical stiffener is correspondingly provided on the web.

Still further preferably, the connecting plate of the bottom plate of the beam is fixedly connected to the position on the web where the second transverse stiffener is correspondingly provided.

Preferably, the front end portion of the upper edge of the web is also connected with an anchor plate structure, the anchor plate structure includes an anchor pull plate extending from the web, a cable guide fixed at the end of the anchor pull plate, An anchor end plate fixed at the end of the anchor plate and sheathed with the cable guide, an anchor backing plate arranged at the other end of the cable guide, and an anchor reinforcement orthogonally connected to the anchor plate plate.

More preferably, the extension direction of the anchor stay plate is directed from the front end of the side girder to the cable tower to be connected.

More preferably, the position of the rear end 1/4~1/2 of the side girder is provided with a transition web connecting the face plate, web and bottom plate.

Further, within the range from the rear end of the side girder to the transition web, the panel is replaced by a sub-top that is flush with the top, and the top, sub-top, bottom and transition web The rear side of the slab is provided with an array of nails for attachment to the concrete structure.

Furthermore, the web, top plate, secondary top plate and transition web provided with the nail array are also provided with hole arrays for connecting with the concrete structure.

Furthermore, the stiffening assembly further includes a set of transitional stiffeners for reinforcing and connecting the transitional web with the bottom plate, the web, and the top plate, respectively.

Preferably, the middle position of the side girder is set as a partition and is detachably connected by bolts.

The present invention also provides a method for assembling side girders of composite beam segments, for assembling the side girders of said composite beam segments, said assembling method comprising the following steps:

(1) prefabricating the web, base plate, panel, top plate and crossbeam connection assembly respectively;

(2) The bottom plate is vertically connected to the lower edge of the web, and the top plate is vertically connected to a position close to the upper edge of the web to form the main structure of the side girder;

(3) adding part of the stiffening components to the assembled main structure;

(4) The panel is connected to the upper edge of the web, and the remaining stiffening components are added;

(5) The crossbeam connection assembly is connected to the inner surface of the web to complete the assembly of the side girder.

Preferably, the step of prefabricating the stiffening assembly is also included before step (3). When prefabricating the first transverse stiffener and the second transverse stiffener belonging to the stiffening assembly, the first transverse stiffener and/or the second transverse stiffener Stiffening shrinkage remains in the length direction of the two transverse stiffeners, and the ratio of the stiffening shrinkage to the length of the first transverse stiffener or the second transverse stiffener is 0.8-1.7mm:1000mm.

More preferably, in the length direction of the first transverse stiffener or the second transverse stiffener, the amount of stiffening shrinkage left on the side facing the front end of the side girder is 1.5 to 1.7 times that of the other end.

More preferably, grooves are reserved at the joints between the first transverse stiffener and the second transverse stiffener and the web.

Preferably, in step (1), when the panel is prefabricated, there is a panel shrinkage in the length direction of the panel, and the ratio of the panel shrinkage to the panel length is 0.8-1.7mm:1000mm.

Preferably, in step (1), when the panel is prefabricated, there is still a milling margin in the width direction of the panel before assembly, and the milling margin is 5 mm to 10 mm, and the panel is assembled Edge milling after completion; and/or, the connection method between the face plate and the web plate is polished and tightened.

More preferably, before the panel is assembled with the web, the first vertical stiffener belonging to the stiffener assembly is pre-connected.

Preferably, in step (5), the crossbeam web connection plate and the crossbeam bottom plate connection plate belonging to the crossbeam connection assembly are pre-assembled, and then the crossbeam connection assembly is connected to the inner surface of the web.

More preferably, the manhole is scored and drilled after the crossbeam docking assembly is attached to the inner side of the web.

Preferably, after the step (5), a step is also included: assembling the anchor pull plate of the anchor pull structure on the front end of the upper edge of the web.

Preferably, before the step (1), the web is pre-assembled or connected with the transition web, and/or the top plate is pre-assembled or connected with the secondary top plate, or the top plate and the secondary top plate are integrated forming.

More preferably, after the step (5), the following steps are also included: positioning and drilling nail holes corresponding to the nail array for strengthening the strength of the side main beam on the side main beam; and/or, in the Position and drill through-holes corresponding to the hole arrays on the side girders to facilitate the passage of fluid or intersect the reinforcement members.

Further preferably, a shear stud or a short steel bar is installed in the nail hole; and/or, a steel bar is penetrated into part of the hole array.

Still further preferably, the length of the steel bar is less than or equal to the width of the top board, bottom board or sub-top board.

Preferably, after step (5), the step further includes: positioning at least one separation in the middle of the welded side main beam, and cutting the side main beam into at least two sections of sub-side main beams at the separation.

More preferably, after the side main beam is cut, bolts are arranged correspondingly at the divisions of the sub-side main beams.

The invention provides a side girder of a composite beam segment and its assembly method, which can better solve some technical problems and has the following advantages:

(1) In the side main girder of a composite beam segment and its assembly method involved in the present invention, the stability of the side main girder structure is enhanced by adding stiffening components to the web, bottom plate, face plate and top plate to further enhance the strength of the bridge;

(2) The side main girder of a composite beam segment and its assembly method involved in the present invention can make the bridge have stronger engineering strength without using the same material by rationally arranging stiffening components. As for the substantial increase in project cost;

(3) The side main girder of a composite beam segment and its assembly method involved in the present invention further improve the structure through the transition section of the opposite side main girder, which improves the mechanical properties of the transition area between the steel structure and the concrete structure, effectively reconciling The mechanical differences of different material structures are applied;

(4) In the side girder of a composite beam segment and its assembly method involved in the present invention, a separation area is also provided for the opposite side girder, and the side girder can be divided into at least two sections, so that Manufacture, transport, and assembly to adapt to transport conditions and areas with harsh natural conditions, so as to further expand the scope of bridge construction;

(5) The side girder of a composite beam segment and its assembly method involved in the present invention adapt to the improved assembly method for the improved side girder, and the side girder can be assembled quickly and accurately according to the assembly method. Main beam.

Description of drawings

The above-mentioned and/or additional aspects and advantages of the present invention will become apparent and easy to understand from the following description of the embodiments in conjunction with the accompanying drawings, wherein:

Fig. 1 is an overall effect diagram of a side girder of a composite beam segment involved in the present invention;

Fig. 2 is a view of the outer side 11-1 of the side main girder of a composite beam segment involved in the present invention;

Fig. 3 is the cross-sectional view at the edge girder A-A place of a kind of composite beam section that the present invention relates to Fig. 2;

Fig. 4 is an enlarged view of the front end of the outer side 11-1 of the side girder of a composite beam segment involved in the present invention;

Fig. 5 is an enlarged view of the rear end of the outer side 11-1 of the side girder of a composite beam segment involved in the present invention;

Fig. 6 is a top view of a side girder of a composite beam segment involved in the present invention;

Fig. 7 is a bottom view of a side girder of a composite beam segment involved in the present invention;

Fig. 8 is a detailed display diagram of the steel-concrete joint section of the side girder of a composite beam segment involved in the present invention;

Fig. 9 is a flow chart of a corresponding assembling method for composite beam segments involved in the present invention.

