CN209907197U - Ultra-high performance concrete rib plate adopting rib bottom steel plate - Google Patents
Ultra-high performance concrete rib plate adopting rib bottom steel plate Download PDFInfo
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Abstract
The utility model provides an adopt super high performance concrete rib of steel sheet at bottom of rib, it mainly solves current super high performance concrete rib easy fatigue fracture, tensile compressive property is relatively poor, the utilization efficiency of cross-section is low, technical problem such as with high costs. The key points of the technical scheme are as follows: the concrete reinforcing plate is characterized in that more than 3 plate ribs (2) are arranged at the bottom of the panel (1) and connected with the panel (1) into a whole, a reinforcing mesh (5) is arranged in the panel (1), a rib bottom steel plate (3) is arranged at the bottom of a rib body (7), a shear connector (4) is arranged on the upper surface of the rib bottom steel plate (3), stirrups (6) are arranged at the lower part of the reinforcing mesh (5), the stirrups (6) are fixedly connected with the shear connector (4), so that the reinforcing mesh (5), the stirrups (6) and the shear connector (4) are connected into an integral reinforcing steel bar structure, and ultrahigh-performance concrete is poured outside the reinforcing mesh (5), the stirrups (6) and the shear connector (4) to form the panel (1) and the plate ribs (2) which are connected into a whole.
Description
Technical Field
The invention relates to an ultra-high performance concrete rib plate adopting a rib bottom steel plate.
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 No. CN 106758813A discloses an ultra-high performance concrete well-type ribbed bridge deck for a steel-concrete composite beam bridge and a construction method thereof, which comprises prefabricating the ultra-high performance concrete well-type ribbed bridge deck, a rectangular columnar notch, an upper layer of reinforcing steel bars, a lower layer of reinforcing steel bars, a cluster nail group, high-strength grouting material, wet joint reinforcing steel bars and wet joint concrete.
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 ultrahigh-performance concrete rib plate adopting the rib bottom steel plate, which has the advantages of light dead weight, high rigidity, convenience and quickness in construction and good durability.
The technical scheme adopted by the invention for solving the technical problems is as follows: the concrete-reinforced concrete composite panel comprises a panel 1 formed by pouring ultrahigh-performance concrete, and plate ribs 2, wherein more than 3 plate ribs 2 are arranged at the bottom of the panel 1 and are connected with the panel 1 into a whole, a reinforcing mesh 5 is arranged in the panel 1, each plate rib 2 comprises a rib body 7 and a rib bottom steel plate 3, the rib bottom steel plate 3 is arranged at the bottom of the rib body 7, a shear connector 4 is arranged on the upper surface of the rib bottom steel plate 3, stirrups 6 are arranged at the lower parts of the reinforcing mesh 5, the stirrups 6 are fixedly connected with the shear connectors 4, so that the reinforcing mesh 5, the stirrups 6 and the shear connectors 4 are connected into an integral reinforcing structure, and the ultrahigh-performance concrete is poured outside the reinforcing mesh 5, the stirrups 6 and the shear connectors 4 to form the panel 1 and the plate ribs 2 which are. The rib plate type bridge deck structure can fully play 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 dead weight of the bridge deck, meet the requirements of large-span bridges and large plate spans, and avoid the problems that orthotropic steel bridge decks are easy to fatigue crack and concrete bridge decks are heavy in weight and easy to crack. The steel plate is arranged at the tensioned bottom of the ultra-high performance concrete rib plate to form the combined rib plate, 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 anti-cracking performance and the anti-overload capacity of the bridge deck plate are obviously improved, great convenience is brought to the construction performance, the longitudinal tensioned steel bar at the bottom of the rib plate is cancelled, and the adverse effect of the steel bar on the fiber distribution in the ultra-high performance concrete sheet is avoided.
The thickness of the panel 1 is 0.02m ~ 0.30.30 m, a reinforcing mesh 5 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 30 mm-200 mm, and the spacing between the longitudinal reinforcing steel bars is smaller than that between the transverse reinforcing steel bars, so that the arrangement is beneficial to enhancing the strength and the anti-cutting bearing capacity of the panel.
