CN115701466A - Steel bridge deck pavement structure and construction method thereof - Google Patents
Steel bridge deck pavement structure and construction method thereof Download PDFInfo
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- CN115701466A CN115701466A CN202110878946.8A CN202110878946A CN115701466A CN 115701466 A CN115701466 A CN 115701466A CN 202110878946 A CN202110878946 A CN 202110878946A CN 115701466 A CN115701466 A CN 115701466A
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Abstract
The invention 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 decks; s2: and (3) sequentially performing the following construction procedures on each steel bridge deck: (1) Carrying out sand blasting and rust removing treatment on the surface of the steel bridge deck and welding shear nails; (2) Laying transverse steel bars and longitudinal steel bars to form a mutually staggered grid structure layer; s3: arranging reinforcing steel bars and a tooth mouth type end die 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 ultrahigh-performance concrete pavement layer; s5: and paving a wearing layer on the ultrahigh-performance concrete pavement layer. The invention can improve the compression strength, the shear strength and the fatigue resistance of the ultra-high performance concrete pavement layer, and ensure that the ultra-high performance concrete pavement layer does not flow and accept distribution in the pouring process so as to ensure the thickness of the ultra-high performance concrete pavement layer.
Description
Technical Field
The invention relates to the technical field of bridge construction engineering, in particular to a steel bridge deck pavement structure and a construction method thereof.
Background
With the rapid development of the traffic industry in China, the bridge construction also raises a wave in China. As more and more long-span bridges are used, steel bridges are widely applied. Steel deck systems have many advantages, such as relatively light dead weight; can be prefabricated firstly and then hoisted on site, thereby reducing the engineering period and the like.
In the steel bridge deck system, the concrete pavement layer is especially important, compare ordinary concrete, the ultra high performance concrete that adopts in the combination bridge deck structure has better resistance to compression and tensile ability, however, steel bridge deck structure joint department is bearing the vehicle load that relapses, only relies on ultra high performance concrete to be difficult to ensure the durability and the antifatigue ability of bridge deck structure, can cause the problem of steel bridge combination bridge deck structure fracture, bring huge economic cost for the maintenance and the overhaul work of bridge deck structure. In addition, the concrete pavement layer usually arranged on the steel bridge deck cannot be too thick so as to avoid excessively increasing the constant weight of the bridge and influencing the bearing capacity of the bridge.
Therefore, how to strengthen the structural stress frame of steel bridge pavement and ensure the thickness of concrete pavement layer is very important and has become an important subject in the field of technicians.
Disclosure of Invention
In order to solve the problems, the invention provides a steel bridge deck pavement structure and a construction method thereof, which can improve the compression strength, the shear strength and the fatigue resistance of an ultrahigh-performance concrete pavement layer and ensure that the ultrahigh-performance concrete pavement layer does not flow in the pouring process so as to ensure the thickness of the ultrahigh-performance concrete pavement layer.
In order to achieve the purpose, the invention provides a construction method of a steel bridge deck pavement structure, which comprises the following steps:
s1: preparing at least two steel bridge decks;
s2: and (3) sequentially performing the following construction procedures on each steel bridge deck: (1) Carrying out sand blasting and rust removing treatment on the surface of the steel bridge deck and welding shear nails; (2) Laying transverse steel bars and longitudinal steel bars to form a mutually staggered grid structure layer;
s3: arranging reinforcing steel bars and a tooth mouth type end die 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 ultrahigh-performance concrete pavement layer;
s5: and paving a wearing layer on the ultrahigh-performance concrete pavement layer.
Further, the step S2 includes: longitudinal steel bars are laid firstly, then transverse steel bars are laid, the transverse steel bars are laid at equal intervals, the interval between the transverse steel bars is 100mm, the longitudinal steel bars are laid at equal intervals, and the interval between the longitudinal steel bars is 100mm.
Furthermore, the specifications of the transverse steel bars and the longitudinal steel bars are both
Wherein is preferably the reinforcing bar of
Further, the transverse steel bars and the longitudinal steel bars are connected in a steel wire or iron wire binding mode, and the tail ends of the steel wires or the iron wires face the steel bridge deck.
Further, the step S3 includes: and arranging the reinforcing steel bars in parallel to the longitudinal steel bars, and staggering the reinforcing steel bars and the longitudinal steel bars.
Furthermore, the reinforcing steel bars are arranged at equal intervals, and the specification of the reinforcing steel bars is
Further, the step S3 includes: tooth mouth type end mould be equipped with the location bayonet socket of horizontal reinforcing bar, vertical reinforcing bar and reinforcement reinforcing bar diameter looks adaptation will the location bayonet socket of tooth mouth type end mould is aimed at horizontal reinforcing bar, vertical reinforcing bar and reinforcement reinforcing bar install the setting, make tooth mouth type end mould passes through location bayonet socket cover is located on horizontal reinforcing bar, vertical reinforcing bar and the reinforcement reinforcing bar.
Further, the step S4 includes: the method comprises the steps of firstly pouring a first side of a tooth mouth type end mold to form a first pouring layer, taking down the tooth mouth type end mold after the first pouring layer is finally set, and pouring the rest part to form a second pouring layer, wherein the first pouring layer and the second pouring layer are the same in thickness, and the first pouring layer and the second pouring layer form the ultrahigh-performance concrete pavement layer.
Further, after the step (1) is completed, before the step (2), an anticorrosive coating is coated on the steel bridge deck welded with the shear nails in the step (1).
Further, the step S4 further includes: and leveling and maintaining after the pouring of the ultrahigh-performance concrete is finished.
