Steel bridge deck pavement structure and construction method thereof

Abstract

The application discloses a steel bridge deck pavement structure and a construction method thereof. The method comprises the following steps: S1, preparing at least two steel bridge deck plates; S2, sequentially performing the following construction procedures on each steel bridge deck plate: (1) performing sand blasting rust removal treatment on the surface of the steel bridge deck plate and welding shear pins; (2) laying transverse steel bars and longitudinal steel bars to form a grid structure layer which is interlaced with each other; S3, arranging reinforcing steel bars and a toothed end mold at the joint of the at least two steel bridge deck plates; S4, respectively pouring the at least two steel bridge deck plates to form an ultra-high performance concrete pavement layer; and S5, laying an abrasion layer on the ultra-high performance concrete pavement layer. The application can improve the compressive strength, shearing strength and fatigue resistance of the ultra-high performance concrete pavement layer and ensure that the ultra-high performance concrete pavement layer does not flow and is not distributed in the pouring process, so that the thickness of the ultra-high performance concrete pavement layer is ensured.

Description

Technical Field

[0001] This invention relates to the field of bridge construction engineering technology, specifically to a steel bridge deck pavement structure and its construction method. Background Technology

[0002] With the rapid development of my country's transportation industry, bridge construction has also surged. As long-span bridges become increasingly common, steel bridges have been widely adopted. Steel bridge deck systems offer many advantages, such as lighter weight and the ability to be prefabricated and then hoisted on-site, thus reducing construction time.

[0003] In steel bridge deck systems, the concrete pavement layer is particularly important. Compared to ordinary concrete, ultra-high performance concrete used in composite bridge deck structures has better compressive and tensile strength. However, the joints of steel bridge deck structures bear repeated vehicle loads, and relying solely on ultra-high performance concrete is insufficient to guarantee the durability and fatigue resistance of the bridge deck structure, leading to cracking problems in the composite steel bridge deck structure and resulting in significant economic costs for bridge maintenance and renovation. Furthermore, the concrete pavement layer typically installed on steel bridge decks cannot be too thick to avoid excessively increasing the bridge's dead weight and affecting its load-bearing capacity.

[0004] Therefore, strengthening the structural load-bearing frame of steel bridge deck pavement and ensuring the thickness of concrete pavement layers are particularly important issues that have become important challenges for those skilled in the art. Summary of the Invention

[0005] To address the aforementioned problems, this invention provides a steel bridge deck pavement structure and its construction method, which can improve the compressive and shear strength and fatigue resistance of the ultra-high performance concrete pavement layer, and ensure that the ultra-high performance concrete pavement layer does not flow during the pouring process to ensure the thickness of the ultra-high performance concrete pavement layer.

[0006] To achieve the above objectives, the present invention provides a construction method for a steel bridge deck pavement structure, comprising the following steps:

[0007] S1: Prepare at least two steel bridge deck panels;

[0008] S2: The following construction procedures are carried out for each of the above steel bridge deck panels in sequence: (1) Sandblasting and rust removal treatment of the steel bridge deck panel surface and welding shear nails; (2) Laying horizontal and vertical steel bars to form an interlocking grid structure layer;

[0009] S3: Reinforcing bars and toothed end molds are installed at the joints of at least two steel bridge deck panels;

[0010] S4: Pour at least two steel bridge deck panels to form an ultra-high performance concrete pavement layer;

[0011] S5: Lay a wear-resistant layer on the ultra-high performance concrete pavement layer.

[0012] Furthermore, step S2 includes: first laying longitudinal reinforcing bars, then laying transverse reinforcing bars, wherein the transverse reinforcing bars are laid at equal intervals with a spacing of 100mm between them, and the longitudinal reinforcing bars are laid at equal intervals with a spacing of 100mm between them.

[0013] Furthermore, the specifications of the transverse and longitudinal reinforcing bars are all... The steel bars, preferably

[0014] Furthermore, the transverse and longitudinal reinforcing bars are connected by binding with steel wire or iron wire, and the ends of the steel wire or iron wire face the steel bridge deck.

[0015] Furthermore, step S3 includes: setting the reinforcing steel bar parallel to the longitudinal steel bar, and setting the reinforcing steel bar staggered from the longitudinal steel bar.

[0016] Furthermore, the reinforcing bars are arranged at equal intervals, and the specifications of the reinforcing bars are as follows:

[0017] Furthermore, step S3 includes: the toothed end mold is provided with positioning slots that are adapted to the diameters of the transverse reinforcing bars, longitudinal reinforcing bars and reinforcing bars; the positioning slots of the toothed end mold are aligned with the transverse reinforcing bars, longitudinal reinforcing bars and reinforcing bars for installation, so that the toothed end mold is fitted onto the transverse reinforcing bars, longitudinal reinforcing bars and reinforcing bars through the positioning slots.

[0018] Furthermore, step S4 includes: first pouring the first side of the toothed end mold to form a first pouring layer; after the first pouring layer has set, removing the toothed end mold and then pouring the remaining part to form a second pouring layer; the first pouring layer and the second pouring layer have the same thickness; the first pouring layer and the second pouring layer form the ultra-high performance concrete pavement layer.

[0019] Furthermore, after completing the process (1), before proceeding to the process (2), the steel bridge deck with shear studs welded in the process (1) is coated with an anti-corrosion coating.

[0020] Furthermore, step S4 also includes leveling and curing after the ultra-high performance concrete is poured.

[0021] Furthermore, step S5 includes:

[0022] S51: The ultra-high performance concrete pavement layer is shot blasted.

[0023] S52: Apply resin asphalt EBCL to the ultra-high performance concrete pavement layer after shot blasting, and then spread crushed stone to form a waterproof and anti-slip bonding layer.

[0024] S53: Apply RA resin asphalt binder to the waterproof and anti-slip bonding layer to form RA resin asphalt bonding layer, and lay RA10 resin asphalt mixture, cure, and shot blast to form RA10 resin asphalt mixture layer.

