CN106948476A - Framework and its construction method that prestressing with bond combination beam is constituted - Google Patents

Abstract

The framework and its construction method constituted the present invention relates to prestressing with bond combination beam, the framework that this prestressing with bond combination beam is constituted is connected and composed by coupled column and combination beam by node, combination beam is horizontally set between coupled column, and node is the interior overcoat monoblock type node for filling out self-compacting concrete；Coupled column is sectional type hollow tube concrete combination column, and combination beam is the prestressing with bond honeycomb type I-beam that the edge of a wing is concrete-filled rectangular steel tube；The presstressed reinforcing steel arranged in the rectangular steel pipe of combination beam lower flange bypasses node outer tube out of lower reinforcing strip chamber ring flat-plate, and presstressed reinforcing steel is positioned by single hole location-plate and the main location-plate of the diplopore punched, and stretch-draw anchor is realized at node end carriage；The self-compaction pea gravel concreten of combination beam and the self-compaction pea gravel concreten of node end carriage are insertions.The present invention solves the complexity problem of prestressing with bond I-beam and hollow tube Combined concrete column connected node that the edge of a wing is concrete-filled rectangular steel tube.

Description

Frame composed of internal prestressed composite beams and its construction method

technical field

The invention relates to a house frame structure in the field of civil building structures, in particular to a frame composed of internal prestressed composite beams and a construction method thereof.

Background technique

In the conventional reinforced concrete frame structure system, the frame joints are mostly reinforced concrete cast-in-place joints. This kind of reinforced concrete joints needs formwork, binding steel bars and then pouring concrete like frame beams and columns. Not only the bearing capacity of the components is low, but the construction period is long. Moreover, the nodes are prone to damage under the action of earthquakes. With the rapid development of the civil construction industry, the concrete-filled steel tube structure has been widely used. The hollow sandwich concrete structure is a new structural form based on the concrete-filled steel tube structure. The hollow sandwich concrete-filled steel tube is formed by pouring concrete between two concentric steel tubes inside and outside. Composite members, the inner and outer steel pipes replace the steel bars and have a restraining effect on the sandwich concrete. The concrete is in a three-dimensional compression state, and the compressive performance is improved, and the plasticity and toughness are improved. Compared with the traditional steel pipe concrete members, the hollow sandwich steel pipe concrete The overall component has the characteristics of light weight, high bending rigidity, good seismic performance and good fire resistance. The flange is a rectangular concrete filled steel tube concrete honeycomb composite beam is evolved on the basis of the I-shaped steel beam, which greatly increases the stiffness of the flange and improves the overall stability of the beam. The node complexity of the structural system composed of prestressed honeycomb composite beams restricts the application of this type of system in practical engineering, so it is imminent to propose a reasonable node connection method. Stressed honeycomb composite beams are different from conventional prestressed concrete beams. Conventional beams can be positioned and bound with prestressed tendons, and then concrete is poured, while the internal prestressed honeycomb composite beams with rectangular steel tube concrete flanges are closed steel pipes. The layout and positioning of the stress tendons needs to be processed in advance, so how to solve the accurate positioning of the prestress tendons in the closed interior is also a thorny problem faced by the invention.

Contents of the invention

An object of the present invention is to provide a frame composed of internal prestressed composite beams, which is used to solve the problem of connecting internal prestressed I-beams whose flanges are rectangular steel tube concrete to hollow tube concrete composite columns Another object of the present invention is to provide a construction method for the frame composed of prestressed composite beams in the body.

The technical solution adopted by the present invention to solve the technical problem is: the frame composed of prestressed composite beams in the body is composed of composite columns and composite beams connected by joints, the composite beams are horizontally arranged between the composite columns, and the nodes are self-compacting for internal filling Concrete jacketed integral joint; the jacketed integral joint includes a joint outer tube with an upper connecting ring and a lower connecting ring. Bolt holes are provided on the upper connecting ring and the lower connecting ring, and the upper part of the joint outer tube has an upper reinforced ring with a cavity The lower part has a lower reinforced ring plate with a cavity, the upper reinforced ring plate with a cavity extends horizontally outwards to form an upper node end beam connected with the inner cavity, and the lower reinforced ring plate with a cavity extends horizontally outwards to form a lower node end beam connected with the inner cavity , between the upper node end beam and the lower node end beam is the node web plate, bolt holes are reserved for the node web plate, the upper node end beam and the lower node end beam are both equipped with end beam connecting plates, and the lower reinforced cavity ring plate is internally set There is a single-hole positioning plate and a double-hole main positioning plate with holes, and the single-hole positioning plate and the double-hole main positioning plate with holes are fixed by their respective bottom edges and the lower reinforced ring plate with a cavity; the combined column is segmental hollow Concrete tube composite column, the composite beam is a prestressed honeycomb I-beam whose flange is a rectangular steel tube concrete; the nodes are fixedly connected to the composite column through the upper connecting ring and the lower connecting ring, and the node is connected to the composite beam through the end beam connecting plate and the node web Connection, the prestressed tendons arranged in the rectangular steel pipe of the lower flange of the composite beam bypass the outer tube of the node from the lower reinforced ring plate with cavity, the prestressed tendons are positioned through the single-hole positioning plate and the double-hole main positioning plate with holes, and the prestressing The ribs form a symmetrical curve, and tension and anchorage are realized at the joint end beams; self-compacting fine stone concrete is poured in the composite beam and the joint end beams, and after pouring the self-compacting fine stone concrete, the self-compacting fine stone concrete of the composite beam and the joint end beam are poured. The self-compacting fine stone concrete of the end beam of the node is continuous, and it is integrated with the outer tube of the node after curing.

