CN207538322U - A Prefabricated Prestressed Concrete Frame System - Google Patents

Abstract

The utility model relates to an assembled prestressed concrete frame system, this system includes the basis, reinforced concrete's prefabricated post, reinforced concrete's composite beam, floor and external prefabricated wallboard, composite beam includes the prefabricated part of roof beam and roof beam coincide layer, the prefabricated part of roof beam is gone up to open there is roof beam prestressed duct, roof beam prestressed duct sets up the lower part at prefabricated roof beam, it has post prestressed duct to open on the prefabricated post, post prestressed duct aligns with roof beam prestressed duct, the reinforcing bar has been worn in two kinds of canals, the reinforcing bar comprises part unbonded prestressed tendon, including unbonded section and the bonding section of striding, the anchor of the combination reinforcing bar of anchor income roof beam coincide layer between prefabricated post and the roof beam coincide layer is connected, the combination reinforcing bar includes power consumption reinforcing bar and shear reinforcement, power consumption reinforcing bar is equipped with unbonded section. The utility model discloses an assembled prestressed concrete frame system can also combine anti side force components such as side direction support, shear force wall to use, is applicable to many high-rise public building, like school, office building, apartment, hospital etc..

Description

A Prefabricated Prestressed Concrete Frame System

technical field

The utility model relates to a building structure system, in particular to an assembled prestressed concrete frame system.

Background technique

At present, the domestic prefabricated concrete frame structure system mainly adopts the prefabricated integral structural system cast in the beam-column joint area. The dry connection of beam-column joints is limited to the setting of corbels supporting prefabricated beams on prefabricated columns. The two are usually welded by steel plate embedded parts, and are mainly used in industrial plant structures. The United States and Japan have prefabricated prestressed frame dry connection nodes without corbels that are used in civil buildings. However, the existing system mainly has the following problems, resulting in a small application range:

1. In the beam-to-column connection node area, energy-dissipating steel bars are installed on the upper and lower parts of the beam, which leads to complex construction of the node, especially the energy-dissipating steel bars at the lower part of the beam, which is inconvenient to install.

2. In the beam-to-column connection node area, no energy-dissipating steel bars are installed on the upper and lower parts of the beams. Only a single or two post-tensioned prestressed steel bars are connected. The energy dissipation performance of the structure is poor, and the seismic performance is not ideal.

3. The post-tensioned unbonded prestressed prestressed prestressed concrete frame dry system without corbels through the existing columns is not strong in resisting progressive collapse. When the prestressed tendons fail and fail, the whole frame will fail and fail immediately.

4. The post-tensioned unbonded prestressed prestressed prestressed prestressed prestressed prestressed prestressed prestressed concrete frame dry system with no corbels in the existing column, the column foot connected to the foundation is easy to be damaged first in the earthquake, and the repair cost is high. The joint application and research and development of this system and the replaceable energy dissipator at the column foot position have not been seen yet.

5. As a prefabricated concrete frame structure system, comprehensively consider the indoor aesthetic effect of the building (no exposed corbels), rapid construction connection of beams, columns, slabs, nodes, pre-buried plumbing, heating, electricity and other equipment pipelines, reducing construction supports and scaffolding, etc. It is still rare to find a system that optimizes all-round systems such as non-physical material consumption and takes into account the seismic performance and repairability of structures. The most direct proof is that there are very few application cases of dry-connected prefabricated concrete frame structures in the world, and system improvement and innovation are needed.

6. Beam-column connection nodes without cast-in-place laminated layers, although there are fewer wet operations on site, the integrity of the structural floor is poor, and the waterproof performance between floors is difficult to guarantee.

Utility model content

The purpose of this utility model is to provide a prefabricated prestressed concrete frame system, to solve the problem of complex joint connection structure of prefabricated concrete, low construction efficiency of prefabricated concrete frame and frame shear wall structure, and reduced seismic performance. The technical problem of higher cost of post-structural repair.

