CN117385724A - A bridge assembled ballast box and its parameter design method - Google Patents
A bridge assembled ballast box and its parameter design method Download PDFInfo
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- CN117385724A CN117385724A CN202311292505.5A CN202311292505A CN117385724A CN 117385724 A CN117385724 A CN 117385724A CN 202311292505 A CN202311292505 A CN 202311292505A CN 117385724 A CN117385724 A CN 117385724A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/268—Composite concrete-metal
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways
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Abstract
本发明涉及桥梁设计技术领域，具体涉及一种桥梁装配式压重箱及其参数设计方法，桥梁装配式压重箱包括：间隔设置的顶板和底板，顶板和底板之间间隔设置多块纵腹板，纵腹板沿纵桥向设置，相邻纵腹板之间间隔设有多块横隔板，横隔板沿横桥向设置，相邻横隔板与其两侧的纵腹板形成灌注室，灌注室上方的顶板对应位置设有灌注孔，并配有密封盖。能够解决现有技术中主体结构与压重装置合二为一，结构受力不明确。混凝土灌注若过程中操作不当，容易对主体结构产生损伤的问题。
The invention relates to the technical field of bridge design, and specifically relates to a bridge-assembled ballast box and a parameter design method thereof. The bridge-assembled ballast box includes: a top plate and a bottom plate arranged at intervals, and a plurality of longitudinal web plates are arranged at intervals between the top plate and the bottom plate. The longitudinal webs are arranged along the direction of the longitudinal bridge. A plurality of transverse partitions are spaced between adjacent longitudinal webs. The transverse partitions are arranged along the direction of the transverse bridge. The adjacent transverse partitions and the longitudinal webs on both sides form a perfusion chamber. The top plate above the perfusion chamber is provided with a perfusion hole at a corresponding position and is equipped with a sealing cover. It can solve the problem in the prior art that the main structure and the ballast device are combined into one, resulting in unclear stress on the structure. Improper operation during concrete pouring can easily cause damage to the main structure.
Description
Technical Field
The invention relates to the technical field of bridge design, in particular to a bridge assembled type ballast box and a parameter design method thereof.
Background
Under the load actions of live load, wind, earthquake and the like, a part of supporting points can generate negative counter force. With the continuous development of bridge technology, the application of the large-span bridge is more and more extensive, and the problem of the fulcrum negative reaction force is also increasingly outstanding. The weight area is arranged near the fulcrum for generating the negative reaction force, so that the negative reaction force can be effectively eliminated, and a certain pressure reserve can be provided.
The existing weight setting scheme is usually to fill concrete in a main structure to achieve the purpose of weight. The method combines the main structure and the weight device into a whole, and the structural stress is not clear; if the concrete is not properly poured in the process, the main structure is easily damaged.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a bridge assembled type ballast box and a parameter design method thereof, which can solve the problems that a main structure and a ballast device are combined into a whole in the prior art, and the structural stress is not clear. If the concrete is not properly poured in the process, the main structure is easily damaged.
In order to achieve the above purpose, the invention adopts the following technical scheme:
in one aspect, the invention provides a bridge fitting type ballast tank comprising:
the device comprises a top plate and a bottom plate which are arranged at intervals, wherein a plurality of longitudinal webs are arranged between the top plate and the bottom plate at intervals, the longitudinal webs are arranged along a longitudinal bridge direction, a plurality of transverse baffles are arranged between the adjacent longitudinal webs at intervals, the transverse baffles are arranged along the transverse bridge direction, a filling chamber is formed by the adjacent transverse baffles and the longitudinal webs on two sides of the transverse baffles, and filling holes are formed in the corresponding positions of the top plate above the filling chamber and are provided with sealing covers.
In some alternatives, the transverse partition between the longitudinal bridges and adjacent said perfusion chambers is provided with communication holes.
In some alternatives, a circumferential stiffening plate perpendicular to the diaphragm is provided at the periphery of the communication hole.
In some alternatives, the communication holes are rounded rectangular.
In some alternative schemes, transverse stiffening plates are arranged between adjacent transverse diaphragms at intervals, and are connected with the longitudinal webs on two sides of the transverse diaphragm and are perpendicular to the transverse diaphragm and the longitudinal webs.
In some alternative schemes, two end parts of the bottom plate extend out of the transverse partition plate at the outermost side of the longitudinal bridge, one end of the bottom plate extending out of the transverse partition plate at the outermost side of the longitudinal bridge is provided with a fixed bolt hole, the other end of the bottom plate is provided with a movable bolt hole, and the movable bolt hole is a long round hole in the longitudinal bridge direction along the length direction.
