阅读说明：本技术 一种用于大跨径自锚式悬索桥的有格室钢混结合段结构 (Lattice chamber steel-concrete combined section structure for large-span self-anchored suspension bridge ) 是由 郭济 李洞明 戴建国 于 2019-10-25 设计创作，主要内容包括：本发明公开了一种用于大跨径自锚式悬索桥的有格室钢混结合段结构,所述变高度加劲段设有底板,所述钢混结合段结构依次包括混凝土横梁段、钢格室段、钢梁加劲变高段和钢梁加劲等高段。具有以下有益效果：设计合理、结构简单,且施工方便高效。优化了钢-混凝土结合段的受力性能,适应于大跨径自锚式悬索桥结构需要。2、采用有格室构造增大了结合部的结合面,并对填充混凝土形成多向约束,增强了钢梁与混凝土梁的结合,改善了结合部混凝土的受力。后承压板的构造方式能充分发挥连接件的作用、传力明确,结合面的应力集中较小,格室与主梁的混凝土形成连续构造,有利于混凝土浇筑施工、连接件根部混凝土不易离析。(The invention discloses a latticed chamber steel-concrete combined section structure for a large-span self-anchored suspension bridge, wherein a variable-height stiffening section is provided with a bottom plate, and the steel-concrete combined section structure sequentially comprises a concrete beam section, a steel latticed chamber section, a steel beam stiffening high-height section and a steel beam stiffening high-height section. Has the following beneficial effects: reasonable in design, simple structure, and construction convenience is high-efficient. The stress performance of the steel-concrete combined section is optimized, and the method is suitable for the structural requirement of a large-span self-anchored suspension bridge. 2. The combination surface of the combination part is enlarged by adopting the cellular structure, multidirectional constraint is formed on the filling concrete, the combination of the steel beam and the concrete beam is enhanced, and the stress of the concrete of the combination part is improved. The construction mode of the rear bearing plate can fully play the role of the connecting piece, the force transmission is clear, the stress concentration of the joint surface is small, the concrete of the grid chamber and the main beam forms a continuous structure, the concrete pouring construction is facilitated, and the concrete at the root part of the connecting piece is not easy to separate.)

1. The utility model provides a have check room steel-concrete joint section structure for long span self-anchored suspension bridge which characterized in that: the reinforced concrete combined section structure sequentially comprises a concrete beam section (1), a steel grid chamber section (2), a steel beam stiffening height-changing section (3) and a steel beam stiffening height-changing section (4).

2. A cellular steel-concrete joint section structure for a long-span self-anchored suspension bridge according to claim 1, characterized in that: the steel lattice chamber section (2) is composed of a steel lattice chamber top plate (5) located at the top and a steel lattice chamber bottom plate (6) located at the bottom, the steel lattice chamber section (2) is composed of an upper steel lattice chamber layer (7) and a lower steel lattice chamber layer (8), a plurality of steel lattice chamber partition plates (9) are longitudinally distributed in the upper steel lattice chamber layer (7) and the lower steel lattice chamber layer (8), the steel lattice chamber partition plates (9) are used for longitudinally supporting the top and the bottom of the upper steel lattice chamber layer (7) and the lower steel lattice chamber layer (8), a first supporting web plate (18) is arranged between the upper steel lattice chamber layer (7) and the lower steel lattice chamber layer (8), the upper steel lattice chamber layer (7) and the lower steel lattice chamber layer (8) are supported on and under the first supporting web plate (18), steel lattice chamber oblique sections (11) are formed on two sides of the lower steel lattice chamber layer (8), and the steel lattice chamber oblique sections (11) are connected with the upper steel lattice chamber layer (7), establish first web (12) on steel check room section (2) outer wall of steel check room slant section (11) and upper portion steel check room layer (7) junction, be equipped with horizontally distributed's first for support web connecting piece (10) between two first for support webs (18).