[0025] S54: Finally, apply EBCL binder and sprinkle gravel. After curing, an EBCL waterproof and anti-slip surface layer is formed, constituting the wear layer. The wear layer has a thickness of 23mm to 27mm, preferably 25mm.

[0026] Furthermore, the wear layer can also be made of hot-mixed, hot-paved, graded asphalt mixture, constructed using a high-precision paver and compacted by a steel wheel roller, with a thickness of 18mm to 22mm, preferably 20mm.

[0027] In another aspect, the present invention provides a steel bridge deck pavement structure, comprising at least two steel bridge deck panels, wherein the at least two steel bridge deck panels are provided with transverse reinforcing bars and longitudinal reinforcing bars, the transverse reinforcing bars and the longitudinal reinforcing bars are interlaced to form a grid structure layer, and reinforcing bars are provided at the joints of the at least two steel bridge deck panels, the reinforcing bars being arranged parallel to the longitudinal reinforcing bars, and an ultra-high performance concrete pavement layer is laid on the at least two steel bridge deck panels, the ultra-high performance concrete pavement layer including a protective layer, the ultra-high performance concrete pavement layer covering the transverse reinforcing bars, the longitudinal reinforcing bars and the reinforcing bars, and an abrasion layer is laid on the ultra-high performance concrete pavement layer.

[0028] Furthermore, the thickness of the protective layer is not less than 15 mm.

[0029] The present invention has at least the following technical effects through the technical solution provided by the present invention:

[0030] The steel bridge deck pavement structure and its construction method provided by this invention, when pouring ultra-high performance concrete, can ensure that the ultra-high performance concrete pavement layer does not flow during the pouring process by setting toothed end molds and pouring them in a distributed and sequential manner. In addition, the toothed end molds are symmetrically arranged along the joint direction, so that the stress of ultra-high performance concrete is evenly distributed in each steel bridge deck, further ensuring the thickness of the ultra-high performance concrete pavement layer. Furthermore, reinforcing bars are provided in the direction parallel to the longitudinal reinforcing bars, which can improve the compressive and shear strength and fatigue resistance of the ultra-high performance concrete pavement layer.

[0031] Other features and advantages of the present invention will be described in detail in the following detailed description section. Attached Figure Description

[0032] Figure 1 A flowchart of the construction method for the steel bridge deck pavement structure provided by the present invention;

[0033] Figure 2 This is a schematic diagram of the steel bridge deck pavement structure provided by the present invention;

[0034] Figure 3 The temperature change diagram of the steel bridge deck during the welding process of the welding studs provided by the present invention;

[0035] Figure 4 This is a top view of the casting process provided in an embodiment of the present invention;

[0036] Figure 5 A top view of the casting process provided in another embodiment of the present invention;

[0037] Figure 6 This is a schematic diagram of the toothed end mold at the joint provided by the present invention;

[0038] Figure 7 A structural diagram of the wear layer provided by the present invention;

[0039] Figure 8 The block casting sequence and casting direction provided by this invention.

[0040] Figure label:

[0041] 1 First steel bridge deck; 2 Second steel bridge deck; 3 Shear studs; 4 Transverse reinforcement; 5 Longitudinal reinforcement; 6 Reinforcing reinforcement; 7 Toothed end form; 71 Convex; 72 Concave; 8 Ultra-high performance concrete pavement layer; 9 First cast layer; 10 Second cast layer; 11 Wearing layer; 111 Waterproof and anti-slip bonding layer; 112 RA resin asphalt bonding layer; 113 RA10 resin asphalt mixture layer; 114 EBCL waterproof and anti-slip overlay layer; 121 First side; 122 Second side; 123 Third side; 124 Fourth side Detailed Implementation

[0042] The specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings. It should be understood that the specific embodiments described herein are for illustration and explanation only and are not intended to limit the scope of the present invention.

[0043] It should be noted that, unless otherwise specified, the embodiments and features described in the present invention can be combined with each other.

[0044] In this invention, unless otherwise stated, directional terms such as "upper," "lower," "top," and "bottom" are generally used to describe the relative positions of components in relation to the directions shown in the accompanying drawings or in relation to the vertical, perpendicular, or gravitational directions. The transverse direction refers to the direction consistent with the length of the transverse reinforcing bar, and the longitudinal direction refers to the direction consistent with the length of the longitudinal reinforcing bar.

[0045] The present invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0046] Please refer to Figure 1 , Figure 2 and Figure 4 , Figure 1 This is a flowchart of the construction method for the steel bridge deck pavement structure provided by the present invention. Figure 2 This is a schematic diagram of the steel bridge deck pavement structure provided by the present invention. Figure 4 The structural top view of the casting process provided by the present invention includes the following construction method for the steel bridge deck pavement structure: Step S1: Prepare at least two steel bridge deck panels. In this embodiment, prepare a first steel bridge deck panel 1 and a second steel bridge deck panel 2.

[0047] Step S2: The following construction procedures are carried out sequentially on the first steel bridge deck 1 and the second steel bridge deck 2: Procedure (1) The surfaces of the first steel bridge deck 1 and the second steel bridge deck 2 are sandblasted to remove rust, and the first steel bridge deck 1 and the second steel bridge deck 2 are clean and dry, free of oxide scale, rust, non-weldable coatings, oil stains, dust and other impurities. Then, shear studs 3 are welded. Before welding, each position of the shear studs 3 should be locally ground to ensure that the surface of the weld is flat and smooth. In this embodiment, an electric arc stud welding machine is used to weld the shear studs 3. During welding, the welding time should be controlled to ensure the welding quality. After welding, the ink lines, welding slag, magnetic rings and debris set during positioning are removed. The shear studs 3 are welded studs. The diameter of the welded studs can be 13mm, the height can be 40mm, and the distance between the welded studs can be 200mm to form a grid arrangement. In one embodiment of the present invention, after the welding studs are welded, two coats of epoxy glass flake paint are immediately applied around the steel bridge deck pavement structure formed by the first steel bridge deck 1 and the second steel bridge deck 2 to form an anti-corrosion coating within a 0.5m radius. The total thickness of the paint film is not less than 450μm, so as to seal and protect the steel bridge deck pavement structure after rust removal. The surface of the anti-corrosion coating should be flat, uniform, and free from defects such as missed coating, bubbles, cracks, pores, and rust.