The height of the plate ribs 2 is 0.105m ~ 2.016.016 m, the panel 1 and the plate ribs 2 are combined to form a rib plate structure, the cross section of each plate rib 2 is U-shaped, inverted trapezoid or rectangular, the center distance between every two adjacent plate ribs 2 is 0.30m ~ 6.00.00 m, the arrangement improves the integral rigidity and strength on the premise of ensuring the minimum material consumption, and more than 3 plate ribs 2 are transversely arranged along the panel 1, or longitudinally arranged along the panel 1, or vertically and horizontally staggered at the bottom of the panel 1.
The height of the rib body 7 is 0.10m ~ 2.00.00 m, the section of the rib body is U-shaped, inverted trapezoid or rectangular, the width of the upper edge of the rib body is 0.08m ~ 0.30.30 m, and the width of the lower edge of the rib body is 0.08m ~ 0.30.30 m.
The steel plate 3 at the bottom of the rib is a flat steel plate, a unidirectional corrugated steel plate, a patterned steel plate or a channel steel in the width direction of the plate rib, the width of the steel plate is not more than the width of the bottom of the plate rib 2, the thickness of the steel plate is 0.006m ~ 0.016.016 m, on one hand, the rigidity, the crack resistance and the bearing capacity of the bridge deck can be improved, on the other hand, a longitudinal tensile steel bar at the bottom of a rib plate can be eliminated, the adverse effect of the steel bar on the fiber distribution in the ultra-high performance concrete sheet is avoided, on the other hand, only the reinforcing steel plate arranged at the bottom of the rib can not form a strong constraint boundary on the ultra-high performance concrete bridge deck, the shrinkage and cracking diseases are not easy to occur, the condition of on-site pouring normal temperature maintenance can be adapted, the construction is convenient, on the other hand, the effect of adopting the unidirectional corrugated steel plate or the patterned steel plate in the width direction of the plate rib is that the reinforcing steel plate with unidirectional corrugations or the patterns on the surface can be utilized, the bonding and embedding effects of the bonding and embedding of the corrugated steel plate, the reinforcing steel plate, the sliding resistance of the interface can be obviously enhanced, the connection effect of the rib and the connection of the channel steel plate can be effectively improved by adopting the market as a finished product, the contact with the steel plate, the contact of the channel steel plate, the bridge deck can be effectively.
The shear connector is in a cylindrical head welding nail form, an angle steel form or an open-pore ribbed form; 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 width of the long angle limb of the angle steel form is 0.03-0.20 m, the width of the short angle limb is 0.03-0.10 m, and the length of the angle steel form is 0.03-0.20 m; the height of the perforated steel plate strip is 0.03-0.15 m, the thickness is 0.006-0.01 m, the diameter of the 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 3.
Preferably, the shear connector 4 is a cylindrical head welding nail, and the distance between the longitudinal bridge and the cylindrical head welding nail is 0.08m ~ 0.40.40 m, so that the ultra-high performance concrete and the steel plate can be combined more tightly, the delaminating and slipping phenomena are avoided, a cavity of the ultra-high performance concrete is avoided being generated at the bottom of the cylindrical head welding nail, and the influence of the shear connector on the distribution of the ultra-high performance concrete fibers is avoided.
The plate rib 2 is internally provided with stirrups 6, the diameters of the stirrups 6 are 4mm ~ 12mm, the arrangement intervals are 50mm ~ 300mm, the upper ends of the stirrups 6 are bound with the reinforcing mesh 5, and the lower portions of the stirrups are bound with the shear connectors 4.
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 panel 1 and the plate ribs 2 are formed by pouring ultrahigh-performance concrete, and the ultrahigh-performance concrete can be active powder concrete, ultrahigh-performance fiber reinforced concrete, grouting fiber concrete, compact reinforcing bar composite materials or engineering cementitious composite materials and the like. Preferably, the ultrahigh-performance concrete is active powder concrete with the compressive strength of not less than 100MPa, or ultrahigh-performance fiber reinforced concrete or a dense reinforced cement-based composite material. The ultra-high performance concrete is easier to realize light weight, high strength and high rigidity of standard combined rib plates.
