CN219993216U - Prestressed superposed reinforced concrete beam - Google Patents
Prestressed superposed reinforced concrete beam Download PDFInfo
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- CN219993216U CN219993216U CN202320560229.5U CN202320560229U CN219993216U CN 219993216 U CN219993216 U CN 219993216U CN 202320560229 U CN202320560229 U CN 202320560229U CN 219993216 U CN219993216 U CN 219993216U
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- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 85
- 239000004567 concrete Substances 0.000 claims abstract description 97
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 65
- 239000010959 steel Substances 0.000 claims abstract description 65
- 230000002787 reinforcement Effects 0.000 claims abstract description 23
- 210000002435 tendon Anatomy 0.000 claims abstract description 23
- 238000005452 bending Methods 0.000 claims description 10
- 108010068370 Glutens Proteins 0.000 claims description 6
- 235000021312 gluten Nutrition 0.000 claims description 6
- 230000001174 ascending effect Effects 0.000 claims description 2
- 239000002131 composite material Substances 0.000 claims 7
- 230000003014 reinforcing effect Effects 0.000 abstract description 16
- 210000003205 muscle Anatomy 0.000 description 14
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 4
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000007788 roughening Methods 0.000 description 2
- 239000000725 suspension Substances 0.000 description 2
- 238000009736 wetting Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
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Abstract
The utility model discloses a prestressed superposed reinforced concrete beam, which comprises an original concrete beam and reinforced concrete beams arranged in the beam width direction of the original concrete beam, wherein the reinforced concrete beams comprise shear steel bars and prestressed tendons embedded in the reinforced concrete beams, the reinforced concrete beams are connected with the original concrete beams into a whole through the shear steel bars, and the prestressed tendons extend upwards from the middle part of the reinforced concrete beams to the directions of two ends. The scheme ensures that the reinforcement of the original concrete beam after overload is not limited by the service performance of the building and the height of the building layer, and meets the bearing capacity and the normal use requirement of the original concrete beam; after the key components are reinforced, the bearing capacity and the using function requirements of the roof Liang Taizhu area beam plate can be met without reinforcing, the number of the reinforcing components is correspondingly reduced, and the implementation efficiency of the reinforcing engineering is obviously improved.
Description
Technical Field
The utility model relates to the technical field of reinforced concrete beams, in particular to a prestressed superposed reinforced concrete beam.
Background
In the existing concrete frame structure building, because the local roof is changed into the earthing roof, the structural beams in the relevant area are overloaded, the deflection change after overload is larger, adverse effects can be generated on the column lifted by the beams and the beam stress in the corresponding area of the roof, and the bending moment of the components is obviously increased. The overload Liang Duowei large-span concrete conversion beam has the advantages that the space below three layers is limited by the using function of the building, the clear height requirement is strict, and the frame support beam cannot be reinforced by increasing the section height.
For example, chinese patent publication No. CN107605172a, publication No. 2018, 01 and 19, entitled "reinforcing structure for concrete roof beams", includes setting a steel plate at the bottom of the concrete roof beam, setting a concrete top beam above the middle of the concrete roof beam, setting a concrete diagonal beam between the concrete top beam and the concrete side beam, setting four steel suspension cable tie points at the top of the concrete roof beam, setting 4 steel suspension cables between the concrete top beam and the concrete roof beam, setting a steel tie rod at the center of the section of the concrete top beam, and fixing the steel tie rod on the lower surface of the steel plate after prestress tension.
The existing patents have the following defects: the deflection change is larger after the existing concrete beam is overloaded, the space below three layers is limited by the using function of the building, the net height requirement is more strict, and the beam can not be reinforced by increasing the section height.
Disclosure of Invention
The utility model aims to solve the problems that the deflection change is large after the existing concrete beam is overloaded, the clear height requirement is strict due to the limitation of the using functions of the building in a large space below three layers, and the beam can not be reinforced by increasing the section height.
