Self-prestressed steel beam with local constraint, dry type connecting frame structure, beam slab system and construction method

Abstract

The invention discloses a self-prestressed steel beam with local constraint, a dry-type connecting frame structure, a beam slab system and a construction method.The self-prestressed steel beam is formed by connecting I-shaped steel I and I-shaped steel II in a staggered mode, and the inner surface of a lower flange of the I-shaped steel I and the inner surface of an upper flange of the I-shaped steel II are each provided with a row of studs on the two sides of a web in a welded mode; longitudinal steel bars are bound on the studs, prefabricated high-strength concrete is poured into a formwork in the flanges, webs of the first I-shaped steel and webs of the second I-shaped steel are in dry connection through connecting plates and high-strength bolts, and the self-prestressed steel beams and the prefabricated reinforced concrete columns are connected to form a truss frame. Two frames are connected through a prefabricated composite beam to form a frame beam-column system, a self-resetting device and a friction energy dissipation device are arranged at a beam-column joint, and a beam-slab system is obtained by combining a prefabricated double-T-shaped composite floor slab and a dry-type connecting frame structure, so that the problems of low anti-seismic property, difficulty in repairing after an earthquake and the like existing in traditional dry-type connection can be solved; and the structural integrity is improved.

Description

Technical Field

[0001] The present invention belongs to the field of building technology, relates to an assembled structure, and particularly relates to a self-prestressed steel beam with local constraints, a dry-type connection frame structure, a beam-slab system and a construction method. Background Art

[0002] Prefabricated frame structures have the advantages of low cost, short construction period, and almost no wet work on site. The connection method between prefabricated beams and columns of prefabricated buildings directly determines the seismic performance of the overall structure. In prefabricated frame buildings, the connection methods between prefabricated beam and column components are divided into dry connection and wet connection according to different on-site construction methods. Among them, wet connection is to connect the components by post-casting concrete on site. Its concept is the same as that of traditional cast-in-place structure. The amount of wet work on site is large, which cannot fully reflect the simplicity and convenience of prefabricated building construction. The internal components are poorly replaceable and removable, and the cost is high. Dry connection is mainly divided into bolt connection and welding. Bolt connection components generally do not extend out of the steel bar, which is convenient for automated production line production, convenient transportation, installation without steel bar binding, concrete pouring and other wet operations, and fast construction speed. However, its scope of application is narrow, and it is only applicable to multi-story buildings with non-seismic or low seismic fortification. The residual deformation of the structure is large under the action of earthquake, and it is not easy to repair. Summary of the invention

[0003] In order to overcome the shortcomings of the above-mentioned prior art, the purpose of the present invention is to provide a self-prestressed steel beam with local constraints, a dry-type connection frame structure, a beam-slab system and a construction method, so as to solve the problems of low seismic performance and difficult post-earthquake repair of traditional dry connections and improve their structural integrity.

[0004] In order to achieve the above object, the technical solution adopted by the present invention is:

[0005] In a first aspect of the present invention, there is provided a self-prestressed steel beam with local constraints, which is composed of an I-beam 1 and an I-beam 2 which are staggered and connected, and the I-beam 1 is located at both ends;

[0006] A row of bolts is welded on both sides of the web of the lower flange of the I-beam steel, and a longitudinal steel bar is tied to each row of bolts. A precast high-strength concrete with a spacing from the upper flange is cast inside the lower flange, and bolt holes are reserved at both ends of the web of the I-beam steel.

[0007] The inner surface of the upper flange of the second I-beam steel is welded with two rows of bolts on both sides of the web, and a longitudinal steel bar is tied to each row of the two bolts. A prefabricated high-strength concrete with a spacing from the lower flange is cast inside the upper flange, and bolt holes are reserved at both ends of the web of the second I-beam steel;

[0008] A portion of the end of the web of the I-beam 1 is dry-connected with the web of the I-beam 2 through a connecting plate 1 and a high-strength bolt 1 via corresponding reserved bolt holes to obtain a self-prestressed steel beam, wherein a longitudinal elliptical long hole is provided at one end of the I-beam 1 that is not connected to the I-beam 2.

[0009] In one embodiment, a transverse opening stiffening rib 1 and a transverse opening stiffening rib 2 are welded at the web of the I-beam 1, the transverse opening stiffening rib 1 is reserved with three circular holes, the transverse opening stiffening rib 2 is reserved with one circular hole, and the circular holes of the transverse opening stiffening rib 2 and one of the circular holes of the transverse opening stiffening rib 1 are used to pass the longitudinal steel bar 1;

[0010] A transverse opening stiffening rib three is welded at the web of the second I-beam steel, and the transverse opening stiffening rib three has a circular hole for passing the second longitudinal steel bar.

[0011] In one embodiment, the height of the I-beam 2 is smaller than that of the I-beam 1, the upper flange is flush, a part of the web end of the I-beam 1 is dry-connected with the web of the I-beam 2 through a connecting plate 1 and a high-strength bolt 1 via reserved bolt holes, and a triangular connecting plate 2 is welded between the outer surface of the lower flange of the I-beam 2 and the other part of the web end of the I-beam 1.

[0012] The second aspect of the present invention provides a dry-connected frame structure, which is assembled from prefabricated reinforced concrete columns and the self-prestressed steel beams described in the first aspect, wherein the self-prestressed steel beams are connected to the prefabricated reinforced concrete columns to form a frame, and the two frames are connected by prefabricated composite beams to form a frame beam-column system, wherein self-resetting devices and friction energy dissipation devices are arranged at the beam-column nodes.

