Combination beam cable-stayed bridge closure construction method

Abstract

The invention relates to a combination beam cable-stayed bridge closure construction method, and relates to the technical field of bridge engineering. The combination beam cable-stayed bridge closure construction method comprises the steps that cranes are arranged on erected beam sections on the two sides of a closure opening respectively; the two side main beams of the closure section are lifted at the same time through two cranes and embedded into the two openings of the closure opening respectively, and then each side main beam is connected with the erected beam section on the opposite side of the crane lifting the side main beam; and the two cranes are unloaded at the same time until the elevation difference between the unconnected end of each side main beam and the other erected beam section is within the preset range, and then each side main beam is connected with the other erected beam section. According to the construction method, in the closure process, external force balance weight and cable adjustment are not needed, the height difference of the two sides of the closure opening is eliminated under the self-weight effect of the closure section only through unloading of the crane erected on the bridge deck, the closure construction time is shortened, the construction workload is reduced, and the closure construction difficulty is reduced.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge engineering, and particularly relates to a closure construction method for a composite girder cable-stayed bridge. Background Art

[0002] Currently, for a composite girder cable-stayed bridge, its closure process includes: closure joint measurement, determination of the closure segment length, marking and hole making of the closure segment, hoisting of the side main girders, positioning and installation, installation of cross beams, release of the tower-girder connection, installation of the small longitudinal girders, tensioning of stay cables, installation of the bridge deck, etc. At the same time, during the construction process, if the ambient temperature coincides with the design temperature, the main girder of the closure segment is manufactured by temperature matching cutting. If the ambient temperature deviates greatly from the design temperature, the main girder needs to be jacked. Among them, when hoisting the side main girders, one side main girder is hoisted by the bridge deck cranes on both banks and connected to the bridge girder segment on one side of the closure joint at the same time. The height difference of the closure joint on the other side is adjusted by means of counterweight, cable adjustment, etc.

[0003] However, the above method requires temporary counterweight before closure. If there is still a height difference on both sides of the closure segment during hoisting of the closure segment, it is also necessary to adjust the position or load of the counterweight, or eliminate the height difference by cable adjustment, which not only increases the construction workload but also increases the construction difficulty. In addition, after closure, canceling the weight or cable adjustment is likely to generate permanent internal force in the structure, affecting the bridge life. Summary of the Invention

[0004] The present application provides a closure construction method for a composite girder cable-stayed bridge, which can solve the technical problems of large closure construction workload and high construction difficulty in the prior art.

[0005] The closure construction method for a composite girder cable-stayed bridge provided by the present application includes:

[0006] Crane machines are respectively arranged on the erected girder segments on both sides of the closure joint;

[0007] After the two side main girders of the closure segment are simultaneously hoisted by the two crane machines and respectively inserted into the two openings of the closure joint, each of the side main girders is connected to the erected girder segment on the side opposite to the crane machine hoisting it;

[0008] The two crane machines are simultaneously unloaded until the elevation difference between the unconnected end of each side main girder and the other erected girder segment is within a preset range, and then each side main girder is connected to the other erected girder segment.

[0009] In an embodiment, respectively inserting into the two openings of the closure joint specifically includes:

[0010] The two crane machines respectively hoist the two side main girders to the outside of the bridge, and then slowly approach the two openings from the outside of the bridge respectively.

[0011] In one embodiment, after cranes are respectively arranged on the erected beam segments on both sides of the closure gap, the method further includes:

[0012] Placing the two side main girders on the cantilever ends of the erected beam segments on both sides of the closure gap respectively and centering them transversely across the bridge.

[0013] In one embodiment, before simultaneously lifting the two side main girders of the closure segment by the two cranes, the method further includes:

[0014] Continuously monitoring the length of the closure gap and recording the air temperature and the length of the closure gap corresponding to each time point;

[0015] Based on the air temperature and the corresponding length of the closure gap, obtaining the measured total length of the erected beam segments corresponding to the air temperature, and further obtaining the measured total length of the erected beam segments at the design temperature;

[0016] Obtaining the cutting length of the side main girders at the design temperature based on the measured total length.

