CN214089474U - Novel orthotropic steel bridge deck without arc-shaped notch - Google Patents

Abstract

The utility model discloses a novel exempt from notched orthotropic steel bridge deck of arc, which comprises a pane, the rib is indulged to the U-shaped, cross slab and inner baffle, the panel is that the U-shaped is indulged rib and the common upper limb of cross slab, the surface of panel is by lower supreme UHPC layer and the pitch wearing and tearing layer of having laid in proper order, be equipped with reinforcing bar and reinforcing bar net in the UHPC layer, the U-shaped is indulged the rib and is formed the groove-shaped vertical rib abdominal cavity with the bottom surface welding of panel, the cross slab is perpendicular U-shaped indulged the rib and is welded with the bottom surface of panel, be equipped with the incision that supplies the U-shaped to indulge the rib to pass on the cross slab, the inner baffle welds in indulging the rib abdominal cavity and be in the coplanar with the cross slab, the shape of inner baffle and the interior profile looks adaptation of U-shaped vertical rib cross section, inner baffle thickness is unanimous with the cross slab. The utility model discloses can reduce under the wheel load effect, orthotropic steel bridge deck plate constructs stress response and the amount of deflection of detail, improves the fatigue resistance ability of constructing the detail, avoids orthotropic steel bridge deck plate fracture, and can avoid the destruction of steel bridge deck mating formation.

Description

Novel orthotropic steel bridge deck without arc-shaped notch

Technical Field

The utility model relates to a steel construction bridge technical field, in particular to novel exempt from notched orthotropic steel bridge deck of arc.

Background

Orthotropic steel bridge deck slab is adopted in the German bridge construction in the middle of the last century, and due to light weight and large bearing capacity, the steel bridge deck structure becomes the first choice bridge deck form of a steel bridge, in particular to a large-span bridge. To improve the driving comfort and to increase the tire adhesion, it is common to lay epoxy asphalt concrete (SMA) on orthotropic steel deck slabs, approximately 6 to 8cm thick.

In the orthotropic steel bridge deck plate structure, the transverse partition plate elastically supports the longitudinal ribs, and the longitudinal ribs rotate at the position of the transverse partition plate under the action of wheel load. To relieve the large stresses on the details of the construction of the longitudinal rib-diaphragm caused by this rotation, the conventional orthotropic steel deck slab is usually provided with an arc-shaped notch below the closed longitudinal rib, so that the connection position of the longitudinal rib-diaphragm is raised (the distance from the neutral axis of the longitudinal rib is reduced), thereby reducing the stresses on the details of the construction of the longitudinal rib-diaphragm caused by the rotation of the longitudinal rib. However, the problems associated with the provision of such an arcuate slit include: 1) the notch processing and polishing have many processes, high process requirements and are uneconomical; 2) more fatigue construction details are formed, the construction details are more, the stress is extremely complex, and the fatigue cracking is easy to occur. In addition, the epoxy asphalt concrete is easy to age, the elastic modulus of the epoxy asphalt concrete is obviously reduced along with the rise of the temperature, under the action of the overload vehicle and strong sunshine, orthotropic steel bridge deck plates can generate great deflection, the construction details of the orthotropic steel bridge deck plates can generate great stress, and the epoxy asphalt concrete can generate cracking, rutting or stripping from steel bridge decks. This problem is particularly serious in the central and south China, because of the long high temperature, strong sunshine, large traffic volume and much overload in these areas.

SUMMERY OF THE UTILITY MODEL

An object of the utility model is to provide a novel exempt from notched orthotropic steel decking of arc to solve one or more technical problem that exist among the prior art, provide a profitable selection or create the condition at least.