In order to achieve the above purpose, the present utility model adopts the following technical scheme:
the utility model provides a prestressed superposition consolidates concrete beam, includes former concrete beam, sets up the ascending reinforced concrete beam of beam width at former concrete beam, the reinforced concrete beam includes shear bar and the prestressing tendons of pre-buried in the reinforced concrete beam, the reinforced concrete beam passes through shear bar and former concrete beam to be connected as an organic wholely, prestressing tendons upwards extends to both ends direction by the middle part of reinforced concrete beam. According to the prestressed superposed reinforced concrete beam, the section of the original concrete beam is increased along the width direction on the basis of the original concrete beam through superposition of one side or two sides of the original concrete beam, so that the original concrete beam is reinforced after overload without being limited by the service performance of a building and the height of a building layer. And arranging a prestress beam at the section increasing part, then applying prestress, and transmitting the prestress to the original concrete beam through the combined action of the shear steel bars and the new and old concrete interfaces, so that the prestress superposed beam integrally works, and the bearing capacity and normal use requirements of the original concrete beam are met. After the key components are reinforced, the bearing capacity and the using function requirements of the roof Liang Taizhu area beam plate can be met without reinforcing, the number of the reinforcing components is correspondingly reduced, and the implementation efficiency of the reinforcing engineering is obviously improved.
Preferably, at least one of two sides of the original concrete beam along the width direction is provided with a reinforced concrete beam. When the original concrete beam is affected by the arrangement of the outer curtain wall, the cross section cannot be increased at the outer side and the bottom of the original concrete beam, and the single-side reinforced concrete beam is arranged in a superposed mode.
Preferably, the original concrete beam comprises an original steel reinforcement framework, the reinforced concrete beam comprises a reinforced steel reinforcement framework, the reinforced steel reinforcement framework is welded with the original steel reinforcement framework, the reinforced steel reinforcement framework comprises gluten, bottom ribs, waist ribs and stirrups, and the stirrups are welded with the original steel reinforcement framework. The both ends of former concrete beam are fixed on two boundary beams, and former steel skeleton still includes the former Liang Mianjin that is close to the roof beam top surface of reinforced concrete beam, is close to the former roof beam end muscle of reinforced concrete beam's beam bottom surface and is located former Liang Yao muscle between former Liang Mianjin and the former roof beam end muscle, and former Liang Mianjin, former roof beam end muscle and former Liang Yao muscle all extend along the length direction of reinforced concrete beam, and in the boundary beam that corresponds is all implanted at the both ends of former Liang Mianjin, former roof beam end muscle and former Liang Yao muscle. The original steel bar framework comprises original stirrups, and the stirrups on the reinforced steel bar framework are welded and fixed with the original stirrups on the original steel bar framework.
Preferably, the shear steel bars horizontally extend along the width direction of the reinforced concrete beam, one ends of the shear steel bars are fixedly connected with the reinforced steel bar framework, and the other ends of the shear steel bars are embedded in the original concrete beam. The prestress is transmitted to the original concrete beam through the combined action of the shear steel bars and the new concrete interface.
Preferably, the end part of the shear steel bar is provided with a bending section formed by bending, and the bending section of the shear steel bar is fixedly connected with the waist rib positioned at the outermost side of the reinforcement steel bar framework.
Preferably, two ends of the reinforced concrete beam along the length direction are provided with horizontal haunching plates, and the horizontal haunching plates are connected with the reinforced concrete beam and the original concrete beam into a whole through shear steel bars. The horizontal haunching increases the load carrying capacity of the reinforced concrete beam.
Preferably, the horizontal haunching comprises haunching waist tendons, and the shear steel bars are fixedly connected with the haunching waist tendons.
Preferably, the number of the reinforced concrete beams is two, the reinforced concrete beams are respectively positioned at two sides of the original concrete beam along the length direction, and the prestressed tendons in the reinforced concrete beams are symmetrically distributed according to the original concrete beam. The prestressed tendons are symmetrically distributed, the applied prestress can be transferred to the original concrete beam through the combined action of the shear steel bars and the new and old concrete interfaces, and finally the prestress superposed beam integrally works.
