CN103967129A - Combination column and combination beam frame with internally-arranged pipe high-strength concrete core columns and construction method thereof - Google Patents

Abstract

The invention relates to a composite column composite beam frame with a built-in high-strength concrete core column and a construction method thereof, wherein the composite column composite beam frame with a built-in high-strength concrete core column has a built-in asymmetric steel bone or plastic bone prestressed concrete composite Beams and reinforced concrete composite columns with built-in core columns. The composite beams are horizontally arranged between the composite columns, and the two are connected by joints at the intersection; The core column is placed in the reinforced concrete column; the steel frame or plastic frame in the composite beam is provided with transverse stiffeners, the steel frame or plastic frame at the mid-span is located at the lower part of the composite beam, and the steel frame or plastic frame at the support is located at the bottom of the composite beam. In the upper part of the composite beam, the prestressed tendons are arranged in the composite beam along the length direction; the prestressed tendons pass through both sides of the core column at the beam-column node, and are tensioned and anchored at the composite column end. The invention can withstand relatively large axial pressure, avoiding too bloated fat columns in the system; the prestressed tendon is integrated into the composite beam, which can reduce the deformation and cracks of the composite beam.

Description

Composite column composite beam frame with built-in tube high-strength concrete core column and its construction method

1. Technical field:

The invention relates to a building frame structure in the field of civil engineering structures, in particular to a composite column composite beam frame with a built-in tube high-strength concrete core column and a construction method thereof.

2. Background technology:

Conventional building frame structures are mostly reinforced concrete frames and steel frames, the achievable spans are small, and the bearing capacity of components is low, which has great limitations in practical engineering applications. In recent years, with the development of higher buildings, larger spans and heavy loads, conventional structural systems are facing new challenges. People began to build a structural system with greater rigidity and stronger bearing capacity. Steel bones were added to the concrete, and the concrete and steel bones were bonded together to form a combined structure with high rigidity and convenient construction. Due to the deficiencies and defects of the frame structure, it has been widely used in multi-story building structures for a while. As we all know, the application of prestressing technology in the structural system can make the structure achieve a larger span, but the arrangement of prestressed tendons is often contradictory with other components, such as the use of solid-web steel-reinforced concrete beams and solid-web steel-reinforced concrete columns. Prestressing is applied to the frame system, and the prestressing tendons will inevitably pass through the column steel, which will greatly weaken the joints. At the same time, the shape and arrangement of the prestressing tendons in the beam will be constrained by the built-in steel. Due to this adverse effect, people have constructed a structural system with hollow-type angle-steel concrete columns as frame columns and prestressed steel-reinforced concrete beams as frame beams. Prestressed tendons can pass through the angle steel to achieve tension at the column ends. Although this system solves the problem of the layout of prestressed tendons, the steel reinforcement in the angle steel concrete column needs to be welded, and the construction is relatively complicated. Moreover, the energy dissipation capacity of this type of column is average, the hysteresis curve is not full, and the seismic effect is not good. Obviously; in order to meet the requirements of the axial compression ratio, the section size of the column in the structural system is often too large, which is easy to form a fat column and takes up a lot of space. Therefore, in order to reduce the section size of the column without affecting the arrangement of prestressed tendons, a new The structural system is imminent.

3. Contents of the invention:

The purpose of the present invention is to provide a composite column composite beam frame with a built-in tube high-strength concrete core column, which is used to solve the problem that the existing general reinforced concrete column has a large section size and the prestressed tendons in the composite beam are difficult to arrange at the nodes. Another object of the invention is to provide a construction method for the composite column composite beam frame with built-in tubular high-strength concrete core columns.

The technical solution adopted by the present invention to solve the technical problem is: the composite column composite beam frame with built-in tube high-strength concrete core column has built-in asymmetric steel bone or plastic bone prestressed concrete composite beam, and reinforced concrete with built-in core column. Composite columns, composite beams are arranged horizontally between composite columns, and the two are connected by nodes at the intersection; In the reinforced concrete column; the cross section of the composite beam is rectangular, the built-in steel frame or plastic frame is H-shaped, the steel frame or plastic frame is provided with transverse stiffeners, and the steel frame or plastic frame is located at the lower part of the composite beam at the mid-span. The steel bone or plastic bone at the support is located on the upper part of the composite beam, and the prestressed tendon is arranged in the composite beam along the length direction; the prestressed tendon at the beam-column node passes through both sides of the core column, and is stretched and anchored at the end of the composite column , the H-shaped steel or plastic bone in the composite beam is fixedly connected with the core column through double-half clasp connectors.

In the above scheme, high-strength concrete is poured into the core column of the composite column, and the reinforced concrete column adopts conventional concrete to form a composite column of different strength concrete, which can further improve the axial compression performance of the column, so under the same external force, the section size of this type can be made smaller. Small, high-strength concrete core columns can be cast in-situ, and can also be prefabricated in the factory and installed on-site, reducing workload and shortening the construction period.

In the above scheme, the H-shaped steel or plastic bone in the composite beam adopts a honeycomb-shaped broken line beam, and holes are opened on the web between the H-shaped steel or plastic bone transverse stiffeners of the composite beam. The cross-section of the hole is circular, hexagonal or octagonal. shape, not only can reduce the weight of the beam, avoid stress concentration, but also save steel, and the steel wire rope can pass through it during construction, which is convenient for hoisting.