[0013] In one embodiment, an overhanging connecting plate is arranged on one side of the top of the prefabricated reinforced concrete column close to the self-prestressed steel beam, and a brass friction plate is arranged on one side or both sides of the web plate at the end of the self-prestressed steel beam; the reinforced concrete column and the self-prestressed steel beam are connected by a high-strength bolt passing through the brass friction plate, the overhanging connecting plate and the elliptical long hole on the I-beam;

[0014] and / or,

[0015] An extended connecting plate is arranged on the opposite side of the prefabricated reinforced concrete columns of the two frames, a brass friction plate is arranged on one or both sides of the web plate at the end of the prefabricated composite beam, and a longitudinal elliptical long hole is arranged at the end of the web plate of the prefabricated composite beam; the reinforced concrete column and the prefabricated composite beam are connected by high-strength bolts passing through the brass friction plate, the extended connecting plate and the elliptical long hole on the prefabricated composite beam;

[0016] The brass friction plate cooperates with the outwardly extending connecting plate and the I-shaped steel to form a friction energy dissipation device.

[0017] In one embodiment, the prefabricated composite beam adopts I-shaped steel, and a row of bolts four are welded on the inner surface of the lower flange on both sides of the web, and a longitudinal steel bar four is tied to each row of bolts four, and a prefabricated high-strength concrete four with a spacing from the upper flange is cast in the lower flange; transverse opening stiffening ribs five and six transverse opening stiffening ribs are welded at the web, and three circular holes are reserved for the transverse opening stiffening rib five, and one circular hole is reserved for the transverse opening stiffening rib six, and the circular holes of the transverse opening stiffening rib six and one of the circular holes of the transverse opening stiffening rib five are used to pass the longitudinal steel bar four;

[0018] Anchoring unbonded prestressed tendons between the precast reinforced concrete column and the transverse opening stiffening rib to form a self-resetting device; and / or,

[0019] The unbonded prestressed tendons are anchored by anchors between the precast reinforced concrete column and the transverse opening stiffening rib five to form a self-resetting device.

[0020] A third aspect of the present invention provides a beam-slab system, comprising a prefabricated double T-shaped composite floor slab and the dry-type connection frame structure described in the second aspect.

[0021] In one embodiment, the prefabricated double T-shaped composite floor slab comprises an I-shaped steel 3, a double-sided double-layer steel mesh and a slab surface concrete. After the I-shaped steel 3 and the double-sided double-layer steel mesh are connected by wire binding, a formwork is supported, and the slab surface concrete is poured. After the curing reaches a certain degree, the prefabricated double T-shaped composite floor slab is formed;

[0022] A row of bolts three are welded on the inner and outer surfaces of the upper flange of the I-beam three on both sides of the web, a longitudinal steel bar three is tied to each row of bolts three, and precast high-strength concrete three with a spacing from the lower flange is cast in the upper flange, and a transverse open hole stiffening rib four is welded on the web of the I-beam two, and the transverse open hole stiffening rib four has a circular hole for passing the longitudinal steel bar three.

[0023] The end of the I-beam three is welded to the transverse opening stiffening rib one and / or the transverse opening stiffening rib two, and the plates are spliced ​​with a close splicing technology.

[0024] A fourth aspect of the present invention provides a construction method of the beam-slab system according to the third aspect, comprising the following steps:

[0025] S1, in the factory, complete the production of various parts of the self-prestressed steel beam, prefabricated reinforced concrete columns and prefabricated double T-shaped composite floor slabs, and initially connect the I-shaped steel beams at both ends of the self-prestressed steel beams with the prefabricated reinforced concrete columns by the friction energy dissipation device and then transport them to the site;

[0026] S2, on site, connect the parts of the self-prestressed steel beam to the I-shaped steel beams at both ends on the horizontal ground through high-strength bolts, and after installing the prefabricated reinforced concrete column, hoist the self-prestressed steel beam and the prefabricated composite beam to the predetermined position between the two columns, and connect the beams and columns through high-strength bolts;

[0027] S3, where a self-resetting device is arranged at the beam-column node;

[0028] S4, weld the ends of the two ribs of the prefabricated double T-shaped composite floor slab to the self-prestressed steel beam, and use the close-fitting technology between the slabs to complete the on-site assembly.

[0029] In one embodiment, the prefabricated double T-shaped composite floor comprises three I-shaped steels, and S4 aligns and welds the ends of the three I-shaped steels with the transverse opening stiffening ribs at the web of the self-prestressed steel beam; wherein each I-shaped steel is prepared by the following method:

[0030] Weld the transverse opening stiffening ribs to both sides of the I-shaped steel web, weld the studs to the inner surface of the lower flange of the I-shaped steel, pass the longitudinal steel bars through the circular holes on the transverse opening stiffening ribs, and tie them to the studs on the inner surface of the lower flange of the I-shaped steel with wires;

[0031] After applying load to the I-beam to cause a certain deformation, high-strength concrete is poured into the formwork inside its lower flange;

[0032] When the curing reaches a certain degree, unload and remove the mold;

[0033] After the formwork is removed, bolt holes and elliptical long holes are opened on the web to form an I-shaped steel.

[0034] After demoulding, the mold is turned 180 degrees, so that the precast high-strength concrete of the lower flange becomes the precast high-strength concrete of the upper flange, and bolt holes are opened at the web to form I-beam II;

[0035] After demolding, two rows of studs are welded on the outer surface of the lower flange, and then flipped 180° to change the precast high-strength concrete and studs of the lower flange into the precast high-strength concrete and studs of the upper flange to form an I-beam three.

[0036] Compared with the prior art, the self-prestressed steel beam with local constraints of the present invention has the following beneficial effects:

[0037] 1. The pre-bending effect is significant.

