CN210766389U - Super high performance concrete dense ribbed slab without transverse ribs - Google Patents
Super high performance concrete dense ribbed slab without transverse ribs Download PDFInfo
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- CN210766389U CN210766389U CN201920291727.8U CN201920291727U CN210766389U CN 210766389 U CN210766389 U CN 210766389U CN 201920291727 U CN201920291727 U CN 201920291727U CN 210766389 U CN210766389 U CN 210766389U
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Abstract
A transverse rib-free ultrahigh-performance concrete dense rib plate mainly solves the technical problems that an existing ultrahigh-performance concrete rib is prone to fatigue cracking, poor in tensile and compressive performance, low in cross-section utilization efficiency, high in cost and the like. The key points of the technical scheme are as follows: including rib (2) and panel (1), panel (1) sets up on rib (2), characterized by: the multi-ribbed concrete slab is characterized in that the multi-ribbed (2) is longitudinal ribs (21), more than two parallel longitudinal ribs (21) are arranged below the panel (1), a rib bottom steel plate (211) is arranged at the bottom of each longitudinal rib (21), a shear long connecting piece (212) is arranged on the upper surface of the rib bottom steel plate (211), a reinforcing mesh is arranged in the panel (1), one end of the shear long connecting piece (212) is connected with the rib bottom steel plate (211), the other end of the shear long connecting piece extends into the reinforcing mesh in the panel (1), the top of the shear long connecting piece and the reinforcing mesh are on the same horizontal plane, and the longitudinal ribs (21) and the panel (1) form a whole by pouring ultrahigh-performance concrete.
Description
Technical Field
The invention relates to an ultra-high performance concrete dense rib plate without transverse ribs.
Background
The bridge deck directly bears vehicle load and environmental action, and is the most direct member affected by adverse factors such as overload, corrosion, fatigue and the like, so the working state of the bridge deck directly affects the durability and the driving comfort of the main structure of the bridge. Orthotropic steel bridge deck slabs and common concrete bridge deck slabs are two main bridge deck slab forms applied to bridge engineering at present. Ordinary concrete bridge deck slab can adapt to bituminous concrete bridge floor pavement or cement pavement betterly, and the driving effect is better, nevertheless because ordinary concrete tensile strength is on the low side, leads to its thick great, and the structure dead weight is great, is difficult to adapt to the demand of large-span bridge, and is easy to split near wet seam, hogging moment district, suspension cable anchor region. The orthotropic steel bridge deck has the advantages of light dead weight, large ultimate bearing capacity, short construction period and the like, and is widely applied to large-span bridges, but the orthotropic steel bridge deck operating for years is easy to generate diseases such as fatigue cracking, pavement damage and the like due to the low rigidity of the steel bridge deck, poor cohesiveness with asphalt concrete, poor deformation coordination performance and the like.
The ultra-high performance concrete has the advantages of high elastic modulus, high compression resistance, high tensile strength, good creep property and the like, can reduce the size of a structure, lighten the self weight of the structure, improve the effectiveness of the load resistance of the structure and increase the spanning capacity. Therefore, the ultra-high performance concrete bridge deck based on the ultra-high performance concrete performance research and development can avoid the difficult problems of fatigue cracking and easy pavement damage of orthotropic steel bridge deck, can reduce the self weight of the structure, adapts to the requirement of a large-span bridge, can solve the difficult problem of easy cracking of a common concrete bridge deck by the ultra-high performance concrete with excellent tensile performance, and has good durability.
The invention patent of publication number CN 106758813A discloses an ultrahigh-performance concrete well-type rib bridge deck for a steel-concrete composite beam bridge and a construction method thereof. The bridge deck plate can exert the mechanical characteristics of ultra-high performance concrete such as compression resistance and high tensile strength, and effectively improves the rigidity and the bearing capacity and reduces the plate thickness by combining the well type ribs and the deck plate. However, the width of the well-type rib bridge deck slab rib is only 10 cm-15 cm, on the premise of ensuring good construction performance, the number of common steel bars arranged in a tension area is limited, and when the span of a bridge deck slab is large, the requirement of high crack resistance is difficult to adapt. In addition, ordinary steel bars are arranged in the plate ribs with the width of only 10 cm-15 cm, and adverse effects on fiber distribution in the ultra-high performance concrete can be caused.
