CN107794833B

CN107794833B - Side girder of superposed girder segment and assembling method thereof

Info

Publication number: CN107794833B
Application number: CN201711251594.3A
Authority: CN
Inventors: 夏晖; 高世强; 肖向荣; 刘怀刚; 张会昌; 雷志超; 杨卫平; 杨杰; 赵升辉
Original assignee: Road and Bridge International Co Ltd; Road and Bridge South China Engineering Co Ltd
Current assignee: Road and Bridge International Co Ltd; Road and Bridge South China Engineering Co Ltd
Priority date: 2017-12-01
Filing date: 2017-12-01
Publication date: 2024-06-04
Anticipated expiration: 2037-12-01
Also published as: CN114197289A; CN114197289B; CN107794833A

Abstract

The side main beam of the laminated beam section comprises a web plate, a bottom plate, a panel, a top plate, a beam connection assembly and a stiffening assembly, wherein the web plate is provided with an inner side surface and an outer side surface, the bottom plate is perpendicularly connected with the lower edge of the web plate, the panel is perpendicularly connected with the upper edge of the web plate and extends towards the outer side surface, the top plate is perpendicularly connected with the upper half part of the web plate and extends towards the inner side surface, the beam connection assembly is arranged on the inner side surface of the web plate and below the top plate, and the stiffening assembly is used for maintaining the stability of the web plate, the bottom plate, the panel and the top plate. The side main beam is provided with a plurality of groups of stiffening components for reinforcing 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 side girder is assembled more accurately and more easily by reasonably arranging the assembling sequence. The splicing method has reasonable sequential arrangement, can reasonably arrange a plurality of splicing areas according to the requirements of transportation, hoisting and movement, and has strong adaptability.

Description

Side girder of superposed girder segment and assembling method thereof

Technical Field

The invention mainly relates to the field of bridge construction, in particular to a cable-stayed bridge, and particularly relates to a side main beam of a superposed beam section.

Background

At present, china enters the period of rapid development of foundation engineering projects, foundation engineering projects of different scales are being developed, and a plurality of foundation engineering projects relate to bridge construction. In the existing engineering design, a bridge crossing the great river and the river is preferably a cable-stayed bridge, in particular to a cable-stayed bridge. The cable-stayed bridge is a bridge in which main beams are directly pulled on bridge towers by a plurality of inhaul cables, and is a structural system formed by combining pressure-bearing towers, tension cables and a beam body with a bearing bend, and can be regarded as a multi-span elastic support continuous beam in which inhaul cables replace buttresses. The bending moment in the beam body can be reduced, the building height is reduced, the structural weight is reduced, and the materials are saved. The cable-stayed bridge mainly comprises a cable tower, a main girder and a stay cable. The cable-stayed bridge is used as a inhaul cable system, has larger spanning capacity than a girder bridge, and is the most main bridge type of a large-span bridge. The bridge floor of the bridge is provided with the least concrete consumption, pier concrete consumption and steel consumption per square meter in terms of material consumption relative to other bridge type bridges. The cable-stayed bridge has the advantages in engineering, so that the cable-stayed bridge is widely applied to bridge construction. Therefore, the improvement of the cable-stayed bridge is of great significance.

In the bridge construction process, the safety of the bridge is the most concerned problem of engineers, and all building projects take the safety guarantee as the primary task. At present, the improved materials are adopted for the bridge, so that the bridge strength is improved to improve the bridge safety, but the engineering cost and the subsequent maintenance cost are improved. Although the construction cost of the cable-stayed bridge is economical and reasonable, only the quality of the materials is improved, the materials cannot be effectively utilized, the effectiveness of the materials is maximized and rationalized, and the material is extremely wasted. The side girder in the cable-stayed bridge is an important and complex bearing structure, the improvement difficulty is high, and the scheme for improving the side girder structure is very few at present.

In engineering, a construction scheme of a laminated beam is often adopted, wherein the laminated beam is a laminated member, so that the weight of an assembly member can be reduced, and the assembly member is more convenient to hoist. And the composite beam is typically made by casting concrete twice. The structural integrity is also relatively good due to the presence of post-cast concrete. When adopting the construction scheme of superimposed beam, divide into according to different atress support generally: a first-stage stress laminated beam and a second-stage stress laminated beam. The one-stage stressed superposed beam means that a reliable support is arranged below the precast beam in the construction stage, so that the load acted in the construction stage can be ensured not to cause the precast beam to be stressed but to be fully transmitted to the support; the two-stage stressed superposed beam means that no support is arranged below the simply supported precast beam in the construction stage, and all the load applied in the construction stage is completely borne by the precast beam. In any laminated beam, the side main beam which is the main stress structure of the laminated beam needs to have considerable strength, otherwise, the side main beam is easily damaged in the construction process. Therefore, the improvement of the specific structure of the side girder and the improvement of the corresponding assembling method of the rear side girder are particularly necessary.

Disclosure of Invention

The invention provides a side girder of a laminated girder segment, which comprises a web plate with an inner side surface and an outer side surface, a bottom plate vertically connected with the lower edge of the web plate, a panel vertically connected with the upper edge of the web plate and extending towards the outer side surface, a top plate vertically connected with the upper half part of the web plate and extending towards the inner side surface, a beam connection assembly arranged on the inner side surface of the web plate and below the top plate, and a stiffening assembly for maintaining the stability of the web plate, the bottom plate, the panel and the top plate.

Preferably, the connection of the web and the base plate is located on the symmetry axis of the base plate.

Preferably, the top plate is connected to the web at a position near the upper edge of the web, staggered from the top to bottom of the panel.

Preferably, the stiffening assembly comprises a first vertical stiffening plate provided at the junction of the panel and the web.

More preferably, the first vertical stiffener consists of an array of gussets arranged at a predetermined pitch.

More preferably, the stiffener assembly further comprises a first transverse stiffener crossing the web in a longitudinal bridge direction below the first vertical stiffener, the first transverse stiffener being connected with a lower edge of at least part of the first vertical stiffener.

Further, the stiffening assembly further comprises a second transverse stiffener adjacent to the bottom plate and parallel to the first transverse stiffening rib; the second transverse stiffening rib is connected with the first transverse stiffening rib and the web plate through a second vertical stiffening plate; the second transverse stiffening rib is connected with the bottom plate and the web plate through a third vertical stiffening plate.

Still further, the second vertical stiffener extends from a lower edge of at least a portion of the first vertical stiffener; the third vertical stiffener extends from a lower edge of the second vertical stiffener.

Still further, the docking assembly includes a beam web plate and a beam floor plate orthogonally connected to the beam web plate; the beam web plate extends from the top plate to the bottom plate and is fixedly connected to the inner side of the web.

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

Further preferably, the beam web plate is fixedly connected to the web plate at a position corresponding to the position where the second vertical stiffening plate/the third vertical stiffening plate is arranged.

