CN216919969U - Self-anchored cable-stayed bridge - Google Patents
Self-anchored cable-stayed bridge Download PDFInfo
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- CN216919969U CN216919969U CN202121493190.7U CN202121493190U CN216919969U CN 216919969 U CN216919969 U CN 216919969U CN 202121493190 U CN202121493190 U CN 202121493190U CN 216919969 U CN216919969 U CN 216919969U
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
The utility model discloses a self-anchored cable-stayed bridge, which comprises: the tower foundation is fixed on the foundation, and the bridge tower is fixed at the upper end of the tower foundation; side span auxiliary piers; the main beam is provided with a vertical support at the bridge tower and the side span auxiliary pier; the two ends of the first inhaul cables are respectively connected with the bridge tower and the main beam; and the telescopic device is arranged at the position where the axial force of the main beam is zero. The main beam between the bridge tower and the telescopic device is stressed, the axial force of the main beam at the position where the telescopic device is installed is zero, and the main beam between two adjacent telescopic devices is tensioned, so that the axial pressure borne by the main beam at the position of the bridge tower is reduced, the stability of the main beam of the self-anchored cable-stayed bridge is ensured, the limit span of the main beam is increased, and the axial force of the main beam at the position of the bridge tower is not increased in the construction process.
Description
Technical Field
The utility model relates to a self-anchored cable-stayed bridge.
Background
The axial force of a main beam of a traditional self-anchored cable-stayed bridge at a bridge tower is obviously increased along with the increase of the span of a midspan, so that the main beam has a stability problem. In order to improve the stability coefficient of the main beam of the self-anchored cable-stayed bridge, only the height of the main beam or the height of a bridge tower can be increased, but the structural response under extreme wind load is also increased, so that the material consumption of the main beam and the bridge tower is further increased. When the midspan exceeds 1600 meters, the traditional self-anchored cable-stayed bridge is difficult to meet the requirements of the current specifications on the stability of the main beam.
SUMMERY OF THE UTILITY MODEL
The utility model aims to overcome the defect of poor stability of a main beam in the prior art and provides a self-anchored cable-stayed bridge.
The utility model solves the technical problems through the following technical scheme:
the utility model discloses a self-anchored cable-stayed bridge, which comprises: the bridge tower is fixed at the upper end of the tower foundation; side span auxiliary piers; the main beam is provided with a vertical support at the bridge tower and the side span auxiliary pier; the two ends of the first inhaul cables are respectively connected with the bridge tower and the main beam; and the telescopic device is arranged at the position where the axial force of the main beam is zero.
In this scheme, the girder pressurized between bridge tower and the telescoping device, the girder axial force at installation telescoping device department is zero to the girder between two adjacent telescoping device is drawn, has reduced the axial pressure that the girder bore of bridge tower department has improved the stability of girder. The telescopic device only transmits shearing force and bending moment and does not transmit axial force, so that the stability of the main beam cannot be influenced, and the stability of the main beam of the self-anchored cable-stayed bridge with long mid-span can be improved. By adopting the structure, the limit span of the main beam can be increased.
Preferably, the main beam comprises a first main beam section and a second main beam section, each first main beam section is vertically connected with each bridge tower, and two ends of the second main beam section are connected with one ends of the adjacent two first main beam sections, which are far away from the bridge towers, respectively; the joint of the first main beam section and the second main beam section is a position where the axial force of the main beam is zero.
In this scheme, adopt above-mentioned structural style, first girder section pressurized, second girder section is drawn. Because the axial force of the joint of the first main beam section and the second main beam section is zero, the first main beam section and the second main beam section are connected through the telescopic device, the tension of the second main beam section is guaranteed, and the stability of the main beam is improved. Because the girder is installed between two adjacent pylons, and first girder and pylon set up vertical connection, the both ends of second girder section and two adjacent first girder sections keep away from the one end fixed connection of pylon, consequently the girder includes two first girder sections and a second girder section between two adjacent pylons.
Preferably, the length of the first main beam section is one quarter of the length of the main beam.