Further, the step S5 includes:
s51: performing shot blasting treatment on the ultrahigh-performance concrete pavement layer;
s52: coating resin asphalt EBCL on the ultra-high performance concrete pavement layer after shot blasting treatment, and then spreading broken stones to form a waterproof and anti-skid bonding layer;
s53: coating RA resin asphalt cement on the waterproof anti-skid bonding layer to form an RA resin asphalt bonding layer, laying an RA10 resin asphalt mixture, curing and performing shot blasting to form an RA10 resin asphalt mixture layer;
s54: and finally, coating an EBCL cementing material, spreading broken stones, and curing to form an EBCL waterproof and antiskid finish coat to form the wearing layer, wherein the thickness of the wearing layer is 23-27 mm, and the preferred thickness is 25mm.
Furthermore, the wearing layer can also be formed by hot-mixing and hot-paving a cut-off graded asphalt mixture, constructing by using a high-precision paver and rolling and forming by using a steel wheel road roller, and the thickness of the wearing layer is 18-22 mm, and is preferably 20mm.
The invention further provides a steel bridge deck pavement structure which comprises at least two steel bridge deck plates, wherein transverse reinforcing steel bars and longitudinal reinforcing steel bars are arranged on the at least two steel bridge deck plates, the transverse reinforcing steel bars and the longitudinal reinforcing steel bars are staggered to form a grid structure layer, reinforcing steel bars are arranged at joints of the at least two steel bridge deck plates and are parallel to the longitudinal reinforcing steel bars, an ultrahigh-performance concrete pavement layer is paved on the at least two steel bridge deck plates and comprises a protective layer, the transverse reinforcing steel bars, the longitudinal reinforcing steel bars and the reinforcing steel bars are covered by the ultrahigh-performance concrete pavement layer, and a wear layer is paved on the ultrahigh-performance concrete pavement layer.
Further, the thickness of the protective layer is not less than 15mm.
Through the technical scheme provided by the invention, the invention at least has the following technical effects:
according to the steel bridge deck pavement structure and the construction method thereof, when the ultra-high performance concrete is poured, the tooth-opening-shaped end molds are arranged and are distributed for pouring successively, so that the ultra-high performance concrete pavement layer is prevented from flowing in the pouring process, and the tooth-opening-shaped end molds are symmetrically arranged in the direction of the joint, so that the stress of the ultra-high performance concrete on each steel bridge deck is uniformly distributed, and the thickness of the ultra-high performance concrete pavement layer is further ensured; and the reinforcing steel bars are arranged in the direction parallel to the longitudinal steel bars, so that the compression resistance, the shear strength and the fatigue resistance of the ultra-high performance concrete pavement layer can be improved.
Additional features and advantages of the invention will be set forth in the detailed description which follows.
Drawings
FIG. 1 is a flow chart of a construction method of a steel bridge deck pavement structure provided by the invention;
FIG. 2 is a schematic structural diagram of a steel bridge deck pavement structure provided by the invention;
FIG. 3 is a graph showing the temperature change of a steel bridge deck during the welding process of the welding nail provided by the present invention;
FIG. 4 is a top view of a casting process according to an embodiment of the present invention;
FIG. 5 is a top view of a casting process according to another embodiment of the present invention;
FIG. 6 is a schematic view of a seam point tooth end mold provided by the present invention;
FIG. 7 is a block diagram of a wear layer provided by the present invention;
fig. 8 shows the block casting sequence and casting direction provided by the present invention.
Reference numerals:
1 a first steel deck slab; 2 a second steel deck slab; 3 shearing nails; 4, transverse steel bars; 5, longitudinal steel bars; 6 reinforcing steel bars; 7, a tooth mouth type end die; 71 convex; 72 concave shape; 8, paving the ultra-high performance concrete layer; 9 a first casting layer; 10 a second pouring layer; 11 a wearing layer; 111 waterproof and anti-skid bonding layer; 112RA resin asphalt tack coat; 113RA10 resin asphalt mixture layer; 114EBCL waterproof and anti-skid finishing coat; 121 a first side edge; 122 a second side; 123 a third side; 124 fourth side edge
Detailed Description
The following detailed description of embodiments of the invention refers to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating embodiments of the invention, are given by way of illustration and explanation only, not limitation.
It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
In the present invention, unless otherwise specified, the use of the terms of orientation such as "upper, lower, top and bottom" are generally used with respect to the orientation shown in the drawings or the description of the positional relationship of the components with respect to each other in the vertical, vertical or gravitational direction, wherein the transverse direction is used to refer to the direction corresponding to the length of the transverse reinforcing bars and the longitudinal direction is used to refer to the direction corresponding to the length of the longitudinal reinforcing bars.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
Referring to fig. 1, fig. 2 and fig. 4, fig. 1 is a flowchart of a construction method of a steel bridge deck pavement structure provided by the present invention, fig. 2 is a schematic structural diagram of the steel bridge deck pavement structure provided by the present invention, and fig. 4 is a top structural view of a casting process provided by the present invention, and the construction method of the steel bridge deck pavement structure provided by the present invention includes step S1: at least two steel deck boards are prepared, in this embodiment a first steel deck board 1 and a second steel deck board 2.
Step S2: the following construction processes are sequentially performed on the first steel bridge deck 1 and the second steel bridge deck 2: the process (1) is used for carrying out sand blasting and rust removing treatment on the surfaces of the first steel bridge deck plate 1 and the second steel bridge deck plate 2, enabling the first steel bridge deck plate 1 and the second steel bridge deck plate 2 to be clean and dry and free of impurities such as oxide skin, corrosion, non-weldable coatings, oil stains, dust and the like, then welding the shear nails 3, and locally polishing the positions of the shear nails 3 before welding the shear nails 3 to ensure that the surfaces of welding parts are flat and smooth. In this embodiment, the shear nails 3 are welded by an arc stud welding machine, the welding time is controlled during welding to ensure the welding quality, after the welding is completed, the ink lines, welding slag, magnetic rings and impurities set during positioning are removed, the shear nails 3 are welding nails, the diameter of the welding nails can be 13mm, the height of the welding nails can be 40mm, and the distance between the welding nails can be 200mm to form grid arrangement. In one embodiment of the invention, after welding, the welding nails are coated with epoxy glass flake paint twice within 0.5m around the steel bridge deck pavement structure formed by the first steel bridge deck plate 1 and the second steel bridge deck plate 2 to form an anticorrosive coating, the total thickness of the paint film is not less than 450 mu m, so that the steel bridge deck pavement structure after rust removal is sealed and protected, the surface of the anticorrosive coating is smooth and uniform, and the phenomena of missing coating, bubbles, cracks, air holes, rust return and the like are avoided.
