CN216766245U - High-rise large-span steel concrete beam connection structure - Google Patents

Abstract

The utility model discloses a high-rise large-span steel concrete beam connecting structure which comprises steel structure columns arranged at intervals, steel concrete beams vertically connected between the steel structure columns and floor layers connected between the steel concrete beams; the steel structure columns, the steel concrete beams and the floor layer form a large-span high-rise building body, and a atrium is arranged on the building body; the full length of the top of the atrium is connected with a steel concrete beam. The girder steel can be dismantled and be connected with and hang fence and support frame. According to the utility model, through the arrangement of the steel concrete beam, the large-span connection of the steel concrete beam in high altitude can be ensured through the self bearing capacity; the butt joint of the steel concrete beam and the steel column is facilitated through the arrangement of the hanging frame, and an installation space is provided for the supporting template through the hanging frame; the support frame is provided with an installation space through the arrangement of the building overhanging support plate, and the construction is carried out simultaneously from top to bottom in the reverse construction process, so that the construction efficiency is improved.

Description

High-rise large-span steel concrete beam connection structure

Technical Field

The utility model belongs to the technical field of building construction, and particularly relates to a high-rise large-span steel concrete beam connecting structure.

Background

With the rapid development of the construction industry, more and more ultrahigh and large-volume construction projects are continuously generated, and the section steel concrete composite structure is widely applied to high-altitude large-span building structures. However, the member has large span and self weight and is positioned at high altitude, which brings unprecedented challenges to the construction of concrete structures. Aiming design is needed to solve the problems of high construction difficulty, high construction cost, difficult safety protection and the like of the high-altitude large-span steel reinforced concrete girder template.

SUMMERY OF THE UTILITY MODEL

The utility model provides a high-rise large-span steel concrete beam connecting structure which is used for solving the technical problems of hoisting, supporting, protecting and the like of a large-span and heavy steel beam of a building atrium.

In order to achieve the purpose, the utility model adopts the following technical scheme:

a high-rise large-span steel concrete beam connecting structure comprises steel structure columns arranged at intervals, steel concrete beams vertically connected between the steel structure columns and floor layers connected between the steel concrete beams;

the steel structure columns, the steel concrete beams and the floor layers form a large-span high-rise building body, and a atrium is arranged on the building body; the length of the atrium is larger than the distance between two designed columns, and the atrium is higher than the atrium with three floors; the full length of the top of the atrium is connected with a steel concrete beam, and the steel concrete beam comprises an internal steel beam and external concrete; the steel beam is detachably connected with a hanging frame and a supporting frame.

Further, the hanging rack contains the top and hangs the unit, connect in the top and hang the unit both sides and be located the girder steel both sides the side hang the unit, connect in the side hang unit bottom and hang the unit at the bottom, connect the perpendicular piece of linking on the girder steel cross section, connect in the girder steel below and be located the end and hang unit top under the roof beam unit, connect in the top hang unit top and hang the steel carrier plate of unit bottom at the end, connect in the backing rod and the last base between unit and the girder steel top of hanging and connect in the end and hang the base down between unit and the girder steel bottom.

Furthermore, the upper base and the lower base are connected to two ends of the steel beam, and a cushion rod is connected between the upper base and the top hanging unit; the pad rod is a v-21274, the height of the v-21274is adapted to the height between the upper base and the top hanging unit.

Furthermore, the lower base is an I-shaped part, and a cushion pad is arranged between the lower base and the steel beam; and the lower base is also provided with a stress sensor and a displacement sensor, and the stress sensor and the displacement sensor are jointly controlled through a remote control end.

Furthermore, the top hanging unit, the side hanging unit, the bottom hanging unit and the beam lower unit are all in a grid frame shape through vertical connecting rods.

Furthermore, a template is detachably connected to the lower beam unit, and a back edge and a split bolt are connected to the outer side of the template in the height direction; the template comprises a bottom die and side dies, and split bolts are connected between the long side dies; the short-direction side die and the long-direction side die are connected through an angle piece bolt.

Further, still be provided with the perforation of side direction muscle on the template, the side direction muscle is connected between girder steel and side direction unit, and side direction muscle length adapts to the concrete protective layer thickness of reinforcing bar in the girder steel.

