CN114808691A - Directional fiber UHPC bridge deck in hogging moment area of steel-concrete composite beam and preparation and construction method - Google Patents
Directional fiber UHPC bridge deck in hogging moment area of steel-concrete composite beam and preparation and construction method Download PDFInfo
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- 239000011374 ultra-high-performance concrete Substances 0.000 title claims abstract description 151
- 239000000835 fiber Substances 0.000 title claims abstract description 145
- 239000004567 concrete Substances 0.000 title claims abstract description 142
- 239000002131 composite material Substances 0.000 title claims abstract description 36
- 238000010276 construction Methods 0.000 title claims abstract description 17
- 238000002360 preparation method Methods 0.000 title claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 28
- 239000010959 steel Substances 0.000 claims abstract description 28
- 238000005452 bending Methods 0.000 claims description 36
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 15
- 238000010586 diagram Methods 0.000 claims description 8
- 238000009826 distribution Methods 0.000 claims description 8
- 238000005266 casting Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 238000005336 cracking Methods 0.000 abstract description 5
- 239000002657 fibrous material Substances 0.000 abstract description 2
- 239000000463 material Substances 0.000 description 8
- 239000004574 high-performance concrete Substances 0.000 description 6
- 238000000034 method Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 3
- 239000011148 porous material Substances 0.000 description 3
- 238000009434 installation Methods 0.000 description 2
- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000004880 explosion Methods 0.000 description 1
- 230000035772 mutation Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
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- 239000002699 waste material Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B28—WORKING CEMENT, CLAY, OR STONE
- B28B—SHAPING CLAY OR OTHER CERAMIC COMPOSITIONS; SHAPING SLAG; SHAPING MIXTURES CONTAINING CEMENTITIOUS MATERIAL, e.g. PLASTER
- B28B1/00—Producing shaped prefabricated articles from the material
- B28B1/52—Producing shaped prefabricated articles from the material specially adapted for producing articles from mixtures containing fibres, e.g. asbestos cement
- B28B1/523—Producing shaped prefabricated articles from the material specially adapted for producing articles from mixtures containing fibres, e.g. asbestos cement containing metal fibres
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B28—WORKING CEMENT, CLAY, OR STONE
- B28B—SHAPING CLAY OR OTHER CERAMIC COMPOSITIONS; SHAPING SLAG; SHAPING MIXTURES CONTAINING CEMENTITIOUS MATERIAL, e.g. PLASTER
- B28B23/00—Arrangements specially adapted for the production of shaped articles with elements wholly or partly embedded in the moulding material; Production of reinforced objects
- B28B23/02—Arrangements specially adapted for the production of shaped articles with elements wholly or partly embedded in the moulding material; Production of reinforced objects wherein the elements are reinforcing members
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/262—Concrete reinforced with steel fibres
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Abstract
The invention relates to the technical field of bridge engineering, in particular to a directional fiber UHPC bridge deck in a hogging moment area of a steel-concrete composite beam and preparation and construction methods thereof. The concrete slabs are respectively connected with the head end and the tail end of the directional fiber UHPC bridge deck slab in the hogging moment area through U-shaped connecting steel bars, and the bottom of the directional fiber UHPC bridge deck slab in the hogging moment area is of a symmetrical upward gradually-decreased ladder structure from the center of the deck slab to the longitudinal two sides; the tail ends of the ladder structures at the two ends are provided with concave grooves with downward openings; the concrete slab is formed into a 'shaped' structure by combining a horizontal plate body and a vertical plate body; a concave groove with a downward opening is arranged on the bottom end surface of the transverse plate body of the concrete slab; and pouring a concrete layer in a bottom cavity formed by splicing the directional fiber UHPC bridge deck slab in the hogging moment area and the concrete slab to form a wet joint asymmetric stepped concrete layer. The invention fully improves the utilization efficiency of the fiber, reduces the dosage of fiber materials, improves the anti-cracking performance, and simultaneously ensures the economy by adopting UHPC only in a local structure.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a directional fiber UHPC bridge deck slab in a hogging moment area of a steel-concrete composite beam and a preparation and construction method thereof.