In this embodiment, when the design position of the welding nail conflicts with the joint position of the first steel bridge deck 1 and the second steel bridge deck 2, the welding nail should deviate from the joint boundary by 2cm to 3cm, and the welding nail should not be directly welded at the splicing joint.
Fig. 3 shows the temperature variation of the steel bridge deck during the welding process of the welding nail of the invention, and it can be seen from the graph that the maximum temperature right below the steel bridge deck is 190 ℃, the average temperature is 140 ℃ and the standard deviation is 20.3 ℃ when the welding nail is welded. In addition, when the welding nail is welded, the temperature rising speed under the steel bridge deck plate is high, and the highest temperature can be reached within 5-8 seconds; and the temperature just below the steel bridge deck plate is reduced at a higher speed after the highest temperature is reached, the temperature is reduced to 100 ℃ in 8-10 s and reduced to 50 ℃ in 48-57 s after the highest temperature is reached. Therefore, when the welding nails are used for welding operation, the highest temperature under the steel bridge deck plate does not exceed 200 ℃, the steel bridge deck plate is not influenced, the temperature influence range is small, and the adjacent welding nails are hardly influenced.
In the step (2) of the step S2, laying transverse steel bars 4 and longitudinal steel bars 5 on the steel bridge deck panel which is finished with corrosion prevention, connecting the transverse steel bars 4 and the longitudinal steel bars 5 in a steel wire or iron wire binding manner (not shown in the figure), wherein the tail ends of the steel wires or iron wires face the steel bridge deck panel to form a grid structure layer in a mutually staggered manner; in this embodiment, the longitudinal reinforcements 5 are laid at equal intervals, the transverse reinforcements 4 are laid at equal intervals, and the specifications of the transverse reinforcements 4 and the longitudinal reinforcements 5 can be set as
The interval between the transverse steel bars 4 can be 100mm, and the interval between the longitudinal steel bars 5 can be 100mm, and of course, in other embodiments, the specifications and the intervals of the transverse steel bars 3 and the longitudinal steel bars 4 can be selected according to the area of the steel bridge deck pavement structure, and no limitation is set herein.
When the transverse steel bars 4 and the longitudinal steel bars 5 are laid, the transverse steel bars and the longitudinal steel bars can be firstly placed on the steel bridge deck slab
The distance between the steel bar filler rods can be 2m so as to ensure the height of the grid structure layer.
In this embodiment, horizontal reinforcing bar 4 is fixed with partial welding nail spot welding, and the spot welding interval can be 2m to prevent when carrying out steel bridge deck pavement, the phenomenon of come-up appears in horizontal reinforcing bar 4 and longitudinal reinforcement 5.
And step S3: arranging a reinforcing steel bar 6 and a tooth mouth type end die 7 at the joint of the first steel bridge deck 1 and the second steel bridge deck 2; referring to FIG. 4, FIG. 4 shows the present inventionAccording to the structural plan view of the pouring process, the reinforcing steel bars 6 are arranged in parallel with the longitudinal steel bars 5 at equal intervals and staggered with the longitudinal steel bars 5, and the specifications of the reinforcing steel bars 6 can be as follows
And are not intended to be limiting herein. In another embodiment of the present invention, when the joints of the ultra-high performance concrete pavement layer 8 are longitudinal joints, that is, the joint direction is the same as the direction of the longitudinal steel bars 5, the reinforcing steel bars 6 are parallel to the transverse steel bars 4 and are arranged at equal intervals, and are staggered from the transverse steel bars 4, which is not limited herein. In other embodiments, reinforcement reinforcing bar 6 also can be the setting of equidistant not, as long as can with the location buckle phase-match of tooth mouth type end mould 7, and can strengthen the intensity of steel bridge face seam crossing department can. According to the invention, the reinforcing steel bars 6 are vertically arranged along the joint direction, so that the integrity of the ultra-high performance concrete pavement layer 8 at the joint can be enhanced, and the strength of the shear stress and the tensile strength of the steel bridge deck pavement structure which is easy to generate can be enhanced, thereby enhancing the integral strength of the steel bridge deck and enabling the steel bridge deck to have good durability.
Set up tooth mouth type end mould 7 in reinforcement reinforcing bar 6 department, tooth mouth type end mould 7 be equipped with horizontal reinforcing bar 4, the location bayonet socket (not shown in the figure) of vertical reinforcing bar 5 and 6 diameter looks adaptations of reinforcement reinforcing bar, aim at horizontal reinforcing bar 4 with the location bayonet socket of tooth mouth type end mould 7, vertical reinforcing bar 5 and reinforcement reinforcing bar 6 are installed and are set up, make tooth mouth type end mould 7 locate horizontal reinforcing bar 4 through location bayonet socket cover, on vertical reinforcing bar 5 and the reinforcement reinforcing bar 6, so that pour in-process tooth mouth type end mould 7 and do not take place the skew, and can conveniently get at any time and put.