In the above scheme, the prestressed tendons are arranged in a curved or broken line type in the composite beam, and the prestressed tendons pass through the stiffeners in the steel bone or plastic bone, and the prestressed tendons and the steel bone or plastic bone are in the form of association of.

In the above scheme, the prestressed tendons are arranged in a curved form in the composite beam, the prestressed tendons are arranged outside the steel frame, and the prestressed tendons are non-associated with the steel frame or plastic bone.

In the above scheme, the concrete in the composite beam is poured in two layers, the bottom layer is poured with conventional concrete, and the upper layer is poured with high-strength concrete to form a different-strength concrete composite beam. In this way, the compressive performance of the concrete can be fully exerted, and the composite beam can withstand positive bending moments in the middle span. The compression area is high-strength concrete, and the tension area is low-strength concrete, which can greatly improve the bearing capacity of the composite beam, and at the same time increase the local pressure performance of prestressed concrete at the joints.

The construction method of the above-mentioned composite beam frame with different-strength composite columns with built-in core columns:

First, make the foundation of all frame composite columns according to the design, and at the same time, securely anchor the steel pipe or plastic pipe in the core column and the longitudinal reinforcement of the reinforced concrete column in the foundation, and bind the stirrups of the outer reinforced concrete column, and all the frame columns are bound. After that, pour the concrete of the core column and the outer reinforced concrete column to reach the design height of the ground floor;

For splicing steel pipes or plastic pipes in the core column, in order to maintain the continuous integrity of the steel pipes or plastic pipes at the joints, splicing at the joints of beams and columns should be avoided. Splicing within -1/3 range;

Transport the H-shaped steel or FRP plastic bone in the beam prefabricated in the factory to the site, first connect the steel bone or plastic bone at the end of the beam and the steel pipe or plastic pipe in the core column reliably through double-half snap ring connectors, and then assemble the remaining steel or plastic bone; then install transverse stiffeners at the designated designed positions. If the prestressed tendons and steel bones or plastic bones are arranged in an associated form, protruding stiffeners are used, and holes must be opened in advance. , the center line of the openings on all stiffeners is consistent with the shape of the prestressed tendons; if a non-associated arrangement is adopted, the stiffeners do not protrude or open holes on them, and only play a role in overall stability. Then arrange the prestressed tendons and their supporting devices. After binding and positioning, arrange the longitudinal reinforcements in the beams, bind the stirrups in the beams and joints, and then pour concrete on the beams and columns. After the curing reaches a certain strength, tension and anchor the prestressed tendons. After removing the formwork Form the first-level framework system;

When the composite beam is a different-strength concrete composite beam, the concrete in the beam is poured in two layers, the bottom layer is poured with conventional concrete, and the upper layer is poured with high-strength concrete. The high-strength concrete on the upper part of the beam can be extended to the joints, and the tension and anchorage of the prestressed tendons are just located in the upper part;

Then construct the frame system of other layers one after another until the top floor, and the core columns of the top floor protrude a certain distance from the top floor to ensure that the core columns of the top floor can fully bear the internal force of tension and compression.

Beneficial effect:

1. The composite column with built-in steel tube high-strength concrete core column of the present invention can withstand relatively large axial pressure, which can significantly reduce the cross-sectional size of the column and avoid excessively bloated columns in the system.

2. High-strength or ultra-high-strength concrete can be poured into the concrete core column of the built-in steel pipe/FRP tube of the present invention, and conventional concrete is used on the outside to form a composite column of different strength concrete, which can further improve the axial compression performance of the column, so under the same external force, the This type of cross-sectional size is smaller, and the high-strength or ultra-high-strength concrete core column can be cast in-situ, or prefabricated in the factory and installed on-site, reducing the workload and shortening the construction period.

3. The present invention can realize a large span, and the maximum span can reach about 30 meters. The prestressed tendons in the composite beam are arranged in a parabolic shape, which can generate uniformly distributed reaction force to offset part of the external load. The prestressed tendon is integrated into the composite beam, which can cause the beam to produce anti-arch during the construction tension process, and can reduce the deformation and cracks of the composite beam when it is integrated with the steel concrete during the use stage.

4. The built-in section steel in the beam of the present invention adopts a broken line type, which is different from the layout of the section steel in conventional steel concrete members. It is asymmetrically arranged in the tension area of the frame composite beam, which can fully exert the mechanical properties of the steel. The high-quality section steel can enter yield in its entire section, and the concrete at the edge of the compression zone reaches the ultimate compressive strain, giving full play to the maximum energy efficiency of the steel.

5. The transverse stiffeners arranged on the section steel in the beam of the present invention can not only ensure the stability of the steel beam, but also can be used as a positioning part for the prestressed tendon, and can position the prestressed tendon during construction, thereby facilitating prestressed construction. The stiffeners at the joints of the broken lines also play a connecting role.

6. The present invention has good ductility, and the system has good wind resistance and earthquake resistance, and is suitable for application in complex environments such as coastal areas and earthquake areas.

7. The different-strength concrete composite beam in the present invention can give full play to the compressive performance of concrete. The compression zone of the composite beam within the range of positive bending moment in the span adopts high-strength concrete, and the tension zone adopts lower-strength concrete, which can improve the composite beam. bearing capacity, while increasing the local pressure performance of prestressed concrete at the joints.