Detailed ways

Embodiments of the invention are described in detail below, examples of which are illustrated in the accompanying drawings. The embodiments described below by referring to the figures are exemplary only for explaining the present invention and should not be construed as limiting the present invention. In order to demonstrate the practical application of the side girder of the composite beam section, the following embodiments will introduce specific components of the bridge, so that the application and connection relationship of the side girder of the composite beam section will be displayed For fuller and easier understanding, it should be noted that the protection scope of the present invention is not limited.

Please refer to accompanying drawing 1, this embodiment shows a kind of side main girder 1 of laminated beam section, can see the overall structure of described side main girder 1 from accompanying drawing 1, and described side main girder 1 comprises web 11. The bottom plate 12, the face plate 13, the top plate 14, the anchor structure 17, the transition web 18 used to separate and provide transition for the side girder 1 of the steel structure and the concrete structure, and the secondary top plate 19.

In order to show the structure of the side girder 1 more clearly, please further refer to accompanying drawing 2 in conjunction with accompanying drawing 3. The side girder 1 includes a web 11 having an inner side 11-2 and an outer side 11-1. For ease of description and position determination, in this embodiment, the inner side 11-2 of the web 11 is defined as a plane facing the inside of the bridge, and the outer side 11-1 of the web 11 is a plane facing the outside of the bridge. The lower edge portion of the web 11 is vertically connected with a bottom plate 12, and the upper edge portion of the web 11 is vertically connected with a panel 13, and the panel 13 extends toward the outer surface 11-1, for subsequent setting of traffic passages The panel sets up the foundation. The upper half of the web 11 is vertically connected with a top plate 14, and the top plate 14 extends towards the inner side 11-2, providing a supporting or connecting connection structure for other internal structures of the bridge. Please refer to accompanying drawing 3 and accompanying drawing 5, accompanying drawing 3 is the sectional view of accompanying drawing 1 side main girder 1 at section line A-A place, accompanying drawing 5 is the top view of described side main girder 1, through accompanying drawing 3 and accompanying drawing The details of the inner side 11-2 can be observed in Fig. 5 . The side main girder 1 also includes a beam connection assembly 15 arranged on the inner surface 11-2 side of the web 11 (please refer to the accompanying drawing 3, the beam connection assembly 15 in this embodiment includes a beam web plate connection plate 151, manhole 151-1, web plate connection plate shear nail 151-2, beam bottom plate connection plate 152), the cross beam connection assembly 15 is located between the bottom of the top plate 14 and the top of the bottom plate 12 s position. Described side girder 1 is also provided with in order to maintain described web 11, base plate 12, faceplate 13, top plate 14 firmness and the stiffener assembly that promotes side girder 1 and even bridge integral strength. Please refer to accompanying drawing 2 and accompanying drawing 4 and accompanying drawing 5, only in this embodiment, described stiffener assembly comprises first vertical stiffener 161, first transverse stiffener 162, second transverse stiffener 163, second The vertical stiffener 164 , the third vertical stiffener 165 and the panel stiffener 131 on the panel 13 . Please refer to accompanying drawing 7, more specifically, the connecting position of described web 11 and described bottom plate 12 is located at the symmetry axis 120 of described bottom plate 12. The axis of symmetry 120 evenly and symmetrically divides the bottom plate 12 into a part close to the outer side 11-1 and a part close to the inner side 11-2.

Please continue to refer to accompanying drawings 2 and 3, more specifically, it can be seen from accompanying drawing 2 that the top plate 14 is arranged at a position close to the upper edge of the web 11, and it can be seen further from accompanying drawing 3 that the The position of the top plate 14 on the web 11 is slightly lower than that of the face plate 13 , and the top plate 14 and the face plate 13 form a staggered distribution on the web 11 . Because the top plate 14 belongs to the internal structure of the bridge, the panel 13 is responsible for laying out the traffic passages, so it needs to be arranged in a staggered manner, and the two functional areas are staggered. However, the two functional areas are close to each other, which is beneficial to the structure of the top plate 14 and possible support or connection, and can assist in strengthening the strength of the panel 13, so that the bearing strength of the panel 13 is further improved. Only in this embodiment, the orthographic projection of the panel 13 on the bottom plate 12 exceeds the outer edge of the bottom plate 12 on the outer surface 11-1; the orthographic projection of the top plate 14 on the bottom plate 12 exceeds the bottom plate 12 The outer edge of the inner side 11-2. Under the premise of ensuring that the force of the base plate 12 meets the requirements of engineering mechanics, reasonable control of the width of the base plate 12 can save materials. Please continue to refer to accompanying drawing 2 and auxiliary referring to accompanying drawing 4, specifically, described stiffening assembly comprises the first vertical stiffening plate 161 that is arranged at described web 11 and described panel 13 connection. The first vertical stiffener 161 can transfer the possible load part of the panel 13 to the web 11, so that the load can be evenly distributed, and the load can be prevented from being too concentrated on the local structure and causing damage to the local structure or fatigue of the material. More specifically, the first vertical stiffener 161 is a corner plate, and the corner plates are arranged on the outer surface 11-1 of the web 11 in an array with a certain preset interval. The gussets serve as first vertical stiffeners 161 and are arranged at a certain interval. The first vertical stiffeners 161 improve the stability of the angle formed between the web 11 and the face plate 13, in addition to satisfying reasonable According to the load distribution requirement, the relative positions of the web 11 and the face plate 13 can also be maintained, thereby maintaining the basic structure of the side girder 1 . In this embodiment, the first vertical stiffener 161 is perpendicular to the web 11 and the face plate 13.

More specifically, the stiffening assembly also includes a first transverse stiffening rib 162 disposed below the first vertical stiffening plate 161, and the first transverse stiffening rib 162 spans the web 11 in the longitudinal bridge direction. There is connection between the lower edge of part of the first vertical stiffener 161 and the first transverse stiffener 162.

Only in this embodiment, said first transverse stiffener 162 extends to both ends of the long side of the web 11. In other possible implementation manners, the length of the first transverse stiffener 162 across the web 11 can be appropriately extended or shortened according to the distribution of the load.

Only in this embodiment, the shorter first vertical stiffeners 161 and the longer first vertical stiffeners 161 are alternately arranged. The longer first vertical stiffener 161 abuts against the first transverse stiffener 162 in this embodiment. In other possible implementation manners, the number of the first vertical stiffeners 161 connected to the first transverse stiffeners 162 can be appropriately increased or decreased according to the load distribution, or the number of the first vertical stiffeners 161 connected to the first transverse stiffeners can be changed. Stiffener 162 location and depth.

More specifically, the stiffening assembly further includes a second transverse stiffener 163 arranged on the web 11 and parallel to the first transverse stiffener 162 , and the second transverse stiffener 163 is opposite to the first transverse stiffener 163 The stiffener 162 is closer to the bottom plate 12 . Several second vertical stiffeners 164 are connected between the first transverse stiffener 162 and the second transverse stiffener 163. The second vertical stiffener 164 is also connected to the web 11 . The second transverse stiffener 163 is also connected to the bottom plate 12 and the web 11 through a third vertical stiffener 165 .

