CN112538820B - Shrinkage weak constraint connection structure of steel-ultra-high performance concrete combined bridge deck and construction method - Google Patents
Shrinkage weak constraint connection structure of steel-ultra-high performance concrete combined bridge deck and construction method Download PDFInfo
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- CN112538820B CN112538820B CN202010740793.6A CN202010740793A CN112538820B CN 112538820 B CN112538820 B CN 112538820B CN 202010740793 A CN202010740793 A CN 202010740793A CN 112538820 B CN112538820 B CN 112538820B
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- 239000011374 ultra-high-performance concrete Substances 0.000 title claims abstract description 70
- 238000010276 construction Methods 0.000 title claims abstract description 28
- 229910000831 Steel Inorganic materials 0.000 claims description 103
- 239000010959 steel Substances 0.000 claims description 103
- 238000003466 welding Methods 0.000 claims description 91
- 238000010008 shearing Methods 0.000 claims description 6
- 230000000694 effects Effects 0.000 abstract description 8
- 230000002411 adverse Effects 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 19
- 238000000034 method Methods 0.000 description 7
- 230000003014 reinforcing effect Effects 0.000 description 6
- 238000012423 maintenance Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 4
- 239000004567 concrete Substances 0.000 description 4
- 238000011065 in-situ storage Methods 0.000 description 4
- 239000003795 chemical substances by application Substances 0.000 description 3
- 239000002356 single layer Substances 0.000 description 3
- 238000005266 casting Methods 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 239000004744 fabric Substances 0.000 description 2
- 239000004746 geotextile Substances 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 239000004033 plastic Substances 0.000 description 2
- 239000002985 plastic film Substances 0.000 description 2
- 229920006255 plastic film Polymers 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000000275 quality assurance Methods 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 230000009291 secondary effect Effects 0.000 description 1
Classifications
-
- 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
-
- 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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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The application belongs to the field of bridge engineering combined structures, and relates to a shrinkage weak constraint connection structure of a steel-ultra-high performance concrete combined bridge deck and a construction method. The application aims to relieve adverse effects caused by shrinkage of ultra-high performance concrete in a combined bridge deck, and provides a construction method of a combined bridge deck connection structure with the characteristic of early shrinkage and weak constraint of the ultra-high performance concrete.
Description
Technical Field
The application belongs to the field of bridge engineering combined structures, and relates to a shrinkage weak constraint connection structure of a steel-ultra-high performance concrete combined bridge deck and a construction method.
Background
The existing steel-ultra-high performance concrete combined bridge deck slab and the bridge deck pavement layer thereof mainly have integral cast-in-situ and block cast-in-situ construction modes. After the bridge girder structure construction is completed, a reinforcing mesh is paved on the top surface of the steel bridge deck, an ultra-high performance concrete layer is cast in situ, welding nails welded on the top surface of a steel plate at uniform intervals are covered in the cast-in-situ concrete layer, the function of connecting the steel bridge deck and the ultra-high performance concrete (UHPC) is exerted, and the bridge deck combination effect is realized.
The ultra-high performance concrete (UHPC) has excellent mechanical properties, but the shrinkage time-varying effect is remarkable after pouring is finished, and high tensile stress and even cracks are easily caused in a short period under the constraint of bridge deck welding nails. The existing anti-cracking method has the technical characteristics and limitations that: mainly, the high-temperature steam curing is carried out during pouring to quickly improve the strength of the material so as to resist the secondary stress generated by shrinkage; meanwhile, longitudinal and transverse bridge direction through-length reinforcing steel bars are densely arranged in the ultra-high performance concrete, and the development of shrinkage cracks in the later period is restrained. The method has an effect in the aspect of restraining cracks, but also improves construction cost and quality assurance difficulty. In actual construction, the ultra-high performance concrete on the bridge deck is shrunk and cracked due to the construction quality problem, so that the durability and safety of the ultra-high performance concrete combined bridge deck member are affected.
