Orthotropic bridge deck slab and design method

Abstract

The invention discloses an orthotropic bridge deck and a design method.The orthotropic bridge deck comprises a top plate, a plurality of inverted-T-shaped steel is fixed to the lower end of the top plate, a concrete deck is arranged above the top plate, and a transverse partition plate is connected between every two adjacent inverted-T-shaped steel. The design method of the orthotropic bridge deck comprises the following steps that (1) the equivalent section in the longitudinal bridge direction is calculated; (2) equivalent section calculation in the transverse direction of the bridge, and (3) stress calculation of the orthotropic bridge deck slab: enabling the orthotropic bridge deck slab to be equivalent to an isotropic steel bridge deck slab of which the width in the longitudinal direction of the bridge is B, the width in the transverse direction of the bridge is L 'and the thickness is h', and then calculating and converting the stress of the orthotropic bridge deck slab through the steel bridge deck slab. Compared with the prior art, the method has the advantages that a complex orthotropic bridge deck slab structure system is simplified into the bidirectional isotropic steel bridge deck slab, the stress index of the orthotropic bridge deck slab is obtained through a numerical conversion method, and compared with the prior art, a complex model does not need to be established, and the design is simplified.

Description

Technical Field

[0001] The invention relates to the technical field of orthotropic bridge deck manufacturing, and in particular to an orthotropic bridge deck and a design method. Background Art

[0002] Orthotropic steel bridge decks (referred to as "steel bridge decks") are widely used in large-span bridges due to their advantages of small mass, high strength, wide applicability and high degree of factory production. They have become the first choice for large-span bridges and are even the only bridge deck structure in bridges with a span of more than 800m. Commonly used orthotropic steel bridge decks use closed double-sided welded U ribs, but due to the influence of many factors such as welding residual stress, welding defects and service environment, the fatigue resistance of its main structural details is insufficient. As the cracks expand, they are easy to evolve into macro cracks and even cause structural fractures. The patent application with publication number CN112900262A discloses a combined bridge deck structure, bridge structure and construction method of a bridge. In this scheme, the longitudinal ribs and the crossbeams are connected by two fillet welds of about 10cm. Under the action of constant live load and temperature load, the weld position has large shear stress and tensile stress, which is the control interface of the structure. Once damaged, the narrow space is not conducive to maintenance. Secondly, the problem of welding operations in small spaces on site has not yet been solved. Third, for the design of orthotropic bridge decks, the existing technology requires the establishment of a plate unit model. The top plate concrete, top steel plate, web and floor all need to establish units separately. The model is relatively complex and inconvenient to implement. Summary of the invention

[0003] 1. Technical issues to be resolved

[0004] Based on this, the present invention proposes an orthotropic bridge deck and a design method to solve the problems that the existing orthotropic bridge deck is difficult to weld in a narrow space and the model established during the design is relatively complex.

[0005] (II) Technical solution

[0006] In order to overcome the above-mentioned problems or at least partially solve the above-mentioned problems, the present invention provides an orthogonal anisotropic bridge deck, including a top plate, a plurality of inverted T-shaped steels are fixed to the lower end of the top plate, a concrete panel is provided above the top plate, a cross diaphragm is connected between two adjacent inverted T-shaped steels, the upper end of the cross diaphragm extends to the bottom of the top plate, and the lower end of the cross diaphragm extends to the bottom of the inverted T-shaped steel, the cross diaphragm includes a fixed section and a telescopic section, the telescopic section is fixed between the two fixed sections, and a telescopic baffle is fixed to the outer side of the cross diaphragm.

[0007] Preferably, the telescopic baffle includes a first baffle and a second baffle, the first baffle and the second baffle are respectively fixed to two fixed sections, one end of the first baffle away from the fixed section and the other end of the second baffle away from the fixed section are both movable support plates, the movable support plate swings up and down around the shaft rod on the first baffle, the movable support plate swings up and down around the shaft rod on the second baffle, a sliding groove is provided on the movable support plate, fastening screws are fixed on the top plate and the main beam, the fastening screws slide along the sliding groove, and the fastening screws are threadedly connected with the fastening nut after passing through the sliding groove.

[0008] Preferably, one end of the first baffle bar close to the fixed section and one end of the second baffle bar close to the fixed section are both fixed support plates, the movable support plate is provided with a protrusion, and the fixed support plate is provided with a first groove matching the protrusion, the shaft rod passes through a groove wall and the protrusion of the first groove and is threadedly connected with the other groove wall of the first groove, and the protrusion is rotatably connected to the shaft rod.

[0009] Preferably, the fixing section is provided with a mounting groove, and the fixing screw on the inverted T-shaped steel is inserted into the mounting groove and then threadedly connected with the nut.