Background
The steel-concrete combined continuous beam is in the fulcrum hogging moment area, the upper concrete bridge deck is pulled, the lower steel beam is pressed, and the concrete slab is easy to crack. In order to control the cracking of the concrete bridge deck slab in the hogging moment area, the common methods include a preloading method, a prestressing method and an increase of the reinforcement ratio of concrete. However, for concrete bridge deck slab, the pre-stress is difficult to apply, the applying efficiency is low, and the loss is easy. The directional fiber UHPC (ultra high performance concrete) has ultra high mechanical property, ultra high durability, excellent wear resistance and anti-explosion performance, and the structure dead weight can be effectively reduced by using the UHPC, so that the directional fiber UHPC can be used for concrete bridge decks in steel-concrete composite beams.
The oriented fiber UHPC bridge deck slab is adopted in the hogging moment area, and the crack resistance of the concrete in the area can be effectively improved through the high tensile strength of the material. In the continuous beam structure, UHPC is used as a bridge deck plate in a non-hogging moment area, so that the significance is low; but in the large-span cable system combined structure, the characteristics of high strength and light weight are facilitated, and UHPC can be adopted as a bridge deck.
In recent years, great progress has been made in replacing ordinary concrete in steel-concrete composite beams with high-performance concrete such as UHPC. Xuyan et al propose a UHPC ultra-high performance concrete layer + NC ordinary concrete layer laminated bridge deck slab in hogging moment region to achieve more economical purpose (Xuyan, Li Jun, Zhu Meng Jun, Yuhaitang, Wang Xiao Feng, huzheng, Zheng Jian Min, Shengkang, Li Zheng Liang, Dianfeng, Liuyang, Cao Xuke, Wanpei, Yanci, Chen Jian. The snow-fall, the Henry, the Zhang Yuhui, a structure of a wood-concrete composite beam bridge simply-supported continuous fulcrum hogging moment region [ P ]. Hunan province: CN112853912A,2021-05-28 ]. Yuan Chi et al propose an L-shaped side groove UHPC bridge deck slab for a negative moment region of a steel-concrete composite beam and a longitudinal connection thereof (Yuan Chi, Liu Chi, tall and erect is top. the L-shaped side groove UHPC bridge deck slab for the negative moment region of the steel-concrete composite beam and the longitudinal connection thereof [ P ]. Jiangsu province: CN108560419B, 2021-02-02.). The green blue and green bridge deck longitudinal connection structure green blue, Zhaowengzheng, Uchenxi, Hupo, Linmei, Zhaojie, Wangpo, Li Si Yuan, Yanpeng, Zhoudong, simple-supported steel-concrete composite beam negative-bending-moment-area bridge deck longitudinal continuous structure and construction method [ P ] Jiangsu province: CN112482221A, 2021-03-12.). The above patent proposes a solution to the problem of improving the strength and durability of the hogging moment region of a steel-concrete composite beam using high performance concrete.
The high-performance concrete material has good performances of high strength and high durability. However, the cost of high performance concrete materials is much higher than that of traditional silicate concrete, wherein high content of steel fiber is an important component of the high enterprise cost. However, theoretically, only when the distribution direction of the fibers is consistent with the main tensile stress direction of the concrete easy-cracking part, the fibers can improve the tensile property of the UHPC to the maximum extent, and the fibers in other directions have little contribution to the effect of improving the bending tensile strength and the toughness of the beam. The material cost of the fiber is very expensive, and the low-efficiency application is obviously a waste at present. There is an urgent need in the art to maximize the use of UHPC to reduce its cost while achieving crack resistance.
Disclosure of Invention
The invention provides a directional fiber UHPC bridge deck of a hogging moment area of a steel-concrete composite beam and a preparation and construction method thereof in order to overcome the problems in the background technology. The UHPC bridge deck slab is effectively connected with a common concrete slab through a longitudinal wet joint, and the UHPC doped with the oriented fibers has higher compressive strength and more excellent tensile property than the common UHPC, so that the integral rigidity and the spanning capability of the structure can be improved, and the construction cost is reduced.