The invention patent of publication No. CN 107604815A discloses an ultra-high performance concrete composite bridge deck with a template, which is mainly formed by splicing a plurality of unit plates, wherein each unit plate comprises a steel bottom plate and an ultra-high performance concrete panel arranged on the steel bottom plate, shear connectors used for connecting the ultra-high performance concrete panels are welded on the steel bottom plates, each steel bottom plate is a flat quadrangular frustum shaped thin-wall steel member, the adjacent steel bottom plates are connected with internal members of a main beam positioned below the bridge deck to connect the steel bottom plates into a whole, reinforcing steel bars connected into a whole are respectively arranged above the shear connectors along the bridge direction and the transverse bridge direction to form a stress reinforcing steel bar net at the upper edge of the bridge deck, and the steel bottom plates and the shear connectors correspondingly form stress reinforcing steel bars and shear reinforcing steel bars at the lower edge of the bridge deck and jointly serve as bottom moulds of the bridge deck. The bridge deck slab adopts the ultra-high performance concrete, so that the problems of easy cracking, bridge deck pavement damage and the like of the existing steel bridge deck can be effectively solved, but the steel plates are arranged at the whole bottom of the combined bridge deck slab, so that the steel amount of the bridge structure can be obviously increased, the self weight and the manufacturing cost of the structure are increased, the crossing capability of the bridge structure is influenced, and on the other hand, the steel plates of the bottom plate can form a strong constraint boundary to the ultra-high performance concrete of the bridge deck slab, the safety and the durability of the structure are influenced due to the fact that shrinkage cracking and the like are easily generated in site pouring and normal temperature curing in the application of a real bridge, and the shrinkage cracking must be avoided through.
The invention patent of publication No. CN 105780649A discloses a concave-rib weather-resistant steel-concrete composite bridge deck slab, the composite bridge deck slab unit comprises a bottom steel plate, a cast-in-place concrete slab poured on the bottom steel plate, and a shear key for integrally connecting the bottom steel plate and the cast-in-place concrete slab, and the two ends of the bottom steel plate in the width direction are welded with end enclosure perforated steel plates, so as to effectively reduce the steel consumption of a bridge deck system, ensure the construction quality of the bridge deck slab easily, simplify the construction process and further effectively save the engineering cost. However, such a structure is only suitable for common concrete composite bridge decks, and for ultra-high performance concrete composite bridge decks, the steel plates are strongly restrained to easily cause shrinkage cracking of the ultra-high performance concrete, the excellent compression resistance and tensile resistance of the ultra-high performance concrete cannot be exerted, and the steel plates with holes on the end sockets welded and connected at the two ends of the bottom steel plate in the width direction block continuous and random distribution of steel fibers, thereby having adverse effects on the structural safety.
Disclosure of Invention
The invention aims to provide the transverse rib-free ultrahigh-performance concrete ribbed slab with light dead weight, high rigidity, convenient construction and good durability.
The technical scheme adopted by the invention for solving the technical problems is as follows: the panel comprises ribs 2 and a panel 1, wherein the panel 1 is arranged on the ribs 2, and is characterized in that: the multi-ribbed concrete panel is characterized in that the multi-ribbed 2 is a longitudinal rib 21, more than two parallel longitudinal ribs 21 are arranged below the panel 1, a rib bottom steel plate 211 is arranged at the bottom of the longitudinal rib 21, a shear long connecting piece 212 is arranged on the upper surface of the rib bottom steel plate 211, a reinforcing mesh is arranged in the panel 1, one end of the shear long connecting piece 212 is connected with the rib bottom steel plate 211, the other end of the shear long connecting piece extends into the reinforcing mesh in the panel 1, the top of the shear long connecting piece and the reinforcing mesh are on the same horizontal plane, and the longitudinal rib 21 and the panel 1 form a whole through pouring ultrahigh-performance.
The shear long connecting piece combination is characterized in that a rib bottom steel plate 211 is arranged at the bottom of a longitudinal rib 21, a shear long connecting piece 212 is arranged on the upper surface of the rib bottom steel plate 211, one end of the shear long connecting piece 212 is connected with the rib bottom steel plate 211, the other end of the shear long connecting piece extends into a steel bar net in the panel 1, and the top of the shear long connecting piece and the steel bar net are on the same horizontal plane.
Longitudinal reinforcements and stirrups are not arranged in the longitudinal ribs 21.