[0038] Compared with the traditional construction method of pre-bent steel composite beams, the present invention does not need to prepare steel with special arch, and ordinary I-shaped steel can be used. In the construction process, the ordinary I-shaped steel can be pre-bent by applying corresponding vertical loads according to the required pre-bending stress, which saves construction costs. Compared with the design difficulties of traditional composite beams that require pre-arched steel beams, the present invention is simpler and more convenient.

[0039] 2. Good stress-bearing performance.

[0040] The present invention casts precast high-strength concrete on the steel flange, thereby improving the rigidity and bending bearing capacity of the beam. The use of internal bolts and longitudinal steel bars in the steel flange increases the bonding between the steel and the precast high-strength concrete. At the same time, the steel flange is constrained by the precast high-strength concrete, which can avoid the problem of steel buckling under compression. In addition, the precast high-strength concrete is prestressed after the pre-bent steel is unloaded, thereby improving the bending bearing capacity of the steel beam. According to the fact that the ends of the beam are negative bending moments and the mid-span is positive bending moments when the two ends of the beam are just bent, the present invention places the pre-bent I-shaped steel beam upright so that the pre-cast high-strength concrete becomes a composite beam in the shear zone under compression, and places the pre-bent I-shaped steel beam inverted so that the pre-cast high-strength concrete becomes a composite beam in the upper flange under compression, thereby giving full play to the material characteristics of steel and concrete.

[0041] Compared with the prior art, the dry-type connection frame structure and beam-slab system of the present invention have the following beneficial effects:

[0042] 1. Fast construction speed

[0043] The main component prefabricated prestressed steel-concrete crane beam in the present invention is a self-prestressed steel beam. It can be manufactured in the factory in advance, transported to the construction site, connected by connecting plates and high-strength bolts, and connected to the prefabricated reinforced concrete columns through the extended end plates and high-strength bolts through the columns to form a frame. There is no need to tie steel bars, support formwork, or pour concrete at the construction site, which greatly reduces the workload at the construction site, speeds up the construction progress, and reduces construction costs.

[0044] 2. The structural seismic performance is improved and has reset capability

[0045] The reset capability of the present invention is mainly provided by the unbonded prestressed tendons post-tensioned in the frame beams. The friction energy dissipation device is formed by connecting the beam-column nodes through an extended connecting plate, a brass friction plate and high-strength bolts. It mainly dissipates energy through the sliding friction between the web of the self-prestressed steel beam and the brass friction plate. It has a clear reset and energy dissipation mechanism. Under the action of an earthquake, the structure is not damaged or is slightly damaged, and the residual deformation is small. It does not need to be repaired or can be reused with a little repair after the earthquake, which can avoid the waste of resources caused by the abandonment and reconstruction of buildings that are severely damaged after the earthquake.

[0046] 3. Cost savings

[0047] The invention has a small amount of wet work in the construction process, saves a lot of formwork costs, and mainly involves hoisting and connection on site. The construction process is simple and convenient, shortens the construction period, and saves labor costs.

[0048] 4. Structural integrity

[0049] The beams and columns of the present invention are connected by high-strength bolts, and the horizontal connection effect is strong; the columns and the foundation are integrally cast, and the structural integrity is strong. BRIEF DESCRIPTION OF THE DRAWINGS

[0050] Figure 1 It is a structural schematic diagram of a self-prestressed steel beam with local constraints according to the present invention.

[0051] Figure 2 It is a structural schematic diagram of an I-beam of the present invention.

[0052] Figure 3 It is a structural schematic diagram of the I-beam 2 of the present invention.

[0053] Figure 4 Schematic diagram of the connection structure of I-shaped steel 1 and I-shaped steel 2 of the present invention, Fig. 9 Magnified view of area B.

[0054] Figure 5 It is a schematic structural diagram of a transverse opening stiffening rib of the present invention.

[0055] Figure 6 It is a schematic structural diagram of the second transverse opening stiffening rib of the present invention.

[0056] Figure 7 It is a schematic structural diagram of the transverse opening stiffening rib three of the present invention.

[0057] Figure 8 It is a schematic diagram of the dry connection frame structure of the present invention.

[0058] Fig. 9 It is a structural schematic diagram of a frame in the dry-type connection frame structure of the present invention.

[0059] Fig.10 yes Figure 8 A magnified view of area in center.

[0060] Fig.11 yes Fig. 9 Magnified view of area C in center.

[0061] Fig.12 This is a schematic diagram of the connection node structure of the self-prestressed steel beam and the reinforced concrete column of the present invention. Figure 1 .

[0062] Fig.13 It is a schematic diagram of the connection node structure of the dry connection frame of the present invention.

[0063] Fig.14 It is a structural schematic diagram of the prefabricated composite beam of the present invention.

[0064] Fig.15 It is a structural schematic diagram of the transverse opening stiffening rib five of the present invention.

[0065] Fig.16 It is a schematic structural diagram of the transverse opening stiffening rib six of the present invention.

[0066] Fig.17 It is a structural schematic diagram of the beam-slab system of the present invention.

[0067] Fig.18 It is a structural schematic diagram of the prefabricated double T-shaped composite floor slab of the present invention.

[0068] Fig.19 It is a structural schematic diagram of the I-beam three of the present invention.

[0069] Fig. 20 It is a schematic structural diagram of the transverse opening stiffening rib four of the present invention.

[0070] Fig.21 It is a schematic diagram of steps S1 to S3 of the beam-slab system construction method of the present invention.

[0071] Fig. 22 It is a schematic diagram of step S4 of the beam-slab system construction method of the present invention.

[0072] Fig.23 It is a schematic diagram of the welding structure in S4 of the beam-slab system construction method of the present invention.

