CN215053877U - Assembled prestressed concrete frame system - Google Patents

Abstract

The application provides an assembled prestressed concrete frame system, which comprises a hollow precast column, a precast superposed beam and a superposed floor slab, wherein the precast superposed beam is arranged along the circumference of the hollow precast column and is fixedly connected to the hollow precast column; the hollow prefabricated column comprises an upper section prefabricated column and a lower section prefabricated column, and the upper section prefabricated column and the lower section prefabricated column are mutually connected in an overlapped mode through a plurality of column connectors. According to the assembled prestressed concrete frame system provided by the application, the rapid butt joint among a plurality of hollow prefabricated columns can be realized, the requirement on hoisting equipment is reduced, and the construction cost is greatly saved.

Description

Assembled prestressed concrete frame system

Technical Field

The application relates to the technical field of building structure systems, in particular to an assembled prestressed concrete frame system.

Background

The fabricated concrete frame structure system is widely applied due to the advantages of high construction speed, good social and environmental benefits and the like, and the anti-seismic performance of the fabricated concrete frame structure system is mainly determined by connecting nodes among prefabricated components.

At present, in an assembly type concrete frame structure system in China, multiple sections of precast concrete columns are connected through sleeve grouting generally, grouting construction is complex, construction period is long, requirements for process quality are high, joint cost of the precast concrete columns is high, and assembly efficiency of the concrete frame structure system is affected.

SUMMERY OF THE UTILITY MODEL

In order to overcome the defects in the prior art, the application provides an assembled prestressed concrete frame system, which can realize the quick butt joint among a plurality of hollow prefabricated columns, reduce the requirements on hoisting equipment and greatly save the construction cost.

The application adopts the following technical scheme:

the application provides an assembled prestressed concrete frame system, which comprises a hollow precast column, a precast superposed beam and a superposed floor slab, wherein the precast superposed beam is arranged along the circumference of the hollow precast column and is fixedly connected to the hollow precast column; the hollow prefabricated column comprises an upper section prefabricated column and a lower section prefabricated column, and the upper section prefabricated column and the lower section prefabricated column are mutually connected in an overlapped mode through a plurality of column connectors; the column connector is pre-buried in the upper prefabricated column, a threaded reinforcing steel bar is pre-buried in the lower prefabricated column, a connecting hole is formed in the column connector, the threaded reinforcing steel bar penetrates through the connecting hole and then is fixedly connected with a locking nut, and a reinforcing cage is arranged at the connecting position of the upper prefabricated column and the lower prefabricated column, wherein the connecting position of the upper prefabricated column and the lower prefabricated column is located inside the upper prefabricated column and the lower prefabricated column.

According to the assembly type prestressed concrete frame system, the hollow prefabricated columns are adopted, the self weight of the prefabricated columns is reduced, multiple layers can be prefabricated at one time, the construction of common large-section prefabricated columns in high-rise buildings has remarkable advantages, the requirement on hoisting equipment can be lowered, and the problem that the hoisting of the prefabricated columns is difficult due to the fact that the common large-section prefabricated columns in the high-rise buildings are heavy can be well solved; the precast composite beam is circumferentially arranged along the hollow precast column and fixedly connected to the hollow precast column, the precast composite beam comprises a precast beam and a beam post-pouring layer, the composite floor slab comprises a precast slab and a slab post-pouring layer, the precast slab is arranged on the precast beam, the beam post-pouring layer, the slab post-pouring layer and the hollow precast column are respectively poured with concrete in a construction site, the beam post-pouring layer and the slab post-pouring layer can be integrally formed to form a rigid integral floor or roof and the precast column, and the assembly efficiency of the prestressed concrete frame system is greatly improved.

To the butt joint between the prefabricated post of multisection, it is higher to compare the cost, the construction requirement is higher, and need the intermittent type of technology's steel sleeve grout to connect, the prefabricated post of upper segment and lower segment of this application are connected through the mutual coincide of a plurality of post connectors, it is concrete, the post connector is pre-buried in the prefabricated post of upper segment, pre-buried threaded reinforcing bar in the prefabricated post of lower segment, the connecting hole has been seted up on the post connector, threaded reinforcing bar stretches out the top of prefabricated post of lower segment and passes behind the connecting hole with lock nut fastening connection, thereby the quick positioning connection of prefabricated post of upper segment and lower segment has been realized. Meanwhile, a reinforcement cage is arranged at the joint of the upper prefabricated column and the lower prefabricated column in the upper prefabricated column and the lower prefabricated column, and concrete is poured into the hollow prefabricated column in a construction site, so that the upper prefabricated column and the lower prefabricated column are reliably connected, and the prefabricated column has strong earthquake resistance and continuous collapse resistance. The butt joint between prefabricated post of upper segment and the prefabricated post of lower segment of this application, easy and simple to handle, the installation effectiveness is high to need not carry out the grout encapsulation, saved construction cost. In addition, the method is easy to realize and is beneficial to large-scale popularization and application.

In one possible design, the frame system further comprises a foundation, the hollow prefabricated columns and the foundation are connected with each other in an overlapped mode through the column connectors, or the foundation is prefabricated with cup-shaped openings, and the hollow prefabricated columns are inserted into the openings.

In one possible design, anchoring steel bars are pre-embedded in the upper prefabricated column, and the anchoring steel bars are fixedly connected with the column connectors;

and an adjusting nut is also arranged between the column connector and the lower prefabricated column above the threaded steel bar.

In one possible design, the cross-sectional shape of the hollow prefabricated column is any one of circular, oval, square and polygonal.