Further specifically, part of the first vertical stiffening plate 161 extends from the lower edge of the second vertical stiffening plate 164, and the lower edge of the second vertical stiffening plate 164 extends out of the third vertical stiffening plate 164. Stiffener 165. Only in this embodiment, only half of the lower edges of the first vertical stiffeners 161 extend out of the second vertical stiffeners 164, and at the same time, the first vertical stiffeners of the second vertical stiffeners 164 161 and the unextended first vertical stiffeners 161 are alternately arranged.

Only in this embodiment, the first vertical stiffening plate 161, the second vertical stiffening plate 164, and the third vertical stiffening plate 165 that are connected into one body are on the same plane, and this plane is respectively connected to the web The plane where 11 is located, the plane where the bottom plate 12 is located, and the plane where the panel 13 is located are vertical. In other possible implementation manners, the first vertical stiffening plate 161, the second vertical stiffening plate 164, and the third vertical stiffening plate 165 can be arranged in a staggered manner according to needs, so as to realize special reinforcement requirements for areas that need to be strengthened . Only in this embodiment, the panel 13 is provided with a panel stiffener 131 vertically connected to the panel 13, and the panel stiffener 131 extends from one end of the long side of the panel 13 to the other end.

More specifically, please refer to accompanying drawings 3, 6 and 7, the connecting assembly 15 includes a beam web connecting plate 151 and a beam bottom plate connecting plate 152 orthogonally connected to the associated beam web connecting plate 151, The web connecting plate 151 of the beam extends from the top plate 14 to the bottom plate 12 and is fixedly connected to the inner surface 11 - 2 of the web 11 . The crossbeam web connecting plate 151 is connected orthogonally to the crossbeam bottom plate connecting plate 152, which is conducive to the dispersion of the bearing load, and the crossbeam web connecting plate 151 abuts against the top plate 14 and the bottom plate 12, effectively transferring its own load and The load received from the connecting plate 152 of the bottom plate of the beam is transferred to the web 11 , the top plate 14 and the bottom plate 12 to achieve a reasonable load distribution.

More specifically, a manhole 151-1 is defined at the lower end of the web connecting plate 151 of the beam near the bottom plate 12. Described manhole is the channel that is convenient for technical personnel to assemble, overhaul, maintain. Bridges need regular maintenance, maintenance, and repairs during their use, and manholes are set up to facilitate technicians to perform the aforementioned tasks.

Please continue to refer to accompanying drawing 3 on the basis of accompanying drawing 2. Further specifically, the web connecting plate 151 of the beam is set up on the inner side 11-2 of the web 11, and the web connecting plate 151 of the cross beam Corresponds to the positions of the second vertical stiffener 164 and the third vertical stiffener 165 . In other possible implementation manners, the beam web connection plate 151 may correspond to the position of the second vertical stiffener 164 or the third vertical stiffener 165.

More specifically, the bottom plate connecting plate 152 of the beam is also arranged on the inner side 11-2 of the web 11. The position of the bottom plate connecting plate 152 of the beam on the web 11 corresponds to the position of the second transverse stiffener 163.

Please refer to accompanying drawing 1, accompanying drawing 2 and appendix 4, in order to explain the specific application process of the anchor-stay structure, this embodiment also introduces stay cables (not shown in the figure) and cable towers (not shown in the figure). Specifically, the front end portion of the upper edge of the web 11 of the side girder 1 is connected with an anchor plate structure 17, and the front end portion refers to the right side of the section line A-A shown in FIG. 2 . In practical applications, The front end generally refers to the end away from the bridge tower. Referring now to accompanying drawings 2 and 4, the anchor plate structure 17 includes an anchor plate 171 extending from the web 11 , and the anchor plate 171 is the main force-bearing structure of the anchor plate structure 17 . In order to strengthen the intensity of the anchor tie plate 171, the anchor tie plate is also orthogonally connected with an anchor pull stiffening plate 175. The anchor plate structure 17 also includes a cable guide 172 fixed at the end of the anchor plate 171 . The end refers to the end of the anchor plate 171 that is far away from the web 11 . The cable guide 172 is also provided with an anchor end plate 173, which is also located at the end of the anchor pull plate 171. The other end of the cable guide 172 away from the anchor end plate 173 is provided with an anchor pad 174.

More specifically, the direction in which the anchor stay plate 171 extends is directed from the front end of the side girder 1 to the cable tower to be connected. The extension direction of the anchor stay plate 171 is consistent with the direction of the stay cable guide 172 and the stay cable, and the purpose is that the stay cable and the stay cable guide will be connected in the process of tensioning and subsequent use of the stay cable. The axis centers of 172 are coincident, so as to avoid wear of the stay cable on the port of the stay cable guide 172 and unnecessary twisting of the stay cable.

The stay cable is drawn from the cable tower and passes through the cable guide, and after being stretched to a preset tension, the anchor backing plate 174 and the anchor end plate 173 are installed. In the process of tensioning, the anchor plate 174 and the anchor end plate 173 act together to make the axis center of the stay cable coincide with the axis center of the cable guide 172. The coincident axis center will effectively transfer the side girder 1 self load and the load of other structures carried by the side girder 1 to the cable tower through the anchor plate structure 17 and stay cables.

Please refer to accompanying drawings 2 and 5, the rear end 1/4 of the side girder 1 is also provided with a transition web 18, and the transition web 18 is vertically connected to the web 11 and the bottom plate 12 respectively. , Panel 13. Only in this embodiment, the transition web 18 is arranged at a quarter position of the rear end of the side girder 1, in other possible implementation manners. The setting position of described transition web 18 is controlled at the position of 1/4 to 1/2 of described side girder 1.

More specifically, a section of the side girder 1 from the transition web 18 to the rear end of the side girder 1 is defined as a transition section. The transition web 18 is mainly used as the separation and transition between the concrete section and the steel structure section of the bridge. Since the steel structure and the concrete structure have different mechanical properties, the purpose of setting the transition section is to better combine the concrete section and the steel structure section. The steel structure section is convenient for the smooth transition and close combination of the concrete section and the steel structure section. In said transition section, the panel 13 is replaced by a secondary roof 19 which is flush with said roof 14. Only in this embodiment, the secondary top plate 19 and the top plate 14 are integrally formed and seamlessly connected. Please refer to accompanying drawing 6, described secondary roof 19 is provided with secondary roof shear stud 191, and described roof 14 is provided with first roof shear stud 141 and second roof shear stud 142; Please refer to accompanying drawing 7 The base plate 12 is provided with a first base plate shear stud 122-1 and a second base plate shear stud 122-2, the first base plate shear stud 122-1 is arranged at the base plate 12 of the transition section, the The second base plate shear stud 122 - 2 is arranged on the front end of the base plate 12 . A certain number of shear studs are arranged in an array according to a certain rule to form a nail array. In this embodiment, a certain number of the secondary roof shear studs 191 are arranged in an array according to a certain rule to form a sub-roof nail array; A number of the first roof shear studs 141 are arranged in an array according to a certain rule to form the first roof nail array; a certain number of the second roof shear studs 142 are arranged in an array according to a certain rule to form the second roof An array of shear studs; a certain number of the first base shear studs 122-1 are arranged in an array according to a certain rule to form a first base shear stud array; a certain number of the second base shear studs 122-2 Arranging them in an array according to a certain rule forms the second floor shear stud array.