The technical scheme adopted for solving the technical problems is as follows:

a novel exempt from notched orthotropic steel decking of arc, include: the panel is an upper flange shared by the U-shaped longitudinal rib and the transverse partition plate, a UHPC layer and an asphalt wearing layer are sequentially paved on the surface of the panel from bottom to top, a reinforcing steel bar and a reinforcing steel mesh are arranged in the UHPC layer, the U-shaped longitudinal rib and the bottom surface of the panel are welded to form a groove-shaped longitudinal rib abdominal cavity, the transverse partition plate is perpendicular to the U-shaped longitudinal rib and is welded to the bottom surface of the panel, a notch for the U-shaped longitudinal rib to penetrate through is formed in the transverse partition plate, the inner partition plate is welded to the inside of the longitudinal rib abdominal cavity and is in the same plane with the transverse partition plate, the shape of the inner partition plate is matched with the inner contour of the cross section of the U-shaped longitudinal rib, and the thickness of the inner partition plate is consistent with that of the transverse partition plate.

The utility model discloses steel bridge deck plate adopts reinforcing bar and UHPC (ultra high performance concrete) integrated configuration, and UHPC has high strength, high performance and high durability, and its modulus of elasticity does not change along with the temperature, can show increase deck plate rigidity with the panel combination, reduces panel deformation and orthotropic steel bridge deck plate structure detail wheel load stress; simultaneously the utility model discloses the arc incision that has set up on the cross slab of longitudinal rib below has been removed from for simple process, manufacturing cost reduces, has reduced tired structure detail, reduces fatigue fracture.

As a further improvement of the above technical solution, the diaphragm plate is composed of an upper diaphragm plate and a lower diaphragm plate, the thickness of the upper diaphragm plate is greater than that of the lower diaphragm plate, and the thickness of the inner diaphragm plate is consistent with that of the upper diaphragm plate.

As a further improvement of the technical scheme, a horizontal stiffening rib is arranged between the upper transverse clapboard and the lower transverse clapboard, and the upper transverse clapboard, the lower transverse clapboard and the horizontal stiffening rib are connected into a whole by penetration welding.

As a further improvement of the above technical solution, the inner partition is fillet-welded to the contact portion of the inner wall of the U-shaped longitudinal rib, and the top of the inner partition is parallel to the panel and the gap between the top of the inner partition and the bottom of the panel is less than or equal to 0.5 mm.

As a further improvement of the above technical solution, the reinforcing bars are laid on the face plate along the transverse bridge direction and the longitudinal bridge direction, respectively, and the distance between adjacent reinforcing bars is 2 m.

As a further improvement of the above technical solution, the reinforcing mesh includes transverse reinforcing bars and longitudinal reinforcing bars laid along the transverse bridge direction and the longitudinal bridge direction, respectively, the longitudinal reinforcing bars are laid on the reinforcing bars, the transverse reinforcing bars are laid on the longitudinal reinforcing bars, a distance between adjacent transverse reinforcing bars is 32mm, and a distance between adjacent longitudinal reinforcing bars is also 32 mm.

As a further improvement of the above technical solution, the shear connector further comprises a plurality of shear pins, the plurality of shear pins are welded to the upper surface of the panel along the transverse bridge direction and the longitudinal bridge direction, respectively, and the distance between adjacent shear pins is 250 mm.

Drawings

In order to more clearly illustrate the technical solution in the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly described below. It is clear that the described figures represent only some embodiments of the invention, not all embodiments, and that a person skilled in the art can also derive other designs and figures from these figures without inventive effort.

Fig. 1 is a schematic view of the layout structure of the orthotropic steel bridge deck without the arc-shaped notch of the present invention;

FIG. 2 is a schematic structural view of the U-shaped longitudinal rib and the panel welding position of the present invention;

FIG. 3 is a schematic structural view of the U-shaped longitudinal rib and the panel of the present invention after welding;

FIG. 4 is a schematic view of the arrangement structure of the longitudinal and transverse reinforcing bars of the present invention;

fig. 5 is a manufacturing flow chart of the orthotropic steel bridge deck without the arc-shaped notch of the present invention.

In the figure, 1-panel, 2-U-shaped longitudinal rib, 3 transverse partition plate, 301-upper transverse partition plate, 302-lower transverse partition plate, 303-horizontal stiffening rib, 4-inner partition plate, 5-UHPC layer, 6-asphalt wearing layer, 7-reinforcing mesh, 701 transverse reinforcing steel bar, 702-longitudinal reinforcing steel bar, 8-longitudinal rib abdominal cavity and 9-shear nail.