As shown in fig. 6, fig. 6 shows a schematic view of a tooth-type end mold at a joint provided by the present invention, in this embodiment, the tooth-type end mold 7 includes a plurality of convex shapes 71 and concave shapes 72, the convex shapes 71 and the concave shapes 72 are alternately arranged along the direction of the transverse reinforcing steel bar 4, the transverse length and the longitudinal length of the convex shapes 71 and the concave shapes 72 are the same, in this embodiment, the transverse length and the longitudinal length of the convex shapes 71 may be 200mm, the transverse length and the longitudinal length of the concave shapes 72 may be 200mm, and the depth of the tooth-type end mold 7 may be 200mm. Of course, in other embodiments, the specifications and the distances between the reinforcing steel bars 6 and the tooth mouth-shaped end mold 7 may be selected according to the pavement area of the steel bridge deck, and no limitation is imposed here. Wherein, the transverse length refers to the length consistent with the direction of the transverse steel bar 4, and the longitudinal length refers to the length consistent with the direction of the longitudinal steel bar 5.
In one embodiment of the present invention, as shown in fig. 4, the space between the reinforcing bars 6 is 100mm, so that the reinforcing bars 6 are disposed in both the convex shapes 71 and the concave shapes 72.
In another embodiment of the present invention, as shown in fig. 5, the distance between the reinforcing steel bars 6 is 350mm, so that the reinforcing steel bars 6 are only disposed on the convex portions 71, in this embodiment, the transverse direction of the convex portions 71 is provided with positioning bayonets adapted to the diameters of the longitudinal steel bars 5 and the reinforcing steel bars 6, and the transverse direction of the concave portions 72 is provided with positioning bayonets adapted to the diameters of the longitudinal steel bars 5, although in other embodiments, the reinforcing steel bars 6 may be only disposed on the concave portions 72, when the reinforcing steel bars 6 are only disposed on the concave portions 72, the positioning bayonets of the tooth-mouth-shaped end mold 7 are adjusted accordingly, that is, the transverse direction of the convex portions 71 is only provided with positioning bayonets adapted to the diameters of the longitudinal steel bars 5, and the transverse direction of the concave portions 72 is provided with positioning bayonets adapted to the diameters of the longitudinal steel bars 5 and the reinforcing steel bars 6, so that the tooth-mouth-shaped end mold 7 is respectively sleeved on the longitudinal steel bars 5 or the reinforcing steel bars 6 through the positioning bayonets, which is not limited herein.
In the above embodiment of the present invention, the distance between the positioning bayonets of the tooth-mouth-shaped end mold 7 may be set according to the distance between the transverse steel bars 4 and the distance between the longitudinal steel bars 5 and the reinforcing steel bars 6, and the number of the positioning bayonets of the tooth-mouth-shaped end mold 7 may be set according to the number of the transverse steel bars 4, the longitudinal steel bars 5 and the reinforcing steel bars 6, respectively, and certainly, in other embodiments, the positioning bayonets in the transverse direction may also be integrally set, that is, only one positioning bayonet is needed in the transverse direction, and it is not necessary to set corresponding positioning bayonets according to the number of the longitudinal steel bars 5 and the reinforcing steel bars 6, so that the tooth-mouth-shaped end mold 7 is sleeved on the transverse steel bars 4, the longitudinal steel bars 5 and the reinforcing steel bars 6 through the positioning bayonets, which is not limited herein.
And step S4: the first steel bridge deck plate 1 and the second steel bridge deck plate 2 are respectively poured to form an ultra-high performance concrete pavement layer 8, the ultra-high performance concrete pavement layer 8 covers the shear nails 3, the transverse reinforcing steel bars 4, the longitudinal reinforcing steel bars 5 and the reinforcing steel bars 6, the ultra-high performance concrete pavement layer 8 comprises a protective layer, the thickness of the protective layer is not smaller than 15mm, so that new and old concrete are connected into a whole, the protective layer refers to the part (namely the upper layer area of the ultra-high performance concrete pavement layer 8) where the shear nails 3, the transverse reinforcing steel bars 4, the longitudinal reinforcing steel bars 5 and the reinforcing steel bars 6 are not covered by the ultra-high performance concrete pavement layer 8, the thickness of the ultra-high performance concrete pavement layer 8 can be 50mm, the constant weight of a bridge is prevented from being excessively increased, the bearing capacity of the bridge is not influenced, and the limitation is not imposed on the thickness.
As shown in fig. 6, the pouring of the ultra-high performance concrete includes that a first pouring layer 9 is formed on a first side of a tooth-opening-type end mold 7, after the first pouring layer 9 is finally set, the tooth-opening-type end mold 7 is taken down, the rest part is poured to form a second pouring layer 10, and the first pouring layer 9 and the second pouring layer 10 are the same in thickness. In this embodiment, after the first casting layer 9 is formed, before the second casting layer 10 is cast, the joint fracture surface should be roughened, and the steel fibers in the ultra-high performance concrete pavement layer 8 of the first casting layer 9 are exposed at the joint fracture surface, and loose residues and scraps are not left after roughening treatment, in this embodiment, the roughening width is not less than 2cm, including but not limited thereto. According to the invention, the tooth mouth-shaped end die is used for pouring, the formed joint section is easier to scab, and the steel fibers at the joint section can be embedded and fixed in the ultrahigh-performance concrete of the first pouring layer 9 and the second pouring layer 10, so that the continuous force transmission of the ultrahigh-performance concrete of the first pouring layer 9 and the second pouring layer 10 at the joint is realized, and the crack resistance and the durability of the steel bridge deck joint are improved.