3. A cellular steel-concrete joint section structure for a long-span self-anchored suspension bridge according to claim 1, characterized in that: the steel beam stiffening high-rise section (3) is composed of a high-rise upper layer (14) and a high-rise lower layer (15), the top of the high-rise upper layer (14) is a high-rise top plate (16), the bottom of the high-rise upper layer (14) is a high-rise upper grid plate (17), the bottom of the high-rise lower layer (15) is a high-rise bottom plate (18), the top of the high-rise lower layer (15) is a high-rise lower grid plate (19), a plurality of high-rise longitudinal stiffening ribs (20) are uniformly distributed along the length direction of the steel beam stiffening high-rise section (3) in the high-rise upper layer (14) and the high-rise lower layer (15), the high-rise longitudinal stiffening ribs (20) respectively support the high-rise top plate (16) upwards in the high-rise upper layer (14) and support the high-rise upper grid plate (17) downwards, the high-rise longitudinal stiffening ribs (20) respectively support the high-rise lower grid plate (19) upwards in the, a bottom plate (18) of a height-changing section is supported downwards, two sides of a lower layer (15) of the height-changing section form obliquely distributed lower layers (21) of the height-changing section, the outer sides of the lower layers (21) of the height-changing section at two sides form connection with two sides of an upper layer (14) of the height-changing section, a second web plate (22) is arranged on the outer wall of the connection position, a web plate (27) for second support is arranged between the upper layer (14) of the height-changing section and the lower layer (15) of the height-changing section, the web plate (27) for second support is used for upwards supporting the upper layer (14) of the height-changing section, the lower layer (15) of the height-changing section is supported downwards, bearing plates (23) are arranged at the connection positions of the upper layer (14) of the height-changing section, the lower layer (15) of the height-changing section and a steel grid chamber section (2), transverse partition plates (24) are arranged at the connection positions of the upper, the two ends of the vertical stiffening ribs (25) in the upper layer (14) of the variable height section are respectively propped against the top plate (16) of the variable height section and the grid plate (17) on the upper layer of the variable height section, the two ends of the vertical stiffening ribs (25) in the lower layer (15) of the variable height section are respectively propped against the grid plate (19) on the lower layer and the bottom plate (18) of the variable height section, the variable height longitudinal stiffening ribs (20) in the upper layer (14) of the variable height section are vertically arranged on the top plate (16) of the variable height section, and the variable height longitudinal stiffening ribs (20) in the lower layer (15) of the variable height section are vertically.

4. A cellular steel-concrete joint section structure for a long-span self-anchored suspension bridge according to claim 1, characterized in that: the concrete beam section (1) is distributed with transverse prestressed tendons (26) near the top and the bottom, a plurality of longitudinal prestressed tendons (13) are distributed from the concrete beam section (1) to the steel grid chamber section (2), and the longitudinal prestressed tendons (13) and the transverse prestressed tendons (26) are vertically distributed in space.

5. A cellular steel-concrete joint section structure for a long-span self-anchored suspension bridge according to claim 2, characterized in that: concrete is poured into the upper steel grid layer (7) and the lower steel grid layer (8).

6. A cellular steel-concrete joint section structure for a long-span self-anchored suspension bridge according to claim 3, characterized in that: the height-variable longitudinal stiffening ribs (20) are height-variable ribs, the edges of the height-variable longitudinal stiffening ribs (20) form an inclined slope surface, the slope proportion is 1/5-1/8, and the height of the vertical stiffening ribs (25) is correspondingly consistent with the height of the height-variable longitudinal stiffening ribs (20) at the joint of the height-variable longitudinal stiffening ribs and the vertical stiffening ribs.

7. A cellular steel-concrete joint section structure for a long-span self-anchored suspension bridge according to claim 3, characterized in that: the bearing plate (23) is a straight steel plate with the thickness larger than 50mm, a plurality of longitudinal prestressed tendons (13) are distributed from the concrete beam section (1) to the steel grid chamber section (2), the bearing plate (23) is connected with the longitudinal prestressed tendons (13) in an anchoring mode, and the longitudinal prestressed tendons (13) penetrate through the steel grid chamber section (2) and are anchored on the bearing plate (23) through prestressed anchors.

8. A cellular steel-concrete joint section structure for a long-span self-anchored suspension bridge according to claim 2, characterized in that: round holes are formed in the steel grid chamber partition plates (9) and provided with penetrating steel bars, the diameter of the round holes of the perforated steel plates is a fixed value, 7 rows of 11 rows of round holes are arranged in each steel grid chamber partition plate (9), and the distance between the edge of each round hole and the edge of each steel grid chamber partition plate (9) is larger than or equal to 1.5 times the diameter of the round hole.

9. A cellular steel-concrete joint section structure for a long-span self-anchored suspension bridge according to claim 3, characterized in that: the height-variable upper grid plate (17) and the height-variable lower grid plate (19) are made of Q345 steel plates with equal thickness, the thickness of the height-variable upper grid plate (17) and the height-variable lower grid plate (19) is 12-22mm, and the thickness of the height-variable upper grid plate (17) and the height-variable lower grid plate (19) is smaller than or equal to that of the height-variable longitudinal stiffening ribs (20).

