A joint reinforcement structure of a combined bridge deck structure and its construction method

Abstract

The present invention discloses a joint reinforcement structure of a composite bridge deck structure, the composite bridge deck structure comprises a bridge deck and a cast-in-place fiber concrete pavement layer located on the bridge deck, the cast-in-place fiber concrete pavement layer is cast in multiple times, the joint reinforcement structure comprises a first cast fiber concrete pavement layer, a second cast fiber concrete pavement layer and a plurality of steel anchor reinforcement structures, one end of the steel anchor reinforcement structure is buried in the first cast fiber concrete pavement layer, the other end of the steel anchor reinforcement structure is buried in the second cast fiber concrete pavement layer, the steel anchor reinforcement structure comprises a stressed steel bar and an anchor for anchoring the stressed steel bar. The present invention also provides a construction method for the joint reinforcement structure of the composite bridge deck structure. The joint reinforcement structure of the present invention has the advantages of good anti-cracking effect, high strength, good durability and the like.

Description

Technical Field

[0001] The invention belongs to the field of bridges, and in particular relates to a joint structure and a construction method thereof. Background Art

[0002] The concrete pavement on the existing steel bridge deck adopts an integral cast-in-place construction method, such as Figure 1 As shown in the figure, after the construction is completed, a cast-in-place concrete pavement layer is formed on the steel bridge deck, and reinforced steel bars are prefabricated in the cast-in-place concrete pavement layer. Most of the existing concrete pavements on conventional steel bridge decks are constructed using cast-in-place construction methods. Since cast-in-place concrete on steel bridge decks is prone to shrinkage and cracking, the existing cast-in-place construction technology cannot guarantee the construction quality, and the maintenance of large-scale cast-in-place concrete is very difficult. The concrete strength will be greatly reduced due to inadequate maintenance, which will greatly reduce the service life of the bridge deck pavement layer.

[0003] With the development and progress of materials science, ultra-high performance fiber concrete has emerged in the field of bridge construction. Although the bridge deck structure obtained after the construction of ultra-high performance fiber concrete has obvious advantages, in the case of large-scale construction of ultra-high performance fiber concrete, the ultra-high performance fiber concrete layer will inevitably have joints from the multiple pourings. Due to the discontinuity of the fiber and the concrete matrix at the joints, the tensile strength of the ultra-high performance fiber concrete at this location is much lower than that of the continuous pouring parts, which brings the risk of cracking and leakage to the bridge deck, and the durability and fatigue resistance of the bridge deck structure are difficult to meet the normal use requirements. Summary of the invention

[0004] The technical problem to be solved by the present invention is to overcome the deficiencies and defects mentioned in the above background technology and provide a joint reinforcement structure of a composite bridge deck structure with good anti-cracking effect, high strength and good durability and a construction method thereof. In order to solve the above technical problem, the technical solution proposed by the present invention is:

[0005] A joint reinforcement structure of a composite bridge deck structure, the composite bridge deck structure includes a bridge deck and a cast-in-place fiber concrete pavement layer located on the bridge deck, the cast-in-place fiber concrete pavement layer is cast in multiple times (i.e., there is a situation where the fiber concrete layer is discontinuous), the joint reinforcement structure includes a first cast fiber concrete pavement layer, a second cast fiber concrete pavement layer and a plurality of steel anchor reinforcement structures, one end of the steel anchor reinforcement structure is buried in the first cast fiber concrete pavement layer, the other end of the steel anchor reinforcement structure is buried in the second cast fiber concrete pavement layer, and the steel anchor reinforcement structure includes a stress-bearing steel bar and an anchor for anchoring the stress-bearing steel bar. The steel anchor reinforcement structure is completely wrapped by fiber concrete. The stress-bearing steel bar is inserted into the anchor, and then the fiber concrete is injected into the anchor through the grouting hole to fill it, so that the anchor and the stress-bearing steel bar are connected into a stress-bearing whole, thereby ensuring the anchoring effect.

[0006] In the above-mentioned joint reinforcement structure, preferably, the stress-bearing steel bars include a first stress-bearing steel bar embedded in the first-cast fiber concrete pavement layer and a second stress-bearing steel bar embedded in the second-cast fiber concrete pavement layer, the first stress-bearing steel bar extends into the second-cast fiber concrete pavement layer at one end close to the second-cast fiber concrete pavement layer, and the second stress-bearing steel bar extends into the first-cast fiber concrete pavement layer at one end close to the first-cast fiber concrete pavement layer; the anchor includes a first anchor matched with the first stress-bearing steel bar and a second anchor matched with the second stress-bearing steel bar, the first anchor is buried in the second-cast fiber concrete pavement layer, and the second anchor is buried in the first-cast fiber concrete pavement layer.