8. The steel pipe or section steel in the present invention is prefabricated in the factory, spliced and installed on site, which is convenient for construction and easy to guarantee the quality of the project.

9. The shaped steel in the composite beam in the present invention can adopt the honeycomb type folded beam, and the web plate between the stiffeners of the beam is opened, and the cross section is circular, hexagonal or octagonal, which can not only reduce the dead weight of the beam, Avoid stress concentration and save steel at the same time, and the steel wire rope can pass through during construction, which is convenient for hoisting.

4. Description of drawings:

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

Fig. 2 is the unrelated arrangement form figure of prestressed tendon and steel bone/plastic bone in the composite beam of the present invention;

Fig. 3 is A-A sectional view among Fig. 2;

Fig. 4 is B-B sectional view among Fig. 2;

Fig. 5 is the top view of Fig. 2;

Fig. 6 is the associated arrangement form figure of prestressed tendon curve, steel pipe/plastic fracture line in the present invention;

Fig. 7 is the associated layout form figure of prestressed tendon, steel pipe/plastic fracture line in the present invention;

Fig. 8 is a three-dimensional schematic diagram of beam-column joints in the present invention;

Fig. 9 is a schematic diagram of the connection structure between the core column and the beam H-shaped steel in the present invention;

Fig. 10 is a structural schematic diagram of a double-half clasp connector in the present invention;

Fig. 11 is a schematic diagram of the connection relationship of the prefabricated core column;

Fig. 12 is a schematic diagram of the stem connection end of the perforation in the present invention;

Fig. 13 is a schematic diagram of a combined column in the present invention;

Fig. 14 is a schematic diagram of a special-shaped combined column in the present invention;

Figure 15 is a schematic diagram of the arrangement of prestressed tendons in core columns and beams;

Figure 16 is the splicing of the built-in section steel straight section of the composite beam;

Fig. 17 is the mosaic diagram of the built-in section steel broken line section of the composite beam;

Fig. 18 is a schematic diagram of a honeycomb polyline beam with hexagonal openings.

1 Composite column 2 Composite beam 3 Core column 4 Steel frame 5 Stiffener 6 Double-half clasp connector 7 Prestressed tendon 8 Connecting end 9 Holes 10 Holes 11 Anchors.

5. Specific implementation methods:

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

Example 1:

As shown in Figure 1, the composite column composite beam frame with built-in tubular high-strength concrete core column has a built-in asymmetrical steel or plastic bone prestressed concrete composite beam 2, a reinforced concrete composite column 1 with a built-in core column, and the composite beam 2 is arranged horizontally between the composite columns 1, and the two are connected by nodes at the intersection. The core column 3 is placed in a reinforced concrete column. As shown in Figure 8 and Figure 15, the prestressed tendons 7 at the beam-column joint pass through both sides of the core column 3, and are stretched and anchored at the end of the composite column. The H-shaped steel or plastic bone in the composite beam 2 and the core column 3 The connection is fixed through the double-half snap ring connector 6, see FIG. 9 . In this embodiment, the same type of concrete is used for the core column 3 and the reinforced concrete column on its outer side.

As shown in Figure 13, the core column 3 is a steel tube concrete column or FRP tube concrete column, which is formed by pouring concrete into a steel tube or FRP tube. The core column 3 is plain concrete without reinforcement, and the FRP tube is constrained by the outer concrete. Buckling does not occur under the core column, which can give full play to its light weight and high strength characteristics, and at the same time provide good constraints on the concrete inside the core column 3 . The cross-sectional form of the composite column 1 can be square, of course, it can also be rectangular and T-shaped, wherein the T-shape is shown in Figure 14, and the core column 3 in this embodiment is a circular steel pipe concrete column. Set up shear keys to resist concrete slippage around the steel pipe or FRP pipe. High-strength or ultra-high-strength concrete can be used in the core column 3, and conventional concrete can also be used like the outside, which can greatly improve the axial compression performance of the core column 3. In this embodiment, conventional concrete is used; HRB400 or HRB500 grades are used. In order to prevent the exposed longitudinal reinforcement from being damaged after the local concrete on the column surface is artificially peeled off, the longitudinal reinforcement does not use non-metallic FRP reinforcement. In order to ensure good bonding between the core steel pipe and the concrete of the reinforced concrete column, studs are arranged at a certain distance around the outer surface of the core steel pipe. The core column 3 can also be prefabricated and then installed on site to shorten the construction period.