In the above scheme, the segmental hollow tubular concrete composite column is composed of a segmental inner tube, a segmental outer tube and interlayer concrete. Both the segmental inner tube and the segmental outer tube have connecting rings. Arrange shear studs on the outer surface of the inner tube, and arrange inner lining rings at a certain interval inside the segmental inner tube to prevent buckling of the segmental inner tube; the connecting ring of the segmental inner tube and the segmental outer tube The connecting rings are staggered from each other to avoid bolting at the same height. First connect the segmental inner pipe, and then connect the segmental outer pipe to ensure that the segmental inner pipe is always higher than the segmental outer pipe, and pour self-compacting concrete in the interlayer of the segmental inner pipe and the segmental outer pipe .

In the above scheme, the inner prestressed honeycomb I-beam whose flange is rectangular steel tube concrete is to make the flange into the form of rectangular steel pipe, and weld the connecting plates with reserved bolt holes on the flange steel pipes at both ends of the honeycomb I-beam. The segmental honeycomb I-beam whose flange is a rectangular steel pipe is formed. After arriving at the site, it is fixedly connected with the node through high-strength bolts and node webs, and then pours self-compacting concrete into the flange rectangular steel pipe; the segmental honeycomb I-beam The beam is arranged with internal prestressed tendons in the lower flange rectangular steel pipe.

In the above scheme, the honeycomb hole in the segmental honeycomb I-beam is circular, and the I-shaped web is a flat plate.

In the above scheme, transverse stiffeners are arranged on the I-shaped web of the honeycomb I-beam, which can increase the stability of the beam web.

In the above scheme, the honeycomb I-beam whose flange is rectangular concrete-filled steel tube is provided with a weakened section at the end of the beam, and the weakened section is an I-shaped honeycomb beam whose flange is made of steel tube concrete. The cross-section gradually decreases from the end to the center, and the cross-section at the midpoint of the weakened section is the smallest. After the structural system enters the elasto-plastic state, the plastic hinge at the beam end first occurs at the weakened part, realizing the outward movement of the plastic hinge at the beam end, thus ensuring the overall integrity of the node.

In the scheme above, openings are made on the node end beams to facilitate the passage of construction equipment and pipelines.

In the above scheme, the honeycomb hole in the segmental honeycomb I-beam is hexagonal, and the web of the I-shaped web is a folded plate.

In the above scheme, the honeycomb hole in the segmental honeycomb I-beam is polygonal, and the I-shaped web is a sinusoidal plate.

The construction method of the frame composed of the above-mentioned prestressed composite beams in the body:

First, the required steel components are prefabricated in the factory, including segmental outer tubes, segmental inner tubes, segmental honeycomb-shaped I-beams, outer jacket integral joints, and when making outer outer integral joints, the lower reinforcement belt cavity Lay the lower steel plate of the ring plate flat, weld the single-hole positioning plate and the double-hole main positioning plate with holes, arrange the prestressed tendon guide line in the single-hole positioning plate and the double-hole main positioning plate with holes, and then place the lower The upper steel plate of the reinforced ring plate with cavity is welded to form the lower reinforced ring plate with cavity. Weld the connecting ring at the end of the outer pipe of the node and the connecting plate of the end beam to form an integral joint of the jacket; the segmental outer tube and the segmental inner tube are fixed to the foundation, and the upper part of the two is 0.5m higher than the foundation as a whole Left and right, and the segmental inner pipe is higher than the segmental outer pipe by a certain distance, reaching the pre-designed height, and then pouring self-compacting concrete into the interlayer of the segmental outer pipe and the segmental inner pipe, the concrete reaches a certain After strengthening, the base section of the composite column is formed;