[0073] Fig.24 yes Fig.23 Magnified view of area D in FIG.

[0074] Fig.25 It is a schematic diagram of the I-beam construction method of the present invention.

[0075] Fig.26 It is a schematic diagram of the combination of multiple beam-slab systems of the present invention.

[0076] Fig. 27 yes Fig.26 Magnified view of area E in FIG. DETAILED DESCRIPTION

[0077] The embodiments of the present invention are described in detail below with reference to the accompanying drawings and examples.

[0078] In order to further improve the construction performance and seismic performance of the nodes, and make the overall structure have a small residual deformation and self-reset capability under earthquake action, the present invention provides a self-prestressed steel beam with local constraints and a dry-type connection frame structure thereof, so as to give full play to the advantages of two efficient connection methods of beam-column full bolt connection and post-tensioned prestressed tendon pre-compression connection in the dry connection method of the assembled structure. And by setting a friction energy dissipation device at the connection node of the prefabricated beam-column components, the energy absorption and energy dissipation capacity of the structure is improved, and the damage to its main components during earthquake action is reduced or exempted, so that the residual deformation of the structure is small under small and medium earthquakes, which is mainly manifested as reset performance; and under large earthquakes, it is mainly manifested as plastic deformation of the column foot and energy dissipation of the friction energy dissipation device at the node to protect the main structure from damage, thereby achieving the seismic resistance goal of "no damage in small earthquakes, no repair in medium earthquakes, and no collapse in large earthquakes". The beam-slab system of the present invention only changes the construction process without changing the material. Precast high-strength concrete is poured on the flange of the steel section and flexibly used in the bending and shearing areas of the frame beam, thereby improving the bending and shearing properties of the steel section and the stiffness of the slab ribs, giving full play to the material properties of steel and concrete.

[0079] First, please refer to Figure 1 The present invention provides a self-prestressed steel beam with local constraints, which is composed of I-shaped steel 1 and I-shaped steel 2 staggered and connected along the length direction, and the I-shaped steel 1 is located at both ends. Figure 1 In the embodiment shown, it is specifically composed of two I-shaped steels 1 at both ends and an I-shaped steel 2 2 located in the middle. In more embodiments, the number of I-shaped steels 1 and I-shaped steels 2 2 can be increased as appropriate.

[0080] Among them, Figure 2 As shown, a row of studs 271 are welded on both sides of the web of the inner surface of the lower flange of the I-beam steel 1, a longitudinal steel bar 281 is tied to each row of studs 271, and precast high-strength concrete 241 with a spacing from the upper flange is cast inside the lower flange. Bolt holes are reserved at both ends of the web of the I-beam steel 1 to facilitate the connection of high-strength bolts 13.

[0081] like Figure 3 As shown, a row of bolts 272 are welded on both sides of the web of the inner surface of the upper flange of the I-beam 2, a longitudinal steel bar 282 is tied to each row of bolts 272, and precast high-strength concrete 242 with a spacing from the lower flange is cast inside the upper flange. Bolt holes are reserved at both ends of the web of the I-beam 2 to facilitate the connection of high-strength bolts 13.

[0082] Among them, Figure 4As shown, a portion of the end of the web of the I-beam 1 is dry-connected with the web of the I-beam 2 through a connecting plate 8 and a high-strength bolt 13 via corresponding reserved bolt holes to obtain a self-prestressed steel beam 7, wherein the end of the I-beam 1 that is not connected to the I-beam 2 is provided with a longitudinal elliptical long hole to facilitate the installation of the friction energy dissipation device in the dry connection frame.

[0083] like Figure 1 , Figure 2 , Figure 5 and Figure 6 As shown, a transverse opening stiffening rib 15 and a transverse opening stiffening rib 2 16 are welded at the web of the I-beam 1, and the transverse opening stiffening rib 15 is reserved with three circular holes, and the transverse opening stiffening rib 2 16 is reserved with one circular hole, and the circular hole of the transverse opening stiffening rib 2 16 and one of the circular holes of the transverse opening stiffening rib 15 are used to pass the longitudinal steel bar 1 281. A plurality of longitudinal stiffening ribs 20 can be further arranged on the transverse opening stiffening rib 15 to improve the structural strength.

[0084] like Figure 1 , Figure 3 and Figure 7 As shown, a transverse opening stiffening rib 3 17 is welded at the web of the I-beam 2 2 , and the transverse opening stiffening rib 3 17 has a circular hole for passing the longitudinal steel bar 2 282 .

[0085] like Figure 4 As shown, the height of the I-beam 2 is smaller than that of the I-beam 1, the upper flange is flush, a part of the web end of the I-beam 1 is dry-connected with the web of the I-beam 2 through a connecting plate 8 and a high-strength bolt 13 via reserved bolt holes, and a triangular or trapezoidal connecting plate 9 is welded between the outer surface of the lower flange of the I-beam 2 and the other part of the web end of the connected I-beam 1 to improve the structural strength.

[0086] The present invention further provides a dry connection frame structure, such as Figure 8 As shown, it is assembled from prefabricated reinforced concrete columns 5 and self-prestressed steel beams 7, wherein the self-prestressed steel beams 7 are connected with the prefabricated reinforced concrete columns 5 to form a frame, as shown in FIG. Fig. 9 As shown, two frames are connected by a prefabricated composite beam 4 to form a frame beam-column structure, wherein a self-resetting device and a friction energy dissipation device are arranged at the beam-column node.