As shown in Fig. 2, Fig. 3, Fig. 4, and Fig. 5, the cross-section of the composite beam 2 is rectangular, and the steel frame 4 is H-shaped steel, which is arranged in the tension area of the beam in the form of broken lines, and is arranged asymmetrically in the cross-section. Different from the arrangement of steel in conventional steel concrete members, the H-shaped steel at the mid-span is located at the lower part of the beam, and the H-shaped steel at the support is located at the upper part of the beam. The concrete at the edge of the nip reaches the ultimate compressive strain to give full play to the maximum energy efficiency of the steel. The asymmetrically arranged H-shaped steel in the beam occupies a small space, and the connection with the core column 3 at the node is more matched. A shear key to resist concrete slippage is set at the upper and lower flanges of the H-shaped steel. The prestressed tendons 7 are arranged in the composite beam 2. There are two forms of arrangement between the prestressed tendons 7 and the built-in H-shaped steel: associated and non-associated. The arrangement of the prestressed tendons 7 in the associated form includes curved and broken lines. Rib 7 passes through the steel frame 4 or the stiffener in the plastic bone. Refer to Fig. 6 for the curved type and Fig. 7 for the broken line type. The protruding transverse stiffeners 5 are arranged at a certain distance on the H-shaped steel in the beam. Holes 10 are opened at appropriate positions on the ribs 5 as positioning parts for the prestressed tendons 7, which can be used to locate the prestressed tendons 7 during construction, thereby facilitating the construction of the prestressed tendons 7. The layout of the prestressed tendons 7 in the non-associated form adopts a curved shape, as shown in Figure 2, this embodiment is a non-associated arrangement, and the prestressed tendons 7 are arranged outside the steel frame 4, which can generate uniformly distributed reaction force to offset part of the The external load, like the layout of ordinary prestressed concrete beams, requires on-site positioning of the prestressed tendons 7 and is not constrained and affected by the stiffeners 5 . The transverse stiffener 5 arranged on the H-shaped steel in the beam can not only be used as a positioning part for the prestressed tendons 7, but also ensure the stability of the H-shaped steel. The stiffener 5 also plays a connecting role at the joint of the H-shaped steel.

The composite beam of the present invention can also adopt plastic bone, and the plastic bone can adopt H-shaped plastic bone composed of FRP plate and FRP transverse stiffener, and the prestressed tendons 7 in the beam can be low-relaxation steel strands or prestressed FRP tendons.

The present invention can open circular, hexagonal or octagonal holes 10 on the H-shaped steel or plastic bone web in the beam to make a honeycomb-shaped broken line beam, which can reduce the self-weight of the beam. Figure 18 is a hexagonal hole 10. Schematic diagram of a honeycomb polyline beam with holes.

The concrete in the composite beam of the present invention is poured in two layers, the bottom layer is poured with conventional concrete, and the upper layer is poured with high-strength concrete to form a different-strength concrete composite beam.

Broken-line H-shaped steel or plastic bone can be prefabricated in the factory, and H-shaped steel is installed on site using a hybrid connection method of welding and bolts. The splicing method of the built-in steel straight section is shown in Figure 16, and the splicing method of the broken line section is shown in Figure 17. H-shaped plastic bone On-site installation uses a hybrid connection method of bonding and bolting.

The construction method of this embodiment:

First, make the foundation of all frame composite columns 1 according to the design, and at the same time, securely anchor the steel pipe or plastic pipe in the core column 3 and the longitudinal reinforcement of the reinforced concrete column in the foundation, bind the stirrups of the reinforced concrete column, and bind all the frame columns After completion, pour the concrete of the core column and the reinforced concrete column to reach the design height of the ground floor.

For splicing steel pipes or plastic pipes in the core column, in order to maintain the continuous integrity of the steel pipes or plastic pipes at the joints, splicing at the joints of beams and columns should be avoided. Splicing within the range of -1/3 is enough to ensure integrity, and at the same time, the bending moment on the column in this range is small, which is suitable for splicing.

Transport the H-shaped steel or FRP plastic bone in the beam prefabricated in the factory to the site, first connect the steel bone 4 or plastic bone at the end of the beam and the steel pipe or plastic pipe in the core column 3 reliably through the double-half snap ring connector 6, and then Assembling the remaining steel frame 4 or plastic bone one after another, if the steel frame 4 or plastic bone of the whole beam is spliced and then connected with the core column 3, it will bring great trouble to the construction, and the ends are not easy to connect. Then install the transverse stiffener 5 at the designated designed position. If the prestressed tendon 7 and the steel frame 4 or the plastic bone are arranged in an associated form, the protruding stiffener 6 is used, and holes must be opened in advance, and all stiffeners The center line of the hole on the rib 5 is consistent with the shape of the prestressed tendon (curve or broken line); if a non-associated arrangement is adopted, the stiffener 5 only plays the role of overall stability, without protruding or opening holes on it . Then arrange the prestressed tendons 7 and their supporting devices, arrange the longitudinal reinforcement in the beam after binding and positioning, bind the stirrups in the middle of the beam and the joints, then pour concrete into the beam and column, and after the curing reaches a certain strength, stretch and anchor the prestressed tendons, and remove the formwork After that, the first-level frame system is formed.

The built-in asymmetric steel/FRP prestressed concrete composite beam 2 can use different-strength concrete composite beams. The concrete in the beam is poured in two layers, the bottom layer is poured with conventional concrete, and the upper layer is poured with high-strength concrete. 2. Within the range of the positive bending moment in the mid-span, the compression area is high-strength concrete, and the tension area is low-strength concrete, which can greatly improve the bearing capacity of the composite beam; 7. Tensioning and anchoring are just located in the upper part, which can increase the ability of the concrete to resist local compression.

Then the frame system of other layers is successively constructed until the top layer, and the top layer core column 3 protrudes a certain distance from the top layer to ensure that the top layer core column 3 can fully bear the effect of tension and compression internal force.