In one possible design, the precast beam is provided with a beam pre-stressed duct along the length direction, the hollow precast column is provided with a column pre-stressed duct matched with the beam pre-stressed duct, and the precast composite beam is tightly connected to the hollow precast column through a pre-stressed steel strand anchorage after the pre-stressed steel strand passes through the beam pre-stressed duct and the column pre-stressed duct.

In one possible design, energy-consuming steel bars are laid in the post-cast layer of the beam, one ends of the energy-consuming steel bars extend into the hollow prefabricated column and are fixedly connected with the anchoring steel bars in the column through mechanical connecting joints;

longitudinal construction steel bars are laid in the post-beam casting layer, the longitudinal construction steel bars are located in the midspan position of the prefabricated composite beam, the energy consumption steel bars are located at the end part of the prefabricated composite beam, and the energy consumption steel bars are in lap joint with the longitudinal construction steel bars;

and a closed stirrup is further laid in the beam post-cast layer and arranged at the joint of the hollow prefabricated column and the prefabricated superposed beam in an encrypted manner.

In one possible design, the energy dissipating rebar has an unbonded weakened section within the beam back layer having a cross-sectional area greater than or equal to half of the cross-sectional area of the energy dissipating rebar.

In one possible design, a first gap is formed between the hollow prefabricated column and the prefabricated superposed beam, a second gap is formed between the upper prefabricated column and the lower prefabricated column, and bonding materials are filled in the first gap, the second gap, the beam prestressed duct and the column prestressed duct respectively; the width of the first gap is 20 mm-50 mm.

In a possible design, prestressing force steel strand wires have the bonding section outside including the interior unbonded section of post, the outer unbonded section of post and post, the interior unbonded section of post with do not overlap respectively on the outer unbonded section of post and be equipped with the safety cover, in order to block bonding material with prestressing force steel strand wires contact.

In a possible design, the connection position of the upper prefabricated column and the lower prefabricated column is located between the position of one-time column section height above the composite floor slab and the position of column recurvation, and the one-time column section height is greater than or equal to 1200 mm.

Drawings

Fig. 1 is a schematic structural view illustrating connection between a hollow precast column and a precast composite beam when the hollow precast column is a side column node in an assembled prestressed concrete frame system according to an embodiment of the present application;

FIG. 2 is an unused state diagram and an used state diagram of a post connector according to an embodiment of the present disclosure;

fig. 3 is a schematic structural diagram of a connection between a hollow precast column and a precast composite beam when the hollow precast column is a center pillar node in the fabricated prestressed concrete frame system according to the second embodiment of the present application;

FIG. 4 is a cross-sectional view of the three shapes of section A-A of FIG. 1;

FIG. 5 is a cross-sectional view of the cross-section B-B in FIG. 1;

FIG. 6 is a cross-sectional view of three of the shapes of section C-C in FIG. 1;

fig. 7 is a cross-sectional view of three shapes of the section D-D in fig. 1.

Reference numerals: 100. a hollow prefabricated column; 101. a post pre-stressed duct; 102. anchoring reinforcing steel bars in the columns; 110. Prefabricating a column on an upper section; 120. prefabricating a column at the lower section; 121. a threaded rebar; 122. connecting reinforcing steel bars; 130. A post connector; 131. connecting holes; 132. a locking nut; 133. anchoring the reinforcing steel bars; 134. adjusting the nut; 140. concrete; 150. a reinforcement cage; 160. a mechanical connection joint; 200. prefabricating a superposed beam; 210. prefabricating a beam; 211. a beam pre-stress duct; 220. post-beam casting; 221. energy-consuming reinforcing steel bars; 222. closing the stirrups; 230. pre-stressed steel strands; 231. no binding section is arranged in the column; 232. no binding section is arranged outside the column; 233. the outside of the column is provided with a bonding section; 234. a prestressed steel strand anchorage; 235. a protective cover; 240. and (3) a bonding material.

Detailed Description

The technical solution in the present application will be described below with reference to the accompanying drawings. It is to be understood that the embodiments described are only a few embodiments of the present application and not all embodiments.

In the description of the present application, "a plurality" means two or more unless specifically limited otherwise.

It should be noted that the same reference numerals are used to denote the same components or parts in the embodiments of the present application, and for the same parts in the embodiments of the present application, only one of the parts or parts may be given the reference numeral, and it should be understood that the reference numerals are also applicable to the other same parts or parts.

Throughout the description of the present application, it is to be noted that, unless otherwise expressly specified or limited, the terms "mounted," "connected," and "overlapping" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; may be mechanically connected, may be electrically connected or may be in communication with each other; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.

In the description of the present application, it is to be understood that the terms "upper", "lower", "side", "inner", "outer", "top", "bottom", and the like, indicate orientations or positional relationships based on installation, are only used for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present application.

In the description of the present application, it should be noted that the term "and/or" is only one kind of association relationship describing an associated object, and means that three relationships may exist, for example, a and/or B may mean: a exists alone, A and B exist simultaneously, and B exists alone.

The embodiment of the present application first provides an assembled prestressed concrete frame system, which can be widely applied to high-rise, low-rise or medium-rise real estate buildings, such as schools, office buildings, apartments, hospitals, and the like. Compared with a steel-concrete mixed assembly frame system and a steel structure frame system, the assembly type prestressed concrete frame system has the advantages of low steel consumption, low construction cost and great construction cost saving; and the construction difficulty and the construction workload are greatly reduced, the construction period is correspondingly greatly shortened, the construction efficiency is improved, and the anti-seismic, fireproof and anti-continuous collapse capability is stronger, and the safety coefficient is high.