The invention adopts the following technical scheme:
the oriented fiber UHPC bridge deck slab of the hogging moment area of the steel-concrete composite beam comprises the oriented fiber UHPC bridge deck slab of the hogging moment area, a concrete slab, a wet joint asymmetric stepped concrete layer and U-shaped connecting reinforcing steel bars;
u-shaped connecting steel bars are respectively arranged at the longitudinal head end and the tail end of the directional fiber UHPC bridge deck slab in the hogging moment area; the U-shaped connecting steel bars are linearly arranged along the transverse end surface of the directional fiber UHPC bridge deck slab in the bending moment area;
u-shaped connecting steel bars which are transversely and linearly arranged are arranged along one end part of the concrete slab;
the concrete slabs are respectively connected with the head end and the tail end of the directional fiber UHPC bridge deck slab in the hogging moment area through U-shaped connecting steel bars;
the U-shaped connecting reinforcing steel bars on the directional fiber UHPC bridge deck slab in the hogging moment area and the U-shaped connecting reinforcing steel bars on the concrete slab are arranged in a staggered and penetrating manner;
the bottom of the directional fiber UHPC bridge deck slab in the hogging moment area is of a symmetrical and upward progressively-decreasing ladder structure from the center of the deck slab to the longitudinal two sides; the tail ends of the ladder structures at the two ends are provided with concave grooves with downward openings;
the concrete slab is formed by combining a transverse plate body and a vertical plate body into a' shaped structure; a concave groove with a downward opening is arranged on the bottom end surface of the transverse plate body of the concrete slab;
and a concrete layer is poured into a bottom cavity formed after the directional fiber UHPC bridge deck slab in the hogging moment area and the concrete slab are spliced, so that a wet joint asymmetric stepped concrete layer is formed.
The oriented fiber UHPC bridge deck slab of the hogging moment zone of the steel-concrete composite beam comprises oriented fibers; the direction of the oriented fibers is consistent with the longitudinal bridge direction.
According to the directional fiber UHPC bridge deck slab in the hogging moment area of the steel-concrete composite beam, a mortise and tenon connection structure is formed by the concrete slab and the poured wet joint asymmetric stepped concrete layer.
According to the directional fiber UHPC bridge deck slab in the hogging moment area of the steel-concrete composite beam, a mortise and tenon connection structure is formed by the directional fiber UHPC bridge deck slab in the hogging moment area and a poured wet joint asymmetric stepped concrete layer.
The invention relates to a construction method of a directional fiber UHPC bridge deck slab in a hogging moment area of a steel-concrete composite beam,
step 3, installing a hogging moment area directional fiber UHPC bridge deck and a concrete slab on a bridge construction site; respectively arranging the U-shaped connecting reinforcing steel bars at the head end and the tail end of the directional fiber UHPC bridge deck slab in a staggering manner with the U-shaped connecting reinforcing steel bars of the concrete slab in the hogging moment area;
The construction method of the directional fiber UHPC bridge deck slab in the hogging moment area of the steel-concrete composite beam comprises the step 2 that the length of the directional fiber UHPC bridge deck slab in the hogging moment area is L 0 Total height h 0 (ii) a Taking the length center of the directional fiber UHPC bridge deck slab in the hogging moment area as the maximum hogging moment M;
the thickness of the directional fiber UHPC bridge deck slab is h within the length of the bending moment of 1.0M to 0.8M 0 ；
The thickness of the directional fiber UHPC bridge deck slab is 0.85h within the length of the bending moment of 0.8M to 0.6M 0 ；
Orienting fibers U in a length with a bending moment of 0.6M to 0.4MThe thickness of the HPC bridge deck plate is 0.75h 0 ；
Extends for 0.5h towards the end part of the bridge deck at the bending moment of 0.4M 0 Within the length of (2), the thickness of the directional fiber UHPC bridge deck slab is 0.5h 0 ；
At the 0.5h 0 The groove is formed within the thickness range, and the width of the groove is 0.5h 0 。
The invention relates to a preparation method of a directional fiber UHPC bridge deck plate in a hogging moment area of a steel-concrete composite beam, which comprises the following preparation steps:
step 3, pouring UHPC concrete and steel fibers in the pouring mould in the step 2;
and 4, moving the casting die in the step 3 into a magnetic field orientation device, and electrifying the magnetic field orientation device to form a magnetic field, so that the steel fibers are directionally arranged, and the directional fiber UHPC bridge deck in the bending moment area is formed.
