CN210395100U - Do not have entablature double column formula cable-stay bridge cable-stay tower and contain its cable-stay bridge - Google Patents
Do not have entablature double column formula cable-stay bridge cable-stay tower and contain its cable-stay bridge Download PDFInfo
- Publication number
- CN210395100U CN210395100U CN201920464101.2U CN201920464101U CN210395100U CN 210395100 U CN210395100 U CN 210395100U CN 201920464101 U CN201920464101 U CN 201920464101U CN 210395100 U CN210395100 U CN 210395100U
- Authority
- CN
- China
- Prior art keywords
- tower
- cable
- bridge
- column
- stay
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Withdrawn - After Issue
Links
- 230000007704 transition Effects 0.000 claims abstract description 14
- 239000011150 reinforced concrete Substances 0.000 claims description 9
- 238000005034 decoration Methods 0.000 claims description 8
- 230000007246 mechanism Effects 0.000 claims description 7
- 230000008859 change Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 6
- 230000008901 benefit Effects 0.000 abstract description 5
- 238000005452 bending Methods 0.000 description 9
- 241000233805 Phoenix Species 0.000 description 5
- 230000000694 effects Effects 0.000 description 5
- 230000005540 biological transmission Effects 0.000 description 3
- 239000004567 concrete Substances 0.000 description 3
- 239000000725 suspension Substances 0.000 description 3
- 230000000007 visual effect Effects 0.000 description 3
- 230000006872 improvement Effects 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000036571 hydration Effects 0.000 description 1
- 238000006703 hydration reaction Methods 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003245 working effect Effects 0.000 description 1
Images
Abstract
The utility model discloses a no entablature double-column formula cable-stay bridge cable-stay tower and contain its cable-stay bridge, wherein no entablature double-column formula cable-stay bridge cable-stay tower include straight post tower, bottom end rail and lower part bearing structure, straight post tower transversely is provided with two, and two straight post tower lower extremes are all fixed on lower part bearing structure to link together through the bottom end rail below the bridge floor, the crossbeam top below the straight post tower is divided into pylon and tower leg for the boundary, the tower leg is located the pylon below to directly be connected with lower part bearing structure, connecting portion between pylon and the tower leg pass through the circle in the same direction as transition and form straight post tower. The utility model discloses the entablature has been reduced to practice thrift the engineering volume, simplified the construction step, avoided the cast-in-place operation of high altitude support, saved engineering cost, still reducible cable tower's dead weight does benefit to the security and the stability that improve cable tower.
Description
Technical Field
The utility model relates to a bridge field, concretely relates to no entablature double column formula cable-stay bridge cable-stay tower reaches cable-stay bridge who contains it.
Background
The cable tower of the cable-stayed bridge is a main bearing component of the whole cable-stayed bridge structure, and the main beam is connected through the stay cable to form integral common stress. The cable tower is a bending component which mainly bears bending moment and axial force, one part in the axial direction is generated by the dead weight of the cable tower, and the more main part is the load of an upper structure transmitted by the inclined stay cable; the bending moment is generated by vertical pressure eccentricity in one part and horizontal acting force, such as horizontal component of a guy cable, wind load, earthquake action and the like in the other part. In a large-span cable-stayed bridge, a tower column of a cable tower bears huge axial force and bending moment, and various checking calculations and rechecking should be carried out on the tower. However, the stress distribution state of the cable tower structure is closely related to the cable tower form and construction.
The main types of cable-stayed bridge cable towers can be divided into A-shaped, diamond-shaped, inverted Y-shaped and door-shaped towers, the tower height of the first three types of towers is generally more than 120m due to the modeling requirements, so that the cable-stayed bridge cable towers are suitable for cable-stayed bridges with large span, the door-shaped towers have large application range, and the tower types are mostly adopted for cable-stayed bridges with medium and small spans. However, in the design of the portal tower of the conventional cable-stayed bridge, an upper cross beam is required to be arranged on the tower top in order to enhance the stability of the tower body. When the distance between the tower columns is large, the visual field permeability of the cable-stayed bridge is seriously influenced by the design method; the door-type tower entablature has increased the hyperstatic number of times of bridge tower structure, produces great inferior internal force under the effect of temperature field and differential settlement, is unfavorable for the structure atress. The conventional portal tower is monotonous in shape, stiff in lines and extremely general in landscape effect, visual interference of the cross beam is added, the portal tower is often in a disadvantage in structure selection, and development of medium-small span cable-stayed bridges is greatly limited.