In order to achieve the above object, the utility model adopts the following technical solutions:

A prefabricated prestressed concrete frame system, including foundation, reinforced concrete prefabricated columns, reinforced concrete composite beams, floor slabs and external prefabricated wall panels,

The composite beam includes a beam prefabricated part at the bottom and a beam composite layer of cast-in-place reinforced concrete at the top. The composite beam is arranged in two directions around the prefabricated column, and the transverse beam prefabricated part is provided with a horizontal penetration along the prefabricated beam. 1. A single beam prestressed channel perpendicular to the prefabricated column, the beam prestressed channel is arranged at the lower part of the prefabricated beam along the height direction of the beam prefabricated part, and the longitudinal beam prefabricated part is opened horizontally along the prefabricated beam and connected with the prefabricated column Vertical single beam prestressed channel, the beam prestressed channel is also arranged in the lower part of the prefabricated beam along the height direction of the prefabricated part of the beam,

The prefabricated column is provided with a column prestressed channel that runs through the column horizontally and corresponds to the beam prestressed channel. The column prestressed channel and the beam prestressed channel have the same size and are aligned. threaded with continuous post-tensioned tendons,

The column prestressed tunnels are arranged in two vertical spaces along the height direction of the beam-column joint joints, and the steel tendons are also provided with two corresponding column prestressed tunnels.

The prefabricated part of the beam and the prefabricated column are connected by prestressed tension applied on the steel tendons, and the beam-column joint between the plate end of the prefabricated part of the beam and the prefabricated column is bonded by polymer mortar caulking,

The tendons are composed of some unbonded prestressed tendons, including unbonded sections and mid-span bonded sections, and the length of the mid-span bonded section is subject to the sufficient anchoring of the steel bars in the prefabricated part of the beam.

The prefabricated column and the beam superimposed layer are anchored and connected through the composite steel bar that runs through the prefabricated column and is anchored into the beam superposed layer. No bonded segments.

The shear reinforcement is arranged in parallel with the reinforcement bundles located in the same composite beam, and the shear reinforcement includes a shear anchor column section that is pre-embedded and penetrates through the column, and also includes a fixed connection with the shear anchor column section, and an anchor into the beam. Shear-anchored beam segments in laminated layers.

The shear anchoring column section and the shear anchoring beam section are mechanically connected through a column internal thread connection joint, and the length of the shear anchoring beam section is not greater than the length of the energy-dissipating steel bar anchored into the beam laminated layer.

The energy-dissipating steel bars are arranged in two vertical rows along the height direction of the beam-column joint joints, and the energy-dissipating steel bars are arranged parallel to the tendons in the same composite beam.

The energy-dissipating steel bar is an unbonded steel bar in the column, and the prefabricated column is provided with a column energy-dissipating channel running horizontally along the column body and parallel to the column prestressing channel, and the column energy-dissipating channel is penetrated with a column Inner unbonded steel bar, the unbonded steel bar in the column includes the unbonded section in the column, and also includes the anchored section in the beam formed by the extension of the end of the unbonded steel bar in the column and anchored into the laminated layer of the beam. The energy-dissipating channels of the columns are arranged in two vertical spaces along the height direction of the joints of the beams and columns, and the corresponding column energy-dissipating channels of the unbonded steel bars in the columns are also arranged as two channels.

The energy-dissipating steel bar is an unbonded steel bar outside the column, including an anchor section inside the column, an unbonded section outside the column, and a bonded section outside the column,

The unbonded section outside the column and the bonded section outside the column are steel bars continuously located in the beam laminated layer, wherein the unbonded section outside the column is not bonded to the beam laminated layer, and the bonded section outside the column is laminated with the beam Layers are bonded,

The anchored section inside the column and the unbonded section outside the column are mechanically connected through a threaded connection joint inside the column.

The floor slab is a prefabricated laminated slab, including a floor prefabricated slab at the bottom and a floor laminated layer of cast-in-place concrete at the top. The prefabricated floor slab is a hollow floor slab, and an additional steel bar is provided in the hole of the hollow floor slab. The inside is covered with structured mesh.

The prefabricated columns are prefabricated in layers, the beam-column joint connection area avoids the inter-column connection area, the column steel bars of the upper and lower prefabricated columns are connected through the reinforcement sleeve grouting, and the inter-column joints are reserved between the upper and lower prefabricated columns and Bonded by high-strength grouting materials;

The bottom of the bottom prefabricated column is enlarged to form a column foot energy dissipation body enclosed around the prefabricated column and fixed on the top of the foundation. The column foot energy dissipation body is prefabricated together with the bottom prefabricated column or constructed with the foundation. The base energy dissipating body is vertically opened with a ring-shaped base reserved hole evenly distributed on the outside of the prefabricated column. The base reserved hole is pierced with replaceable column foot reinforcement, and the column foot reinforcement is not bonded in the column foot energy dissipation body. , the column foot reinforcement is fixedly connected to the foundation reinforcement, and the top of the column foot reinforcement is anchored to the top of the column foot energy dissipation body.