In the present embodiment, the thickness of each of the first casting layer 9 and the second casting layer 10 is 50mm, including but not limited to, the first casting layer 9 and the second casting layer 10 form the ultra-high performance concrete pavement layer 8, that is, in the present embodiment, the thickness of the ultra-high performance concrete pavement layer 8 is 50mm, including but not limited to. The 8 seams of super high performance concrete pavement layer are horizontal seams, and the seam direction is unanimous with horizontal reinforcing bar 4 direction promptly. According to the invention, the tooth-opening-shaped end die 7 is arranged in the pouring process and pouring is carried out step by step, so that concrete materials can be prevented from flowing on the steel bridge deck, and the tooth-opening-shaped end die 7 is symmetrically arranged in the direction of the transverse reinforcing steel bar 4, so that the stress of the ultrahigh-performance concrete on the first steel bridge deck 1 and the second steel bridge deck 2 is uniformly distributed, and the thickness of the ultrahigh-performance concrete pavement layer 8 is further ensured. In another embodiment of the present invention, when the joints of the ultra-high performance concrete pavement layer 8 are longitudinal joints, that is, the joint direction is the same as the direction of the longitudinal steel bars 5, the shapes of the notched end forms 7 are symmetrically arranged along the direction of the longitudinal steel bars 5, which is not limited herein.
In the invention, the contrast tests of different stirring processes are carried out aiming at the stirring of the ultra-high performance concrete so as to further optimize the stirring process.
The first stirring adopts the following working procedures: starting a stirrer → inputting powder (stirring for 60 s) → adding water → stirring for 240s (the material reaches a fluidized state) → inputting fiber, and continuing stirring (stirring for more than 180 s) → discharging.
The optimized stirring process statistics are shown in table 1:
TABLE 1
Comparing the first stirring with the optimized stirring process, the stirring process may be optimized as follows:
starting the stirrer → inputting powder → adding water → stirring 120s → inputting fiber → stirring 120s → discharging, and detecting the expansion degree of the stirrer every hour in the stirring process. Meanwhile, by adopting the UHPC high-speed mixer, the mixing efficiency is obviously improved, the uniformity is better, the mixing working performance of the ultra-high performance concrete is guaranteed, the fiber input port of the mixer is increased, the fiber input time is shortened, and the efficiency is improved.
In the invention, the slump expansion degree of the ultra-high performance concrete is detected before the ultra-high performance concrete pavement layer 8 is poured, the ultra-high performance concrete with the slump expansion degree of 630mm is selected when the ultra-high performance concrete is paved at the 3% slope, and the ultra-high performance concrete with the slump expansion degree of 600mm is selected at the 6% slope, so that the ultra-high performance concrete material does not flow on a steel bridge deck plate when being distributed and leveled, thereby ensuring the pavement of the high performance concrete pavement layer 8 with the thickness of 50mm, and avoiding the influence on the bearing capacity of the bridge due to the excessive increase of the constant weight of the bridge.
In this embodiment, carry out the spraying humidification to the surface after pouring ultra high performance concrete pavement layer 8, adopt the evener to carry out the flattening to ultra high performance concrete pavement layer 8 afterwards, the evener chooses the low width of self-propelled high frequency flat vibrator for use, and the flat vibrator can realize vertically walking, and every step width is no longer than the biggest flattening width of evener. And the lifting systems at the two ends of the leveling machine adjust the height of the leveling machine, and the heights of the ironing plate and the vibrating plate are adjusted to the designed elevation in advance. The screed plate and the vibrating plate work in a coordinated mode, the vibrated and leveled ultra-high performance concrete is even, in one embodiment of the invention, after leveling, elevation errors are controlled within +/-2 mm, and local positions, which cannot be paved by a paver, such as corners, reserved holes and the like, are distributed manually, and are vibrated and compacted by a plate vibrator.
After leveling, spraying and film covering maintenance is carried out immediately by using a film covering machine, in one embodiment of the invention, an integrated automatic film covering machine is adopted, a longitudinal travelling track erected on the side guardrail and the middle guardrail is arranged, and the automatic film covering machine automatically travels along the track.
Step S5: the wearing layer 11 is laid on the ultra-high performance concrete pavement layer 8, in an embodiment of the invention, a high-precision paver is adopted for construction, the steel wheel road roller is used for rolling and forming, the thickness of the wearing layer 11 can be 20mm, including but not limited to the thickness, a bonding layer is arranged between the ultra-high performance concrete pavement layer 8 and the wearing layer 11, the bonding layer is a modified epoxy bonding layer, so as to better ensure the bonding performance between the ultra-high performance concrete pavement layer 8 and the wearing layer 11, and the wearing layer 11 comprises the following components: coarse aggregate, fine aggregate, filler and asphalt cement.