The cable-stayed bridge provides multi-point elastic support for the stiffening beam through the stay cable, the span of the bridge is increased, and meanwhile, the horizontal component force of the stay cable acts on the stiffening beam to enable the stiffening beam to bear huge axial force. Meanwhile, as the beam section is lengthened, the stiffening beam axial force in the area near the cable tower is larger. The section of a stiffening beam of the concrete cable-stayed bridge is often a PK beam section, the stiffening beam is acted by longitudinal axial force and fulcrum negative bending moment near a fulcrum of a cable tower, a box-shaped section is formed by increasing a bottom plate, but the force transmission path of the stiffening beam is suddenly changed near an interface between the additionally-arranged bottom plate and a non-bottom plate, and the stress is very complex. In addition, in order to avoid the stiffening beam at the cable tower position, the transverse spacing of the tower column is usually wider, which affects the landscape effect.
SUMMERY OF THE UTILITY MODEL
The to-be-solved technical problem of the utility model is to overcome prior art's is not enough, provides a no entablature double column formula cable-stay bridge cable-stay tower and contains its cable-stay bridge, and it has reduced the entablature to practiced thrift the engineering volume, simplified the construction procedure, avoided high altitude support cast-in-place operation, saved engineering cost, still reducible the dead weight of cable-stay tower, do benefit to the security and the stability that improve the cable-stay tower.
In order to solve the technical problem, the utility model provides a technical scheme does: the utility model provides a no entablature double-column formula cable-stay bridge cable-stayed tower, includes straight column tower, bottom end rail and lower part bearing structure, straight column tower transversely is provided with two, and two straight column tower lower extremes are all fixed on lower part bearing structure to link together through the bottom end rail below the bridge floor, the crossbeam top is divided into king post and tower leg for the boundary below the straight column tower, the tower leg is located the king post below to direct be connected with lower part bearing structure, connecting portion between king post and the tower leg pass through the circle in the same direction as transition and form straight column tower.
As a further improvement of the above technical solution: the transverse bridge of the straight column tower is of an arc structure at the outer side and of a linear structure at the inner side, and the width of the transverse bridge is reduced in an arc line from bottom to top; the two sides of the tower legs along the bridge direction are in a plurality of step-shaped structures, the steps of each step disappear layer by layer as the width of the cross section of the tower leg is reduced from bottom to top, and the two sides of the tower column along the bridge direction are in one-step-shaped structures.
Furthermore, the steps on the two sides of the cross section of the straight column tower along the bridge direction change according to a curve, the height of the step on the outer side is gradually reduced, and the step is annihilated through the section width gradient section along the bridge direction, so that the size of the cross section of the column tower along the bridge direction is reduced.
Furthermore, the two sides of the tower legs along the bridge direction are both of two-stage ladder-shaped structures, the first-stage ladder continuously extends to the top of the tower along the vertical direction, and the second-stage ladder continuously extends to a certain height above the bridge floor along the vertical direction.
Furthermore, the range of variation of the width of the step on the two sides of the cross section of the tower leg along the bridge direction is more than or equal to 0.2 and less than or equal to 5m, and the range of variation of the thickness of the step is more than or equal to 0.1 and less than or equal to 1 m.
Further, the interior of the section of the straight column tower is of an octagonal hollow structure, the arc line on the outer side of the transverse bridge of the tower legs, the straight line on the inner side of the transverse bridge of the tower legs and the steps on the two sides in the direction of the bridge form a box-shaped section, and the octagonal hollow structure, the arc line on the outer side of the transverse bridge of the tower columns, the straight line on the inner side of the transverse bridge of the tower columns and the steps on the two; the lower supporting structure comprises a bearing platform and a pile foundation, the bearing platform is of a hexagonal structure, and the pile foundation is of a cylindrical structure; the top of the straight column tower is provided with a tower top decoration mechanism which is a corner cut structure with a high inside and a low outside, and a plurality of steps of the tower cross bridge on the outer side extend to the top of the straight column tower along the direction of the corner cut structure; the tower column of the straight column tower is of a common reinforced concrete structure, the tower legs of the straight column tower are of a prestressed reinforced concrete structure, and the lower cross beam is of a prestressed reinforced concrete structure; the outer contour of the lower cross beam is rectangular, the inner cavity is octagonal, and the inner cavity and the outer cavity form a box-shaped section.