Example 2:

This composite column composite beam frame with built-in tube high-strength concrete core column has a built-in asymmetrical steel or plastic bone prestressed concrete composite beam 2, a reinforced concrete composite column 1 with a built-in core column 3, and the composite beam 2 is horizontally arranged on the composite beam. Between the columns 1, the two are connected by nodes at the intersection; the core column 3 is a steel tube concrete column or FRP tube concrete column; the core column 3 is placed in a reinforced concrete column; the cross-section of the composite beam 2 is rectangular, and the steel frame 4 or The plastic bone is H-shaped, the steel frame 4 or plastic bone is provided with transverse stiffeners 5, the steel frame 4 or plastic bone is located at the lower part of the composite beam 2 at the mid-span, and the steel frame 4 or plastic bone at the support is located at the upper part of the composite beam 2 , the prestressed tendons 7 are set in the composite beam 2 along the length direction; the prestressed tendons 7 pass through the two sides of the core column 3 at the beam-column joints, and are stretched and anchored at the composite column ends. The H-shaped steel frame in the composite beam 2 Or the plastic bone is connected with the steel pipe or the plastic pipe in the stem 3.

In this embodiment, high-strength concrete is poured into the core column 3 of the composite column, and the reinforced concrete column adopts conventional concrete to form a composite column of different strength concrete, which can further improve the axial compression performance of the column. Under the same external force, the cross-section of this type of column can be made Smaller size.

The construction method of this embodiment:

First, make the foundation of all frame composite columns 2 according to the design, and at the same time, securely anchor the steel pipe or plastic pipe in the core column 3 and the longitudinal reinforcement of the reinforced concrete column in the foundation, splice the steel pipe or plastic pipe, and connect the longitudinal reinforcement of the reinforced concrete column , binding stirrups, support formwork.

Since the concrete of the core column and the outer reinforced column is different, in order to avoid pouring confusion, the construction method of pouring the core column first and then pouring the reinforced concrete column concrete is adopted. The concrete pouring position of the core column 3 is not controlled, while the concrete of the outer reinforced concrete column The pouring needs to reach the designed height, which must be less than the level of the bottom of the beam on the first floor.

For splicing steel pipes or plastic pipes in the core column, in order to maintain the continuous integrity of the steel pipes or plastic pipes at the joints, splicing at the joints of beams and columns should be avoided. Splicing within the range of -1/3 is enough to ensure integrity, and at the same time, the bending moment on the column in this range is small, which is suitable for splicing. Then pour the core column 3 high-strength concrete.

Transport the H-shaped steel or FRP plastic bone in the beam prefabricated in the factory to the site, first connect the steel bone 4 or plastic bone at the end of the beam and the steel pipe or plastic pipe in the core column 3 reliably through the double-half snap ring connector 6, and then Assembling the remaining steel frame 4 or plastic bone one after another, if the steel frame 4 or plastic bone of the whole beam is spliced and then connected with the core column 3, it will bring great trouble to the construction, and the ends are not easy to connect. After the steel frame 4 or plastic bone is well connected with the steel tube or plastic tube in the core column 3 and the splicing is completed, install the transverse stiffener 5 at the designated position on the beam. Adopt the associated layout form, use the protruding stiffener 5, and open holes in advance, and keep the center line of the opening on all stiffeners 5 consistent with the linear shape (curve or broken line) of the prestressed tendons; if a non-associated arrangement is adopted form, the stiffener 5 only plays the role of overall stability, without protruding or opening holes thereon. Then arrange the prestressed tendons 7 and their supporting devices, and arrange the longitudinal tendons in the beam after binding and positioning. At the same time, the longitudinal bars and stirrups of the reinforced concrete columns, the stirrups in the middle of the beam and the joints are bound, and then the concrete is poured. After the curing reaches a certain strength, the prestressed tendons are stretched and anchored, and the first-floor frame system is formed after the formwork is removed.

Then follow the above construction sequence to construct the frame system of other layers successively until the top layer, and the top layer core column 3 protrudes a certain distance from the top layer to ensure that the top layer core column 3 can fully bear the effect of tension and compression internal force.

Example 3:

This composite column composite beam frame with built-in tube high-strength concrete core column has a built-in asymmetrical steel or plastic bone prestressed concrete composite beam 2, a reinforced concrete composite column 1 with a built-in core column 3, and the composite beam 2 is horizontally arranged on the composite beam. Between the columns 1, the two are connected by nodes at the intersection; the core column 3 is a steel tube concrete column or FRP tube concrete column; the core column 3 is placed in a reinforced concrete column; the cross-section of the composite beam 2 is rectangular, and the built-in steel frame 4 or the plastic bone is H-shaped, the steel frame 4 or the plastic bone is provided with transverse stiffeners 5, the steel frame 4 or plastic bone is located at the lower part of the composite beam 2 at the mid-span, and the steel frame 4 or plastic bone is located at the composite beam 2 at the support The prestressed tendons 7 are arranged in the composite beam 2 along the length direction; the prestressed tendons 7 pass through both sides of the core column 3 at the beam-column joints, and are tensioned and anchored at the composite column ends. The H-shaped steel in the composite beam Or the plastic bone and the stem 3 are fixedly connected through the double-half clasp connector 6 .