(1) The coarse aggregate adopts basalt with the thickness of 5 mm-10 mm as the coarse aggregate, and in order to ensure that the coarse aggregate has good particle shape, a reaction crusher is adopted for crushing when the coarse aggregate is produced, and in the embodiment of the invention, the quality requirement of the coarse aggregate is shown in Table 2:
TABLE 2
| Test items | Unit of | Technical requirements |
| Apparent density of not less than | t/m 3 | 2.60 |
| Water absorption of not more than | ％ | 2 |
| Stone crush value of not more than | ％ | 26 |
| Loss of los Angeles due to abrasion is no more than | ％ | 23 |
| Firmness of not more than | ％ | 12 |
| Elongated |
％ | 10 |
| The proportion of two or more broken surface particles is not less than | ％ | 90 |
| Less than 0.075mm, not more than | ％ | 1 |
(2) The fine aggregate is required to be clean, dry, weatherless and free of impurities, has certain edges and corners, and can be produced by quartz machine-made sand with the particle size of 0-3 mm, and in the embodiment of the invention, the quality requirements of the fine aggregate are shown in Table 3:
TABLE 3
| Test items | Unit | Technical requirements |
| Apparent density of not less than | t/m 3 | 2.5 |
| Firmness (> 0.3mm part) of not less than | ％ | 12 |
| The mud content (less than 0.075 mm) is not more than | ％ | 3 |
| Sand equivalent of not less than | ％ | 60 |
| Methylene blue value of not more than | g·kg -1 | 25 |
| Angular (flow time) of not less than | s | 30 |
(3) The filler can be mineral powder obtained by milling hydrophobic stones such as limestone or strong base rocks in magma rocks, and the mineral powder is dried and clean, and in the embodiment of the invention, the quality requirements of the filler are shown in table 4:
TABLE 4
(4) The asphalt cement, because the wearing course has a larger porosity, the selected asphalt cement must have a stronger binding power and a good durability, should be determined according to the climate environment, traffic load conditions, highway grades, engineering cost and aggregate composition and gradation, and can adopt SBS modified asphalt for compounding, in the embodiment of the invention, the quality requirements of the asphalt cement are shown in Table 5:
TABLE 5
| Test items | Requirement/% of |
| Penetration (25 ℃,100g, 5s)/0.1 mm | ≥50 |
| Softening point (Ring and ball method)/[ deg. ] C | ≥70 |
| Dynamic viscosity/Pa.s at 60 DEG C | ≥6000 |
| Ductility (5 ℃,5 cm/min)/cm | ≥25 |
| Density (15 deg.C)/g cm-3 | Measured in fact |
| Isolation (163 ℃,48 h) softening point Difference/. Degree.C. | ≤2 |
| Rotational viscosity (135 ℃ C.)/pas | ≤3 |
| Elastic recovery (25 ℃)/% | ≥80 |
| Mass loss/%) | ≤0.5 |
| Penetration ratio (25 ℃)/%) | ≥65 |
| Ductility (5 ℃,5 cm/min)/cm | ≥15 |
In another embodiment of the wearing course of the present invention, as shown in fig. 7, the wearing course 11 comprises, from bottom to top, a waterproof and anti-skid bonding layer 111, an RA resin asphalt bonding layer 112, an RA10 resin asphalt mixture layer 113, and an EBCL waterproof and anti-skid overlay 114, and the specific preparation method comprises (1) performing shot blasting treatment on the ultra-high performance concrete pavement layer 8 by using a dust-free shot blasting machine to remove floating slurry and impurities; (2) After shot blasting, resin asphalt EBCL is coated on the ultra-high performance concrete pavement layer 8 in a scraping way, and then a layer of single-grain broken stone with the thickness of 3-5 mm is spread, and the spreading amount is 3-4 kg/m 2 Forming a waterproof and antiskid bonding layer 111 after curing; (3) The waterproof and antiskid bonding layer 111 is coated with RA resin asphalt cement of 0.5-0.7 kg/m 2 Forming an RA resin asphalt bonding layer 112, laying a resin asphalt mixture RA10, rolling until the mixture is tight and waterproof, and performing shot blasting by using a shot blasting machine after curing to form an RA10 resin asphalt mixture layer 113; (4) Finally coating EBCL cementing material 1.2-1.4 kg/m 2 And spreading 4-6 kg/m of single-grain-diameter crushed stone with the diameter of 3-5 mm 2 And curing to form the EBCL waterproof and anti-skid finishing coat 114. The wearing layer 11 prepared by the method provided by the invention can play a role in effectively resisting sliding and improving the rigidity of a pavement structure while ensuring that the pavement service performance of the steel bridge deck meets the standard requirements, and the thickness of the wearing layer can be 25mm in the embodiment, including but not limited thereto.
In this embodiment, the waterproof and anti-skid bonding layer 111 includes an EBCL cement including a component a and a component B, wherein the component a is a mixture of epoxy resin and petroleum asphalt and other substances, and the component B is a mixture of a curing agent and petroleum asphalt and other substances, and after the component a and the component B are mixed, the epoxy resin and the curing agent and other substances undergo a chemical reaction and a crosslinking curing reaction at normal temperature, and finally an irreversible crosslinked cured product is formed, that is, the waterproof and anti-skid bonding layer can be constructed and cured at normal temperature to achieve a designed strength. The EBCL cementing agent is a green and environment-friendly product and does not contain toxic and harmful volatile solvents such as toluene or xylene. The properties of the EBCL cement should meet the specified specifications as shown in table 6:
TABLE 6
In this embodiment, the RA resin asphalt cement is suitable for blending production of RA mixture, and the RA resin asphalt cement includes component C and component D. The component C is a mixture composed of epoxy resin, petroleum asphalt and other substances, the component D is a mixture of curing agent, petroleum asphalt and other substances, after the component C and the component D are mixed, the epoxy resin in the RA resin asphalt cement and the curing agent and other substances are subjected to chemical reaction and crosslinking curing reaction at normal temperature, and finally, an irreversible crosslinking cured product is formed, the RA resin asphalt cement is a green environment-friendly product and does not contain toxic and harmful volatile solvents such as toluene or xylene, and the technical requirements are shown in Table 7:
TABLE 7
In this example, the gradation range and performance requirements of the resin asphalt mixture are shown in table 8:
TABLE 8
| Test items | Unit of | Technical requirements | |
| Number of compaction (double-sided) | |
50 times of compaction | |
| Size of test piece | mm | Φ101.6mm×63.5mm | |
| Void ratio VV | ％ | 0.0～2.0 | |
| Stability MS (70 ℃ C.) | kN | ≥40.0 | |
| | Mm | 20～40 | |
| Immersion marshall residual stability | ％ | ≥90 | |
| Freeze-thaw split strength ratio | ％ | ≥90 | |
| Dynamic stability of rut (70 deg.C) | No track or more than or equal to 20000 times/mm | ||
| Trabecula is lowLimit strain of warm bending (-10 ℃ C.) | 10-6 | ≥4000 |
In an embodiment of the pavement structure of the steel bridge deck of the present invention, the ultra-high performance concrete pavement is 467m long, as shown in fig. 8, fig. 8 shows the block casting sequence and casting direction provided by the present invention, the ultra-high performance concrete pavement includes 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 regions, i.e., a region a, a region B, a region C, a region D, a region E, and a region F. The size of the area a can be 11.5 mx 153m, the size of the area E and the area F can be 11.5 mx 157m, the size of the area B can be 11.5 mx 153m, the size of the area D can be 11.5 mx 163m, and the size of the area C can be 11.5 mx 151m, so as to ensure staggered pouring of the joints between the three pouring areas (i.e., the area F, the area a, and the area E) of the third side 123 and the three pouring areas (i.e., the area D, the area B, and the area C) of the fourth side 124.