[0010] Preferably, an anchoring portion is provided on the fixed section, and an end portion of the telescopic baffle is fixed in the anchoring portion.

[0011] Preferably, the top plate has connecting ribs extending upwardly toward the area between the two transverse partitions, and the connecting ribs on two adjacent top plates are staggered.

[0012] The present invention also provides a design method for the orthotropic bridge deck described above, comprising the following steps:

[0013] (1) Calculation of equivalent cross-section in the longitudinal direction: Based on the principle of equal bending stiffness in the longitudinal direction, the cross-section of the orthotropic bridge deck in the longitudinal direction is equivalent to the cross-section of a rectangular steel JZ with a height of h';

[0014] S1: The neutral axis position h of the cross section in the longitudinal direction of the orthotropic bridge deck is calculated by the following formula 2 :

[0015]

[0016] The orthotropic bridge deck is composed of a concrete deck and a steel structure. The steel structure includes a top plate and an inverted T-shaped steel. i is the elastic modulus of the material of each part of the cross section in the longitudinal direction of the orthotropic bridge deck, S i A is the area moment of each part of the cross section in the longitudinal direction of the orthotropic bridge deck relative to the bottom plate of the orthotropic bridge deck, i is the area of ​​each part of the beam, E C is the elastic modulus of the concrete panel, E sis the elastic modulus of the steel structure, n is the number of inverted T-shaped steel, t 4 is the thickness of the transverse steel plate of the inverted T-shaped steel, t 3 h is the thickness of the vertical steel plate of the inverted T-shaped steel, 4 is the height of the vertical steel plate of the inverted T-shaped steel, b 2 is the length of the transverse steel plate of the inverted T-shaped steel, t 2 is the thickness of the top plate, h 3 is the thickness of the concrete deck, h is the height of the orthotropic bridge deck, h 1 =hh 2 , B is the width of the orthotropic bridge deck, b 1 is the distance between two adjacent inverted T-shaped steels;

[0017] S2: Calculation of the longitudinal moment of inertia I of the orthotropic bridge deck y :

[0018]

[0019] Among them, I yi is the moment of inertia of each section of the orthogonal anisotropic bridge deck in the longitudinal direction, a i h is the distance from the centroid of each section of the orthotropic bridge deck in the longitudinal direction to the neutral axis 2 distance;

[0020] S3: Calculate the longitudinal bridge height h' of the rectangular steel JZ by the following formula:

[0021]

[0022] Where, b = B;

[0023] (2) Calculation of equivalent cross-section in transverse direction: Based on the principle of equal bending stiffness in transverse direction, the cross-section of the orthotropic bridge deck is equivalent to the cross-section of a rectangular steel JH with a height of h”;

[0024] S4: In the transverse direction, the top plate and concrete panel of the orthotropic bridge deck are taken as simplified panels, and the neutral axis h of the simplified panel is calculated by referring to the calculation method of the equivalent section in the longitudinal direction. 5 and transverse moment of inertia I' x :

[0025] S5: Transverse moment of inertia I' of simplified panel x Calculation of the transverse moment of inertia I of orthotropic bridge decks x :

[0026] I x =βI′ x

[0027] When n is an odd number,

[0028] β=(0.06e -n / 1.03 +1.09)e -α / (0.22e-n / 1.33-0.04) -0.06e -n / 1.03 -0.09

[0029] When n is an even number,

[0030] β=(-0.72n+1.30)e -α / (-0.88n+1.22) +0.72n-0.30)

[0031] Where α = t 3 / b 1 ;

[0032] S6: Calculate the transverse cross-sectional height h of the rectangular steel JH",

[0033]

[0034] Where, L is the span length of the orthotropic bridge deck;

[0035] (3) Orthotropic bridge deck stress calculation:

[0036] S7: According to the principle of equivalent overall stiffness within the span, the transverse cross-sectional height of the rectangular steel JH is adjusted to the longitudinal cross-sectional height of the rectangular steel JZ by changing the span. When the transverse cross-sectional height of the rectangular steel JH is h', the span length of the rectangular steel JH is L';

[0037] S8: Through steps S1-S7, the orthotropic bridge deck is equivalent to an isotropic steel bridge deck with a width B in the longitudinal direction, a width L' in the transverse direction, and a thickness h'. Then, the equivalent stress σ' of the bottom plate in the longitudinal direction of the steel bridge deck under the load is realized by establishing a plate unit model. x , equivalent stress of the steel bridge deck to the bottom plate σ' y ;

[0038] S9: The longitudinal bridge-direction bottom plate stress of the orthotropic bridge deck is obtained by adjusting the position of the neutral axis of the orthotropic bridge deck and the neutral axis of the steel bridge deck and converting the materials. Upward stress of longitudinal bridge deck on orthotropic bridge Orthotropic bridge deck transverse bridge bottom plate stress Upward stress of longitudinal bridge deck on orthotropic bridge in, h 6 =t 2 +h 3 -h 5 .