The utility model provides a no entablature double-column cable-stay bridge, includes foretell no entablature double-column cable-stay bridge cable-stay tower, suspension cable and stiffening beam, suspension cable one end is connected with no entablature double-column cable-stay bridge cable-stay tower, and the other end is connected with the stiffening beam, the stiffening beam will narrow two recesses of formation at the horizontal width of no entablature double-column cable-stay bridge cable-stay tower within range, and two pylomes are arranged in the recess respectively.
As a further improvement of the above technical solution: the stiffening beam is provided with a bottom plate in a plurality of beam section areas near the upper beam-free double-column cable-stayed bridge cable tower, and the bottom plate is a single-box three-chamber section; and a bottom plate transition section which enables the single-box three-chamber section of the bottom plate to be in smooth transition to the double-box single-chamber section is arranged in the area of 2-3 adjacent beam sections.
Further, a second-level chamfer is arranged in the groove; the depth of the groove is equal to the width of the sidewalk; and the bottom plate in the area near the stiffening beam back cable is in a closed state.
Furthermore, the stay cable adopts a parallel cable surface structure, so that the transverse bridge direction bending moment and the torque of the cable tower are greatly reduced.
Compared with the prior art, the utility model has the advantages of:
1. compared with the conventional door type tower, the double-column cable-stayed bridge cable tower without the upper cross beam reduces the upper cross beam, thereby saving the engineering amount, simplifying the construction steps, avoiding the high-altitude support cast-in-place operation, saving the engineering cost, reducing the dead weight of the cable tower and being beneficial to improving the safety and the stability of the cable tower;
2. the utility model discloses a no entablature's double-column type cable-stay bridge cable-stayed tower's straight column tower adopts the irregular box section that is equipped with the ladder, the bottom end rail adopts the box section, wherein tower leg and bottom end rail all adopt prestressed reinforcement concrete structure, under the prerequisite that satisfies the atress requirement, cross-sectional area has effectively been reduced, do benefit to and reduce concrete hydration heat effect, improve the precompression efficiency of cross-section, the working property of straight column tower and bottom end rail is promoted by a wide margin, multistage ladder has improved the cross-sectional bending resistance ability of tower column and tower leg, thereby the bearing capacity factor of safety of full-bridge has been increased;
3. the utility model discloses a double-column type cable-stay bridge cable-stayed tower without entablature carries out vertical extension contact with bright and fast lines through the setting of multistage ladder on the cross section, forms organic whole with tower top decoration (phoenix head), tower column (phoenix neck) and tower leg (phoenix tail), makes the whole cable-stayed tower be a whole, does not set up the entablature and has effectively avoided unnecessary visual interference, can also form "phoenix exhibition wing" scene, and the structure is very pleasing to the eye;
4. the utility model adopts the stiffening beam with the bottom plate and the bottom plate transition section in the double-column cable-stayed bridge without the upper crossbeam, and has the advantages of uniform force transmission and high pressure resistance and bending resistance bearing capacity;
5. the utility model discloses an in the twin columns formula cable-stay bridge of no entablature lie in the recess of stiffening beam with the pylon, the suspension cable of single pylon all is located the coplanar, has avoided the calculation and the laying-out of three-dimensional space angle and coordinate, has greatly simplified the calculation and the construction degree of difficulty.