More specifically, a set of transition stiffeners for strengthening the web 11 , the face plate 13 and the bottom plate 12 is arranged on the transition web 18 . In other possible implementations, transitional shear studs may also be arranged on the side of the transition web 18 away from the front end direction of the side girder 1, and web shear studs may also be arranged at the front end of the web 11. Force Nail 114. The purpose of laying the secondary roof shear studs 191, the first roof shear studs 141, the second roof shear studs 142, the transitional shear studs, and the web shear studs 114 is to enhance the shear strength of the layout structure. The secondary roof shear studs 191, the first roof shear studs 141, the second roof shear studs 142 and the transitional shear studs are arranged on corresponding structures in a rectangular array in this embodiment. Shear stud is suitable for described web 11, bottom plate 12, top plate 14, transitional web 18, the position near edge of secondary top plate 19 to strengthen the ability of resisting shear failure.

Further, the web 11, the top plate 14, the sub-top plate 19 and the transition web 18 are provided with hole arrays. Please refer to accompanying drawing 5 and accompanying drawing 6, in the present embodiment, the sub-top plate hole array 192 is distributed on the sub-top plate 19, and the sub-top plate hole array 192 is distributed on both sides of the transition web 18; A first web hole array 111 and a second web hole array 112 are distributed on the transition web 18 . The first web hole array 111 is arranged in a 3×3 array on the web 11 and is close to the transition web 18 . The first web hole array 111 can be used as a grouting hole for concrete to pass through without passing through a larger steel bar. Only in this embodiment, the first web hole array 111 is selected as grouting holes instead of piercing steel bars. Please refer to accompanying drawing 8, described second web plate hole array 112 is covered on described web plate 11, and described second web plate hole array 112 is used for passing through by short reinforcing bar 112-1, and described The diameter of the short steel bar 112-1 is slightly smaller than the hole diameter of the second web hole array 112, so that when concrete is poured, the short steel bar 112-1 is wrapped with concrete and combined with the web 11 of the transition section. The short steel bar 112-1 can enhance the shear performance of the transition section in the direction perpendicular to the plane of the short steel bar 112-1.

More specifically, the side girder 1 is also provided with a transitional stiffener group, and the first web stiffener 181, the second web stiffener 182, and the third web stiffener 183 belonging to the transitional stiffener set are composed of The transition web 18 leads out. The first web stiffener 181 , the second web stiffener 182 and the third web stiffener 183 are different. The first web stiffener 181 is vertically drawn out from the transition web 18 , vertically connected to the bottom plate 121 and extends to no more than the section line A-A. The second web stiffener 182 is vertically drawn from the transition web 18, and is vertically connected to the web 11. In this embodiment, the second web stiffener 182 is embodied as a plurality of parallel stiffeners. plate, and the second web stiffener 182 extends toward the end of the side girder 1 . The third web stiffener 183 is drawn vertically from the transition web 18 and extends toward the front end of the side girder 1 to the first vertical stiffener 161 , passing through the first vertical stiffener 161 and the panel 13 connect. The third web stiffener 183 is perpendicular to the web 11 and parallel to the first transverse stiffener 162 and the second transverse stiffener 163. The third web stiffener 183 is also connected to the secondary roof 19 and is flush with the secondary roof 19. The transitional stiffeners are respectively connected to the web 11, the bottom plate 12, the secondary top plate 19 and indirectly to the panel 13, reflecting that the transitional stiffeners strengthen the connection between the transitional web 18 and the above-mentioned components, so that the transition The web 18 and the transition section are more tightly connected to the side main girder 1 to prevent the side main girder 1 from breaking at the junction of the steel structure and the concrete structure. Only in this embodiment, referring to accompanying drawing 7, the first web stiffeners 181 are symmetrically distributed on both sides of the bottom plate symmetry axis 120, and two first web stiffeners 181 are respectively arranged on both sides of the bottom plate 12. It should be noted that the extension length, extension position and layout quantity of the first web stiffener 181, the second web stiffener 182, and the third web stiffener 183 are not limited by this embodiment, for example, in other In a possible implementation manner, the first web stiffener 181 may cross the A-A section line, abut against or pass through the first vertical stiffener 161, the second vertical stiffener 164, and the third vertical stiffener. The vertical stiffener plane formed by the plate 165 is so that the first web stiffener 181 can further strengthen the transition web 18 through the vertical stiffener plane, and simultaneously realize the connection with the face plate 13 and the bottom plate 12 .

More specifically, a partition is provided at the middle position of the side girder 1 , and specifically in this embodiment, the partition coincides with the section line A-A. Described partition divides described side girder 1 into front end and rear end. In other possible embodiments, the middle position of the side main beam 1 may have multiple separations, so that the side main beam 1 may be disassembled to a size suitable for transportation or assembly. The two sections of the partition are respectively provided with connecting parts such as bolts for the structural connection of the two sections. The connecting points of the bolts are evenly distributed on the entire cross-section to realize the reconnection of two or more side girders after splitting. The present invention can also additionally apply welding to strengthen the stable connection of the split two or more side girders.

Please refer to FIG. 6 , only in this embodiment, the top plate 14 is provided with a top plate reinforcing force 143 . More specifically, there are two parallel top plate reinforcements 143 extending to near the section line A-A. The top plate reinforcement force 143 starts from the transition web 18 and extends to nearly 1/4 of the top plate.

The present invention also provides a method for assembling side girders 1 of composite beam segments, for assembling the side girders 1 of above-mentioned composite beam segments, and the assembling method comprises the following steps:

S1. Prefabricate the web 11, bottom plate 12, panel 13, top plate 14 and beam connection assembly 15 respectively (please refer to accompanying drawing 3, in this embodiment, the cross beam connection assembly 15 includes a beam web connection plate 151, manhole 151-1, web plate connecting plate shear nail 151-2, beam bottom plate connecting plate 152). Specifically, the web 11, bottom plate 12, panel 13, top plate 14 and crossbeam connecting assembly 15 are made of compliant steel, especially steels that are resistant to bending, tensile, and mechanical fatigue to adapt to different components;

S2. The bottom plate 12 is vertically connected to the lower edge of the web 11, and the top plate 14 is vertically connected to a position close to the upper edge of the web 11 to form the main structure of the side girder 1. The cross-section of the main structure of the side girder 1 is in the shape of "up";

S3. adding part of the stiffening components to the assembled main structure to strengthen the mechanical strength of the main structure;

S4. Connect the panel 13 to the upper edge of the web 11, and add the remaining stiffening components, and connect part of the stiffening components to the main structure before the panel 13, mainly considering the panel 13 will cover the connection position of the part of the stiffening component to a certain extent, in order to avoid misalignment or poor connection caused by this, the reinforcing component is connected to the main structure in batches. The basic principle is that its connection does not rely on the panel 13 or part of the stiffening components that may be affected by the connection of the panel 13 is connected to the main structure in advance; Negatively affected stiffeners, as said remaining stiffeners, are arranged to be connected after connecting said panels 13;

S5. The crossbeam connection assembly 15 is connected to the inner surface 11-2 of the web 11 to complete the assembly of the side girder 1.