In this embodiment, the sequence of the area casting is a → B → C → D → E → F, the casting direction of each area is specifically shown by the arrow in fig. 8, that is, the casting of the area a in the third side 123 is performed first, after the area a to be cast is cured for 3 days, the casting of the area B in the fourth side 124 is performed, then the casting (i.e., the area C) in the fourth side 124 close to the second side 122 is performed, the casting (i.e., the area D) in the fourth side 124 close to the first side 121 is performed, and finally the casting (i.e., the area E) in the third side 123 close to the second side 122 and the casting (i.e., the area a) in the third side 123 close to the first side 121 are performed, respectively. When the area A and the area B are cast, the casting direction is from the second side edge 122 direction to the first side edge 121 direction; in casting regions D and F, the casting direction is from the second side 122 direction toward the first side 121, and in casting regions C and E, the casting direction is from the first side 111 direction toward the second side 112 direction. The pouring method provided by the invention is beneficial to construction organization, has higher construction speed and has obvious advantages for road sections with high traffic pressure.
In the embodiment of the invention, the ultrahigh-performance concrete is a modified ultrahigh-performance cement-based material, and the components comprise cement, fly ash, silica fume, mineral powder, quartz powder, fine aggregate, steel fiber, an additive or a dry mixture prepared from the above materials, which is mixed with water and then coagulated and hardened to form the advanced cement-based composite material with high compression resistance, tensile strain strengthening and high durability.
Cement: the cement is in accordance with the regulations of general Portland cement (GB 175); portland cement or ordinary Portland cement having a strength grade of not less than 42.5 can be used.
Adding materials: comprises fly ash, silica fume, mineral powder and the like; the fly ash should meet the regulations of fly ash for cement and concrete (GB/T1596), the silica fume should meet the regulations of silica fume for mortar and concrete (GB/T27690), the mineral powder adopts granulated blast furnace slag powder, and the granulated blast furnace slag powder should meet the regulations of granulated blast furnace slag powder for cement and concrete (GB/T18046).
Quartz powder and fine aggregate: the screening test of the quartz powder and the fine aggregate is carried out according to the regulation of the quality and inspection method standard of the sand and the stone for the common concrete (JGJ 52); siO of quartz powder and fine aggregate 2 The content of the active component is checked according to the regulation of chemical analysis method of siliceous raw materials for cement (JC/T874); the chlorine ion content, mica content and mud content of the quartz powder and the fine aggregate should be examined according to the regulations of the Standard for the quality and examination methods of Sand and Stone for general concrete (JGJ 52). In one embodiment of the present invention, the technical indexes of the quartz powder are shown in table 9, and the content of the fine aggregate particles is shown in table 10:
TABLE 9
Steel fiber: high strength round section straight fibers can be used, with performance specifications as shown in table 11:
TABLE 11
| Detecting items | Index requirement |
| Diameter/mm | 0.18～0.22 |
| Aspect ratio | 65-100 |
| Length range/mm | 13～19 |
| Tensile strength/MPa | ≥2000 |
| Percent pass of appearance/%) | ≥96％ |
Additive: the admixture meets the regulations of concrete admixture (GB 8076) and concrete admixture application technical specification (GB 50119), and a high-performance water reducing agent can be adopted, and the water reducing rate is more than 25 percent.
Water: the concrete water standard (JGJ 63) is required to be met.
The invention also provides a steel bridge deck pavement structure, as shown in fig. 2 and 4, which comprises a first steel bridge deck 1 and a second steel bridge deck 2, wherein the first steel bridge deck 1 and the second steel bridge deck 2 are provided with shear nails 3, transverse steel bars 4 and longitudinal steel bars 5, the transverse steel bars 4 and the longitudinal steel bars 5 are staggered with each other to form a grid structure layer, in the embodiment, the transverse steel bars 4 are positioned above the longitudinal steel bars 5, the transverse steel bars 4 and the longitudinal steel bars 5 are connected in a steel wire or iron wire binding manner (not shown in the figure), and the tail ends of the steel wires or iron wires face the steel bridge decks. The transverse steel bars 4 and the longitudinal steel bars 5 can be in the specification
The interval between the transverse steel bars 4 can be 100mm, and the interval between the longitudinal steel bars 5 can be 100mm, and certainly, in other embodiments, the specification and the interval of the transverse steel bars 3 and the longitudinal steel bars 4 can be selected according to the area of the steel bridge deck pavement structure, and no limitation is set herein.
In the present embodiment, the first steel bridge deck 1 and the second steel bridge deck 2 are placed on
The distance between the reinforcing bars can be 2m to ensure the height of the grid structure layer.
In this embodiment, be equipped with reinforcement reinforcing bar 6 in the seam crossing of first steel decking 1 and second steel decking 2, reinforcement reinforcing bar 6 sets up in a parallel with longitudinal reinforcement 5, and 6 equidistant settings of reinforcement reinforcing bar, the interval between the reinforcement reinforcing bar is 100mm, include but not with this as the limit. In another embodiment, the reinforcing bars 6 may be disposed at unequal intervals, which is not limited herein.