[0048] In this embodiment, when the designed position of the welding stud conflicts with the joint position of the first steel bridge deck 1 and the second steel bridge deck 2, the welding stud should be offset from the joint boundary by 2cm to 3cm, and the welding stud should not be directly welded to the splicing joint.

[0049] Figure 3The diagram shows the temperature change of the steel bridge deck during the welding process of the welding studs of this invention. As can be seen from the diagram, the highest temperature directly beneath the steel bridge deck during welding is 190°C, the average temperature is 140°C, and the standard deviation is 20.3°C. Furthermore, during welding of the studs, it was observed that the temperature directly beneath the steel bridge deck rises rapidly, reaching its maximum temperature in 5-8 seconds; and after reaching the maximum temperature, the temperature drops rapidly, decreasing to 100°C in 8-10 seconds and to 50°C in 48-57 seconds. Therefore, during welding, the highest temperature directly beneath the steel bridge deck does not exceed 200°C, having no impact on the steel bridge deck itself. The temperature influence range is also small, and adjacent studs are almost unaffected.

[0050] In step S2, process (2) involves laying transverse reinforcing bars 4 and longitudinal reinforcing bars 5 on the anti-corrosion steel bridge deck. The transverse reinforcing bars 4 and longitudinal reinforcing bars 5 are then connected by binding with steel wire or iron wire (not shown in the figure), with the ends of the steel wire or iron wire facing the steel bridge deck, forming an interlaced grid structure layer. In this embodiment, longitudinal reinforcing bars 5 are laid at equal intervals first, followed by transverse reinforcing bars 4 at equal intervals. The specifications of both transverse reinforcing bars 4 and longitudinal reinforcing bars 5 can be... The spacing between the transverse reinforcing bars 4 and the longitudinal reinforcing bars 5 can be 100mm. Of course, in other embodiments, the specifications and spacing of the transverse reinforcing bars 4 and the longitudinal reinforcing bars 5 can be selected according to the area of ​​the steel bridge deck pavement structure, and no restrictions are set here.

[0051] When laying the transverse reinforcing bars 4 and longitudinal reinforcing bars 5, they can be placed on the steel bridge deck first. The steel reinforcement spacers can be spaced 2m apart to ensure the height of the grid structure layer.

[0052] In this embodiment, the transverse reinforcing bars 4 are spot-welded to some of the studs, and the spot welding interval can be 2m to prevent the transverse reinforcing bars 4 and longitudinal reinforcing bars 5 from floating up during the steel bridge deck paving.

[0053] Step S3: Install reinforcing steel bars 6 and toothed end molds 7 at the joint between the first steel bridge deck 1 and the second steel bridge deck 2; please refer to Figure 4 , Figure 4 The diagram shows a top view of the casting process provided by this invention. The reinforcing bars 6 are arranged parallel to the longitudinal bars 5 at equal intervals and staggered from them. The specifications of the reinforcing bars 6 can be... No limitations are imposed here. In another embodiment of the invention, when the joint of the ultra-high performance concrete pavement layer 8 is a longitudinal joint, that is, the joint direction is consistent with the direction of the longitudinal reinforcement 5, the reinforcing reinforcement 6 is set at equal intervals parallel to the transverse reinforcement 4 and staggered from the transverse reinforcement 4, which is also not limited here. In other embodiments, the reinforcing reinforcement 6 can also be set at non-equal intervals, as long as it can match the positioning buckle of the toothed end mold 7 and enhance the strength of the steel bridge deck joint. The present invention sets the reinforcing reinforcement 6 vertically along the joint direction, which can enhance the integrity of the ultra-high performance concrete pavement layer 8 at the joint, and enhance the strength and tensile strength of the steel bridge deck pavement structure at the points where shear stress is easily generated, thereby enhancing the overall strength of the steel bridge deck and giving the steel bridge deck good durability.

[0054] A toothed end mold 7 is installed at the reinforcing steel bar 6. The toothed end mold 7 has a positioning slot (not shown in the figure) that matches the diameter of the transverse steel bar 4, the longitudinal steel bar 5 and the reinforcing steel bar 6. The positioning slot of the toothed end mold 7 is aligned with the transverse steel bar 4, the longitudinal steel bar 5 and the reinforcing steel bar 6 for installation. This allows the toothed end mold 7 to be fitted onto the transverse steel bar 4, the longitudinal steel bar 5 and the reinforcing steel bar 6 through the positioning slot, so that the toothed end mold 7 does not shift during the pouring process and can be easily removed and placed at any time.

[0055] like Figure 6 As shown, Figure 6 The diagram shows a schematic of the toothed end mold at the joint provided by the present invention. In this embodiment, the toothed end mold 7 includes multiple convex shapes 71 and concave shapes 72, which are alternately arranged along the transverse reinforcing bar 4. The transverse and longitudinal lengths of the convex shapes 71 and concave shapes 72 are the same. In this embodiment, the transverse and longitudinal lengths of the convex shapes 71 and the concave shapes 72 can both be 200 mm, and the depth of the toothed end mold 7 can be 200 mm. Of course, in other embodiments, the specifications and spacing of the reinforcing bar 6 and the toothed end mold 7 can be selected according to the area of ​​the steel bridge deck pavement, and no restrictions are set here. The transverse length refers to the length consistent with the transverse reinforcing bar 4, and the longitudinal length refers to the length consistent with the longitudinal reinforcing bar 5.