[0039] Preferably, in step S4, the neutral axis h of the simplified panel is calculated by the following formula: 5 :

[0040]

[0041] Preferably, in step S4, the simplified transverse moment of inertia I' of the panel is calculated by the following formula: x :

[0042]

[0043] Among them, I xi To simplify the moment of inertia of each part of the panel, a i To simplify the center of mass of each part of the panel to the neutral axis h 5 distance.

[0044] Preferably, in step S7, the span length L' of the rectangular steel JH is calculated by the following formula:

[0045]

[0046] Preferably, the top plate and the inverted T-shaped steel are fixed by welding.

[0047] (III) Beneficial effects

[0048] The orthotropic bridge deck design method of the present invention has the following advantages:

[0049] 1) There is no need to perform on-site welding in the box beam chamber. After the diaphragm is installed in place, the longitudinal seams along the bridge direction between the welded top plates can be used to cast the beams and concrete panels. This has fast construction speed, low safety risks, and low on-site measures costs;

[0050] 2) The post-cast beam template adopts a permanent and temporary structure. This template is suitable for the construction of variable width bridges and variable angle bridges. It can be prefabricated in modular form, and there is no need to separately process and formulate templates for variable width bridges and variable angle bridges;

[0051] 3) After the construction of the beam and concrete panel is completed, the diaphragm can be used as a permanent structure to participate in the load and play a hoop role on the concrete to improve the rigidity, strength and stability of the beam;

[0052] 4) The top plate at the position of the diaphragm is cut into a T-shaped staggered anchorage to strengthen the local bearing capacity. The top plate UHPC can be uniformly reinforced throughout the bridge deck, without the need to locally set longitudinal bridge reinforcement steel bars.

[0053] 5) The present invention simplifies the complex orthotropic bridge deck structure system into a bidirectional isotropic steel bridge deck, and obtains the stress index of the orthotropic bridge deck through a numerical transformation method. Compared with the prior art, it does not need to establish a complex model, thereby simplifying the design. BRIEF DESCRIPTION OF THE DRAWINGS

[0054] The features and advantages of the present invention will be more clearly understood by referring to the accompanying drawings, which are schematic and should not be construed as limiting the present invention in any way. In the accompanying drawings:

[0055] Figure 1 It is a schematic diagram of the structure of the orthotropic bridge deck on the main beam of the present invention;

[0056] Figure 2 It is a schematic diagram of the structure of the orthotropic bridge deck of the present invention;

[0057] Figure 3 It is a structural schematic diagram of the diaphragm of the present invention;

[0058] Figure 4 A top view of the diaphragm of the present invention;

[0059] Figure 5 It is a right side view of the diaphragm of the present invention;

[0060] Figure 6 It is a structural schematic diagram of the diaphragm of the present invention;

[0061] Figure 7 It is a schematic diagram of the structure of the first baffle and the second baffle of the present invention;

[0062] Figure 8 It is a structural schematic diagram of the connection between the movable support plate and the fixed support plate of the present invention;

[0063] Fig. 9 is a schematic cross-sectional view of the orthotropic bridge deck of the present invention in the longitudinal direction of the bridge;

[0064] Fig.10 It is a schematic structural diagram of a rectangular steel JZ of the present invention;

[0065] Fig.11 is a cross-sectional schematic diagram of the orthotropic bridge deck of the present invention in the transverse direction of the bridge;

[0066] Fig.12 It is a schematic structural diagram of a simplified panel of the present invention;

[0067] Fig.13 It is a schematic structural diagram of a rectangular steel JH of the present invention;

[0068] Fig.14 It is a schematic diagram of the structure of the steel bridge deck of the present invention.

[0069] Description of reference numerals:

[0070] 1. Top plate, 11. Connecting ribs, 2. Inverted T-shaped steel, 3. Concrete panel, 4. Partition, 5. Main beam, 6. Telescopic baffle, 7. Fixing screw, 8. Connecting plate, 9. Cross beam, 41. Fixed section, 42. Telescopic section, 411. Anchoring part, 61. First baffle, 62. Second baffle, 63. Fastening screw, 64. Fastening nut, 100. Slide, 200. Movable support plate, 300. Fixed support plate, 400. Axle rod. DETAILED DESCRIPTION

[0071] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the specific embodiments of the present invention are described in detail below in conjunction with the accompanying drawings. In the following description, many specific details are set forth to facilitate a full understanding of the present invention. However, the present invention can be implemented in many other ways different from those described herein, and those skilled in the art can make similar improvements without violating the connotation of the present invention, so the present invention is not limited by the specific implementation disclosed below.