[0007] In the above joint reinforcement structure, preferably, the length of the portion of the first stress-bearing steel bar extending into the post-cast fiber concrete pavement layer is not less than 10 times the diameter of the first stress-bearing steel bar; the length of the portion of the second stress-bearing steel bar extending into the pre-cast fiber concrete pavement layer is not less than 10 times the diameter of the second stress-bearing steel bar. The longer the length of the above extension portion, the better the effect. However, if it is too long, the reserved post-cast fiber concrete space will be larger. In the present invention, the minimum extension length is controlled to be 10 times the steel bar diameter.

[0008] In the above-mentioned joint reinforcement structure, preferably, the joints of the first-cast fiber concrete pavement layer and the post-cast fiber concrete pavement layer are connected by a tongue-and-groove bite mode, and the tongue-and-groove includes a rectangular tongue-and-groove, a wide tongue-and-groove with a wide outside and a narrow inside, or a wide tongue-and-groove with a narrow outside and a wide inside. The first anchor and the second anchor are both arranged directly in front of the tongue-and-groove (from a top view). The joint reinforcement structure of the composite bridge deck structure of the present invention adopts dense reinforcement, and the joint adopts a tongue-and-groove form. Since the tongue-and-groove can provide a "locking" bite force between the fiber concrete pieces and provide shear resistance on the joint surface in the tensile direction, it is beneficial to improve the tensile strength of the joint. The above-mentioned cross-anchoring method puts the cross-anchoring area joint in a "compression" and "locking" state after the stressed steel bars are stressed, so that the steel bar anchoring force is converted into a "compression" and "locking" force on the joint, thereby avoiding cracking of the joint under tension.

[0009] In the above-mentioned joint reinforcement structure, preferably, the anchor includes a flat conical spherical hollow body, a grouting hole is provided on the flat conical spherical hollow body, an anchor hole for inserting the stressed steel bar is provided at the top of the cone of the flat conical spherical hollow body (i.e. the top of the cone structure of the flat conical spherical hollow body), and a pair of anchor rods located on the same straight line are provided on both sides of the bottom of the cone of the flat conical spherical hollow body (i.e. the bottom of the cone structure of the flat conical spherical hollow body).

[0010] In the above-mentioned joint reinforcement structure, preferably, the anchor includes a plurality of flat conical spherical hollow bodies located in the same straight line, the inner cavities of the plurality of the flat conical spherical hollow bodies are connected through a hollow channel, at least one of the plurality of the flat conical spherical hollow bodies is provided with a grouting hole, the cone tops of the plurality of the flat conical spherical hollow bodies are provided with anchor holes for inserting the stressed steel bars, and a pair of anchor rods located in the same straight line are provided on both sides of the bottom of the whole formed by connecting the plurality of the flat conical spherical hollow bodies.

[0011] The above-mentioned flat cone sphere refers to a structure similar to a cone sphere that has been flattened. When the anchor is arranged, it is preferred that the flattening direction is perpendicular to the bridge deck. The above-mentioned anchor rod can be a metal rod with threads or anti-slip features having concave and convex properties. The contact area between the anchor and the fiber concrete can be increased through the anchor rod, thereby increasing the anchoring effect. In the present invention, a through hole is also provided at the cone bottom of the flat cone spherical hollow body to cooperate with the anchor hole. The center of the through hole is located on the same straight line as the center of the anchor hole. The stressed steel bar is inserted from the anchor hole and passes through the through hole. On the one hand, it can be verified whether the stressed steel bar has completely passed through the flat cone spherical hollow body. On the other hand, it can also increase the contact area between the stressed steel bar and the fiber concrete in the anchor, thereby increasing the anchoring force. In addition, the through hole can also position the stressed steel bar to avoid tilting of the stressed steel bar.

[0012] In the above-mentioned joint reinforcement structure, preferably, a steel anchor casing is provided at the anchor hole, and the steel anchor casing is a hollow structure. The steel anchor casing is connected to the anchor hole through an elastic rubber connecting casing for preventing the fiber concrete slurry injected into the oblate spherical hollow body from entering the steel anchor casing (the specific connection method is not limited), and the two ends of the steel anchor casing are respectively located in the first poured fiber concrete pavement layer and the post-cast fiber concrete pavement layer.

[0013] In the above-mentioned joint reinforcement structure, preferably, the outer surface of the steel anchor casing is provided with an anti-slip unit (such as an anti-slip thread), and the end of the steel anchor casing away from the elastic rubber connecting casing is provided with a blockage for preventing cast-in-place fiber concrete from entering the steel anchor casing.