The thickness of the panel 1 is 20 mm-180 mm, a reinforcing mesh consisting of longitudinal reinforcing steel bars and transverse reinforcing steel bars is arranged in the panel 1, the spacing between the reinforcing steel bars is within the range of 20 mm-180 mm, the spacing between the longitudinal reinforcing steel bars is smaller than that between the transverse reinforcing steel bars, and the arrangement is beneficial to enhancing the strength of the panel and improving the anti-impact-cutting bearing capacity.
The height of the dense ribs 2 is 80 mm-500 mm.
The rib bottom steel plate 211 comprises a flat steel plate, a unidirectional corrugated steel plate in the width direction of the plate rib, a patterned steel plate or a channel steel, the width of the rib bottom steel plate is not more than the width of the bottom of the longitudinal rib 21, and the thickness of the rib bottom steel plate is 5 mm-16 mm; on one hand, the rigidity, crack resistance and bearing capacity of the bridge deck can be improved, and meanwhile, longitudinal tensile steel bars at the bottom of the rib plate can be eliminated, so that adverse effects of the steel bars on fiber distribution in the ultra-high performance concrete sheet are avoided. The reinforced steel plate 3 is a flat steel plate, a unidirectional corrugated steel plate in the width direction of a plate rib, a patterned steel plate or a channel steel. The effect of adopting one-way ripple steel sheet and decorative pattern steel sheet: the reinforced steel plate with the unidirectional corrugation or the decorative pattern on the surface is adopted, so that the anti-sliding performance of the interface is obviously enhanced by utilizing the bonding and embedding functions of the corrugation or the decorative pattern and the ultrahigh-performance concrete, and the connecting function of the plate rib and the steel plate is enhanced. The effect of adopting the channel steel is as follows: the channel steel is adopted as the reinforcing steel plate, on one hand, a market finished product channel steel is selected, machining is not needed, the advantages of good fatigue performance and low manufacturing cost are achieved, and the structural fatigue performance can be improved and the structural manufacturing cost can be reduced; on the other hand, the contact area between the steel plate and the plate rib can be increased by selecting the channel steel, so that the connection effect with the plate rib is enhanced; and the edge steel plate part of the channel steel can improve the effective tension area of the plate rib, so that the effective reinforcement ratio of the section is improved, and the crack resistance of the combined bridge deck is obviously improved.
The distance between two adjacent longitudinal ribs 21 is 120 mm-800 mm.
The shear connection 212 of the present invention comprises a cylindrical head pin, angle steel, or perforated steel plate strip.
The shear connector 212 is a cylindrical head welding nail, the diameter of the cylindrical head welding nail is 0.006 m-0.019 m, and the length of the cylindrical head welding nail is 0.03 m-0.20 m; the shear connector 212 is angle steel, the width of a long angle limb of the angle steel is 0.03-0.20 m, the width of a short angle limb of the angle steel is 0.03-0.10 m, and the length of the short angle limb of the angle steel is 0.03-0.20 m; the shear connector 212 is a perforated steel plate strip, the height of the perforated steel plate strip is 0.03-0.15 m, the thickness of the perforated steel plate strip is 0.006-0.01 m, the diameter of a hole is 0.01-0.10 m, and at least 2 steel plate strips are arranged along the direction of the rib bottom steel plate 211.
Preferably, the shear connector 212 is a cylindrical head welding nail, and the distance between the longitudinal bridge and the cylindrical head welding nail is 0.08-0.40 m, so that the combination between the ultrahigh-performance concrete and the steel plate is tighter, the delaminating and slipping phenomena are avoided, the cavity of the ultrahigh-performance concrete at the bottom of the cylindrical head welding nail is avoided, and the influence of the shear connector on the distribution of the ultrahigh-performance concrete fibers is avoided.
The ultra-high performance concrete is a proprietary name in the field, generally refers to concrete with ultra-high compressive strength, high tensile strength, high ductility, high toughness, high durability and good construction performance, and is another concrete material with more excellent mechanical comprehensive performance compared with common concrete and high performance concrete. The rib body 7 is formed by pouring ultrahigh-performance concrete, and the ultrahigh-performance concrete can be active powder concrete, ultrahigh-performance fiber reinforced concrete, grouting fiber concrete, dense reinforcement composite materials or engineering cementitious composite materials and the like. Preferably, the ultrahigh-performance concrete is active powder concrete or ultrahigh-performance fiber reinforced concrete or dense reinforcement composite material with the compressive strength of not less than 100MPa and the bending tensile strength of not less than 10 MPa. The ultra-high performance concrete is easier to realize the light weight, high strength and high rigidity of the rib.