[0072] See attached Figure 1-3 The present invention provides an orthogonal anisotropic bridge deck, including a top plate 1, a plurality of inverted T-shaped steels 2 are fixed at the lower end of the top plate 1, specifically, the top plate 1 and the inverted T-shaped steels 2 are fixed by welding, a concrete panel 3 is arranged above the top plate 1, a diaphragm 4 is connected between two adjacent inverted T-shaped steels 2, the upper end of the diaphragm 4 extends to the bottom of the top plate 1, and the lower end of the diaphragm 4 extends to the bottom of the inverted T-shaped steel 2, the diaphragm 4 includes a fixed section 41 and a telescopic section 42, the telescopic section 42 is fixed between the two fixed sections 41, a telescopic baffle 6 is fixed to the outer side of the diaphragm 4, concrete is poured between the two diaphragms 4 to form a cross beam 8, the cross beam 8 is poured simultaneously with the concrete panel 3, the cross diaphragm 4 is a partial template of the cross beam 8, after the construction of the cross beam 8 and the concrete panel 3 is completed, the cross diaphragm 4 can participate in the force as a permanent structure, and play a hoop role on the concrete at the cross beam 8 to improve the rigidity, strength and stability of the cross beam 8. The present invention does not require on-site welding in the box beam box chamber. After the bridge deck is modularized in place, the longitudinal seams between the welded top plates 1 along the bridge direction can be used to cast the cross beam 8 and the concrete panel 3. The construction speed is fast, the safety risk is small, and the cost of on-site measures is low. The setting of the telescopic section 42 and the telescopic stop bar 6 ensures that the diaphragm 4 can be applied to the widened bridge. The diaphragm 4 can be modularly prefabricated and does not need to be processed and formulated separately for the widened bridge and the variable angle bridge; at the same time, the telescopic stop bar 6 can effectively ensure that the telescopic section 42 does not deform when casting the cross beam 8.

[0073] An implementation method of the telescopic barrier strip 6: Figure 4 and attached Figure 6The telescopic baffle 6 includes a first baffle 61 and a second baffle 62, which are respectively fixed to the two fixed sections 41. One end of the first baffle 61 away from the fixed section 41 and one end of the second baffle 62 away from the fixed section 41 are both movable support plates 200. The movable support plate 200 swings up and down around the shaft rod 400 on the first baffle 61, and the movable support plate 200 swings up and down around the shaft rod 400 on the second baffle 62. A slide groove 100 is provided on the movable support plate 200. Fastening screws 63 are fixed on the top plate 1 and the main beam 5. The fastening screws 63 slide along the slide groove 100, and the fastening screws 63 are threadedly connected with the fastening nuts 64 after passing through the slide groove 100. During installation, the top plate 1 will be installed first, and then the diaphragm 4 will be placed between the top plate 1 and the main beam 5, with the top of the diaphragm 4 in contact with the top plate 1 and the bottom of the diaphragm 4 in contact with the main beam 5. The movable support plate 200 will be swung upward so that the slide grooves 100 of the two movable support plates 200 are sequentially sleeved on the fastening screws 63, and finally the two movable support plates 200 will be fixed by the fastening nuts 64. Since the diaphragm 4 is provided with a telescopic section 42, the structural strength is reduced. When the diaphragm 4 is connected to the inverted T-shaped steel 2, the inverted T-shaped steel 2 supports the diaphragm 4 in the left and right directions, and the fastening screws 63 of the top plate 1 and the main beam 5 support the diaphragm 4 in the upper and lower directions through the telescopic stop bar 6. Through this structural design, the diaphragm 4 is supported from four directions. Combined with the telescopic stop bar 6, the deformation of the diaphragm 4 can be effectively avoided when the cross beam 9 is cast. Secondly, this structural design facilitates the installation of the telescopic stop bar 6 on the diaphragm 4 between the top plate 1 and the main beam 5.

[0074] As another embodiment of the present invention: Figure 7 The first stop bar 61 and the second stop bar 62 are both fixed support plates 300, the movable support plate 200 is provided with a protrusion, and the fixed support plate 300 is provided with a first groove matched with the protrusion. The shaft rod 400 passes through one groove wall of the first groove and the protrusion and is threadedly connected with the other groove wall of the first groove. The protrusion is rotatably connected with the shaft rod 400. The shaft rod 400 and the telescopic stop bar 6 are detachable, and the movable support plate 200 and the fixed support plate 300 are detachable. Through this structural design, it is convenient to remove the movable support plate 200 from the fixed support plate 300 for recycling.