Still further preferably, the cross beam bottom plate is fixedly connected to the web at a position corresponding to the position where the second transverse stiffening rib is provided.

Preferably, the front end part of the upper edge of the web plate is also connected with an anchor plate structure, and the anchor plate structure comprises an anchor plate extending from the web plate, a cable guide pipe fixed at the tail end of the anchor plate, an anchor end plate fixed at the tail end of the anchor plate and sleeved with the cable guide pipe, an anchor backing plate arranged at the other tail end of the cable guide pipe, and an anchor stiffening plate orthogonally connected with the anchor plate.

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

More preferably, the position of 1/4-1/2 of the rear end of the side main beam is provided with a transition web plate for connecting the panel, the web plate and the bottom plate.

Further, the side girders are replaced with secondary top plates flush with the top plates in the range from the rear ends to the transition webs, and an array of nails is provided on the rear-facing sides of the top plates, secondary top plates, bottom plates and transition webs for connection to a concrete structure.

Still further, the webs, top plates, secondary top plates and transition webs provided with the pin arrays are also provided with an array of holes for connection with the concrete structure.

Still further, the stiffening assembly further comprises a set of transitional stiffening ribs reinforcing the transitional webs with the bottom plate, web and top plate, respectively.

Preferably, the middle position of the side main beam is set as a separation position and is detachably connected through bolts.

The invention also provides an assembling method of the side main beam of the superposed beam section, which is used for assembling the side main beam of the superposed beam section, and comprises the following steps:

(1) Respectively prefabricating the web plate, the bottom plate, the panel, the top plate and the beam connection assembly;

(2) Vertically connecting the bottom plate to the lower edge of the web plate, and vertically connecting the top plate to a position close to the upper edge of the web plate so as to form a main body structure of the side main beam;

(3) Adding part of the stiffening components into the assembled main body structure;

(4) Connecting the panel to the upper edge of the web and adding the remaining stiffening components;

(5) And connecting the cross beam connecting assembly to the inner side surface of the web plate so as to complete the assembly of the side main beams.

Preferably, the method further comprises the step of prefabricating the stiffening assembly before the step (3), wherein when prefabricating the first transverse stiffening rib and the second transverse stiffening rib which belong to the stiffening assembly, a stiffening shrinkage is reserved in the length direction of the first transverse stiffening rib and/or the second transverse stiffening rib, and the ratio of the stiffening shrinkage to the length of the first transverse stiffening rib or the second transverse stiffening rib is 0.8-1.7 mm:1000mm.

More preferably, the first transverse stiffener or the second transverse stiffener has a stiffening shrinkage of 1.5 to 1.7 times that of the other end at a side of the first transverse stiffener or the second transverse stiffener facing the front end of the side main beam.

More preferably, grooves are reserved at the connection parts of the first transverse stiffening rib and the second transverse stiffening rib and the web plate.

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

Preferably, in the step (1), when the panel is prefabricated, a margin of edge milling is reserved on the panel in the width direction before assembly, the margin of edge milling is 5-10 mm, and the panel is edge-milled after assembly is finished; and/or a polishing and tightly pressing connection method is adopted between the panel and the web plate.

More preferably, the panels are pre-connected with first vertical stiffening plates belonging to the stiffening assembly, before being assembled with the web.

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

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

Preferably, after the step (5), the method further comprises the steps of: the anchor plate of the anchor structure is assembled at the front end of the upper edge of the web plate.

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 is integrally formed with the secondary top plate.

More preferably, step (5) is followed by the further step of: positioning and drilling nail holes corresponding to a nail array for strengthening the strength of the side girder on the side girder; and/or positioning and drilling through holes corresponding to the hole array which is convenient for fluid to pass through or penetrate through the reinforcing member on the side main beams.

Further preferably, shear nails or short steel bars are installed in the nail holes; and/or penetrating reinforcing steel bars into part of the hole array.

Still further preferably, the length of the rebar is less than or equal to the width of the top, bottom, or secondary top plate.

Preferably, step (5) further comprises the step of: and positioning at least one separation part in the middle of the welded side main beam, wherein the side main beam is cut at the separation part to form at least two sections of sub-side main beams.

More preferably, after the edge main beams are cut, bolts are correspondingly arranged at the separation parts of the sub-edge main beams.

The invention provides a side main beam of a superposed beam section and an assembling method thereof, which can better solve part of technical problems and have the following advantages:

(1) According to the side girder of the superposed girder segment and the assembling method thereof, stiffening components are additionally arranged on the web plate, the bottom plate, the panel and the top plate, so that the stability of the side girder structure is enhanced, and the strength of the bridge is further improved;

(2) According to the side main beam of the laminated beam section and the assembling method thereof, the stiffening components are reasonably arranged, so that the bridge has stronger engineering strength without greatly improving the engineering cost on the premise that the materials are the same;

(3) According to the side girder of the superposed girder segment and the assembling method thereof, the structure is further improved through the transition section of the side girder, so that the mechanical properties of the transition region of the steel structure and the concrete structure are improved, and the mechanical differences of structures made of different materials are effectively blended and applied;

(4) The side girder of the laminated girder segment and the assembling method thereof are provided with the separation area aiming at the side girder, and the side girder can be separated into at least two sections so as to be convenient to manufacture, transport and assemble, adapt to the transportation conditions and the areas with bad natural conditions and further expand the construction range of the bridge;

(5) The invention relates to a side girder of a superposed girder segment and an assembling method thereof, which aim at the improved side girder adapting to the improved assembling method, and can rapidly and accurately assemble the side girder according to the assembling method.

Drawings

The foregoing and/or additional aspects and advantages of the invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings, in which:

FIG. 1 is an overall effect diagram of a side main beam of a composite beam section in accordance with the present invention;

FIG. 2 is a view of the outer side 11-1 of the side main beam of a composite beam segment in accordance with the present invention;

FIG. 3 is a cross-sectional view of the side main beam A-A of the composite beam section of FIG. 2 in accordance with the present invention;

FIG. 4 is an enlarged view of the front end of the outer side 11-1 of the side main beam of a composite beam segment in accordance with the present invention;

FIG. 5 is an enlarged view of the rear end of the outboard face 11-1 of the side main beam of one of the composite beam segments according to the present invention;

FIG. 6 is a top view of a side main beam of a composite beam segment in accordance with the present invention;

FIG. 7 is a bottom view of a side main beam of a composite beam segment in accordance with the present invention;

FIG. 8 is a detailed view of a steel-concrete joint section of a side main beam of a composite beam section in accordance with the present invention;

Fig. 9 is a flow chart of a method of splicing corresponding segments of a composite beam in accordance with the present invention.

Detailed Description

Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings. The embodiments described below by referring to the drawings are illustrative only and are not to be construed as limiting the invention. In order to facilitate the practical application of the side main beam of the laminated beam section, the following embodiments introduce specific components of the bridge, so that the application and connection relation of the side main beam of the laminated beam section are displayed more fully and more conveniently, and it is noted that the protection scope of the present invention is not limited.