Fig. 1 is a schematic structural diagram of a connection between a hollow prefabricated column and a prefabricated composite beam when the hollow prefabricated column is a side column node in an assembled prestressed concrete frame system according to an embodiment of the present application. Fig. 2 is an unused state diagram and an used state diagram of the post connector according to an embodiment of the present application. Fig. 2(a) is an unused state diagram of the post connector, and fig. 2(b) is an used state diagram of the post connector.

As shown in fig. 1, the fabricated prestressed concrete framework system of the present application includes hollow precast columns 100, precast composite girders 200, and composite floor slabs.

Here, the hollow precast column 100 may be one or more prefabricated concrete columns. In addition, the height of a section of precast concrete column is not limited in the application, and for example, the height can be a single-storey height, and can also be a multi-storey height such as 2-3 storeys.

Optionally, the hollow prefabricated column 100 may be formed by a centrifugal method or a method of embedding a corrugated pipe, which is not limited in this application.

As shown in fig. 1, the interior of the hollow precast column 100 may be cast with concrete 140 at a construction site.

In the embodiment of the present application, the concrete may be poured from top to bottom inside the hollow prefabricated column 100, or a temporary construction hole may be formed in the bottom of the hollow prefabricated column 100, and the hollow prefabricated column is filled with the concrete from the lower part by pressure.

As shown in fig. 1, the hollow prefabricated column 100 includes an upper prefabricated column 110 and a lower prefabricated column 120, and the upper prefabricated column 110 and the lower prefabricated column 120 are overlapped and connected to each other by a plurality of column connectors 130.

In the present application, the post connector 130 is an L-shaped steel member with a base.

The column connector 130 is pre-embedded in the upper prefabricated column 110, and the threaded steel bars 121 are pre-embedded in the lower prefabricated column 120.

As shown in fig. 2(a) and 2(b), the column connector 130 is provided with a connection hole 131, and the threaded reinforcing bar 121 passes through the connection hole 131 and is then fastened to the locking nut 132.

Specifically, the bottom of the column connector 130 is provided with a connecting hole 131, the embedded threaded steel bar 121 extends out of the top end of the lower prefabricated column 120, and then penetrates through the connecting hole 131 to be sleeved with the locking nut 132, the internal thread of the locking nut 132 is matched with the external thread of the threaded steel bar 121, the locking nut 132 is rotated, so that the locking nut 132 is abutted to the inner side surface of the column connector 130 and then is screwed down, and the fastening connection between the upper prefabricated column 110 and the lower prefabricated column 120 can be realized.

Alternatively, as shown in fig. 1 and 2(b), the number of the locking nuts 132 is not limited in the present application. For example, the number of locking nuts 132 may be 1, 2, or 3, etc.

Here, as shown in fig. 1, the bottom end of the threaded reinforcing bar 121 embedded in the upper precast column 110 abuts on the top end of the column connector 130.

Optionally, the threaded steel bar 121 may also be a steel bar, and an external thread matching the internal thread of the locking nut 132 is disposed on an outer wall of the steel bar, which is not limited in this application.

As shown in fig. 1, a reinforcement cage 150 is disposed inside the upper prefabricated column 110 and the lower prefabricated column 120 at the connection position of the upper prefabricated column and the lower prefabricated column.

Here, the reinforcement cage 150 is arranged in a certain range of the connection position of the upper prefabricated column 110 and the lower prefabricated column 120, the reinforcement cage 150 and embedded steel bars in the upper prefabricated column 110 and the lower prefabricated column 120 form lap joint meeting strength requirements, and concrete 140 is poured into the hollow prefabricated column 100 after the hollow prefabricated column 100 is constructed on site and is solidified into a whole, so that permanent and reliable connection between the upper prefabricated column 110 and the lower prefabricated column 120 is realized.

In this embodiment, the reinforcement cage 150 extends into the inside length of the prefabricated post 110 of the upper segment and the prefabricated post 120 of the lower segment, which is greater than or equal to the lap length of the column longitudinal bar in the prefabricated post.

As shown in fig. 1, after the plurality of prefabricated columns are installed, a second gap is formed between the upper prefabricated column 110 and the lower prefabricated column 120, and the second gap may be filled with a bonding material 240.

Specifically, the adhesive material 240 is a trimming material. And pouring concrete 140 in the second gap, and filling edge sealing materials at the periphery of the second gap for sealing.

The application provides an assembled prestressed concrete frame system adopts hollow prefabricated post, has reduced the self weight of prefabricated post to can once prefabricate the multilayer, to the construction of common large cross-section prefabricated post among the high-rise building has apparent advantage, can reduce the requirement to hoisting equipment, the large cross-section prefabricated post weight that often appears among the solution high-rise building that can be fine is big, makes the problem of prefabricated post hoist and mount difficulty.

To the butt joint between the prefabricated post of multisection, it is higher to compare the cost, the construction requirement is higher, and need the intermittent type of technology's steel sleeve grout to connect, this application is through pre-buried a plurality of post connectors in the prefabricated post of upper segment, has seted up the connecting hole on this post connector, and pre-buried threaded reinforcing bar in the prefabricated post of lower segment stretches out after the top of the prefabricated post of lower segment passes the connecting hole with lock nut fastening connection to the quick location of prefabricated post of upper segment and lower segment is connected has been realized. Meanwhile, a reinforcement cage is arranged at the joint of the upper prefabricated column and the lower prefabricated column inside, and then concrete is poured into the hollow prefabricated column in a construction site, so that the upper prefabricated column and the lower prefabricated column are permanently and reliably connected, and the prefabricated column has strong earthquake resistance and continuous collapse resistance. The butt joint between prefabricated post of upper segment and the prefabricated post of lower segment of this application, it is easy and simple to handle, connect simply between the node, the installation effectiveness is high to need not carry out the encapsulation of being in a milk, saved construction cost. In addition, the method is easy to realize and is beneficial to large-scale popularization and application.