[0075] Specifically, the first stop bar 61 and the second stop bar 62 are both L-shaped structures.

[0076] A way of connecting the diaphragm 4 to the inverted T-shaped steel 2: the fixing section 41 is provided with a mounting groove, the fixing screw 7 on the inverted T-shaped steel 2 is inserted into the mounting groove and then threadedly connected with the nut, and the fixing screw 7 and the telescopic stop bar 6 are located on the same side of the diaphragm 4. Specifically, the fixing screw 7 is fixed to the inverted T-shaped steel 2 by welding.

[0077] Another way to connect the diaphragm 4 to the inverted T-shaped steel 2: a fixing screw 7 is pre-embedded on the fixing section 41, and the fixing screw 7 passes through the connecting plate on the inverted T-shaped steel 2 and is threadedly connected with a nut. Specifically, the connecting plate and the inverted T-shaped steel 2 are welded and fixed.

[0078] As another embodiment of the present invention: Figure 5 An anchoring portion 411 is provided on the fixed section 41, and the end of the telescopic baffle 6 is fixed in the anchoring portion 411. The thickness of the fixed section 41 at the anchoring portion 411 is large, thereby improving the structural strength of the location so as to better anchor the telescopic baffle 6.

[0079] As another embodiment of the present invention: Figure 8 The top plate 1 has connecting ribs 11 extending upward from the area between the two transverse diaphragms 4. The connecting ribs 11 on the two adjacent top plates 1 are staggered. The connecting ribs 11 are arranged to facilitate uniform reinforcement of the top plate 1 on the entire bridge deck, without the need to locally arrange longitudinal bridge reinforcement bars. The connecting ribs 11 of the top plate 1 are cut and prefabricated in the factory, and there is no need to weld shear nails on site. Specifically, the connecting ribs 11 are T-shaped structures.

[0080] As another embodiment of the present invention: a rib is fixed to the bottom of the top plate 1, and the inverted T-shaped steel 2 is fixed to the rib by welding, and the weld is set between the inverted T-shaped steel 2 and the rib to stay away from the high stress area. Specifically, the top plate 1 is an integral hot-rolled ribbed steel plate.

[0081] As another embodiment of the present invention: a rubber strip is provided between the fixed section 41 and the inverted T-shaped steel 2. This structural design can better seal the gap between the diaphragm 4 and the inverted T-shaped steel 2 to reduce construction errors.

[0082] As another embodiment of the present invention: a rubber cap is clamped at the upper end of the telescopic section 42. This structural design can better seal the gap between the telescopic section 42 and the top plate 1, thereby reducing construction errors.

[0083] As another embodiment of the present invention: the fixed section 41 is a prefabricated UHPC board, and the telescopic section 42 is a corrugated board. Using the corrugated board as the telescopic part can make the structure of the diaphragm 4 simple and easy to manufacture. In contrast, this design reduces the strength of the diaphragm 4, and is prone to deformation when pouring the cross beam 8. The diaphragm 4 is supported in four directions by the inverted T-shaped steel 2, the top plate 1 and the main beam 5, and the support of the telescopic stop bar 6 effectively ensures the structural stability of the diaphragm 4.

[0084] Specifically, there are two telescopic baffles 6, which are respectively arranged at the upper and lower ends of the transverse baffle 4. The movable support plate of the second baffle 62 of the upper telescopic baffle 6 is located below the movable support plate of the first baffle 61, and the fastening screw 63 is fixed to the movable support plate of the first baffle 61.

[0085] The forces on the orthotropic bridge deck are different when bending in the transverse direction and longitudinal direction. When the orthotropic bridge deck bends in the transverse direction, the concrete panel 3 and the top plate 1 bend, and the inverted T-shaped steel 2 does not bend. Therefore, the concrete panel 3 and the top plate 1 are mainly subjected to the force, and the inverted T-shaped steel 2 is subjected to a relatively small force. When the orthotropic bridge deck bends in the longitudinal direction, the concrete panel 3, the top plate 1 and the inverted T-shaped steel 2 bend together. Therefore, the inverted T-shaped steel 2 is mainly subjected to the force. Therefore, when establishing a plate unit model, it is necessary to establish units for the top plate 1 concrete, the top steel plate, the web and the floor separately, and the model design is relatively complicated. The present invention simplifies the complex orthotropic bridge deck structure system into a bidirectional isotropic structure, and obtains the stress index of the orthotropic bridge deck by a numerical transformation method.