[0014] The steel anchor casing with anti-slip unit in the specific anchor used in the present invention is arranged at the joint (that is, the two ends of the steel anchor casing are respectively located in the first cast fiber concrete pavement layer and the later cast fiber concrete pavement layer), wherein the steel anchor casing with anti-slip unit can greatly improve the connection of the fiber concrete at the joint, and prevent the fiber concrete on both sides of the joint from sliding relative to each other. The stressed steel bar is inserted into the flat cone spherical hollow body of the anchor after passing through the steel anchor casing with anti-slip unit and the elastic rubber connecting casing, and then passes out, and is anchored in the anchor after grouting in the anchor. Due to the obstruction of the elastic rubber connecting casing and the blockage, the steel anchor casing with anti-slip unit is not grouted, so the stressed steel bar is directly anchored in the anchor body. Due to the presence of the elastic rubber connecting casing, the anchor and the steel anchor casing with anti-slip unit are disconnected in terms of force, which greatly enhances the ability to convert the anchoring force into the "squeezing" ability of the joint in the anchoring area, and greatly reduces the friction resistance of the stressed steel bar in contact with the fiber concrete on the other side of the anchor relative to the joint. The synergy between the various parts of the anchor greatly improves the crack resistance of the joint;

[0015] The present invention converts the anchoring force of the anchoring area into "squeezing" and "locking" forces through the setting of the anchor of the steel anchor casing with an anti-slip unit, the tongue-and-groove joint connection and the alternating anchoring method. The combination and synergy of the three greatly improve the crack resistance of the joint, eliminate the weakening of the tensile strength caused by the "fracture" of the material at the joints of the fiber concrete cast in stages, and enable the joint to achieve a good anti-cracking effect.

[0016] In the joint reinforcement structure, preferably, the bridge deck is a steel plate, and a shear-resistant structure such as bolts is provided on the steel plate for connecting the steel plate with the cast-in-place fiber concrete pavement. The shear-resistant structure can achieve a high-strength connection between the steel plate and the cast-in-place fiber concrete pavement.

[0017] In the above-mentioned joint reinforcement structure, preferably, transverse steel bars perpendicular to the stress-bearing steel bars are further provided, the center spacing between adjacent stress-bearing steel bars is 50-100 mm, and the center spacing between adjacent transverse steel bars is 50-100 mm.

[0018] In the above-mentioned joint strengthening structure, preferably, the joint strengthening structure defines the structural area range according to the weak stress area of ​​the joint, which is generally not less than 20 times the stress-bearing steel bar diameter on both sides of the joint.

[0019] In the above-mentioned joint reinforcement structure, preferably, the fiber concrete is one or more of reactive powder concrete, ultra-high performance fiber reinforced concrete and grouting ultra-high performance concrete.

[0020] As a general technical concept, the present invention also provides a construction method for the joint reinforcement structure of the above-mentioned combined bridge deck structure, wherein the bridge deck is an integral structure, and the construction method comprises the following steps:

[0021] S1: Cast-in-place precast fiber concrete pavement: Arrange shear members, transverse reinforcement, first stress-bearing reinforcement, second stress-bearing reinforcement and second anchor above the bridge deck (install elastic rubber connection casing, steel anchor casing and plug simultaneously, and make the steel anchor casing span the joint), insert the second stress-bearing reinforcement into the second anchor, and then inject fiber concrete into the second anchor to make the second stress-bearing reinforcement and the second anchor form a stress-bearing whole (cured to reach the standard strength), arrange tongue-and-groove formwork, cast-in-place fiber concrete for forming the precast fiber concrete pavement, make the second anchor completely buried in the precast fiber concrete pavement, and cure to obtain the precast fiber concrete pavement;

[0022] S2: Cast-in-place and post-cast fiber concrete pavement: Arrange the first anchor above the bridge deck (install elastic rubber connecting casing, steel anchor casing and plug simultaneously, and make the steel anchor casing span the joint), insert one end of the first stress-bearing steel bar extending out of the first-cast fiber concrete pavement into the first anchor, and then inject fiber concrete into the first anchor to make the first stress-bearing steel bar and the first anchor form a stress-bearing whole (cured to reach standard strength), cast-in-place fiber concrete for forming the post-cast fiber concrete pavement, make the first anchor completely buried in the post-cast fiber concrete pavement, and cure to obtain the post-cast fiber concrete pavement, and then complete the construction.