Connect the lower part of the second segmental inner tube to the segmental inner tube of the base section of the composite column, and then connect the second segmental outer tube to the segmental outer tube of the base segment of the composite column to ensure The segmental inner tube is always higher than the segmental outer tube, and at the node, the segmental inner tube is higher than the node by a certain distance, reaching the pre-designed height; after all the segmental hollow concrete composite columns are connected, the Self-compacting concrete is poured in the interlayer of the segmental inner tube than the segmental outer tube to form a hollow tube concrete composite column;

Install the integral joint of the outer jacket, and realize reliable connection with the segmental outer tube of the bottom composite column through the lower connecting ring of the integral joint of the outer jacket, and connect the segmental honeycomb I-beam and the integral joint of the outer jacket through high-strength bolts. The connection is welded, and at the same time, the prestressed tendons are arranged in the segmental honeycomb I-beam and the jacket integral node through the traction line, the prestressed tendons are stretched and stretched, and temporarily anchored on the node end beam; Self-compacting concrete is poured through the grout holes to ensure the continuity of the concrete. After the curing reaches a certain strength, the composite frame system of the bottom layer is formed; then, the connection of the steel members on the second floor is completed like the bottom layer, and the prestressed steel bars are stretched twice to achieve tension. Control the stress; then build the second layer to the top layer successively.

The present invention has the following beneficial effects:

1. The jacket integral joint proposed by the present invention has clear force transmission, factory prefabrication, precise connection and good quality of each part, can accurately locate the prestressed tendons arranged in the closed interior, and the integral joint is not easy to be damaged after pouring concrete.

2. The segmental hollow tubular concrete composite column used in the present invention has high bending rigidity and good seismic performance. This type of component integrates steel or FRP material with concrete, and fully exerts the mechanical properties of the two materials. Moreover, the inner pipe and the outer pipe in the composite column can be prefabricated in the factory, installed on site, and the construction is convenient; at the same time, the inner and outer pipes can also be used as formwork, which avoids the use of a large number of formwork on site.

3. The composite beam flange steel pipe of the present invention is not easy to buckle after being filled with concrete, has high rigidity and high stability, and can realize a large span; transverse stiffeners are arranged on the beam to improve the overall buckling resistance of the beam.

4. In the present invention, holes can be opened on the end beams of the jacket integral node, which is convenient for the passage of construction equipment and pipelines.

5. The present invention adopts prestressed composite beams in the body. The prestressed tendons are inside the concrete and are wrapped by concrete, which is not easy to be damaged and corroded. It has long durability, improves the rigidity of the composite beams for a long time, and greatly reduces the deformation of the beams.

6. The flange used in the present invention is a rectangular steel pipe honeycomb type I-beam. The web can be a flat plate, a folded plate or a sinusoidal curve plate, which can increase the contact area between the web and the flange, and further improve the bearing capacity of the component.

7. The flange with the weakened end adopted in the present invention is a rectangular steel pipe honeycomb type I-beam so that after the structural system enters the elastic-plastic state, the plastic hinge at the beam end is firstly generated at the weakened part, and the plastic hinge at the beam end is moved outward, thereby Guarantee the integrity of the overall node.

Description of drawings

Fig. 1 is a structural representation of the present invention;

Fig. 2 is a plane layout diagram of the present invention;

Fig. 3 is a schematic diagram of a jacket integral node;

Fig. 4 is a schematic diagram of a jacket integral node whose end beam of the node can be opened;

Fig. 5 is the section form of hollow tubular concrete composite column;

Fig. 6 is the cross-sectional form of the honeycomb I-beam whose flange is a rectangular steel pipe;

Fig. 7 is a schematic diagram of the protruding segmental inner tube before installing the integral node of the jacket;

Fig. 8 is the connection between the honeycomb I-beam and the node whose flange is weakened by a rectangular steel pipe;

Fig. 9 is the externally prestressed honeycomb type I-beam with the flange of the weakened end as a rectangular steel pipe;

Figure 10 is a hierarchical diagram of the layout of prestressed tendons in the jacket integral node body;

Figure 11 is a layout diagram of the prestressed tendons in the node end beam at the node;

Figure 12 is a line diagram of the upper prestressed tendon at the node;

Figure 13 is a line diagram of the lower prestressed tendon at the node;

Fig. 14 is the I-beam whose web adopts a sinusoidal profile;

Fig. 15 is a schematic diagram of a holed double-hole main positioning plate.