Referring to fig. 1, the present embodiment shows a side girder 1 of a laminated girder segment, and the overall structure of the side girder 1 can be seen from fig. 1, wherein the side girder 1 includes a web 11, a bottom plate 12, a panel 13, a top plate 14, an anchor structure 17, a transition web 18 for separating and providing transition for the side girder 1 of a steel structure and a concrete structure, and a secondary top plate 19.

For a clearer illustration of the structure of the side girder 1, please refer further to fig. 2 in combination with fig. 3. The side rail 1 includes a web 11 having an inner side 11-2 and an outer side 11-1. For convenience of description and location determination, 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 defined as a plane facing the outside of the bridge. The lower edge portion of the web 11 is vertically connected with a bottom plate 12, the upper edge portion of the web 11 is vertically connected with a panel 13, and the panel 13 extends towards the outer side face 11-1 to establish a foundation for the subsequent setting of traffic channel panels. 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 to provide support or connection for other internal structures of the bridge. Referring to fig. 3 and 5, fig. 3 is a cross-sectional view of the side rail 1 of fig. 1 at a section line A-A, and fig. 5 is a top view of the side rail 1, and details of the inner side 11-2 can be seen in fig. 3 and 5. The side girder 1 further includes a beam connection assembly 15 (please refer to fig. 3, the beam connection assembly 15 includes a beam web plate 151, a manhole 151-1, a web plate shear pin 151-2, and a beam bottom plate 152 in this embodiment) disposed on one side of the inner side 11-2 of the web 11, and the beam connection assembly 15 is located at a position between the lower portion of the top plate 14 and the upper portion of the bottom plate 12. The side girder 1 is further provided with a stiffening component for maintaining the stability of the web 11, the bottom plate 12, the panel 13 and the top plate 14 and improving the overall strength of the side girder 1 and even the bridge. Referring to fig. 2, fig. 4 and fig. 5, in this embodiment only, the stiffener assembly includes a first vertical stiffener 161, a first transverse stiffener 162, a second transverse stiffener 163, a second vertical stiffener 164, a third vertical stiffener 165, and a panel stiffener 131 on the panel 13. Referring to fig. 7, more specifically, the connection position of the web 11 and the bottom plate 12 is located at the symmetry axis 120 of the bottom plate 12. The symmetry axis 120 uniformly and symmetrically divides the bottom plate 12 into a portion near the outer side 11-1 and a portion near the inner side 11-2.

With continued reference to fig. 2 and fig. 3, more specifically, as can be seen in fig. 2, the top plate 14 is disposed near the upper edge of the web 11, and further as can be seen in fig. 3, the top plate 14 is disposed slightly lower on the web 11 than the top plate 13, and the top plate 14 and the top plate 13 form a staggered arrangement on the web 11. Because the roof 14 belongs to the structure inside the bridge, the panels 13 are responsible for laying traffic channels, so that the traffic channels need to be staggered, and two functional areas are staggered. The proximity of the functional areas to each other, however, facilitates the construction of the top plate 14 and possibly the support or connection, which can help to strengthen the panel 13 and further increase the load-bearing strength of the panel 13. In this embodiment only, the front projection of the panel 13 onto the base plate 12 exceeds the outer edge of the base plate 12 on the outer side 11-1; the front projection of the top plate 14 onto the bottom plate 12 exceeds the outer edge of the bottom plate 12 on the inner side 11-2. On the premise of ensuring that the stress of the bottom plate 12 meets the engineering mechanics requirement, the width of the bottom plate 12 is reasonably controlled, so that materials can be saved. With continued reference to fig. 2 and with additional reference to fig. 4, in particular, the stiffening assembly includes a first vertical stiffening plate 161 disposed at the junction of the web 11 and the panel 13. The first vertical stiffening plates 161 can transfer the load that the panel 13 may bear to the web 11, so that the load can be evenly distributed, avoiding that the load is too concentrated on and damages the local structure or fatigues the material. More specifically, the first vertical stiffening plates 161 are selected from the group consisting of corner plates, and the corner plates are disposed on the outer side 11-1 of the web 11 in an array having a predetermined pitch. The angle plates serve as first vertical stiffening plates 161 and are arranged at a certain interval, the first vertical stiffening plates 161 lift the stability of an included angle formed between the web plate 11 and the panel 13, and besides the requirement of reasonably dispersing loads, the relative positions of the web plate 11 and the panel 13 can be maintained, so that the basic structure of the side girder 1 is maintained. In this embodiment, the first vertical stiffener 161 is perpendicular to both the web 11 and the panel 13.

More specifically, the stiffener assembly further comprises a first transverse stiffener 162 disposed below the first vertical stiffener 161, the first transverse stiffener 162 crossing the web 11 in the longitudinal bridge direction. There is a connection between a lower edge of a portion of the first vertical stiffener 161 and the first transverse stiffener 162.

In this embodiment only, the first transverse stiffeners 162 extend to both long side ends of the web 11. In other possible embodiments, the first transverse stiffener 162 may be lengthened or shortened as appropriate depending on the load distribution profile across the length of the web 11.

In this embodiment only, the shorter first vertical stiffening plates 161 and the longer first vertical stiffening plates 161 are staggered. The longer first vertical stiffener 161 is in this embodiment in abutment with the first transverse stiffener 162. In other possible embodiments, the number of the first transverse stiffening ribs 162 connected to the first vertical stiffening plate 161 may be increased or decreased, or the position and depth of the first transverse stiffening ribs 162 connected to the first vertical stiffening plate 161 may be changed, as appropriate, according to the distribution of the load.

More specifically, the stiffener assembly further comprises a second transverse stiffener 163 provided on the web 11 and parallel to the first transverse stiffener 162, the second transverse stiffener 163 being closer to the bottom plate 12 than the first transverse stiffener 162. A plurality of 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 web 11 by a third vertical stiffener 165.

More specifically, a portion of the first vertical stiffener 161 extends from a lower edge thereof to the second vertical stiffener 164, and a lower edge of the second vertical stiffener 164 extends to the third vertical stiffener 165. In this embodiment, only half of the lower edges of the first vertical stiffening plates 161 extend out of the second vertical stiffening plates 164, and at the same time, the first vertical stiffening plates 161 extending out of the second vertical stiffening plates 164 are staggered with the first vertical stiffening plates 161 not extending out.

In this embodiment only, the first vertical stiffener 161, the second vertical stiffener 164, and the third vertical stiffener 165 are integrally connected on the same plane, and the planes are perpendicular to the plane of the web 11, the plane of the bottom plate 12, and the plane of the panel 13, respectively. In other possible embodiments, the first vertical stiffener 161, the second vertical stiffener 164, and the third vertical stiffener 165 may be staggered as needed to achieve specific reinforcement needs for areas requiring reinforcement. In this embodiment only, the panel 13 is provided with a panel stiffener 131 perpendicularly connected to the panel 13, and the panel stiffener 131 extends from one end to the other end of the long side of the panel 13.