Drawings
Fig. 1 is a schematic view of the vertical structure of a double-column cable-stayed bridge pylon without an upper cross beam;
FIG. 2 is an enlarged cross-sectional view taken along line A-A of FIG. 1;
FIG. 3 is an enlarged cross-sectional view taken along line B-B of FIG. 1;
FIG. 4 is an enlarged cross-sectional view taken along line C-C of FIG. 1;
FIG. 5 is an enlarged cross-sectional view taken along line D-D of FIG. 1;
FIG. 6 is an enlarged cross-sectional view taken along line E-E of FIG. 1;
fig. 7 is a schematic side view of the cable-stayed bridge pylon without upper cross beams;
fig. 8 is a schematic structural view of the double-column cable-stayed bridge without the upper cross beam;
fig. 9 is a schematic view of the vertical structure of the stiffening beam of the double-column cable-stayed bridge without the upper cross beam;
FIG. 10 is a schematic plan view of a stiffening beam for a twin-pillar cable-stayed bridge without an upper cross beam according to the present invention;
FIG. 11 is an enlarged cross-sectional view taken along line F-F of FIG. 9;
FIG. 12 is an enlarged cross-sectional view taken along line G-G of FIG. 9;
fig. 13 is an enlarged sectional view taken along line H-H in fig. 9.
Illustration of the drawings:
1. a straight column tower; 11. a tower column; 12. tower legs; 13. a first step; 14. a second step; 15. a section width transition section; 2. a lower cross beam; 3. a lower support structure; 31. a bearing platform; 32. pile foundations; 4. a tower top decoration mechanism; 001. a double-column cable tower without an upper cross beam; 0011. a groove; 002. a stay cable; 003. a stiffening beam; 0031. a base plate; 0032. a bottom plate transition section.
Detailed Description
To facilitate understanding of the present invention, the present invention will be described more fully and specifically with reference to the accompanying drawings and preferred embodiments, but the scope of the present invention is not limited to the specific embodiments described below.
As shown in fig. 1 to 7, the double-column cable-stayed bridge pylon without the upper beam of the embodiment includes two straight pylons 1, two lower beams 2 and a lower supporting structure 3, the two straight pylons 1 are transversely arranged, the lower ends of the two straight pylons 1 are both fixed on the lower supporting structure 3 and are connected together through the lower beams 2 below the bridge floor, the top ends of the lower beams 2 below the straight pylons 1 are divided into a pylon 11 and a pylon leg 12 as a boundary, the pylon leg 12 is located below the pylon 11 and is directly connected with the lower supporting structure 3, and the connection part between the pylon 11 and the pylon leg 12 forms the straight pylon 1 through round transition.
In the embodiment, the transverse bridge of the straight column tower 1 is of an arc structure at the outer side and of a linear structure at the inner side, and the width of the transverse bridge is reduced in an arc from bottom to top; the two sides of the tower leg 12 in the bridge direction are in a plurality of step-shaped structures, the steps of each step disappear layer by layer as the width of the cross section of the tower leg 12 is reduced from bottom to top, and the two sides of the tower column 11 in the bridge direction are in one-step-shaped structures.
In this embodiment, the steps on both sides of the cross section of the straight column tower 1 along the bridge direction change according to a curve, the height of the step on the outer side is gradually reduced, and the step is annihilated by the cross section width transition section 15 along the bridge direction, so that the size of the cross section of the column tower 11 along the bridge direction is reduced.
In this embodiment, two sides of the tower leg 12 in the bridge direction are both in a two-stage ladder-shaped structure, the first-stage ladder 13 continuously extends to the top of the tower in the vertical direction, and the second-stage ladder 14 continuously extends to a certain height above the bridge deck in the vertical direction.
In the embodiment, the range of variation of the width of the step on the two sides of the cross section of the tower leg 12 along the bridge direction is 0.2-5 m, and the range of variation of the thickness is 0.1-1 m.
In this embodiment, the inside of the cross section of the straight column tower 1 is an octagonal hollow structure, the octagonal hollow structure and the outward arc line, the inward straight line and the steps at two sides along the bridge direction of the tower legs 12 form a box-shaped cross section, and the octagonal hollow structure and the tower column 11 transversely bridge the outward arc line, the inward straight line and two sides along the bridge direction form a box-shaped cross section; lower part bearing structure 3 includes cushion cap 31 and pile foundation 32, and cushion cap 31 is the hexagon structure, and pile foundation 32 is the cylinder structure, and the horizontal bridge of hexagon cushion cap 31 has collision avoidance and the effect of dividing water concurrently to the closed angle of both sides, has reduced boats and ships impact and water pressure, has effectively protected the security and the atress rationality of whole cable-stay bridge pylon.