In the scheme, by adopting the structure form, each main beam comprises two first main beam sections and one second main beam section, the first main beam sections are compressed, and the second main beam sections are pulled, so when the length of the first main beam sections is one fourth of the length of the main beam, the compressed length and the pulled length of the main beam are equal.
Preferably, the second main beam section comprises a plurality of beam sections, and the beam sections are fixedly connected with a corresponding plurality of the first stay cables.
In this scheme, the installation of second girder segment is realized through a plurality of roof beam owner section fixed connection in proper order. The main beams installed between two adjacent bridge towers are symmetrically installed from two ends to the middle. Two first main beam sections are respectively and vertically connected with two bridge towers, and a temporary horizontal stay cable is stretched between two adjacent unconnected beam sections when one end of each first main beam section, which is far away from each bridge tower, is fixedly connected with three beam sections. And continuously installing the beam sections between two adjacent unconnected beam sections, and tensioning the temporary horizontal stay cable between the two adjacent unconnected beam sections every time three beam sections are fixedly connected. In the construction process, the second main beam section is pulled, the axial pressure borne by the main beam at the bridge tower is not increased any more, and the stability of the main beam is improved.
Preferably, the self-anchored cable-stayed bridge further comprises a side span main beam and a plurality of second inhaul cables, wherein two ends of the side span main beam are respectively and vertically connected with a land area and a bridge tower close to the land area, and two ends of the second inhaul cables are respectively and fixedly connected with the side span main beam and the bridge tower.
And (3) carrying out stress analysis on the self-anchored cable-stayed bridge, pressing the side span main beam and pulling the midspan main beam, and finally balancing the stress of the self-anchored cable-stayed bridge and ensuring good stability. Land area and girder can be realized connecting through the side span girder, have avoided striding the inconvenience of water traffic, have improved the reliability of transport and pedestrian's walking.
Preferably, a plurality of the side span auxiliary piers are vertically connected with the side span main beam, the side span auxiliary piers are fixedly connected with the foundation, and the side span auxiliary piers are arranged at equal intervals along the extending direction of the side span main beam.
In this scheme, the length of sidespan girder is longer, if only with the both ends of fixed sidespan girder respectively with land area and bridge tower fixed connection, the position that the fixed point was kept away from to the sidespan girder can appear the rupture because of pressing down of long-time vehicle or pedestrian. The extending direction of the side span main beam of the side span auxiliary pier is fixedly connected to the lower side of the side span main beam at equal intervals, supporting force is provided for the side span main beam through the side span auxiliary pier, the pressure resistance of the side span main beam is improved, supporting points of the side span main beam are increased through the side span auxiliary pier, and the stability of the side span main beam is improved.
Preferably, the self-anchored cable-stayed bridge further comprises a stay cable, and two ends of the stay cable are respectively fixedly connected with the side span main beam at the bridge tower and the tower foundation.
In this scheme, come the axle power difference of balanced girder and the production of side span girder through the suspension cable, improve the stability from anchor formula cable-stay bridge, reduced because the unbalanced atress of pylon both sides leads to the pylon by the stretch bending. One end of the stay cable is fixedly connected with the tower foundation, and the horizontal force balanced by the stay cable is transmitted to the tower foundation, namely, a self-anchoring system is adopted by the self-anchored cable-stayed bridge, so that the setting of an anchorage can be avoided, the construction cost of the full bridge is reduced, and the adaptability of the self-anchored cable-stayed bridge to unfavorable geological conditions such as a soft soil foundation is improved.
A method for erecting a self-anchored cable-stayed bridge is used for erecting the self-anchored cable-stayed bridge and comprises the following steps: s1, fixedly connecting the bridge tower to a foundation; s2, erecting the main beam, and installing the first inhaul cable to enable the main beam to be connected to the bridge tower; and S3, installing the telescopic device at the position where the axial force of the main beam is zero, and enabling the main beam to be connected through the telescopic device.