[0087] Specifically, the self-prestressed steel beam 7 of the present invention is connected to the prefabricated reinforced concrete column 5 through an extended connecting plate 10, a connecting plate 4 12, a high-strength bolt 2 14, a friction energy dissipation device and a self-reset device. One frame is connected to another frame through a prefabricated composite beam 4, an extended connecting plate 10, a connecting plate 3 11, a high-strength bolt 2 14, a friction energy dissipation device and a self-reset device.

[0088] The prefabricated reinforced concrete column 5 is a prefabricated prestressed reinforced concrete column, which is equipped with a certain number of longitudinal steel bars and stirrups. A full-length prestressed tendon is prefabricated inside, and a hole is reserved at the frame node to facilitate the passage of the node non-bonded prestressed tendon 21. The prefabricated reinforced concrete column 5 is cast integrally with the foundation.

[0089] refer to Fig.10 , Fig.11 and Fig.12 An overhanging connecting plate 10 is arranged on one side of the top of the precast reinforced concrete column 5 close to the self-prestressed steel beam 7, and a brass friction plate 23 is arranged on one side or both sides of the web of the end of the self-prestressed steel beam 7; the precast reinforced concrete column 5 and the self-prestressed steel beam 7 are connected by a high-strength bolt 13 passing through the brass friction plate 23, the overhanging connecting plate 10 and the elliptical long hole on the I-beam 1.

[0090] refer to Fig.10 , Fig.11 , Fig.12 and Fig.13 , an extended connecting plate 10 is arranged on the opposite side of the prefabricated reinforced concrete column 5 of the two frames, a brass friction plate 23 is arranged on one or both sides of the web of the end of the prefabricated composite beam 4, and a longitudinal elliptical long hole is arranged at the end of the web of the prefabricated composite beam 4; the prefabricated reinforced concrete column 5 and the prefabricated composite beam 4 are connected by high-strength bolts 13 passing through the brass friction plate 23, the extended connecting plate 10 and the elliptical long hole on the prefabricated composite beam 4. Specifically, bolt holes are reserved on the brass friction plate 23, and bolt holes are also reserved on the two parallel connecting plates of the extended connecting plate 10. The brass friction plate 23 is arranged between the extended connecting plate 10 at the node of the prefabricated reinforced concrete column 5 and the web of the self-prestressed steel beam 7, the bolt holes are aligned, and a plurality of high-strength bolts 13 are used to tighten and fix the connection, and the bolts are tightened to the torque design value by a torque wrench. The brass friction plate 23 cooperates with the extended connecting plate 10 and the I-beam 1 to form a friction energy dissipation device. The friction energy dissipation device dissipates and absorbs energy through friction between the brass friction plate 23 and the web of the self-prestressed steel beam 7, protecting the main components of the structure from damage. The elliptical long hole on the self-prestressed steel beam 7 facilitates relative sliding between it and the brass friction plate 23 to dissipate friction energy. The brass friction plate 23 can be installed at each beam-column node position.

[0091] Furthermore, in the embodiment of the present invention, the extended connecting plate 10 includes two clamping plates and a vertical plate, and holes are reserved on the three plates, and the brass friction plate 23 extends into the two clamping plates of the extended connecting plate 10 opposite thereto. A connecting plate 4 12 is provided on the side of the top of the precast reinforced concrete column 5 away from the self-prestressed steel beam 7, and the extended connecting plate 10 is fixed to the precast reinforced concrete column 5 by passing through the vertical plate, the precast reinforced concrete column 5 and the connecting plate 4 12 with high-strength bolts 2 14. A connecting plate 3 11 is provided on the opposite side of the precast reinforced concrete column 5 of the two frames, and the extended connecting plate 10 is fixed to the precast reinforced concrete column 5 by passing through the vertical plate, the precast reinforced concrete column 5 and the connecting plate 3 11 with high-strength bolts 2 14.

[0092] refer to Fig.14 The prefabricated composite beam 4 adopts I-shaped steel, and a row of studs 274 are welded on both sides of the web on the inner surface of the lower flange, and a longitudinal steel bar 284 is tied to each row of studs 274, and a prefabricated high-strength concrete 4 244 with a spacing from the upper flange is cast in the lower flange; a transverse opening stiffening rib 5 18 and a transverse opening stiffening rib 6 19 are welded at the web, and the transverse opening stiffening rib 5 18 is reserved with three circular holes, and the transverse opening stiffening rib 6 19 is reserved with one circular hole, and the circular holes of the transverse opening stiffening rib 6 19 and one of the circular holes of the transverse opening stiffening rib 5 18 are used to pass the longitudinal steel bar 4 284, such as Fig.15 and Fig.16 As shown, the web of the prefabricated composite beam 4 is also reserved with elliptical long holes to facilitate structural friction deformation.

[0093] The present invention forms a self-resetting device by anchoring the unbonded prestressed tendons 21 between the precast reinforced concrete column 5 and the transverse opening stiffening rib 15 through the anchor 22; and / or, the present invention forms a self-resetting device by anchoring the unbonded prestressed tendons 21 between the precast reinforced concrete column 5 and the transverse opening stiffening rib 5 18 through the anchor 22. Specifically, the unbonded prestressed tendons 21 pass through the precast reinforced concrete column 5 with a pipe reserved at the node, the transverse opening stiffening rib 15 of the self-prestressed steel beam 7, and the transverse opening stiffening rib 5 18 of the precast composite beam 4, first anchor one end, then use a jack to pull it back to the pre-tensioning design value, and then anchor the other end, that is, complete the installation of the self-resetting device. For example, the unbonded prestressed tendons 21 are standard steel strands made of twisted steel wire. When the structure is deformed by an earthquake, the unbonded prestressed tendons 21 can well control the residual deformation of the structure, so that the structure does not deform significantly, which is convenient for post-earthquake repair and commissioning.