Another existing method technology and limitation is that a trace amount of expanding agent is added into the material to counteract the shrinkage of the ultra-high performance concrete material, so that the normal temperature curing environment of the ultra-high performance concrete is realized. However, the mixing amount of the expanding agent is influenced by humidity, temperature, construction conditions and the like, so that the characteristics of unstable shrinkage effect change and difficult accurate prediction after hardening exist in the ultra-high performance concrete, and the influence is brought to the design of the shrinkage effect resistance of the ultra-high performance concrete combined bridge deck.
Note that: ultra High Performance Concrete (UHPC), which is per se a product known in the art.
Disclosure of Invention
The application aims to relieve adverse effects caused by shrinkage of ultra-high performance concrete in a combined bridge deck, and provides a construction method of a combined bridge deck connection structure with the characteristic of early shrinkage and weak constraint of the ultra-high performance concrete.
Second, a novel deck construction is presented: the ultra-high performance concrete layer (3) comprises: the part except the poured group nail holes (4), the part of the poured group nail holes (4) and the pavement part on the poured ultra-high performance concrete slab. The casting mode can refer to the traditional process, the casting sequence is not needed, and the maintenance at intervals is not needed. The two characteristics of the orthotropic steel bar network and the welding pin clusters in the orthotropic steel bridge deck are completely different from the traditional steel bar network. Meanwhile, the welding pin clusters are formed by a plurality of welding pin groups, each welding pin group is formed by a plurality of welding pins (2), and the welding pins are arranged on the steel bridge deck (1) in a clustered manner. The novel reinforcement network layout mode is provided for the field.
The technical scheme of the application is as follows:
The construction method of the steel-ultra-high performance concrete combined bridge deck connection structure is characterized by comprising the following steps of:
1) Welding a plurality of welding nail groups on the steel bridge deck plate 1 to form a cluster, wherein the longitudinal direction and the transverse direction are neat, and each welding nail group consists of a plurality of welding nails 2;
2) Binding or welding transverse through long steel bars 5, longitudinal through long steel bars 6 and longitudinal and transverse short steel bars 7 on the steel bridge deck plate 1, forming a cluster frame formed by the transverse through long steel bars 5 and the longitudinal through long steel bars 6 on the steel bridge deck plate 1, wherein the welding nail group is just enclosed by the cluster frame; longitudinal and transverse short steel bars 7 are arranged in the cluster frame; the longitudinal and transverse short steel bars 7 are inserted into the welding pin group array and overlap with each welding pin to form a shearing-resistant connecting piece; all longitudinal and transverse short steel bars 7 are not connected with the steel bridge deck 1;
3) Setting up rectangular templates 8 in the cluster frame, and isolating welding nail groups at cluster positions of the steel bridge deck plate 1: firstly, pouring ultra-high performance concrete around a welding nail cluster by using a rectangular template, curing for more than 24 hours at normal temperature, then dismantling the rectangular template 8, forming gang nail holes 4 at the welding nail cluster, pouring ultra-high performance concrete at the welding nail cluster holes 4 for the second time, and curing for more than 24 hours;
4) And setting a paving layer on the top surface of the steel bridge deck plate 1 by using ultra-high performance concrete, and entering the subsequent conventional construction steps of bridge deck pavement to finish.
A steel-ultra-high performance concrete combined bridge deck slab is obtained by the implementation of the method.
A steel-ultra-high performance concrete combined bridge deck is characterized in that: the steel bridge deck comprises an orthotropic steel bridge deck plate and a welding nail cluster, wherein the orthotropic steel bridge deck plate comprises a steel bridge deck plate (1), an orthotropic steel bar network and an ultra-high performance concrete layer (3);
The welding nail clusters are formed by a plurality of welding nail groups, each welding nail group comprises a plurality of welding nails (2), and the welding nails are arranged on the steel bridge deck (1) in a clustered manner;
The orthotropic steel bar network is formed by arranging a single-layer steel bar network inside an ultra-high performance concrete layer (3), and comprises transverse through long steel bars (5), longitudinal through long steel bars (6) and longitudinal and transverse short steel bars (7), wherein the longitudinal and transverse short steel bars (7) are arranged on a welding nail cluster; the transverse through long steel bars (5) and the longitudinal through long steel bars (6) which are all long form an orthotropic steel bar network main body, and do not penetrate through the group nail holes (4), and an ultra-high performance concrete layer in the group nail holes (4) is connected with the surrounding orthotropic steel bar network main body through longitudinal and transverse short steel bars (7);
the ultra-high performance concrete layer (3) comprises: the part outside the poured group nail holes (4); the cast part of the group nail holes (4) and the pavement part on the cast ultra-high performance concrete slab.