Advantageous effects
(1) The economy is good. According to the invention, the high-strength and high-toughness longitudinal bridge directional fiber UHPC is used as a bridge deck, so that the distribution direction of the fiber is consistent with the main tensile stress direction of the concrete easy-cracking part, compared with the traditional steel-UHPC structure, the utilization efficiency of the fiber is fully improved, and the using amount of fiber materials is reduced; the thickness of the UHPC bridge deck slab with the longitudinal bridge directional fibers is distributed in a ladder shape, so that the bearing capacity and the durability of a hogging moment area are met, and the using amount of the UHPC is reduced; the directional fiber UHPC with higher tensile strength is used in the hogging moment area, so that the anti-cracking performance is improved, and meanwhile, the UHPC is only used in a local structure, so that the economy is ensured.
(2) The structural strength and rigidity continuity are good. The thickness of the UHPC bridge floor slab with the longitudinal bridge directional fibers is distributed in a ladder shape, so that the bearing capacity and durability of a hogging moment area are met, the rigidity is changed more uniformly and continuously in a structural system, and the problem of structural strength rigidity mutation between the UHPC and common concrete is solved;
(3) the whole working performance is good. According to the UHPC bridge deck slab, a common concrete slab and a wet joint concrete layer form more effective connection in the longitudinal bridge direction through the U-shaped connecting steel bars and the L-shaped mortise and tenon structures, so that the overall working performance of the bridge deck slab is improved;
(5) the oriented fiber UHPC bridge deck slab in the hogging moment area of the steel-concrete composite beam has the advantages of excellent performance, light dead weight, good durability, environment-friendly materials, high assembly degree and convenience in transportation and installation, and meets the important requirements of environmental protection and assembly. The structure is suitable for the hogging moment area of the composite beam and has wide application prospect. Similar constructions may also be used in other structures requiring high performance concrete materials.
Drawings
FIG. 1 is a view of the bending moment of a continuous beam structure provided by the present invention;
FIG. 2 is a schematic three-dimensional view of the overall structure of a directional fiber UHPC bridge deck slab in the hogging moment zone of the steel-concrete composite beam of the present invention;
FIG. 3 is a three-dimensional schematic view of a conventional concrete slab in a directional fiber UHPC bridge deck slab in the hogging moment zone of a steel-concrete composite beam according to the present invention;
FIG. 4 is a three-dimensional schematic view of a stepped longitudinal direction oriented fiber UHPC bridge deck in the hogging moment zone of the steel-concrete composite beam of the present invention;
FIG. 5 is a schematic view showing a connection structure between a general concrete slab, a stepped longitudinal directional fiber UHPC bridge deck and a wet joint asymmetric stepped concrete layer in the directional fiber UHPC bridge deck of the hogging moment region of the steel-concrete composite beam according to the present invention;
FIG. 6 is a schematic structural view of a UHPC bridge deck panel made of oriented fibers according to an embodiment of the present invention;
wherein the upper part is a bending moment diagram of a beam hogging moment area, and the lower part is a length and thickness distribution schematic diagram of a directional fiber UHPC bridge deck;
fig. 7 is a schematic view of the fiber orientation distribution of the stepped longitudinal direction oriented fiber UHPC bridge deck of the present invention.