The external prefabricated wall panels are connected with prefabricated columns and/or composite beams,

The external prefabricated wall panels and the composite beams are connected by wet or dry connections, and the external prefabricated wall panels and the prefabricated columns are connected by dry methods.

Compared with the prior art, the utility model has the following characteristics and beneficial effects:

The prefabricated prestressed concrete frame system proposed by the utility model leaves a single prestressed tendon pipe in the prefabricated beam and prefabricated column, and at the same time connects each other as a whole through the pretension force of the post-tensioned prestressed steel bar passing through the pipe. Compared with the prior art, the prestressed pipeline is arranged at the lower part of the prefabricated beam, and can better play the role of the prestressed tendons.

Among them, the single prestressed tendon is a part of unbonded post-tensioned prestressed tendon, and the bonding position is set at the mid-span, which not only ensures the increased deformation capacity of the structure in the earthquake, but also ensures the ability of the structure to resist progressive collapse. After the stress tendon is damaged, the prestressed tendon mid-span bonding section can limit the damage to the beam, so that the entire frame will not be completely damaged, thereby improving the progressive collapse resistance of the entire structure.

The assembled prestressed concrete frame system proposed by the utility model is poured on-site, and in addition to the steel mesh for floor slab construction, energy-consuming shear-resistant composite steel bars connected with prefabricated beams and columns are also arranged. Both the energy-dissipating reinforcement and the shear-resisting reinforcement are set in the beam superimposition layer, and the upper-layer energy-dissipating reinforcement plays the role of anchoring force and combines with the prestressed tendons in the prefabricated part of the beam to improve the seismic capacity between components. The shear reinforcement of the lower layer further improves the seismic capacity between the components, and at the same time, it is partly prefabricated in the column and partly anchored into the beam laminated layer, which is convenient for construction. The length of the shear anchor beam section of the lower layer is less than the length of the upper layer of energy-dissipating steel bars anchored into the laminated layer of the beam to form an energy-dissipating ladder.

The bottom column of the assembled prestressed concrete frame system proposed by the utility model is connected to the foundation through the energy dissipation body of the column foot, and the energy dissipation body of the column foot and the steel bar of the column foot with no bonding section inside are used as a replaceable energy dissipation connector , the cost of the energy-dissipating connector is low, and the replaceability after the earthquake is stronger. At the same time, the energy-dissipating body of the column foot can be prefabricated together with the prefabricated column or constructed together with the foundation, and the construction is simple and convenient.

The assembled prestressed concrete frame system proposed by the utility model is an assembled prestressed concrete frame system which can be constructed efficiently, has good seismic performance, and is easy to repair after an earthquake. The utility model improves the construction speed and green construction level of the assembled prestressed concrete frame system through the selection of beams, panels, columns, wall panels and other prefabricated components, the optimization and improvement of connection structures and nodes; The use of knot prestressed tendons improves the progressive collapse resistance of the entire structure without affecting the aseismic performance of the overall structure. The utility model achieves the purpose of improving the seismic performance and repairability of the entire structural system without increasing the construction difficulty and process by setting energy-dissipating steel bars and energy-dissipating devices at reasonable positions in the assembled prestressed concrete frame.

Description of drawings

Below in conjunction with accompanying drawing, the utility model is described in further detail.

Figure 1 is a schematic diagram of the layout of the above-ground components of the prefabricated prestressed concrete frame system of the utility model.

Fig. 2 is a structural schematic diagram of the prefabricated prestressed concrete frame system of the utility model.

Fig. 3 is a schematic plan view of the central column node of the example of the utility model.

Fig. 4 is a schematic structural view of section A-A in Fig. 3, which relates to an embodiment of no bonding in the energy-dissipating steel column.

Fig. 5 is a schematic diagram of the B-B cross-sectional structure in Fig. 3 .

Fig. 6 is a schematic diagram of the C-C section structure in Fig. 3 .

Fig. 7 is a schematic plan view of a side column node of an example of the present invention.