The invention also provides a processing method of the ultra-high performance concrete rib plate by adopting the rib bottom steel plate, and the technical scheme is as follows: firstly, configuring a frame die and a die for forming a plate rib on a working table according to design requirements, simultaneously processing a rib bottom steel plate 3 with the length and the width consistent with the length and the width of the plate rib according to the design requirements, arranging a shear connector 4 on the upper surface of the rib bottom steel plate 3, processing a reinforcing mesh 5 and a stirrup 6 according to the design requirements, and connecting the reinforcing mesh 5, the stirrup 6 and the shear connector 4 into an integral reinforcing structure; then, the reinforcing mesh 5, the stirrups 6 and the shear connectors 4 form an integral reinforcing structure and are placed on the working table together with the rib bottom steel plates 3, the stirrups 6, the shear connectors 4 and the rib bottom steel plates 3 are placed in gaps among the moulds, and the reinforcing mesh 5 is positioned at the upper part of the mould; and finally, pouring ultrahigh-performance concrete to form a panel 1 and plate ribs 2, wherein more than 3 plate ribs 2 are arranged.
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 is further improved, the crack resistance and overload resistance of the bridge deck are obviously improved, great convenience is brought to the construction performance, the longitudinal tensioned steel bar at the bottom of the rib plate is cancelled, and the adverse effect of the steel bar on the fiber distribution in the ultra-high performance concrete sheet is avoided. The steel plate is arranged at the pulled bottom, so that the problem that the ultrahigh-performance concrete is easy to shrink and crack in the process of maintenance and future use due to a strong constraint boundary formed by the full-width steel plate at the bottom (the steel plate covers the side face of the plate rib and the bottom of the panel) on the ultrahigh-performance concrete can be solved.
(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 cross-sectional view of example 1 of the present invention.
FIG. 2 is a schematic cross-sectional view of example 2 of the present invention.
FIG. 3 is a schematic cross-sectional view of example 3 of the present invention.
Fig. 4 is a schematic view of the section a-a of fig. 3.
FIG. 5 is a schematic cross-sectional view of example 4 of the present invention.
Fig. 6 is a sectional view taken along line B-B of fig. 5.
In the figure: 1. a panel; 2. a plate rib; 21. Longitudinal ribs; 22. A cross rib; 3. A rib bottom steel plate; 4. A shear connector; 5-reinforcing mesh; 6-stirrup, 7-rib body.
Detailed Description
In order to facilitate an understanding of the invention, the invention will be described more fully and in detail below with reference to the accompanying drawings and preferred embodiments, but the scope of the invention is not limited to the specific embodiments below.
Unless otherwise defined, all terms of art used hereinafter have the same meaning as commonly understood by one of ordinary skill in the art. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of the present invention.
In this embodiment, the ultra-high performance concrete ribbed slab using the ribbed bottom steel plate is a bridge deck in a PK steel box-ultra-high performance concrete composite beam.
The thickness of the panel 1 is 0.08m, and the longitudinal bridge direction and the transverse bridge direction of the panel 1 are both provided with plate ribs 2 which are respectively a longitudinal bridge direction plate rib 21 and a transverse bridge direction plate rib 22. A reinforcing mesh 5 which is composed of criss-cross bars is arranged in the panel 1.
The height of the plate rib 2 is 0.17m, the section of the plate rib 2 is in an inverted trapezoid shape, the width of the upper edge of the plate rib is 0.20m, the width of the lower edge of the plate rib is 0.18m, and the center distance between every two adjacent longitudinal ribs 2 is 0.70 m.
The reinforced steel plate 3 is arranged at the bottom of the plate body 7 and is in a flat plate shape, and the thickness of the reinforced steel plate 3 is 0.006 m.
The rib body 7 and the reinforcing steel plate 3 are connected by the shear connector 4. The shear connector 4 is a cylindrical head welding nail, the height of the cylindrical head welding nail is 0.12 m, and the distance between the longitudinal bridge and the cylindrical head welding nail is 0.15 m.
The reinforcing mesh 5 and the shear connector 4 are connected into a whole through the stirrups 6, so that the shear resistance of the rib plate is enhanced.
The panel 1 and the plate ribs 2 are formed by pouring ultrahigh-performance concrete.
In this embodiment, the light steel plate-ultra-high performance concrete composite rib plate is a bridge deck in an ultra-high performance concrete box girder.