[0086] See attached Fig. 9 The present invention also provides a design method for the above-mentioned orthotropic bridge deck, comprising an orthotropic bridge deck, wherein the orthotropic bridge deck comprises a top plate 1, a plurality of inverted T-shaped steels 2 are fixed to the bottom of the top plate 1, and a concrete panel 3 is arranged above the top plate 1. The orthotropic bridge deck design method comprises the following steps:

[0087] (1) Calculation of equivalent cross-section in the longitudinal direction: Based on the principle of equal bending stiffness in the longitudinal direction, the cross-section of the orthotropic bridge deck in the longitudinal direction is equivalent to the cross-section of a rectangular steel JZ with a height of h';

[0088] S1: The neutral axis position h of the cross section in the longitudinal direction of the orthotropic bridge deck is calculated by the following formula 2 :

[0089]

[0090] The orthotropic bridge deck is composed of a concrete deck 3 and a steel structure. The steel structure includes a top plate 1 and an inverted T-shaped steel 2. i is the elastic modulus of the material of each part of the cross section in the longitudinal direction of the orthotropic bridge deck, S i A is the area moment of each part of the cross section in the longitudinal direction of the orthotropic bridge deck relative to the bottom plate of the orthotropic bridge deck, i is the area of ​​each part of the beam, E C is the elastic modulus of the concrete panel 3, E s is the elastic modulus of the steel structure, n is the number of inverted T-shaped steel 2, t 4 is the thickness of the transverse steel plate of the inverted T-shaped steel 2, t 3 h is the thickness of the vertical steel plate of the inverted T-shaped steel 2, 4 is the height of the vertical steel plate of the inverted T-shaped steel 2, b 2 is the length of the transverse steel plate of the inverted T-shaped steel 2, t 2 is the thickness of the top plate 1, h 3is the thickness of the concrete panel 3, h is the height of the orthotropic bridge deck, h 1 =hh 2 , B is the width of the orthotropic bridge deck, b 1 is the distance between two adjacent inverted T-shaped steels 2;

[0091] S2: Calculation of the longitudinal moment of inertia I of the orthotropic bridge deck y :

[0092]

[0093] Among them, I yi is the moment of inertia of each section of the orthogonal anisotropic bridge deck in the longitudinal direction, a i h is the distance from the centroid of each section of the orthotropic bridge deck in the longitudinal direction to the neutral axis 2 distance;

[0094] S3: Refer to the attached Fig.10 , calculate the longitudinal bridge height h' of the rectangular steel JZ by the following formula:

[0095]

[0096] Where, b = B;

[0097] (2) Calculation of equivalent cross-section in transverse direction: refer to the attached Fig.11 and attached Fig.13 , based on the principle of equal bending stiffness in the transverse direction of the bridge, the cross section of the orthotropic bridge deck is equivalent to the cross section of a rectangular steel JH with a height of h”;

[0098] The calculation principle of the equivalent cross-section in the transverse direction is consistent with that in the longitudinal direction, and the calculation of the equivalent cross-section in the transverse direction is divided into three steps. In the first step, the cross-section is calculated without considering the inverted T-shaped steel 2. In the second step, the influence of the inverted T-shaped steel 2 on the transverse stiffness is taken into account to calculate the equivalent cross-section under the same span. In the third step, based on the principle of equal overall stiffness in the transverse direction (the equivalent structural deflection under the same load is the same as the original structure), the transverse cross-section is equivalent to a cross-section with the same height as the longitudinal equivalent cross-section, thereby making the original orthotropic steel bridge deck equivalent to the isotropic steel bridge deck.

[0099] S4: When the influence of inverted T-shaped steel 2 is not taken into account, refer to the attached Fig.12 In the transverse direction, the top plate 1 and concrete panel 3 of the orthotropic bridge deck are used as simplified panels. The calculation principle of the equivalent cross section in the transverse direction is consistent with that in the longitudinal direction. The neutral axis h of the simplified panel is calculated by referring to the calculation method of the equivalent cross section in the longitudinal direction. 5 :

[0100]

[0101] Calculate the transverse moment of inertia I' of the simplified panel x ,

[0102]

[0103] Among them, I xi To simplify the moment of inertia of each part of the panel, a i To simplify the center of mass of each part of the panel to the neutral axis h 5 distance;

[0104] S5: Transverse moment of inertia I' of simplified panel x Calculation of the transverse moment of inertia I of orthotropic bridge decks x Specifically, after considering the influence of the inverted T-shaped steel 2, the transverse moment of inertia of the orthotropic bridge deck is the simplified transverse moment of inertia of the deck I' x Multiply by an impact factor β.