Fig. 8 is a schematic structural diagram of the D-D section in Fig. 7, which relates to an embodiment of no bonding in the energy-dissipating steel column.

Fig. 9 is a schematic plan view of a single-span structure related to an example of the present invention.

Fig. 10 is a schematic structural diagram of the E-E section of the third embodiment of the utility model in Fig. 9, which relates to an embodiment without bonding in the energy-dissipating steel column.

Reference signs: 1-prefabricated column, 1a-column prestressed channel, 1b-column energy dissipation channel, 2-composite beam, 2a-beam prestressed channel, 2-composite beam, 2.1-beam prefabricated part, 2.2- Beam laminated layer, 3-floor, 3.1-floor prefabricated slab, 3.2-floor laminated layer, 3.3-structural mesh, 3.4-additional reinforcement, 4-external prefabricated wall panel, 5-foundation, 6-reinforcement bundle, 6.1 - Unbonded section, 6.2- Mid-span bonded section, 6a- Anchor head of prestressed tendon, 7- Energy dissipating steel bar, 7.1- Unbonded section inside column, 7.2- Anchored section inside beam, 7a- Outside reinforced column Anchor plate, 8-shear reinforcement, 8.1-shear anchor column section, 8.2-shear anchor beam section, 9-column internal thread connection joint, 10-column foot energy dissipator, 11-foundation reserved hole, 12- Temporary support corbel, 13-polymer mortar, 14-column foot energy dissipation body, 15-steel sleeve, 16-high-strength grouting material.

Detailed ways

The prefabricated prestressed concrete frame system proposed by the utility model is shown in FIG. 1 , including foundation 5 , prefabricated column 1 , composite beam 2 , floor slab 3 and external prefabricated wallboard 4 . Referring to Fig. 2, wherein, the prefabricated column 1 is a section of prefabricated reinforced concrete column without corbels prefabricated with single or multi-storey height, and the composite beam 2 includes the beam prefabricated part 2.1 at the bottom and the cast-in-place reinforced concrete at the top The beam laminated layer 2.2, the beam prefabricated part 2.1 is the whole prefabricated reinforced concrete beam between columns, and the floor 3 is a prefabricated laminated slab, including the floor prefabricated slab 3.1 at the bottom and the floor laminated layer 3.2 of cast-in-place concrete at the top. Floor prefabricated slab 3.1 Prefabricated prestressed hollow floor slab, which can be prefabricated circular hole slab, prefabricated special-shaped orifice slab or SPD slab. Additional steel bars 3.4 are provided in the holes of the hollow floor slab, the prefabricated floor slab 3.1 is erected on the upper side of the beam prefabricated part 2.1, and the laminated floor 3.2 is covered with structural mesh 3.3. The floor laminated layer 3.2 and the beam laminated layer 2.2 are integrally poured, and the thickness of the concrete is 40-150mm. This part of concrete connects the floor prefabricated slab 3.1 and the beam prefabricated part 2.1 into a whole to form a rigid integral floor or roof. In the system proposed by the utility model, secondary beams are generally not arranged, and the long-span prefabricated prestressed hollow slabs are directly placed on the main beams. The external prefabricated wall panel 4 adopts a prefabricated lightweight aggregate microporous concrete external panel.

Referring to Fig. 2, the composite beam is bidirectionally arranged around the prefabricated column, and the transverse beam prefabricated part 2.1 is provided with a single beam prestressed tunnel 2a that runs horizontally along the prefabricated beam and is perpendicular to the prefabricated column 1. The beam prestressed channel 2a is arranged at the lower part of the prefabricated beam along the height direction of the beam prefabricated part 2.1, and the longitudinal beam prefabricated part 2.1 is provided with a single beam prestressed channel that runs horizontally along the prefabricated beam and is perpendicular to the prefabricated column 1. The prestressed channel is also arranged at the lower part of the prefabricated beam along the height direction of the prefabricated part 2.1 of the beam.

The prefabricated column 1 is provided with a column prestressed channel 1a that runs through the column horizontally and corresponds to the beam prestressed channel 2a. The column prestressed channel 1a and the beam prestressed channel 2a have the same size and are aligned. A continuous post-tensioned steel tendon 6 is worn throughout the tunnel.

The column prestressing tunnels 1a are arranged in two vertical spaces along the height direction of the beam-column node connection, and the steel tendons 6 are also provided with two corresponding column prestressing tunnels 1a.