The thickness of the panel 1 is 0.08m, and the longitudinal bridge direction and the transverse bridge direction of the panel 1 are both provided with plate ribs 2 which are respectively a longitudinal bridge direction plate rib 21 and a transverse bridge direction plate rib 22. A reinforcing mesh 5 which is composed of criss-cross bars is arranged in the panel 1.
The height of the plate rib 2 is 0.17m, the section of the plate rib 2 is rectangular, the width of the upper edge of the plate rib is 0.18m, and the width of the lower edge of the plate rib is 0.18 m.
The reinforced steel plate 3 is arranged at the bottom of the plate body 7 and is in a one-way corrugated form, and the thickness of the reinforced steel plate 3 is 0.006 m.
The rib body 7 and the reinforcing steel plate 3 are connected by the shear connector 4. The shear connector 4 is a cylindrical head welding nail, the height of the cylindrical head welding nail is 0.12 m, and the distance between the longitudinal bridge and the cylindrical head welding nail is 0.15 m.
The reinforcing mesh 5 and the shear connector 4 are connected into a whole through the stirrups 6, so that the shear resistance of the rib plate is enhanced.
In this embodiment, the light steel plate-ultra-high performance concrete composite rib plate is a bridge deck in an ultra-high performance concrete box girder.
The thickness of the panel 1 is 0.08m, and the longitudinal bridge direction and the transverse bridge direction of the panel 1 are both provided with plate ribs 2 which are respectively a longitudinal bridge direction plate rib 21 and a transverse bridge direction plate rib 22. A reinforcing mesh 5 which is composed of criss-cross bars is arranged in the panel 1.
The height of the plate rib 2 is 0.17m, the section of the plate rib 2 is rectangular, the width of the upper edge of the plate rib is 0.18m, and the width of the lower edge of the plate rib is 0.18 m.
The reinforced steel plate 3 is arranged at the bottom of the plate body 7 and is in a flat plate shape, and the thickness of the reinforced steel plate 3 is 0.006 m.
The rib body 7 and the reinforcing steel plate 3 are connected by the shear connector 4. The shear connector 4 is an angle steel, the width of a long angle limb of the angle steel is 0.10m, the width of a short angle limb of the angle steel is 0.02m, the length of the angle steel is 0.08m, the longitudinal distance of the distribution is 0.30m, and the transverse distance of the distribution is 0.09 m.
The reinforcing mesh 5 and the shear connector 4 are connected into a whole through the stirrups 6, so that the shear resistance of the rib plate is enhanced.
In this embodiment, the light steel plate-ultra-high performance concrete composite rib plate is a bridge deck in an ultra-high performance concrete box girder.
The thickness of the panel 1 is 0.08m, and the longitudinal bridge direction and the transverse bridge direction of the panel 1 are both provided with plate ribs 2 which are respectively a longitudinal bridge direction plate rib 21 and a transverse bridge direction plate rib 22. A reinforcing mesh 5 which is composed of criss-cross bars is arranged in the panel 1.
The height of the plate rib 2 is 0.50m, the section of the plate rib 2 is inverted trapezoid, the width of the upper edge of the plate rib is 0.20m, and the width of the lower edge of the plate rib is 0.18 m.
The reinforced steel plate 3 is arranged at the bottom of the plate body 7 and is in a flat plate shape, and the thickness of the reinforced steel plate 3 is 0.006 m.
The rib body 7 and the reinforcing steel plate 3 are connected by the shear connector 4. The shear connector 4 is a perforated steel plate strip, the height of the steel plate strip is 0.10m, the thickness of the steel plate strip is 0.01m, the diameter of a hole is 0.06m, and 2 steel plate strips are arranged on the reinforced steel plate (3).
The reinforcing mesh 5 and the shear connector 4 are connected into a whole through the stirrups 6, so that the shear resistance of the rib plate is enhanced.