In the figure: 1 composite column 2 composite beam 3 nodes 4 upper connecting ring 5 lower connecting ring 6 node outer tube 7 upper reinforced ring plate with cavity 8 lower reinforced ring plate with cavity 9 node end beam 10 end beam connecting plate 11 node web 12 Bolt holes 13 Self-compacting concrete 14 Rectangular steel pipe 15 Segmental inner pipe 16 Segmental outer pipe 17 Shear studs 18 Transverse stiffeners 19 Weakened section 20 Holes 22 Upper prestressed tendons 23 Single-hole positioning plate 24 Holes Double-hole main positioning plate 25 I-shaped web plate 26 lining ring 27 lower prestressed ribs 28 grouting holes.

detailed description

Below in conjunction with accompanying drawing, the present invention will be further described:

As shown in Figure 1, Figure 2, Figure 3, Figure 4, Figure 5, Figure 6, Figure 7, Figure 8, Figure 9, Figure 14, and Figure 15, the frame composed of prestressed composite beams in the body consists of composite columns 1 The composite beam 2 is connected with the composite beam 2 through the node 3, and the composite beam 2 is horizontally arranged between the composite columns 1, and the node 3 is an outer jacket integral node filled with self-compacting concrete 13; the outer jacket integral node includes an upper connecting ring 4 and a lower The node outer tube 6 of the connecting ring 5, the upper connecting ring 4 and the lower connecting ring 5 are provided with bolt holes 12, the upper part of the node outer tube 6 has an upper reinforced ring plate 7 with a cavity, and the lower part has a lower reinforced ring plate 8 with a cavity, The upper reinforced ring plate with cavity 7 extends horizontally outward to form the upper node end beam with the inner cavity connected, and the lower reinforced ring plate with cavity extends horizontally outward to form the lower node end beam with the inner cavity communicated. The upper node end beam and the lower node end beam Between them is the node web 11, the end beam of the upper node and the end beam of the lower node are both provided with an end beam connecting plate 10, and the inner part of the lower reinforced ring plate 8 with a cavity is provided with a single-hole positioning plate 23 and a double-hole main positioning plate with holes 24. The single-hole positioning plate 23 and the holed double-hole main positioning plate 24 are all fixed by their respective bottom edges and the lower reinforced cavity ring plate 8, and are used for positioning the prestressed tendons arranged in the lower flange rectangular steel pipe 14 in the beam. Ensure that the prestressed tendon bypasses the node outer tube 6 in the lower reinforced cavity ring plate 8, and the node web 11 also reserves bolt holes 12; the composite column 1 is a segmental hollow tubular concrete composite column, and the composite beam 2 is a flange It is an internal prestressed honeycomb I-beam of rectangular steel tube concrete; node 3 is fixedly connected to composite column 1 through upper connecting ring 4 and lower connecting ring 5, and node 3 is connected to composite beam 2 through end beam connecting plate 10 and node web 11 Connection, the prestressed tendon arranged in the rectangular steel pipe 14 of the lower flange of the composite beam 2 bypasses the node outer pipe 6 from the lower reinforced cavity ring plate 8, and the prestressed tendon passes through the single hole positioning plate 23 and the double hole main positioning of the hole The plate 24 is positioned, the prestressed tendon forms a symmetrical curve, and tension anchorage is realized at the node end beam 9; referring to Figure 10, Figure 11, Figure 12, and Figure 13, when there are two vertical and horizontal directions connecting the composite beam 2, two The prestressed tendons need to pass through the lower reinforced cavity ring plate 8 staggered up and down, the upper prestressed tendons 22 in one direction, and the lower prestressed tendons 27 in the other direction. During production, only the lower part of the single-hole positioning plate 23 and the open double-hole main positioning plate 24 are positioned to be welded with the steel pipe, and the upper part and the left and right sides form free ends to facilitate the flow of concrete. flow to avoid dead ends. The self-compacting fine stone concrete is poured in the joint end beam 9 of the composite beam 2 and the joint 3. After pouring the self-compacting fine stone concrete, the self-compacting fine stone concrete of the composite beam 2 and the self-compacting fine stone concrete of the joint end beam 9 are connected Yes, after curing, it will be integrated with the node outer pipe 6.