In some alternative schemes, the two end parts of the top plate and the longitudinal web plate extend out of the transverse partition plate at the outermost side of the longitudinal bridge, the longitudinal web plate is connected with the extending parts of the top plate and the bottom plate, two sides of one end of the longitudinal web plate extending out of the transverse partition plate at the outermost side of the longitudinal bridge are respectively provided with a fixed bolt hole, and two sides of the other end of the longitudinal web plate extending out of the transverse partition plate at the outermost side of the longitudinal bridge are respectively provided with a movable bolt hole.
In some alternative schemes, two sides of the part of the longitudinal web plate extending out of the outermost transverse partition plate of the longitudinal bridge are provided with vertical stiffening plates, and the vertical stiffening plates are vertically connected with the longitudinal web plate, the top plate and the bottom plate.
On the other hand, the invention also provides a parameter design method for the bridge assembled type weight box, which is used for designing the bridge assembled type weight box, and comprises the following steps:
determining the length and the width of the weight box according to the space capacity of the arrangement position of the weight box;
determining the height of the weight box according to the required weight, the concrete volume weight and the length and width of the weight box;
dividing the combined structure of the longitudinal web plate, the top plate and the bottom plate into a plurality of longitudinal beams based on the longitudinal web plate, and determining the stress of each longitudinal beam according to the required weight and the initially set number of the longitudinal web plates;
and determining the maximum midspan bending stress and the shear stress of each longitudinal web according to the stress of each longitudinal beam and the structural parameters of the weight box, and adjusting the number of the longitudinal webs when the maximum midspan bending stress and the shear stress of the longitudinal webs do not meet the requirements until the maximum midspan bending stress and the shear stress of each longitudinal web meet the requirements.
In some alternatives, the determining the maximum midspan bending stress and the shear stress of each longitudinal web according to the stress of each longitudinal beam and the structural parameters of the weight box comprises:
determining bending moment of inertia of each longitudinal beam according to the height and thickness of the longitudinal web plate and the effective widths and thicknesses of the top plate and the bottom plate;
determining the maximum midspan bending moment of each longitudinal beam according to the stress of the longitudinal beam and the length of the weight box;
and determining the maximum mid-span bending stress according to the maximum mid-span bending moment and the bending moment of inertia of each longitudinal beam, and determining the shear stress of each longitudinal web according to the stress of each longitudinal beam and the height of the weight box.
Compared with the prior art, the invention has the advantages that: because the weight box factory is manufactured, the site installation is simple and convenient, and the site only needs to be filled with concrete, thereby being rapid in construction. In addition, the weight box is relatively independent of the bridge main structure, so that the weight box does not participate in the stress of the bridge main structure, the stress is definite, and the structural parameters of the weight box are designed and calculated conveniently. The gravity force acts on the main body structure through the counter force form of the gravity box support, so that the main body structure is stressed clearly and calculated clearly. The weight box combines the characteristics of the truss-type structural bridge, is used as an independent component for manufacturing and mounting, can be used as a finished component for standardized design and mass production, and provides a mature product for the subsequent truss-type bridge.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic diagram of a front view of a bridge fitting type ballast tank in accordance with an embodiment of the present invention;
FIG. 2 is a schematic side view of a bridge fitting type ballast tank according to an embodiment of the present invention;
FIG. 3 is a schematic view of a fixing bolt hole in an embodiment of the present invention;
fig. 4 is a schematic view of the movable bolt hole in the embodiment of the invention.
In the figure: 1. a top plate; 11. pouring holes; 2. a bottom plate; 3. a longitudinal web; 4. a diaphragm; 41. a communication hole; 42. circumferential stiffening plates; 43. transverse stiffening plates; 44. vertical stiffening plates; 5. sealing cover; 61. a fixing bolt hole; 62. a movable bolt hole; 7. and a main beam structure.
Detailed Description
For the purposes of making the objects, technical solutions and advantages of the embodiments of the present application more clear, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be made by one of ordinary skill in the art without undue burden from the present disclosure, are within the scope of the present application based on the embodiments herein.
Embodiments of the present invention are described in further detail below with reference to the accompanying drawings.
As shown in fig. 1 and 2, the present invention provides a bridge fitting type ballast tank, comprising: the top plate 1 and the bottom plate 2 that the interval set up, the interval sets up polylith between top plate 1 and the bottom plate 2 and indulges web 3, indulges web 3 and follows the setting of indulging the bridge orientation, and the interval is equipped with polylith diaphragm 4 between the adjacent indulges web 3, and diaphragm 4 follows the bridge orientation setting, and adjacent diaphragm 4 forms the room of pouring into with the longitudinal web 3 of its both sides, and the roof 1 corresponding position of pouring into the room top is equipped with and pours into hole 11 to be furnished with sealed lid 5.