[0056] In one embodiment of the present invention, such as Figure 4 As shown, the spacing between the reinforcing bars 6 is 100mm, so that the reinforcing bars 6 are provided in both the convex shape 71 and the concave shape 72.

[0057] In another embodiment of the invention, such as Figure 5As shown, the spacing between the reinforcing bars 6 is 350mm, so that the reinforcing bars 6 are only provided on the convex shape 71. In this embodiment, the convex shape 71 has a positioning slot in the transverse direction that matches the diameter of the longitudinal bar 5 and the reinforcing bar 6, and the concave shape 72 has a positioning slot in the transverse direction that matches the diameter of the longitudinal bar 5. Of course, in other embodiments, the reinforcing bars 6 can also be provided only on the concave shape 72. When the reinforcing bars 6 are only provided on the concave shape 72, the positioning slots of the toothed end mold 7 should be adjusted accordingly. That is, the convex shape 71 has a positioning slot in the transverse direction that matches the diameter of the longitudinal bar 5, and the concave shape 72 has a positioning slot in the transverse direction that matches the diameter of the longitudinal bar 5 and the reinforcing bar 6, so that the toothed end mold 7 can be fitted onto the longitudinal bar 5 or the reinforcing bar 6 respectively through the positioning slots. There is no limitation here.

[0058] In the above embodiments of the present invention, the distance between the positioning slots of the toothed end mold 7 can be set according to the distance between the transverse reinforcing bars 4, the distance between the longitudinal reinforcing bars 5 and the reinforcing bars 6, and the number of positioning slots of the toothed end mold 7 can be set according to the number of transverse reinforcing bars 4, longitudinal reinforcing bars 5 and reinforcing bars 6 respectively. Of course, in other embodiments, the positioning slots in the transverse direction can also be set as a single unit, that is, only one positioning slot is needed in the transverse direction, and it is not necessary to set corresponding positioning slots according to the number of longitudinal reinforcing bars 5 and reinforcing bars 6 respectively, so that the toothed end mold 7 can be fitted onto the transverse reinforcing bars 4, longitudinal reinforcing bars 5 and reinforcing bars 6 through the positioning slots. No limitation is made here.

[0059] Step S4: Cast the first steel bridge deck 1 and the second steel bridge deck 2 respectively to form an ultra-high performance concrete pavement layer 8. The ultra-high performance concrete pavement layer 8 covers the shear studs 3, transverse reinforcement 4, longitudinal reinforcement 5, and reinforcing reinforcement 6. The ultra-high performance concrete pavement layer 8 includes a protective layer with a thickness of not less than 15mm to ensure that the new and old concrete are integrated. The protective layer refers to the part of the ultra-high performance concrete pavement layer 8 that does not cover the shear studs 3, transverse reinforcement 4, longitudinal reinforcement 5, and reinforcing reinforcement 6 (i.e., the area above the ultra-high performance concrete pavement layer 8). The thickness of the ultra-high performance concrete pavement layer 8 can be 50mm to avoid excessively increasing the dead weight of the bridge and affecting its load-bearing capacity, but this is not a limitation.

[0060] like Figure 6As shown, the pouring of ultra-high performance concrete includes first pouring the first side of the toothed end mold 7 to form a first pouring layer 9. After the first pouring layer 9 has set, the toothed end mold 7 is removed, and the remaining part is poured to form a second pouring layer 10. The first pouring layer 9 and the second pouring layer 10 have the same thickness. In this embodiment, after forming the first pouring layer 9 and before pouring the second pouring layer 10, the joint section should be roughened to expose the steel fibers in the ultra-high performance concrete pavement layer 8 of the first pouring layer 9 at the joint section. After roughening, no loose residue or debris is left. In this embodiment, the roughening width is not less than 2 cm, including but not limited to this. The present invention uses a toothed end mold for casting, which makes the joint cross-section easier to roughen. This ensures that the steel fibers at the joint cross-section can be embedded in the ultra-high performance concrete of the first casting layer 9 and the second casting layer 10, thereby achieving continuous force transmission of the ultra-high performance concrete of the first casting layer 9 and the second casting layer 10 at the joint and improving the crack resistance and durability of the steel bridge deck joint.

[0061] In this embodiment, the thickness of both the first pouring layer 9 and the second pouring layer 10 is 50 mm, including but not limited to this. The first pouring layer 9 and the second pouring layer 10 form an ultra-high performance concrete pavement layer 8. That is, in this embodiment, the thickness of the ultra-high performance concrete pavement layer 8 is 50 mm, including but not limited to this. The joints of the ultra-high performance concrete pavement layer 8 are transverse joints, that is, the joint direction is consistent with the direction of the transverse reinforcing bars 4. By setting the toothed end mold 7 during the pouring process and pouring in stages, this invention can ensure that the concrete material does not flow on the steel bridge deck. Furthermore, the shape of the toothed end mold 7 is symmetrically arranged along the direction of the transverse reinforcing bars 4, so that the stress of the ultra-high performance concrete on the first steel bridge deck 1 and the second steel bridge deck 2 is evenly distributed, further ensuring the thickness of the ultra-high performance concrete pavement layer 8. In another embodiment of this invention, when the joints of the ultra-high performance concrete pavement layer 8 are longitudinal joints, that is, the joint direction is consistent with the direction of the longitudinal reinforcing bars 5, the shape of the toothed end mold 7 is symmetrically arranged along the direction of the longitudinal reinforcing bars 5, which is not limited here.

[0062] In this invention, comparative tests were conducted on different mixing processes for ultra-high performance concrete in order to further optimize the mixing procedure.

[0063] The first mixing process is as follows: start the mixer → add powder (mix for 60 seconds) → add water → mix for 240 seconds (the material reaches a fluidized state) → add fiber and continue mixing (mix for more than 180 seconds) → discharge.