The beam prefabricated part 2.1 and the prefabricated column 1 are connected through the prestressed tension applied on the tendon 6, and the width of the beam-column joint between the plate end of the beam prefabricated part 2.1 and the prefabricated column 1 is 10mm- 30mm, bonded by polymer mortar caulking.

The tendons 6 are composed of some unbonded prestressed tendons, including an unbonded section 6.1 and a mid-span bonded section 6.2. Anchoring shall prevail.

The prefabricated column 1 and the beam laminated layer 2.2 are anchored and connected through the composite steel bar that runs through the prefabricated column 1 and is anchored into the beam laminated layer 2.2. The composite steel bar includes the energy dissipation steel bar 7 of the upper layer and the shear steel bar 8 of the lower layer , The energy-dissipating steel bar 7 is provided with an unbonded section.

The energy-dissipating steel bars 7 are arranged parallel to the steel tendons 6 in the same composite beam. The energy-dissipating steel bars 7 are staggered along the height direction of the joints of beams and columns and arranged as two vertical lines in space. Energy-dissipating steel bars are divided into two types: no bonding inside the column and no bonding outside the column according to the different unbonded parts.

The shear reinforcement 8 is arranged parallel to the tendons 6 located in the same composite beam, the shear reinforcement 8 includes a shear anchor column section 8.1 that is pre-embedded and penetrates the column, and also includes a shear anchor column section 8.1 fixed to the shear anchor column section 8.1. Connect and anchor into the shear anchor beam section 8.2 in the top beam laminated layer 2.2. The shear anchoring column section 8.1 and the shear anchoring beam section 8.2 are mechanically connected through the column internal thread connection joint 9, and the length of the shear anchoring beam section 8.2 is not greater than the length of the energy dissipation steel bar 7 anchored into the beam laminated layer 2.2 .

The prefabricated column 1 is prefabricated in layers, the beam-column joint connection area avoids the inter-column connection area, the column steel bars of the upper and lower prefabricated columns 1 are connected through the reinforcement sleeve 15 grouting, and the upper and lower prefabricated columns 1 are reserved between The joints between columns are bonded by high-strength grouting material 16.

The bottom of the bottom prefabricated column is provided with a column foot energy dissipating body 14 enclosed around the prefabricated column and fixed on the top of the foundation. The column foot energy dissipating device is fixed in the column foot energy dissipating body. Be column footing reinforcement, small buckling-restrained braces, metallic dissipators, or viscous dampers.

The bottom of the prefabricated column on the ground floor is enlarged to form a column foot energy dissipation body 14 that is enclosed around the prefabricated column and fixed on the top of the foundation. The energy dissipating body 14 at the column foot is vertically provided with a ring-shaped base reserved channel 11 uniformly distributed on the outside of the prefabricated column, and the base reserved channel 11 is pierced with a replaceable column foot steel bar, and the column foot steel bar is installed at the column foot There is no bonding in the energy body 14 , the steel bar at the column foot is fixedly connected with the foundation steel bar, and the top of the steel bar at the column foot is anchored on the top of the energy dissipation body 14 at the column foot.

Referring to Fig. 1-2, the external prefabricated wall panel 4 is connected to the prefabricated column 1 and/or the composite beam 2, and the external prefabricated wall panel 4 is connected to the composite beam 2 by wet connection or dry connection. The externally hung prefabricated wall panels 4 and the prefabricated columns 1 are connected dryly. The wet connection method means that the steel bars protruding from the hanging board are anchored in the cast-in-place concrete laminate layer on the surface of the board, and sliding supports and height adjustment supports are set up. The hanging board and the main structure are constructed at the same time; The parts are installed on the steel corbel, and the rotating support is set to connect with the main structure, and the hanging plate is installed after the main structure is completed.