Detailed Description

This section will describe in detail the embodiments of the present invention, preferred embodiments of the present invention are shown in the attached drawings, which are used to supplement the description of the text part of the specification with figures, so that one can intuitively and vividly understand each technical feature and the whole technical solution of the present invention, but they cannot be understood as the limitation of the protection scope of the present invention.

In the description of the present invention, it should be understood that the orientation or positional relationship indicated with respect to the orientation description, such as up, down, front, rear, left, right, etc., is based on the orientation or positional relationship shown in the drawings, and is only for convenience of description and simplification of description, and does not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.

In the description of the present invention, if words such as "a plurality" are used, the meaning is one or more, the meaning of a plurality of words is two or more, and the meaning of more than, less than, more than, etc. is understood as not including the number, and the meaning of more than, less than, more than, etc. is understood as including the number.

In the description of the present invention, unless otherwise clear and definite limitations, words such as setting, manufacturing, connecting, etc. should be understood in a broad sense, and those skilled in the art can reasonably determine the specific meanings of the above words in the present invention by combining the specific contents of the technical solutions.

Referring to fig. 1, in the embodiment of the present invention, a novel orthotropic steel deck plate 1 without arc-shaped notch includes: the panel 1 is a common upper flange of the U-shaped longitudinal rib 2 and the diaphragm plate 3, a UHPC layer 5 and an asphalt wearing layer 6 are sequentially paved on the surface of the panel 1 from bottom to top, a reinforcing steel bar and a reinforcing steel bar mesh 7 are arranged in the UHPC layer 5, the U-shaped longitudinal rib 2 and the bottom surface of the panel 1 are welded to form a groove-shaped longitudinal rib abdominal cavity 8, and the diaphragm plate 3 is perpendicular to the U-shaped longitudinal rib 2 and is welded to the bottom surface of the panel 1. The thickness of the panel 1 is 10mm, the panel is thinner than the existing 16mm, 18mm or 20mm design, the UHPC layer 5 is paved on the panel 1, the UHPC layer 5 has high strength, high performance and high durability, the elastic modulus does not change along with the temperature, the UHPC layer 5 and the panel 1 are combined to obviously increase the rigidity of the bridge deck and reduce the deformation of the panel and the construction detail wheel load stress of the orthotropic steel bridge deck, so that the panel 1 is thinned, the manufacturing cost can be obviously reduced, and the simplicity and the industrial controllability of the orthotropic steel bridge deck are improved. The U-shaped longitudinal rib 2 is formed by cold bending, the thickness is 10mm, the width of an upper opening of the U-shaped longitudinal rib is 300mm, the height of the U-shaped longitudinal rib is 300mm, the bottom of the U-shaped longitudinal rib 2 is an arc, the outer radius is 100mm, and the inner radius is 90 mm. The transverse bridge-to-center distance of the U-shaped longitudinal ribs 2 is 600mm, so that the excessive influence of cold-bending plastic deformation on the toughness is avoided.

In some embodiments, the diaphragm plate 3 is composed of an upper diaphragm plate 301 and a lower diaphragm plate 302, the upper diaphragm plate 301 has a height of 600mm and a thickness of 16mm, and the lower diaphragm plate 302 has a thickness of 10 mm. The diaphragm plate 3 in the prior art is a whole block with the same thickness and is thinner, so under the action of wheel load, the stress level of the side details of the U-shaped longitudinal rib-diaphragm plate welding seam diaphragm plate and the cut parent metal details of the diaphragm plate 3 is higher, and fatigue cracking is easily caused. The utility model discloses divide into horizontal cross slab 301 and horizontal cross slab 302 two parts down with diaphragm 3, be equipped with horizontal stiffening rib 303 simultaneously between last diaphragm 301 and lower diaphragm 302, adopt to weld through going up diaphragm 301, lower diaphragm 302 and horizontal stiffening rib 303 and become whole when panel 1 preparation. The utility model discloses do the thickening to last diaphragm 301, can reduce the stress level of U-shaped longitudinal rib-diaphragm welding seam diaphragm side detail and 3 incision parent metal details of diaphragm effectively, reduce fatigue cracking risk.