[0094] The present invention connects the self-prestressed steel beam 7 to the prefabricated reinforced concrete column 5 through the extended connecting plate 10, the brass friction plate 23, and the connecting plate 4 12 by using the high-strength bolt 2 14 to form a frame. The two frames are connected through the prefabricated composite beam 4 by using the extended connecting plate 10, the brass friction plate 23, and the connecting plate 3 11 by using the high-strength bolt 14 to form a frame beam-column system. The unbonded prestressed tendons 21 are anchored to the outside of the prefabricated reinforced concrete column 5 and the transverse opening stiffening ribs of the self-prestressed steel beam 7 and the prefabricated composite beam 4 by the anchor 22, thereby realizing the functions of friction energy dissipation and structural self-reset.

[0095] The present invention also provides a beam-slab system, referring to Fig.17 , including the dry-type connection frame structure and the prefabricated double T-shaped composite floor 6. After the dry-type connection frame structure is formed, the steel end of the I-shaped steel 3 of the prefabricated double T-shaped composite floor 6 is welded to the transverse stiffening rib of the self-prestressed steel beam 7, and the plates are spliced ​​with a close splicing technology without post-casting strips, and the on-site assembly can be completed to form an integral structure.

[0096] refer to Fig.18 The prefabricated double T-shaped composite floor slab 6 comprises two I-shaped steels 3 3, a double-sided double-layer steel mesh 26 and a slab surface concrete 25. After the I-shaped steels 3 3 and the double-sided double-layer steel mesh 26 are connected by wire binding, a formwork is supported, and the slab surface concrete 25 is poured. After the curing reaches a certain degree, the prefabricated double T-shaped composite floor slab 6 is formed, wherein the slab surface concrete 25 can be ordinary concrete. The prefabricated double T-shaped composite floor slab 6 and the self-prestressed steel beam 7 are connected by welding the transverse opening stiffening ribs 1 15, transverse opening stiffening ribs 2 16, transverse opening stiffening ribs 3 17 of the I-shaped steels 1 1 and 2 and the steel ends of the I-shaped steels 3 3. The slabs of the prefabricated double T-shaped composite floor slab 6 do not need post-casting strips and are connected by close splicing technology. Specifically, the end of the I-beam three 3 is welded to the transverse opening stiffening rib one 15 and / or the transverse opening stiffening rib two 16, and the plates are spliced ​​with close splicing technology.

[0097] refer to Fig.19 A row of studs 273 are welded on the inner and outer surfaces of the upper flange of the I-beam steel 3 on both sides of the web, a longitudinal steel bar 3 283 is tied to each row of studs 273, and a precast high-strength concrete 3 243 with a spacing from the lower flange is cast in the upper flange. A transverse opening stiffening rib 4 29 is welded on the web of the I-beam steel 22, and the transverse opening stiffening rib 4 29 has a circular hole for passing the longitudinal steel bar 3 283. Fig. 20 shown.

[0098] The construction method of the beam-slab system of the present invention comprises the following steps:

[0099] S1, in the factory, complete the production of the various parts of the self-prestressed steel beam 7, the prefabricated reinforced concrete column 5 and the prefabricated double T-shaped composite floor 6, and initially connect the I-shaped steel 1 at both ends of the self-prestressed steel beam 7 and the prefabricated reinforced concrete column 5 by the web friction energy dissipation device and then transport them to the site. Fig.21 As shown;

[0100] S2, on site, the parts of the self-prestressed steel beam 7 are connected to the I-shaped steel beams 1 at both ends on the horizontal ground by high-strength bolts 13. After the prefabricated reinforced concrete column 5 is installed, the self-prestressed steel beam 7 and the prefabricated composite beam 4 are hoisted to the predetermined position between the two columns, and the beams and columns are connected by high-strength bolts 14. Fig.21 As shown;

[0101] S3, where a self-resetting device is arranged at the beam-column node, such as Fig.21 Specifically, the unbonded prestressed tendons 21 are arranged at the beam-column joints and tensioned to the designed initial pretension, and the high-strength bolts 13 at the friction energy dissipation device in the I-beam 1 and the prefabricated composite beam 4 are tightened to the designed pretightening torque value using a torque wrench.

[0102] S4, finally, hoist the prefabricated double T-shaped composite floor slab 6, align the two rib ends with the transverse opening stiffening ribs at the web of the self-prestressed steel beam 7 and weld them together, and use the close-fitting technology between the slabs to complete the on-site assembly, such as Fig. 22 shown.

[0103] Furthermore, if Fig.23 and Fig.24 As shown, the prefabricated double T-shaped composite floor 6 includes an I-beam three 3, in which the end of the I-beam three 3 is aligned with the transverse opening stiffening rib at the web of the self-prestressed steel beam 7 and welded; wherein, the present invention adopts high-strength concrete to locally constrain the steel, applies prestress to the steel, improves the bending resistance of the steel, and only changes the construction process without changing the construction materials, so as to give full play to the material characteristics of concrete and steel.

[0104] refer to Fig.25 , each I-shaped steel of the present invention is prepared by the following method:

[0105] Weld the transverse opening stiffening ribs to both sides of the I-shaped steel web, weld the studs to the inner surface of the lower flange of the I-shaped steel, pass the longitudinal steel bars through the circular holes on the transverse opening stiffening ribs, and tie them to the studs on the inner surface of the lower flange of the I-shaped steel with wires;

[0106] After applying load to the I-beam to cause a certain deformation, high-strength concrete is poured into the formwork inside its lower flange;

[0107] When the curing reaches a certain degree, unload and remove the mold;

[0108] After the mold is removed, bolt holes and elliptical long holes are opened on the web to form an I-shaped steel 1;

[0109] After demoulding, the mold is turned 180 degrees, so that the precast high-strength concrete of the lower flange becomes the precast high-strength concrete of the upper flange, and bolt holes are opened at the web to form an I-shaped steel 2;

[0110] After demolding, two rows of studs are welded on the outer surface of the lower flange, and then flipped 180 degrees to change the precast high-strength concrete and studs of the lower flange into the precast high-strength concrete and studs of the upper flange to form an I-beam 3.