Compared with the prior art, the application has the following characteristics:
1) According to the application, after the welding nails are clustered, the ultra-high performance concrete is poured in batches, so that the early shrinkage of the ultra-high performance concrete is prevented from being strongly restrained by the welding nails, the durability and the safety of the component are improved, the extra materials, structures and construction measures required by shrinkage crack resistance are removed, and the cost and the structural safety risk are reduced.
2) The split pouring is that the outer part of the welding nail cluster is poured in a large range, after the early shrinkage of the ultra-high-performance concrete is finished under the conditions of natural maintenance at normal temperature and no welding nail constraint, the ultra-high-performance concrete in the local area of the welding nail cluster part is poured, and the combination is formed with the steel bridge deck plate under the condition that the shrinkage of the ultra-high-performance concrete is mostly finished, so that the tensile stress generated by shrinkage is reduced, and the cracking risk of the concrete is obviously reduced.
3) The application can realize the normal temperature natural maintenance of the ultra-high performance concrete without additional expanding agent, effectively reduces the construction difficulty and cost, is beneficial to quality control, has clearer construction force transmission mechanism and is convenient for design.
4) The sparse reinforcement configuration is adopted, the transverse and longitudinal through long reinforcement bars do not pass through the group nail holes, the restraint of the reinforcement bars to UHPC shrinkage is reduced, the construction is simpler, the materials are saved, and the construction is more economical.
Drawings
FIG. 1 is a schematic view of a construction scheme and process;
FIG. 2 is a schematic diagram of the structure of the post-bonded steel-UHPC;
The figure indicates:
1-orthotropic steel bridge deck, 2-welded nails, 3-UHPC layer, 4-group nail holes,
5-Transverse through long steel bars, 6-longitudinal through long steel bars and 7-longitudinal and transverse short steel bars.
Detailed Description
The following describes embodiments of the present application in detail with reference to the drawings
Example 1
As shown in fig. 1:
A construction method of a steel-ultra-high performance concrete combined bridge deck connection structure comprises the following steps:
1) Welding a plurality of welding nail groups on the steel bridge deck plate 1 to form a cluster, wherein each welding nail group consists of a plurality of welding nails 2 in a longitudinal and transverse arrangement manner, and the welding nail groups in the embodiment are formed by 3*3 welding nails 2 in an arrangement manner by way of example and not limitation;
as shown in fig. 1-a;
2) Binding or welding transverse through long steel bars 5, longitudinal through long steel bars 6 and longitudinal and transverse short steel bars 7 on the steel bridge deck plate 1, forming a cluster frame formed by the transverse through long steel bars 5 and the longitudinal through long steel bars 6 on the steel bridge deck plate 1, wherein the welding nail group is just enclosed by the cluster frame; longitudinal and transverse short steel bars 7 are arranged in the cluster frame; the longitudinal and transverse short steel bars 7 are inserted into the welding pin group array and overlap with each welding pin to form a shearing-resistant connecting piece; all longitudinal and transverse short steel bars 7 are not connected with the steel bridge deck 1;
As shown in fig. 1-B;
3) Setting up rectangular templates 8 in the cluster frame, and isolating welding nail groups at cluster positions of the steel bridge deck plate 1, as shown in a figure C: firstly, pouring ultra-high performance concrete around a welding nail cluster by using a rectangular template, covering a plastic film, geotextile and waterproof plastic cloth, curing for more than 24 hours at normal temperature, then removing the rectangular template 8, forming gang nail holes 4 at the welding nail cluster, punching the side surface of the gang nail holes 4 concrete to expose steel fibers, pouring ultra-high performance concrete at the position of the welding nail cluster 4 for the second time or replacing the ultra-high performance concrete with micro-expansion high strength mortar, and covering the plastic film, geotextile and waterproof plastic cloth, curing for more than 24 hours.
