CN113863495A - Pretensioned prestressing frame beam column connection node - Google Patents
Pretensioned prestressing frame beam column connection node Download PDFInfo
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- CN113863495A CN113863495A CN202111206393.8A CN202111206393A CN113863495A CN 113863495 A CN113863495 A CN 113863495A CN 202111206393 A CN202111206393 A CN 202111206393A CN 113863495 A CN113863495 A CN 113863495A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/22—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material with parts being prestressed
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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- Business, Economics & Management (AREA)
- Emergency Management (AREA)
- Joining Of Building Structures In Genera (AREA)
- Reinforcement Elements For Buildings (AREA)
Abstract
The utility model relates to a pretensioning method prestressing force frame beam column connected node belongs to building engineering's technical field, and it includes frame roof beam body and frame cylinder, the frame cylinder is arranged in to the one end of frame roof beam body, be equipped with prestressing steel in the frame roof beam body, form cast-in-place combining area between the tip that frame roof beam body and frame cylinder are close to each other, still be equipped with ordinary reinforcing bar in the frame roof beam body, there is the coincide part in frame roof beam body height direction in the projection of frame roof beam body width direction with prestressing steel. This application has adopted the combination of ordinary reinforcing bar and prestressed reinforcement to the two is crisscross overlap joint setting, its ductility is relatively poor when both having overcome exclusive use prestressed reinforcement, can satisfy the antidetonation requirement of frame attach node simultaneously again. And high-strength concrete is poured in the cast-in-place combination area, so that the seismic performance of the frame connection node can be further improved.
Description
Technical Field
The application relates to the technical field of constructional engineering, in particular to a pretensioned prestressing frame beam column connecting node.
Background
The pretensioning method is a construction method of tensioning prestressed reinforcement before the precast member is cast with concrete, temporarily anchoring the tensioned prestressed reinforcement on a pedestal or a steel die, then casting the concrete, releasing the prestressed reinforcement when the concrete is cured to reach a value not less than 75% of the designed strength value of the concrete, and applying prestress to the concrete by means of the bonding of the concrete and the prestressed reinforcement. When the member is subjected to tensile stress generated by external load, since the tensile stress is pre-stressed in advance by providing the prestressed reinforcement in the member, the member can counteract the tensile stress of the external load through self deformation, thereby delaying the occurrence of member cracks. The pretensioning method is generally only suitable for producing small and medium-sized components and is produced in fixed prefabrication plants, such as prestressed frame beams.
In the building construction process, after combining prestressing force frame roof beam and cast-in-place frame post, can form the connected node of frame beam column, but to the connected node of this kind of frame beam column, when being used for the building operating mode of large-span, heavy load, because prestressing steel ductility is relatively poor, whole connected node just receives destruction easily under the macroseism effect, finally leads to the building to collapse.
Disclosure of Invention
In order to improve the above problems, the present application provides a pretensioned prestressed frame beam-column connection node.
The application provides a pretensioning method prestressing force frame beam column connected node adopts following technical scheme:
a pretensioned prestressing frame beam column connection node comprises a frame beam body and a frame column body, wherein one end of the frame beam body is arranged on the frame column body, prestressing steel bars are arranged in the frame beam body, and a cast-in-place combination area is formed between the end parts, close to each other, of the frame beam body and the frame column body; still be equipped with ordinary reinforcing bar in the frame roof beam body, there is the coincide part in frame roof beam body height direction with prestressing steel bar along the projection of frame roof beam body width direction.
Through adopting above-mentioned technical scheme, because the plastic deformation ability and the power consumption ability of ordinary reinforcing bar all are stronger than the prestressing steel, ordinary reinforcing bar has better ductility under relatively, uses ordinary reinforcing bar and prestressing steel jointly the back, and the two is crisscross overlap joint setting, and the ductility is relatively poor when both having overcome exclusive use prestressing steel, the relatively poor problem of shock resistance, can satisfy the frame attach node simultaneously again and offset the requirement of external load tensile stress, has delayed the crack appearance of frame roof beam body.
Preferably, ordinary reinforcing bar and prestressing steel bar are located the same level in the frame roof beam body, ordinary reinforcing bar and prestressing steel bar are the interval setting along frame roof beam body width direction.