In this scheme, adopt above-mentioned structural style, adopt traditional cable-stay bridge cantilever construction method to install the girder to the position that the axial force is zero between two pylons to the first cable that the installation corresponds. At this stage, the construction of the side span auxiliary pier is also completed, and the side span main beam concrete beam is cast in situ by adopting a support method or a movable formwork method. And installing a second inhaul cable, and fixedly connecting two ends of the second inhaul cable with the side span main beam and the bridge tower respectively so as to balance the axial force of the installed main beam and balance the stress of the bridge section of the self-anchored cable-stayed bridge installed at the stage. The telescopic devices are installed at the positions where the axial force at the two ends of the main beam is zero, and can transmit the shearing force and the bending moment but not transmit the axial force, so that the stability of the main beam is not influenced.
Preferably, the main beam includes a first main beam section and a second main beam section, the second main beam section includes a plurality of beam segments, and the S2 specifically includes the following steps: s21, erecting the first girder section, and installing the first inhaul cable corresponding to the first girder section to enable the first girder section to be connected to the bridge tower; s22, fixedly connecting the beam sections on one side of the first main beam section far away from the side span auxiliary pier, installing the first stay cables corresponding to the beam sections, and tensioning temporary horizontal stay cables between two unconnected adjacent beam sections; s24, continuously hoisting the beam sections at one ends of the installed beam sections far away from the first main beam section, installing the first stay cables corresponding to the beam sections, and tensioning the temporary horizontal stay cables between two unconnected adjacent beam sections through catwalks; and S25, repeating the step S24 until the second main beam section is closed, and completing the erection of the main beam.
In this scheme, adopt above-mentioned structural style, through the interim horizontal cable of catwalk installation, continue to follow the bridge floor hoist and mount beam segment to installation and stretch-draw suspension cable between two adjacent beam segments that are not connected, every three beam segment of hoist, a pair of horizontal cable of installation, with the horizontal axial force that the first cable of balanced three beam segment produced, guarantee midspan quartering point department girder axial force keeps unchangeable. And according to the horizontal axial force generated by the first stay cable which is just installed, a stay cable is tensioned between the main beam and the tower foundation at the bridge tower so as to balance the horizontal force of the main beam at the bridge tower. And moving the crane for hoisting the beam sections forwards, continuing to hoist the beam sections, and repeating the installation process until the second main beam section is closed.
Preferably, the following steps are further included between S22 and S24: s23, fixedly connecting temporary cable towers to two adjacent first main beam sections, and erecting the catwalk between the two adjacent temporary cable towers; the S3 specifically includes the following steps: s31, releasing the temporary cable tower; s32, installing the telescopic device at the joint of the first main beam section and the second main beam section to enable the first main beam section and the second main beam section to be connected through the telescopic device; and S33, releasing the stretched temporary horizontal cables one by one to finish the erection of the self-anchored cable-stayed bridge.
In the scheme, the temporary cable tower at one fourth of the main beam is removed by adopting the structural form, and the longitudinal bridge direction expansion device is arranged at the position, so that the main beam is pulled, the axial pressure borne by the main beam at the bridge tower is reduced, and the stability of the main beam is improved.
The positive progress effects of the utility model are as follows:
according to the utility model, the main beam between the bridge tower and the telescopic devices is pressed, the axial force of the main beam at the position where the telescopic devices are installed is zero, and the main beam between two adjacent telescopic devices is pulled, so that the axial pressure borne by the main beam at the bridge tower is reduced, and the stability of the main beam is improved. The telescopic device only transmits shearing force and bending moment, does not transmit axial force, does not influence the stability of the main beam, and improves the stability of the main beam of the self-anchored cable-stayed bridge with the midspan exceeding 1600 meters. By adopting the structure form, the stability of the main beam of the self-anchored cable-stayed bridge is ensured, the limit span is increased, and the main beam at the bridge tower does not increase the axial force in the construction process.
Drawings
Fig. 1 is a schematic view of a self-anchored cable-stayed bridge according to an embodiment of the present invention;
fig. 2 is a flowchart of a self-anchored cable-stayed bridge construction method according to an embodiment of the present invention;
fig. 3 is another flowchart of a self-anchored cable-stayed bridge construction method according to an embodiment of the present invention;
fig. 4 is another flowchart of a self-anchored cable-stayed bridge erecting method according to an embodiment of the present invention.