In this embodiment, the top of the straight column tower 1 is provided with the top of the tower decoration mechanism 4, the top of the tower decoration mechanism 4 is a corner cut structure with a high inside and a low outside, a plurality of steps of the horizontal bridge of the tower 11 on the outer side extend to the top of the straight column tower 1 along the corner cut structure direction, the top of the tower decoration mechanism 4 adopts a corner cut shape with a high inside and a low outside, the steps of the horizontal bridge of the tower 11 on the outer side extend to the tip of the tower along the corner cut direction, and are in a shape of a phoenix head, and the tower 11 and the tower legs 12 are led to form a scene of' phoe.
In this embodiment, the tower column 11 of the straight tower 1 is of a common reinforced concrete structure, the tower legs 12 of the straight tower 1 are of a prestressed reinforced concrete structure, and the lower beam 2 is of a prestressed reinforced concrete structure; the outer contour of the lower cross beam 2 is rectangular, the inner cavity is octagonal, the inner cavity and the outer cavity form a box-shaped section, prestress is tensioned in the top and bottom plates of the lower cross beam, the prestress efficiency is effectively improved, and the working performance of the lower cross beam is greatly improved.
As shown in fig. 8 to 13, a twin-column cable-stayed bridge without upper beam, including foretell twin-column cable-stayed bridge tower 001 without upper beam, stay cable 002 and stiffening beam 003, stay cable 002 one end is connected with twin-column cable-stayed bridge tower 001 without upper beam, the other end is connected with stiffening beam 003, stiffening beam 003 narrows the horizontal width in twin-column cable-stayed bridge tower 001 scope without upper beam and forms two recesses 0011, recess 0011 is arranged respectively in to two pylons 11, make horizontal pylon 11 apart from drawing near, realize the parallel cable face of twin-column cable-stayed bridge, the degree of difficulty of construction lofting has greatly been simplified.
In the embodiment, the stiffening beam 003 is provided with a bottom plate 0031 in a plurality of beam section areas near the upper-beam-free double-column cable-stayed bridge cable tower 001, and the bottom plate 0031 is of a single-box three-chamber cross section structure; and a bottom plate transition section 0032 which enables the single-box three-chamber cross section of the bottom plate to smoothly transition to the double-box single-chamber cross section is arranged in the adjacent 2-3 beam section areas, the bottom plate transition section 0032 enables the stiffening beam 003 to uniformly and smoothly transmit axial force, and the added full-section bottom plate 0031 can improve the compression resistance and bending resistance bearing capacity of the stiffening beam 003.
In the embodiment, the groove 0011 is internally provided with a secondary chamfer so that the force transmission path of the stiffening beam 003 is smoother; the depth of the groove 0011 is equal to the width of a sidewalk, and pedestrians pass through a pedestrian passage around the tower column 11; the bottom plate 0031 in the area near the back cable of the stiffening beam 003 is in a closed state, so that the dead weight of the side span is increased, and meanwhile, a space is provided for weight.
In this embodiment, the stay cables 002 are parallel to each other, i.e. the stay cables of a single pylon are all in the same vertical plane.
Claims (10)
1. The utility model provides a no entablature double column formula cable-stay bridge cable-stay tower which characterized in that: including straight post tower (1), bottom end rail (2) and lower part bearing structure (3), straight post tower (1) transversely is provided with two, and two straight post tower (1) lower extremes all fix on lower part bearing structure (3) to link together through bottom end rail (2) below the bridge floor, be tower (11) and tower leg (12) for the boundary on crossbeam (2) top below straight post tower (1), tower leg (12) are located tower (11) below to directly be connected with lower part bearing structure (3), connecting portion between tower (11) and tower leg (12) form straight post tower (1) through the transition in the same direction as the circle.
2. The upper beam-free double-column cable-stayed bridge tower according to claim 1, wherein: the transverse bridge of the straight column tower (1) is of an arc structure at the outer side and of a linear structure at the inner side, and the width of the transverse bridge is reduced in an arc from bottom to top; the two sides of the tower legs (12) along the bridge direction are in a plurality of stepped structures, the steps of each stage disappear layer by layer as the width of the cross section of the tower legs (12) is reduced from bottom to top, and the two sides of the tower column (11) along the bridge direction are in one-step structures.