More specifically, referring to fig. 3 and fig. 6 and 7, the docking assembly 15 includes a beam web plate 151 and a beam bottom plate 152 orthogonally connected to the beam web plate 151, and the beam web plate 151 extends from the top plate 14 to the bottom plate 12 and is fixedly connected to the inner side 11-2 of the web 11. The beam web plate 151 is orthogonally connected with the beam bottom plate 152, which is favorable for bearing the load dispersion, and the beam web plate 151 abuts against the top plate 14 and the bottom plate 12, so that the load of the beam web plate 151 and the load received by the beam bottom plate 152 are effectively transferred to the web plate 11, the top plate 14 and the bottom plate 12, and the reasonable load distribution is realized.

Further specifically, a manhole 151-1 is formed at a position close to the bottom plate 12 at the lower end of the beam web plate 151. The manhole is a passage which is convenient for technicians to assemble, overhaul and maintain. The bridge needs to be frequently maintained, maintained and overhauled in the using process, and a manhole is formed, so that technical staff can conveniently execute the tasks.

With continued reference to fig. 3 in combination with fig. 2, more specifically, the beam web plate 151 is set up on the inner side 11-2 of the web 11, and the beam web plate 151 corresponds to the second vertical stiffening plate 164 and the third vertical stiffening plate 165. In other possible implementations, the cross beam web plate 151 may correspond to the location of the second vertical stiffener 164 or third vertical stiffener 165.

More specifically, the cross-beam floor plate 152 is also disposed on the inner side 11-2 of the web 11. The location of the beam floor plate 152 on the web 11 corresponds to the location of the second transverse stiffener 163.

Referring to fig. 1,2 and 4, in order to explain the specific application process of the anchoring structure, the present embodiment further introduces a stay cable (not shown) and a cable tower (not shown). 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, and in practical application, the front end generally refers to the end far from the bridge cable tower. Referring now to fig. 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 stress structure of the anchor plate structure 17. To strengthen the anchor plate 171, anchor stiffening plates 175 are also cross-connected. The anchor plate structure 17 further includes a pull cable guide 172 secured to the end of the anchor plate 171. The end is the end remote from the web 11 in terms of the anchor plate 171. The cable guide 172 is also provided with an anchor end plate 173, the anchor end plate 173 also being located at the end of the anchor plate 171. The other end of the cable guide 172, remote from the anchor end plate 173, is provided with an anchor pad 174.

More specifically, the anchor plate 171 extends in a direction from the front end of the side girder 1 toward the cable towers to be connected. The extending direction of the anchor plate 171 is consistent with the directions of the stay cable guide 172 and the stay cable, so that the stay cable is coincident with the axial center of the stay cable guide 172 in the tensioning and subsequent use processes, and unnecessary twisting of the stay cable and the port abrasion of the stay cable guide 172 is avoided.

The stay cable is led out from the cable tower and is pulled to a preset pulling force through the cable guide pipe, and then the anchor backing plate 174 and the anchor end plate 173 are additionally arranged. During tensioning, anchor pad 174 and anchor end plate 173 cooperate to align the axial center of the stay cable with the axial center of the cable guide 172. The coinciding axial centers will effectively transfer the load of the side girders 1 themselves and the loads of other structures carried by the side girders 1 to the cable tower via said anchor plate structures 17 and stay cables.

Referring to fig. 2 and 5, a transition web 18 is further disposed at the rear end 1/4 of the side girder 1, and the transition web 18 is vertically connected to the web 11, the bottom plate 12 and the face plate 13, respectively. In this example only, the transition web 18 is arranged in the rear quarter of the side rail 1, in other possible embodiments. The arrangement position of the transition web 18 is controlled to be 1/4 to 1/2 of the position of the side main beam 1.

More specifically, a section of the side girder 1 from the transition web 18 to the extreme end of the rear end of the side girder 1 is defined as a transition section. The transition web 18 is mainly used for separating and transiting the concrete section and the steel structure section of the bridge, and the transition section is arranged for better combining the concrete section and the steel structure section due to different mechanical properties of the steel structure and the concrete structure, so that the smooth transition and the tight combination of the concrete section and the steel structure section are facilitated. In the transition section, the panel 13 is replaced by a secondary roof 19, which secondary roof 19 is flush with the roof 14. In this embodiment only, the secondary top plate 19 is integrally formed with the top plate 14 and is seamlessly connected. Referring to fig. 6, the secondary top plate 19 is provided with secondary top plate shear pins 191, and the top plate 14 is provided with first top plate shear pins 141 and second top plate shear pins 142; referring to fig. 7, a first bottom plate shear pin 122-1 and a second bottom plate shear pin 122-2 are disposed on the bottom plate 12, the first bottom plate shear pin 122-1 is disposed at the bottom plate 12 of the transition section, and the second bottom plate shear pin 122-2 is disposed at the front end of the bottom plate 12. A certain number of shear pins are arranged in an array according to a certain rule to form a pin array, and in this embodiment, a certain number of secondary top plate shear pins 191 are arranged in an array according to a certain rule to form a secondary top plate pin array; a certain number of the first top plate shearing force nails 141 are arranged into an array according to a certain rule to form a first top plate nail array; a certain number of the second top plate shear nails 142 are arranged into an array according to a certain rule, so as to form a second top plate shear nail array; a certain number of the first bottom plate shear pins 122-1 are arranged in an array according to a certain rule, so as to form a first bottom plate shear pin array; a certain number of the second bottom plate shear pins 122-2 are arranged in an array according to a certain rule, so as to form a second bottom plate shear pin array.

More specifically, the transition web 18 is provided with a set of transition stiffeners for reinforcing the web 11, the panel 13, and the bottom plate 12. In other possible embodiments, the side of the transition web 18 facing away from the front end of the side girder 1 may be further provided with a transition shear pin, and the front end of the web 11 may be provided with a web shear pin 114. The secondary roof shear pins 191, the first roof shear pins 141, the second roof shear pins 142, the transition shear pins and the web shear pins 114 are arranged to improve the shear strength of the arrangement structure. The secondary roof shear pins 191, the first roof shear pins 141, the second roof shear pins 142, and the transition shear pins are arranged on the corresponding structures in a rectangular array arrangement in this embodiment. Shear pins are used at the edges of the webs 11, bottom plate 12, top plate 14, transition webs 18, secondary top plate 19 to enhance resistance to shear failure.