Description of reference numerals:
bridge tower 1
Tower foundation 2
Girder 3
Second main beam section 32
First stay cable 4
Side span main beam 5
Second inhaul cable 6
Side span auxiliary pier 7
Stay cable 8
Detailed Description
The utility model is further illustrated by the following examples, which are not intended to limit the scope of the utility model.
An embodiment of the present invention provides a self-anchored cable-stayed bridge, as shown in fig. 1. From anchor formula cable-stay bridge includes tower foundation 2 of fixed connection on the ground, and bridge tower 1, side span on fixed connection on the ground assist mound 7, girder 3, first cable 4 and telescoping device. The cable-stayed bridge is a high-order hyperstatic complex structure, the bridge tower 1 is a main bearing component, and the live load and the dead load of the cable-stayed bridge are almost transmitted to the tower foundation 2 at the lower part through the bridge tower 1. The axial force of the main beam 3 at the bridge tower 1 is remarkably increased along with the increase of the span, so that the stability of the main beam 3 is deteriorated.
The girder 3 sets up vertical support in the auxiliary mound 7 department of bridge tower 1 and side span to stretch-draw corresponding first cable 4, make the both ends of first cable 4 be connected with bridge tower 1 and girder 3 respectively. The position where the main beam 3 has zero axial force is provided with a telescopic device, as shown in fig. 1. The direction of the axial component force provided by the first inhaul cable 4 to the main beam 3 between the bridge tower 1 and the telescopic device is horizontal to the left, and in order to realize force balance, the direction of the horizontal component force provided by the bridge tower 1 to the section of main beam 3 is horizontal to the right, so the main beam 3 between the bridge tower 1 and the telescopic device is pressed. And carrying out stress analysis on the main beam 3 between two adjacent expansion devices to obtain that the section of the main beam 3 is pulled. The main beam 3 is pulled, so that the axial force borne by the main beam 3 at the bridge tower 1 is reduced, and the stability of the main beam 3 is improved. The telescopic device only transmits shearing force and bending moment, does not transmit axial force, does not influence the stability of the main beam 3, improves the stability of the main beam 3 of the self-anchored cable-stayed bridge with a longer midspan, and increases the limit span of the main beam 3. The embodiment is suitable for the self-anchored cable-stayed bridge with the midspan exceeding 1600 meters.
As a preferred embodiment, the girder 3 may further include a first girder segment 31 and a second girder segment 32. Each first girder section 31 sets up vertical connection with each bridge tower 1 respectively to the both ends of second girder section 32 are kept away from the one end fixed connection of bridge tower 1 with two adjacent first girder sections 31 respectively. And carrying out stress analysis on the first main beam section 31 and the second main beam section 32 to obtain that the first main beam section 31 is pressed and the second main beam section 32 is pulled. In order to improve the stability of the self-anchored cable-stayed bridge, a telescopic device is arranged at the position where the axial force of the main beam 3 is zero. Since the axial force at the junction of the first and second girder segments 31 and 32 is zero, the first girder segment 31 may be connected with the second girder segment 32 through a telescopic device. By adopting the mode, the tension of the second main beam section 32 is ensured, and the stability of the main beam 3 is improved.
Because girder 3 is installed between two adjacent pylons 1, and first girder segment 31 and pylon 1 set up vertical connection, and the one end fixed connection of pylon 1 is kept away from with two adjacent first girder segments 31 in the both ends of second girder segment 32, consequently girder 3 includes two first girder segments 31 and a second girder segment 32 between two adjacent pylons 1. In a preferred embodiment, when the length of the first main beam section 31 is one-fourth of the length of the main beam 3, the main beam 3 is equal in compression length and tension length.