[0111] Through the above process, the bending resistance of the steel section can be improved, and it can be applied to the assembly of the self-prestressed steel beam 7 and the connection between two frames.

[0112] When the prestressed steel beam 7 is connected to the prefabricated reinforced concrete column 5 through the extended connecting plate 10, it is necessary to align the brass friction plate 23 with the hole of the extended connecting plate 10, and align it with the elliptical long hole reserved on the web of the I-beam 1, and tighten the connection with high-strength bolts 13.

[0113] When making the prefabricated reinforced concrete column 5, holes for the unbonded prestressed tendons 21 are reserved at the frame node positions with PVC pipes before pouring the concrete.

[0114] Furthermore, in S2, the I-beam 1 and the I-beam 2 are connected by a connection plate 8 with reserved holes using a high-strength bolt 13. After completion of the hoisting, the prestressed composite beam 4 and the prefabricated reinforced concrete column 5 are connected by an extended connection plate 10 using a high-strength bolt 14 through the column.

[0115] Further, in S3, when the unbonded prestressed tendons 21 are arranged, both sides of the middle node are anchored at a transverse opening stiffening rib of the I-beam 1, and one side of the edge node is anchored outside the node, and the other side is anchored at a transverse opening stiffening rib 15 of the I-beam 1 or a transverse opening stiffening rib 18 of the prefabricated composite beam 4.

[0116] Furthermore, the present invention can combine multiple beam-slab systems, such as Fig.26 and Fig. 27 As shown, when applied to a multi-story frame structure system, it can effectively save construction costs and facilitate construction.

Claims

1. A self-prestressed steel beam with local restraint, It is characterized in that It is composed of I-shaped steel one (1) and I-shaped steel two (2) connected in an alternating manner, and the I-shaped steel one (1) is located at both ends; The inner surface of the lower flange of the I-shaped steel (1) is welded with a row of bolts (271) on both sides of the web, a longitudinal steel bar (281) is tied to each row of bolts (271), and a precast high-strength concrete (241) with a spacing from the upper flange is cast inside the lower flange, and bolt holes are reserved at both ends of the web of the I-shaped steel (1); The inner surface of the upper flange of the I-shaped steel section 2 (2) is welded with a row of bolts 2 (272) on both sides of the web, and a longitudinal steel bar 2 (282) is tied to each row of bolts 2 (272). A precast high-strength concrete 2 (242) with a spacing from the lower flange is cast inside the upper flange, and bolt holes are reserved at both ends of the web of the I-shaped steel section 2 (2); A portion of the web end of the I-beam 1 (1) is dry-connected with the web of the I-beam 2 (2) through a connecting plate 1 (8) and a high-strength bolt 1 (13) via corresponding reserved bolt holes to obtain a self-prestressed steel beam (7), wherein a longitudinal elliptical long hole is provided at one end of the I-beam 1 (1) that is not connected to the I-beam 2 (2).

2. The self-prestressed steel beam with local restraint according to claim 1, It is characterized in that The web of the I-beam 1 (1) is welded with a transverse opening stiffening rib 1 (15) and a transverse opening stiffening rib 2 (16), the transverse opening stiffening rib 1 (15) is reserved with three circular holes, the transverse opening stiffening rib 2 (16) is reserved with one circular hole, and the circular holes of the transverse opening stiffening rib 2 (16) and one of the circular holes of the transverse opening stiffening rib 1 (15) are used to pass the longitudinal steel bar 1 (281); A transverse opening stiffening rib three (17) is welded at the web of the I-beam steel No. 2 (2), and the transverse opening stiffening rib three (17) has a circular hole for passing the longitudinal steel bar No. 2 (282).

3. The self-prestressed steel beam with local restraint according to claim 1, It is characterized in that The height of the I-beam 2 (2) is smaller than that of the I-beam 1 (1), and the upper flange is flush. A portion of the web end of the I-beam 1 (1) is dry-connected with the web of the I-beam 2 (2) through a connecting plate 1 (8) and a high-strength bolt 1 (13) via reserved bolt holes. A triangular connecting plate 2 (9) is welded between the outer surface of the lower flange of the I-beam 2 (2) and the other portion of the web end of the I-beam 1 (1).

4. A dry connection frame structure, It is characterized in that It is assembled from a prefabricated reinforced concrete column (5) and a self-prestressed steel beam (7) as described in any one of claims 1 to 3, wherein the self-prestressed steel beam (7) is connected to the prefabricated reinforced concrete column (5) to form a frame, and the two frames are connected by a prefabricated composite beam (4) to form a frame beam-column system, wherein a self-resetting device and a friction energy dissipation device are arranged at the beam-column node.