(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 (9)
1. The utility model provides an adopt super high performance concrete rib of steel sheet at bottom of rib which characterized by: it comprises a panel (1) and plate ribs (2) which are formed by pouring ultrahigh-performance concrete, more than 3 plate ribs (2) are arranged at the bottom of the panel (1) and are connected with the panel (1) into a whole, a reinforcing mesh (5) is arranged in the panel (1), the plate rib (2) comprises a rib body (7) and a rib bottom steel plate (3), a rib bottom steel plate (3) is arranged at the bottom of the rib body (7), a shear connector (4) is arranged on the upper surface of the rib bottom steel plate (3), the lower part of the reinforcing mesh (5) is provided with a hoop (6), the hoop (6) is fixedly connected with the shear connector (4), so that the reinforcing mesh (5), the hoop (6) and the shear connector (4) are connected into an integral reinforcing structure, and pouring ultrahigh-performance concrete outside the reinforcing mesh (5), the stirrups (6) and the shear connectors (4) to form a panel (1) and a plate rib (2) which are connected into a whole.
2. The ultra-high performance concrete rib using the ribbed bottom steel plate as claimed in claim 1, wherein the thickness of the face plate (1) is 0.02m ~ 0.30.30 m, a reinforcing mesh consisting of longitudinal reinforcing bars and transverse reinforcing bars is disposed in the face plate (1), the interval between the reinforcing bars is 30mm to 200mm, and the interval between the longitudinal reinforcing bars is smaller than the interval between the transverse reinforcing bars.
3. The ultra-high performance concrete rib using the ribbed bottom steel plate as set forth in claim 1, wherein: more than 3 plate ribs (2) are transversely arranged along the panel (1), or longitudinally arranged along the panel (1), or criss-cross arranged at the bottom of the panel (1).
4. The ultra-high performance concrete rib plate using the ribbed bottom steel plate as claimed in claim 1, wherein the height of the plate rib (2) is 0.105m ~ 2.016.016 m, the section of the plate rib (2) is U-shaped, inverted trapezoid or rectangle, and the center distance between two adjacent plate ribs (2) is 0.30m ~ 6.00.00 m.
5. The ultra-high performance concrete rib using the rib bottom steel plate as claimed in claim 1, wherein the height of the rib body (7) is 0.10m ~ 2.00.00 m, the section of the rib body is U-shaped, inverted trapezoid or rectangular, the width of the upper edge of the rib body is 0.08m ~ 0.30.30 m, and the width of the lower edge of the rib body is 0.08m ~ 0.30.30 m.
6. The ultra-high performance concrete rib using the steel plate for a rib bottom as claimed in claim 1, wherein the steel plate for a rib bottom (3) is a flat steel plate, a unidirectional corrugated steel plate in a rib width direction, a pattern steel plate or a channel steel, and has a width not greater than a bottom width of the plate rib (2) and a thickness of 0.006 ~ 0.016.016 m.
7. The ultra-high performance concrete rib using the ribbed bottom steel plate as set forth in claim 1, wherein: the shear connector is in a cylindrical head welding nail form, an angle steel form or an open-pore ribbed form; 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 width of the long angle limb of the angle steel form is 0.03-0.20 m, the width of the short angle limb is 0.03-0.10 m, and the length of the angle steel form is 0.03-0.20 m; the height of the perforated steel plate strip is 0.03-0.15 m, the thickness is 0.006-0.01 m, the diameter of the 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 (3).
8. The ultra-high performance concrete rib plate adopting the rib bottom steel plate as claimed in claim 1, wherein stirrups (6) are arranged in the plate rib (2), the diameters of the stirrups (6) are ~ 12mm, the arrangement distance is ~ 300mm, the upper ends of the stirrups (6) are bound with the reinforcing mesh (5), and the lower portions of the stirrups (6) are bound with the shear connectors (4).
9. The ultra-high performance concrete rib using the ribbed bottom steel plate as set forth in claim 1, wherein: the panel (1) and the plate ribs (2) are formed by pouring ultrahigh-performance concrete, and the ultrahigh-performance concrete is active powder concrete or ultrahigh-performance fiber reinforced concrete or a dense reinforcement composite material with the compressive strength of not less than 100MPa and the bending tensile strength of not less than 10 MPa.
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| CN201821914402.2U CN209907197U (en) | 2018-11-20 | 2018-11-20 | Ultra-high performance concrete rib plate adopting rib bottom steel plate |
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| CN201821914402.2U CN209907197U (en) | 2018-11-20 | 2018-11-20 | Ultra-high performance concrete rib plate adopting rib bottom steel plate |
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| CN209907197U true CN209907197U (en) | 2020-01-07 |
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