Only in this embodiment, the stiffening assembly includes a first vertical stiffening plate 161, a first transverse stiffening rib 162, a second transverse stiffening rib 163, a second vertical stiffening plate 164, and a third vertical stiffening plate 165.

More specifically, the step of prefabricating the stiffening assembly is also included before step S3, when prefabricating the first transverse stiffener 162 and the second transverse stiffener 163 belonging to the stiffening assembly, the first transverse stiffener 162 and the second transverse stiffener 163 The length direction of the two transverse stiffeners 163 has a stiffening shrinkage, the ratio of the stiffening shrinkage of the first transverse stiffener 162 to the length of the first transverse stiffener 162 is 1mm:1000mm, and the stiffening shrinkage of the second transverse stiffener 163 and The length ratio of the second transverse stiffener 163 is 1mm:1000mm. Only in this embodiment, the stiffening shrinkage of the first transverse stiffener 162 and the second transverse stiffener 163 in the length direction is 12 mm. The shrinkage of the stiffening is to make up for that when the workpiece is welded, the welded part of the workpiece is in a high temperature state. After cooling, shrinkage will occur at the welded part of the first transverse stiffener 162 or the second transverse stiffener 163, so it is necessary to leave a stiffener Shrinkage. Furthermore, the stiffening shrinkage is to enable the first transverse stiffener 162 or the second transverse stiffener 163 to abut against the front end and the rear end of the side girder 1 after welding, so as to avoid local strength reduction. Due to the situation, the side girder 1 is partially fractured. In other possible implementations, the ratio of the stiffening shrinkage of the first transverse stiffener 162 to the length of the first transverse stiffener 162 is 0.8-1.7mm:1000mm; the stiffening shrinkage of the second transverse stiffener 163 to the second transverse The length ratio of the stiffener 163 is 0.8-1.7mm:1000mm.

More specifically, in this embodiment, in the length direction of the first transverse stiffener 162 and the second transverse stiffener 163, the left side of the front end of the side girder 1 has a stiffening shrinkage amount equal to that of the other end. 1.66 times, the first transverse stiffener 162 and the second transverse stiffener 163 have a stiffening shrinkage of 20 mm on the side facing the front end of the side girder 1 in the length direction, compared with the stiffening left on the other side Shrinkage is more than 12mm. Specifically, in the bridge structure, bridges are generally divided into side spans and middle spans according to the different span segments. The front end of the side girder 1 is the end close to the bridge or connected to the middle span of the bridge. A larger amount of stiffening shrinkage is reserved for the end near the middle span of the bridge or the connecting bridge, in order to ensure that the first transverse stiffener 162 or the second transverse stiffener 163 maintains There is a designed length to prevent the first transverse stiffener 162 or the second transverse stiffener 163 from retracting and affecting the strength of the side girder 1 . At the connection between the side span and the middle span, the requirements for the mechanical strength of the structure are higher. In other possible implementations, the stiffening shrinkage left on the side of the first transverse stiffener 162 and the second transverse stiffener 163 facing the front end of the side main girder 1 in the length direction is 1.5-1.7 of the other end. times.

More specifically, grooves are reserved at the joints between the first transverse stiffener 162 and the second transverse stiffener 163 and the web 11. The first transverse stiffener 162 and the second transverse stiffener 163 are connected to the web 11 of the side main girder 1 using a welding method, more specifically, the welding method uses a groove weld. The characteristic of groove welding is that a groove is provided between the parts to be connected, and the groove refers to a groove with a geometric shape formed by processing and assembling the parts to be welded of the parts to be connected. The main purpose of setting the groove is to better weld the workpiece and ensure the degree of welding. In the present invention, since the first transverse stiffener 162 and the second transverse stiffener 163 are relatively important components in the stiffener assembly. Therefore, the welding strength of the first transverse stiffener 162 and the second transverse stiffener 163 has relatively high requirements, and a specially adopted solution for setting grooves is used for welding.

Specifically, in step S1, when prefabricating the panel 13, there is a panel shrinkage amount in the length direction of the panel 13, and only in this embodiment, the ratio of the panel shrinkage amount to the length of the panel 13 is 1mm:1000mm , in other possible implementation manners, the ratio of the shrinkage of the panel to the length of the panel 13 is 0.8-1.7mm:1000mm. Since in this embodiment, after assembling the complete side main girder 1, a welding connection is adopted, the temperature difference change in the welding process will cause the panel 13 members without preset panel shrinkage to shrink, and then the panel 13 The size of is not suitable for the design requirements, and thus causes strength defects of the panel 13. Therefore, it is a very critical step to reasonably preset the shrinkage of the panel. Too much preset shrinkage of the panel will lead to long post-processing time and waste materials. Too little shrinkage of the preset panel will cause the panel 13 to shrink by Less than preset strength requirements.

Specifically, in step S1, when prefabricating the panel 13, the panel 13 still has a milling margin in the width direction before assembly, only in this embodiment, the milling margin is 5 mm, In other possible implementation manners, the milling allowance is 5 mm to 10 mm. After described panel 13 is assembled, the part milling that excess design maximum allowable amount is removed on the panel 13 width is called edge milling. The connection method between the face plate 13 and the web 11 is polished and tight. Since the panel 13 is mainly used as a base plate for the traffic path or directly as the traffic path, the main load of the panel 13 is the dynamic load. If the connection between the panel 13 and the web 11 is directly welded In the case of a dynamic load, it is very likely that weld fatigue will occur, thereby affecting the connection between the face plate 13 and the web 11 . Thus, in the present invention, between the panel 13 and the web 11, a force transmission method of polishing and tightening is adopted. The polishing and tightening refers to trimming the plane of the parts to be connected until the flatness reaches a certain requirement, and keeping it smooth, and then tightening the parts to be connected with a certain pressure, so that the parts to be connected can meet the flatness requirements. Tight together, in order to ensure the strength of the polished top tight, welding is applied to the connection of the polished top tight. In other possible implementations, maintaining the strength of the polished top can also be achieved by adding auxiliary components and the like. Before polishing and tightening, it is necessary to carry out flatness inspection on the plane to be polished and tighten, and keep the plane clean. When polishing top tight, between described panel 13 and described web 11, adopt feeler gauge to check whether the gap of polishing top tight meets design requirement.