Fig. 8 is a schematic view of the magnetic field orientation device for realizing the fiber orientation arrangement of the second embodiment.
Fig. 9 is a schematic view of the magnetic field distribution of the second embodiment.
In the drawings: the slab comprises a hogging moment area directional fiber UHPC bridge deck 1, a concrete slab 2, a wet joint asymmetric stepped concrete layer 3, U-shaped connecting reinforcing steel bars 4, longitudinal bridge directional fibers 5, a magnetic field directional device 6 and a power-on lead 7.
Detailed Description
In order to make the purpose and technical solution of the embodiments of the present invention clearer, the technical solution of the embodiments of the present invention will be clearly and completely described below with reference to the drawings of the embodiments of the present invention. It is to be understood that the embodiments described are only a few embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the described embodiments of the invention without any inventive step, are within the scope of protection of the invention.
As shown in fig. 1, a bending moment diagram of a continuous beam structure provided by an embodiment of the present invention is shown, where a center pivot point and areas near two sides are negative bending moment areas. In the cross section of the bridge deck, the tensile stress is mainly borne by the upper edge, and the tensile stress is smaller as the tensile stress is closer to the lower edge.
As shown in fig. 2, 3 and 4, the directional fiber UHPC bridge deck slab in the hogging moment area of the steel-concrete composite beam comprises a hogging moment area directional fiber UHPC bridge deck slab 1, a concrete slab 2, a wet joint asymmetric stepped concrete layer 3 and a U-shaped connecting steel bar 4;
u-shaped connecting steel bars 4 are respectively arranged at the longitudinal head end and the tail end of the directional fiber UHPC bridge deck 1 in the hogging moment area; the U-shaped connecting steel bars 4 are arranged in a straight line along the transverse end surface of the directional fiber UHPC bridge deck 1 in the bending moment area; u-shaped connecting steel bars 4 which are transversely and linearly arranged are arranged along one end part of the concrete slab 2;
the concrete slabs 2 are respectively connected with the head end and the tail end of the directional fiber UHPC bridge deck slab 1 in the hogging moment area through U-shaped connecting steel bars 4; the U-shaped connecting reinforcing steel bars 4 on the directional fiber UHPC bridge deck slab 1 in the hogging moment area and the U-shaped connecting reinforcing steel bars 4 on the concrete slab 2 are arranged in a staggered and penetrating manner; the bottom of the directional fiber UHPC bridge deck plate 1 in the hogging moment area is in a symmetrical upward gradually-decreasing ladder structure from the center of the deck plate to the longitudinal two sides; the tail ends of the ladder structures at the two ends are provided with concave grooves with downward openings; the concrete slab 2 is formed into a' shaped structure by combining a horizontal slab body and a vertical slab body; a concave groove with a downward opening is arranged on the bottom end surface of the transverse plate body of the concrete plate 2; and a concrete layer is poured into a bottom cavity formed after the directional fiber UHPC bridge deck slab 1 in the hogging moment area and the concrete slab 2 are spliced to form a wet joint asymmetric stepped concrete layer 3. The directional fiber UHPC bridge deck slab 1 in the hogging moment area contains directional fiber 5; the direction of the oriented fibres 5 coincides with the longitudinal direction. The concrete slab 2 and the poured wet joint asymmetric stepped concrete layer 3 form a mortise and tenon connection structure. And the directional fiber UHPC bridge deck slab 1 in the hogging moment area and the poured wet joint asymmetric stepped concrete layer 3 form a mortise and tenon connection structure.