[0017] In one embodiment, when obtaining the cutting length of the side main girders at the design temperature based on the measured total length, the method further includes:

[0018] When the construction temperature is the same as the design temperature, the cutting length is:

[0019] Lx = Ls + Ly - Lc - Lh + Ld

[0020] Wherein, Ls is the design length; Ly is the compression deformation amount of the closure segment from the construction of the closure segment to the stable state of the completed bridge; Lc is the error between the measured total length and the theoretical total length of the erected beam segments; Lh is the width of the splicing seams on both sides of the closure gap; Ld is the jacking adjustment amount.

[0021] In one embodiment, when obtaining the cutting length of the side main girders at the design temperature based on the measured total length, the method further includes:

[0022] When the construction temperature is different from the design temperature, obtaining the construction temperature influence length according to the construction temperature;

[0023] Obtaining the cutting length of the side main girders based on the construction temperature influence length and the measured total length.

[0024] In one embodiment, the cutting length is:

[0025] Lx = Ls - Lt + Ly - Lc - Lh + Ld

[0026] Among them, Ls is the designed length; Lt is the length affected by construction temperature; Ly is the compression deformation of the closure segment from the construction of the closure segment to the stable state of the completed bridge; Lc is the error between the measured total length and the theoretical total length of the erected beam segments; Lh is the joint width on both sides of the closure gap; Ld is the jacking adjustment amount.

[0027] In one embodiment, the two above-mentioned cranes unload simultaneously, specifically including:

[0028] The two above-mentioned cranes unload step by step according to the setting and track and observe the elevation difference between the two to determine whether to pause unloading or continue unloading.

[0029] In one embodiment, before the two above-mentioned cranes lift the two side main girders of the closure segment simultaneously, it further includes:

[0030] The steel main girder of one side of the erected beam segment is jacked by the jacking device so that the length of the closure gap is 3 - 4 cm greater than the length of the above-mentioned side main girder.

[0031] In one embodiment, after each of the above-mentioned side main girders is connected to the erected beam segment on the opposite side of the crane lifting it, it further includes:

[0032] According to the preset relative angle relationship, the above-mentioned side main girder and the erected beam segment it is connected to are matched and adjusted and locked;

[0033] After the above-mentioned steel main girder is jacked back in place by the above-mentioned jacking device, the above-mentioned jacking device is locked.

[0034] The beneficial effects brought by the technical solution provided by the embodiments of the present application include:

[0035] By respectively arranging cranes on the erected beam segments on both sides of the closure gap, then lifting the two side main girders of the closure segment simultaneously by the two cranes, and respectively embedding them into the two openings of the closure gap, each side main girder is connected to the erected beam segment on the opposite side of the crane lifting it; finally, the two cranes unload simultaneously until the elevation difference between the unconnected end of each side main girder and the other erected beam segment is within the preset range, and then each side main girder is connected to the other erected beam segment to complete the hoisting of the side main girders of the closure segment. The construction method of the present application realizes that during the closure process, without external counterweight and cable adjustment, only by unloading the cranes erected on the bridge deck, the height difference on both sides of the closure gap is eliminated under the self-weight of the closure segment, shortening the closure construction time, reducing the construction workload, and reducing the closure construction difficulty. Description of the Drawings

[0036] To more clearly illustrate the technical solutions in the embodiments of the present application, the following will briefly introduce the accompanying drawings required for the description of the embodiments. Obviously, the accompanying drawings in the following description are only some embodiments of the present application. For those of ordinary skill in the art, without creative efforts, other accompanying drawings can be obtained based on these drawings.

[0037] Figure 1 It is a schematic flow chart of an embodiment of the closure construction method for the composite girder cable-stayed bridge of the present application;

[0038] Figure 2 It is a schematic diagram of the closure construction of the embodiment of the present application Figure 1 ;

[0039] Figure 3 It is a schematic diagram of the closure construction of the embodiment of the present application Figure 2 .

[0040] In the figure: 1. The first crane; 2. The second crane; 3. The first side main girder; 4. The second side main girder; 5. The first beam segment; 6. The second beam segment. Specific embodiments

[0041] To enable those skilled in the art to better understand the solutions of the present application, the following will clearly and completely describe the technical solutions in the embodiments of the present application in conjunction with the accompanying drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative efforts belong to the scope protected by the present application.

[0042] The embodiment of the present application provides a closure construction method for a composite girder cable-stayed bridge, which is applicable to the closure of a composite girder cable-stayed bridge and can solve the technical problems of large workload and high construction difficulty in the related art for closure construction.