Referring to Fig. 3-6, if the prefabricated column 1 is a central column, the involved node is a central column-beam-column connection node connecting a central column and four beams, and the four beams are respectively connected to the four sides of the main body. The steel tendons 6 extend through the two ends of the energy-dissipating steel bars 7 and are respectively anchored into the beam laminated layers 2.2 on both sides. The energy-dissipating steel bars 7 described in this embodiment are unbonded steel bars in the column, and the prefabricated column 1 is provided with a column energy-dissipating channel 1b that runs through the column horizontally and is parallel to the column prestressing channel 1a. There are unbonded steel bars in the column pierced through the tunnel 1b, and the unbonded steel bars in the column include the unbonded section 7.1 in the column, and the end extension of the unbonded steel bar in the column is anchored into the beam laminated layer 2.2 The beam inner anchoring section 7.2 formed in 2.2, the column energy-dissipating tunnel 1b is arranged in two vertical spaces along the height direction of the beam-column node connection, and the unbonded steel bars in the column correspond to the column energy-dissipating tunnel 1b is also set as two, the column energy dissipation channel 1b is arranged in a cross-staggered manner along the height direction of the beam-column joint joint to form two vertical channels, and the column energy dissipation channel 1b corresponding to the unbonded steel bar in the column is also set as Two ways.

As shown in Figures 5-6, the floor 3 is a prefabricated laminated slab, including a prefabricated floor slab 3.1 at the bottom and a laminated floor 3.2 of cast-in-place concrete at the top. On the upper side, the floor laminated layer 3.2 and the beam laminated layer 2.2 are integrally cast, the floor prefabricated slab 3.1 is a hollow floor, and an additional steel bar 3.4 is provided in the hole of the hollow floor, and the two ends of the additional steel bar are respectively pierced Into the docking area of two adjacent hollow-core floor slabs, the laminated floor 3.2 is covered with structural mesh 3.3.

The slab end of the prefabricated floor slab along its length direction is overlapped on two adjacent beam prefabricated parts perpendicular to the slab end, the overlapping length is not less than 60mm, and the slab end side of the prefabricated floor slab along its width direction is flush on the side of the prefabricated part of the beam parallel to the end of the slab.

Referring to Fig. 7-8, if the prefabricated column 1 is a side column, the involved node is a middle column-beam-column connection node connecting a side column and three beams, and the three beams are respectively connected to three sides of the main body. The outer side of the side column is provided with a prestressed tendon anchor head 6a, the prestressed tendon anchor head 6a is close to the outer surface of the side column, and the prestressed tendon anchor head 6a protrudes from the post-tensioned unbonded prestressed tendon 6 Partially anchored connections outside the column. The energy-dissipating steel bar 7 is an unbonded steel bar inside the column, and its outer end is anchored to the outside of the column through the outer anchor plate 7a of the steel bar column.

As shown in Figure 9-10, if the prefabricated column 1 involved in the beam-column connection node includes both the center column and the side column, it is a single-span node structure, and the involved node is a beam-column connected by a side column, a center column and six beams Connection node, one of the beams directly connects the central column and the side column, and the mid-span bonding section 6.2 is located in the middle of this beam.

When the energy-dissipating steel bar 7 is an unbonded steel bar outside the column, it includes an anchoring section inside the column, an unbonded section outside the column, and a bonded section outside the column. The unbonded section outside the column and the bonded section outside the column are steel bars continuously located in the beam laminated layer, wherein the unbonded section outside the column is not bonded to the beam laminated layer, and the bonded section outside the column is laminated with the beam The layers are bonded. The anchored section inside the column and the unbonded section outside the column are mechanically connected through a threaded connection joint inside the column. When the side column also adopts this kind of unbonded reinforcement outside the column, the end of the anchor section inside the column is bent and anchored inside the column.

The construction method of this prefabricated prestressed concrete frame system, the construction steps are as follows:

Step 1, produce prefabricated components in the factory: produce prefabricated column 1, beam prefabricated part 2.1 and external prefabricated wall panel 4, wherein the prefabricated column 1 is preset with shear anchor column section 8.1 and column internal threaded connection joint 9.

Step 2: construct the foundation 5, and then construct the prefabricated columns at the bottom, align the reserved foundation tunnel 11 with the connection position of the foundation reinforcement, pass through the column foot reinforcement in the foundation reservation tunnel 11, and anchor the column foot reinforcement to the foundation reinforcement after connecting The top of the column foot energy dissipation body.

Step 3, install temporary support corbels: Install temporary support corbels 12 on the bottom prefabricated columns 1 and at the bottom of the beam prefabricated part 2.1 to be installed.

Step 4, install the prefabricated columns 1 on the upper floor, connect the prefabricated columns through steel sleeve grouting, and then pour high-strength grouting material into the horizontal joints between the columns.