3. The upper beam-free double-column cable-stayed bridge tower according to claim 2, wherein: the steps on the two sides of the cross section of the straight column tower (1) along the bridge direction change according to curves, the height of the steps on the outer side is gradually reduced, and the steps are annihilated through the cross section width gradient section (15) along the bridge direction, so that the size of the cross section of the column tower (11) along the bridge direction is reduced.
4. The upper beam-free double-column cable-stayed bridge tower according to claim 2, wherein: the two sides of the tower legs (12) in the bridge direction are of two-stage ladder-shaped structures, the first-stage ladder (13) continuously extends to the top of the tower in the vertical direction, and the second-stage ladder (14) continuously extends to a certain height above the bridge floor in the vertical direction.
5. The twin strut cable-stayed bridge pylon without the upper cross beam according to any one of claims 2 to 4, wherein: the range of variation of the step width of the cross section of the tower leg (12) along the two sides of the bridge is more than or equal to 0.2 and less than or equal to 5m, and the range of variation of the thickness is more than or equal to 0.1 and less than or equal to h and less than or equal to 1 m.
6. The twin strut cable-stayed bridge pylon without the upper cross beam according to any one of claims 2 to 4, wherein: the interior of the section of the straight column tower (1) is of an octagonal hollow structure, the octagonal hollow structure and the tower legs (12) are transversely bridged by an outward arc line, an inward straight line and steps on two sides along the bridge direction to form a box-shaped section, and the octagonal hollow structure and the tower columns (11) are transversely bridged by the outward arc line, the inward straight line and two sides along the bridge direction to form a box-shaped section; the lower supporting structure (3) comprises a bearing platform (31) and a pile foundation (32), the bearing platform (31) is of a hexagonal structure, and the pile foundation (32) is of a cylindrical structure; the top of the straight column tower (1) is provided with a tower top decoration mechanism (4), the tower top decoration mechanism (4) is of a corner cut structure with a high inner part and a low outer part, and a plurality of steps on the outer side of a transverse bridge of the tower column (11) extend to the top of the straight column tower (1) along the direction of the corner cut structure; the tower column (11) of the straight column tower (1) is of a common reinforced concrete structure, the tower legs (12) of the straight column tower (1) are of a prestressed reinforced concrete structure, and the lower cross beam (2) is of a prestressed reinforced concrete structure; the outer contour of the lower cross beam (2) is rectangular, the inner cavity is octagonal, and the inner cavity and the outer cavity form a box-shaped section.
7. The utility model provides a no entablature double column formula cable-stay bridge which characterized in that: the cable-stayed bridge cable tower without the upper beam and the double columns comprises the cable-stayed bridge cable tower (001), the stay cable (002) and the stiffening beam (003) as claimed in any one of claims 1 to 6, wherein one end of the stay cable (002) is connected with the cable-stayed bridge cable tower without the upper beam and the other end is connected with the stiffening beam (003), the transverse width of the stiffening beam (003) in the range of the cable-stayed bridge cable tower without the upper beam and the double columns forms two grooves (0011) in a narrowing manner, and the two towers (11) are respectively arranged in the grooves (0011).
8. The twin column cable-stayed bridge without the upper cross beam according to claim 7, wherein: the stiffening beam (003) is provided with a bottom plate (0031) in a plurality of beam section areas near the upper-beam-free double-column cable-stayed bridge cable tower (001), and the bottom plate (0031) is a single-box three-chamber section; and a bottom plate transition section (0032) which enables the cross section of the single-box three-chamber of the bottom plate (0031) to be smoothly transited to the cross section of the double-box single-chamber is arranged in the adjacent 2-3 beam section areas.
9. The twin column cable-stayed bridge without the upper cross beam according to claim 8, wherein: a secondary chamfer is arranged in the groove (0011); the depth of the groove (0011) is equal to the width of the sidewalk; and the bottom plate (0031) in the area near the back cable of the stiffening beam (003) is in a closed state.