[0023] As a general technical concept, the present invention also provides a construction method for the joint reinforcement structure of the above-mentioned combined bridge deck structure, wherein the bridge deck is a split structure, and two adjacent split bridge decks are assembled to form a whole, and the construction method comprises the following steps:

[0024] S1: Casting a precast fiber concrete pavement layer on a bridge deck: Arrange shear members, transverse reinforcements, first stress-bearing reinforcements, second stress-bearing reinforcements and second anchors above the bridge deck (install elastic rubber connection casings, steel anchor casings and plugging simultaneously, and make the steel anchor casings span the joints), insert the second stress-bearing reinforcement into the second anchor, and then inject fiber concrete into the second anchor so that the second stress-bearing reinforcement and the second anchor form a stress-bearing whole (curing to reach the standard strength), arrange tongue-and-groove formwork, cast fiber concrete for forming the precast fiber concrete pavement layer, make the second anchor completely buried in the precast fiber concrete pavement layer, and cure to obtain the precast fiber concrete pavement layer; control the distance between the end of the above-mentioned precast fiber concrete pavement layer and the end of the bridge deck to be 0.4-1m; the above-mentioned end refers to one end of two adjacent bridge decks pre-assembled and fixed;

[0025] S2: Casting the precast fiber concrete pavement layer on another bridge deck using the method of S1;

[0026] S3: Combine and fix the two split bridge decks obtained in S1 and S2, connect the adjacent second stress-bearing steel bars, arrange the first anchor above the bridge deck (install elastic rubber connecting casing, steel anchor casing and plug simultaneously, and make the steel anchor casing span the joint), extend one end of the first stress-bearing steel bar out of the first-cast fiber concrete pavement layer into the first anchor, inject fiber concrete into the first anchor to make the first stress-bearing steel bar and the first anchor form a stress-bearing whole (cured to reach the standard strength), cast in situ the fiber concrete used to form the post-cast fiber concrete pavement layer, bury the first anchor completely in the post-cast fiber concrete pavement layer, and cure to obtain the post-cast fiber concrete pavement layer, thus completing the construction.

[0027] Compared with the prior art, the advantages of the present invention are:

[0028] 1. The joint reinforcement structure of the composite bridge deck structure of the present invention adopts the measure of alternately anchoring the stressed steel bars through anchors. When the structure is stressed, the tension of the stressed steel bars converts the anchoring force into an "extrusion" force on the joints in the anchoring area, so that the joints are in an extrusion state and can withstand large bending and tensile stresses. It can also prevent the in-plane shrinkage of the fiber concrete at the joints, greatly improving the crack resistance of the joints and eliminating the weakening of the tensile strength caused by the "fracture" of the material at the joints of the fiber concrete cast in stages.

[0029] 2. The joint reinforcement structure of the combined bridge deck structure of the present invention will not bring the risk of cracking and leakage to the bridge deck, so it will not affect the durability and fatigue resistance of the bridge deck structure for normal use requirements. In addition, the ultra-high performance concrete material has ultra-high strength, durability and toughness compared to ordinary concrete materials, so it has better durability than ordinary concrete bridge deck structures.

[0030] 3. The joint reinforcement structure of the combined bridge deck structure of the present invention can be used for a single bridge deck or a combined bridge deck structure. The construction method can be integral cast-in-place construction or prefabricated construction. The construction method is simple and easy and has broad promotion value.

[0031] In general, from the actual application effect, the joint reinforcement structure of the combined bridge deck structure of the present invention greatly enhances the tensile strength of the fiber concrete at the joints, and has a "locking" and "squeezing" effect on the fiber concrete, which can effectively prevent the occurrence of cracks at the joints and facilitate construction. It has great practical value and good economic benefits, especially in the construction of large and extra-large bridges, and has broad application prospects. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0033] Figure 1 It is a schematic diagram (cross-sectional view) of a conventional orthotropic steel box girder integral rigid bridge deck structure in the prior art.

[0034] Figure 2 It is a perspective schematic diagram of the joint reinforcement structure of the combined bridge deck structure in the embodiment when viewed from above (integral bridge deck).

[0035] Figure 3 for Figure 2 Cross-sectional view at AA in the middle.

[0036] Figure 4 It is a perspective schematic diagram of the joint reinforcement structure of the combined bridge deck structure in the embodiment (split bridge deck) from the top view.

[0037] Figure 5 for Figure 4 Cross-sectional view at the middle BB.

[0038] Figure 6 It is the front view of the anchor in the present invention.

[0039] Figure 7 It is a side view of the anchor in the present invention.

[0040] Figure 8 It is a top view of the anchor in the present invention.

[0041] Fig. 9 It is a front view of another anchor in the present invention.

[0042] Fig.10 It is a side view of another anchor in the present invention.

[0043] Fig.11 It is a top view of another anchor in the present invention.

[0044] Legend:

[0045] 1. Bridge deck; 2. First cast fiber concrete pavement layer; 3. Post-cast fiber concrete pavement layer; 4. First stress-bearing steel bar; 5. Second stress-bearing steel bar; 6. First anchor; 7. Second anchor; 8. Tongue and groove; 9. Oblate spherical hollow body; 10. Grouting hole; 11. Anchor hole; 12. Anchor rod; 13. Hollow channel; 14. Shear-resistant structure; 15. Transverse steel bar; 16. Connecting steel bar; 17. Steel plate joint; 18. Steel anchor casing; 19. Elastic rubber connecting casing; 20. Anti-slip unit; 21. Blockage. DETAILED DESCRIPTION

[0046] In order to facilitate the understanding of the present invention, the present invention will be described more comprehensively and meticulously below in conjunction with the accompanying drawings and preferred embodiments of the present invention, but the protection scope of the present invention is not limited to the following specific embodiments.