As a better embodiment, the main beams 3 installed between two adjacent bridge towers 1 are symmetrically installed from two ends to the middle. The first girder section 31 is erected by a traditional cable-stayed bridge cantilever construction method, and the second girder section 32 can be installed by sequentially and fixedly connecting a plurality of girder sections. Two first girder segments set up vertical connection with two bridge towers 1 respectively to every three beam segments of fixed connection of one end that first girder segment 31 kept away from bridge tower 1, stretch-draw interim horizontal cable between two adjacent beam segments that are not connected. And continuously hoisting the beam sections between the two adjacent unconnected beam sections, and similarly, tensioning the temporary horizontal stay cable between the two adjacent unconnected beam sections every time three beam sections are fixedly connected. In the construction process, the second main beam section 32 is pressed, the axial pressure borne by the main beam 3 at the bridge tower 1 is not increased any more, and the stability of the main beam 3 is improved.
When specifically using, stretch-draw interim horizontal cable is realized through the catwalk, has improved construction workman's security.
The connection of the main beam 3 and the land area is realized through the side span main beam 5, the inconvenience of water crossing traffic is avoided, and the reliability of transportation of the transportation tool and walking of pedestrians is improved. As a preferred embodiment, two ends of the side span main beam 5 are respectively vertically connected with the land area and the bridge tower 1 close to the land area, and two ends of the second guy cable 6 corresponding to the side span main beam 5 are respectively fixedly connected with the side span main beam 5 and the tower foundation 2. And the opposite side strides the main beam 5 to carry out stress analysis, the second inhaul cable 6 is towards the left lower side to the pulling force direction of the bridge tower 1, and the first inhaul cable 4 is towards the right lower side to the pulling force direction of the bridge tower 1. The tension of the second cable 6 to the bridge tower 1 and the tension of the first cable 4 to the bridge tower 1 are opposite in the horizontal component direction, and through stress analysis of the self-anchored cable-stayed bridge, the side span main beam 5 is stressed and the midspan main beam 3 is tensioned, and finally the self-anchored cable-stayed bridge is balanced in stress and good in stability.
As a preferred embodiment, the length of the side span main beam 5 is long, and if only two ends of the fixed side span main beam 5 are vertically connected with the land area and the bridge tower 1, the position of the side span main beam 5 far away from the fixed point can be broken due to long-time pressing of vehicles or pedestrians. In order to avoid the above phenomenon, the side span auxiliary piers 7 may be fixed on the foundation and discretely distributed on the lower side of the side span main beam 5 to be fixedly connected with the side span main beam 5. The side span auxiliary pier 7 provides vertical upward supporting force for the side span main beam 5, and the pressure resistance of the side span main beam 5 is improved. The edge-span auxiliary piers 7 are distributed at equal intervals along the extending direction of the edge-span main beam 5, so that the supporting points of the edge-span main beam 5 are increased, and the stability of the edge-span main beam 5 is improved.
As a better implementation mode, the self-anchored cable-stayed bridge may further include a stay cable 8, and two ends of the stay cable 8 are respectively fixedly connected with the side span main beam 5 and the tower foundation 2 at the bridge tower 1, because the stay cable 8 may provide a force to the main beam 3 in the same direction as the extension direction of the stay cable 8, the horizontal component of the force may balance the axial force difference generated by the main beam 3 and the side span main beam 5, improve the stability of the self-anchored cable-stayed bridge, and reduce the possibility that the bridge tower 1 is bent due to the unbalanced stress at two sides of the bridge tower 1. One end of the stay cable 8 is fixedly connected with the tower foundation 2, and the horizontal force balanced by the stay cable 8 is transmitted to the tower foundation 2, namely, a self-anchoring system is adopted by the self-anchored cable-stayed bridge, so that the setting of an anchorage is avoided, the construction cost of the full bridge is reduced, and the adaptability of the self-anchored cable-stayed bridge to unfavorable geological conditions such as a soft soil foundation is improved.