[0105] I x =βI′ x

[0106] Among them, β is related to the number n of inverted T-shaped steel 2 and the ratio α. When n is an odd number,

[0107] β=(0.06e -n / 1.03 +1.09)e -α / (0.22e-n / 1.33-0.04) -0.06e -n / 1.03 -0.09

[0108] When n is an even number,

[0109] β=(-0.72n+1.30)e -α / (-0.88n+1.22) +0.72n-0.30)

[0110] Where α = t 3 / b 1 ;

[0111] S6: Refer to the attached Fig.13 , calculate the transverse cross-sectional height h" of the rectangular steel JH

[0112]

[0113] Where, L is the span length of the orthotropic bridge deck;

[0114] (3) Orthotropic bridge deck stress calculation:

[0115] S7: According to the principle of equivalent overall stiffness within the span, the transverse cross-sectional height of the rectangular steel JH is adjusted to the longitudinal cross-sectional height of the rectangular steel JZ by changing the span. When the transverse cross-sectional height of the rectangular steel JH is h', the span length of the rectangular steel JH is L'.

[0116] S8: Refer to the attached Fig.14 Through steps S1-S6, the orthotropic bridge deck is equivalent to an isotropic steel bridge deck with a width B in the longitudinal direction, a width L' in the transverse direction, and a thickness h'. Then, the equivalent stress σ' of the bottom plate in the longitudinal direction of the steel bridge deck under the action of load is realized by establishing a plate unit model. x , equivalent stress of the steel bridge deck to the bottom plate σ' y ;

[0117] S9: The longitudinal bridge-direction bottom plate stress of the orthotropic bridge deck is obtained by adjusting the position of the neutral axis of the orthotropic bridge deck and the neutral axis of the steel bridge deck and converting the materials. Upward stress of longitudinal bridge deck on orthotropic bridge Orthotropic bridge deck transverse bridge bottom plate stress Upward stress of longitudinal bridge deck on orthotropic bridge in, h 6 =t 2 +h 3 -h 5 The stress on the upper edge of the longitudinal bridge of the orthotropic bridge deck is the stress on the uppermost edge of the concrete panel 3 on the longitudinal bridge, and the stress on the upper edge of the transverse bridge of the orthotropic bridge deck is the stress on the uppermost edge of the concrete panel 3 on the transverse bridge.

[0118] Specifically, the top plate 1 and the inverted T-shaped steel 2 are fixed by welding, a transverse partition is cast between two adjacent top plates 1, and the transverse partition and the concrete panel 3 above the top plate 1 are an integrated structure.

[0119] Finally, the method of the present application is only a preferred implementation scheme and is not intended to limit the protection scope of the present invention. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

[0120] Although the embodiments of the present invention have been described in conjunction with the accompanying drawings, those skilled in the art may make various modifications and variations without departing from the spirit and scope of the present invention, and such modifications and variations are all within the scope defined by the appended claims.

Claims

1. An orthotropic bridge deck, characterized in that: It includes a top plate, a plurality of inverted T-shaped steels are fixed at the lower end of the top plate, a concrete panel is provided above the top plate, a cross-plate is connected between two adjacent inverted T-shaped steels, the upper end of the cross-plate extends to the bottom of the top plate, the lower end of the cross-plate extends to the bottom of the inverted T-shaped steel, the cross-plate includes a fixed section and a telescopic section, the telescopic section is fixed between the two fixed sections, and a telescopic baffle is fixed to the outer side of the cross-plate.

2. The orthotropic bridge deck according to claim 1, characterized in that: The telescopic baffle includes a first baffle and a second baffle, the first baffle and the second baffle are respectively fixed to two fixed sections, one end of the first baffle away from the fixed section and the other end of the second baffle away from the fixed section are both movable support plates, the movable support plate swings up and down around the shaft rod on the first baffle, the movable support plate swings up and down around the shaft rod on the second baffle, a sliding groove is provided on the movable support plate, fastening screws are fixed on the top plate and the main beam, the fastening screws slide along the sliding groove, and the fastening screws are threadedly connected with the fastening nut after passing through the sliding groove.

3. The orthotropic bridge deck according to claim 2, characterized in that: One end of the first baffle bar close to the fixed section and the other end of the second baffle bar close to the fixed section are both fixed support plates, the movable support plate is provided with a protrusion, and the fixed support plate is provided with a first groove matching the protrusion, the shaft rod passes through a groove wall and the protrusion of the first groove and is threadedly connected with the other groove wall of the first groove, and the protrusion is rotatably connected to the shaft rod.

4. The orthotropic bridge deck according to claim 1, characterized in that: The fixing section is provided with a mounting groove, and the fixing screw on the inverted T-shaped steel is inserted into the mounting groove and is threadedly connected with the nut.

5. The orthotropic bridge deck according to claim 1, characterized in that: The fixing section is provided with an anchoring portion, and the end of the telescopic baffle is fixed in the anchoring portion.

6. The orthotropic bridge deck according to claim 2, characterized in that: The top plate is provided with connecting ribs extending upwards toward the area between the two transverse partitions, and the connecting ribs on two adjacent top plates are staggered.

