CN220451074U - UHPC (ultra high pressure) connected double post-tensioned precast prestressed concrete open-pore beam frame structure system - Google Patents

Abstract

The utility model discloses a double post-tensioned pre-stressed concrete open-pore beam frame structure system connected by UHPC (ultra high pressure concrete), which comprises a pre-cast concrete upper column, a pre-cast concrete lower column, a double post-tensioned pre-stressed concrete open-pore superposed beam, a UHPC node core area and a superposed plate. The upper longitudinal main ribs extend out of the bottom surface of the prefabricated upper column and are directly anchored in the UHPC node core area, the lower longitudinal main ribs extend out of the top surface of the prefabricated lower column and are directly anchored in the UHPC node core area, the common reinforcing steel bars and the post-tensioning prestressed ribs extend out of the prefabricated post-tensioning prestressed concrete open holes Liang Duanmian and are directly anchored in the UHPC node core area, and the post-tensioning prestressed ribs are arranged in the prefabricated post-tensioning prestressed concrete open hole beam members. The structure system has the advantages of convenient field construction and high component installation efficiency, greatly reduces the anchoring length of the steel bars and the amount of stirrups in the core area of the node, avoids crowding the steel bars in the core area of the node, reduces the section height of the component, lightens the dead weight, improves the cracking resistance and the self-recovery performance of the component, and improves the anti-seismic performance of the structure.

Description

UHPC (ultra high pressure) connected double post-tensioned precast prestressed concrete open-pore beam frame structure system

Technical Field

The utility model relates to the technical field of prefabricated prestressed assembled building construction, in particular to a double post-tensioned prefabricated prestressed concrete open-pore beam frame structure system connected by UHPC (ultra high pressure concrete), and a design and construction method thereof.

Background

The cast-in-situ structure has the defects of low construction efficiency, high energy consumption and the like, and is difficult to adapt to the development requirements of building industrialization. The prefabricated building has become the development direction of building industrialization due to the advantages of high construction speed, industrialized production of components, field wet operation reduction, environmental pollution reduction and the like. Through years of development and popularization, prefabricated assembled concrete structures have been widely studied and used.

The prefabricated assembled concrete frame structure refers to a structure that beam column components are prefabricated in a prefabrication factory and transported to a construction site to be connected to form an integral structure. Compared with the cast-in-place concrete structure, the cast-in-place concrete structure has the advantages of high construction speed, easily guaranteed component quality, good quality, small environmental pollution, labor cost saving, a large number of templates and supports saving and the like, and is a structure form with very broad prospects. For the wet connection assembly type concrete frame structure, the node construction form which is easy to construct and effectively ensures the integrity is key to popularization and application. However, from the view of the past earthquake disasters, the assembled structure is seriously damaged in the earthquake, and the same earthquake-resistant performance as that of the cast-in-situ structure is difficult to achieve. In order to improve the integrity and reliability of the node connection of the fabricated concrete frame and achieve and even exceed the earthquake-resistant performance of the cast-in-place concrete structure, a pre-stress technology and UHPC (Ultra High Performance Concrete, ultra-high performance concrete) material are introduced into the fabricated structure.

The double post-tensioned pre-stressed assembled concrete structure is formed by splicing a prefabricated common concrete member and a prefabricated post-tensioned pre-stressed member together through tensioning pre-tensioned tendons and has the characteristics of the post-tensioned pre-stressed concrete structure and an assembled structure. The internal stress generated by the prestress on the concrete section can partially or completely counteract the stress of the section under the load, delay the occurrence of cracks and increase the rigidity of the member. During unloading, the crack can be partially or completely closed, and the elastic recovery performance of the structure is good. Meanwhile, the prestressed concrete can fully utilize the material strength of the prestressed tendons and the concrete, and lighten the dead weight of the structure. And the application of the prestress is beneficial to the improvement of the usability and the integrity of the assembled structure, and the application of the assembled structure in a large-span and heavy-load structure is promoted.

UHPC has excellent bonding performance, and can greatly reduce the anchoring length of the steel bars and the steel strands in the UHPC; the strength is high, the hooping consumption of the node core area can be reduced, and the UHPC is used for the node core area, so that the structure is simple and the frame integrity is good. The pre-stress structure has excellent stress performance, and UHPC is applied to the node core area to form the pre-stress frame structure. The structure is subjected to intensive research, and is favorable for further popularization and application of the prefabricated prestressed concrete frame structure.