In some embodiments, the upper transverse partition plate 301 is provided with a cut through which the U-shaped longitudinal rib 2 passes, the inner partition plate 4 is fixedly connected in the longitudinal rib abdominal cavity 8, the shape of the inner partition plate 4 is matched with the inner contour of the cross section of the U-shaped longitudinal rib 2, the gap between the inner partition plate 4 and the panel 1 meets the requirement of polishing and jacking, and the gap is less than or equal to 0.5 mm. The thickness of the inner clapboard 4 is consistent with that of the upper clapboard 301 and is in the same plane. The inner baffle 4 can greatly reduce the bending stress of the longitudinal rib details at the tail end of the U-shaped longitudinal rib-diaphragm plate connecting weld joint.

In some embodiments, the reinforcing bars are laid on the panel 1 in the transverse and longitudinal bridge directions, respectively, and the interval between adjacent reinforcing bars is 2 m. The reinforcing bars had a length of 50mm and a diameter of 14 mm.

In some embodiments, the mesh reinforcement 7 comprises transverse bars 701 and longitudinal bars 702 laid in the transverse direction and the longitudinal direction, respectively, the longitudinal bars 702 are laid on the reinforcing bars, the transverse bars 701 are laid on the longitudinal bars 702, the distance between adjacent transverse bars 701 is 32mm, and the distance between adjacent longitudinal bars 702 is 32 mm. The transverse steel bars 701 and the longitudinal steel bars 702 are both phi 10mmHRB 400-grade ribbed steel bars.

In some embodiments, a plurality of shear pins 9 are further included, the plurality of shear pins 9 are welded to the upper surface of the panel 1 along the transverse direction and the longitudinal direction, respectively, and the distance between adjacent shear pins 9 is 250 mm. The shear pins 9 have a diameter of 13mm and a height of 35 mm.

Referring to fig. 5, the manufacturing method of the novel orthotropic steel bridge deck without the arc-shaped notch comprises the following steps:

s1, blanking the inner partition plate 4, the U-shaped longitudinal ribs 2 and the upper transverse partition plate 301, polishing the edge and shaping;

s2, cold-bending and forming the U-shaped longitudinal rib 2, and cutting a notch for the U-shaped longitudinal rib 2 to pass through by the upper transverse partition plate 301;

s3, welding the inner partition plate 4 and the U-shaped longitudinal rib 2; since the inner partition 4 is located inside the U-shaped longitudinal rib 2, the inner partition 4 is first manufactured. The standard forming of the U-shaped longitudinal ribs 2 needs to be considered in the construction, and the inner partition plate 4 is precisely blanked. The thickness of the inner partition plate 4 is the same as that of the upper cross partition plate 301, and the inner partition plate 4 is aligned with the corresponding upper cross partition plate 301 in the longitudinal bridge direction during manufacturing, so that the inner partition plate 4 can actually play a role. The inner baffle 4 is connected with the U-shaped longitudinal rib 2 through a double-sided fillet weld with the fillet dimension of 6 mm.

S4, welding the U-shaped longitudinal rib 2 with the panel 1; since the panel 1 is in direct contact with the vehicle load, the quality of the weld there directly affects the fatigue performance of the construction details. The U-shaped longitudinal rib-panel outer side welding line adopts groove welding, wherein the groove angle alpha is controlled to be 52-55 degrees, the truncated edge a is controlled to be 1.5-2.5mm, and the positioning posture of the U-shaped longitudinal rib 2 and the panel 1 is specifically shown in figure 2. The outboard welding adopts ship position welding, and the penetration rate is not lower than 80%. The assembly of the U-shaped longitudinal rib 2 and the panel 1 needs to control the gap between the U-shaped longitudinal rib 2 and the panel 1, so that the phenomenon that the root of the U-shaped longitudinal rib 2 is burnt through due to the large assembly gap in the welding process and the internal welding defect is further caused is avoided. The gap b is required to be not more than 0.5 mm. When the U-shaped longitudinal rib-panel weld is complete, the thickness c without penetration is no greater than 1.6mm, as shown in particular in fig. 3. In addition, the process of making the cut of the upper horizontal partition plate 301 may be completed at step S1.