[0047] Unless otherwise defined, all the professional terms used below have the same meanings as those generally understood by those skilled in the art. The professional terms used herein are only for the purpose of describing specific embodiments and are not intended to limit the scope of protection of the present invention.

[0048] Unless otherwise specified, various raw materials, reagents, instruments and equipment used in the present invention can be purchased from the market or prepared by existing methods.

[0049] Example:

[0050] like Figure 2-Figure 5 As shown, the joint reinforcement structure of the composite bridge deck structure of this embodiment includes a bridge deck 1 and a cast-in-place fiber concrete pavement layer located on the bridge deck 1. The bridge deck 1 is a steel plate, and a shear-resistant structure 14 for connecting the steel plate and the cast-in-place fiber concrete pavement layer is provided on the steel plate. The cast-in-place fiber concrete pavement layer is cast in multiple times. The joint reinforcement structure includes a first cast fiber concrete pavement layer 2, a second cast fiber concrete pavement layer 3 and a plurality of steel anchor reinforcement structures. One end of the steel anchor reinforcement structure is buried in the first cast fiber concrete pavement layer 2, and the other end of the steel anchor reinforcement structure is buried in the second cast fiber concrete pavement layer 3. The steel anchor reinforcement structure includes a stressed steel bar and an anchor for anchoring the stressed steel bar. The above-mentioned bridge deck 1 can be a whole or assembled from a plurality of monomers.

[0051] In this embodiment, the first cast fiber concrete pavement layer 2 and the second cast fiber concrete pavement layer 3 are mainly cast by one or more of active powder concrete, ultra-high performance fiber reinforced concrete and grouting ultra-high performance concrete.

[0052] In this embodiment, the stress-bearing steel bars include a first stress-bearing steel bar 4 embedded in the first-cast fiber concrete pavement layer 2 and a second stress-bearing steel bar 5 embedded in the second-cast fiber concrete pavement layer 3. One end of the first stress-bearing steel bar 4 close to the second-cast fiber concrete pavement layer 3 extends into the second-cast fiber concrete pavement layer 3, and one end of the second stress-bearing steel bar 5 close to the first-cast fiber concrete pavement layer 2 extends into the first-cast fiber concrete pavement layer 2; the anchor includes a first anchor 6 matched with the first stress-bearing steel bar 4 and a second anchor 7 matched with the second stress-bearing steel bar 5. The first anchor 6 is embedded in the second-cast fiber concrete pavement layer 3 (that is, the first anchor 6 is completely pre-embedded in the second-cast fiber concrete pavement layer 3), and the second anchor 7 is embedded in the first-cast fiber concrete pavement layer 2 (that is, the second anchor 7 is completely pre-embedded in the first-cast fiber concrete pavement layer 2). After the first anchor 6 and the second anchor 7 are inserted into the stressed steel bars, fiber concrete is injected through the grouting holes 10, so that a tight connection between the stressed steel bars and the anchors can be achieved.

[0053] In this embodiment, the length of the portion of the first stressed steel bar 4 extending into the post-cast fiber concrete pavement layer 3 is not less than 10 times (e.g. 10-20 times) the diameter of the first stressed steel bar 4; the length of the portion of the second stressed steel bar 5 extending into the pre-cast fiber concrete pavement layer 2 is not less than 10 times (e.g. 10-20 times) the diameter of the second stressed steel bar 5.

[0054] In this embodiment, the joints of the first poured fiber concrete pavement layer 2 and the later poured fiber concrete pavement layer 3 are connected by a tongue-and-groove 8 that is a rectangular tongue-and-groove, and the first anchor 6 and the second anchor 7 are both arranged directly in front of the tongue-and-groove 8.

[0055] like Figure 6-8 As shown, in this embodiment, the anchor includes a flat conical spherical hollow body 9, a grouting hole 10 is provided on the flat conical spherical hollow body 9, an anchor hole 11 for inserting the stressed steel bars is provided at the top of the cone of the flat conical spherical hollow body 9, a through hole (located on the same straight line as the anchor hole 11) for the stressed steel bars to pass through is provided at the bottom of the cone of the flat conical spherical hollow body 9, and a pair of anchor rods 12 located on the same straight line are provided on both sides of the bottom of the cone of the flat conical spherical hollow body 9.