Disclosure of Invention

Aiming at the defects existing in the prior art and combining the excellent performance of UHPC, the utility model provides a double post-tensioned precast prestressed concrete open-pore beam frame structure system connected by UHPC and a design and construction method thereof. The structure combines the post-tensioned prestressing structure, the assembled structure and the superposed structure, and adopts UHPC high-performance materials, thereby achieving the purpose of improving the earthquake resistance of the prefabricated assembled concrete frame structure.

The utility model has the advantages that the connecting technology of the prefabricated post-tensioned prestressed concrete open-pore beam column component and the steel bar connecting technology between the components are mainly embodied. In the aspect of component connection technology, beam column components are connected through UHPC with excellent performance, a UHPC node core area is formed, and the anti-seismic fortification requirements of strong-node weak components are more easily realized, so that the ductility of beam column nodes is improved, and the anti-seismic performance of the whole frame structure is improved. In the aspect of the steel bar connection technology, the steel bars between the beam column components only need simple lap joint, and the lap joint length is small, so that the manufacturing time and the field installation time of the prefabricated components are greatly saved.

The technical problems solved by the utility model can be realized by adopting the following technical scheme:

a UHPC connected double post-tensioned pre-stressed concrete open-pore beam frame structure system comprises a pre-cast concrete upper column, a pre-cast concrete lower column, a double post-tensioned pre-stressed concrete open-pore superposed beam, a UHPC node core area and a superposed plate;

an upper longitudinal main rib is arranged in the precast concrete upper column, a lower longitudinal main rib is arranged in the precast concrete lower column, a precast post-tensioning prestressed concrete perforated beam, a beam overlapping layer and a post-tensioning prestressed rib II are arranged in the double post-tensioning precast prestressed concrete perforated beam, a common reinforcing steel bar and a post-tensioning prestressed rib I are arranged at the bottom of the precast post-tensioning prestressed concrete perforated beam, hanging ribs or reinforcing steel bar meshes are arranged around an orifice if necessary, welding reinforcing steel bar meshes are also adopted for the reinforcing steel bar meshes, long reinforcing steel bars are arranged at the top part in the beam overlapping layer, and the overlapping slab consists of a precast concrete slab and a plate overlapping layer poured on the slab;

the upper longitudinal main ribs extend out of the bottom surface of the prefabricated upper column and are directly anchored in the UHPC node core area, the lower longitudinal main ribs extend out of the top surface of the prefabricated lower column and are directly anchored in the UHPC node core area, and the common reinforcing steel bars and the post-tensioning prestressed ribs extend out of the prefabricated post-tensioning prestressed concrete openings Liang Duanmian and are directly anchored in the UHPC node core area;

the double post-tensioned precast prestressed concrete open-pore superposed beam can also be a fully-precast prestressed concrete open-pore beam;

the first post-tensioning prestressed tendon is only tensioned in the prefabricated post-tensioning prestressed concrete perforated beam, and the second post-tensioning prestressed tendon is tensioned together with the outer side of the column in the prefabricated post-tensioning prestressed concrete perforated beam;

the first post-tensioned prestressing tendons and the second post-tensioned prestressing tendons comprise straight lines, broken lines and curved prestressing tendons;

the first post-tensioned prestressing tendons and the second post-tensioned prestressing tendons are unbonded, slow bonded or bonded prestressing tendons;

the first post-tensioned prestressing tendons are subjected to effective prestressing calculation when dead weight and construction load are considered for checking calculation in the construction stage; when normal use or limit bearing calculation is carried out, calculation is carried out according to the actual bonding condition of the prestressed tendons and bonding or non-bonding;

the second post-tensioned tendon can be bonded, partially bonded, unbonded or unbonded in the node core area;

the double post-tensioned precast prestressed concrete perforated laminated beam is subjected to construction checking calculation according to the post-tensioned precast concrete perforated simple beam before a beam laminated layer, a plate laminated layer and a UHPC node core area are poured, and after the node core area and the beam laminated layer are poured, and the node and laminated layer concrete strength reaches the design requirement, the post-tensioned prestressed tendons II are tensioned, and after the tensioning is finished, construction phase checking calculation is carried out according to unbonded prestressed tendons; the section of the upper chord member at the orifice is different before and after pouring the beam lamination layer, the plate lamination layer and the UHPC node core area, the stress state is also different, and construction checking calculation is carried out on the upper chord member and the lower chord member at the orifice of the prefabricated post-tensioned prestressed concrete apertured beam; when normal use or ultimate bearing checking calculation is carried out, the post-tensioning prestressed tendons II are respectively calculated according to the bonding state and the unbonded state of the prestressed tendons according to the actual bonding state of the prestressed tendons; and considering the recovery performance provided by the unbonded part of the node core area in the post-tensioned prestressing second joint under the earthquake load.