More specifically, before the panel 13 is assembled with the web 11, a first vertical stiffener 161 belonging to a stiffener assembly is pre-connected on the side of the panel 13 facing the bottom plate 12. The first vertical stiffener 161 is orthogonally connected to the face plate 13 and the web 11, and is kept vertically connected to the face plate 13 or the web 11 in advance, which is conducive to the accurate assembly of the first vertical stiffener 161 . In the present invention, the first vertical stiffener 161 is pre-assembled with the panel 13 and then connected with the web 11 . The reason is that it is difficult to control the amount of shrinkage that is first positioned with the web 11, and it is difficult for the web 11 as the main load-bearing component to take remedial measures that do not affect the side girder 1 on the amount of shrinkage. The positioning achieved by connecting the vertical stiffener 161 to the panel 13 first is more accurate.

Specifically, in step S5, the beam web connecting plate 151 and the beam bottom plate connecting plate 152 belonging to the beam connecting assembly 15 are pre-assembled, and the beam web connecting plate 151 and the beam bottom plate connecting plate 152 are formed in an orthogonal The way is to form a complete set of beam connection components 15 , and then connect the beam connection components 15 to the inner surface 11 - 2 of the web 11 . In the embodiment, there are two sets of the beam connection assembly 15. In other possible implementation modes, the length of the side main beam 1, the number of beams to be connected, and the load of the side main beam 1 can be comprehensively considered. The number of beam connection assemblies 15.

More specifically, after the crossbeam connection assembly 15 is connected to the inner surface 11 - 2 of the web 11 , the scribing and positioning is performed. Further drill the manhole 151-1 at the location. Described manhole 151-1 is arranged on the position close to base plate 12, is convenient for technical personnel to carry out maintenance, does not influence the traffic on panel 13 as far as possible simultaneously.

Specifically, after the step S5, a step is further included: assembling the anchoring plate 171 of the anchoring structure 17 on the front end of the upper edge of the web 11 . In this embodiment, after the anchor tie plate 171 is assembled on the web 11 of the side girder 1, a cable guide 172, an anchor backing plate 174, and an anchor guide plate 174 are added on the basis of the anchor tie plate 171. The end plate 173 forms the anchor-stay structure 17, and the anchor-stay plate 171 is orthogonally connected with an anchor-stay stiffening plate 175. The pre-assembled anchor-stay structure 17 is conducive to the complete transportation of the accessories of the anchor-stay structure 17, and is convenient for use in After the side girder 1 is installed, the stay cables are tensioned. In other possible implementation manners, the anchor pull plate 171 orthogonally connected with the anchor pull stiffening plate 175, the cable guide 172, and the anchor backing plate 174 are assembled into the main structure of the anchor pull structure 17, and then combined with the The web 11 is connected, and the anchor end plate 173 is installed after the side girder 1 is installed and the stay cables are tensioned.

Specifically, only in this embodiment, if the side girder 1 of the steel-concrete combination section is assembled, the side girder 1 of the steel-concrete combination section includes the integrated concrete section side girder and the steel structure section side girder . The rear end of the side girder 1 starting from the transition web 18 is the side girder of the concrete section, and the side girder of the concrete section is the part where the concrete is poured. The structural difference between the side girder 1 of the steel-concrete combined section and the side girder 1 of the standard section is that the structure of the side girder of the concrete section is different from the side girder 1 of the standard section. In the main girder of the concrete section side, the secondary roof 19 replaces the roof 14, the secondary roof 19 is flush with the roof 14, and the face plate 13 ends at the transition web 18, and the position thereafter is also defined by the Secondary top plate 19 is replaced. In the side girder of the concrete section in this embodiment, the stiffening assembly ends at the transition web 18, and in the concrete section behind the transition web 18, there is a transition from the transition web 18 to the two ends of the side girder. For the connection method and connection sequence of the stiffener group and the transitional group of stiffeners, please refer to the connection method and connection sequence of the stiffening assembly. The set of transitional stiffeners only includes in this embodiment: a first web stiffener 181 , a second web stiffener 182 , and a third web stiffener 183 . The difference between the side main beam 1 applied to the steel-concrete joint section and the side main beam 1 of the standard section is based on the need for the side main beam 1 to be connected between the concrete section and the steel structure section, while the steel-concrete The side main beam 1 of the joint section is different from the structural improvement of the side main beam 1 of the standard section, and further, the assembly method also needs to be improved in this regard.

Before the step S1, the top plate 14 and the secondary top plate 19 are integrally formed, the top plate 14 and the secondary top plate 19 are stamped, and the web 11 and the transition web 18 are pre-assembled or connected, and then integrated The shaped top plate 14 is connected to a secondary top plate 19 . In other possible implementation manners, the top plate 14 is pre-assembled or connected with the secondary top plate 19, and then connected with the web 11.

More specifically, after the step S5, the following steps are also included: on the side main beam 1, locate and drill the corresponding nail holes for strengthening the nail array of the side main beam 1 strength. In this embodiment, the nail holes are mainly drilled at the corresponding positions on the web 11 from the transition web 18 to the rear end of the side girder 1. All can offer described nail hole at described web 11, top plate 14, base plate 12, secondary top plate 19, and some edge positions and connection positions of stiffening assembly. The nail holes are arranged for adding shear nails. According to the different positions of the nail holes, the names of the shear studs installed are different. Only in this embodiment, the nail holes are set on the top plate 14, and the installed shear studs are called the first top plate Shear nails 141 and second roof shear nails 142; the nail holes are set on the secondary roof 19, and the installed shear nails are called secondary roof shear nails 191; the nail holes are opened on the On the plate 11, the installed shear nails are called web shear nails 114; the nail holes are opened on the bottom plate 12, and the installed shear nails are called the first bottom plate shear nails 122-1 and the second bottom plate shear nails 122-1. Two bottom plate shear nails 122 - 2 , the nail holes corresponding to the first bottom plate shear nails 122 - 1 are arranged on the bottom plate 12 corresponding to the transitional web 18 to the rear end of the side girder 1 . The nail holes corresponding to the second bottom plate shear nails 122-2 are arranged on the front end of the bottom plate 12; the side of the transition web 18 away from the front end of the side girder 1 can also be arranged for installing transition shears. The nail hole of the force nail.

After step S5, position and drill on the side girder 1 the through holes corresponding to the hole arrays that facilitate the passage of fluid or through the reinforcing members, and the through holes include the first web hole array 111 in this embodiment The first through-holes and the second through-holes are all over the corresponding positions on the web 11 from the transition web 18 to the rear end of the side girder 1 . The first through holes are arranged in a 3×3 array at the corresponding position on the web 11 from the transition web 18 to the rear end of the side girder 1, and the first through holes are close to the transition web The board 18 is laid out. The first through hole is suitable for pouring concrete, and the slurry fills the corresponding space through the first through hole. The first through hole can also be used to pass through a steel bar of a certain diameter, so as to strengthen the strength of the web 11 from the transition web 18 to the rear end of the side girder 1 . At the same time, the present invention does not exclude the function of the first through hole as a grouting hole and penetrating steel bar at the same time, it only needs to ensure that the diameter of the steel bar penetrating through is slightly smaller than the first through hole, and there is a space for the grout to pass through or a Part of the first through hole that does not penetrate the reinforcing bar is sufficient. The position where the second through holes are full is located at the rear end of the side girder 1 and belongs to the concrete section, and the full second through holes are used for the flow of concrete, which is convenient for concrete to fill the corresponding space. The way that the second through hole is full of layout is to allow the concrete to be evenly distributed. Further specifically, shear nails or short steel bars and other members that can strengthen the shear strength are installed in the nail holes, and in this embodiment, the shear nails are installed in the nail holes. Simultaneously in the present embodiment, in the through-hole of part described hole array, run through the steel bar that diameter is slightly smaller than through-hole aperture.