7. A design method for an orthotropic bridge deck according to any one of claims 1 to 6, characterized in that: The steps include: (1) Calculation of equivalent cross-section in the longitudinal direction: Based on the principle of equal bending stiffness in the longitudinal direction, the cross-section of the orthotropic bridge deck in the longitudinal direction is equivalent to the cross-section of a rectangular steel JZ with a height of h'; S1: The neutral axis position h2 of the cross section in the longitudinal direction of the orthotropic bridge deck is calculated by the following formula: The orthotropic bridge deck is composed of a concrete deck and a steel structure. The steel structure includes a top plate and an inverted T-shaped steel. i is the elastic modulus of the material of each part of the cross section in the longitudinal direction of the orthotropic bridge deck, S i A is the area moment of each part of the cross section in the longitudinal direction of the orthotropic bridge deck relative to the bottom plate of the orthotropic bridge deck, i is the area of ​​each part of the beam, E C is the elastic modulus of the concrete panel, E s is the elastic modulus of the steel structure, n is the number of inverted T-shaped steel, t4 is the thickness of the transverse steel plate of the inverted T-shaped steel, t3 is the thickness of the vertical steel plate of the inverted T-shaped steel, h4 is the height of the vertical steel plate of the inverted T-shaped steel, b2 is the length of the transverse steel plate of the inverted T-shaped steel, t2 is the thickness of the top plate, h3 is the thickness of the concrete panel, h is the height of the orthotropic bridge deck, h1=h-h2, B is the width of the orthotropic bridge deck, and b1 is the distance between two adjacent inverted T-shaped steels; S2: Calculation of the longitudinal moment of inertia I of the orthotropic bridge deck y : Among them, I yi is the moment of inertia of each section of the orthogonal anisotropic bridge deck in the longitudinal direction, a i is the distance from the centroid of each section of the orthotropic bridge deck in the longitudinal direction to the neutral axis h2; S3: Calculate the longitudinal bridge height h' of the rectangular steel JZ by the following formula: Where, b = B; (2) Calculation of equivalent cross-section in transverse direction: Based on the principle of equal bending stiffness in transverse direction, the cross-section of the orthotropic bridge deck is equivalent to the cross-section of a rectangular steel JH with a height of h”; S4: In the transverse direction, the top plate and concrete panel of the orthotropic bridge deck are taken as simplified panels, and the neutral axis h5 and the transverse moment of inertia I' of the simplified panel are calculated by referring to the calculation method of the equivalent section in the longitudinal direction. x : S5: Transverse moment of inertia I' of simplified panel x Calculation of the transverse moment of inertia I of orthotropic bridge decks x : HER x βI' x When n is an odd number, When n is an even number, β=(-0.72n+1.30)e -α / (-0.88n+1.22) +0.72n-0.30) Where, α = t3 / b1; S6: Calculate the transverse cross-sectional height h of the rectangular steel JH", Where, L is the span length of the orthotropic bridge deck; (3) Orthotropic bridge deck stress calculation: S7: According to the principle of equivalent overall stiffness within the span, the transverse cross-sectional height of the rectangular steel JH is adjusted to the longitudinal cross-sectional height of the rectangular steel JZ by changing the span. When the transverse cross-sectional height of the rectangular steel JH is h', the span length of the rectangular steel JH is L'; S8: Through steps S1-S7, the orthotropic bridge deck is equivalent to an isotropic steel bridge deck with a width B in the longitudinal direction, a width L' in the transverse direction, and a thickness h'. Then, the equivalent stress σ' of the bottom plate in the longitudinal direction of the steel bridge deck under the load is realized by establishing a plate unit model. x , equivalent stress of the steel bridge deck to the bottom plate σ' y ; S9: The longitudinal stress of the bottom plate of the orthotropic bridge deck is obtained by adjusting the position of the neutral axis of the orthotropic bridge deck and the neutral axis of the steel bridge deck and converting the materials. Upward stress of longitudinal bridge deck on orthotropic bridge Orthotropic bridge deck transverse bridge bottom plate stress Upward stress of longitudinal bridge deck on orthotropic bridge in, h6=t2+h3-h5.

8. The design method according to claim 7, characterized in that: In step S4, the neutral axis h5 of the simplified panel is calculated by the following formula:

9. The design method according to claim 8, characterized in that: In step S4, the transverse moment of inertia I' of the simplified panel is calculated by the following formula: x : Among them, I xi To simplify the moment of inertia of each part of the panel, a i To simplify the distance from the center of mass of each part of the panel to the neutral axis h5.

10. The design method according to claim 9, characterized in that: In step S7, the span length L' of the rectangular steel JH is calculated by the following formula:

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