Preferably, the interface between the original concrete beam and the reinforced concrete beam is roughened. The method comprises the steps of roughening, fully wetting, grouting and the like on the new and old concrete interfaces of the original concrete beam and the reinforced concrete beam so as to ensure the quality and reliability of the interfaces, and establishing firm connection with the original concrete beam by utilizing shear steel bars and stirrups, so that the original concrete beam and the reinforced concrete beam can generate coordinated deformation.
Preferably, the concrete of the prestressed superposition reinforced concrete beam adopts high-ductility concrete, and the prestressed tendons adopt slow-bonding prestressed tendons.
Therefore, the utility model has the following beneficial effects: (1) The original concrete beam is reinforced after overload without being limited by the service performance of the building and the height of the building layer, so that the bearing capacity and the normal use requirement of the original concrete beam are met; (2) After the key components are reinforced, the bearing capacity and the using function requirements of the roof Liang Taizhu area beam plate can be met without reinforcing, the number of the reinforcing components is correspondingly reduced, and the implementation efficiency of the reinforcing engineering is obviously improved.
Drawings
Fig. 1 is a schematic structural view of a first embodiment of the present utility model.
Fig. 2 is a schematic structural diagram of a second embodiment of the present utility model.
Fig. 3 is a cross-sectional view at A-A in fig. 1.
Fig. 4 is a cross-sectional view at B-B in fig. 2.
Fig. 5 is a cross-sectional view of the present utility model.
The following figures are shown:
original concrete beam 1, reinforced concrete beam 2,
Shear steel bar 3, prestressed steel bar 4,
The reinforcing steel bar comprises an original reinforcing steel bar framework 5, gluten 6, bottom ribs 7, waist ribs 8, stirrups 9 and horizontal haunching 10.
Detailed Description
In order to make the purposes, technical solutions and advantages of the technical solution embodiments of the present utility model more clear, the present utility model is further described below with reference to the accompanying drawings and the detailed description.
An embodiment I, a prestressed superposition reinforced concrete beam as shown in fig. 1, 3 and 5, comprises an original concrete beam 1, and a reinforced concrete beam 2 arranged on the beam width direction of the original concrete beam, wherein the reinforced concrete beam comprises a shear steel bar 3 and prestressed tendons 4 embedded in the reinforced concrete beam, the reinforced concrete beam 2 is connected with the original concrete beam 1 into a whole through the shear steel bar 3, and the prestressed tendons 4 extend upwards from the middle part of the reinforced concrete beam towards the two ends.
In the above embodiment, the prestressed reinforced concrete beam 2 is formed by overlapping the reinforced concrete beam 2 on one side or both sides of the original concrete beam 1, that is, increasing the cross section in the width direction on the basis of the original concrete beam 1, so that the reinforced concrete beam 1 is not limited by the service performance of the building and the building floor height after overload. And a prestress beam is arranged at the section increasing part, then prestress is applied, and the prestress is transmitted to the original concrete beam 1 through the combined action of the shear steel bars 3 and the new and old concrete interfaces, so that the prestress superposed beam integrally works, and the bearing capacity and normal use requirements of the original concrete beam 1 are met. After the key components are reinforced, the bearing capacity and the using function requirements of the roof Liang Taizhu area beam plate can be met without reinforcing, the number of the reinforcing components is correspondingly reduced, and the implementation efficiency of the reinforcing engineering is obviously improved. The problem of current concrete beam after overload deflection change great, the large space under the three-layer is because building service function restriction, and the net height requirement is comparatively strict, and this roof beam can't consolidate through increasing the cross-section height is solved.
Further, as shown in fig. 1, the original concrete beam 1 is provided with a reinforced concrete beam 2 on at least one of both sides in the width direction. When the original concrete beam 1 is affected by the arrangement of the outer curtain wall, the cross section cannot be increased at the outer side and the bottom of the original concrete beam 1, and the single-side reinforced concrete beam 2 is arranged in a superposed mode.