10. A cellular steel-concrete joint section structure for a long-span self-anchored suspension bridge according to claim 1, characterized in that: the steel beam stiffening equal-height section (4) is characterized in that a plurality of steel beam standard section equal-height longitudinal stiffening ribs (31) are distributed on the inner wall of the inner cavity of the steel beam stiffening equal-height section (4) along the length direction, a steel beam stiffening equal-height section web plate (32) is arranged in the inner cavity of the steel beam stiffening equal-height section (4), the steel beam stiffening equal-height section web plate (32) upwards supports the top of the steel beam stiffening equal-height section (4) and downwards supports the bottom of the steel beam stiffening equal-.

Technical Field

The invention relates to the technical field of bridge construction, in particular to a latticed cell steel-concrete combined section structure for a large-span self-anchored suspension bridge, and particularly relates to a mechanical connection structure of the latticed cell steel-concrete combined section structure.

Background

The large-span self-anchored suspension bridge is preferably of a hybrid beam structure of a main-span steel beam and a side-span concrete beam. The structural form can remarkably reduce the weight of the main span and the main beam and solve the problem of side span weight. The traditional steel-concrete combined section adopts a bearing plate and a steel grid chamber matched with 2-4 rows of vertical shear keys, and is applied to a mixed beam cable-stayed bridge with a larger span or a self-anchored suspension bridge with a small span. However, for a large-span self-anchored suspension bridge, the internal force of the main beam is rapidly increased along with the increase of the span, and the steel-concrete combined section of the large-span self-anchored suspension bridge is more complex than the conventional structure. Based on this, a steel-concrete combined segment structure suitable for a large-span self-anchored suspension bridge is needed.

Disclosure of Invention

The invention aims to provide a latticed chamber steel-concrete combined section structure for a large-span self-anchored suspension bridge, which is simple in structure, reasonable in design, good in connection effect of a formed steel-concrete combined part and reasonable in stress. Overcomes the defects in the prior art.

In order to achieve the purpose, the technical scheme of the invention is as follows: a cellular steel-concrete combined section structure for a large-span self-anchored suspension bridge sequentially comprises a concrete beam section, a steel cellular section, a steel beam stiffening high-rise section and a steel beam stiffening high-rise section.

The invention discloses a latticed chamber steel-concrete combined section structure for a large-span self-anchored suspension bridge, which has the following beneficial effects:

1. reasonable in design, simple structure, and construction convenience is high-efficient. The stress performance of the steel-concrete combined section is optimized, and the method is suitable for the structural requirement of a large-span self-anchored suspension bridge.

2. The combination surface of the combination part is enlarged by adopting the cellular structure, multidirectional constraint is formed on the filling concrete, the combination of the steel beam and the concrete beam is enhanced, and the stress of the concrete of the combination part is improved. The construction mode of the rear bearing plate can fully play the role of the connecting piece, the force transmission is clear, the stress concentration of the joint surface is small, the concrete of the grid chamber and the main beam forms a continuous structure, the concrete pouring construction is facilitated, and the concrete at the root part of the connecting piece is not easy to separate.

3. Reasonable in design's steel grid aspect ratio selects the row number and the row number of trompil board connecting piece, effectively reduces the maximum value of haplopore shear force and full play's every trompil board connecting piece biography power effect, has reduced the construction degree of difficulty that combines the section simultaneously and has makeed connection quality to change in the assurance.

In conclusion, the invention has the advantages of simple structure, reasonable design, simple and convenient construction, good use effect, good connecting effect of the constructed profiled steel-concrete combination part and reasonable stress.

Drawings

FIG. 1 is a schematic view of the structure of the present invention.

Fig. 2 is a schematic structural view of a concrete beam section according to the present invention.

FIG. 3 is a schematic structural diagram of a steel cell segment according to the present invention.

FIG. 4 is a schematic view of the structure of the steel beam stiffening high section according to the present invention.

Fig. 5 is a schematic view of the lower layer structure of the high-stage.

Fig. 6 is a top view of fig. 5.

FIG. 7 is a schematic view of a steel beam stiffened contour structure.

Detailed Description

The invention will be further described with reference to the accompanying drawings.