Preferably, concrete is poured in the cast-in-place bonding area, and the strength grade of the concrete is not lower than C50.
By adopting the technical scheme, the cast-in-place combining area is poured by adopting high-strength concrete, so that the strength and the anti-seismic performance of the frame beam column joint can be further improved.
Preferably, a cast-in-place superposed region is arranged on the upper side of the frame beam body, the cast-in-place superposed region is communicated with the cast-in-place combined region, beam end top surface reinforcing steel bars are arranged in the cast-in-place superposed region, the beam end top surface reinforcing steel bars, the prestressed reinforcing steel bars and the common reinforcing steel bars are arranged in parallel, and the sum of the axial cross-sectional areas of the common reinforcing steel bars is not less than two fifths of the sum of the axial cross-sectional areas of the beam end top surface reinforcing steel bars.
By adopting the technical scheme, the possibility of premature yielding or excessive damage when positive bending moment occurs at the beam bottom of the frame beam body in an earthquake can be reduced, and the normal exertion of the bearing capacity and the deformability of the frame beam-column connecting node is not easily influenced.
Preferably, one end of the common steel bar extends into the cast-in-place combination area, one end of the frame beam body close to the frame column body is provided with a combination stirrup, the combination stirrup is connected end to form a combination space, the combination stirrup is partially positioned in the frame beam body and partially extends into the cast-in-place superposition area, and the common steel bar and the prestressed steel bar are both positioned in the combination space and connected with the combination stirrup.
By adopting the technical scheme, the method can be used for increasing the bonding strength of the reinforced concrete in the cast-in-place bonding area.
Preferably, one end of the common steel bar in the cast-in-place combination area extends vertically upwards to form an extension steel bar, and the two extension steel bars corresponding to the two frame beam bodies are connected through a steel bar connecting assembly.
By adopting the technical scheme, the extending steel bars arranged on the two frame beam bodies can be connected together by utilizing the steel bar connecting assembly, and after the concrete is cast and formed in the cast-in-place combining area, the frame beam column joint can have better forming and combining integrity and pressure-bearing shock resistance.
Preferably, the reinforcing bar coupling assembling includes connecting portion and the go-between of locating the connecting portion both ends, go-between laminating cover is located on the extension reinforcing bar, connecting portion include connecting sleeve and connecting rod, in connecting rod one end screw in to connecting sleeve, one of them the go-between can be dismantled with connecting sleeve and be connected, another the go-between can be dismantled with the connecting rod and be connected.
Preferably, a connecting groove is formed in the connecting rod, a connecting bearing is arranged in the connecting groove, the connecting ring connected with the connecting rod is connected to the connecting bearing in a threaded mode, a stopping groove communicated with the connecting groove is formed in the connecting sleeve, and a stopping block abutted against the side wall of the connecting bearing is connected to the stopping groove in a sliding mode.
Preferably, the connecting bases are installed on the side walls of the connecting sleeves, the reinforcing rods are arranged between every two adjacent connecting sleeves, and the two ends of each reinforcing rod are clamped in the connecting bases.
In summary, the present application includes at least one of the following beneficial technical effects:
the combination of the common steel bars and the prestressed steel bars is adopted, and the common steel bars and the prestressed steel bars are in staggered lap joint arrangement, so that the problem of poor ductility when the prestressed steel bars are used alone is solved, and meanwhile, the anti-seismic requirement of the frame connection nodes can be met. And high-strength concrete is poured in the cast-in-place combination area, and the reinforcing steel bar connecting assembly and the reinforcing rods are arranged, so that the anti-seismic performance of the frame beam-column connecting node can be further improved.
Drawings
Fig. 1 is a general schematic view of a beam-column connection node structure of a pretensioned prestressing frame according to an embodiment of the present application.
Fig. 2 is a schematic structural diagram for showing that the common steel bars and the prestressed steel bars are distributed in the frame beam body in the embodiment of the present application.
Fig. 3 is a schematic diagram for showing the connection relationship between the reinforcing bar connecting assembly and the extension reinforcing bar in the embodiment of the present application.
Fig. 4 is an enlarged view of a portion a in fig. 3.
Fig. 5 is a schematic view for showing the connection relationship among the connection sleeve, the connection rod and the connection ring in the embodiment of the present application.