Further, the webs 11, the top plate 14, the secondary top plate 19 and the transition webs 18 are provided with an array of holes. Referring to fig. 5 and 6, in this embodiment, the secondary top plate 19 is distributed with a secondary top plate hole array 192, and the secondary top plate hole arrays 192 are distributed on two sides of the transition web 18; the transition web 18 has a first web hole array 111 and a second web hole array 112 distributed thereon. The first web hole array 111 is arranged in a3 x 3 array on the web 11 while being adjacent to the transition web 18. The first web hole array 111 may be used as a grouting hole through which concrete passes, with or without passing through larger steel bars. In this embodiment only, the first web hole array 111 is selected as a grouting hole without passing through the reinforcing steel bars. Referring to fig. 8, the second web hole array 112 is disposed on the web 11, the second web hole array 112 is used for passing the short steel bars 112-1, and the diameter of the short steel bars 112-1 is slightly smaller than the diameter of the second web hole array 112, so that the short steel bars 112-1 are combined with the web 11 of the transition section by wrapping concrete when the concrete is poured. The short reinforcing bars 112-1 may enhance the shear resistance of the transition section in a direction perpendicular to the plane of the short reinforcing bars 112-1.

More specifically, the side girder 1 is further provided with a transition stiffening group, and a first web stiffening plate 181, a second web stiffening plate 182 and a third web stiffening plate 183 belonging to the transition stiffening group are led out from the transition web 18. The first web stiffener 181, the second web stiffener 182, and the third web stiffener 183 are different. A first web stiffener 181 extends perpendicularly from the transition web 18, perpendicularly connecting the bottom plate 121 and extending no further than the section line A-A. The second web stiffener 182 is led out perpendicularly from the transition web 18 and is connected perpendicularly to the web 11, the second web stiffener 182 is in this embodiment embodied as a plurality of parallel stiffeners, and the second web stiffener 182 extends towards the end of the side rail 1. The third web stiffener 183 extends vertically from the transition web 18 and toward the front end of the side rail 1 to a first vertical stiffener 161, and is connected to the panel 13 by the first vertical stiffener 161. The third web stiffener 183 is perpendicular to the first transverse stiffener 162 and to the second transverse stiffener 163 connected to the web 11. The third web stiffener 183 is also connected to the secondary top plate 19 and is flush with the secondary top plate 19. Through the transition stiffening components respectively with web 11, bottom plate 12, secondary roof 19 and indirectly with panel 13 are connected, embody the connection of transition web 18 and above-mentioned subassembly is consolidated to the transition stiffening component, make transition web 18 and changeover portion with limit girder 1 is connected inseparabler, avoids limit girder 1 to take place the fracture in steel construction and concrete construction's junction. In this embodiment, referring to fig. 7, the first web stiffeners 181 are symmetrically distributed on two sides of the symmetry axis 120 of the base plate, and two first web stiffeners 181 are respectively disposed on two sides of the base plate 12. It should be noted that the extension length, extension position and arrangement number of the first web stiffener 181, the second web stiffener 182 and the third web stiffener 183 are not limited by the present embodiment, for example, in other possible implementations, the first web stiffener 181 may cross the A-A section line, abut or cross a vertical stiffening plane formed by the first vertical stiffener 161, the second vertical stiffener 164 and the third vertical stiffener 165, so that the first web stiffener 181 further strengthens the transition web 18 through the vertical stiffening plane, and achieve connection with the panel 13 and the bottom plate 12 at the same time.

More specifically, a partition is provided in the middle of the side girder 1, and in this embodiment, the partition coincides with the section line A-A. The dividing part divides the side girder 1 into a front end and a rear end. In other possible embodiments, the middle position of the side girder 1 may have a plurality of partitions to facilitate the disassembly of the side girder 1 to a size suitable for transportation or suitable for assembly. And connecting parts such as bolts for connecting the two sections of structures are respectively arranged on the two sections of the separation part. The connecting points of the bolts are uniformly distributed on the whole cross section so as to realize secondary connection of the split two-section or multi-section side main beams. The invention can also add a welding mode to strengthen the stable connection of the split two-section or multi-section side main beams.

Referring to fig. 6, in this embodiment only, the top plate 14 is provided with a top plate reinforcing member 143. More specifically, there are two parallel runs of the top plate stiffening 143 and extending to near section line A-A. The roof reinforcement 143 extends from the transition web 18 to a near 1/4 position of the roof.

The invention also provides an assembling method of the side girder 1 of the laminated girder segment, which is used for assembling the side girder 1 of the laminated girder segment, and comprises the following steps:

S1, prefabricating the web 11, the bottom plate 12, the panel 13, the top plate 14 and the beam connection assembly 15 respectively (please refer to FIG. 3. In this embodiment, the beam connection assembly 15 comprises a beam web plate 151, a manhole 151-1, a web plate shear pin 151-2 and a beam bottom plate 152). Specifically, the web 11, the bottom plate 12, the panel 13, the top plate 14 and the beam connecting assembly 15 are made of a compliant steel material, in particular a steel material which is suitable for different components and resists bending, tensile and mechanical fatigue;

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, so that the main body structure of the side main beam 1 is formed. The cross section of the main body structure of the side main beam 1 is in an upper shape;

S3, adding part of the stiffening components into the assembled main structure, and reinforcing the mechanical strength of the main structure;

S4, connecting the panel 13 to the upper edge of the web 11, adding the rest stiffening components, and connecting part of the stiffening components to the main structure before the panel 13, wherein the stiffening components are connected to the main structure in batches mainly in order to avoid dislocation or poor connection caused by the fact that the panel 13 shields the connection position of the part of the stiffening components to a certain extent. The basic principle is that the connection does not rely on the panel 13 or the part of the stiffening element that might be affected by the connection of the panel 13 being first connected to the main structure; the connection of which, by means of said panel 13 or stiffening elements on which the panel 13 does not negatively affect, is arranged as said remaining said stiffening elements, connected after the connection of said panel 13;

S5, connecting the cross beam connecting assembly 15 to the inner side face 11-2 of the web 11 to complete the assembly of the side main beam 1.

In this embodiment only, the stiffener assembly includes a first vertical stiffener 161, a first transverse stiffener 162, a second transverse stiffener 163, a second vertical stiffener 164, and a third vertical stiffener 165.

More specifically, the method further includes a step of prefabricating the stiffening assembly before the step S3, wherein when prefabricating the first transverse stiffening rib 162 and the second transverse stiffening rib 163 belonging to the stiffening assembly, a stiffening shrinkage is left in the length direction of the first transverse stiffening rib 162 and the second transverse stiffening rib 163, the ratio of the stiffening shrinkage of the first transverse stiffening rib 162 to the length of the first transverse stiffening rib 162 is 1mm to 1000mm, and the ratio of the stiffening shrinkage of the second transverse stiffening rib 163 to the length of the second transverse stiffening rib 163 is 1mm to 1000mm. In this embodiment only, the first and second transverse stiffeners 162 and 163 have a stiffening shrinkage of 12mm in the length direction. The stiffening shrinkage is to compensate for the fact that when the workpiece is welded, the welding position of the workpiece is in a high temperature state, and after the workpiece is cooled, the welding position of the first transverse stiffening rib 162 or the second transverse stiffening rib 163 can be shrunk, so that the stiffening shrinkage is required to be remained. Further, 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 the welding is completed, so as to avoid local fracture of the side girder 1 due to local strength reduction. In other possible embodiments, the ratio of the amount of stiffening shrinkage of the first transverse stiffener 162 to the length of the first transverse stiffener 162 is 0.8 to 1.7mm:1000mm; the ratio of the amount of stiffening shrinkage of the second transverse stiffener 163 to the length of the second transverse stiffener 163 is 0.8-1.7 mm:1000mm.