Optionally, as shown in fig. 1 and 2, in order to enhance the stability of the column connector 130 placed in the upper prefabricated column 110 and ensure the reliable connection between the upper prefabricated column 110 and the lower prefabricated column 120, an anchoring steel bar 133 is embedded in the upper prefabricated column 110, and the anchoring steel bar 133 is fixedly connected with the column connector 130.

Here, the anchoring bars 133 may include two, which are welded to both sides of the post connector 130, respectively.

Optionally, as shown in fig. 2(b), an adjusting nut 134 is further disposed between the column connector 130 and the lower prefabricated column 120 above the threaded steel bar 121.

In the present application, in order to enhance the fastening connection between the threaded steel bar 121 and the column connector 130 and avoid the loose connection between the locking nut 132 and the threaded steel bar 121, for example, the locking nut 132 may slip or loosen, an adjusting nut 134 may be disposed between the column connector 130 and the lower prefabricated column 120 above the threaded steel bar 121. The adjusting nut 134 is screwed after being rotated to abut against the outer side surface of the column connector 130, so that the connection between the threaded steel bar 121 and the column connector 130 can be further enhanced, the upper prefabricated column 110 and the lower prefabricated column 120 can be connected more tightly, and the safety factor is improved.

In addition, since the upper prefabricated column 110 and the lower prefabricated column 120 are connected in an overlapped manner through the plurality of column connectors 130, and the plurality of threaded reinforcing bars 121 are located above, the plurality of adjusting nuts 134 located between the column connectors 130 and the lower prefabricated column 120 may not be located on the same horizontal plane, in order to enable accurate butt joint between the upper prefabricated column 110 and the lower prefabricated column 120, the adjusting nuts 134 may also be used for leveling the mounting surface of the lower prefabricated column 120, so that the upper prefabricated column 110 can be accurately mounted on the mounting surface of the lower prefabricated column 120, and the mounting efficiency of the plurality of prefabricated columns is improved.

As shown in fig. 1, the precast composite girders 200 are disposed along the circumference of the hollow precast column 100 and are fixedly coupled to the hollow precast column 100.

Specifically, the prefabricated composite beams 200 are arranged around the hollow prefabricated column 100 in two directions, and are divided into transverse prefabricated composite beams and longitudinal prefabricated composite beams, which are perpendicular to each other.

As shown in fig. 1, the precast composite girder 200 includes precast girders 210 and a post-cast girder layer 220, the post-cast girder layer 220 is positioned above the precast girders 210,

in order to realize the fixed connection between the precast composite beam 200 and the hollow precast column 100, the precast beam 210 is provided with a beam pre-stress hole 211 along the length direction, and the hollow precast column 100 is provided with a column pre-stress hole 101 matched with the beam pre-stress hole 211.

Here, the diameter of the column pre-stress duct 101 is the same as that of the beam pre-stress duct 211 and is aligned with the same, and a continuous post-tensioned pre-stress steel strand 230 passes through the column pre-stress duct 101 and the beam pre-stress duct 211.

Here, as shown in fig. 1, when the hollow precast column 100 is a side column, three precast composite beams 200 are respectively connected to three sides of the side column, a prestressed steel strand anchorage 234 is disposed on the outer side of the side column, the prestressed steel strand anchorage 234 abuts against the outer side surface of the side column or is located in a reserved groove on the outer side of the column body of the side column, and the prestressed steel strand 230 passes through the beam prestressed duct 211 and the column prestressed duct 101 and is connected to a part of the prestressed steel strand 130 extending out of the side column through the prestressed steel strand anchorage 234, so that the precast composite beams 200 can be fastened to the hollow precast column 100.

In the embodiment of the present application, the beam pre-stress duct 211 may be formed by pre-embedding a metal corrugated pipe in the prefabricated composite beam 200.

As shown in fig. 1, after the post-tensioned prestressed steel strand 230 in the precast beam 210 is tensioned, the beam prestressed duct 211 and the column prestressed duct 101 are respectively filled with a bonding material 240.

Specifically, the bonding material 240 is a pre-stressed slurry.

In order to strengthen the strength connection between the precast composite beam 200 and the hollow precast column 100, further, as shown in fig. 1, energy consuming steel bars 221 are laid in the beam post-cast layer 220, and one end of the energy consuming steel bars 221 extends into the hollow precast column 100 and is fixedly connected with the in-column anchoring steel bars 102 through mechanical connection joints 160.

Here, the energy consuming reinforcing bars 221 have processed threads at the column ends adjacent to the hollow prefabricated column 100, and the mechanical coupling joints 160 may be threaded coupling joints matching the external threads of the energy consuming reinforcing bars 221.

Optionally, longitudinal construction steel bars are laid in the post-beam-casting layer 220, the longitudinal construction steel bars are located in the midspan position of the prefabricated composite beam 200, the energy consumption steel bars 221 are located at the end portion of the prefabricated composite beam 200, the energy consumption steel bars and the prefabricated composite beam are arranged in a separated mode, and the energy consumption steel bars 221 and the longitudinal construction steel bars are connected in a lap joint mode.

Optionally, the energy consuming steel bars 221 have unbonded weakened sections in the beam post-cast layer 220, and the cross-sectional area of the unbonded weakened sections is greater than or equal to half of the cross-sectional area of the energy consuming steel bars 221.