When the bridge assembled type weight box is used, a steel structure of the weight box is manufactured in a factory according to design requirements, a connecting piece is pre-welded on a bridge main structure, the weight box is hoisted and installed after the bridge main structure is installed, concrete is poured into the pouring holes formed in the corresponding positions of the top plate 1 above the pouring chamber, the concrete is vibrated, and finally a sealing cover 5 is welded for sealing. In this scheme, the ballast box mill makes, and on-the-spot simple installation only needs to carry out the concrete pouring on the scene, and the construction is swift. The weight box is relatively independent from the bridge main structure, the weight box does not participate in the stress of the bridge main structure, the stress is clear, and the structural parameters of the weight box are designed and calculated conveniently. The gravity force acts on the main body structure through the counter force form of the gravity box support, so that the main body structure is stressed clearly and calculated clearly. The weight box combines the characteristics of the truss-type structural bridge, is used as an independent component for manufacturing and mounting, can be used as a finished component for standardized design and mass production, and provides a mature product for the subsequent truss-type bridge.
In addition, in this case, the perfusion chambers are arranged in a laterally aligned manner, i.e. the diaphragms 4 at both ends of the perfusion chamber in the longitudinal direction are arranged in an aligned manner.
When the bridge is transversely provided with a weight box, the central line of the weight box is coincident with the longitudinal central line of the bridge, and the filling chambers at two sides of the longitudinal central line of the bridge are required to be uniformly filled at the same time during filling, so that the filling weights at two sides of the longitudinal central line are equal, and the bridge is prevented from being twisted.
When the bridge is transversely provided with a plurality of weight boxes, the weight boxes are symmetrically arranged about the longitudinal central line of the bridge, and the weight boxes at the two sides of the longitudinal central line of the bridge are required to be uniformly filled at the same time during filling, so that the filling weights at the two sides of the longitudinal central line are equal, and the bridge is prevented from being twisted.
In some alternative embodiments the diaphragm 4 between longitudinally adjacent perfusion chambers is provided with a communication hole 41.
In this embodiment, the communicating hole 41 is provided on the diaphragm plate 4 between two adjacent longitudinal bridge pouring chambers, so that the speed of pouring concrete into the pouring chambers can be increased, the consistency of the concrete poured into the pouring chambers can be better maintained, and the problems of unbalance caused by more concrete in some pouring chambers and less concrete in some pouring chambers are avoided. In addition, the structural strength of the whole weight box structure can be improved by arranging a plurality of transverse partition plates 4 between two adjacent longitudinal webs 3.
In some alternative embodiments, a circumferential stiffening plate 42 perpendicular to the diaphragm plate 4 is provided at the periphery of the communication hole 41.
In the present embodiment, since the diaphragm 4 is hollowed with the communication hole 41 for communicating the two pouring chambers, the strength of the diaphragm 4 is affected to some extent, thereby affecting the structural strength of the entire weight box. Therefore, in this embodiment, a circumferential stiffening plate 42 perpendicular to and connected to the diaphragm 4 is provided at the outer periphery of the communication hole 41 to improve the strength of the diaphragm 4.
In some alternative embodiments, the communication hole 41 has a rounded rectangular shape.
In the present embodiment, the communication hole 41 is designed to have a rounded rectangular shape, which can facilitate the flow of concrete in adjacent pouring chambers to improve the consistency of the concrete in the pouring chambers.
In some alternative embodiments, transverse stiffening plates 43 are arranged between adjacent transverse diaphragms 4 at intervals, and the transverse stiffening plates 43 are connected with the longitudinal webs 3 on both sides of the transverse diaphragm 4 and are perpendicular to both the transverse diaphragm 4 and the longitudinal webs 3.
In this embodiment, transverse stiffening plates 43 are disposed on the longitudinal webs 3 on both sides of the transverse direction of the pouring chamber and are vertically connected to the transverse partition plate 4 and the longitudinal webs 3, so that the strength of the whole structure can be improved, and the possibility of deformation after the concrete is poured into the pouring chamber is reduced.
In some alternative embodiments, as shown in fig. 3 and 4, two end portions of the bottom plate 2 extend out of the transverse partition plate 4 at the outermost side of the longitudinal bridge, one end of the bottom plate 2 extending out of the transverse partition plate 4 at the outermost side of the longitudinal bridge is provided with a fixed bolt hole 61, the other end is provided with a movable bolt hole 62, and the movable bolt hole 62 is a slotted hole along the longitudinal bridge in the length direction.