More specifically, in the present embodiment, the first and second transverse stiffeners 162, 163 have a stiffening shrinkage of 1.66 times that of the other end on the side facing the front end of the side girder 1 in the longitudinal direction, and the first and second transverse stiffeners 162, 163 have a stiffening shrinkage of 20mm on the side facing the front end of the side girder 1 in the longitudinal direction, and more than 12mm on the other side. In bridge structures, the bridge is generally divided into a side span and a middle span according to different span sections, the side spans are called as side spans close to bridge decks or expansion joints, the sections in the middle of the two side spans are called as middle spans, and the front end of the side girder 1 is one end close to the bridge or connected with the middle span of the bridge. The reason for keeping a larger stiffening shrinkage at the end close to the bridge or the connecting bridge midspan is to ensure that the first transverse stiffening rib 162 or the second transverse stiffening rib 163 maintains a designed length at the end close to the bridge or the connecting bridge midspan, so as to avoid the first transverse stiffening rib 162 or the second transverse stiffening rib 163 shrinking inwards to affect the strength of the side girder 1. And at the joint of the side span and the middle span, the requirement on the mechanical strength of the structure is higher. In other possible embodiments, the first transverse stiffener 162 and the second transverse stiffener 163 have a stiffening shrinkage of 1.5 to 1.7 times that of the other end on the side facing the front end of the side girder 1 in the longitudinal direction.

More specifically, grooves are also reserved at the connection of the first and second transverse stiffeners 162, 163 with the web 11. The first transverse stiffener 162 and the second transverse stiffener 163 are connected to the web 11 of the side rail 1 by welding, more specifically by groove welding. The groove welding is characterized in that grooves are arranged between the parts to be connected, and the grooves are grooves with geometric shapes formed by machining and assembling the parts to be welded of the parts to be connected. The main purpose of setting up the groove is in order to weld the work piece better, guarantees the welding degree. In the present invention, since the first transverse stiffener 162 and the second transverse stiffener 163 are important components of the stiffener assembly. Therefore, there is a high requirement for the welding strength of the first transverse stiffener 162 and the second transverse stiffener 163, and welding is performed specifically using a beveled scheme.

Specifically, in step S1, when the panel 13 is prefabricated, a panel shrinkage is left in the length direction of the panel 13, and in this example only, the ratio of the panel shrinkage to the panel 13 length is 1mm:1000mm, and in other possible embodiments, the ratio of the panel shrinkage to the panel 13 length is 0.8-1.7 mm:1000mm. Since in this embodiment, welded connection is adopted after the complete side girder 1 is assembled, the temperature difference change generated during the welding process will cause the panel 13 member without the preset panel shrinkage to shrink, so that the size of the panel 13 is not adapted to the design requirement, and the strength defect of the panel 13 is caused. Therefore, reasonable presetting of the panel shrinkage is a critical step, and excessive preset panel shrinkage results in long post-processing time, material waste, and insufficient preset panel shrinkage results in the panel 13 not meeting preset strength requirements.

Specifically, in step S1, when the panel 13 is prefabricated, a margin of milling edges is left on the panel 13 in the width direction before the panel is assembled, and only in this embodiment, the margin of milling edges is 5mm, and in other possible embodiments, the margin of milling edges is 5mm to10 mm. After the panel 13 is assembled, a part of the panel 13, which is larger than the maximum allowable design amount, is milled out, which is called edge milling. The panel 13 and the web 11 are connected by polishing and tightly pressing. Since the panel 13 is mainly used as a substrate for receiving traffic lanes or directly serving as traffic lanes, the panel 13 is mainly loaded with dynamic load, and if the connection mode between the panel 13 and the web 11 is directly welded, weld fatigue is likely to occur under the condition of bearing dynamic load, thereby affecting the connection between the panel 13 and the web 11. In this way, the force transmission mode of polishing and propping is adopted between the panel 13 and the web 11 in the invention. The polishing jacking refers to trimming the to-be-connected plane of the to-be-connected component until the flatness reaches a certain requirement, keeping smooth, jacking the to-be-connected component with a certain pressure to enable the to-be-connected component to be tightly jacked together on the plane with the flatness requirement, and applying welding on the joint of the polishing jacking to ensure the strength of the polishing jacking. In other possible embodiments, maintaining the strength of the burnishing top may also be accomplished by adding auxiliary components, etc. Before polishing the top, it is necessary to detect the flatness of the plane to be polished and to keep the plane smooth. When the polishing is tightly supported, a clearance between the panel 13 and the web 11, which is tightly supported by the polishing, is checked by a stopper ruler to be in accordance with the design requirement.

More specifically, the panel 13 is pre-connected, on the side of the panel 13 facing the bottom plate 12, with a first vertical stiffener 161 belonging to a stiffening assembly, before being assembled with the web 11. The first vertical stiffening plate 161 is orthogonally connected with the panel 13 and the web 11, and is kept vertically connected with the panel 13 or the web 11 in advance, which is beneficial to accurate assembly of the first vertical stiffening plate 161. In the present invention, the first vertical stiffener 161 is assembled with the panel 13 in advance and then connected with the web 11. The reason is that the shrinkage of the first vertical stiffener 161, which is located with the web 11, is difficult to control, and the web 11 as a main bearing component is difficult to make remedial measures for the shrinkage that do not affect the side main beam 1, and the location of the first vertical stiffener 161, which is connected with the panel 13, is more accurate.

Specifically, in step S5, the beam web plate 151 and the beam bottom plate 152 belonging to the beam connection assembly 15 are assembled and formed in advance, the beam web plate 151 and the beam bottom plate 152 are assembled into a complete beam connection assembly 15 in an orthogonal manner, and then the beam connection assembly 15 is connected to the inner side 11-2 of the web 11. In the example, two sets of beam connection assemblies 15 are provided, and in other possible embodiments, the number of beam connection assemblies 15 can be comprehensively considered according to the length of the side main beams 1, the number of beams to be connected, and the load of the side main beams 1.

More specifically, the scribing is performed after the beam docking assembly 15 is connected to the inner side 11-2 of the web 11. The manhole 151-1 is further drilled at a location. The manhole 151-1 is disposed near the bottom plate 12, so that a technician can conveniently overhaul the manhole without affecting the passing of the panel 13 as much as possible.