Specifically, the energy consumption steel bar 221 is provided with a processed thread at the column end adjacent to the hollow prefabricated column 100, an unbonded weakened section (not shown in the figure) 200 and 500 mm long is arranged on the energy consumption steel bar 221 and is 1-5 times away from the thread end, and the cross section area of the weakened unbonded weakened section is not less than 50% of the cross section area of the original energy consumption steel bar 221.

Here, the energy-consuming steel bar 221 is provided with the non-adhesive weakening section at a certain distance away from the beam-column contact surface, so that the tension and compression stress of the steel bar at the weakening part is uniform, the energy-consuming capability and the ductility of the energy-consuming steel bar 221 are improved, and the stress of the nearby non-weakened bending section can be reduced.

Optionally, as shown in fig. 1, a closed hoop 222 is further laid in the post-cast beam layer 220 of the prefabricated composite beam 200 to be cast, the energy-consuming steel bars 221 are arranged along the entire length of the prefabricated composite beam 200, the closed hoop 222 is perpendicular to the energy-consuming steel bars 221, the energy-consuming steel bars 221 may be temporarily fixed on the closed hoop 221 in advance before installation, and both form a steel mesh in the post-cast beam layer 220.

Alternatively, pre-tensioned pre-stressing tendons (not shown) may be arranged at the bottom of the precast composite girder 200 at the precast production stage, so that the precast composite girder 200 having a large span may be produced. In addition, a back-up support may be provided at the bottom of the beam as needed, so that the hollow precast column 100 can be connected to the precast composite beam 200 having a long span.

Optionally, a first gap is formed between the hollow precast column 100 and the precast composite beam 200, and the size of the first gap is 20 mm to 50 mm, so that the installation of the precast composite beam 200 can be facilitated.

As shown in fig. 1, after the prefabricated composite girder 200 is installed in place, a bonding material 240 needs to be filled in the first gap.

Specifically, the bonding material 240 filled in the first gap between the hollow precast column 100 and the precast composite beam 200 is a non-shrinkage fast-hardening high-strength fiber grouting material.

Fig. 3 is a schematic structural diagram of a connection between a hollow precast column and a precast composite beam when the hollow precast column is a center pillar node in the fabricated prestressed concrete frame system according to the second embodiment of the present application.

As shown in fig. 3, when the hollow precast column 100 is a center column, four precast composite girders 200 are fixedly connected to four sides of the center column, respectively.

Alternatively, as shown in fig. 3, the closed stirrups 222 are arranged densely at the connection of the hollow prefabricated column 100 and the prefabricated composite beam 200.

Specifically, the closed stirrups 222 laid in the beam post-cast layer 220 to be cast of the prefabricated composite beam 200 are encrypted within a beam height range which is 1-2 times of that of the beam-column joint, so that the connection strength between the prefabricated composite beam 200 and the hollow prefabricated column 100 is improved.

Optionally, as shown in fig. 3, the prestressed steel strand 230 is arranged in a manner of bonding outside the column, and includes an inner unbonded section 231, an outer unbonded section 232, and an outer bonded section 233, and protective covers 235 are respectively sleeved on the inner unbonded section 231 and the outer unbonded section 232 to prevent the bonding material 240 from contacting the prestressed steel strand 230.

Specifically, the prestressed steel strands 230 are in direct contact with prestressed grouting material filled in the beam prestressed duct 211 within 2-3 meters of the middle of the prefabricated composite beam 200, and a bonding section 233 is arranged outside the column in a bonding working state formed by engagement, so that when the prestressed steel strands 230 at a certain position are accidentally broken, the prestressed steel strands 230 of other beam sections still have prestress, the integral collapse resistance of the system is improved, and the risk of collapse of the prefabricated composite beam 200 is reduced.

Meanwhile, the corrosion-resistant grease can be coated on the unbonded section 231 in the column and the unbonded section 232 outside the column, the protective cover 235 made of Polyethylene (PE) is wrapped on the outer layer, the bonding material 240 is prevented from being in direct contact with the prestressed steel strand 230, and the tension friction loss of the prestressed steel strand 230 can be reduced, and the prestressed steel strand 230 with the unbonded section 231 in the column and the unbonded section 232 outside the column has double corrosion resistance, so that after the bonding materials 240 such as prestressed pressure slurry are respectively filled in the prestressed beam duct 211 and the prestressed column duct 101, the prestressed steel strand 230 is prevented from being corroded and corroded due to the fact that the pressure slurry is not compact.

This application has adopted the part to carry out the energy consumption reinforcing bar that does not have the viscidity and has carried out the prestressing force steel strand that does not have the viscidity and handle with the part for use the building of this assembled prestressed concrete frame system structure, engineering cost is low, and the structure is antidetonation, is prevented fires and is prevented the ability reinforce that collapses in succession.

The composite floor slab in the frame system comprises a prefabricated slab at the bottom and a slab post-pouring layer at the top, a reinforcing mesh is laid in the slab post-pouring layer, the prefabricated slab is lapped above a prefabricated beam 210, the beam post-pouring layer 220 and the slab post-pouring layer are integrally poured, and the poured concrete 140 enables the prefabricated slab and the prefabricated beam 210 to form an integral structure to form a rigid integral floor or roof.

Optionally, the precast slab may be any one of a precast prestressed hollow slab, a prestressed steel pipe truss composite slab, a steel bar truss composite slab, and the like, which is not limited in this application.

This application adopts prefabricated post, prefabricated superposed beam, prefabricated coincide floor, does not basically need the template when the cast in situ concrete of job site, can rapid Assembly rate, and the installation effectiveness is high.