Further, the double post-tensioned pre-stressed concrete open-pore laminated beam consists of a pre-tensioned pre-stressed concrete open-pore beam, a beam laminated layer and a post-tensioned pre-stressed rib II; the laminated slab is formed by precast concrete slab and pouring and a plate laminate on the plate.

Further, the second post-tensioned prestressing tendons are arranged in the prefabricated post-tensioned prestressing concrete perforated beam member, penetrate through the UHPC node core area, extend out of the UHPC node core area from two ends, are fixedly provided with clamps and anchors respectively, one ends of the second post-tensioned prestressing tendons are arranged outside the column, and the other ends of the second post-tensioned prestressing tendons are arranged in the beam overlapping layer.

Further, the bottom surface of the precast concrete upper column, the top surface of the precast concrete lower column and the end surface of the double post-tensioned precast prestressed concrete open-pore superposed beam are all provided with inward concave grooves.

Further, the precast concrete upper column is fixed at the corresponding position by a reliable support.

Further, stirrups in the precast concrete upper column, the precast concrete lower column and the double post-tensioned precast prestressed concrete open-pore superposed beam are divided into an encryption area and a non-encryption area, stirrups in a UHPC node core area are arranged according to design requirements, shear-resistant bearing capacity of the core area is calculated according to a softened tension-compression bar model, steel fibers in the UHPC are equivalent to horizontal stirrups and vertical longitudinal ribs, and the contribution of the steel fibers to the shear resistance of the node core area is considered.

Further, the top surfaces of the precast post-tensioned prestressed concrete open-pore beam and the precast concrete slab are provided with a fur layer.

Compared with the prior art, the utility model has the advantages that:

1. the utility model combines the prefabricated concrete structure and the post-tensioned prestressing structure together, and utilizes the advantages of convenient and quick construction, good construction quality, energy conservation and environmental protection of the prefabricated structure, and the combined post-tensioned prestressing structure can improve the service performance of the structure, reduce the section height of the component, lighten the dead weight, improve the cracking resistance of the component and the self-recovery, thereby improving the anti-seismic performance of the integral frame structure. The double-rear Zhang Sheji can be reasonably designed according to the requirements of different spans, different loads, different earthquake intensities and the like, so that the cost is reduced, and the use requirement is met.

2. The UHPC material with excellent performance is adopted and applied to the node core area, so that the reliable connection of the precast beam column components can be realized, the bearing capacity and the anti-seismic performance of the node can be improved, the anchoring length of the steel bars and the steel strands can be greatly reduced, the amount of stirrups in the node core area can be remarkably reduced, the crowding of the steel bars in the node core area is avoided, and the manufacturing, transporting and installing efficiency of the precast beam column components is greatly improved.

Drawings

FIG. 1 is a schematic structural diagram of a UHPC-based precast prestressed concrete open-cell beam frame structure system of the present utility model

FIG. 2 is a schematic view of a two-span frame structure of the present utility model

FIG. 3 is a schematic view of a two-truss frame construction material according to the present utility model

FIG. 4 is a detailed view of the intermediate layer frame edge node construction of the present utility model

FIG. 5 is an isometric view of an intermediate layer frame edge node of the present utility model

FIG. 6 is a detailed view of the construction of nodes in the intermediate layer frame of the present utility model

FIG. 7 is an intermediate layer of the present utility model node axonometric view in frame

Detailed Description

So that the manner in which the features, objects, and advantages of the utility model can be better understood, a more particular description of the utility model, briefly summarized below, may be had by reference to the appended drawings.

As shown in fig. 1-7, the dual post-tensioned pre-stressed concrete open-cell beam frame structure system connected by UHPC comprises a pre-cast concrete upper column 1, a pre-cast concrete lower column 2, a dual post-tensioned pre-stressed concrete open-cell composite beam 3, a UHPC node core region 4 and a composite slab 18;

an upper longitudinal main rib 5 is arranged in the precast concrete upper column 1, a lower longitudinal main rib 6 is arranged in the precast concrete lower column 2, a precast post-tensioning prestressed concrete perforated laminated beam 7, a beam laminated layer 8 and a post-tensioning prestressed rib II 9 are arranged in the double post-tensioning precast prestressed concrete perforated laminated beam 3, a common reinforcing steel bar 10 and a post-tensioning prestressed rib I17 are arranged at the bottom of the precast post-tensioning prestressed concrete perforated beam 7, a top through-length reinforcing steel bar 11 is arranged in the beam laminated layer 8, and a laminated plate 18 consists of a precast concrete slab 19 and a plate laminated layer 20 cast on the slab;