[0056] like Figure 9-11 As shown, in this embodiment, the anchor includes two flat conical spherical hollow bodies 9 located on the same straight line, the inner cavities of the two flat conical spherical hollow bodies 9 are connected by a hollow channel 13, a grouting hole 10 is provided on one of the two flat conical spherical hollow bodies 9, anchor holes 11 for inserting stressed steel bars are provided at the cone tops of the two flat conical spherical hollow bodies 9, through holes (located on the same straight line as the anchor holes 11) for the stressed steel bars to pass through are provided at the cone bottoms of the flat conical spherical hollow bodies 9, and a pair of anchor rods 12 located on the same straight line are provided on both sides of the bottom of the whole formed by connecting the two flat conical spherical hollow bodies 9.

[0057] In this embodiment, a steel anchor casing 18 is provided at the anchor hole 11. The steel anchor casing 18 is a hollow structure. The steel anchor casing 18 is connected to the anchor hole 11 through an elastic rubber connecting casing 19 for preventing the fiber concrete slurry injected into the flat cone-shaped hollow body 9 from entering the steel anchor casing 18, and the two ends of the steel anchor casing 18 are respectively located in the first cast fiber concrete pavement layer 2 and the later cast fiber concrete pavement layer 3.

[0058] In this embodiment, an anti-slip unit 20 (anti-slip thread) is provided on the outer surface of the steel anchor casing 18 , and a plug 21 is provided at one end of the steel anchor casing 18 away from the elastic rubber connecting casing 19 to prevent cast-in-place fiber concrete from entering the steel anchor casing 18 .

[0059] In this embodiment, the oblate spherical hollow body 9 is a hollow structure, and has the characteristics of a large interior and a small outlet of the anchor hole 11. The anchor rod 12 can be a metal rod with threads or with concave-convex anti-slip features.

[0060] In the construction method of the joint reinforcement structure of the combined bridge deck structure of this embodiment, the bridge deck 1 is an integral structure, and the construction method includes the following steps:

[0061] S1: Cast-in-place precast fiber concrete pavement layer 2: Arrange a shear structure 14, a transverse reinforcement 15 (perpendicular to the stress-bearing reinforcement), a first stress-bearing reinforcement 4, a second stress-bearing reinforcement 5, and a second anchor 7 (install elastic rubber connecting casing 19, a steel anchor casing 18, and a plug 21 simultaneously, and make the steel anchor casing 18 span the joint), insert the second stress-bearing reinforcement 5 into the second anchor 7, and then inject fiber concrete into the second anchor 7 so that the second stress-bearing reinforcement 5 and the second anchor 7 form a stress-bearing whole, arrange a tongue-and-groove 8 template, cast-in-place fiber concrete for forming the precast fiber concrete pavement layer 2, make the second anchor 7 completely buried in the precast fiber concrete pavement layer 2, and cure to obtain the precast fiber concrete pavement layer 2;

[0062] S2: Cast-in-place and post-cast fiber concrete pavement layer 3: Arrange the first anchor 6 above the bridge deck 1 (install the elastic rubber connecting casing 19, the steel anchor casing 18 and the plug 21 simultaneously, and make the steel anchor casing 18 span the joint), extend one end of the first stress-bearing steel bar 4 out of the first-cast fiber concrete pavement layer 2 into the first anchor 6, and then inject fiber concrete into the first anchor 6 to make the first stress-bearing steel bar 4 and the first anchor 6 form a stress-bearing whole, cast-in-place fiber concrete for forming the post-cast fiber concrete pavement layer 3, make the first anchor 6 completely buried in the post-cast fiber concrete pavement layer 3, and maintain to obtain the post-cast fiber concrete pavement layer 3, and then complete the construction.

[0063] Another construction method of the joint reinforcement structure of the combined bridge deck structure of this embodiment, the bridge deck 1 is a split structure, and two adjacent split bridge decks 1 are assembled to form a whole, and the construction method includes the following steps:

[0064] S1: Cast-in-place fiber concrete pavement 2 on a bridge deck 1: Arrange a shear structure 14, transverse reinforcement 15 (perpendicular to the stress-bearing reinforcement), first stress-bearing reinforcement 4, second stress-bearing reinforcement 5, and second anchor 7 above the bridge deck 1 (simultaneously install elastic rubber connecting casing 19, steel anchor casing 18, and plug 21, and make the steel anchor casing 18 span the joint), insert the second stress-bearing reinforcement 5 into the second anchor 7, and then inject fiber concrete into the second anchor 7 so that the second stress-bearing reinforcement 5 and the second anchor are fixed. The first cast fiber concrete pavement layer 2 is cast in situ, and the second anchor 7 is completely buried in the first cast fiber concrete pavement layer 2. The first cast fiber concrete pavement layer 2 is cured and the distance between the end of the first cast fiber concrete pavement layer 2 and the end of the bridge deck 1 is controlled to be 0.4-1m (that is, when two adjacent bridge decks 1 are combined and fixed, a cast-in-situ area of ​​the post-cast fiber concrete pavement layer 3 is left between the two first cast fiber concrete pavement layers 2);