In this embodiment, the core column of the composite column is prefabricated in the factory, and the core column 3 is segment by segment, which is connected into a whole through the connecting terminal 8 to form a prefabricated and assembled integral composite column, which can be connected on site to shorten the construction period. The connection terminal 8 is composed of a connecting plate and an anchor bolt 11. The anchor bolt 11 is arranged on the lower surface of the connecting plate, and the connecting plate is provided with bolt holes for installation. A hole 9 of stone concrete is installed on the upper end of a section of core column 3, and a kind of hole is not filled with fine stone concrete, which is installed on the lower end of one section of core column 3.

Present embodiment construction method is as follows:

First, complete the foundation of all frame composite columns according to the design, and at the same time, securely anchor the steel pipe or plastic pipe in the core column 3 and the outer longitudinal reinforcement in the foundation, splice the steel pipe or plastic pipe to 1/2 of the elevation of the bottom column, and start pouring The high-strength concrete reaches 1/2 of the elevation of the bottom column. At the same time, the anchor bolt 11 at the connecting end of the core column is reliably anchored in the high-strength concrete. The pipe and the connecting end are welded or glued. The connecting end 8 of the core column is formed by a steel plate or an FRP plate with an anchor bolt 11, with a hole 9 in the center and bolt holes around it, and the anchor bolt 11 is made of a steel threaded bolt or an FRP threaded bolt.

Then connect the longitudinal bars of the reinforced concrete columns, tie the stirrups of the reinforced concrete columns to form the steel cage of the reinforced concrete columns, and after all the combined columns 1 are bound, start pouring the concrete of the reinforced concrete columns to reach the design height of the bottom layer, that is, the bottom layer column 1/2 of the elevation.

Prefabricate the core column 3, blank the steel pipe or plastic pipe, connect the non-perforated core column connection end 8 with the steel pipe or plastic pipe to stand upright, pour high-strength concrete, and at the same time connect the perforated core column connection end anchor bolt 11 Reliable anchoring in high-strength concrete, filling the steel pipe or plastic pipe with fine stone concrete through the opening of the end, welding or pasting the steel pipe or plastic pipe to the connecting end, and curing to form a prefabricated core column 3.

Splice the core column 3 after transportation to the site, and connect the prefabricated core column 3 by bolts. The joints can be spliced within 1/2-1/3 of the second-floor column to ensure the integrity. At the same time, the bending moment on the column in this range is small, which is suitable for splicing.

At the node, a double-half snap ring connector 6 is installed on the prefabricated core column, so as to facilitate subsequent connection with the steel bone 4 or plastic bone in the beam.

Transport the H-shaped steel or FRP plastic bone in the beam prefabricated in the factory to the site, firstly connect the steel bone 4 or plastic bone at the end of the beam to the double-half snap ring connector 6 on the core column reliably, and then assemble the remaining steel bone successively 4 or the plastic bone, if the steel frame 4 of the whole beam or the plastic bone is spliced and then connected with the core column 3, it will bring great trouble to the construction, and the ends are not easy to connect. After the steel frame 4 or plastic bone is well connected with the double-half clasp connector 6 on the core column and the splicing is completed, install the transverse stiffener 5 at the designated position on the beam. The associated layout is adopted, and the protruding stiffener 5 is used, and holes must be opened in advance, and the center connection line of the opening on all stiffeners 5 is consistent with the linear shape (curve or broken line) of the prestressed tendon; if non-associated The arrangement form of the structure, the stiffener 5 only plays the role of overall stability, without protruding or opening holes thereon. Then arrange the prestressed tendons 7 and their supporting devices, arrange the longitudinal bars in the beam after binding and positioning, and at the same time bind the longitudinal bars and stirrups of the reinforced concrete columns outside the prefabricated core column and the stirrups at the joints, then pour concrete, and after the curing reaches a certain strength , tension and anchor the prestressed tendons, and form the first-floor frame system after demolition.

Then follow the above construction sequence to construct the frame system of other layers successively until the top layer, and the top layer core column 3 protrudes a certain distance from the top layer to ensure that the top layer core column 3 can fully bear the effect of tension and compression internal force.

Claims (9)

1. the coupled column assembled beam frame of a built-in pipe high-strength concrete stem stem, it is characterized in that: the coupled column assembled beam frame of this built-in pipe high-strength concrete stem stem has built-in asymmetrical reinforcing bar or moulds the armored concrete coupled column (1) of bone prestressed concrete compound beam (2), built-in stem stem (3), compound beam (2) is horizontally set between coupled column (1), and the two adopts node to connect in intersection; Stem stem (3) is steel core concrete column or FRP pipe concrete column, and stem stem (3) outer wall arranges the shear connector of anti-concrete slippage, and stem stem (3) is placed in armored concrete post; Compound beam (2) section form is rectangle, built-in reinforcing bar (4) or to mould bone be H type, reinforcing bar (4) or mould bone transverse stiffener (5) is set, span centre place reinforcing bar (4) or mould the position of bone in the bottom of compound beam (2), bearing place reinforcing bar (4) or mould the position of bone in the top of compound beam (2), presstressed reinforcing steel (7) is arranged in compound beam (2) along its length; Bean column node place presstressed reinforcing steel (7) passes from the both sides of stem stem (3), in combination styletable stretch-draw and anchoring, and the H shaped steel in compound beam or mould bone and be fixedly connected with by pair half snap ring connectors (6) with stem stem (3).