Specifically, after the step S5, the method further includes the steps of: the anchor plate 171 of the anchor structure 17 is assembled to the front end of the upper edge of the web 11. In this embodiment, after the anchor plate 171 is assembled to the web 11 of the side girder 1, a stay cable guide 172, an anchor backing plate 174, and an anchor end plate 173 are further added on the basis of the anchor plate 171 to form the anchor structure 17, the anchor plate 171 is orthogonally connected with an anchor stiffening plate 175, and the pre-assembled anchor structure 17 is beneficial to complete transportation of the accessories of the anchor structure 17, so that stay cable tensioning is convenient after the side girder 1 is installed. In other possible embodiments, the anchor plate 171, the cable guide 172 and the anchor plate 174, to which the anchor stiffening plate 175 is orthogonally connected, are assembled to form the main body structure of the anchor structure 17, and then connected to the web 11, and the anchor end plate 173 is installed after the side girder 1 is installed and the stay cable is tensioned.

Specifically, in this embodiment only, if the side girders 1 of the reinforced concrete joint section are assembled, the side girders 1 of the reinforced concrete joint section include the concrete section side girders and the steel structure section side girders that are integrally combined. The rear end of the side girder 1 from the transition web 18 is a concrete section side girder, and the concrete section side girder is a concrete pouring part. The structural difference between the side girders 1 of the reinforced concrete joint section and the side girders 1 of the standard section is that the structure of the concrete section side girders is different from that of the side girders 1 of the standard section. In the concrete segment side girders, the secondary roof 19 replaces the roof 14, the secondary roof 19 is flush with the roof 14, and the panels 13 terminate in the transition webs 18, the latter positions also being replaced by the secondary roof 19. In the concrete segment side girder of the embodiment, the stiffening component ends in the transition web 18, and in the concrete segment after the transition web 18, transition stiffening rib groups led out from the transition web 18 to two ends of the side girder, and connection methods and connection orders of the transition stiffening rib groups may refer to connection methods and connection orders of the stiffening component. The transition stiffener group includes only in this embodiment: a first web stiffener 181, a second web stiffener 182, a third web stiffener 183. The difference between the side girder 1 applied to the reinforced concrete combination section and the side girder 1 of the standard section is based on the requirement that the side girder 1 is connected between the concrete section and the steel structure section, and the structural improvement of the side girder 1 of the reinforced concrete combination section is aimed at the side girder 1 different from the side girder 1 of the standard section, and further, the assembling method is also required to be improved in a targeted way.

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 formed by punching, and the web 11 and the transition web 18 are assembled or connected in advance and then connected with the integrally formed top plate 14 and secondary top plate 19. In other possible embodiments, the top plate 14 is pre-assembled or connected to the secondary top plate 19 and then connected to the web 11.

More specifically, the following steps are further included after step S5: and nail holes corresponding to the nail arrays for strengthening the strength of the side girder 1 are positioned and drilled on the side girder 1. In this embodiment, the nail holes are mainly drilled in the corresponding positions from the transition web 18 to the rear end of the side girder 1 on the web 11. The nail holes may be provided in the web 11, top plate 14, bottom plate 12, secondary top plate 19, and some of the edges and connection points of the stiffening assembly. The nail holes are arranged for adding shear nails. According to the different positions of the nail holes, the names of the arranged shear nails are different, and only in the embodiment, the nail holes are formed on the top plate 14, and the installed shear nails are called a first top plate shear nail 141 and a second top plate shear nail 142; the nail holes are formed in the secondary top plate 19, and the installed shear nails are called secondary top plate shear nails 191; the nail holes are formed in the web 11, and the installed shear nails are called web shear nails 114; the nail holes are formed in the bottom plate 12, the installed shear nails are called first bottom plate shear nails 122-1 and second bottom plate shear nails 122-2, and the nail holes corresponding to the first bottom plate shear nails 122-1 are arranged on the bottom plate 12 corresponding to the rear ends of the transition webs 18 and the side main beams 1. The nail holes corresponding to the second bottom plate shear nails 122-2 are arranged at the front end of the bottom plate 12; the side of the transition web 18 facing away from the front end direction of the side girder 1 may also be provided with the nail holes for mounting the transition shear nails.

After step S5, through holes corresponding to the hole arrays for facilitating the passage or penetration of the fluid through the reinforcing members are positioned and drilled in the side girder 1, wherein the through holes in this embodiment include first through holes of the first web hole array 111 and second through holes which are fully distributed from the transition web 18 to the corresponding positions of the rear end of the side girder 1 on the web 11. The first through holes are distributed in a 3×3 array from the transition web 18 to the corresponding positions on the web 11 at the rear end of the side girder 1, and are distributed close to the transition web 18. The first through hole is suitable for being filled with concrete, and the slurry is supplied to fill the corresponding space through the first through hole. The first through hole may also be used to penetrate a steel bar with a certain diameter, so as to strengthen the strength from the transition web 18 to the web 11 at the rear end of the side girder 1. Meanwhile, the invention does not exclude the first through hole from being used as a grouting hole and penetrating the reinforcing steel bar, and only needs to ensure that the diameter of the penetrating reinforcing steel bar is slightly smaller than that of the first through hole, and a space for passing slurry or the first through hole with a part not penetrating the reinforcing steel bar is reserved. The second through holes Kong Manbu are positioned at the rear end of the side main beam 1, belong to the concrete section, and are fully distributed for the second through holes to be used for concrete to flow, so that the concrete is convenient to fill the corresponding space. The second ports Kong Manbu are arranged in such a way as to uniformly distribute the concrete. Further specifically, a shear pin or a member such as a short bar that can strengthen the shear strength is installed in the pin hole, in which the shear pin is installed in the present embodiment. Meanwhile, in this embodiment, a part of the through holes Kong Liezhen are penetrated with reinforcing steel bars with diameters slightly smaller than the diameters of the through holes.

More specifically still, the rebar length is less than the width of the top, bottom or minor top panels 14, 12, 19. If the steel bars are too long, the steel bars will exceed the width of the top plate 14, the bottom plate 12 or the secondary top plate 19, the steel bars may affect other bridge members, and the steel bars exceeding the width of the top plate 14, the bottom plate 12 or the secondary top plate 19 cannot play a role of reinforcing strength, but rather waste materials. Therefore, it is preferable to control the length of the reinforcing bars to be less than or equal to the width of the top plate 14, the bottom plate 12 or the sub-top plate 19. In particular to this embodiment, the length of the rebar is less than the width of the secondary roof 19.