Optionally, the frame system of the present application further comprises a base (not shown), the hollow prefabricated column 100 and the base can be overlapped and connected with each other through a column connector 130, or the base is prefabricated with a cup-shaped opening, and the hollow prefabricated column 100 is inserted into the opening.

Specifically, the hollow prefabricated column 100 and the foundation can be connected with the locking nut in a fastening manner by embedding the column connector 130 in the hollow prefabricated column 100, and extending the threaded steel bar 121 or the steel bar out of the top of the foundation and penetrating through the connecting hole 131.

In other embodiments, a cup-shaped base can be prepared, and the hollow preformed column 100 can be directly inserted into the prepared cup for connection.

Optionally, the connection position of the upper prefabricated column 110 and the lower prefabricated column 120 is located between the position of one-time column section height above the composite floor slab and the position of column recurvation, and the one-time column section height is greater than or equal to 1200 mm, so that the construction of workers can be facilitated, and the workers do not need to bend down with great effort.

FIG. 4 is a cross-sectional view of the three shapes of section A-A in FIG. 1.

Alternatively, as shown in fig. 4, the cross-sectional shape of the hollow prefabricated column 100 is any one of circular, oval, square, polygonal, and the like.

Here, the hollow prefabricated column 100 has an outer circumference and an inner circumference, wherein the cross-sectional shapes of the outer circumference and the inner circumference may be any one of circular, oval, square, polygonal, and the like, respectively.

For example, as shown in fig. 4(a), the outer circumference of the hollow prefabricated column 100 may be square, the inner circumference may be circular, wherein concrete 140 is poured on the inner circumference, a plurality of threaded reinforcing bars 121 are embedded on the outer circumference, and the plurality of threaded reinforcing bars 121 are connected with each other by connecting reinforcing bars 122 in a crossing manner in a plurality of directions, such as transverse direction, longitudinal direction, and oblique direction, to form a strong reinforcing mesh.

Compared with the embodiment shown in fig. 4(a), as shown in fig. 4(b), the outer circumference and the inner circumference of the hollow prefabricated column 100 may be both square, wherein the inner circumference is poured with concrete 140, a plurality of threaded reinforcing bars 121 are embedded in the outer circumference, and the plurality of threaded reinforcing bars 121 are connected in an oblique manner through connecting reinforcing bars 122.

As shown in fig. 4(c), the outer and inner peripheries of the hollow prefabricated column 100 may also be circular, wherein concrete 140 is poured on the inner periphery, and a plurality of threaded reinforcing bars 121 are embedded on the outer periphery. At this time, a plurality of the threaded reinforcing bars 121 may be independently disposed within the outer circumference of the hollow precast column 100 without being connected to each other.

FIG. 5 is a cross-sectional view of the cross-section B-B in FIG. 1.

In the embodiment of the present application, as shown in fig. 5, when viewed from a cross section B-B in fig. 1, a plurality of post connectors 130 may be arranged.

The cross-sectional shape of the hollow precast column 100 shown in fig. 5(a) corresponds to fig. 4(a), the outer circumference of the hollow precast column 100 is square, the inner circumference is circular, concrete 140 is poured into the inner circumference, a plurality of column connectors 130 are pre-embedded at the bottom corners of the outer circumference, connection holes 131 are formed in the column connectors 130, and anchoring steel bars 133 are fixedly connected to the column connectors 130.

The cross-sectional shape of the hollow prefabricated column 100 shown in fig. 5(b) corresponds to that of fig. 4(c), the outer circumference and the inner circumference of the hollow prefabricated column 100 are both circular, wherein concrete 140 is poured on the inner circumference, a plurality of column connectors 130 are pre-embedded at the bottom corners of the outer circumference, connecting holes 131 are formed in the column connectors 130, and anchoring steel bars 133 are fixedly connected to the column connectors 130.

Optionally, as shown in fig. 5, in the embodiment of the present application, the column connectors 130 include 4 columns, and are uniformly arranged around the upper prefabricated column 110.

In other embodiments, the number of the column connectors 130 may also be 2 or 6, etc., according to the actual requirement of the connection strength of the construction prefabricated columns, and the number of the column connectors 130 is not limited in the present application.

Fig. 6 is a cross-sectional view of three shapes of the section C-C in fig. 1.

In the embodiment of the present application, as shown in fig. 6, the arrangement of the reinforcement cage 150 can be obtained from the section along C-C in fig. 1.

The cross-sectional shape of the hollow prefabricated column 100 shown in fig. 6(a) corresponds to that of fig. 4(a), the outer periphery of the hollow prefabricated column 100 is square, the inner periphery of the hollow prefabricated column 100 is circular, a reinforcement cage 150 is arranged on the inner periphery, concrete 140 is poured, a plurality of threaded reinforcements 121 are embedded on the outer periphery of the hollow prefabricated column, and the plurality of threaded reinforcements 121 are connected in a cross manner in a plurality of directions, such as transverse direction, longitudinal direction, oblique direction and the like, through connecting reinforcements 122 to form a firm mesh reinforcement.

The cross-sectional shape of the hollow prefabricated column 100 shown in fig. 6(b) corresponds to that of fig. 4(b), the outer periphery and the inner periphery of the hollow prefabricated column 100 are both square, a reinforcement cage 150 is arranged on the inner periphery, reinforcements of the reinforcement cage 150 are connected in a cross mode, concrete 140 is poured, a plurality of threaded reinforcements 121 are pre-embedded on the outer periphery, and the plurality of threaded reinforcements 121 are connected in an inclined mode through connecting reinforcements 122.