[0064] The optimized stirring process statistics are shown in Table 1:

[0065] Table 1

[0066]

[0067]

[0068] Comparing the first mixing process with the optimized mixing process, the mixing process can be optimized as follows:

[0069] Start the mixer → add powder → add water → mix for 120 seconds → add fiber → mix for 120 seconds → discharge. During the mixing process, the spread of the mixer is checked every hour. The use of a UHPC high-speed mixer significantly improves mixing efficiency and uniformity, ensuring the mixing performance of ultra-high performance concrete. Furthermore, the increased fiber inlet of the mixer shortens fiber addition time and improves efficiency.

[0070] In this invention, the slump spread of the ultra-high performance concrete pavement layer 8 is tested before pouring. Ultra-high performance concrete with a slump spread of 630 mm is selected for paving at a 3% slope, and ultra-high performance concrete with a slump spread of 600 mm is selected for paving at a 6% slope. This is to further ensure that the ultra-high performance concrete material does not flow on the steel bridge deck during placement and leveling, thereby ensuring that the thickness of the ultra-high performance concrete pavement layer 8 is 50 mm, so as not to increase the constant weight of the bridge too much and affect the load-bearing capacity of the bridge.

[0071] In this embodiment, after pouring the ultra-high performance concrete pavement layer 8, the surface is sprayed with moisture. Then, a leveling machine is used to level the ultra-high performance concrete pavement layer 8. The leveling machine is a self-propelled high-frequency low-amplitude vibratory leveler, capable of longitudinal movement, with each step not exceeding the maximum leveling width of the machine. Lifting systems at both ends of the leveling machine adjust its height, and the screed and vibratory level are pre-adjusted to the design elevation. The screed and vibratory level work in coordination, resulting in a smooth and uniform ultra-high performance concrete surface after leveling. In one embodiment of this invention, the elevation error after leveling is controlled within ±2mm. For localized areas where the paver cannot pave, such as corners and pre-drilled holes, manual placement of the concrete is used, followed by compaction with a plate vibrator.

[0072] Immediately after leveling, a film covering machine is used for spray film covering and curing. In one embodiment of the present invention, an integrated automatic film covering machine is used, which is equipped with a longitudinal walking track mounted on the side guardrail and the middle guardrail. The automatic film covering machine moves automatically along the track.

[0073] Step S5: Lay the wear layer 11 on the ultra-high performance concrete pavement layer 8. In one embodiment of the present invention, a high-precision paver is used for construction, and a steel wheel roller is used for compaction. The thickness of the wear layer 11 can be 20 mm, including but not limited to this. An adhesive layer is provided between the ultra-high performance concrete pavement layer 8 and the wear layer 11. The adhesive layer adopts a modified epoxy adhesive layer. In order to better ensure the bonding performance between the ultra-high performance concrete pavement layer 8 and the wear layer 11, the components of the wear layer 11 include: coarse aggregate, fine aggregate, filler and asphalt binder.

[0074] (1) Coarse aggregate: Basalt with a diameter of 5mm to 10mm is used as coarse aggregate. In order to ensure that the coarse aggregate has a good particle shape, an impact crusher should be used for crushing during the production of coarse aggregate. In the embodiments of the present invention, the quality requirements of coarse aggregate are shown in Table 2:

[0075] Table 2

[0076] Test Project unit Technical Requirements Apparent density, not less than <![CDATA[t / m 3 ]]> 2.60 Water absorption rate, not greater than ％ 2 The crushing value of the stone shall not exceed [amount missing]. ％ 26 Los Angeles wear loss, no greater than ％ 23 Strength, not greater than ％ 12 The ratio of slender, flat particles is 3:1, and not greater than... ％ 10 The proportion of particles on two or more broken surfaces is not less than ％ 90 Content less than 0.075mm, not greater than ％ 1

[0077] (2) Fine aggregate: The fine aggregate must be clean, dry, unweathered, free of impurities, and have certain angularity. It can be manufactured quartzite sand with a particle size of 0-3mm. In the embodiments of this invention, the quality requirements of the fine aggregate are shown in Table 3:

[0078] Table 3

[0079] Test Project unit Technical Requirements Apparent density, not less than <![CDATA[t / m 3 ]]> 2.5 For robustness (parts >0.3mm), not less than ％ 12 The mud content (the content of mud particles smaller than 0.075 mm) is not greater than [amount not specified]. ％ 3 Sand equivalent, not less than ％ 60 Asian Blue Value, not greater than <![CDATA[g·kg -1 ]]> 25 Angularity (flow time), not less than s 30

[0080] (3) The filler can be mineral powder obtained by grinding hydrophobic stone materials such as limestone or strong basic rocks in igneous rocks. The mineral powder should be dry and clean. In the embodiments of the present invention, the quality requirements of the filler are shown in Table 4:

[0081] Table 4

[0082]

[0083]

[0084] (4) Asphalt binder: Since the wearing course has a large porosity, the selected asphalt binder must have strong adhesion and good durability. It should be determined according to the climate, traffic load, highway grade, project cost, and aggregate composition and gradation. SBS modified asphalt can be used as a compound. In the embodiments of this invention, the quality requirements of the asphalt binder are shown in Table 5:

[0085] Table 5

[0086] Test Project Require / % Needle penetration (25℃, 100g, 5s) / 0.1mm ≥50 Softening point (ring and ball method) / °C ≥70 Dynamic viscosity at 60℃ / Pa·s ≥6000 Ductility (5℃, 5cm / min) / cm ≥25 Density (15℃) / g·cm⁻³ Actual measurement Separation (163℃, 48h) Softening point difference / ℃ ≤2 Rotational viscosity (135℃) / Pa·s ≤3 Elastic recovery (25℃) / % ≥80 mass loss / % ≤0.5 Penetration ratio (25℃) / % ≥65 Ductility (5℃, 5cm / min) / cm ≥15