Fig. 5 is a schematic view showing the connection structure among a common concrete slab, a stepped longitudinal direction oriented fiber UHPC bridge deck slab and a wet joint asymmetrical stepped concrete layer according to the present invention. According to the stress characteristics of the composite beam, the UHPC material with stronger tensile property in the hogging moment section is arranged on the upper layer as much as possible and distributed in a step shape, and is embedded with the step-shaped part of the wet joint concrete layer, so that the UHPC layer has a protection effect on the UHPC material. The application of the L-shaped mortise and tenon structure enables the concrete slab 2 and the wet joint asymmetrical stepped concrete layer 3, and the negative bending moment area directional fiber UHPC bridge deck 1 and the concrete wet joint layer 3 to be longitudinally connected in pairs. The U-shaped connecting steel bars 4 arranged on the wet joint concrete layer enable the common concrete slab 2, the wet joint concrete layer 3 and the UHPC bridge deck slab 1 to form effective and reliable connection in the longitudinal direction, so that the common concrete slab, the wet joint concrete layer 3 and the UHPC bridge deck slab form an effective whole working together.
FIG. 6 shows a schematic diagram of a structure of a deck made of oriented fiber UHPC.
As shown in fig. 7, the fiber direction of the hogging moment zone oriented fiber UHPC bridge deck 1 is the longitudinal bridge direction.
As shown in fig. 8 and fig. 9, which are schematic diagrams of a magnetic field orienting device in the second embodiment, an orienting magnetic field is generated by a current, so that the fibers of the UHPC bridge deck are oriented along the longitudinal bridge direction.
The first embodiment is as follows:
the construction method of the directional fiber UHPC bridge deck slab in the hogging moment area of the steel-concrete composite beam can be carried out according to the following steps:
1) determining the arrangement length and thickness distribution of the stepped longitudinal bridge directional fiber UHPC bridge deck 1 in the hogging moment area according to the bridge calculation analysis result and the actual engineering situation, and determining the arrangement mode of common reinforcing steel bars and U-shaped connecting reinforcing steel bars;
2) as shown in fig. 6, a schematic diagram of a bridge deck structure provided in an embodiment of the present invention is shown. According to the stress condition shown in figure 1, the length of the whole negative bending moment is L 0 Total height h of the deck slab 0 The maximum negative moment is M, and the size of the directional fiber UHPC bridge deck plate in the negative moment area can be determined according to the following method: the thickness of the directional fiber UHPC bridge deck slab is h within the length of the bending moment of 1.0M to 0.8M 0 The thickness of the directional fiber UHPC bridge deck slab is 0.85h within the length of the bending moment of 0.8-0.6M 0 The thickness of the directional fiber UHPC bridge deck slab is 0.75h within the length of the bending moment of 0.6-0.4M 0 Extending 0.5h toward the end of the bridge deck at the bending moment of 0.4M 0 Within the length of (a), the thickness of the directional fiber UHPC bridge deck slab is 0.5h 0 So as to form a groove, and the groove extends 0.5h towards the end part of the bridge deck slab at the bending moment of 0.4M 0 The thickness of the directional fiber UHPC bridge deck slab is 0.75h within the length of 0 0 。
3) Prefabricating a stepped longitudinal bridge directional fiber UHPC bridge deck 1 and a common concrete slab 2 in a hogging moment area in a beam yard;
4) transporting the prefabricated UHPC bridge deck 1 and the common concrete slab 2 to a site for installation;
5) and pouring common concrete on a wet joint between the directional fiber UHPC bridge deck slab 1 and the concrete slab 2 in the hogging moment area so as to form a wet joint asymmetric stepped concrete layer. The wet joint concrete is strictly carried out according to the mixing proportion, and the indexes of slump, air content, water-cement ratio, admixture and the like are well controlled. In order to avoid shrinkage cracks of wet joints and reduce temperature stress in a beam body at the wet joints, the lowest temperature in one day is selected for concrete pouring during pouring, an inserted vibrating bar is selected for vibration, leakage vibration and over vibration are strictly prohibited, slurry return is started when the surface of concrete does not sink, and vibration can be stopped when no large bubbles overflow.