The segmental hollow tubular concrete composite column is composed of a segmental inner tube 15, a segmental outer tube 16 and interlayer concrete. Both the segmental inner tube 15 and the segmental outer tube 16 have connecting rings. Shear pegs 17 are arranged on the outer surface of the type inner tube 15, and lining rings 26 are arranged at a certain interval inside the segmental type inner tube 15 to prevent the segmental type inner tube 15 from buckling. The connecting rings of the segmental inner pipe 15 and the connecting rings of the segmental outer pipe 16 are staggered to avoid bolt connection at the same height. First connect the segmental type inner tube 15, then connect the segmental type outer tube 16 to ensure that the segmental type inner tube 15 is higher than the segmental type outer tube 16 all the time. Pouring self-compacting concrete 13 in the interlayer.

For the honeycomb I-beam with rectangular steel tube concrete flange, the flange is made into the form of rectangular steel pipe 14, and the connecting plates with reserved bolt holes 12 are welded on the flange steel pipes at both ends of the beam to form a section with rectangular steel pipe 14. Segment honeycomb type I-beam, after arriving at the site, it is reliably connected with the jacket integral node end beam through high-strength bolts and web connecting plates, and then pours self-compacting concrete 13 into the flange rectangular steel pipe through the concrete grouting hole 28 to ensure Connectivity of node 3 to the concrete in the flanged rectangular steel tube. In order to increase the stability of the beam web, transverse stiffeners 18 are arranged on the web. In order to increase the stiffness of the beam and reduce the deformation, prestressed tendons in the body are arranged in the lower flange of the rectangular concrete-filled steel tube I-beam, the prestressed tendons are positioned through the positioning plate arranged in node 3, and the prestressed tendons are straightened before pouring concrete Tension to ensure that the prestressed tendons maintain a reasonable line shape in the concrete. The honeycomb hole can be circular, hexagonal and polygonal, and the beam web (I-shaped web 25 ) can be a flat plate, a folded plate or a sinusoidal curve plate.

The transverse stiffeners 18 are arranged on the I-shaped web 25 of the honeycomb-shaped I-beam of the present invention, which can increase the stability of the beam web.

In the present invention, the honeycomb-shaped I-beam whose flange is a rectangular steel tube concrete is also provided with a weakened section 19 at the beam end, and the weakened section 19 is an I-shaped honeycomb beam whose flange is a steel tube concrete, and the cross section of the weakened section 19 is a variable section The cross-section gradually decreases from both ends to the center, and the cross-section at the midpoint of the weakened section 19 is the smallest. After the structural system enters the elasto-plastic state, the plastic hinge at the beam end first occurs at the weakened part, and the external plastic hinge at the beam end is realized. shift, so as to ensure the integrity of the overall node. Although the weakened section gradually decreases, it does not affect the arrangement of prestressed tendons.

Self-compacting fine stone concrete or high-performance concrete is used in the beam and the steel pipe flange of the integral joint. After the concrete is poured, the concrete in the composite beam 2 and the reinforced cavity plate of the integral joint is completely penetrated, and it is integrated with the steel pipe after curing. , while the concrete of the inner and outer pipe interlayers of the integral joint is independent, and the two are not connected. The connecting plate is connected by high-strength bolts between the beam and the flange steel pipe of the integral node, and the web is connected or welded by the web connecting plate.

Holes 20 can be opened on the node end beam 9 of the jacket integral node of the present invention, so as to facilitate the crossing of construction equipment and pipelines.

Steel or FRP materials can be used for the inner and outer tubes of the composite column, the outer outer integral node and the beam of the present invention.

The construction method of the frame composed of the above-mentioned prestressed composite beams in the body:

First, the required steel components are prefabricated in the factory, including the segmental outer tube 16, the segmental inner tube 15, the segmental honeycomb I-beam, and the integral joint of the jacket. The lower steel plate of the ring plate with cavity 8 is laid flat, and the single-hole positioning plate 23 and the double-hole main positioning plate 24 with holes are welded, and the prestressed tendon guide line is arranged on the single-hole positioning plate 23 and the double-hole main positioning plate with holes. plate 24, and then the upper steel plate of the lower reinforced ring plate with cavity 8 is welded to form the lower reinforced ring plate with cavity 8, the upper reinforced ring plate with cavity 7 after welding, the lower reinforced ring plate with cavity 8 and the outside The tube 6 is welded, and then the node web 11 is welded, and finally the connecting ring at the end of the node outer tube 6 and the connecting plate of the end beam are welded to form a jacket integral node; the segmental outer tube 16 and the segmental inner tube 15 is fixedly connected to the foundation, and the upper part of the two is about 0.5m higher than the foundation, and the segmental inner tube 15 is higher than the segmental outer tube 16 by a certain distance, reaching a pre-designed height, and then the segmental outer tube 15 is Pouring self-compacting concrete 13 in the interlayer of the pipe 16 and the segmental inner pipe 15, after the concrete reaches a certain strength, the base section of the composite column is formed;