S5, welding the upper transverse partition plate 301 with the U-shaped longitudinal ribs 2 and the panel 1; at the intersection of the panel 1, the U-shaped longitudinal rib 2 and the upper transverse clapboard 301, the upper transverse clapboard 301 is partially processed into a fillet of a through-welding hole of 10mm multiplied by 10mm, after each plate is in place, the upper transverse clapboard 301 is welded with the panel 1 and the U-shaped longitudinal rib 2 in a continuous welding and non-arc-quenching way, and the through-welding hole at the corner of the U-shaped longitudinal rib 2 and the panel 1 is filled. Orthotropic steel bridge deck 1 under the prior art scheme will usually set up the arc incision under U-shaped longitudinal rib 2 for the longitudinal rib-diaphragm junction position rises (the distance from the longitudinal rib neutral axis reduces), thereby reduces the stress that the longitudinal rib rotated on the longitudinal rib-diaphragm structure detail. However, the arrangement of the arc-shaped notch forms more fatigue construction details, the construction details are more, the stress is extremely complex, and the fatigue cracking is easy to occur. And the utility model adopts the steel-UHPC combined bridge floor, the rigidity of the bridge floor is increased, and the deflection deformation of the longitudinal ribs is reduced, so that the arc-shaped notch is not needed to be arranged, and the fatigue construction details are reduced. In addition, because the U-shaped longitudinal ribs 2 have errors in assembly on the panel 1, and the upper transverse clapboard 301 has certain errors in cutting, in order to ensure the smooth assembly of the upper transverse clapboard 301 and the U-shaped longitudinal ribs 2, a process gap of 2mm is reserved in the longitudinal rib notches of the upper transverse clapboard 301. And after the U-shaped longitudinal rib-diaphragm plate is welded, polishing the welding line, wherein the fillet size of the fillet welding line is 8 mm.

S6, welding the upper transverse clapboard 301 and the lower transverse clapboard 302; in order to avoid the phenomenon that welding quality is poor due to the fact that welding is conducted upwards when the diaphragm plates 3 are welded, the upper diaphragm plate 301, the U-shaped longitudinal ribs 2 and the panel 1 are welded well, and then the upper diaphragm plate 301, the lower diaphragm plate 302 and the horizontal stiffening ribs 303 are connected into a whole through groove penetration welding.

S7, welding the shear nails 9 on the panel 1; the combination stress of the UHPC layer 5 and the panel 1 is improved through the shear nails 9, and the structural firmness is improved.

S8, paving reinforcing steel bars, longitudinal steel bars 702 and transverse steel bars 701 on the panel 1 in sequence; a reinforcing steel bar is horizontally arranged on the panel 1 at intervals of 2m in both the transverse bridge direction and the longitudinal bridge direction, longitudinal reinforcing steel bars 702 are firstly laid on the reinforcing steel bars, and the transverse distance between the longitudinal reinforcing steel bars 702 is 32mm, so that if the longitudinal reinforcing steel bars collide with the position of the shear nails 9, the position of the longitudinal reinforcing steel bars 702 can be properly adjusted. Transverse steel bars 701 are laid on the longitudinal steel bars 702, and the longitudinal distance between the transverse steel bars 701 is 32 mmm. If the position of the transverse reinforcing steel bar 701 conflicts with the position of the shear nail 9, the position of the transverse reinforcing steel bar 701 close to the shear nail 9 can be properly adjusted, and the transverse reinforcing steel bar 701 close to the shear nail 9 needs to be bound with the shear nail 9, as shown in fig. 4.