The embodiment of the utility model also provides an erection method of the self-anchored cable-stayed bridge, which is used for erecting the self-anchored cable-stayed bridge. As shown in fig. 2, the erection method comprises the following steps: s1, fixedly connecting the bridge tower 1 to the foundation; s2, erecting a main beam 3, and installing a first inhaul cable 4 to connect the main beam 3 to the bridge tower 1; and S3, mounting a telescopic device at the position where the axial force of the main beam 3 is zero, and connecting the main beam 3 through the telescopic device. A main beam 3 is installed between two bridge towers 1 to a position with zero axial force by adopting a traditional cable-stayed bridge cantilever construction method, and a corresponding first inhaul cable 4 is installed. At this stage, the construction of the side span auxiliary pier 7 is also completed, and the side span main beam 5 concrete beam is cast in situ by adopting a support method or a movable formwork method. And installing a second inhaul cable 6, and fixedly connecting two ends of the second inhaul cable with the side span main beam 5 and the bridge tower 1 respectively to balance the axial force of the installed main beam 3 and balance the stress of the self-anchored cable-stayed bridge installed at the stage. The telescopic devices are arranged at the positions where the axial force at the two ends of the main beam 3 is zero, and the telescopic devices can transmit the shearing force and the bending moment but do not transmit the axial force, so that the stability of the main beam 3 is not influenced.
As a preferred embodiment, please refer to fig. 3 for understanding, the main beam 3 includes a first main beam section 31 and a second main beam section 32, the second main beam section 32 includes a plurality of beam segments, and S2 specifically includes the following steps: s21, erecting the first girder section 31, and installing a first inhaul cable 4 corresponding to the first girder section 31 to connect the first girder section 31 to the bridge tower 1; s22, fixedly connecting beam sections on one side, far away from the side span auxiliary pier 7, of the first main beam section 31, installing first guy cables 4 corresponding to the beam sections, and tensioning temporary horizontal guy cables between two adjacent beam sections which are not connected; s24, continuously hoisting the beam sections at one ends of the installed beam sections far away from the first main beam section 31, installing first stay cables 4 corresponding to the beam sections, and tensioning temporary horizontal stay cables between two adjacent beam sections which are not connected through catwalks; and S25, repeating S24 until the second main beam section 32 is closed, and completing the erection of the main beam 3. In this scheme, adopt above-mentioned structural style, through the interim horizontal cable of catwalk installation, continue hoist and mount beam segment section to install and stretch-draw first cable 4 between two adjacent beam segment sections that do not connect, every three beam segment section of hoist, a pair of horizontal cable of installation, with the horizontal axial force that the first cable 4 of balanced three beam segment section produced, guarantee that 3 axial forces of midspan quartering department girder remain unchanged. According to the horizontal axial force generated by the first stay cables 4 of the three beam sections, a stay cable 8 is tensioned between the main beam 3 and the bridge tower 1 at the bridge tower 1 so as to balance the horizontal force of the main beam 3 at the bridge tower 1. And moving the crane for hoisting the beam sections forwards, continuing to hoist the beam sections, and repeating the installation process until the second main beam section 32 is closed.
As a preferred embodiment, the following steps are further included between step S22 and step S24: s23, fixedly connecting temporary cable towers to the two adjacent first main beam sections 31, and erecting catwalks between the two adjacent temporary cable towers. As understood with reference to fig. 4, S3 specifically includes the following steps: s31, removing the temporary cable tower; s32, installing a telescopic device at the joint of the first main beam section 31 and the second main beam section 32, so that the first main beam section 31 and the second main beam section 32 are fixedly connected through the telescopic device; and S33, releasing the stretched temporary horizontal cables one by one to finish the erection of the self-anchored cable-stayed bridge. And the temporary cable tower at one fourth of the main beam 3 is removed, and a longitudinal bridge expansion device is arranged at the position, so that the main beam 3 is pulled, the axial pressure borne by the main beam 3 at the bridge tower 1 is reduced, and the stability of the main beam 3 is improved.
When specifically using, install girder 3 to quartering point department, install interim cable tower near 3 quartering points of girder to erect catwalk, catwalk total width 6 meters between two adjacent interim cable towers. In order to ensure the stability of the catwalk, every 100 meters is provided with a transverse stabilizing brace rod or a stabilizing rope. The catwalk comprises a temporary main cable and a temporary suspender, the temporary main cable and the temporary suspender are erected between two adjacent temporary cable towers, and the upstream and the downstream of the main cable are respectively provided with two cables, namely four cables. The interval between the main cables on the single side is 3 meters, namely the width of the catwalk on the single side is 3 meters.