Further, as shown in fig. 1 and 3, the original concrete beam 1 comprises an original steel reinforcement cage 5, the reinforced concrete beam 2 comprises a reinforced steel reinforcement cage, the reinforced steel reinforcement cage is welded with the original steel reinforcement cage 5, the reinforced steel reinforcement cage comprises gluten 6, bottom ribs 7, waist ribs 8 and stirrups 9, and the stirrups 9 are welded with the original steel reinforcement cage 5. The both ends of former concrete beam 1 are fixed on two boundary beams, and former steel skeleton still includes the former Liang Mianjin that is close to the roof beam top surface of reinforced concrete beam, is close to the former roof beam end muscle of reinforced concrete beam's beam bottom surface and is located former Liang Yao muscle between former Liang Mianjin and the former roof beam end muscle, and former Liang Mianjin, former roof beam end muscle and former Liang Yao muscle all extend along the length direction of reinforced concrete beam, and in the boundary beam that corresponds was all implanted at the both ends of former Liang Mianjin, former roof beam end muscle and former Liang Yao muscle. The original reinforcement cage 5 comprises original stirrups, and stirrups 9 on the reinforcement cage are welded and fixed with the original stirrups on the original reinforcement cage 5.
Further, as shown in fig. 1, 3 and 5, the shear steel bars 3 horizontally extend along the width direction of the reinforced concrete beam 2, one ends of the shear steel bars 3 are fixedly connected with the reinforced steel bar framework, and the other ends of the shear steel bars 3 are embedded in the original concrete beam 1. The prestress is transmitted to the original concrete beam 1 through the combined action of the shear steel bars 3 and the new and old concrete interfaces.
Further, as shown in fig. 3, the end of the shear steel bar 3 is provided with a bending section formed by bending, and the bending section of the shear steel bar 3 is fixedly connected with the waist bar 8 positioned at the outermost side of the reinforcement steel bar skeleton.
Further, as shown in fig. 1, 3 and 5, two ends of the reinforced concrete beam 2 along the length direction are provided with horizontal haunching 10, and the horizontal haunching 10 is connected with the reinforced concrete beam 2 and the original concrete beam 1 into a whole through the shear steel bars 3. The horizontal haunching 10 increases the load carrying capacity of the reinforced concrete beam 2. The horizontal haunching 10 comprises haunched waist tendons, and the shear steel bars 3 are fixedly connected with the haunched waist tendons.
Further, the interface between the original concrete beam 1 and the reinforced concrete beam 2 is roughened. The method of roughening, fully wetting, grouting and the like is adopted for the new and old concrete interface of the original concrete beam 1 and the reinforced concrete beam 2 so as to ensure the quality and reliability of the interface, and the shear steel bars 3 and the stirrups 9 are utilized to establish firm connection with the original concrete beam 1, so that the original concrete beam 1 and the reinforced concrete beam 2 can generate coordinated deformation.
Furthermore, the concrete of the prestressed superposition reinforced concrete beam 2 adopts high-ductility concrete, and the prestressed tendons 4 adopt slow-bonding prestressed tendons 4.
In the second embodiment, further, as shown in fig. 2, 4 and 5, the number of reinforced concrete beams 2 is two, the reinforced concrete beams 2 are respectively located at two sides of the original concrete beam 1 along the length direction, and the prestressed tendons 4 in the reinforced concrete beams 2 are symmetrically distributed according to the original concrete beam 1. The prestressed tendons 4 are symmetrically distributed, the applied prestress can be transmitted to the original concrete beam 1 through the combined action of the shear steel bars 3 and the new and old concrete interfaces, and finally the prestress superposed beam integrally works.