4) And (3) setting a paving layer on the top surface of the steel bridge deck plate 1 by using ultra-high performance concrete, namely entering the subsequent conventional construction steps such as bridge deck paving and the like.
According to the shrinkage weak constraint connection structure and the construction method of the steel-ultra-high performance concrete combined bridge deck, the weak constraint effect of the bridge deck on early shrinkage of the ultra-high performance concrete can be achieved under the normal temperature maintenance condition, the risk of shrinkage secondary effect and crack generation is obviously reduced, the reliability and the durability of the structure are improved, and meanwhile, the construction cost is reduced. The ultra-high performance concrete is poured in batches, and the shearing-resistant connecting piece, the long reinforcing steel bars and the short reinforcing steel bars are embedded in the ultra-high performance concrete, and a paving layer is arranged on the top surface of the ultra-high performance concrete poured in batches. The ultra-high performance concrete poured in a split way is poured in two times at the positions without welding nails and with welding nails. The through long steel bars are longitudinally and transversely arranged along the bridge deck and do not pass through the shearing resistant connecting piece. The shear connector is a welding nail connector, and is arranged in a longitudinal direction and a transverse direction along the bridge deck in a manner of welding nail clusters, and the number of longitudinal and transverse welding nails in the welding nail clusters is similar. The short steel bars are arranged inside the welding nail clusters, and the connection with the peripheral ultra-high performance concrete is enhanced.
Example 2
As shown in fig. 2:
The steel-ultra-high performance concrete composite bridge deck obtained by the construction method disclosed in example 1 is characterized in that: the steel bridge deck comprises an orthotropic steel bridge deck plate and a welding nail cluster, wherein the orthotropic steel bridge deck plate comprises a steel bridge deck plate (1), an orthotropic steel bar network and an ultra-high performance concrete layer (3);
The welding nail clusters are formed by a plurality of welding nail groups, each welding nail group comprises a plurality of welding nails (2), and the welding nails are arranged on the steel bridge deck (1) in a clustered manner;
The orthotropic steel bar network is formed by arranging a single-layer steel bar network inside an ultra-high performance concrete layer (3), and comprises transverse through long steel bars (5), longitudinal through long steel bars (6) and longitudinal and transverse short steel bars (7), wherein the longitudinal and transverse short steel bars (7) are arranged on a welding nail cluster; the long transverse through long steel bars (5) and the longitudinal through long steel bars (6) form an orthotropic steel bar network main body, and do not penetrate through the group nail holes (4), and the ultra-high performance concrete layer in the group nail holes (4) is connected with the surrounding orthotropic steel bar network main body through the longitudinal and transverse short steel bars (7).
The ultra-high performance concrete layer (3) comprises: setting group nail holes (4) at corresponding positions of gang nail, pouring the parts except the group nail holes (4) at two times, and pouring the parts of the group nail holes (4) after curing for more than 24 hours under natural conditions; and finally pouring the pavement part on the ultra-high performance concrete slab.
Parallel embodiments are given: the ultra-high performance concrete layer (3) comprises: the part except the poured group nail holes (4), the part of the poured group nail holes (4) and the pavement part on the poured ultra-high performance concrete slab. The pouring mode refers to the traditional process, the pouring sequence is not needed, and the time maintenance is not needed. The two characteristics of the orthotropic steel bar network and the welding pin clusters in the orthotropic steel bridge deck are completely different from the traditional steel bar network. Meanwhile, the welding pin clusters are formed by a plurality of welding pin groups, each welding pin group is formed by a plurality of welding pins (2), and the welding pins are arranged on the steel bridge deck (1) in a clustered manner. The novel reinforcement network layout mode is provided for the field.