The dense ribs 2 and the panel 1 are formed by pouring ultrahigh-performance concrete, and the ultrahigh-performance concrete is active powder concrete or ultrahigh-performance fiber reinforced concrete or dense reinforcement composite material with the compressive strength of not less than 100MPa and the bending tensile strength of 15-60 MPa.
The invention has the beneficial effects that:
(1) the steel plate is arranged at the tensioned bottom of the ultra-high performance concrete rib, so that the tensile property of steel can be fully exerted, the integral and local rigidity of the bridge deck plate is further improved, the crack resistance and overload resistance of the bridge deck plate are obviously improved, and great convenience is brought to the aspect of construction performance; the longitudinal tension steel bars (including stirrups) at the bottom of the rib plate are eliminated, so that steel fibers can be distributed better and continuously, namely, the adverse effect of the steel bars on the fiber distribution in the ultra-high performance concrete sheet is avoided. Only the steel plate (with the same width as the bottom surface of the rib body) is arranged at the pulled bottom, so that the difficult problem that the steel plate with the full width at the bottom (the steel plate covers the side surface of the rib and the bottom of the panel) forms a strong constraint boundary for the ultra-high performance concrete to cause easy shrinkage and cracking in the process of maintenance and future use can be avoided.
(2) The rib plate type bridge deck can fully exert the excellent compression resistance and tensile resistance of the ultra-high performance concrete, improve the utilization efficiency of the cross section, improve the integral and local rigidity of the bridge deck, reduce the plate thickness and the structural self-weight of the bridge deck, meet the requirements of large span bridges and large plate span, and avoid the difficult problems that orthotropic steel bridge deck is easy to fatigue crack and the concrete bridge deck is heavy in weight and easy to crack.
Drawings
FIG. 1 is a schematic structural view of the present invention;
fig. 2 is a schematic structural diagram of the present invention.
In the figure: 1-panel, 2-rib, 3-connecting device, 21-longitudinal rib, 212-shear long connecting piece and 211-rib bottom steel plate.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
Example 1 referring to fig. 1, the present invention comprises a rib 2 and a panel 1, wherein the panel 1 is disposed on the rib 2, and is characterized in that: the multi-ribbed concrete panel is characterized in that the multi-ribbed 2 is a longitudinal rib 21, more than two parallel longitudinal ribs 21 are arranged below the panel 1, a rib bottom steel plate 211 is arranged at the bottom of the longitudinal rib 21, a shear long connecting piece 212 is arranged on the upper surface of the rib bottom steel plate 211, a reinforcing mesh is arranged in the panel 1, one end of the shear long connecting piece 212 is connected with the rib bottom steel plate 211, the other end of the shear long connecting piece extends into the reinforcing mesh in the panel 1, the top of the shear long connecting piece and the reinforcing mesh are on the same horizontal plane, and the longitudinal rib 21 and the panel 1 form a whole through pouring ultrahigh-performance.
Example 2, referring to fig. 1 to 2, the combination of shear long connectors is that a rib bottom steel plate 211 is arranged at the bottom of a longitudinal rib 21, a shear long connector 212 is arranged on the upper surface of the rib bottom steel plate 211, one end of the shear long connector 212 is connected with the rib bottom steel plate 211, the other end of the shear long connector 212 extends into a steel bar net in a panel 1, and the top of the shear long connector is on the same horizontal plane with the steel bar net. The rest is the same as the above embodiment.
Example 3 referring to fig. 1 to 2, the longitudinal rib 21 is not provided with longitudinal reinforcing bars and stirrups. The rest is the same as the above embodiment.
Example 4, referring to fig. 1 to 2, the thickness of the panel 1 is 20mm to 180 mm. The rest is the same as the above embodiment.
Example 5, referring to fig. 1 to 2, the height of the multi-ribbed structure 2 is 80mm to 500 mm. The rest is the same as the above embodiment.
In embodiment 6, referring to fig. 1 to 2, the distance between two adjacent longitudinal ribs 21 is 120mm to 800 mm. The rest is the same as the above embodiment.
Example 7, referring to fig. 1 to 2, the multi-ribbed structure 2 and the face plate 1 are cast from ultra-high performance concrete, which is reactive powder concrete or ultra-high performance fiber reinforced concrete or dense reinforcement composite material having a compressive strength of not less than 100MPa and a flexural tensile strength of 15 to 60 MPa. The rest is the same as the above embodiment.