2. the coupled column assembled beam frame of built-in pipe high-strength concrete stem stem according to claim 1, it is characterized in that: in the stem stem (3) of described coupled column, build high-strength concrete, armored concrete post adopts conventional concrete, forms special strong concrete coupled column.

3. the coupled column assembled beam frame of built-in pipe high-strength concrete stem stem according to claim 2, it is characterized in that: the H shaped steel in described compound beam (2) or mould bone and adopt honeycomb type polygonal beam, at compound beam (2) H shaped steel or mould on the web between bone transverse stiffener (5) and punch (10), cross section, hole is circle or hexagon or octagon.

4. according to the coupled column assembled beam frame of the built-in pipe high-strength concrete stem stem described in claim 1 or 2 or 3, it is characterized in that: the arrangement form of described presstressed reinforcing steel (7) in compound beam is shaped form or broken line type, presstressed reinforcing steel (7) is at reinforcing bar (4) or mould on the stiffening rib in bone and pass, presstressed reinforcing steel (7) and reinforcing bar (4) or to mould bone be correlation form.

5. according to the coupled column assembled beam frame of the built-in pipe high-strength concrete stem stem described in claim 1 or 2 or 3, it is characterized in that: the arrangement form of described presstressed reinforcing steel (7) in compound beam (2) is shaped form, presstressed reinforcing steel (7) is arranged in outside reinforcing bar (4), presstressed reinforcing steel (7) and reinforcing bar (4) or to mould bone be dereferenced form.

6. according to the coupled column assembled beam frame of the built-in pipe high-strength concrete stem stem described in claim 1 or 2 or 3, it is characterized in that: in described compound beam (2), concrete divides two-layer building, bottom is built conventional concrete, and high-strength concrete is built on upper strata, forms special strong concrete compound beam.

7. a construction method for the coupled column assembled beam frame of built-in pipe high-strength concrete stem stem claimed in claim 1, is characterized in that: the construction method of the coupled column assembled beam frame of this built-in pipe high-strength concrete stem stem:

First carry out the basis of all frame set zygostyles by design, simultaneously by the steel pipe in stem stem (3) or mould pipe and armored concrete post longitudinal reinforcement be reliably anchored in basis, the stirrup of colligation armored concrete post, after all frame column colligations, the concrete of building stem stem and armored concrete post reaches the design height of bottom;

To stem stem (3) steel pipe or mould pipe and splice, steel pipe or mould pipe through node splicing within the scope of the high 1/2-1/3 of two layers of post;

H shaped steel or FRP in the good beam of prefabrication are moulded to bone and be transported to scene, first the reinforcing bar of beam-ends (4) or mould bone with steel pipe in stem stem (3) or mould to manage by pair half snap ring connectors (6) and be reliably connected, then at the reinforcing bar of assembled remainder (4) successively or mould bone; Then in the good position of specified design, transverse stiffener (5) is installed, if presstressed reinforcing steel (7) and reinforcing bar (4) or mould and between bone, adopt associated arrangement form, adopt the stiffening rib (5) of evagination, on it, to punch in advance, the hole line of centres on all stiffening ribs (5) and presstressed reinforcing steel is linear is consistent; If adopt the arrangement form of dereferenced, stiffening rib (5) also need not punch thereon without evagination, only plays the effect of monolithic stability; Then arrangement prestress muscle (7) and corollary apparatus thereof, arranges vertical muscle in beam behind colligation location, in colligation beam and the stirrup of Nodes, and then beam column concreting, after maintenance, stretch-draw and anchoring prestress muscle, form first floor frame system after form removal;

When compound beam is special strong concrete compound beam, in beam, concrete divides 2 layers to build, and bottom is built conventional concrete, and high-strength concrete is built on upper strata, and the high-strength concrete on beam top may extend into Nodes, and presstressed reinforcing steel (7) stretch-draw and anchoring are positioned at top just;

Then construct the successively frame system of other layers, until top layer, top layer stem stem (3) stretches out the certain distance of top layer, guarantees that top layer stem stem (3) can fully bear the effect of tension and compression internal force.

8. a construction method for the coupled column assembled beam frame of built-in pipe high-strength concrete stem stem claimed in claim 2, is characterized in that: the construction method of the coupled column assembled beam frame of this built-in pipe high-strength concrete stem stem:

First carry out the basis of all frame set zygostyles by design, by the steel pipe in stem stem (3) or mould pipe and armored concrete post longitudinal reinforcement is reliably anchored in basis, splicing steel pipe or mould pipe, connects the vertical muscle of armored concrete post simultaneously, colligation stirrup, formwork supporting plate;

First build stem stem after-pouring armored concrete post concrete, stem stem (3) concreting position is uncontrolled, and the concreting of armored concrete post need reach the height designing, and this height need be less than one deck bottom elevation;

To stem stem (3) steel pipe or mould pipe and splice, steel pipe or mould pipe through node splicing within the scope of the high 1/2-1/3 of two layers of post, then builds stem stem (3) high-strength concrete;