Description of reference numerals: 1. a frame beam body; 2. a frame column; 3. a bonding area is cast in situ; 4. ordinary steel bars; 41. extending the reinforcing steel bars; 5. pre-stressing the steel bars; 6. top surface reinforcing steel bars of the beam ends; 7. combining the stirrups; 8. casting a superposed area in situ; 9. a steel bar connecting component; 91. a connecting sleeve; 911. connecting grooves; 912. a stopper groove; 913. a connecting seat; 92. a connecting rod; 93. a first connecting ring; 94. a second connection ring; 95. a first mounting bar; 96. a second mounting bar; 97. a stopper block; 971. a limiting block; 98. connecting a bearing; 10. a reinforcing rod.
Detailed Description
The present application is described in further detail below with reference to figures 1-5.
The embodiment of the application discloses pretensioning method prestressing force frame beam column connected node, refer to fig. 1, including frame beam body 1 and frame cylinder 2, frame cylinder 2 is vertical setting, frame beam body 1 is provided with two along the central line symmetry of frame cylinder 2, frame beam body 1's one end is placed in on frame cylinder 2, and leave the distance between two frame beam body 1, the region that is located between frame beam body 1, the frame cylinder 2 forms is cast-in-place bonding region 3 promptly, pour the high-strength concrete that intensity grade is not less than C50 in the cast-in-place bonding region 3, preferably adopt C50 in this embodiment.
Referring to fig. 1 and 2, a general reinforcing steel bar 4 and a prestressed reinforcing steel bar 5 are disposed in parallel in a frame girder 1. One end of the ordinary steel bar 4 extends into the cast-in-place joint area 3 and is formed with a bent portion, which is defined as an extension steel bar 41, the extension steel bar 41 is in a vertically upward state, and the prestressed steel bar 5 is completely located in the frame beam body 1. Frame roof beam body 1 is prefabricated component, and at the prefabricated in-process of frame roof beam body 1, ordinary reinforcing bar 4 and prestressing steel 5 are located frame roof beam body 1 and are in same level, and the two is the interval setting along 1 width direction of frame roof beam body to there is the coincide part ordinary reinforcing bar 4 and prestressing steel 5 in the projection of 1 width direction of frame roof beam body. When the frame beam bodies 1 are arranged at the top ends of the frame columns 2, the extension parts of the common steel bars 4 in the two frame beam bodies 1, which are positioned in the cast-in-place combination area 3, also have overlapped parts.
Referring to fig. 1 and 2, a cast-in-place superposed area 8 is arranged on the upper side of the frame beam body 1, wherein the cast-in-place superposed area 8 is communicated with the cast-in-place combined area 3, the cast-in-place superposed area 8 is constructed on the upper side of the cast-in-place combined area after the cast-in-place combined area is formed, and a superposed floor slab can be laid on the cast-in-place superposed area 8 after the cast-in-place superposed area 8 is constructed. Be located and be equipped with through long beam-ends top surface reinforcing bar 6 in cast-in-place coincide district 8, the length direction and the prestressing steel 5 parallel arrangement of beam-ends top surface reinforcing bar 6. The sum of the axial section areas of the common steel bars 4 is not less than two fifths of the sum of the axial section areas of the beam-end top surface steel bars 6, and the design meets the steel bar configuration requirements of a building anti-seismic design specification [2016 edition ] GB50011-2010 on beams.
Referring to fig. 1 and 2, a combination stirrup 7 is further arranged at one end of the frame beam body 1 close to the frame column body 2, and the combination stirrup 7 is partially arranged in the frame beam body 1 and partially extends out of the frame beam body 1 and is arranged in a cast-in-place overlapping area 8. The joint stirrup 7 is connected end to form a joint space, the common steel bars 4 and the prestressed steel bars 5 are both positioned in the joint space, and the common steel bars 4 are welded with the joint stirrup 7 to enhance the joint bonding strength when the common steel bars 4 are combined with concrete.