In this embodiment, the two end portions of the bottom plate 2 extend out of the diaphragm plate 4 at the outermost side of the longitudinal bridge, the two ends are respectively provided with a fixed bolt hole 61 and a movable bolt hole 62, the movable bolt hole 62 is a long round hole along the longitudinal bridge in the length direction, two ends of the weight box are connected with the bridge main structure through bolts, and one end of the weight box is provided with a long round bolt hole, namely a long round hole, so that the weight box can adapt to the longitudinal deformation of the weight box.
In some alternative embodiments, two end portions of the top plate 1 and the longitudinal web 3 extend out of the transverse partition plate 4 at the outermost side of the longitudinal bridge, the longitudinal web 3 is connected with the extending portions of the top plate 1 and the bottom plate 2, two sides of one end of the longitudinal web 3 extending out of the transverse partition plate 4 at the outermost side of the longitudinal bridge are provided with a fixed bolt hole 61, and two sides of the other end are provided with a movable bolt hole 62.
In this embodiment, the two ends of the top plate 1 and the longitudinal web 3 extend out of the diaphragm plate 4 at the outermost side of the longitudinal bridge, two sides of one end of the longitudinal web 3 are respectively provided with a fixed bolt hole 61, two sides of the other end are respectively provided with a movable bolt hole 62, and the weight box is connected with the bridge main structure by passing bolts through the fixed bolt holes 61 and the movable bolt holes 62, so that the connection stability of the weight box and the bridge main structure can be ensured.
In some alternative embodiments, the two sides of the part of the longitudinal web 3 extending out of the outermost transverse partition plate 4 of the longitudinal bridge are provided with vertical stiffening plates 44, and the vertical stiffening plates 44 are vertically connected with the longitudinal web 3, the top plate 1 and the bottom plate 2.
In this embodiment, vertical stiffening plates 44 are disposed on two sides of the end portion of the longitudinal web 3, and the vertical stiffening plates 44 are vertically connected with the longitudinal web 3, the top plate 1 and the bottom plate 2, that is, the vertical stiffening plates 44 are parallel to the plane where the diaphragm plates 4 are located, so that the strength of the extending portions at two ends of the top plate 1 and the bottom plate 2 can be improved, and the strength of the whole structure can be improved.
On the other hand, the invention also provides a parameter design method of the bridge assembled type weight box, which is used for designing the bridge assembled type weight box of any one of the above steps, and comprises the following steps:
s1: the length and width of the weight box are determined according to the space capacity of the arrangement position of the weight box.
Since it is necessary to arrange the weight box on the main beam structure 7, the stability after the connection of the main beam structure 7 and the weight box is maintained in order to lower the center of gravity of the weight box by considering the installation space on the main beam structure 7, and the planar size, i.e., the length and the width, of the weight box is increased as much as possible with the space capacity of the arrangement position of the weight box.
S2: and determining the height of the weight box according to the required weight, the concrete volume weight and the length and width of the weight box.
In this embodiment, the height H of the weight box is determined according to the formula h=g/(blγ), where L is the length of the weight box, B is the width of the weight box, γ is the concrete volume weight, and G is the required weight.
S3: based on the longitudinal web plates 3, the combined structure of the longitudinal web plates 3, the top plate 1 and the bottom plate 2 is divided into a plurality of longitudinal beams, and the stress of each longitudinal beam is determined according to the required weight and the number of the initially set longitudinal web plates.
In the embodiment, the weight box is relatively independent from the bridge main structure, so that the weight box does not participate in the stress of the bridge main structure, and the stress is clear. Therefore, the combined structure of the longitudinal webs 3, the top plate 1 and the bottom plate 2 can be divided based on the longitudinal webs 3, one longitudinal web 3 corresponds to one longitudinal beam, and the longitudinal beams can be uniformly divided during division, and can also be divided according to actual conditions. Each longitudinal beam is equivalent to an I-shaped steel, and can facilitate stress calculation.
Assuming the number of longitudinal webs, namely, the number of the longitudinal webs is initially set to be n, and the longitudinal webs and the top and bottom plates form longitudinal beam stress, wherein each longitudinal beam stress is F=G/(n-1); the spacing of the longitudinal webs is d=b/(n-1), where F is the stringer load, G is the required weight, n is the number of hypothetical longitudinal webs, and d is the spacing between adjacent longitudinal webs 3.