The cross-sectional shape of the hollow prefabricated column 100 shown in fig. 6(c) corresponds to that of fig. 4(c), the outer circumference and the inner circumference of the hollow prefabricated column 100 are both circular, wherein the inner circumference is provided with a reinforcement cage 150 and poured with concrete 140, and the outer circumference is pre-embedded with a plurality of threaded reinforcements 121.

Fig. 7 is a cross-sectional view of three shapes of the section D-D in fig. 1.

As shown in fig. 7, when the hollow prefabricated column 100 is a side column, three prefabricated composite girders 200 are respectively coupled to three sides of the side column and have different structural shapes according to the cross-sectional shape of the hollow prefabricated column 100.

Wherein, the cross-sectional shape of the hollow prefabricated column 100 shown in fig. 7(a) corresponds to that of fig. 4(a), the outer circumference of the hollow prefabricated column 100 is square, and the inner circumference is circular; the cross-sectional shape of the hollow prefabricated column 100 shown in fig. 7(b) corresponds to fig. 4(b), and the outer circumference and the inner circumference of the hollow prefabricated column 100 are both square; the cross-sectional shape of hollow preform column 100 shown in fig. 7(c) corresponds to fig. 4(c), and both the outer and inner peripheries of hollow preform column 100 are circular.

According to the assembled prestressed concrete frame system that this application provided, its construction step can be:

providing a hollow upper prefabricated column 110 and a hollow lower prefabricated column 120, wherein a column connector 130 and an anchoring steel bar 133 are pre-embedded in the upper prefabricated column 110, a connecting hole 131 is formed in the column connector 130, and a steel bar 121 with threads is pre-embedded in the lower prefabricated column 120; providing an adjusting nut 132, sleeving the adjusting nut 132 on a threaded steel bar 121, providing a precast beam 210 of the precast composite beam 200, arranging a beam prestress pore passage 211 on the precast beam 210, and arranging a column prestress pore passage 101 matched with the beam prestress pore passage 211 on the hollow precast column 100; providing prefabricated slabs of the laminated floor, locking nuts 132, reinforcement cages 150, energy-consuming reinforcements 221, prestressed steel strands 230, prestressed steel strand anchors 234, steel bar nets, stirrups 222 and the like;

hoisting the lower prefabricated column 120, and correcting the position and the verticality of the lower prefabricated column 120;

step three, suspending the precast beam 210 and aligning the beam prestress pore channel 211 with the column prestress pore channel 101;

fourthly, after the precast beam 210 is installed in place, a prestressed steel strand 230 is penetrated into the column prestressed duct 101 and the beam prestressed duct 211; when the hollow prefabricated column 100 is a side column, the prestressed steel strand 230 passes through the beam prestressed duct 211 and the column prestressed duct 101 and is connected with the part of the prestressed steel strand 230 extending out of the side column through the prestressed steel strand anchorage 234; meanwhile, a back-jacking supporting piece is arranged below the precast beam 210 with a large span according to requirements; then, pouring shrinkage-free fast-hardening high-strength fiber grouting material into a first gap formed by the prefabricated superposed beam 200 and the hollow prefabricated column 100;

step five, hoisting the precast slabs and placing the precast slabs above the precast beam 211;

step six, after the non-shrinkage fast-hardening high-strength fiber grouting material in the first gap reaches the specified strength, tensioning the prestressed steel strand 230, then filling prestressed pressure slurry in the column prestressed duct 101 and the beam prestressed duct 211, forming a bonding section with the precast beam 211 within the range of 2-3 meters of the middle part of the beam span, and forming no bonding section at other parts;

seventhly, laying a closed stirrup 222, an energy-consuming steel bar 221 and a longitudinal construction steel bar in a beam post-cast layer 220 to be cast of the prefabricated composite beam 200, wherein one end of the energy-consuming steel bar 221 extends into the hollow prefabricated column 100 and is in threaded connection with the in-column anchoring steel bar 102 through a mechanical connecting joint 160; the energy-consuming steel bars 221 positioned at the end parts of the prefabricated composite beam 200 are lapped with the longitudinal construction steel bars in the middle of the beam span; the closed stirrups 222 are encrypted within the range of 1-2 times of the beam height at the beam-column joint, and a reinforcing mesh is laid in a post-slab casting layer to be cast of the composite floor slab;

step eight, after all structures in the frame system of the layer are installed, respectively pouring concrete 140 in the post-pouring layer 220 of the beam, the post-pouring layer of the plate and the hollow precast column 100;

step nine, adjusting the adjusting nuts 134 to enable the adjusting nuts 134 to be located on the same installation plane; a reinforcement cage 150 is arranged at the joint of the upper prefabricated column 110 and the lower prefabricated column 120 inside the upper prefabricated column and the lower prefabricated column; and hoisting the upper prefabricated column 110, enabling the threaded steel bars 121 to penetrate through the connecting holes 131, and then screwing the locking nuts 132 and the adjusting nuts 134 to install the upper prefabricated column 110 on the lower prefabricated column 120 in an overlapped mode, and sequentially carrying out next-layer structure installation.

It should be understood that the above description is only for the purpose of helping those skilled in the art better understand the embodiments of the present application, and is not intended to limit the scope of the embodiments of the present application. Various equivalent modifications or changes, or combinations of any two or more of the above, may be apparent to those skilled in the art in light of the above examples given. Such modifications, variations, or combinations are also within the scope of the embodiments of the present application.

It should also be understood that the foregoing descriptions of the embodiments of the present application focus on highlighting differences between the various embodiments, and that the same or similar elements that are not mentioned may be referred to one another and, for brevity, are not repeated herein.