10. The twin column cable-stayed bridge without the upper cross beam according to claim 7, wherein: the stay cable (002) adopts a parallel cable surface structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920464101.2U CN210395100U (en) | 2019-04-08 | 2019-04-08 | Do not have entablature double column formula cable-stay bridge cable-stay tower and contain its cable-stay bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920464101.2U CN210395100U (en) | 2019-04-08 | 2019-04-08 | Do not have entablature double column formula cable-stay bridge cable-stay tower and contain its cable-stay bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN210395100U true CN210395100U (en) | 2020-04-24 |
Family
ID=70337277
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201920464101.2U Withdrawn - After Issue CN210395100U (en) | 2019-04-08 | 2019-04-08 | Do not have entablature double column formula cable-stay bridge cable-stay tower and contain its cable-stay bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN210395100U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110016861A (en) * | 2019-04-08 | 2019-07-16 | 湖南省交通规划勘察设计院有限公司 | A kind of crossbeam-free queen post Cable-stayed Bridge Pylon and the cable-stayed bridge containing it |
-
2019
- 2019-04-08 CN CN201920464101.2U patent/CN210395100U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110016861A (en) * | 2019-04-08 | 2019-07-16 | 湖南省交通规划勘察设计院有限公司 | A kind of crossbeam-free queen post Cable-stayed Bridge Pylon and the cable-stayed bridge containing it |
| CN110016861B (en) * | 2019-04-08 | 2024-03-22 | 湖南省交通规划勘察设计院有限公司 | Double-column cable-stayed bridge cable tower without upper beam and cable-stayed bridge comprising same |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110016861B (en) | Double-column cable-stayed bridge cable tower without upper beam and cable-stayed bridge comprising same | |
| CN204282187U (en) | A kind of novel Butterfly Arch Bridge | |
| CN104631303B (en) | A kind of single ribbed arch is put more energy into V-type support rigid-lid hypothesis bridge and construction method thereof | |
| CN105568788B (en) | Rail track traffic two-wire track girder is embraced in a kind of magnetic suspension | |
| WO2017101767A1 (en) | Double-track beam for magnetic-levitation rail-wrap-type rail transit | |
| CN109898415A (en) | Cylinder bridge tower in the cylinder of spatial mixing rope net suspension bridge with parabola arch tower cap | |
| CN103437460A (en) | Concrete explosion-proof wall with embedded steel framework | |
| CN105603859B (en) | Magnetic levitation holding track type rail transit double-line track beam | |
| CN107841934A (en) | Spread the wings and encircle cable-stayed bridge | |
| CN210395100U (en) | Do not have entablature double column formula cable-stay bridge cable-stay tower and contain its cable-stay bridge | |
| CN203603020U (en) | Highway and railway same layer large cantilever steel box beam | |
| CN203755127U (en) | Pre-stress high-performance concrete continuous box girder bridge | |
| CN206256387U (en) | A kind of steel box-girder incremental launching construction steel nose girder | |
| CN109930469B (en) | Steel box girder thin-wall pier rigid frame cable-stayed bridge suitable for straddle type monorail | |
| CN205276073U (en) | Two line track roof beams of rail formula track traffic are embraced in magnetic suspension | |
| CN210636294U (en) | Cable-stayed bridge of semi-floating truss type bridge tower | |
| CN219137410U (en) | Assembled cantilever bent cap support and modularized prefabricated variable-height truss girder thereof | |
| CN105568789A (en) | Two-line rail girder of maglev rail-holding rail transit | |
| CN215329323U (en) | Light combined pier hoisted in small tonnage | |
| CN105568838B (en) | Rail track traffic two-wire track girder is embraced in a kind of magnetic suspension | |
| CN212742152U (en) | Large-span bridge structure under height-limited condition | |
| CN207775696U (en) | A kind of lattice-type steel truss pylon cable-stayed bridge | |
| CN202730633U (en) | Self-anchored suspension bridge for main cables in parallel spaces of one-column tower | |
| CN210507095U (en) | H-shaped single-tower double-cable-surface prestressed concrete cable-stayed bridge main beam structure | |
| CN210596988U (en) | Triangular pier for straddle type monorail bridge |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20200424 Effective date of abandoning: 20240322 |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20200424 Effective date of abandoning: 20240322 |