[0087] In another embodiment of the wear layer of the present invention, such as Figure 7 As shown, the wear layer 11, from bottom to top, includes a waterproof and anti-slip bonding layer 111, an RA resin asphalt bonding layer 112, an RA10 resin asphalt mixture layer 113, and an EBCL waterproof and anti-slip overlay layer 114. The specific preparation method includes: (1) using a dust-free shot blasting machine to shot blast the ultra-high performance concrete pavement layer 8 to remove laitance and debris; (2) after shot blasting, applying resin asphalt EBCL to the ultra-high performance concrete pavement layer 8, and then spreading a layer of 3-5 mm single-particle crushed stone at a spreading rate of 3-4 kg / m². 2 After curing, a waterproof and anti-slip adhesive layer 111 is formed; (3) Apply RA resin asphalt binder at a rate of 0.5-0.7 kg / m² to the waterproof and anti-slip adhesive layer 111. 2 , forming RA resin asphalt bonding layer 112, and laying resin asphalt mixture RA10 and rolling it until it is impermeable. After curing, shot blasting is performed to form RA10 resin asphalt mixture layer 113; (4) Finally, EBCL binder 1.2~1.4kg / m 2 And spread 4-6 kg / m² of 3-5 mm single-particle-size crushed stone. 2 After curing, an EBCL waterproof and anti-slip overlay layer 114 is formed. The wear layer 11 prepared by the method provided by the present invention can effectively resist skids and improve the rigidity of the pavement structure while ensuring that the performance of the steel bridge deck pavement meets the specifications. In this embodiment, the thickness of the wear layer can be 25 mm, including but not limited to this.

[0088] In this embodiment, the waterproof and anti-slip adhesive layer 111 includes EBCL binder, which comprises component A and component B. Component A is a mixture of epoxy resin and other substances such as petroleum asphalt, while component B is a mixture of curing agent and other substances such as petroleum asphalt. After mixing components A and B, the epoxy resin and curing agent undergo a chemical reaction and cross-linking curing reaction at room temperature, ultimately forming an irreversible cross-linked cured product. This means that it can be applied and cured to the design strength at room temperature. The EBCL binder should be a green and environmentally friendly product, free of toxic and harmful volatile solvents such as toluene or xylene. The performance of the EBCL binder should meet the specified technical requirements as shown in Table 6.

[0089] Table 6

[0090]

[0091] In this embodiment, the RA resin asphalt binder is suitable for the mixing and production of RA mixtures. The RA resin asphalt binder includes component C and component D. Component C is a mixture of epoxy resin and other substances such as petroleum asphalt, and component D is a mixture of curing agent and other substances such as petroleum asphalt. After mixing components C and D, the epoxy resin and curing agent in the RA resin asphalt binder undergo a chemical reaction and cross-linking curing reaction at room temperature, ultimately forming an irreversible cross-linked cured product. The RA resin asphalt binder should be a green and environmentally friendly product, free of toxic and harmful volatile solvents such as toluene or xylene. Its technical requirements are shown in Table 7.

[0092] Table 7

[0093]

[0094] In this embodiment, the gradation range and performance requirements of the resin asphalt mixture are shown in Table 8:

[0095] Table 8

[0096] Test Project unit Technical Requirements Number of impacts (double-sided) Second-rate 50 hits Specimen size mm Φ101.6mm×63.5mm Porosity VV ％ 0.0～2.0 Stability MS (70℃) kN ≥40.0 Stream value Mm 20～40 Water immersion Marshall residue stability ％ ≥90 Freeze-thaw splitting strength ratio ％ ≥90 Vehicle rut dynamic stability (70℃) No ruts or ≥20,000 times / mm Low-temperature bending limit strain of small beam (-10℃) 10-6 ≥4000

[0097] In one embodiment of the pavement structure of the steel bridge deck of the present invention, the ultra-high performance concrete pavement is 467m long, such as... Figure 8 As shown, Figure 8 The block pouring sequence and pouring direction provided by the present invention include a first side 121, a second side 122, a third side 123, and a fourth side 124, and the ultra-high performance concrete pavement is divided into 6 areas for pouring, namely area A, area B, area C, area D, area E, and area F. The dimensions of region A can be 11.5m × 153m, regions E and F can be 11.5m × 157m, region B can be 11.5m × 153m, region D can be 11.5m × 163m, and region C can be 11.5m × 151m. This ensures that the joints between the three casting regions of the third side 123 (i.e., region F, region A, and region E) and the three casting regions of the fourth side 124 (i.e., region D, region B, and region C) are staggered during casting. This invention can reduce the stress at the joints, increase the tensile strength at the joints, effectively prevent the generation of cracks at the joints, and has good durability and fatigue resistance.

[0098] In this embodiment, the pouring sequence for each area is A→B→C→D→E→F, and the pouring direction for each area is as follows: Figure 8As indicated by the middle arrow, the pouring process begins with area A in the third side 123. After area A has cured for 3 days, area B in the fourth side 124 is poured. Then, areas near the second side 122 in the fourth side 124 (area C) and areas near the first side 121 in the fourth side 124 (area D) are poured. Finally, areas near the second side 122 in the third side 123 (area E) and areas near the first side 121 in the third side 123 (area A) are poured. When pouring areas A and B, the pouring direction is from the second side 122 towards the first side 121. When pouring areas D and F, the pouring direction is from the second side 122 towards the first side 121. When pouring areas C and E, the pouring direction is from the first side 111 towards the second side 112. The pouring method provided by this invention is beneficial for construction organization and has a faster construction speed, which has obvious advantages for road sections with high traffic pressure.

[0099] In this embodiment of the invention, the ultra-high performance concrete is a modified ultra-high performance cement-based material. The components include cement, fly ash, silica fume, mineral powder, quartz powder, fine aggregate, steel fiber, admixtures, or a dry mixture made of the above materials, which is mixed with water and then hardened to form an advanced cement-based composite material with high compressive strength, tensile strain strengthening, and high durability.