[0043] As Figure 1 shown, the closure construction method for the composite girder cable-stayed bridge in this embodiment includes the steps:

[0044] S1. Cranes are respectively arranged on the erected beam segments on both sides of the closure gap;

[0045] S2. The two side main girders of the closure segment are simultaneously lifted by the two above-mentioned cranes, and after being respectively inserted into the two openings of the above-mentioned closure gap, each of the above-mentioned side main girders is connected to the erected beam segment on the opposite side of the crane that lifts it;

[0046] S3. The two above-mentioned cranes are simultaneously unloaded until the elevation difference between the unconnected end of each of the above-mentioned side main girders and another erected beam segment is within a preset range, and then each of the above-mentioned side main girders is connected to the other erected beam segment.

[0047] In this embodiment, cranes are respectively arranged on the erected beam segments on both sides of the closure gap. Then, the two side main beams of the closure segment are simultaneously lifted by the two cranes above, and after being respectively inserted into the two openings of the closure gap, each side main beam is connected to the erected beam segment on the side opposite to the crane lifting it. Finally, the two cranes above simultaneously unload until the elevation difference between the unconnected end of each side main beam and another erected beam segment is within a preset range, and then each side main beam is connected to this other erected beam segment to complete the hoisting of the side main beams of the closure segment. The construction method of this embodiment realizes that during the closure process, without external force counterweight and cable adjustment, only by unloading the cranes erected on the bridge deck, the height difference between both sides of the closure gap is eliminated under the action of the self-weight of the closure segment, which not only shortens the closure construction time, reduces the construction workload, but also reduces the closure construction difficulty.

[0048] Further, in one embodiment, in the above step S2, the specific process of respectively inserting into the two openings of the closure gap includes:

[0049] The two cranes above respectively lift the two side main beams to the outside of the bridge, and then slowly lean them into the two openings from the outside of the bridge respectively.

[0050] In this embodiment, each crane lifts one side main beam, and lifts the side main beam to the outside of the bridge. Moreover, the two side main beams are located on the opposite sides of the closure gap, and then slowly lean them into the above openings from the outside of the bridge to the inside of the bridge until each side main beam aligns with the beam end of the erected beam segment on the side opposite to the crane lifting it, realizing the hoisting in place to facilitate subsequent connection construction.

[0051] Further, in one embodiment, in the above step S1, after the cranes are respectively arranged on the erected beam segments on both sides of the closure gap, it further includes:

[0052] The two side main beams are respectively placed at the cantilever ends of the erected beam segments on both sides of the closure gap, and each side main beam is placed in the middle transversely across the bridge.

[0053] On the basis of the above embodiment, in this embodiment, before the two side main beams of the closure segment are simultaneously lifted by the two cranes above in the above step S2, it further includes:

[0054] First, continuously monitor the length of the closure gap, and record the temperature and the length of the closure gap corresponding to each time point.

[0055] Then, according to the above temperature and the corresponding length of the closure gap, obtain the total measured length of the erected beam segments corresponding to the temperature, and further obtain the actual total length of the erected beam segments at the design temperature.

[0056] Obtain the cutting length of the side main beam at the design temperature according to the above actual total length.

[0057] In this embodiment, through multiple observations under different temperature conditions, and then calculating the manufacturing parameters of the closure segment according to the temperature's influence on the observation results, the construction error caused by the difference between the construction temperature and the design temperature during closure is avoided, further improving the construction safety and structural safety of the bridge.

[0058] Furthermore, in this embodiment, when obtaining the cutting length of the side main girder at the design temperature according to the measured total length, it also includes judging whether the construction temperature is the same as the above-mentioned design temperature.

[0059] When the construction temperature is the same as the above-mentioned design temperature, the above-mentioned cutting length is:

[0060] Lx = Ls + Ly - Lc - Lh + Ld

[0061] Wherein, Ls is the designed length of the side main girder; Ly is the compression deformation amount of the closure segment from the construction of the closure segment to the stable state of the completed bridge; Lc is the error between the measured total length and the theoretical total length of the erected beam segment; Lh is the splicing joint width on both sides of the closure opening; Ld is the jacking adjustment amount.