It should also be understood that the manner, the case, the category, and the division of the embodiments are only for convenience of description and should not be construed as a particular limitation, and features in various manners, the category, the case, and the embodiments may be combined without contradiction.

It is also to be understood that the terminology and/or the description of the various embodiments herein is consistent and mutually inconsistent if no specific statement or logic conflicts exists, and that the technical features of the various embodiments may be combined to form new embodiments based on their inherent logical relationships.

The above description is only for the specific embodiments of the present application, but the scope of the present application is not limited thereto, and any person skilled in the art can easily conceive of the changes or substitutions within the technical scope of the present application, and shall be covered by the scope of the present application. Therefore, the protection scope of the present application shall be subject to the protection scope of the claims.

Claims (10)

1. The assembly type prestressed concrete frame system is characterized by comprising a hollow prefabricated column (100), a prefabricated superposed beam (200) and a superposed floor slab, wherein the prefabricated superposed beam (200) is arranged along the circumferential direction of the hollow prefabricated column (100) and is fixedly connected to the hollow prefabricated column (100),

the prefabricated composite beam (200) comprises a prefabricated beam (210) and a post-beam casting layer (220), the composite floor slab comprises prefabricated slabs and a post-slab casting layer, the prefabricated slabs are arranged on the prefabricated beam (210),

concrete (140) is respectively poured inside the beam post-cast layer (220), the plate post-cast layer and the hollow precast column (100);

the hollow prefabricated column (100) comprises an upper prefabricated column (110) and a lower prefabricated column (120), and the upper prefabricated column (110) and the lower prefabricated column (120) are mutually connected in an overlapped mode through a plurality of column connectors (130);

the column connector (130) is pre-buried in the upper prefabricated column (110), a threaded steel bar (121) is pre-buried in the lower prefabricated column (120), a connecting hole (131) is formed in the column connector (130), and the threaded steel bar (121) penetrates through the connecting hole (131) and then is fixedly connected with a locking nut (132);

and a reinforcement cage (150) is arranged at the joint of the upper prefabricated column (110) and the lower prefabricated column (120) inside.

2. The fabricated prestressed concrete frame system according to claim 1, wherein said frame system further comprises a foundation, said hollow prefabricated columns (100) and said foundation being connected to each other by overlapping said column connectors (130), or said foundation being prefabricated with a cup-shaped opening into which said hollow prefabricated columns (100) are inserted.

3. The fabricated prestressed concrete frame system according to claim 2, wherein anchoring bars (133) are embedded in the upper-section precast columns (110), and the anchoring bars (133) are fixedly connected with the column connectors (130);

and an adjusting nut (134) is also arranged between the column connector (130) and the lower prefabricated column (120) above the threaded reinforcing steel bar (121).

4. The fabricated prestressed concrete frame system according to any one of claims 1 to 3, wherein the cross-sectional shape of the hollow precast column (100) is any one of circular, oval, square, and polygonal.

5. The fabricated prestressed concrete frame system according to any one of claims 1 to 3, wherein the precast girders (210) are provided with girder prestressed tunnels (211) along a length direction, the hollow precast column (100) is provided with column prestressed tunnels (101) matching with the girder prestressed tunnels (211), and the precast composite girder (200) is fastened to the hollow precast column (100) by prestressed steel strand anchors (234) after the prestressed steel strands (230) pass through the girder prestressed tunnels (211) and the column prestressed tunnels (101).

6. The fabricated prestressed concrete frame system according to claim 5, wherein energy-consuming steel bars (221) are laid in the beam post-cast layer (220), one ends of the energy-consuming steel bars (221) are extended into the hollow prefabricated column (100) and are fixedly connected with the in-column anchoring steel bars (102) through mechanical connection joints (160);

longitudinal construction steel bars are laid in the post-beam-casting layer (220), the longitudinal construction steel bars are located in the midspan position of the prefabricated composite beam (200), the energy-consuming steel bars (221) are located at the end part of the prefabricated composite beam (200), and the energy-consuming steel bars (221) are in lap joint with the longitudinal construction steel bars;

and a closed stirrup (222) is further laid in the beam post-cast layer (220), and the closed stirrup (222) is arranged at the joint of the hollow prefabricated column (100) and the prefabricated composite beam (200) in an encrypted manner.

7. The fabricated prestressed concrete frame system of claim 6, wherein said energy dissipating steel bars (221) have unbonded weakened sections within said beam post-cast layer (220), said unbonded weakened sections having a cross-sectional area greater than or equal to half of the cross-sectional area of said energy dissipating steel bars (221).

8. The fabricated prestressed concrete frame system according to claim 5, wherein a first gap is formed between the hollow precast column (100) and the precast composite girder (200), a second gap is formed between the upper precast column (110) and the lower precast column (120), and the first gap, the second gap, and the beam pre-stress hole passage (211) and the column pre-stress hole passage (101) are filled with a bonding material (240), respectively;

the width of the first gap is 20 mm-50 mm.

9. The fabricated prestressed concrete frame system according to claim 8, wherein said prestressed steel strands (230) include an in-column unbonded section (231), an out-column unbonded section (232), and an out-column bonded section (233), and said in-column unbonded section (231) and said out-column unbonded section (232) are respectively provided with a protective cap (235) to block said bonding material (240) from contacting said prestressed steel strands (230).

10. The fabricated prestressed concrete frame system according to any one of claims 1-3, wherein the connection position of the upper precast column (110) and the lower precast column (120) is between a double column section height position and a column kick-off point position on the laminated floor slab, and the double column section height is greater than or equal to 1200 mm.

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