[0100] Cement: It shall comply with the provisions of "General Portland Cement" (GB175); Portland cement or ordinary Portland cement with a strength grade of not less than 42.5 may be used.

[0101] External admixtures include fly ash, silica fume, and mineral powder. Fly ash should comply with the requirements of "Fly Ash for Cement and Concrete" (GB / T 1596), silica fume should comply with the requirements of "Silica Fume for Mortar and Concrete" (GB / T 27690), and granulated blast furnace slag powder should be used. Granulated blast furnace slag powder should comply with the requirements of "Granulated Blast Furnace Slag Powder for Cement and Concrete" (GB / T 18046).

[0102] Quartz powder and fine aggregate: The sieving test of quartz powder and fine aggregate shall be conducted in accordance with the provisions of the "Standard for Quality and Testing Methods of Sand and Stone for Ordinary Concrete" (JGJ52); the SiO2 content of quartz powder and fine aggregate shall be tested in accordance with the provisions of the "Chemical Analysis Method for Siliceous Raw Materials for Cement" (JC / T874); the chloride ion content, mica content, and mud content of quartz powder and fine aggregate shall be tested in accordance with the provisions of the "Standard for Quality and Testing Methods of Sand and Stone for Ordinary Concrete" (JGJ52). In one embodiment of the present invention, the technical indicators of quartz powder are shown in Table 9, and the particle size and content of fine aggregate are shown in Table 10.

[0103] Table 9

[0104]

[0105]

[0106] Table 10

[0107]

[0108] Steel fiber: High-strength straight fibers with a circular cross-section can be used, and their performance requirements are shown in Table 11.

[0109] Table 11

[0110] Testing items Indicator Requirements Diameter / mm 0.18～0.22 Aspect Ratio 65-100 Length range / mm 13～19 Tensile strength / MPa ≥2000 Appearance pass rate / % ≥96％

[0111] Admixtures: Admixtures shall comply with the provisions of "Concrete Admixtures" (GB 8076) and "Technical Specification for Application of Concrete Admixtures" (GB 50119). High-performance water-reducing agents with a water reduction rate of more than 25% may be used.

[0112] Water: It should comply with the requirements of the "Standard for Water Used in Concrete" (JGJ63).

[0113] The present invention also provides a steel bridge deck pavement structure, such as Figure 2 As shown and Figure 4 As shown, the bridge includes a first steel bridge deck 1 and a second steel bridge deck 2. Shear studs 3, transverse reinforcing bars 4, and longitudinal reinforcing bars 5 are provided on the first and second steel bridge decks 1 and 2. The transverse reinforcing bars 4 and longitudinal reinforcing bars 5 interweave to form a grid structure layer. In this embodiment, the transverse reinforcing bars 4 are located above the longitudinal reinforcing bars 5, and the transverse reinforcing bars 4 and longitudinal reinforcing bars 5 are connected by a wire or iron wire binding method (not shown in the figure), with the ends of the wire or iron wire facing the steel bridge deck. The specifications of both the transverse reinforcing bars 4 and the longitudinal reinforcing bars 5 can be... The spacing between the transverse reinforcing bars 4 can be 100mm, and the spacing between the longitudinal reinforcing bars 5 can be 100mm. Of course, in other embodiments, the specifications and spacing of the transverse reinforcing bars 3 and the longitudinal reinforcing bars 4 can be selected according to the area of ​​the steel bridge deck pavement structure, and no restrictions are set here.

[0114] In this embodiment, the first steel bridge deck 1 and the second steel bridge deck 2 are equipped with... The steel reinforcement spacers (not shown in the figure) can be spaced at 2m intervals to ensure the height of the grid structure layer.

[0115] In this embodiment, reinforcing bars 6 are provided at the joint between the first steel bridge deck 1 and the second steel bridge deck 2. The reinforcing bars 6 are arranged parallel to the longitudinal reinforcing bars 5 and are evenly spaced, with a spacing of 100mm between them, but not limited to this. In another embodiment, the reinforcing bars 6 may also be arranged at non-equal intervals, which is not limited here.

[0116] An ultra-high performance concrete pavement layer 8 is laid on the first steel bridge deck 1 and the second steel bridge deck 2. The ultra-high performance concrete pavement layer 8 includes a protective layer and covers the shear studs 3, transverse reinforcing bars 4, longitudinal reinforcing bars 5 and reinforcing bars 6. In this embodiment, the thickness of the protective layer can be 15 mm and the thickness of the ultra-high performance concrete pavement layer 8 can be 50 mm to avoid excessively increasing the dead weight of the bridge and affecting the load-bearing capacity of the bridge, but it is not limited to this.

[0117] A wear layer 11 is laid on the ultra-high performance concrete pavement layer 8. In one embodiment of the present invention, the thickness of the wear layer 11 can be 20 mm, including but not limited to this. An adhesive layer is provided between the ultra-high performance concrete pavement layer 8 and the wear layer 11 to better ensure the bonding performance between the ultra-high performance concrete pavement layer 8 and the wear layer 11.

[0118] In another embodiment of the invention, such as Figure 7 As shown, the wear layer 11 includes, from bottom to top, a waterproof and anti-slip adhesive layer 111, an RA resin asphalt adhesive layer 112, an RA10 resin asphalt mixture layer 113, and an EBCL waterproof and anti-slip overlay layer 114. The thickness of the wear layer 11 is 25 mm, including but not limited to this.

[0119] The preferred embodiments of the present invention have been described in detail above with reference to the accompanying drawings. However, the present invention is not limited to the specific details of the above embodiments. Within the scope of the technical concept of the present invention, various simple modifications can be made to the technical solution of the present invention, and these simple modifications all fall within the protection scope of the present invention.

[0120] It should also be noted that the various specific technical features described in the above specific embodiments can be combined in any suitable manner without contradiction. In order to avoid unnecessary repetition, the present invention will not describe the various possible combinations separately.