Connect the lower part of the second segmental inner tube to the segmental inner tube of the base section of the composite column, and then connect the second segmental outer tube to the segmental outer tube of the base segment of the composite column to ensure The segmental inner tube 15 is always higher than the segmental outer tube 16, and the segmental inner tube 15 is a certain distance higher than the node at the node, reaching a pre-designed height; after all the segmental hollow concrete composite columns are connected Finally, pour self-compacting concrete 13 in the interlayer of the segmental inner tube 15 and the segmental outer tube 16 to form a hollow tubular concrete composite column;

Install the integral joint of the outer shell, and realize reliable connection with the segmental outer tube 16 of the bottom composite column through the lower connecting ring 5 of the integral joint of the outer shell, connect the segmental honeycomb I-beam and the integral joint of the outer shell through high-strength bolts, and connect Afterwards, the connection is welded, and at the same time, the prestressed tendons are arranged in the segmental honeycomb I-beam and the jacket integral node through the traction line, and the prestressed tendons are stretched and stretched, and temporarily anchored on the node end beam 9; Pour self-compacting concrete 13 through the concrete grouting hole 28 to ensure the continuity of the concrete. After the curing reaches a certain strength, the bottom composite frame system is formed; Pull to achieve tension control stress; then build the second layer to the top layer successively.

The construction method of the frame formed by the above-mentioned prestressed composite beams in the body can also adopt the following method:

Firstly, the materials are cut in the factory according to the design, and all the required steel members are welded and prefabricated, including the segmental outer tube 16 and the segmental inner tube 15 with the connecting rings welded at both ends, and the wings of the end beam connecting plate 10 welded at both ends. The edge is a rectangular steel pipe honeycomb I-beam and an integral joint of the jacket. When making the integral joint of the outer jacket, firstly lay the lower steel plate of the lower reinforced cavity ring plate 8 flat, weld the single-hole positioning plate 23 and the double-hole main positioning plate 24 with holes at the accurate position, and arrange the prestressed tendon guide line In the positioning plate, the prestressed tendons are pulled out from the inside of the closed node 3 for the convenience of on-site installation. Then the upper steel plate of the lower reinforced cavity ring plate 8 is welded to form the lower reinforced cavity ring plate 8 . After the upper and lower reinforced ring plates with cavity are welded, they are welded with the node outer tube 6, then the node web 11 is welded, and finally the connecting ring at the end of the outer tube and the end beam connecting plate 10 are welded to form a jacket integral node. All the segmental outer tubes 16 and segmental inner tubes 15 with welded connection rings in the frame system are fixedly connected to the foundation. Designed height. Then pour self-compacting concrete 13 into the interlayer. After the concrete reaches a certain strength, the lower part of the segmental inner pipe with the connecting rings welded at both ends is connected with the inner pipe of the composite column which is higher than the ground as a whole through the connecting ring, and then the segmental outer pipe with the connecting rings welded at both ends is connected. The lower part of the pipe 16 is connected to the outer pipe of the composite column which is higher than the ground as a whole through the connecting ring to ensure that the inner pipe is always higher than the outer pipe, and at the beam-column joint the inner pipe is higher than the joint by a certain distance to reach the pre-designed height. After all the segmental hollow concrete composite columns are connected, pour self-compacting concrete 13 in the inner and outer tube interlayers to form the hollow tube concrete composite column. Install the jacket integral node, through the lower connecting ring 5 of the node 3 and the outer pipe of the bottom column to achieve reliable connection, connect the honeycomb I-beam whose flange is a rectangular steel pipe 14 to the jacket integral node through high-strength bolts, and then connect Proper welding is carried out at the place, and at the same time, the prestressed tendons are arranged in the beam and node 3 through the traction line, and other frame nodes and beams are installed successively. The prestressed tendons are stretched and stretched, and temporarily anchored on the end beams 9 of the side column nodes. Pour self-compacting concrete 13 through the concrete grouting holes 28 into the flange steel pipes of the beams and nodes and the inner and outer interlayers of the nodes to ensure that the beams and nodes are filled with concrete and ensure the continuity of the concrete. After the curing reaches a certain strength, the bottom layer combination is formed. frame system. Then build the second floor to the top floor one after another. After all the floors are completed, the prestressed tendons of each floor are stretched twice from bottom to top to achieve the tension control stress, realize reliable anchorage, and complete the prestressed construction of the overall frame. The advantage is that the prestressed tendons are stretched after the frame is formed, which ensures the overall stress, just like the conventional prestressed concrete frame. Moreover, the frame system can be constructed layer by layer without interruption, the prestressed tendons can be stretched intensively, the on-site operation time of prestressed technicians is short, and the overall project cost is low. In this construction method, the honeycomb I-beam whose flange is rectangular steel tube concrete can adopt the weakened beam end type, and the other construction processes remain unchanged.