Referring to fig. 3, two frame beam bodies 1 are respectively provided with a steel bar connecting assembly 9 between two adjacent extending steel bars 41, each steel bar connecting assembly 9 includes a connecting ring and a connecting portion, the connecting ring is provided with two connecting rings and connected to two ends of the connecting portion in the length direction, and the connecting rings are used for being fitted and sleeved on the corresponding extending steel bars 41; the connecting portion is provided with a telescopic structure, and can be adaptively adjusted according to the distance between the two extending steel bars 41 sleeved by the connecting ring.
Referring to fig. 4, the connection portion includes a connection sleeve 91 and a connection rod 92, and one end of the connection rod 92 extends into the connection sleeve 91 and is threadedly connected to the connection sleeve 91. The two connecting rings are respectively defined as a first connecting ring 93 and a second connecting ring 94, a first mounting rod 95 is fixedly connected to the first connecting ring 93, and the first mounting rod 95 is in threaded connection with the connecting sleeve 91; the second connecting ring 94 is fixedly connected with a second mounting rod 96, a connecting groove 911 is coaxially formed in the connecting rod 92, the connecting groove 911 is close to one end, far away from the connecting sleeve 91, of the connecting rod 92, a connecting bearing 98 is arranged in the connecting groove 911, one end of the second mounting rod 96 is inserted into the connecting rod 92 and is in threaded connection with the connecting bearing 98, and the second connecting ring 94 realizes relative rotation with the connecting rod 92 through the connecting bearing 98.
After the frame beam 1 is lifted, the first connection ring 93 may be first installed on the connection sleeve 91, and then the second connection ring 94 may be installed on the connection bearing 98. The connecting sleeve 91 and the connecting rod 92 are relatively rotated, and/or the depth of the second mounting rod 96 screwed into the connecting bearing 98 is controlled, so that the distance between the first connecting ring 93 and the second connecting ring 94 is consistent with the corresponding extending steel bar 41, and the axial lines of the first connecting ring 93 and the second connecting ring 94 are parallel to the axial line of the extending steel bar 41, so that the two connecting rings can be just fit and sleeved on the corresponding extending steel bar 41. In the specific implementation process, the first mounting rod 95 and the connecting sleeve 91, and the second mounting rod 96 and the connecting rod 92 are detachably arranged, so that connecting rings with different diameters can be conveniently replaced, and the connecting rings can be adapted to extension steel bars 41 with different diameters.
Since the process of screwing the second mounting rod 96 into the connecting bearing 98 causes the connecting bearing 98 to be stressed and rotate, which affects the mounting process, referring to fig. 5, a stopping groove 912 communicated with the connecting groove 911 is further formed through the side wall of the connecting sleeve 91, and a stopping block 97 is arranged in the stopping groove 912. When the stopper 97 is pushed in a direction toward the coupling bearing 98, the stopper 97 may be fitted to a side of the coupling bearing 98 to prevent the coupling bearing 98 from following when the second mounting lever 96 is mounted. A stop block 971 is further connected to the stop block 97, and when the stop block 97 is drawn out, the stop block 971 can abut against the bottom of the stop groove 912, so that the stop block 97 is not separated from the connection sleeve 91.
Referring to fig. 4 and 5, two adjacent reinforcing steel bar connecting assemblies 9 are connected to each other through a reinforcing rod 10, a connecting seat 913 is fixedly connected to a side wall of the connecting sleeve 91, an upper end of the connecting seat 913 is open, and two ends of the reinforcing rod 10 are embedded in the corresponding connecting seats 913. After the reinforcing steel bar connecting assembly 9 and the reinforcing rods 10 are installed, the reinforcing steel bar connecting assembly 9 which is used for connecting the extension reinforcing steel bars 41 can be connected together again by the reinforcing rods 10, and after concrete is poured and formed in the cast-in-place combining area 3, the frame beam column node can have higher forming and combining integrity and pressure-bearing earthquake resistance.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (9)
1. The utility model provides a pretensioning prestressing force frame beam column connected node, includes frame column body (2) and two frame beam bodies (1), the one end of frame beam body (1) is arranged in on frame column body (2), be equipped with prestressing steel (5) in frame beam body (1), form cast-in-place bonding region (3) between the tip that frame beam body (1) and frame column body (2) are close to each other, its characterized in that: still be equipped with ordinary reinforcing bar (4) in the frame roof beam body (1), there is the coincide part in frame roof beam body (1) direction of height in frame roof beam body (1) projection of frame roof beam body (1) width direction ordinary reinforcing bar (4) and prestressing steel (5).