H shaped steel or FRP in the good beam of prefabrication are moulded to bone and be transported to scene, first the reinforcing bar of beam-ends (4) or mould bone with steel pipe in stem stem (3) or mould to manage by pair half snap ring connectors (6) and be reliably connected, then at the reinforcing bar of assembled remainder (4) successively or mould bone; Reinforcing bar (4) or mould bone and steel pipe in stem stem or mould pipe is connected intact and splice after, transverse stiffener (5) is installed in the position that specified design is good on beam, if presstressed reinforcing steel (7) and reinforcing bar (4) or mould and between bone, adopt associated arrangement form, adopt the stiffening rib (5) of evagination, and on to punch in advance, the hole line of centres on all stiffening ribs (5) and presstressed reinforcing steel is linear is consistent; If adopt the arrangement form of dereferenced, stiffening rib (5) also need not punch thereon without evagination, only plays the effect of monolithic stability; Then arrangement prestress muscle (7) and corollary apparatus thereof, arranges vertical muscle in beam behind colligation location; Simultaneously in the vertical muscle of colligation armored concrete post and stirrup, beam and the stirrup of Nodes, then concreting, after maintenance, stretch-draw and anchoring prestress muscle, form first floor frame system after form removal;

While adopting special strong concrete compound beam, in beam, concrete divides 2 layers to build, and bottom is built conventional concrete, and high-strength concrete is built on upper strata, and the high-strength concrete on beam top may extend into Nodes, and presstressed reinforcing steel (7) stretch-draw and anchoring are positioned at top just;

Then according to construct the successively frame system of other layers of above-mentioned sequence of construction, until top layer, top layer stem stem (3) stretches out the certain distance of top layer, guarantees that top layer stem stem (3) can fully bear the effect of tension and compression internal force.

9. a construction method for the coupled column assembled beam frame of built-in pipe high-strength concrete stem stem claimed in claim 2, is characterized in that: the construction method of the coupled column assembled beam frame of this built-in pipe high-strength concrete stem stem:

First carry out the basis of all frame set zygostyles by design, simultaneously by the steel pipe in stem stem (3) or mould pipe and armored concrete post longitudinal reinforcement be reliably anchored in basis, splice steel pipe or mould 1/2 place of pipe to bottom column absolute altitude, start to build 1/2 place of high-strength concrete to bottom column absolute altitude, stem stem connection end crab-bolt (11) is reliably anchored in high-strength concrete simultaneously, by termination perforate fill with pea gravel concreten by steel pipe or mould pipe inner fill closely knit, steel pipe or mould pipe and weld or paste with connection end; Stem stem connection end (8) is formed by the steel plate with crab-bolt (11) or FRP plate, center perforate (9), and surrounding is accomplished fluently bolt hole, and crab-bolt (11) is made up of steel threaded bolt or FRP threaded bolt;

Then connect the vertical muscle of armored concrete post, colligation armored concrete column tie-bar, forms armored concrete post reinforcing cage, and after all frame column colligations, the concrete that starts to build armored concrete post reaches the design height of bottom, i.e. 1/2 place of bottom column absolute altitude;

Prefabricated core column (3), to steel pipe or mould pipe blanking, by the stem stem connection end (8) of not perforate and steel pipe or mould pipe and be connected and erect, build high-strength concrete, the stem stem connection end crab-bolt (11) of perforate is reliably anchored in high-strength concrete simultaneously, by termination perforate fill with pea gravel concreten by steel pipe or mould pipe inner fill closely knit, steel pipe or mould pipe and weld or paste with connection end, maintenance forms prefabricated core column (3);

Splice stem stem (3) at the scene of being transported to, and prefabricated core column (3) is bolted, and stem stem (3) splices within the scope of the 1/2-1/3 of two layers of post through node;

Nodes is installed two half snap ring connectors (6) prefabricated core column (3) is upper, is convenient to afterwards with reinforcing bar (4) in beam or moulds bone be connected;

H shaped steel or FRP in the good beam of prefabrication are moulded to bone and be transported to scene, first the reinforcing bar of beam-ends (4) or mould bone and be reliably connected with pair half snap ring connectors (6) on stem stem, then at the reinforcing bar of assembled remainder (4) successively or mould bone; Reinforcing bar (4) or mould bone and after two half snap ring connectors (6) are connected intact and splicing on stem stem, transverse stiffener (5) is installed in the position that specified design is good on beam, if presstressed reinforcing steel (7) and reinforcing bar or mould and between bone, adopt associated arrangement form, adopt the stiffening rib (5) of evagination, and on to punch in advance, the hole line of centres on all stiffening ribs and presstressed reinforcing steel is linear is consistent; If adopt the arrangement form of dereferenced, stiffening rib (5) also need not punch thereon without evagination, only plays the effect of monolithic stability;

Then arrangement prestress muscle (7) and corollary apparatus thereof, behind colligation location, arrange vertical muscle in beam, the vertical muscle of armored concrete post and the stirrup of stirrup and Nodes outside the prefabricated core column of colligation simultaneously, then concreting, after maintenance, stretch-draw and anchoring prestress muscle, form first floor frame system after form removal;

When compound beam (2) adopts special strong concrete compound beam, in beam, concrete divides 2 layers to build, and bottom is built conventional concrete, and high-strength concrete is built on upper strata, and the high-strength concrete on beam top may extend into Nodes, and tension of prestressed tendon and anchoring are positioned at top just;

Then according to construct the successively frame system of other layers of above-mentioned sequence of construction, until top layer, top layer stem stem (3) stretches out the certain distance of top layer, guarantees that top layer stem stem (3) can fully bear the effect of tension and compression internal force.