The shearing resistant connecting piece is formed by longitudinal and transverse short steel bars and welding nails, is a welding nail connecting piece and adopts a cluster arrangement mode; the welding nails of the welding nail connecting pieces are arranged in a cluster manner and are orderly arranged longitudinally and transversely along the bridge deck, and the longitudinal and transverse through short reinforcing steel bars are additionally arranged in the welding nail group to strengthen the connection with the peripheral ultra-high performance concrete.
The welding nail cluster comprises: by way of example and not limitation, the diameter of the welding nails (2) is 13mm or 16mm, the length of the welding nails is 30-50mm, the welding nails in the nail group are arranged in a square shape, such as 2 rows and 2 columns, 3 rows and 3 columns or 4 rows and 4 columns, and the like, the pitch of the welding nails in gang nail is generally 50-70mm, and the pitch between gang nail is 600-800mm.
The ultra-high performance concrete layer (3) adopts ultra-high performance concrete (UHPC) to replace common concrete, and the thickness is 40-60mm.
The single-layer reinforcing mesh consists of transverse through-length reinforcing bars (5) and longitudinal through-length reinforcing bars (6), wherein the diameter of the reinforcing bars is 10-16mm, and the spacing of the reinforcing bars is 200-400mm by way of example and not limitation.
As an example, it may be recommended that: the UHPC layer 3 is 40-60mm thick, the diameter of the welding nails 4 is 13mm or 16mm, the height is 30-50mm, the spacing is 50-70mm, the number of welding nails in gang nail can be 9 generally, and the welding nails are distributed according to 3 columns in the longitudinal and transverse directions.
As an example, it may be recommended that: the pitch of gang nail holes can be 400mm-600mm, the transverse through length steel bars 5, the longitudinal through length steel bars 6 and the longitudinal and transverse short steel bars 7 can be screw-thread steel bars with the diameter of 10-16mm, wherein the pitch of the transverse through length steel bars 5 and the longitudinal through length steel bars 6 can be 200-400mm, and the pitch of the longitudinal and transverse short steel bars 7 can be configured according to the pitch of the welding nails 2.
Claims (1)
1. The construction method of the steel-ultra-high performance concrete combined bridge deck connection structure is characterized by comprising the following steps of:
1) Welding a plurality of welding nail groups on the steel bridge deck (1) to form a cluster, wherein the longitudinal direction and the transverse direction are neat, and each welding nail group consists of a plurality of welding nails (2);
2) Binding or welding transverse through long steel bars (5), longitudinal through long steel bars (6) and longitudinal and transverse short steel bars (7) on the steel bridge deck (1), forming a cluster frame formed by the transverse through long steel bars (5) and the longitudinal through long steel bars (6) on the steel bridge deck (1), and just enclosing the welding nail group by the cluster frame; longitudinal and transverse short steel bars (7) are arranged in the cluster frame; the longitudinal and transverse short steel bars (7) are inserted into the welding pin group array and overlap with each welding pin to form a shearing-resistant connecting piece; all longitudinal and transverse short steel bars (7) are not connected with the steel bridge deck (1);
3) Setting up rectangular templates (8) in the cluster frame, and isolating welding pin groups at cluster positions of the steel bridge deck (1): firstly, pouring ultra-high performance concrete around a welding nail cluster by using a rectangular template, curing for more than 24 hours at normal temperature, then dismantling the rectangular template (8), forming a cluster nail hole (4) at the welding nail cluster, pouring ultra-high performance concrete at the cluster nail hole (4) for the second time, and curing for more than 24 hours;
4) And (3) setting a paving layer on the top surface of the steel bridge deck (1) by using ultra-high performance concrete, and entering the subsequent conventional construction steps of bridge deck pavement to finish.
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| CN114673076B (en) * | 2022-05-07 | 2023-06-16 | 长安大学 | Shear connector, steel-concrete composite beam containing same and construction method of steel-concrete composite beam |
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2020
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