Step five, install the prefabricated beam part: install the prefabricated beam part 2.1 on the temporary support corbel 12, so that the beam prestressed tunnel 2a is aligned with the column prestressed tunnel 1a.

Step 6: Remove the outer cladding at the position of the bonded section 6.2 to expose the steel tendons, and then align the steel tendons 6 with the column prestressed tunnel 1a and the beam prestressed tunnel 2a and penetrate continuously to the predetermined position.

Step 7: Pour adhesive mortar 13 into the joints of beams and columns to fill in the joints, and then stretch the tendons after the polymer mortar 13 reaches the required strength.

Step eight, mechanically connect the shear anchor beam section 8.2 of the shear reinforcement bar 8 to the shear anchor column section 8.1.

Step 9: Construct the energy-dissipating reinforcement 7 on the beam prefabricated part 2.1 according to the unbonded form of the energy-dissipating reinforcement 7 .

Step 10: Set up prefabricated floor slabs 3.1 in sequence on prefabricated beams 2.1, and then insert additional steel bars 3.4 into the hollow of the butt joint area of prefabricated floor slabs 3.1, construct mesh 3.3 on the upper side of prefabricated floor slabs 3.1, and add additional steel bars 3.4 The diameter and spacing are determined by design.

Step eleven, integrally pouring the beam laminated layer 2.2 and the floor laminated layer 3.2 on the beam prefabricated part 2.1 and the floor prefabricated slab 3.1.

Step 12, repeat steps 4 to 11 until all beams and columns are completed.

Step thirteen, install the external prefabricated wall panel 4, and the system construction is completed.

In other embodiments, the energy dissipator at the column foot may also be a small buckling-restrained support, or other metal energy dissipators or viscous dampers. When there is no bonded prestressed tendon in the construction part, the anticorrosion isolation layer and outer sheath of the bonded part of the prestressed tendon should be removed first, and its surface should be treated to restore its bonding performance with concrete and grouting material. The construction method of other unbonded sections is the same as that of ordinary unbonded bonded prestressed tendons.

Claims (9)

1. a kind of prefabricated PC concrete frame frame system, including basis（5）, armored concrete prefabricated post（1）, reinforcing bar mixes Coagulate the composite beam of soil（2）, floor（3）With plug-in prefabricated panel（4）, it is characterised in that：

The composite beam（2）Beam prefabricated part including bottom（2.1）With the beam overlapping layers of the cast-in-situ steel reinforced concrete at top （2.2）, the composite beam two-way setting around prefabricated post, lateral beam prefabricated part（2.1）On be provided with along precast beam water Flat perforation and prefabricated post（1）Vertical single girder pre-stressed duct（2a）, the girder pre-stressed duct（2a）Along beam prefabricated part （2.1）Short transverse be arranged on the lower part of precast beam, longitudinal beam prefabricated part（2.1）On be provided with along precast beam level and pass through Logical and prefabricated post（1）Vertical single girder pre-stressed duct, the girder pre-stressed duct is along beam prefabricated part（2.1）Height side To the lower part for being also disposed at precast beam,

The prefabricated post（1）On be provided with along cylinder level perforation, with girder pre-stressed duct（2a）Corresponding column prestressed pore passage （1a）, the column prestressed pore passage（1a）With girder pre-stressed duct（2a）Size it is identical and be aligned setting, while two kinds of ducts The interior elongated tendon for being installed with continuous post-tensioned prestressing（6）,

The column prestressed pore passage（1a）Intersect two to be staggeredly arranged as spatial vertical along the short transverse of bean column node junction Road, the tendon（6）Corresponding column prestressed pore passage（1a）It is also provided with twice,

The beam prefabricated part（2.1）With prefabricated post（1）Between by tendon（6）The prestressing force of upper application sockets, described Beam prefabricated part（2.1）Beam-ends and prefabricated post（1）Between beam column seam be bonded by polymer mortar joint filling,

The tendon（6）It is made of part unbonded prestressing tendon, including soap-free emulsion polymeization section（6.1）With span centre adhesive section（6.2）, The span centre adhesive section（6.2）Length to can guarantee reinforcing bar in beam prefabricated part（2.1）Subject to interior abundant anchoring,

The prefabricated post（1）With beam overlapping layers（2.2）Between by running through prefabricated post（1）And anchor into beam overlapping layers（2.2）Group Bar Anchorage connection is closed, the combined reinforced bar includes the energy consumption reinforcing bar on upper strata（7）With the shear reinforcement of lower floor（8）, consume energy reinforcing bar （7）Equipped with soap-free emulsion polymeization section.