[0062] Furthermore, in this embodiment, when obtaining the cutting length of the side main girder at the design temperature according to the above-mentioned measured total length, it also includes:

[0063] When the construction temperature is different from the above-mentioned design temperature, obtain the construction temperature influence length according to the above-mentioned construction temperature; then, according to the construction temperature influence length and the measured total length, obtain the cutting length of the above-mentioned side main girder.

[0064] In this embodiment, the above-mentioned cutting length is:

[0065] Lx = Ls - Lt + Ly - Lc - Lh + Ld

[0066] Wherein, Ls is the designed length; Lt is the construction temperature influence length; Ly is the compression deformation amount of the closure segment from the construction of the closure segment to the stable state of the completed bridge; Lc is the error between the measured total length and the theoretical total length of the erected beam segment; Lh is the splicing joint width on both sides of the closure opening; Ld is the jacking adjustment amount.

[0067] In other embodiments, when the actual closure temperature is consistent with the design temperature, Lt is 0. Therefore, it is not necessary to compare the construction temperature with the design temperature, and the cutting length can be directly calculated through Lx = Ls - Lt + Ly - Lc - Lh + Ld.

[0068] Furthermore, in an embodiment, in the above-mentioned step S3, the two above-mentioned cranes unload simultaneously, specifically including:

[0069] The two above-mentioned cranes unload step by step according to the set levels, and track and observe the elevation difference between the two to determine whether to pause unloading or continue unloading.

[0070] Optionally, the above setting levels can be divided according to the elevation difference. The greater the elevation difference, the greater the unloading force of the corresponding level; the greater the elevation difference, the smaller the unloading force of the corresponding level.

[0071] Optionally, when the elevation difference between the unconnected end of a prior side main girder and another erected girder segment is within a preset range, the other side main girder can be fine-tuned separately to make the elevation difference within the preset range.

[0072] Furthermore, in one embodiment, before the two side main girders of the closure segment are simultaneously lifted by the two above-mentioned cranes, it further includes:

[0073] The steel main girder of one side of the erected girder segment is jacked by a jacking device so that the length of the closure opening is 3-4 cm greater than the length of the above side main girder.

[0074] Furthermore, in this embodiment, in the above step S2, after each of the above side main girders is connected to the erected girder segment on the opposite side of the crane lifting it, it further includes:

[0075] First, according to the preset relative angle relationship between the side main girder and the two erected girder segments on both sides, the matching adjustment of the above side main girder and the erected girder segment it is connected to is carried out and locked.

[0076] Then, after the above steel main girder is jacked back into place by the above jacking device, the jacking device is locked.

[0077] As Figure 2 and Figure 3 shown, the crane located on the small mileage side is used as the first crane 1, the crane located on the large mileage side is used as the second crane 2, the side main girder lifted by the above first crane 1 is used as the first side main girder 3, the side main girder lifted by the second crane 2 is used as the second side main girder 4, the erected girder segment on the small mileage side is used as the first girder segment 5, and the erected girder segment on the large mileage side is used as the second girder segment 6.

[0078] Specifically, the above cable-stayed bridge closure construction method includes:

[0079] Step 1: In the inner field, according to the preset relative angle relationship given by the monitoring instruction on the small mileage side, the side main girders on the upstream and downstream sides of the closure segment are pre-assembled with the adjacent side main girders on the small mileage side. The large mileage sides of the side main girders on the upstream and downstream sides of the closure segment are not perforated and sufficient margin is left.

[0080] Step 2: Remove the horizontal temporary restraint on the mid-span side of the tower area, install the mid-span side jacking device, remove the horizontal temporary restraint on the side-span side of the tower area, convert it to the jacking device to bear the force, and carry out a trial jacking;

[0081] Among them, a structural calculation software can be used to calculate the relationship between the jacking force and the jacking stroke, and calculate the maximum jacking amount and the maximum jacking force, and verify whether the actual calculation is consistent with the theoretical calculation through the trial jacking.

[0082] Step 3: Before closure, place the closure segments on the cantilever ends on both sides of the closure gap for the upstream and downstream sides respectively, and place the side main girders of the closure segment centered transversely to the bridge axis.