The advantages are that:
(1) the tensile reinforced steel plate is arranged at the bottom of the rib of the ultra-high performance concrete (UHPC) plate, so that the moment of inertia of the section of the rib of the UHPC plate can be further improved, and the rigidity of the rib of the UHPC plate is further improved;
(2) the tensile reinforced steel plate is arranged at the bottom of the UHPC plate rib, so that a neutral axial tensile area of the UHPC bridge deck plate can be deviated, and further the stress of the steel plate is reduced.
In the above embodiments, the ultra-high performance concrete is a proprietary name in the field, and generally refers to concrete with ultra-high compressive strength, high tensile strength, high ductility, high toughness, high durability, and good workability, and is another concrete material with better mechanical comprehensive performance than ordinary concrete and high performance concrete, the panel 1 and the plate rib 2 are cast by ultra-high performance concrete, and the ultra-high performance concrete may be active powder concrete, ultra-high performance fiber reinforced concrete, grouting fiber concrete, dense reinforcement composite material, or engineering cementitious composite material, but is preferably active powder concrete, ultra-high performance fiber reinforced concrete, or dense reinforcement cement-based composite material.
Claims (7)
1. A rib plate without transverse ribs for ultrahigh-performance concrete comprises ribs (2) and a panel (1), wherein the panel (1) is arranged on the ribs (2), and is characterized in that: the multi-ribbed concrete slab is characterized in that the multi-ribbed (2) is longitudinal ribs (21), more than two parallel longitudinal ribs (21) are arranged below the panel (1), a rib bottom steel plate (211) is arranged at the bottom of each longitudinal rib (21), a shear long connecting piece (212) is arranged on the upper surface of the rib bottom steel plate (211), a reinforcing mesh is arranged in the panel (1), one end of the shear long connecting piece (212) is connected with the rib bottom steel plate (211), the other end of the shear long connecting piece extends into the reinforcing mesh in the panel (1), the top of the shear long connecting piece and the reinforcing mesh are on the same horizontal plane, and the longitudinal ribs (21) and the panel (1) form a whole by pouring ultrahigh-performance concrete.
2. The ultra-high performance concrete ribbed panel without a cross rib as recited in claim 1, wherein: the shear long connecting piece combination is characterized in that a rib bottom steel plate (211) is arranged at the bottom of a longitudinal rib (21), a shear long connecting piece (212) is arranged on the upper surface of the rib bottom steel plate (211), one end of the shear long connecting piece (212) is connected with the rib bottom steel plate (211), the other end of the shear long connecting piece extends into a steel bar net in a panel (1), and the top of the shear long connecting piece and the steel bar net are on the same horizontal plane.
3. The ultra-high performance concrete ribbed panel without a cross rib as recited in claim 1, wherein: longitudinal reinforcements and stirrups are not arranged in the longitudinal ribs (21).
4. The ultra-high performance concrete ribbed panel without a cross rib as recited in claim 1, wherein: the thickness of the panel (1) is 20 mm-180 mm.
5. The ultra-high performance concrete ribbed panel without a cross rib as recited in claim 1, wherein: the height of the dense ribs (2) is 80 mm-500 mm.
6. The ultra-high performance concrete ribbed panel without a cross rib as recited in claim 1, wherein: the distance between two adjacent longitudinal ribs (21) is 120 mm-800 mm.
7. The ultra-high performance concrete ribbed panel without a cross rib as recited in claim 1, wherein: the dense ribs (2) and the panel (1) are formed by pouring ultrahigh-performance concrete, and the ultrahigh-performance concrete is active powder concrete or ultrahigh-performance fiber reinforced concrete or dense reinforcement composite material with the compressive strength of not less than 100MPa and the bending tensile strength of 15-60 MPa.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920291727.8U CN210766389U (en) | 2019-03-08 | 2019-03-08 | Super high performance concrete dense ribbed slab without transverse ribs |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201920291727.8U CN210766389U (en) | 2019-03-08 | 2019-03-08 | Super high performance concrete dense ribbed slab without transverse ribs |
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| CN210766389U true CN210766389U (en) | 2020-06-16 |
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| CN201920291727.8U Active CN210766389U (en) | 2019-03-08 | 2019-03-08 | Super high performance concrete dense ribbed slab without transverse ribs |
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