2. prefabricated PC concrete frame frame system according to claim 1, it is characterised in that：The shear reinforcement （8）With the tendon in same a composite beam（6）It is arranged in parallel, shear reinforcement（8）Including pre-buried and penetrate through the shearing resistance of cylinder Anchor shell of column（8.1）, further include and anchor shell of column with shearing resistance（8.1）It is fixedly connected, anchors into beam overlapping layers（2.2）Interior shearing resistance anchoring Beam section（8.2）.

3. prefabricated PC concrete frame frame system according to claim 2, it is characterised in that：The shearing resistance anchor stud Section（8.1）Beam section is anchored with shearing resistance（8.2）Pass through column internal thread jointing（9）Mechanical connection, the shearing resistance anchor beam section （8.2）Length no more than energy consumption reinforcing bar（7）Anchor into beam overlapping layers（2.2）Length.

4. the prefabricated PC concrete frame frame system according to claim 1-3 any one, it is characterised in that：It is described Consume energy reinforcing bar（7）With the tendon in same a composite beam（6）It is arranged in parallel, the energy consumption reinforcing bar（7）Connect along bean column node The twice that the short transverse intersection at the place of connecing is staggeredly arranged as spatial vertical.

5. prefabricated PC concrete frame frame system according to claim 4, it is characterised in that：The energy consumption reinforcing bar （7）For unbonded reinforcement in column, the prefabricated post（1）On be provided with along cylinder level perforation, with column prestressed pore passage（1a）It is parallel Column energy consumption duct（1b）, the column energy consumption duct（1b）It is interior it is elongated be installed with unbonded reinforcement in column, soap-free emulsion polymeization steel in the column Muscle includes soap-free emulsion polymeization section in column（7.1）, further include unbonded reinforcement in column end extend anchor into beam overlapping layers（2.2）Interior formation Beam in anchor into section（7.2）, the column energy consumption duct（1b）Along bean column node junction short transverse intersection be staggeredly arranged for The twice of spatial vertical, unbonded reinforcement corresponds to column energy consumption duct in the column（1b）It is also configured as twice.

6. the prefabricated PC concrete frame frame system according to claim 1,2,3 or 5 any one, feature exist In：The floor（3）For prefabricated superimposed sheet, the precast floor slab including bottom（3.1）With the floor of the cast-in-place concrete at top Overlapping layers（3.2）, the precast floor slab（3.1）Ride upon beam prefabricated part（2.1）Upside, the floor overlapping layers （3.2）With beam overlapping layers（2.2）Formed by integrally casting forms, the precast floor slab（3.1）For cassette ceiling, the hole of cassette ceiling It is interior to be equipped with additional bar（3.4）, the both ends of the additional bar respectively penetrate the docking area of adjacent two pieces of cassette ceilings, the floor Overlapping layers（3.2）Inside being covered with has construction mesh sheet（3.3）.

7. prefabricated PC concrete frame frame system according to claim 6, it is characterised in that：The prefabricated post（1） It is layered prefabricated, intercolumniation bonding pad, upper and lower two layers of prefabricated post are avoided in bean column node bonding pad（1）Cylinder reinforcing bar pass through reinforced bar sleeve （15）Grouting connection, upper and lower two layers of prefabricated post（1）Between be reserved with intercolumniation seam and pass through high-strength grout（16）It bonds.

8. the prefabricated PC concrete frame frame system according to claim 1,2,3,5 or 7 any one, feature exist In：The bottom cross-section of bottom prefabricated post expands the suspension column energy consumption body to be formed and be enclosed in around prefabricated post, be fixed at the top of basis （14）, the suspension column energy consumption body（14）It is prefabricated with together with bottom prefabricated post or formed with foundation construction.

9. prefabricated PC concrete frame frame system according to claim 8, it is characterised in that：The suspension column energy consumption body It is interior to be equipped with suspension column energy consumer（10）, the suspension column energy consumer can be soap-free emulsion polymeization in suspension column energy consumption body suspension column reinforcing bar, it is small-sized bend Song constraint support, Metallic damper or viscous damper.