The second embodiment:
the construction method of the directional fiber UHPC bridge deck slab in the hogging moment area of the steel-concrete composite beam can be carried out according to the following steps:
the preparation parameters of the mold are as follows: the entire negative moment length is L as shown in FIGS. 1 and 6 0 Total height h of the deck slab 0 The maximum negative moment is M, and the size of the directional fiber UHPC bridge deck plate in the negative moment area can be determined according to the following method: the thickness of the directional fiber UHPC bridge deck slab is h within the length of the bending moment of 1.0M to 0.8M 0 The thickness of the directional fiber UHPC bridge deck slab is 0.85h within the length of the bending moment of 0.8-0.6M 0 The thickness of the directional fiber UHPC bridge deck slab is 0.75h within the length of the bending moment of 0.6-0.4M 0 Extending 0.5h toward the end of the bridge deck at the bending moment of 0.4M 0 Within the length of (2), the thickness of the directional fiber UHPC bridge deck slab is 0.5h 0 So as to form a groove, and the groove extends 0.5h towards the end part of the bridge deck slab at the bending moment of 0.4M 0 The thickness of the directional fiber UHPC bridge deck slab is 0.75h within the length of 0 0 。
Step 3, pouring UHPC concrete and steel fibers in the pouring mould in the step 2;
and 4, moving the casting die in the step 3 into a magnetic field orientation device 6, and electrifying the magnetic field orientation device 6 to form a magnetic field, so that the steel fibers are directionally arranged to form the directional fiber UHPC bridge deck plate 1 in the bending moment area.
The magnetic field orienting device 6 is a rectangular pore channel magnetic field orienting device, the UHPC bridge deck is arranged on a bottom plate of a rectangular pore channel, and plates on the left side and the right side of the rectangular pore channel are used for fixing the UHPC bridge deck to ensure that concrete is compacted.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (7)
1. The directional fiber UHPC bridge deck slab of the hogging moment area of the steel-concrete composite beam is characterized in that: the bridge comprises a hogging moment area directional fiber UHPC bridge deck (1), a concrete slab (2), a wet joint asymmetric stepped concrete layer (3) and U-shaped connecting steel bars (4);
u-shaped connecting steel bars (4) are respectively arranged at the longitudinal head end and the tail end of the directional fiber UHPC bridge deck (1) along the hogging moment area; the U-shaped connecting steel bars (4) are linearly arranged along the transverse end surface of the directional fiber UHPC bridge deck (1) in the bending moment area;
u-shaped connecting steel bars (4) which are transversely and linearly arranged are arranged along one end part of the concrete slab (2);
the concrete plates (2) are respectively connected with the head end and the tail end of the directional fiber UHPC bridge deck (1) in the hogging moment area through U-shaped connecting steel bars (4);
the U-shaped connecting reinforcing steel bars (4) on the directional fiber UHPC bridge deck slab (1) in the hogging moment area and the U-shaped connecting reinforcing steel bars (4) on the concrete slab (2) are arranged in a staggered and penetrating manner;
the bottom of the directional fiber UHPC bridge deck (1) in the hogging moment area is of a symmetrical and upward gradually-decreasing ladder structure from the center of the deck to the longitudinal two sides; the tail ends of the ladder structures at the two ends are provided with concave grooves with downward openings;
the concrete slab (2) is formed into a' shaped structure by combining a horizontal plate body and a vertical plate body; a concave groove with a downward opening is arranged on the bottom end surface of the transverse plate body of the concrete plate (2);
and a concrete layer is poured into a bottom cavity formed after the directional fiber UHPC bridge deck slab (1) in the hogging moment area and the concrete slab (2) are spliced to form a wet joint asymmetric stepped concrete layer (3).
2. The oriented fiber UHPC bridge deck slab in hogging moment zone of steel-concrete composite beam as claimed in claim 1, wherein: the directional fiber UHPC bridge deck plate (1) in the hogging moment area contains directional fiber (5); the direction of the oriented fibers (5) is consistent with the longitudinal bridge direction.
3. The oriented fiber UHPC bridge deck slab in hogging moment zone of steel-concrete composite beam as claimed in claim 1, wherein: the concrete slab (2) and the poured wet seam asymmetric stepped concrete layer (3) form a mortise and tenon connection structure.