S4: and determining the maximum midspan bending stress and the shear stress of each longitudinal web according to the stress of each longitudinal beam and the structural parameters of the weight box, and adjusting the number of the longitudinal webs when the maximum midspan bending stress and the shear stress of the longitudinal webs do not meet the requirements until the maximum midspan bending stress and the shear stress of each longitudinal web meet the requirements.
In some alternative embodiments, the maximum midspan bending stress and the shear stress of each longitudinal web are determined according to the structural parameters of each longitudinal beam stress and the weight box, and the method comprises the following steps:
a: the moment of bending inertia of each stringer is determined by the height and thickness of the longitudinal web 3, and the effective width and thickness of the top and bottom plates 1, 2.
In this example, the bending moment of inertia I of each longitudinal beam can be determined according to the effective width of the top plate 1 and the bottom plate 2, the height and the thickness of the longitudinal web 3, and the effective width of the longitudinal web 3, the effective width of the top plate 1 and the effective width of the bottom plate 2 occupied by the longitudinal web 2.
B: and determining the maximum midspan bending moment of each longitudinal beam according to the stress of the longitudinal beam and the length of the weight box.
In this example, according to the formula m=fl/4, the maximum midspan bending moment M, F of each longitudinal beam is determined to be the stress of the corresponding longitudinal beam, and L is the length of the weight box.
C: and determining the maximum mid-span bending stress according to the maximum mid-span bending moment and the bending moment of inertia of each longitudinal beam, and determining the shear stress of each longitudinal web according to the stress of each longitudinal beam and the height of the weight box.
In this example, the maximum midspan bending stress σ is determined according to the formula σ=mh/(2I). Ltoreq.σ; and determining the corresponding longitudinal web shearing stress tau according to the formula tau=F/(H multiplied by web thickness). Ltoreq.tau. Wherein M is the maximum midspan bending moment of the corresponding longitudinal beam, H is the distance from the centroid of the corresponding longitudinal beam to the outermost edge of the beam body, I is the bending moment of inertia of the corresponding longitudinal beam, sigma is the allowable bending stress, F is the stress of the corresponding longitudinal beam, H is the height of the ballast box, and tau is the allowable shear stress.
When the product corresponding to the scheme is used, a steel structure of the weight box is manufactured in a factory according to design requirements, a connecting piece is pre-welded on a main structure of a bridge, the weight box is hoisted and installed after the main structure of the bridge is installed, concrete is poured into the pouring holes arranged at the corresponding positions of the top plate 1 above the pouring chamber, the concrete is vibrated, and finally a sealing cover 5 is welded for sealing. Because the weight box factory is manufactured, the site installation is simple and convenient, and the site only needs to be filled with concrete, thereby being rapid in construction. In addition, the weight box is relatively independent of the bridge main structure, so that the weight box does not participate in the stress of the bridge main structure, the stress is definite, and the structural parameters of the weight box are designed and calculated conveniently. The gravity force acts on the main body structure through the counter force form of the gravity box support, so that the main body structure is stressed clearly and calculated clearly. The weight box combines the characteristics of the truss-type structural bridge, is used as an independent component for manufacturing and mounting, can be used as a finished component for standardized design and mass production, and provides a mature product for the subsequent truss-type bridge.
In the description of the present application, it should be noted that the azimuth or positional relationship indicated by the terms "upper", "lower", etc. are based on the azimuth or positional relationship shown in the drawings, and are merely for convenience of description of the present application and simplification of the description, and are not indicative or implying that the apparatus or element in question must have a specific azimuth, be configured and operated in a specific azimuth, and thus should not be construed as limiting the present application. Unless specifically stated or limited otherwise, the terms "mounted," "connected," and "coupled" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the terms in this application will be understood by those of ordinary skill in the art as the case may be.
It should be noted that in this application, relational terms such as "first" and "second" and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
The foregoing is merely a specific embodiment of the application to enable one skilled in the art to understand or practice the application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311292505.5A CN117385724A (en) | 2023-10-08 | 2023-10-08 | A bridge assembled ballast box and its parameter design method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202311292505.5A CN117385724A (en) | 2023-10-08 | 2023-10-08 | A bridge assembled ballast box and its parameter design method |
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| CN115573238A (en) * | 2022-09-21 | 2023-01-06 | 中铁二院工程集团有限责任公司 | Ballast area structure of steel truss girder cable-stayed bridge and construction method thereof |
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- 2023-10-08 CN CN202311292505.5A patent/CN117385724A/en active Pending
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| CN201122142Y (en) * | 2007-12-13 | 2008-09-24 | 中铁二局股份有限公司 | 32m/900t prestressed concrete pretensioned box beam static load testing bench seat |
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