[0083] Step 4: Conduct continuous observation on the closure gap for 36 hours, measure the elevation, axis, tower deviation, lengths of the top and bottom plates of the closure gap, etc. of the first 3 segments in front of the cantilever end, and provide the manufacturing length of the closure segment and the relative angular relationship between the side main girder and the adjacent girder segment on the large mileage side according to the error between the measured value and the theoretical value of the lengths of the closure gap and the erected girder segments.

[0084] Among them, conduct multiple observations on the erected girder segments at both ends of the closure gap under different temperature conditions to obtain the total length of the steel main girders of the erected girder segments at both ends of the closure gap under each temperature condition, and then calculate the measured total length of the erected girder segments at both ends of the closure gap at the design temperature based on the above values, thereby calculating the length value of the side main girder of the closure segment at the design temperature, i.e., the cutting length.

[0085] When the actual construction temperature of the closure construction is inconsistent with the design temperature, the length of the closure segment also needs to consider temperature correction. At this time, the calculation formula for the cutting length of the side main girder is: Lx = Ls - Lt + Ly - Lc - Lh + Ld, where Lx is the cutting length; Ls is the design length; Lt is the length affected by the construction temperature (take a positive value when the actual closure temperature is greater than the design temperature, and vice versa); Ly is the compression deformation amount of the closure segment itself from the construction and installation of the closure segment until the bridge is stable, which can be obtained through the calculation and analysis of the full-bridge construction control theory; Lc is the error between the measured total length and the theoretical total length of the erected girder segments in the middle span (take a positive value when the actual girder length is greater than the design girder length, and vice versa), Lh is the splicing joint width; Ld is the jacking adjustment amount. Among them, Lt is obtained by selecting the closure temperature through continuous observation of the closure gap and calculating using the finite element model. When Ld is equal to Lt, the inconsistency between the actual closure temperature and the design temperature will be fully considered by the jacking stroke.

[0086] Step 5: Manufacture and process the closure segment according to the monitoring instructions.

[0087] Step 6: The jacking devices on the upstream and downstream sides in the tower area simultaneously jack the steel main girder on the small mileage side to make the length of the closure gap 3 - 4 cm longer than the length of the side main girder of the closure segment, so that the length of the closure gap can allow the side main girder to be smoothly inserted into the closure gap.

[0088] Step 7: The bridge deck cranes on both sides of the closure gap simultaneously lift the side main girders. The first crane 1 on the short mileage side lifts the first side main girder 3 of the upstream closure segment and slowly approaches the closure gap from the side from outside the bridge. The second crane 2 on the long mileage side lifts the second side main girder 4 of the downstream closure segment and slowly approaches the closure gap from the side from outside the bridge. Then, connect the first side main girder 3 with the second beam segment 6 on the long mileage side, that is, drive a small number of small drift pins into the webs and bottom plates of the two for positioning. At the same time, connect the second side main girder 4 with the first beam segment 5 on the short mileage side, that is, drive a small number of small drift pins into the webs and bottom plates of the two for positioning.

[0089] Among them, by driving a small number of small drift pins into the webs and bottom plates, while achieving positioning, it can also enable the beam to rotate, facilitating subsequent adjustment of the relative angular relationship between the closure segment and the adjacent beam segments. All the forces of the side main girders of the closure segment act on the erected beam segments on the side of the bridge deck crane connected to them in the form of eccentric loads. Therefore, compared with when the side main girders were placed in the middle of the two cantilever ends before lifting, the elevation changes at the four corners of the closure gap are as follows: the elevation of the upstream end of the first beam segment 5 on the short mileage side decreases, and the elevation of the downstream end increases. At the same time, the elevation of the upstream end of the second beam segment 6 on the long mileage side increases, and the elevation of the downstream end decreases.

[0090] Step 8: According to the monitoring instructions, match the upstream and downstream side main girders of the closure segment with the erected beam segments that have been connected according to the preset relative angular relationship. While matching, insert high-strength bolts into the webs, but do not tighten them. The bottom plates are only positioned with small drift pins and no high-strength bolts are inserted.

[0091] Step 9: After the upstream and downstream side main girders of the closure segment and the erected beam segments that have been connected are adjusted in place, drive an appropriate amount of standard drift pins into the webs on the connected side to lock their relative angular relationship.