4. The oriented fiber UHPC bridge deck slab in hogging moment zone of steel-concrete composite beam as claimed in claim 1, wherein: and the directional fiber UHPC bridge deck slab (1) in the hogging moment area and the poured wet joint asymmetric stepped concrete layer (3) form a mortise and tenon connection structure.
5. The construction method of the directional fiber UHPC bridge deck slab using the hogging moment zone of the steel-concrete composite beam as claimed in any one of claims 1 to 4, wherein:
step 1, determining the position of mutual staggered arrangement of U-shaped connecting steel bars (4) between a directional fiber UHPC bridge deck (1) and a concrete slab (2) in a hogging moment area according to a bending moment diagram of a bridge design structure;
step 2, prefabricating the directional fiber UHPC bridge deck slab (1) and the concrete slab (2) in the hogging moment area according to the length and thickness distribution of the directional fiber UHPC bridge deck slab (1) in the hogging moment area and the size of the concrete slab (2) determined in the step 1;
step 3, installing a hogging moment area directional fiber UHPC bridge deck (1) and a concrete slab (2) on a bridge construction site; the U-shaped connecting reinforcing steel bars (4) at the head end and the tail end of the directional fiber UHPC bridge deck slab (1) in the hogging moment area are respectively arranged with the U-shaped connecting reinforcing steel bars (4) of the concrete slab (2) in a staggered mode;
step 4, pouring concrete from wet joints of the U-shaped connecting steel bars (4) which are arranged in a staggered mode in the step 3 until the concrete is filled in and distributed in cavities at the bottoms of the hogging moment area directional fiber UHPC bridge deck slab (1) and the concrete slab (2); thereby forming a wet joint asymmetric stepped concrete layer (3).
6. The construction method of the directional fiber UHPC bridge deck slab in the hogging moment area of the steel-concrete composite beam as claimed in claim 5, wherein the construction method comprises the following steps: in the step 2, the length of the directional fiber UHPC bridge deck (1) in the hogging moment area is L 0 Total height h 0 (ii) a The length center of the directional fiber UHPC bridge deck (1) in the hogging moment area is taken as the maximum hogging moment M;
the thickness of the directional fiber UHPC bridge deck slab is h within the length of the bending moment of 1.0M to 0.8M 0 ；
The thickness of the directional fiber UHPC bridge deck slab is 0.85h within the length of the bending moment of 0.8M to 0.6M 0 ；
The thickness of the directional fiber UHPC bridge deck slab is 0.75h within the length of the bending moment of 0.6M to 0.4M 0 ；
Extends for 0.5h towards the end part of the bridge deck at the bending moment of 0.4M 0 Within the length of (2), the thickness of the directional fiber UHPC bridge deck slab is 0.5h 0 ；
At the 0.5h 0 The groove is formed within the thickness range, and the width of the groove is 0.5h 0 。
7. The preparation method of the directional fiber UHPC bridge deck slab in the hogging moment area of the steel-concrete composite beam is characterized by comprising the following steps of: the preparation steps are as follows:
step 1, determining the range of different hogging moments in a bridge, and determining the center thickness and the longitudinal thickness of a plate body of a directional fiber UHPC bridge deck (1) in a hogging moment area; determining the width and depth of the grooves at the two longitudinal ends;
step 2, building a bottom plate and a side plate to form a pouring mold based on the size of the directional fiber UHPC bridge deck (1) in the bending moment area determined in the step 1;
step 3, pouring UHPC concrete and steel fibers in the pouring mould in the step 2;
and 4, moving the casting die in the step 3 into a magnetic field orientation device (6), and electrifying the magnetic field orientation device (6) to form a magnetic field, so that the steel fibers are directionally arranged to form the bending moment area oriented fiber UHPC bridge deck (1).
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| CN115677283A (en) * | 2022-08-29 | 2023-02-03 | 东南大学 | Anisotropic hybrid fiber reinforced cement-based composite material and preparation method thereof |
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