[0065] S2: Casting a precast fiber concrete pavement layer 2 on another bridge deck 1 using the method of S1;

[0066] S3: The two split bridge decks 1 obtained in S1 and S2 are combined and fixed by welding. The two split bridge decks 1 are welded at the steel plate joint 17 of the two split bridge decks 1. During welding, the protruding tongue and groove 8 of the first cast fiber concrete pavement 2 of the bridge deck 1 obtained in S1 and the protruding tongue and groove 8 of the first cast fiber concrete pavement 2 of the bridge deck 1 obtained in S2 are controlled to be arranged relative to each other; the adjacent second stress-bearing steel bars 5 are connected by connecting steel bars 16, and the first anchor 6 is arranged above the bridge deck 1 (the elastic rubber connecting bar is installed synchronously). The protective tube 19, the steel anchor protective tube 18 and the plug 21 are connected, and the steel anchor protective tube 18 is made to cross the joint), and one end of the first stress-bearing steel bar 4 is extended out of the first cast-in-place fiber concrete pavement layer 2 and inserted into the first anchor 6, and then the fiber concrete is injected into the first anchor 6 to make the first stress-bearing steel bar 4 and the first anchor 6 form a stress-bearing whole, and the fiber concrete used to form the post-cast fiber concrete pavement layer 3 is cast in situ, so that the first anchor 6 is completely buried in the post-cast fiber concrete pavement layer 3, and the post-cast fiber concrete pavement layer 3 is obtained by curing, and the construction is completed.

Claims

1. A joint reinforcement structure of a composite bridge deck structure, the composite bridge deck structure comprising a bridge deck (1) and a cast-in-place fiber concrete pavement layer located on the bridge deck (1), the cast-in-place fiber concrete pavement layer being cast in multiple times, It is characterized in that The joint reinforcement structure comprises a pre-cast fiber concrete pavement layer (2), a post-cast fiber concrete pavement layer (3) and a plurality of steel anchor reinforcement structures, one end of the steel anchor reinforcement structure is buried in the pre-cast fiber concrete pavement layer (2), the other end of the steel anchor reinforcement structure is buried in the post-cast fiber concrete pavement layer (3), and the steel anchor reinforcement structure comprises a stress-bearing steel bar and an anchor for anchoring the stress-bearing steel bar; The anchor comprises a flat conical spherical hollow body (9), a grouting hole (10) is provided on the flat conical spherical hollow body (9), an anchor hole (11) for inserting the stressed steel bar is provided at the top of the cone of the flat conical spherical hollow body (9), and a pair of anchor rods (12) located on the same straight line are provided on both sides of the bottom of the cone of the flat conical spherical hollow body (9); A steel anchor casing (18) is provided at the anchor hole (11), the steel anchor casing (18) being a hollow structure, the steel anchor casing (18) being connected to the anchor hole (11) via an elastic rubber connecting casing (19) for preventing the fiber concrete slurry injected into the oblate spherical hollow body (9) from entering the steel anchor casing (18), and the two ends of the steel anchor casing (18) are respectively located in the first cast fiber concrete pavement layer (2) and the post cast fiber concrete pavement layer (3); An anti-slip unit (20) is provided on the outer surface of the steel anchor casing (18), and a plug (21) is provided at one end of the steel anchor casing (18) away from the elastic rubber connecting casing (19) for preventing cast-in-place fiber concrete from entering the steel anchor casing (18).

2. The joint reinforcement structure according to claim 1, It is characterized in that The stress-bearing steel bars include first stress-bearing steel bars (4) embedded in the first-cast fiber concrete pavement layer (2) and second stress-bearing steel bars (5) embedded in the second-cast fiber concrete pavement layer (3), wherein one end of the first stress-bearing steel bars (4) close to the second-cast fiber concrete pavement layer (3) extends into the second-cast fiber concrete pavement layer (3), and one end of the second stress-bearing steel bars (5) close to the first-cast fiber concrete pavement layer (2) extends into the first-cast fiber concrete pavement layer (2); the anchors include first anchors (6) matched with the first stress-bearing steel bars (4) and second anchors (7) matched with the second stress-bearing steel bars (5), wherein the first anchors (6) are embedded in the second-cast fiber concrete pavement layer (3), and the second anchors (7) are embedded in the first-cast fiber concrete pavement layer (2).

3. The joint reinforcement structure according to claim 2, It is characterized in that The length of the portion of the first stress-bearing steel bar (4) extending into the post-cast fiber concrete pavement layer (3) is not less than 10 times the diameter of the first stress-bearing steel bar (4); and the length of the portion of the second stress-bearing steel bar (5) extending into the pre-cast fiber concrete pavement layer (2) is not less than 10 times the diameter of the second stress-bearing steel bar (5).