First steel bridge deck slab 1 and second steel bridge deck slab 2 upper berth are equipped with ultra high performance concrete pavement layer 8, and ultra high performance concrete pavement layer 8 includes the protective layer, and ultra high performance concrete pavement layer 8 covers shear force nail 3, transverse reinforcement 4, longitudinal reinforcement 5 and reinforcement reinforcing bar 6, in this embodiment, the thickness of protective layer can be 15mm, and ultra high performance concrete pavement layer 8's thickness can be 50mm to avoid excessively increasing the constant weight of bridge, influence the bearing capacity of bridge, nevertheless not use this as the limit.
The wear layer 11 is laid on the ultra-high performance concrete pavement layer 8, in an embodiment of the invention, the thickness of the wear layer 11 may be 20mm, including but not limited to, and an adhesive layer is arranged between the ultra-high performance concrete pavement layer 8 and the wear layer 11, so as to better ensure the adhesive property between the ultra-high performance concrete pavement layer 8 and the wear layer 11,
in another embodiment of the present invention, as shown in fig. 7, the wearing layer 11 comprises, from bottom to top, a waterproof and anti-skid bonding layer 111, an RA resin asphalt bonding layer 112, an RA10 resin asphalt mixture layer 113, and an EBCL waterproof and anti-skid overlay layer 114, and the wearing layer 11 has a thickness of 25mm, including but not limited thereto.
The preferred embodiments of the present invention have been described in detail with reference to the accompanying drawings, however, the present invention is not limited to the specific details of the above embodiments, and various simple modifications may be made to the technical solution of the present invention within the technical idea of the present invention, and these simple modifications all fall within the protection scope of the present invention.
It should be noted that, in the above embodiments, the various features described in the above embodiments may be combined in any suitable manner, and in order to avoid unnecessary repetition, the present invention does not separately describe various possible combinations.
In addition, any combination of the various embodiments of the present invention can be made, and the same should be considered as the disclosure of the present invention as long as the idea of the present invention is not violated.
Claims (10)
1. A construction method of a steel bridge deck pavement structure is characterized by comprising the following steps:
s1: preparing at least two steel bridge deck plates;
s2: and (3) sequentially carrying out the following construction procedures on each steel bridge deck: (1) Carrying out sand blasting and rust removing treatment on the surface of the steel bridge deck and welding shear nails; (2) Laying transverse steel bars and longitudinal steel bars to form a mutually staggered grid structure layer;
s3: arranging reinforcing steel bars and a tooth mouth type end die 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 ultrahigh-performance concrete pavement layer;
s5: and paving a wearing layer on the ultrahigh-performance concrete pavement layer.
2. The construction method according to claim 1, wherein the step S2 includes: lay earlier longitudinal reinforcement, lay horizontal reinforcing bar again, horizontal reinforcing bar equidistant laying, the interval is 100mm between the horizontal reinforcing bar, the equidistant laying of longitudinal reinforcement, the interval is 100mm between the longitudinal reinforcement.
3. The construction method according to claim 2, further comprising: and connecting the transverse steel bars and the longitudinal steel bars in a steel wire or iron wire binding mode, wherein the tail ends of the steel wires or the iron wires face the steel bridge deck.
4. The construction method according to claim 1, wherein the step S3 includes: and arranging the reinforcing steel bars in parallel to the longitudinal steel bars, wherein the reinforcing steel bars and the longitudinal steel bars are arranged in a staggered manner.
5. The construction method according to claim 1, wherein the step S3 includes: and aligning the positioning bayonet of the tooth-opening-type end die to the transverse steel bar, the longitudinal steel bar and the reinforcing steel bar for installation and setting, so that the tooth-opening-type end die is sleeved on the transverse steel bar, the longitudinal steel bar and the reinforcing steel bar through the positioning bayonet.
6. The construction method according to claim 1, wherein the step S4 comprises: the method comprises the steps of firstly pouring a first side of a tooth mouth type end mold to form a first pouring layer, taking down the tooth mouth type end mold after the first pouring layer is finally set, pouring the rest part to form a second pouring layer, and forming the ultrahigh-performance concrete pavement layer by the first pouring layer and the second pouring layer.
7. The construction method according to claim 1, wherein the step S2 includes: after the step (1) is finished, before the step (2), the step of painting an anticorrosive coating on the steel bridge deck welded with the shear nails in the step (1) is further included.
8. The construction method according to claim 1, wherein the step S5 comprises:
s51: performing shot blasting treatment on the ultra-high performance concrete pavement layer;
s52: coating resin asphalt EBCL on the ultra-high performance concrete pavement layer after shot blasting treatment, and then spreading broken stones to form a waterproof and anti-skid bonding layer;
s53: coating RA resin asphalt cement on the waterproof anti-skid bonding layer to form an RA resin asphalt bonding layer, laying a resin asphalt mixture, and curing and shot blasting to form a resin asphalt mixture layer;
s54: and finally, coating an EBCL cementing material, spreading broken stones, and curing to form a waterproof and antiskid cover coat to form the wearing layer.
9. The utility model provides a steel bridge deck pavement structure, its characterized in that, includes two piece at least steel decking, establish horizontal reinforcing bar and longitudinal reinforcement on two piece at least steel decking, horizontal reinforcing bar with longitudinal reinforcement crisscross formation grid structural layer the seam crossing of two piece at least steel decking is equipped with the reinforcement reinforcing bar, two piece at least steel decking upper berths are equipped with the ultra high performance concrete layer of mating formation, the ultra high performance concrete layer of mating formation includes the protective layer just the ultra high performance concrete layer of mating formation covers horizontal reinforcing bar longitudinal reinforcement with the reinforcement reinforcing bar the ultra high performance concrete layer of mating formation upper berth is equipped with the wearing and tearing layer.
10. The steel deck pavement structure of claim 9, wherein the protective layer has a thickness of not less than 15mm.
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