The invention discloses a latticed chamber steel-concrete combined section structure for a large-span self-anchored suspension bridge, which is different from the prior art in that: the reinforced concrete combined section structure sequentially comprises a concrete beam section 1, a steel grid chamber section 2, a steel beam stiffening high-rise section 3 and a steel beam stiffening high-rise section 4.

The steel lattice chamber section 2 is composed of a steel lattice chamber top plate 5 located at the top and a steel lattice chamber bottom plate 6 located at the bottom, the steel lattice chamber section 2 is composed of an upper steel lattice chamber layer 7 and a lower steel lattice chamber layer 8, a plurality of steel lattice chamber partition plates 9 are longitudinally distributed in the upper steel lattice chamber layer 7 and the lower steel lattice chamber layer 8, the steel lattice chamber partition plates 9 are used for longitudinally supporting the top and the bottom of the upper steel lattice chamber layer 7 and the lower steel lattice chamber layer 8, a first supporting web plate 18 is arranged between the upper steel lattice chamber layer 7 and the lower steel lattice chamber layer 8, the upper steel lattice chamber layer 7 and the lower steel lattice chamber layer 8 are supported on the first supporting web plate 18, steel lattice chamber inclined sections 11 are formed on two sides of the lower steel lattice chamber layer 8, the steel lattice chamber inclined sections 11 are connected with the upper steel lattice chamber layer 7, first web plates 12 are arranged on two steel lattice chamber section 2 outer walls at the connection position where the steel lattice chamber inclined sections 11 are connected with the upper steel lattice chamber layer 7, and first supporting web plates 10 which are horizontally distributed between the first supporting web plates 18 are arranged.

The steel beam stiffening heightening section 3 is composed of an heightening section upper layer 14 and an heightening section lower layer 15, the top of the heightening section upper layer 14 is an heightening section top plate 16, the bottom of the heightening section upper layer 14 is an heightening section upper grid plate 17, the bottom of the heightening section lower layer 15 is an heightening section bottom plate 18, the top of the heightening section lower layer 15 is an heightening section lower layer grid plate 19, a plurality of heightening longitudinal stiffening ribs 20 are distributed along the length direction of the steel beam stiffening heightening section 3 in the heightening section upper layer 14 and the heightening section lower layer 15, the heightening longitudinal stiffening ribs 20 respectively support the heightening section top plate 16 upwards in the heightening section upper layer 14, support the heightening section upper layer grid plate 17 downwards, the heightening longitudinal stiffening ribs 20 respectively support the heightening section lower layer grid plate 19 upwards in the heightening section lower layer 15, support the heightening section bottom plate 18 downwards, and form obliquely distributed obliquely heightening section lower layer sections, the outside of the slant heightening section lower layer 21 at both sides is connected with both sides of the heightening section upper layer 14, the outer wall of the connection is provided with a second web 22, a second supporting web 27 is arranged between the heightening section upper layer 14 and the heightening section lower layer 15, the second supporting web 27 is used for supporting the heightening section upper layer 14 upwards and supporting the heightening section lower layer 15 downwards, bearing plates 23 are arranged at the connection of the heightening section upper layer 14 and the heightening section lower layer 15 and the steel grid chamber section 2, a transverse partition plate 24 is arranged at the connection of the heightening section upper layer 14 and the heightening section lower layer 15 and the steel beam stiffening equal height section 4, vertical stiffening ribs 25 are distributed at the heightening longitudinal stiffening ribs 20 at equal intervals, both ends of the vertical stiffening ribs 25 in the heightening section upper layer 14 respectively abut against the heightening section top plate 16 and the heightening section upper grid 17, both ends of the vertical stiffening ribs 25 in the heightening section lower layer 15 abut against the lower layer plate 19 and, the vertical stiffening ribs 20 in the upper tier 14 are disposed perpendicular to the top tier 16 and the vertical stiffening ribs 20 in the lower tier 15 are disposed perpendicular to the bottom tier 18.

In specific implementation, transverse prestressed tendons 26 are distributed on the concrete beam section 1 close to the top and the bottom, a plurality of longitudinal prestressed tendons 13 are distributed on the concrete beam section 1 to the steel grid chamber section 2, and the longitudinal prestressed tendons 13 and the transverse prestressed tendons 26 are vertically distributed in space.