[0092] Step 10: The jacking devices on the upstream and downstream sides of the tower area simultaneously jack back the steel main girder on the short mileage side. After jacking back in place, lock the jacking devices. At this time, align the hole positions of the side main girders with the hole positions of the steel main girders on the unconnected side in the mileage direction. At this time, there is an elevation difference between the side main girders and the steel main girders on the unconnected side.

[0093] Step 11: The cranes on both sides of the bridge deck unload synchronously and in stages.

[0094] Optionally, the relationship between force and elevation change during the unloading of the bridge deck crane can be obtained through simulation by structural calculation software. The two side bridge deck cranes unload synchronously and in stages. At this time, due to the change in the distribution of the self-weight of the side main girder of the closure segment on both sides of the closure opening on the upstream and downstream sides, the self-weight of the side main girder of the closure segment borne by the unconnected side gradually decreases, and the self-weight of the side main girder of the closure segment borne by the previously connected side gradually increases. That is, the elevation changes at the four corners of the closure opening at this time are as follows: the elevation of the upstream end of the first beam segment 5 on the short mileage side gradually increases, and the elevation of the downstream end gradually decreases. At the same time, the elevation of the upstream end of the second beam segment 6 on the long mileage side gradually decreases, and the elevation of the downstream end gradually increases to eliminate the elevation difference at the closure opening. The elevation difference on both sides of the closure opening and the relative angular relationship between the unconnected end of the closure segment and the adjacent beam segment return to the state during continuous observation in Step Four.

[0095] Step Twelve: If there are still minor deviations in elevation, the elevation difference can be finely adjusted through the "7"-shaped reaction device, and the axis can be finely adjusted through the horizontal jack.

[0096] Step Thirteen: After the closure openings on the upstream and downstream unconnected sides are matched, high-strength bolts are inserted into the webs on the side main girder and the erected beam segments, and high-strength bolts are inserted into the bottom plates of both. That is, the first side main girder 3 is positioned and connected to the first beam segment 5 on the short mileage side, and at the same time, the second side main girder 4 is positioned and connected to the second beam segment 6 on the long mileage side.

[0097] Step Fourteen: The webs on both sides of the closure opening are initially tightened, and the upstream and downstream jacking devices on the side span of the tower area are removed.

[0098] Step Fifteen: The welds of the top plate of the closure segment are coded, and the high-strength bolts of the bottom plate are initially tightened.

[0099] Step Sixteen: The longitudinal and transverse limiting devices between the tower and the beam are removed.

[0100] Step Seventeen: The closure opening is jacked back, and the jacking device on the mid-span side of the tower area is removed. Among them, the steel main girder can be centered longitudinally along the bridge through jacking back the closure opening.

[0101] Step Eighteen: The high-strength bolts of the web and the bottom plate are finally tightened, and the top plate is welded.

[0102] Step Nineteen: The hooks of the bridge deck crane are loosened, and the remaining steel structures of the closure segment are installed.

[0103] The construction method of this embodiment combines the unloading process of the bridge deck crane with the jacking method to make the structure reach a balanced state, reducing the steps of temporary counterweight before closure and adjusting the counterweight position or load during closure, or eliminating the elevation difference by adjusting the cables. It not only improves the closure efficiency and accuracy, optimizes the structural stress, but also reduces the construction workload and difficulty, enabling the closure of the main girder of the closure segment to achieve stress-free closure in a true sense.

[0104] In the description of the present application, it should be noted that the orientation or positional relationship indicated by terms such as "upper" and "lower" is based on the orientation or positional relationship shown in the drawings. It is only for the convenience of describing the present application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation to the present application. Unless otherwise clearly specified and defined, the terms "mounted", "connected" and "coupled" shall be construed in a broad sense. For example, it may be a fixed connection, a detachable connection or an integral connection; it may be a mechanical connection or an electrical connection; it may be directly connected or indirectly connected through an intermediate medium, and it may be the communication inside two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present application can be understood according to specific circumstances.

[0105] It should be noted that in the present application, relational terms such as "first" and "second" are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations. Moreover, the terms "comprising", "including" or any other variation thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device comprising a series of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such process, method, article or device. Without further limitation, an element defined by the statement "comprising an..." does not exclude the presence of additional identical elements in the process, method, article or device comprising the said element.