4. The joint reinforcement structure according to claim 2 or 3, It is characterized in that The joints of the first cast fiber concrete pavement layer (2) and the second cast fiber concrete pavement layer (3) are connected by means of a tongue-and-groove (8) engaging with each other. The tongue-and-groove (8) comprises a rectangular tongue-and-groove, a wide tongue-and-groove with a wide outside and a narrow inside, or a narrow tongue-and-groove with a wide inside. The first anchor (6) and the second anchor (7) are both arranged directly in front of the tongue-and-groove (8).

5. The joint reinforcement structure according to claim 2, It is characterized in that The anchor comprises a plurality of oblate conical spherical hollow bodies (9) located on the same straight line, the inner cavities of the plurality of oblate conical spherical hollow bodies (9) are connected via a hollow channel (13), at least one of the plurality of oblate conical spherical hollow bodies (9) is provided with a grouting hole (10), the cone tops of the plurality of oblate conical spherical hollow bodies (9) are provided with anchor holes (11) for inserting the stressed steel bars, and a pair of anchor rods (12) located on the same straight line are provided on both sides of the bottom of a whole formed by connecting the plurality of oblate conical spherical hollow bodies (9).

6. A construction method for a joint reinforcement structure of a composite bridge deck structure as claimed in any one of claims 2 to 5, wherein the bridge deck (1) is an integral structure. It is characterized in that The construction method comprises the following steps: S1: Cast-in-place precast fiber concrete pavement layer (2): Arrange a first stress-bearing steel bar (4), a second stress-bearing steel bar (5) and a second anchor (7) above the bridge deck (1), insert the second stress-bearing steel bar (5) into the second anchor (7), inject fiber concrete into the second anchor (7) so that the second stress-bearing steel bar (5) and the second anchor (7) form a stress-bearing whole, cast-in-place fiber concrete for forming the precast fiber concrete pavement layer (2), so that the second anchor (7) is completely buried in the precast fiber concrete pavement layer (2), and perform curing to obtain the precast fiber concrete pavement layer (2); S2: Cast-in-place and post-cast fiber concrete pavement layer (3): a first anchor (6) is arranged above the bridge deck (1), one end of the first stress-bearing steel bar (4) extending out of the first-cast fiber concrete pavement layer (2) is inserted into the first anchor (6), and fiber concrete is then injected into the first anchor (6) so that the first stress-bearing steel bar (4) and the first anchor (6) form a stress-bearing whole, and fiber concrete for forming the post-cast fiber concrete pavement layer (3) is cast in-place so that the first anchor (6) is completely buried in the post-cast fiber concrete pavement layer (3), and curing is performed to obtain the post-cast fiber concrete pavement layer (3), thus completing the construction.

7. A construction method for a joint reinforcement structure of a composite bridge deck structure according to any one of claims 2 to 5, wherein the bridge deck (1) is a split structure, and two adjacent split bridge decks (1) are assembled to form a whole. It is characterized in that The construction method comprises the following steps: S1: Casting a precast fiber concrete pavement layer (2) on a bridge deck (1): arranging a first stress-bearing steel bar (4), a second stress-bearing steel bar (5) and a second anchor (7) above the bridge deck (1), inserting the second stress-bearing steel bar (5) into the second anchor (7), injecting fiber concrete into the second anchor (7) so that the second stress-bearing steel bar (5) and the second anchor (7) form a stress-bearing whole, casting fiber concrete for forming the precast fiber concrete pavement layer (2) in situ, so that the second anchor (7) is completely buried in the precast fiber concrete pavement layer (2), and curing to obtain the precast fiber concrete pavement layer (2); controlling the distance between the end of the precast fiber concrete pavement layer (2) and the end of the bridge deck (1) to be 0.4-1 m; S2: using the method of S1 to cast a precast fiber concrete pavement layer (2) on another bridge deck (1); S3: The two split bridge decks (1) obtained in S1 and S2 are assembled and fixed, the adjacent second stress-bearing steel bars (5) are connected, a first anchor (6) is arranged above the bridge deck (1), one end of the first stress-bearing steel bar (4) extending out of the first-cast fiber concrete pavement layer (2) is inserted into the first anchor (6), and fiber concrete is injected into the first anchor (6) so that the first stress-bearing steel bar (4) and the first anchor (6) form a stress-bearing whole, fiber concrete for forming the post-cast fiber concrete pavement layer (3) is cast in situ, the first anchor (6) is completely buried in the post-cast fiber concrete pavement layer (3), and the post-cast fiber concrete pavement layer (3) is obtained through curing, and the construction is completed.

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