During the concrete implementation, high longitudinal stiffening ribs 31 such as a plurality of steel beam standard sections are distributed on the inner wall of the inner cavity of the steel beam stiffening equal-height section 4 along the length direction, a steel beam stiffening equal-height section web plate 32 is arranged in the inner cavity of the steel beam stiffening equal-height section 4, the steel beam stiffening equal-height section web plate 32 upwards supports the top of the steel beam stiffening equal-height section 4 and downwards supports the bottom of the steel beam stiffening equal-height section 4.

In specific implementation, concrete is poured into the upper steel grid layer 7 and the lower steel grid layer 8.

In specific implementation, the vertical stiffening ribs 20 are height-variable ribs, the edges of the height-variable longitudinal stiffening ribs 20 form inclined slope surfaces, the slope ratio is 1/5-1/8, and the height of the vertical stiffening ribs 25 is consistent with the height of the height-variable longitudinal stiffening rib 20 at the joint of the height-variable longitudinal stiffening ribs and the height-variable longitudinal stiffening rib.

In specific implementation, the bearing plate 23 is a flat steel plate with a thickness greater than 50mm, a plurality of longitudinal prestressed tendons 13 are distributed from the concrete beam section 1 to the steel grid chamber section 2, the longitudinal prestressed tendons 13 are anchored and connected to the bearing plate 23, and the longitudinal prestressed tendons 13 penetrate through the steel grid chamber section 2 and are anchored to the bearing plate 23 through prestressed anchors.

During specific implementation, round holes are formed in the steel grid chamber partition plates 9 and provided with penetrating steel bars, the diameter of the round holes of the perforated steel plates is 75mm, 7 rows of 11 rows of round holes are arranged in each steel grid chamber partition plate 9, and the distance between the edge of each round hole and the edge of each steel grid chamber partition plate is larger than or equal to 1.5 times of the diameter of the round hole.

In specific implementation, the height-variable upper grid plate 17 and the height-variable lower grid plate 19 are made of Q345 steel plates with equal thickness, the thickness of the height-variable upper grid plate 17 and the height-variable lower grid plate 19 is 12-22mm, and the thickness of the height-variable upper grid plate 17 and the height-variable lower grid plate 19 is smaller than or equal to that of the height-variable longitudinal stiffening ribs 20.

In specific implementation, the concrete beam section is of a reinforced concrete structure, and the beam is 1-2m thick.

During specific implementation, the upper steel grid chamber layer 7 and the lower steel grid chamber layer 8 are reserved with a pouring hole, a vibrating hole, a mud jacking hole and a mud pumping hole, and the pouring hole, the vibrating hole and the mud jacking hole are sealed by steel plates with the same material and the same thickness through single-edge groove fusion welding after concrete pouring is finished. The mix proportion of the poured concrete in the upper steel grid layer 7 and the lower steel grid layer 8 is determined by experimental optimization, and is preferably C55.

In specific implementation, ribbed through steel bars are arranged in the upper steel lattice layer 7 and the lower steel lattice layer 8, the diameter of each ribbed through steel bar is not less than 20mm and not more than 40mm, the ribbed through steel bars are arranged in the steel lattice chambers in a full-length mode, and two ends of the ribbed through steel bars are propped against the adjacent steel lattice chamber partition plates 9.

In specific implementation, the bearing plate is a flat steel plate, and the thickness of the bearing plate is not less than 50 mm.

In the concrete implementation, in the steel beam stiffening high section, the height of the longitudinal stiffening rib is uniformly increased and is connected with the steel beam standard section through the steel beam stiffening high section, and the slope proportion is 1/5-1/8. The high longitudinal stiffener height transitions from 1.42m to 0.31 m.

In the specific implementation, in the high-section lower layer 15, the grid plates 19 of the high-section lower layer are composed of transverse grids 28 and longitudinal grids 29 which are distributed in a cross manner, the grid plates 19 of the high-section lower layer are surrounded by the transverse grids 28 and the longitudinal grids 29 to form a plurality of grid holes 30, and the grid holes 30 are rectangular holes with chamfers.

In the concrete implementation, the shear nails 33 are distributed on the inner walls of the steel cell top plate 5 and the steel cell bottom plate 6 and on the bearing plate 23.

The foregoing is a more detailed description of the present invention in connection with specific preferred embodiments thereof, and it is not intended that the invention be limited to the specific details set forth herein. For those skilled in the art to which the invention pertains, several simple deductions or substitutions can be made without departing from the spirit of the invention, and all shall be considered as belonging to the protection scope of the invention.