[0106] The above are only specific embodiments of the present application, enabling those skilled in the art to understand or implement the present application. Various modifications to these embodiments will be obvious to those skilled in the art, and the general principles defined herein can be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application will not be limited to the embodiments shown herein, but rather to the broadest scope consistent with the principles and novel features claimed herein.

Claims

1. A construction method for the closure of a composite girder cable-stayed bridge, characterized in that, The method includes: Setting cranes on the erected beam segments on both sides of the closure gap respectively; Lifting the two side main girders of the closure segment simultaneously by the two cranes, and after respectively embedding them into the two openings of the closure gap, connecting each side main girder to the erected beam segment on the opposite side of the crane that lifts it; The two cranes unload simultaneously until the elevation difference between the unconnected end of each side main girder and another erected beam segment is within a preset range, and then connecting each side main girder to this another erected beam segment.

2. The closure construction method of the composite girder cable-stayed bridge according to claim 1, characterized in that Respectively embedding into the two openings of the closure gap specifically includes: The two cranes respectively lift the two side main girders to the outside of the bridge, and then slowly lean them into the two openings from the outside of the bridge respectively.

3. The closure construction method of the composite girder cable-stayed bridge according to claim 1, characterized in that, After setting the cranes on the erected beam segments on both sides of the closure gap respectively, it further includes: Placing the two side main girders on the cantilever ends of the erected beam segments on both sides of the closure gap respectively and centering them transversely across the bridge.

4. The closure construction method of the composite girder cable-stayed bridge according to claim 3, characterized in that, Before lifting the two side main girders of the closure segment simultaneously by the two cranes, it further includes: Continuously monitoring the length of the closure gap and recording the air temperature and the length of the closure gap corresponding to each time point; According to the air temperature and the corresponding length of the closure gap, obtaining the measured total length of the erected beam segments corresponding to the air temperature, and further obtaining the measured total length of the erected beam segments at the design temperature; Obtaining the cutting length of the side main girder at the design temperature according to the measured total length.

5. The closure construction method of the composite beam cable-stayed bridge according to claim 4, characterized in that, When obtaining the cutting length of the side main girder at the design temperature according to the measured total length, it further includes: When the construction temperature is the same as the design temperature, the cutting length is: Lx = Ls + Ly - Lc - Lh + Ld Wherein, Ls is the design length; Ly is the compression deformation amount of the closure segment from the construction of the closure segment to the stable state of the completed bridge; Lc is the error between the measured total length and the theoretical total length of the erected beam segments; Lh is the width of the splicing joints on both sides of the closure gap; Ld is the jacking adjustment amount.

6. The closure construction method of the composite girder cable-stayed bridge according to claim 5, characterized in that, When obtaining the cutting length of the side main girder at the design temperature according to the measured total length, it further includes: When the construction temperature is different from the design temperature, obtaining the construction temperature influence length according to the construction temperature; Obtaining the cutting length of the side main girder according to the construction temperature influence length and the measured total length.

7. The closure construction method of the composite girder cable-stayed bridge according to claim 6, wherein, The cutting length is: Lx = Ls - Lt + Ly - Lc - Lh + Ld Wherein, Ls is the design length; Lt is the construction temperature influence length; Ly is the compression deformation amount of the closure segment from the construction of the closure segment to the stable state of the completed bridge; Lc is the error between the measured total length and the theoretical total length of the erected beam segments; Lh is the width of the splicing joints on both sides of the closure gap; Ld is the jacking adjustment amount.

8. The closure construction method of the composite beam cable-stayed bridge according to claim 1, characterized in that, The two cranes unload simultaneously specifically includes: The two cranes unload step by step according to the set grading, and track and observe the two elevation differences to determine whether to pause unloading or continue unloading.

9. The closure construction method of the composite girder cable-stayed bridge according to claim 1, characterized in that Before lifting the two side main girders of the closure segment simultaneously by the two cranes, it further includes: Pushing the steel main girder of one erected beam segment by a jacking device to make the length of the closure gap greater than the length of the side main girder by 3 - 4 cm.

10. The closure construction method of the composite beam cable-stayed bridge according to claim 9, characterized in that, After connecting each side main girder to the erected beam segment on the opposite side of the crane that lifts it, it further includes: Performing matching adjustment on the side main girder and the erected beam segment it is connected to according to the preset relative angle relationship and locking them; After pushing the steel main girder to the proper position by the pushing device, lock the pushing device.

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