the upper longitudinal main rib 5 extends out of the bottom surface of the precast concrete upper column 1 and is directly anchored in the UHPC node core area 4, the lower longitudinal main rib 6 extends out of the top surface of the precast concrete lower column 2 and is directly anchored in the UHPC node core area 4, and the common reinforcing steel bar 10 and the post-tensioning prestressed rib 17 extend out of the end surface of the precast post-tensioning prestressed concrete perforated beam 7 and are directly anchored in the UHPC node core area 4;

the double post-tensioned precast prestressed concrete open-pore superposed beam 3 can also be a fully precast prestressed concrete open-pore beam;

the first post-tensioning prestressed rib 17 is only tensioned in the prefabricated post-tensioning prestressed concrete open-pore beam 7, and the second post-tensioning prestressed rib 9 is tensioned in the prefabricated post-tensioning prestressed concrete open-pore beam 7 and outside the column;

the first post-tensioning prestressed tendon 17 and the second post-tensioning prestressed tendon 9 comprise linear, broken line and curve-shaped prestressed tendons;

the first post-tensioning prestressed tendon 17 and the second post-tensioning prestressed tendon 9 are unbonded, slow bonded or bonded prestressed tendons;

the first post-tensioned prestressing tendons 17 are subjected to effective prestressing calculation when dead weight and construction load are considered for checking calculation in the construction stage; when normal use or limit bearing calculation is carried out, calculation is carried out according to the actual bonding condition of the prestressed tendons and bonding or non-bonding;

the second post-tensioned tendon 9 can be bonded, partially bonded, unbonded or unbonded in the node core area;

the double post-tensioned precast prestressed concrete perforated laminated beam 3 is subjected to construction checking calculation according to the post-tensioned precast concrete perforated simple beam before a beam laminated layer 8, a plate laminated layer 20 and a UHPC node core area 4 are poured, and after the UHPC node core area 4, the beam laminated layer 8 and the plate laminated layer 20 are poured, tensioning of post-tensioned prestressed tendons II 9 is carried out when the concrete strength of the nodes and the laminated layers meet the design requirement, and construction phase checking calculation is carried out according to unbonded prestressed tendons after tensioning is finished; the section of the upper chord member at the orifice is different before and after pouring the beam lamination layer, the plate lamination layer and the UHPC node core area, the stress state is also different, and construction checking calculation is carried out on the upper chord member and the lower chord member at the orifice of the prefabricated post-tensioned prestressed concrete apertured beam; when normal use or ultimate bearing checking calculation is carried out, the post-tensioning prestressed tendons II 9 are respectively calculated according to the actual bonding condition of the prestressed tendons and bonding or non-bonding; considering the recovery performance provided by the unbonded part of the node core area in the post-tensioned prestressing second 9 under the earthquake load;

the double post-tensioned pre-stressed concrete open-pore composite beam 3 consists of a pre-tensioned pre-stressed concrete open-pore beam 7, a beam composite layer 8 and a post-tensioned pre-stressed rib II 9; the superimposed sheet 18 consists of a precast concrete panel 19 and a sheet laminate 20 poured on the panel;

the post-tensioning prestressed tendons II 9 are arranged in the prefabricated post-tensioning prestressed concrete perforated beam 7 component, penetrate through the UHPC node core region 4, extend out of the UHPC node core region 4 from both ends, are fixedly provided with a clamp 15 and an anchor 16 respectively, are arranged at both ends, are arranged at one end outside a column, and are arranged in a beam overlapping layer;

the bottom surface of the precast concrete upper column 1, the top surface of the precast concrete lower column 2 and the end surface of the double post-tensioned precast prestressed concrete open-pore superposed beam 3 are provided with inward concave grooves;

the precast concrete upper column 1 is fixed at a corresponding position by a reliable support 12;

the non-encryption stirrups 13 in the precast concrete upper column 1, the precast concrete lower column 2 and the double post-tensioned precast prestressed concrete open-pore superposed beam 3 are divided into an encryption area and a non-encryption area, the encryption stirrups 14 in the UHPC node core area 4 are arranged according to design requirements, the shearing resistance bearing capacity calculation of the core area is calculated according to a softened tension-compression bar model, steel fibers in the UHPC are equivalent to horizontal stirrups and vertical longitudinal ribs, and the contribution of the steel fibers to shearing resistance of the node core area is considered;

hanging ribs 21 or reinforcing mesh pieces 22 are arranged around the orifice of the prefabricated post-tensioned prestressed concrete perforated beam 7;

the top surfaces of the precast post-tensioned prestressed concrete open-cell beam 7 and the precast concrete slab 19 are provided with a fur layer.