Claims (10)

1. the framework that a kind of prestressing with bond combination beam is constituted, it is characterised in that：The frame that this prestressing with bond combination beam is constituted Frame is by coupled column（1）And combination beam（2）Pass through node（3）Connect and compose, combination beam（2）It is horizontally set on coupled column（1）Between, Node（3）Self-compacting concrete is filled out to be interior（13）Overcoat monoblock type node；Overcoat monoblock type node includes carrying upper connection ring （4）With lower connection ring（5）Node outer tube（6）, upper connection ring（4）With lower connection ring（5）On be equipped with bolt hole（12）, node Outer tube（6）Upper reinforcing strip chamber ring flat-plate is arranged at top（7）, lower reinforcing strip chamber ring flat-plate is arranged at bottom（8）, upper reinforcing strip chamber ring flat-plate（7）Level Stretch out to form the upper node end carriage that inner chamber is communicated, lower reinforcing strip chamber ring flat-plate horizontally outward extends to form the lower section that inner chamber is communicated Point end carriage, is node web between upper node end carriage and lower node end carriage（11）, node web（11）Prepared screw-bolt hole（12）, on Node end carriage is provided with end carriage connecting plate with lower node end carriage（10）, lower reinforcing strip chamber ring flat-plate（8）Single hole is internally provided with to determine Position plate（23）With the main location-plate of diplopore punched（24）, single hole location-plate（23）With the main location-plate of diplopore punched（24）Pass through Respective base and lower reinforcing strip chamber ring flat-plate（8）It is fixed；Coupled column（1）For sectional type hollow tube concrete combination column, combination beam（2） For the prestressing with bond honeycomb type I-beam that the edge of a wing is concrete-filled rectangular steel tube；Node（3）Pass through upper connection ring（4）, lower connection Ring（5）With coupled column（1）It is fixedly connected, node（3）Pass through end carriage connecting plate（10）And node web（11）With combination beam（2）Even Connect, combination beam（2）The presstressed reinforcing steel arranged in the rectangular steel pipe of lower flange is from lower reinforcing strip chamber ring flat-plate（8）Inside bypass node outer tube （6）, presstressed reinforcing steel passes through single hole location-plate（23）With the main location-plate of diplopore punched（24）Positioning, steel shape is into symmetrical song Line style, in node end carriage（9）Realize stretch-draw anchor in place；Combination beam（2）And node（3）Node end carriage（9）In pour self-compaction Pea gravel concreten, has been poured after self-compaction pea gravel concreten, combination beam（2）Self-compaction pea gravel concreten and node end carriage（9） Self-compaction pea gravel concreten be insertion, with node outer tube after maintenance（6）Form one.

2. the framework that prestressing with bond combination beam according to claim 1 is constituted, it is characterised in that：In described sectional type Blank pipe concrete combination column is by sectional type inner tube（15）, sectional type outer tube（16）And sandwich concrete is constituted, sectional type inner tube （15）, sectional type outer tube（16）Connection ring is carried, in sectional type inner tube（15）Shear stud is arranged on outer surface（17）, in section Segmentation inner tube（15）Inside arrange inner bushing ring across a certain distance（26）；Sectional type inner tube（15）Connection ring and sectional type outer tube （16）Connection ring mutually stagger；Sectional type inner tube is connected first（15）, then connect sectional type outer tube（16）, it is ensured that sectional type Inner tube（15）It is consistently higher than sectional type outer tube（16）, in sectional type inner tube（15）, sectional type outer tube（16）Interlayer in pour from Air-free concrete（13）.

3. the framework that prestressing with bond combination beam according to claim 2 is constituted, it is characterised in that：The described edge of a wing is square The prestressing with bond honeycomb type I-beam of shape concrete filled steel tube is by the rectangular steel pipe in the edge of a wing（14）Form, in honeycomb type work Prepared screw-bolt hole is welded on the steel pipe of the word beam two ends edge of a wing（12）Connecting plate, form the edge of a wing for rectangular steel pipe（14）Sectional type honeybee Socket type I-beam, to scene after with node（3）Pass through high-strength bolt and node web（11）It is fixedly connected, then to edge of a wing rectangle Self-compacting concrete is poured in steel pipe（13）；Sectional type honeycomb type I-beam is in lower flange rectangular steel pipe（14）Middle arrangement is pre- in vivo Stress rib.