S9, pouring the UHPC layer 5, and curing the UHPC layer 5. And finally paving an asphalt wearing layer 6. On the premise of not increasing the weight of the bridge deck system, the bending moment of inertia of the steel-UHPC combined structure is obviously increased, the local bending rigidity is increased, and the increase is not changed along with the temperature. In addition, the increase of the rigidity of the bridge deck is beneficial to dispersing concentrated wheel loads to a larger range. The stress on the structural details of the orthotropic steel bridge deck slab under the action of concentrated wheel load is greatly reduced, so that the fatigue performance of the orthotropic steel bridge deck slab can be obviously improved.

While the preferred embodiments of the present invention have been described in detail, it will be understood by those skilled in the art that the invention is not limited to the details of the embodiments shown, but is capable of various modifications and substitutions without departing from the spirit of the invention.

Claims (7)

1. The utility model provides a novel exempt from notched orthotropic steel decking of arc which characterized in that includes: the panel is an upper flange shared by the U-shaped longitudinal rib and the transverse partition plate, a UHPC layer and an asphalt wearing layer are sequentially paved on the surface of the panel from bottom to top, a reinforcing steel bar and a reinforcing steel mesh are arranged in the UHPC layer, the U-shaped longitudinal rib and the bottom surface of the panel are welded to form a groove-shaped longitudinal rib abdominal cavity, the transverse partition plate is perpendicular to the U-shaped longitudinal rib and is welded to the bottom surface of the panel, a notch for the U-shaped longitudinal rib to penetrate through is formed in the transverse partition plate, the inner partition plate is welded to the inside of the longitudinal rib abdominal cavity and is in the same plane with the transverse partition plate, the shape of the inner partition plate is matched with the inner contour of the cross section of the U-shaped longitudinal rib, and the thickness of the inner partition plate is consistent with that of the transverse partition plate.

2. The novel orthotropic steel bridge deck plate free of arc-shaped cuts of claim 1, wherein the diaphragm plate is composed of an upper diaphragm plate and a lower diaphragm plate, the thickness of the upper diaphragm plate is greater than that of the lower diaphragm plate, and the thickness of the inner diaphragm plate is consistent with that of the upper diaphragm plate.

3. The novel orthotropic steel bridge deck plate free of arc-shaped notches of claim 2, wherein horizontal stiffening ribs are arranged between the upper transverse partition plate and the lower transverse partition plate, and the upper transverse partition plate, the lower transverse partition plate and the horizontal stiffening ribs are integrally connected by fusion welding.

4. The novel orthotropic steel bridge deck plate free of the arc-shaped notch as claimed in claim 1, wherein the inner partition plate is connected with the contact part of the inner wall of the U-shaped longitudinal rib in a fillet welding mode, and the top of the inner partition plate is parallel to the deck plate and the gap between the top of the inner partition plate and the bottom of the deck plate is smaller than or equal to 0.5 mm.

5. The novel orthotropic steel bridge deck without the arc-shaped notch as claimed in claim 1, wherein the reinforcing bars are laid on the deck along the transverse direction and the longitudinal direction respectively, and the interval between the adjacent reinforcing bars is 2 m.

6. The novel orthotropic steel bridge deck without the arc-shaped notch as claimed in claim 1, wherein the reinforcing mesh comprises transverse reinforcing bars and longitudinal reinforcing bars which are respectively laid in a transverse bridge direction and a longitudinal bridge direction, the longitudinal reinforcing bars are laid on the reinforcing bars, the transverse reinforcing bars are laid on the longitudinal reinforcing bars, the distance between the adjacent transverse reinforcing bars is 32mm, and the distance between the adjacent longitudinal reinforcing bars is 32 mm.

7. The novel orthotropic steel bridge deck without the arc-shaped notch as claimed in claim 1, further comprising a plurality of shear nails, wherein the plurality of shear nails are welded on the upper surface of the deck along the transverse bridge direction and the longitudinal bridge direction respectively, and the distance between the adjacent shear nails is 250 mm.

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