Claims (7)

1. The UHPC connected double post-tensioned pre-stressed concrete open-pore beam frame structure system comprises a pre-cast concrete upper column (1), a pre-cast concrete lower column (2), a double post-tensioned pre-stressed concrete open-pore superposed beam (3), a UHPC node core area (4) and a superposed plate (18);

it is characterized in that an upper longitudinal main rib (5) is arranged in the precast concrete upper column (1), a lower longitudinal main rib (6) is arranged in the precast concrete lower column (2), a precast post-tensioned prestressed concrete open-pore composite beam (7), a beam composite layer (8) and a post-tensioned prestressed rib two (9) are arranged in the double post-tensioned precast prestressed concrete open-pore composite beam (3), the bottom of the prefabricated post-tensioned prestressed concrete perforated beam (7) is provided with common steel bars (10) and post-tensioned prestressed ribs I (17), hanging ribs (21) or steel bar meshes (22) are arranged around the hole openings, the top through long steel bars (11) are arranged in the beam laminated layer (8), and the laminated slab (18) consists of a prefabricated concrete slab (19) and a slab laminated layer (20) poured on the slab;

the upper longitudinal main rib (5) extends out of the bottom surface of the precast concrete upper column (1) and is directly anchored in the UHPC node core area (4), the lower longitudinal main rib (6) extends out of the top surface of the precast concrete lower column (2) and is directly anchored in the UHPC node core area (4), and the common reinforcing steel bar (10) and the post-tensioning prestressed rib I (17) extend out of the end surface of the precast post-tensioning prestressed concrete perforated beam (7) and are directly anchored in the UHPC node core area (4);

the post-tensioning prestressed rib I (17) is only tensioned in the prefabricated post-tensioning prestressed concrete perforated beam (7), and the post-tensioning prestressed rib II (9) is tensioned in the prefabricated post-tensioning prestressed concrete perforated beam (7) and outside the column;

the first post-tensioning prestressed tendon (17) and the second post-tensioning prestressed tendon (9) comprise linear, broken line and curve-shaped prestressed tendons;

the post-tensioning prestressed tendons I (17) and II (9) are unbonded, slow bonded or bonded prestressed tendons;

and after the UHPC node core area (4), the beam laminated layer (8) and the plate laminated layer (20) are poured, tensioning the post-tensioned prestressed tendons II (9) when the concrete strength of the node and the laminated layer meets the design requirement.

2. The UHPC connected double post-tensioned pre-stressed concrete open-cell beam frame structure system of claim 1, wherein the double post-tensioned pre-stressed concrete open-cell laminated beam (3) consists of a pre-tensioned pre-stressed concrete open-cell beam (7), a beam laminated layer (8) and a post-tensioned pre-stressed tendon two (9); the laminated slab (18) consists of a precast concrete slab (19) and a slab laminate (20) poured onto the slab.

3. The UHPC connected double post-tensioned prestressed concrete open-pore beam frame structure system according to claim 1, wherein the post-tensioned prestressed tendons II (9) are arranged in the prefabricated post-tensioned prestressed concrete open-pore beam (7) component, penetrate through the UHPC node core area (4) and extend out of the UHPC node core area (4), the two ends of the post-tensioned prestressed tendons II are fixedly provided with a clamp (15) and an anchor (16) respectively, one end of each post-tensioned prestressed tendon II is arranged outside a column, and the other end of each post-tensioned prestressed tendon II is arranged in a beam overlapping layer.

4. The UHPC connected double post-tensioned pre-stressed concrete open-cell beam frame structure system of claim 1, wherein the bottom surface of the pre-cast concrete upper column (1), the top surface of the pre-cast concrete lower column (2) and the end surface of the double post-tensioned pre-stressed concrete open-cell superposed beam (3) are provided with sunk grooves.

5. The UHPC-connected double post-tensioned precast prestressed concrete open-cell beam frame structure system according to claim 1, characterized in that the precast concrete upper column (1) is fixed in the corresponding position with a reliable support (12).

6. The UHPC connected double post-tensioned pre-tensioned prestressed concrete open-cell beam frame structure system of claim 1, wherein the pre-tensioned concrete upper column (1), the pre-tensioned concrete lower column (2) and the non-encrypted stirrups (13) in the double post-tensioned pre-tensioned prestressed concrete open-cell composite beam (3) are arranged according to design requirements, and the encrypted stirrups (14) in the UHPC node core area (4).

7. The UHPC-joined double post-tensioned pre-tensioned concrete open cell beam frame construction according to claim 1, characterized in that the top surfaces of the pre-tensioned concrete open cell beam (7) and the precast concrete panel (19) are provided with a wool top layer.