5. According to the dry connection frame structure of claim 4, It is characterized in that An extended connecting plate (10) is arranged on the top of the prefabricated reinforced concrete column (5) on one side close to the self-prestressed steel beam (7), and a brass friction plate (23) is arranged on one or both sides of the web plate at the end of the self-prestressed steel beam (7); the reinforced concrete column (5) and the self-prestressed steel beam (7) are connected by a high-strength bolt (13) passing through the brass friction plate (23) and the extended connecting plate (10) and the elliptical long hole on the I-beam (1); and / or, An extended connecting plate (10) is arranged on the opposite side of the prefabricated reinforced concrete columns (5) of the two frames, a brass friction plate (23) is arranged on one or both sides of the web of the end of the prefabricated composite beam (4), and a longitudinal elliptical long hole is arranged at the end of the web of the prefabricated composite beam (4); the reinforced concrete column (5) and the prefabricated composite beam (4) are connected by a high-strength bolt (13) passing through the brass friction plate (23), the extended connecting plate (10) and the elliptical long hole on the prefabricated composite beam (4); The brass friction plate (23) cooperates with the extended connecting plate (10) and the I-shaped steel (1) to form a friction energy dissipation device.

6. According to claim 4, the dry connection frame structure, It is characterized in that The prefabricated composite beam (4) is made of I-shaped steel, and a row of four bolts (274) are welded on the inner surface of the lower flange on both sides of the web, and a longitudinal steel bar (284) is tied to each row of four bolts (274), and a prefabricated high-strength concrete (244) with a spacing from the upper flange is cast in the lower flange; a transverse opening stiffening rib (5) (18) and a transverse opening stiffening rib (6) (19) are welded on the web, and the transverse opening stiffening rib (5) (18) is reserved with three circular holes, and the transverse opening stiffening rib (6) (19) is reserved with one circular hole, and the circular holes of the transverse opening stiffening rib (6) (19) and one of the circular holes of the transverse opening stiffening rib (5) (18) are used to pass the longitudinal steel bar (4) (284); An unbonded prestressed tendon (21) is anchored between the prefabricated reinforced concrete column (5) and the transverse opening stiffening rib (15) by means of an anchor (22) to form a self-resetting device; and / or, The unbonded prestressed tendons (21) are anchored between the prefabricated reinforced concrete column (5) and the transverse opening stiffening rib five (18) by means of an anchor (22) to form a self-resetting device.

7. A beam-slab system, It is characterized in that It comprises a prefabricated double T-shaped composite floor slab (6) and the dry-type connection frame structure according to any one of claims 4 to 6.

8. The beam-slab system according to claim 7, Features The prefabricated double T-shaped composite floor slab (6) comprises an I-shaped steel slab three (3), a double-sided double-layer steel mesh (26) and a slab surface concrete (25). After the I-shaped steel slab three (3) and the double-sided double-layer steel mesh (26) are connected by wire binding, a formwork is supported, and the slab surface concrete (25) is poured. After curing to a certain degree, the prefabricated double T-shaped composite floor slab (6) is formed; A row of bolts (273) are welded on both sides of the web of the inner and outer surfaces of the upper flange of the I-beam steel three (3), and a longitudinal steel bar (283) is tied to each row of bolts (273). Precast high-strength concrete (243) with a spacing from the lower flange is cast inside the upper flange. A transverse perforated stiffening rib (29) is welded on the web of the I-beam steel two (2), and the transverse perforated stiffening rib (29) has a circular hole for passing the longitudinal steel bar (283). The end of the I-shaped steel three (3) is welded to the transverse opening stiffening rib one (15) and / or the transverse opening stiffening rib two (16), and the plates are spliced ​​together using a close splicing technology.

9. The construction method of the beam-slab system according to claim 7, It is characterized in that The steps include: S1, in the factory, the production of each part of the self-prestressed steel beam (7), the prefabricated reinforced concrete column (5) and the prefabricated double T-shaped composite floor (6) is completed, and the I-shaped steel (1) at both ends of the self-prestressed steel beam (7) and the prefabricated reinforced concrete column (5) are initially connected by a friction energy dissipation device and then transported to the site; S2, on site, the parts of the self-prestressed steel beam (7) are connected to the I-shaped steel beams (1) at both ends on the horizontal ground by high-strength bolts (13), and after the prefabricated reinforced concrete column (5) is installed, the self-prestressed steel beam (7) and the prefabricated composite beam (4) are hoisted to the predetermined position between the two columns, and the beams and columns are connected by high-strength bolts (14); S3, where a self-resetting device is arranged at the beam-column node; S4, welding the ends of the two ribs of the prefabricated double T-shaped composite floor slab (6) to the self-prestressed steel beam (7), and using a close-fitting technology between the slabs to complete the on-site assembly.

10. The construction method of the dry-type connection frame structure according to claim 9, It is characterized in that The prefabricated double T-shaped composite floor slab (6) comprises three I-shaped steels (3), wherein S4 aligns and welds the ends of the three I-shaped steels (3) with the transverse opening stiffening ribs at the web of the self-prestressed steel beam (7); wherein each I-shaped steel is prepared by the following method: Weld the transverse opening stiffening ribs to both sides of the I-shaped steel web, weld the studs to the inner surface of the lower flange of the I-shaped steel, pass the longitudinal steel bars through the circular holes on the transverse opening stiffening ribs, and tie them to the studs on the inner surface of the lower flange of the I-shaped steel with wires; After applying load to the I-beam to cause a certain deformation, high-strength concrete is poured into the formwork inside its lower flange; When the curing reaches a certain degree, unload and remove the mold; After the formwork is removed, bolt holes and elliptical long holes are opened on the web to form an I-shaped steel (1); After demoulding, the mold is turned 180 degrees, so that the precast high-strength concrete of the lower flange becomes the precast high-strength concrete of the upper flange, and bolt holes are opened at the web to form an I-beam II (2); After demoulding, two rows of studs are welded on the outer surface of the lower flange, and then the lower flange is turned 180 degrees, so that the precast high-strength concrete and studs of the lower flange are transformed into the precast high-strength concrete and studs of the upper flange, forming an I-beam three (3).

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