2. A pretensioned prestressed frame beam-column connection node according to claim 1, wherein: ordinary reinforcing bar (4) are located same level with prestressing steel (5) in frame roof beam body (1), ordinary reinforcing bar (4) are the interval setting with prestressing steel (5) along frame roof beam body (1) width direction.
3. A pretensioned prestressed frame beam-column connection node according to claim 1, wherein: concrete is poured in the cast-in-place bonding area (3), and the strength grade of the concrete is not lower than C50.
4. A pretensioned prestressed frame beam-column connection node according to claim 1, wherein: the upper side of the frame beam body (1) is provided with a cast-in-place superposed region (8), the cast-in-place superposed region (8) is communicated with a cast-in-place combined region (3), beam end top surface steel bars (6) are arranged in the cast-in-place superposed region (8), the beam end top surface steel bars (6), prestressed steel bars (5) and common steel bars (4) are arranged in parallel, and the sum of the axial cross-sectional areas of the common steel bars (4) is not less than two fifths of the sum of the axial cross-sectional areas of the beam end top surface steel bars (6).
5. A pretensioned prestressed frame beam-column connection node according to claim 3, wherein: one end of the common steel bar (4) extends into the cast-in-place combining area (3), one end, close to the frame column body (2), of the frame beam body (1) is provided with a combining hoop (7), the combining hoop (7) is connected end to form a combining space, the combining hoop (7) is partially located in the frame beam body (1) and partially extends into the cast-in-place overlapping area (8), and the common steel bar (4) and the prestressed steel bar (5) are both located in the combining space and connected with the combining hoop (7).
6. A pretensioned prestressed frame beam and column connection node according to claim 5, wherein: one end of the common steel bar (4) in the cast-in-place combination area (3) vertically extends upwards to form an extension steel bar (41), and the two extension steel bars (41) corresponding to the two frame beam bodies (1) are connected through a steel bar connecting component (9).
7. A pretensioned prestressed frame beam and column connection node according to claim 6, wherein: reinforcing bar coupling assembling (9) include connecting portion and the go-between of locating the connecting portion both ends, go-between laminating cover is located on extending reinforcing bar (41), connecting portion include connecting sleeve (91) and connecting rod (92), connecting rod (92) one end screw in to connecting sleeve (91) in, one of them the go-between can be dismantled with connecting sleeve (91) and be connected, another the go-between can be dismantled with connecting rod (92) and be connected.
8. A pretensioned prestressed frame beam and column connection node according to claim 7, wherein: a connecting groove (911) is formed in the connecting rod (92), a connecting bearing (98) is arranged in the connecting groove (911), the connecting ring connected with the connecting rod (92) is connected onto the connecting bearing (98) in a threaded mode, a stopping groove (912) communicated with the connecting groove (911) is formed in the connecting sleeve (91), and a stopping block (97) abutted against the side wall of the connecting bearing (98) is connected to the stopping groove (912) in a sliding mode.
9. A pretensioned prestressed frame beam and column connection node according to claim 7, wherein: connecting seat (913) are installed to the lateral wall of connecting sleeve (91), are equipped with stiffener (10) between two adjacent connecting sleeve (91), the both ends card of stiffener (10) is located in connecting seat (913).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111206393.8A CN113863495B (en) | 2021-10-16 | 2021-10-16 | Pretensioned prestressing frame beam column connection node |
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| CN202111206393.8A CN113863495B (en) | 2021-10-16 | 2021-10-16 | Pretensioned prestressing frame beam column connection node |
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| CN114960946A (en) * | 2022-06-20 | 2022-08-30 | 山东泓顺建筑工程有限公司 | A wear roof beam cable suspension device and hang steel construction building for hanging steel construction |
| CN115126086A (en) * | 2022-08-13 | 2022-09-30 | 上海金鹿建设(集团)有限公司 | Assembled reinforced concrete beam column joint and construction method thereof |
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| CN115126086A (en) * | 2022-08-13 | 2022-09-30 | 上海金鹿建设(集团)有限公司 | Assembled reinforced concrete beam column joint and construction method thereof |
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| CN113863495B (en) | 2022-10-04 |
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