The utility model has the following beneficial effects: (1) The original concrete beam 1 is reinforced after overload without being limited by the service performance of the building and the height of the building layer, so that the bearing capacity and the normal use requirement of the original concrete beam 1 are met; (2) After the key components are reinforced, the bearing capacity and the using function requirements of the roof Liang Taizhu area beam plate can be met without reinforcing, the number of the reinforcing components is correspondingly reduced, and the implementation efficiency of the reinforcing engineering is obviously improved.
The above embodiments are merely preferred embodiments of the present utility model, and are not intended to limit the scope of the present utility model. All equivalent changes in shape and structure according to the present utility model are intended to be included in the scope of the present utility model.
Claims (10)
1. The utility model provides a prestressing force coincide reinforced concrete roof beam, its characterized in that, includes former concrete beam, sets up the ascending reinforced concrete roof beam of roof beam width at former concrete beam, the reinforced concrete roof beam includes shear steel and pre-buried prestressing tendons in the reinforced concrete roof beam, the reinforced concrete roof beam passes through shear steel and former concrete roof beam to be connected as an organic wholely, prestressing tendons upwards extends to both ends direction by the middle part of reinforced concrete roof beam.
2. The prestressed composite reinforced concrete girder according to claim 1, wherein at least one of both sides of the original concrete girder in the width direction is provided with a reinforced concrete girder.
3. The prestressed composite reinforced concrete beam of claim 2, wherein the original concrete beam comprises an original steel reinforcement cage, the reinforced concrete beam comprises a reinforced steel reinforcement cage, the reinforced steel reinforcement cage is welded with the original steel reinforcement cage, the reinforced steel reinforcement cage comprises gluten, bottom gluten, waist gluten and stirrups, and the stirrups are welded with the original steel reinforcement cage.
4. A prestressed composite reinforced concrete beam as set forth in claim 3, wherein said shear bars extend horizontally in the width direction of the reinforced concrete beam, one ends of said shear bars are fixedly connected to the reinforcement cage, and the other ends of said shear bars are embedded in the original concrete beam.
5. The prestressed superposition reinforced concrete beam according to claim 4, wherein the end of the shear steel bar is provided with a bending section formed by bending, and the bending section of the shear steel bar is fixedly connected with the waist rib positioned at the outermost side of the reinforced steel bar framework.
6. The prestressed superposed reinforced concrete beam of claim 1, 2, 3, 4 or 5, wherein two ends of the reinforced concrete beam in the length direction are provided with horizontal haunches, and the horizontal haunches are connected with the reinforced concrete beam and the original concrete beam into a whole through shear steel bars.
7. The prestressed composite reinforced concrete beam of claim 6, wherein said horizontal haunching includes haunched waist bars, said shear bars being fixedly attached to said haunched waist bars.
8. The prestressed superposed reinforced concrete beam of claim 7, wherein the number of the reinforced concrete beams is two, the reinforced concrete beams are respectively positioned at two sides of the original concrete beam along the length direction, and the prestressed tendons in the reinforced concrete beams are symmetrically distributed according to the original concrete beam.
9. A prestressed composite reinforced concrete girder according to claim 1 or 2 or 3 or 4 or 5, wherein the original concrete girder is formed with burrs at the interface with the reinforced concrete girder.
10. The prestressed composite reinforced concrete beam of claim 8, wherein the concrete of said prestressed composite reinforced concrete beam is high-ductility concrete, and said tendons are slow-adhesion tendons.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320560229.5U CN219993216U (en) | 2023-03-17 | 2023-03-17 | Prestressed superposed reinforced concrete beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320560229.5U CN219993216U (en) | 2023-03-17 | 2023-03-17 | Prestressed superposed reinforced concrete beam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN219993216U true CN219993216U (en) | 2023-11-10 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202320560229.5U Active CN219993216U (en) | 2023-03-17 | 2023-03-17 | Prestressed superposed reinforced concrete beam |
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| Country | Link |
|---|---|
| CN (1) | CN219993216U (en) |
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2023
- 2023-03-17 CN CN202320560229.5U patent/CN219993216U/en active Active
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