More specifically, the length of the reinforcing bar is less than the width of the top board 14, the bottom board 12 or the sub-top board 19. If the steel bar is too long, it will result in exceeding the width of the top plate 14, the bottom plate 12 or the sub-top plate 19, which may affect the components of other bridges, and exceed the width of the top plate 14, the bottom plate 12 or the sub-top plate 19. The excess part of the steel bar can not play the role of strengthening the strength but wastes the material. Therefore, it is appropriate to control the length of the steel bar to be less than or equal to the width of the top plate 14 , the bottom plate 12 or the sub-top plate 19 . Specifically to the present embodiment, the length of the reinforcing bar is less than the width of the secondary roof 19.

Specifically, after step S5, it also includes the step of: positioning at least one partition in the middle of the welded side girder 1, and positioning the partition by scribing, and cutting the partition by gas cutting or the like. The method is to cut the side girder 1 into at least two sub-sections of the side girder 1 . In this embodiment, the side main girder 1 is cut into side main girders 1 with two terminals at the section line A-A. The selected principle of the said partition mainly considers that the partition of the corresponding position of the partition will not have a negative impact on the structural strength and stability of the side girder 1. Specifically, under normal circumstances, the partition is positioned at the middle of the side girder 1, and avoids the vertical stiffening components, beam connection components 15 and other positions as far as possible, and uses positive Cut at the intersection to reduce the length of the cut. The significance of cutting side main girder 1 is that in some mountainous areas, areas with underdeveloped traffic, areas that affect the installation of cranes, and areas that are not convenient for on-site construction, assembly, and prefabricated components, cable bridges can be reasonably used, that is, they can be applied The side girder 1 involved in the present invention. In the past, the side main girder 1 was often bulky and inconvenient for transportation and installation. The cut side main girder 1 has a longer transportation distance and better adaptability to the construction environment, reducing the impact of the side main girder 1 on transportation conditions, requirements of the construction environment.

More specifically, after cutting the side girder 1, correspondingly lay bolts at the separation of the sub-side girders 1. On the partition surface corresponding to the partition, bolts are respectively matched and arranged on the sub-side main beam 1, so that when the side main beam 1 is hoisted, the fixing of the position can be realized by means of the bolts.

Only in this embodiment, most of the assembling process and assembling process of the side girder 1 are arranged outside the construction site, and only a small part of the assembling process such as the assembling of the sub-side girder 1 is arranged in the construction site . Completing the assembly outside the construction site can reduce the requirements for the construction site, and can reduce the deployment of construction equipment such as welding equipment and milling machines on the construction site.

The present invention provides a side girder 1 applied to composite beam segments, which has the characteristics of simple structure and excellent mechanical properties. In the case of applying the same material, the knowledge of engineering mechanics is rationally used to optimize the structure. The side main beam 1 is provided with multiple sets of stiffening structures to increase the strength of the side main beam 1, and avoid pursuing material performance improvement. Push up the cost. The side main girder of the present invention is also provided with a transitional mixing section, which can coordinate the different mechanical properties of the concrete section and the steel structure section, and help realize the smooth transition from the side span section to the middle span section. In order to adapt to different construction scenarios and natural environments, the side girder 1 provided by the present invention can also be disassembled, so as to facilitate transportation, hoisting, moving and other actual needs, so that the scope of application of the cable-stayed bridge using the side girder is wider , while reducing the use of expensive or large spreaders, reducing costs to a certain extent. More importantly, the detachable design is convenient for on-site construction, making the side girders more accurate and easier to assemble.

The present invention also provides a method for assembling side girders 1 of a laminated beam segment. The assembling method is simple and convenient. By reasonably arranging the assembly sequence of the components and avoiding components that affect each other in assembly, the assembly is more precise and efficient. fast. In the assembling method, margins are designed for the corresponding workpieces that may affect the assembly accuracy and structural strength due to dimensional changes and angle changes that may be encountered during assembly, so as to ensure that the side main beam 1 is finally in accordance with the design standard. Assembled on the bridge.

The above descriptions are only some of the embodiments of the present invention. It should be pointed out that for those of ordinary skill in the art, some improvements and modifications can be made without departing from the principles of the present invention. These improvements and modifications should also be made. It is regarded as the protection scope of the present invention.

Claims (35)