[0121] Furthermore, various different embodiments of the present invention can be combined in any way, as long as they do not violate the spirit of the present invention, they should also be regarded as the content disclosed by the present invention.

Claims

1. A construction method for a steel bridge deck pavement structure, characterized in that, Includes the following steps: S1: Prepare at least two steel bridge deck panels; S2: The following construction procedures are carried out in sequence for each of the above steel bridge decks: (1) The surface of the steel bridge deck is sandblasted to remove rust and shear nails are welded; (2) Then, horizontal and longitudinal steel bars are laid on the steel bridge deck to form an interlocking grid structure layer. S3: Reinforcing bars and toothed end molds are provided at the joints of at least two steel bridge deck panels, wherein the reinforcing bars are arranged parallel to the longitudinal bars and staggered from the longitudinal bars, or the reinforcing bars are arranged parallel to the transverse bars and staggered from the transverse bars. The positioning slots of the toothed end molds are aligned with the transverse bars, longitudinal bars and reinforcing bars for installation, so that the toothed end molds are fitted onto the transverse bars, longitudinal bars and reinforcing bars through the positioning slots, so that the toothed end molds do not shift during the pouring process and can be easily removed and placed at any time. S4: The at least two steel bridge decks are poured to form an ultra-high performance concrete pavement layer. The first pouring layer is formed by pouring the first side of the toothed end mold. After the first pouring layer has set, the toothed end mold is removed and the remaining part is poured to form a second pouring layer. The first pouring layer and the second pouring layer form the ultra-high performance concrete pavement layer. S5: Lay a wear-resistant layer on the ultra-high performance concrete pavement layer.

2. The construction method as described in claim 1, characterized in that, Step S2 includes: first laying longitudinal steel bars, then laying transverse steel bars, wherein the transverse steel bars are laid at equal intervals with a spacing of 100mm between them, and the longitudinal steel bars are laid at equal intervals with a spacing of 100mm between them.

3. The construction method as described in claim 2, characterized in that, Also includes: The transverse and longitudinal reinforcing bars are connected by binding with steel wire or iron wire, with the ends of the steel wire or iron wire facing the steel bridge deck.

4. The construction method as described in claim 1, characterized in that, The toothed end mold includes multiple convex and concave shapes, which are arranged alternately along the transverse reinforcing bar direction. The transverse and longitudinal lengths of the convex and concave shapes are the same, and the reinforcing bars are provided in both the convex and concave shapes.

5. The construction method as described in claim 1, characterized in that, The toothed end mold includes multiple convex and concave shapes, which are arranged alternately along the transverse reinforcement direction. The transverse and longitudinal lengths of the convex and concave shapes are the same. The reinforcing bars are only provided on the convex shapes. Furthermore, the transverse direction of the convex shapes is provided with positioning slots that are adapted to the diameters of the longitudinal reinforcement bars and the reinforcing bars, while the transverse direction of the concave shapes is provided with positioning slots that are adapted to the diameters of the longitudinal reinforcement bars.

6. The construction method as described in claim 1, characterized in that, The toothed end mold includes multiple convex and concave shapes, which are arranged alternately along the transverse reinforcement direction. The transverse and longitudinal lengths of the convex and concave shapes are the same. The reinforcing bars are only provided in the concave shapes. Furthermore, the transverse direction of the convex shapes is provided with positioning slots that are adapted to the diameter of the longitudinal reinforcement bars, and the transverse direction of the concave shapes is provided with positioning slots that are adapted to the diameters of the longitudinal reinforcement bars and the reinforcing bars.

7. The construction method as described in claim 1, characterized in that, Step S2 includes: after completing the process (1) and before proceeding to the process (2), applying an anti-corrosion coating to the steel bridge deck with shear studs welded in the process (1).

8. The construction method as described in claim 1, characterized in that, Step S5 includes: S51: The ultra-high performance concrete pavement layer is shot blasted. S52: Apply resin asphalt EBCL to the ultra-high performance concrete pavement layer after shot blasting, and then spread crushed stone to form a waterproof and anti-slip bonding layer. S53: Apply RA resin asphalt binder to the waterproof and anti-slip adhesive layer to form the RA resin asphalt adhesive layer, and then lay resin asphalt mixture, cure, and shot blast to form the resin asphalt mixture layer. S54: Finally, apply EBCL binder and sprinkle crushed stone. After curing, a waterproof and anti-slip surface layer is formed, which constitutes the wear layer.

9. A steel bridge deck pavement structure, characterized in that, The bridge deck comprises at least two steel deck panels, on which transverse and longitudinal reinforcing bars are provided. The transverse and longitudinal reinforcing bars interweave to form a grid structure layer. Reinforcing bars are provided at the joints of the at least two steel deck panels, wherein the reinforcing bars are arranged parallel to and offset from the longitudinal reinforcing bars, or parallel to and offset from the transverse reinforcing bars. An ultra-high performance concrete pavement layer is laid on the at least two steel deck panels. The ultra-high performance concrete pavement layer includes a protective layer and covers the transverse, longitudinal, and reinforcing bars. A wearing layer is laid on the ultra-high performance concrete pavement layer. During the construction of the steel bridge deck pavement structure, it is necessary to use toothed end molds installed on the reinforcing bars. The positioning slots of the toothed end molds are aligned with the transverse bars, longitudinal bars, and reinforcing bars for installation, so that the toothed end molds are fitted onto the transverse bars, longitudinal bars, and reinforcing bars through the positioning slots. This ensures that the toothed end molds do not shift during the pouring process and can be easily removed and placed at any time. Furthermore, during the construction of the steel bridge deck pavement structure, the first side of the toothed end mold is poured to form the first pouring layer. After the first pouring layer has set, the toothed end mold is removed, and the remaining part is poured to form the second pouring layer. The first pouring layer and the second pouring layer form the ultra-high performance concrete pavement layer.

10. The steel bridge deck pavement structure as described in claim 9, characterized in that, The thickness of the protective layer is not less than 15mm.

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