4. the framework that prestressing with bond combination beam according to claim 3 is constituted, it is characterised in that：Described honeycomb type work Transverse stiffener is arranged on the I-shaped web of word beam（18）.

5. the framework that prestressing with bond combination beam according to claim 4 is constituted, it is characterised in that：The described edge of a wing is square Beam-ends is provided with weakening section by the honeycomb type I-beam of shape concrete filled steel tube（19）, weaken section（19）It is that the edge of a wing is concrete filled steel tube I-shaped Honeycomb Beam, weaken section（19）Cross section for variable cross-section, be gradually reduced from two ends to center cross-sectional, weaken section （19）Midpoint cross section it is minimum.

6. the framework that prestressing with bond combination beam according to claim 5 is constituted, it is characterised in that：Described node end carriage （9）On punch（20）.

7. the framework that prestressing with bond combination beam according to claim 6 is constituted, it is characterised in that：Described sectional type honeybee Honeycomb type hole in socket type I-beam is circular, I-shaped web（25）It is flat board.

8. the framework that prestressing with bond combination beam according to claim 6 is constituted, it is characterised in that：Described sectional type honeybee Honeycomb type hole in socket type I-beam is hexagon, I-shaped web（25）It is folded plate.

9. the framework that prestressing with bond combination beam according to claim 7 is constituted, it is characterised in that：In described sectional type Honeycomb type hole in honeycomb type I-beam is polygon, I-shaped web（25）It is sine curve template.

10. the construction method for the framework that the prestressing with bond combination beam described in a kind of claim 3 is constituted, it is characterised in that：It is first First be prefabricated in the factory the steel member needed, including sectional type outer tube（16）, sectional type inner tube（15）, sectional type honeycomb type I-shaped Beam, overcoat monoblock type node, when overcoat monoblock type node makes, first lower reinforcing strip chamber ring flat-plate（8）Lower steel plate be laid flat, Weld single hole location-plate（23）With the main location-plate of diplopore punched（24）, presstressed reinforcing steel guide line is arranged in single hole location-plate （23）With the main location-plate of diplopore punched（24）In, then by lower reinforcing strip chamber ring flat-plate（8）Top steel plate weld, formed it is lower plus Strong band chamber ring flat-plate（8）, the upper reinforcing strip chamber ring flat-plate after welding（7）, lower reinforcing strip chamber ring flat-plate（8）With node outer tube（6）Welding, then Carry out node web（11）Welding, finally by node outer tube（6）The connection ring and end carriage connecting plate of end（10）Weld, form outer Cover monoblock type node；By sectional type outer tube（16）With sectional type inner tube（15）Realized with basis affixed, the two top is integrally higher by Basic 0.5m or so, and sectional type inner tube（15）Than sectional type outer tube（16）High a certain distance, reaches pre-designed height Degree, then to sectional type outer tube（16）With sectional type inner tube（15）Interlayer in pour self-compacting concrete（13）, concrete reaches To after some strength, coupled column section of foundation is formed；

By second segment sectional type inner tube（15）Bottom and the sectional type inner tube of coupled column section of foundation（15）Connect, then again by Two sections of sectional type outer tubes（16）With the sectional type outer tube of coupled column section of foundation（16）Connect, it is ensured that sectional type inner tube（15）All the time Higher than sectional type outer tube（16）, and the sectional type inner tube at node（15）The high segment distance of egress one, reaches pre-designed Height；After all sectional type hollow concrete coupled columns are connected, in sectional type inner tube（15）Than sectional type outer tube（16） Interlayer in pour self-compacting concrete（13）, form hollow tube concrete combination column；

Overcoat monoblock type node is installed, passes through the lower connection ring of overcoat monoblock type node（5）With bottom coupled column sectional type outer tube （16）Realization is reliably connected, and is connected sectional type honeycomb type I-beam and overcoat monoblock type node by high-strength bolt, is connected it Junction is welded afterwards, while putting pre- in sectional type honeycomb type I-beam and overcoat monoblock type node lining by draught line Stress rib, carries out stretching tensioning, anchoring temporarily is in node end carriage to presstressed reinforcing steel（9）On；Pass through concrete grouting hole（28）Pour Build self-compacting concrete（13）, it is ensured that the connectivity of concrete, maintenance reaches formation bottom group frame system after some strength； Then the connection of two layers of steel member is equally completed with bottom, two times tensioning is carried out to deformed bar, reaches that cable tensios control should Power；Then successively the construction second layer to top layer.