In specific implementation, a traditional cable-stayed bridge cantilever construction method is adopted to install a mid-span main beam 3 to a quarter point, a temporary cable tower is installed near the quarter point of the main beam 3, a temporary main cable and a suspender are erected, and the rise-span ratio of the temporary main cable is 1/10. After the completion catwalk erects, through the interim horizontal cable of catwalk installation, continue from bridge floor hoist and mount girder segment, install and stretch-draw first cable 4, every three segmental of hoist and mount, a pair of horizontal cable of installation to the horizontal axial force that produces of the first cable 4 of balanced three just installation guarantees that 3 axial forces of midspan quartering point department girder remain unchanged. And (3) according to the horizontal axial force generated by the first stay cable 4 which is just installed, tensioning the stay cable 8 between the main beam 3 at the bridge tower 1 and the foundation of the bridge tower 1 so as to balance the horizontal force of the side span main beam 5 at the bridge tower 1. And the midspan crane moves forward to continue hoisting the beam segment. And repeating the installation process of the main beams 3 until the mid-span main beams 3 are closed, removing the temporary consolidation of the main beams 3 at the mid-span four-point positions, and installing a longitudinal bridge direction expansion device which can transfer shearing force and bending moment but not axial force. And cutting off the temporary horizontal cables one by one to pull the midspan girder section and finish the installation of the main girder 3.
While specific embodiments of the utility model have been described above, it will be appreciated by those skilled in the art that this is by way of example only, and that the scope of the utility model is defined by the appended claims. Various changes and modifications to these embodiments may be made by those skilled in the art without departing from the spirit and scope of the utility model, and these changes and modifications are within the scope of the utility model.
Claims (7)
1. A self-anchored cable-stayed bridge, characterized in that it comprises:
the bridge tower is fixed at the upper end of the tower foundation;
side span auxiliary piers;
the main beam is provided with a vertical support at the bridge tower and the side span auxiliary pier;
the two ends of the first guys are connected with the bridge tower and the main beam respectively;
and the telescopic device is arranged at the position where the axial force of the main beam is zero.
2. The self-anchored cable-stayed bridge according to claim 1, wherein the main beams comprise first main beam sections and second main beam sections, each of the first main beam sections is vertically connected with each of the pylons, and two ends of each of the second main beam sections are connected with ends of two adjacent first main beam sections, which are far away from the pylons; the joint of the first main beam section and the second main beam section is a position where the axial force of the main beam is zero.
3. A self-anchored cable-stayed bridge according to claim 2, wherein the first main beam section has a length of one quarter of the length of the main beam.
4. The self-anchored cable-stayed bridge of claim 2, wherein the second main beam section comprises a plurality of beam sections, and the beam sections are fixedly connected with a corresponding plurality of the first stay cables.
5. The self-anchored cable-stayed bridge according to claim 1, further comprising a side span main beam and a plurality of second cables, wherein two ends of the side span main beam are respectively and vertically connected with a land area and a bridge tower close to the land area, and two ends of the second cables are respectively and fixedly connected with the side span main beam and the bridge tower.
6. The self-anchored cable-stayed bridge according to claim 5, wherein a plurality of the side span auxiliary piers are vertically connected with the side span main beam, the side span auxiliary piers are fixedly connected with the foundation, and the side span auxiliary piers are arranged at equal intervals along the extending direction of the side span main beam.
7. The self-anchored cable-stayed bridge of claim 6, further comprising a stay cable, wherein both ends of the stay cable are fixedly connected with the side span main beam and the tower foundation at the bridge tower, respectively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202121493190.7U CN216919969U (en) | 2021-06-30 | 2021-06-30 | Self-anchored cable-stayed bridge |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202121493190.7U CN216919969U (en) | 2021-06-30 | 2021-06-30 | Self-anchored cable-stayed bridge |
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| CN216919969U true CN216919969U (en) | 2022-07-08 |
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| CN202121493190.7U Active CN216919969U (en) | 2021-06-30 | 2021-06-30 | Self-anchored cable-stayed bridge |
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2021
- 2021-06-30 CN CN202121493190.7U patent/CN216919969U/en active Active
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