1. A kind of 1. edge-beam for overlapping girder segment, it is characterised in that its web for including there is medial surface and lateral surface, with it is described The top edge vertical connection of the lower edge bottom plate connected vertically of web and the web and the face extended to the lateral surface Plate, the top plate with the top half vertical connection of the web and to medial surface extension, it is arranged on the web medial surface The upper and crossbeam connecting assembly below the top plate, and maintain adding for the web, bottom plate, panel and steady of roof Strength component.
2. 2. the edge-beam of overlapping girder segment as claimed in claim 1, it is characterised in that the junction position of the web and bottom plate In on the axis of symmetry of the bottom plate.
3. 3. the edge-beam of overlapping girder segment as claimed in claim 1, it is characterised in that the top plate is connected close to the abdomen The position of plate top edge, interlock with panel height.
4. 4. the edge-beam of overlapping girder segment as claimed in claim 1, it is characterised in that the component of putting more energy into includes being arranged on institute State panel and the first vertical stiffener of web junction.
5. 5. the edge-beam of overlapping girder segment as claimed in claim 4, it is characterised in that first vertical stiffener is by with pre- If the gusset array composition of spacing arrangement.
6. 6. the edge-beam of overlapping girder segment as claimed in claim 4, it is characterised in that the component of putting more energy into is additionally included in described With vertical first transverse stiffener of the bridge to direction across the web, first transverse stiffener below first vertical stiffener It is connected with the lower edge of at least partly described first vertical stiffener.
7. 7. the edge-beam of overlapping girder segment as claimed in claim 6, it is characterised in that the component of putting more energy into also is included close to institute State bottom plate and second transverse stiffener parallel with first transverse stiffener；Second transverse stiffener passes through second Vertical stiffener is connected with first transverse stiffener, web；Second transverse stiffener passes through the 3rd vertical stiffener It is connected with the bottom plate, web.
8. 8. the edge-beam of overlapping girder segment as claimed in claim 7, it is characterised in that second vertical stiffener is from least The lower edge of part first vertical stiffener extends；3rd vertical stiffener is from second vertical stiffener Lower edge extends.
9. 9. the edge-beam of overlapping girder segment as claimed in claim 7, it is characterised in that the connecting assembly includes cantilever diaphragm Fishplate bar and the crossbeam bottom plate fishplate bar of connection orthogonal with the cantilever diaphragm fishplate bar；The cantilever diaphragm fishplate bar extends from the top plate To the bottom plate, and it is fixedly connected on the medial surface of the web.
10. 10. the edge-beam of overlapping girder segment as claimed in claim 9, it is characterised in that the lower end of the cantilever diaphragm fishplate bar Offer manhole.
11. 11. the edge-beam of overlapping girder segment as claimed in claim 9, it is characterised in that the cantilever diaphragm fishplate bar, which is fixed, to be connected It is connected on the position that the vertical stiffener of second vertical stiffener/the 3rd is correspondingly provided with the web.
12. 12. the edge-beam of overlapping girder segment as claimed in claim 11, it is characterised in that the crossbeam bottom plate fishplate bar, which is fixed, to be connected It is connected on the position that second transverse stiffener is correspondingly provided with the web.
13. 13. the edge-beam of overlapping girder segment as claimed in claim 1, it is characterised in that the top edge leading section of the web Anchored framework point is also associated with, anchor tie plate that the anchored framework includes extending from the web, is fixed on the anchor tie plate The cable spiral of end, the anchor end plate for being fixed on the anchor tie plate end and being arranged the cable spiral, it is arranged on the drawing The anchor plate of another end of cable guide pipe, and the anchor of connection orthogonal with the anchor tie plate draw stiffener.
14. 14. as claimed in claim 13 overlapping girder segment edge-beam, it is characterised in that the bearing of trend of the anchor tie plate from Point to Sarasota to be connected in the front end of the edge-beam.
15. 15. the edge-beam of the overlapping girder segment as described in claim 1 or 14, it is characterised in that the edge-beam rear end 1/4~ 1/2 position is provided with the transition web for connecting the panel, web and bottom plate.
16. 16. the edge-beam of overlapping girder segment as claimed in claim 15, it is characterised in that the edge-beam is from its rear end to institute In the range of stating transition web, the panel is replaced by the secondary top plate concordant with the top plate, and on the top plate, secondary top The one side of plate, bottom plate and transition web surface rear end is provided with nail array, for being connected with concrete structure.
17. 17. the edge-beam of overlapping girder segment as claimed in claim 16, it is characterised in that the web provided with the nail array, Top plate, secondary top plate and transition web are additionally provided with hole array, for being connected with concrete structure.
18. 18. the edge-beam of overlapping girder segment as claimed in claim 16, it is characterised in that the component of putting more energy into also includes making institute State the transition ribbed stiffener group that transition web connects with the bottom plate, web and roof reinforcement respectively.
19. 19. the edge-beam of the overlapping girder segment as described in claim 1 or 15, it is characterised in that the interposition of the edge-beam Install as separated place and removable connection is carried out by bolt.
20. A kind of 20. assembling method for the edge-beam for overlapping girder segment, for assembling as described in claim 1~19 any one Overlap the edge-beam of girder segment, it is characterised in that comprise the following steps：

    (1) the difference prefabricated web, bottom plate, panel, top plate and crossbeam connecting assembly；

    (2) bottom plate is vertically connected on to the lower edge of the web, the top plate is vertically connected on close to the web The position of top edge, to form the agent structure of the edge-beam；

    (3) component of being put more energy into described in part is added in the assembled agent structure is completed；

    (4) panel is connected to the top edge of the web, and the remaining component of putting more energy into is added；

    (5) the crossbeam connecting assembly is connected to the medial surface of the web, to complete the assembly of edge-beam.
21. 21. assembling method as claimed in claim 20, it is characterised in that also include the prefabricated group of putting more energy into before step (3) The step of part, it is prefabricated belong to the component of putting more energy into the first transverse stiffener and the second transverse stiffener when, described first laterally The length direction of ribbed stiffener and/or the second transverse stiffener leaves amount of contraction of putting more energy into, and the amount of contraction of putting more energy into laterally adds with first The lenth ratio of strength rib or the second transverse stiffener is 0.8~1.7mm:1000mm.
22. 22. assembling method as claimed in claim 21, it is characterised in that laterally add in first transverse stiffener or second It is 1.5~1.7 times of the other end that the length direction of strength rib, which leaves amount of contraction of putting more energy into towards the side of the edge-beam front end,.
23. 23. assembling method as claimed in claim 21, it is characterised in that laterally add in first transverse stiffener and second Strength rib is also reserved with groove with the web junction.
24. 24. assembling method as claimed in claim 20, it is characterised in that described in the prefabricated panel in step (1) The length direction of panel leaves panel amount of contraction, and the panel amount of contraction and panel length ratio are 0.8~1.7mm:1000mm.
25. 25. assembling method as claimed in claim 20, it is characterised in that described in the prefabricated panel in step (1) Panel is in also leaving milling side surplus before assembly on width, milling side surplus is 5mm~10mm, and the panel is in assembly Milling side after end；And/or the connection method held out against between the panel and the web using polishing.
26. 26. assembling method as claimed in claim 25, it is characterised in that the panel with the web assembly before, in advance It is connected with the first vertical stiffener for belonging to component of putting more energy into.
27. 27. assembling method as claimed in claim 20, it is characterised in that in step (5), belong to the crossbeam connecting assembly Cantilever diaphragm fishplate bar and the shaping of crossbeam bottom plate fishplate bar pre-assembly, then the crossbeam connecting assembly is connected to the web Medial surface.
28. 28. assembling method as claimed in claim 27, it is characterised in that treat that the crossbeam connecting assembly is connected to the web Medial surface after, rule and drill out the manhole.
29. 29. assembling method as claimed in claim 20, it is characterised in that after the step (5), in addition to step：Anchor is drawn The anchor tie plate assembly of structure is in the top edge front end of the web.
30. 30. assembling method as claimed in claim 20, it is characterised in that before the step (1), the web and transition Web is assembled in advance or connection, and/or, the top plate and the secondary top plate are assembled in advance or be connecteds, or the top plate pushes up with secondary Plate is integrally formed.
31. 31. assembling method as claimed in claim 30, it is characterised in that further comprising the steps of after step (5)：On the side Positioned on girder and drill out to strengthen nail corresponding to the nail array of the edge-beam intensity；And/or on the edge-beam Position and drill out be easy to fluid by or the hole array of interspersed reinforcement members corresponding to through hole.
32. 32. assembling method as claimed in claim 31, it is characterised in that WELDING STUDS or bar dowel are installed in the nail； And/or run through reinforcing bar into the part hole array.
33. 33. assembling method as claimed in claim 31, it is characterised in that the reinforcing bar length be less than or equal to the top plate, The width of bottom plate or secondary top plate.
34. 34. assembling method as claimed in claim 20, it is characterised in that also include step after step (5)：Completed in welding Separated place at positioning at least one in the middle part of the edge-beam, in the separated place, cutting edge-beam is at least two cross-talk edge-beams.
35. 35. assembling method as claimed in claim 34, it is characterised in that after cutting edge-beam, in point of the sub- edge-beam Every the corresponding laying bolt in place.