Specifically, the step S5 further includes the steps of: and positioning at least one separation part in the middle of the welded side main beam 1, positioning the separation part in a scribing mode, and cutting the side main beam 1 into at least two sections of sub-side main beams 1 by utilizing cutting modes such as gas cutting at the separation part. In this embodiment, the side rail 1 is cut into two-terminal side rails 1 at the section line A-A. The principle of selecting the separation part mainly considers that the separation of the corresponding position of the separation part does not negatively influence the structural strength and stability of the side girder 1. In particular, in general, the separation is positioned at a central position of the side girder 1 and avoids the vertical stiffening components, the beam docking components 15, etc. as much as possible, and cuts in an orthogonal position as much as possible to reduce the length of the cut. The significance of the cutting edge girder 1 is that in some mountain areas, less developed traffic areas and areas where the crane is installed with influencing effects, on-site construction, assembly and prefabrication of components are inconvenient, a guy bridge can be reasonably adopted, and the edge girder 1 related to the invention can be applied. The former side girder 1 is large in size, inconvenient to transport and install, and the cut side girder 1 has longer transport distance and better construction environment adaptability, so that the requirements of the side girder 1 on transport conditions and construction environments are reduced.

More specifically, after the edge main beams 1 are cut, bolts are correspondingly arranged at the separation positions of the sub-edge main beams 1. On the partition surface that the department of separating corresponds, the bolt is supporting to be arranged in respectively sub-limit girder 1, and the limit girder 1 of being convenient for can rely on the bolt realizes the fixed of position when hoist and mount.

Only in this embodiment, the assembly process and the assembly process of the side main beam 1 are mostly arranged outside the construction site, and only a small part of the assembly process such as the assembly of the sub-side main beam 1 is arranged in the construction site. The assembly is completed outside the construction site, so that the requirement on the construction site can be reduced, and the arrangement of construction equipment such as welding equipment, milling machines and the like on the construction site can be reduced.

The side main beam 1 applied to the superposed beam section has the characteristics of simple structure and excellent mechanical property. Under the condition of being suitable for the same material, the knowledge of engineering mechanics is reasonably utilized to optimize the structure, the side girder 1 is provided with a plurality of groups of stiffening structures with reinforced strength, the structural strength of the side girder 1 is improved, and the aim of pursuing the improvement of material performance and the increase of manufacturing cost is avoided. The side girder is also provided with a transitional mixing section, so that different mechanical properties of the concrete section and the steel structure section can be coordinated, and smooth transition from the side span section to the middle span section can be realized. In order to adapt to different construction scenes and natural environments, the side girder 1 provided by the invention can be detached so as to facilitate practical requirements of transportation, hoisting, movement and the like, so that the application range of the cable-stayed bridge applying the side girder is wider, and meanwhile, the use of expensive or large-scale lifting appliances is reduced, and the cost is reduced to a certain extent. More importantly, the split design is convenient for on-site construction, so that the side girder is more accurate and easier to assemble.

The invention also provides an assembling method of the side main beam 1 of the superposed beam section, which is simple and convenient, and the assembling is more accurate and faster by reasonably arranging the assembling sequence of the components and avoiding the components which are mutually influenced. The assembly method designs allowance for corresponding workpieces which can affect the assembly accuracy and the structural strength due to dimensional change, angle change and the like possibly encountered during assembly, so as to ensure that the side girder 1 is finally assembled on a bridge according to the designed standard.

The foregoing is only a partial embodiment of the invention, and it should be noted that it will be apparent to those skilled in the art that modifications and adaptations can be made without departing from the principles of the invention, and such modifications and adaptations are intended to be comprehended within the scope of the invention.

Claims

1. A method of assembling side girders of a composite girder segment, the method comprising: a web having an inner side and an outer side, a bottom plate vertically connected to a lower edge of the web, a panel vertically connected to an upper edge of the web and extending toward the outer side, a top plate vertically connected to an upper half of the web and extending toward the inner side, a beam docking assembly disposed on the inner side of the web and below the top plate, and a stiffening assembly to maintain the stability of the web, bottom plate, panel, and top plate;

The stiffening rib assembly comprises a first vertical stiffening rib, a first transverse stiffening rib, a second vertical stiffening rib, a third vertical stiffening rib and a panel stiffening rib; the first vertical stiffening rib is connected to the joint of the panel and the web plate; the first transverse stiffening rib transversely spans the web plate in the longitudinal bridge direction, the second transverse stiffening rib transversely spans the position, close to the bottom plate, of the web plate, stiffening shrinkage of 20mm is reserved on one side, facing the front end of the side girder, of the first transverse stiffening rib and the second transverse stiffening rib in the longitudinal bridge direction, and stiffening shrinkage of 12mm is reserved on the other side;

The assembling method comprises the following steps:

(1) Prefabricating the web plate, the bottom plate, the panel, the top plate, the beam connecting assembly and the stiffening assembly respectively;

(2) The bottom plate is vertically connected to the lower edge of the web plate, and the top plate is vertically connected to a position close to the upper edge of the web plate, so that a main body structure of the side main beam is formed;

(3) Adding a part of the stiffening components which are not connected by the panel or are influenced by the panel after being connected into the main structure for completing assembly; the stiffener assembly is selected from the group consisting of the first transverse stiffener, the second vertical stiffener, and the third vertical stiffener;

(4) The first vertical stiffening ribs are pre-connected on one side of the panel facing the bottom plate before the panel is assembled with the web plate; connecting the panel pre-connected with the first vertical stiffening rib to the upper edge of the web plate, and adding the rest stiffening components;

2. The method of splicing of claim 1, wherein grooves are also reserved at the connection of the first and second transverse stiffeners with the web.

3. The splicing method according to claim 1, wherein in the step (1), when the panel is prefabricated, a margin of edge milling is left on the panel in the width direction before splicing, the margin of edge milling is 5 mm-10 mm, and the panel is edge-milled after splicing is finished; and/or a polishing and tightly pressing connection method is adopted between the panel and the web plate.

4. The splicing method according to claim 1, wherein in step (5), a beam web plate and a beam bottom plate belonging to the beam connection assembly are pre-assembled and formed, and then the beam connection assembly is connected to the inner side surface of the web plate.

5. The method of splicing according to claim 1, wherein after the beam-docking assembly is connected to the inner side of the web, a manhole is scored and drilled.

6. The splicing method according to claim 1, further comprising, after said step (5), the steps of: the anchor plate of the anchor structure is assembled at the front end of the upper edge of the web plate.

7. The splicing method according to claim 1, further comprising the following steps after the step (5): positioning and drilling nail holes corresponding to a nail array for reinforcing the strength of the side girder on the side girder; and/or positioning and drilling through holes corresponding to the hole array which is convenient for fluid to pass through or penetrate through the reinforcing member on the side main beams.

8. The splicing method according to claim 7, wherein shear nails or short reinforcing bars are installed in the nail holes; and/or penetrating reinforcing steel bars into part of the hole array.

9. The splicing method of claim 8, wherein the length of the rebar is less than or equal to the width of the top or bottom panel.

10. The splicing method according to claim 1, wherein after the step (5), further comprising the step of: and positioning at least one separation part in the middle of the welded side main beam, wherein the cut side main beam is at least two sections of sub-side main beams.

11. The splicing method of claim 10, wherein bolts are correspondingly arranged at the separation parts of the sub-side girders after the side girders are cut.