Furthermore, the support frame comprises a vertical frame and an oblique frame, and the vertical frame is formed by connecting vertical frame columns and transverse frame beams; the bottom of the vertical frame column is detachably connected with the floor cantilever bearing plate, and the cross frame beam is connected with the embedded part in the wall body.

Furthermore, the building cantilever bearing plate is at least provided with temporary oblique pulling pieces at the extending end part, and the temporary oblique pulling pieces are arranged at intervals at the extending end part of the building cantilever bearing plate; the protruding end height of slant frame and top are connected with the protection network.

Furthermore, vertical frame columns are welded at two ends of the steel beam, and safety ropes are pulled between the vertical frame columns and adopt steel wire ropes; a turn buckle is arranged in the middle of the safety rope; still be connected with interim location rope, the length of location rope reaches floor or subaerial elevation 1 meter below the girder steel.

The utility model has the beneficial effects that:

1) according to the utility model, through the arrangement of the steel concrete beam, the large-span connection of the steel concrete beam in high altitude can be ensured through the self bearing capacity;

2) according to the utility model, the butt joint of the steel concrete beam and the steel column is facilitated through the arrangement of the hanging frame, the mounting space is provided for supporting the template through the hanging frame, the bottom of the hanging frame is supported through the support frame and is connected with the protective net, and the safety of atrium construction is ensured;

3) the utility model provides installation space for the support frame through the arrangement of the floor upstairs overhanging support plate, avoids the arrangement of a full framing scaffold, saves space on the basis of ensuring bearing force, is beneficial to simultaneous up and down construction in the reverse construction method construction process and improves the construction efficiency.

Additional features and advantages of the utility model will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the utility model; the primary objects and other advantages of the utility model may be realized and attained by the instrumentalities particularly pointed out in the specification.

Drawings

FIG. 1 is a schematic view of the structural connection at atrium;

FIG. 2 is a partial schematic view of the structural connection at atrium;

FIG. 3 is a top view of a steel beam and its connection structure;

FIG. 4 is a sectional view taken along line A-A;

fig. 5 is a B-B sectional view.

Reference numerals: 1-steel structural column; 2-floor layer; 21-beam next floor layer; 22-beam lower second floor slab layer; 3-atrium, 4-support frame, 41-vertical frame, 42-oblique frame, 5-temporary oblique pulling piece, 6-floor overhanging bearing plate, 7-steel beam, 8-hanging frame, 81-top hanging unit, 82-side hanging unit, 83-bottom hanging unit, 84-vertical connecting piece, 85-beam lower unit, 86-steel bearing plate, 87-pad rod, 88-upper base, 89-lower base, 9-split bolt, 10-template, 11-back edge and 12-concrete.

Detailed Description

Taking a certain project as an example, the total building area is about 60000 more square meters, wherein 7 floors on the ground, the height of the building structure is 32.5m, 3 floors on the ground, the standard elevation of the underground bottom layer is-15.50 meters, and the main structure is a reinforced concrete frame structure. The engineering ground steel structure mainly comprises a steel pipe concrete column and a stiff steel structure column beam, wherein the total tonnage of the construction of the ground steel structure is about 800 tons, the tonnage of the steel pipe column is about 680 tons, and the tonnage of the steel beam is about 120 tons. The atrium 3 area is a steel reinforced concrete beam with the height of 40 meters, the height of six floors, the large span of 17.4 meters and the weight of a single beam of about 36 tons. Therefore, the construction needs to be carried out through the ultrahigh large-span steel concrete beam hanging structure.

As shown in fig. 1 to 5, a high-rise large-span steel reinforced concrete beam connection structure comprises steel structure columns 1 arranged at intervals, steel reinforced concrete beams vertically connected between the steel structure columns 1 and floor layers 2 connected between the steel reinforced concrete beams.

In the embodiment, a large-span high-rise building body is formed by the steel structure columns 1, the steel concrete beams and the floor layer 2, and an atrium 3 is arranged on the building body; the length of the atrium 3 is larger than two designed column distances, and the height of the atrium 3 is higher than the height of three floors; the top of the atrium 3 is connected with a steel concrete beam in a through length mode, and the steel concrete beam comprises an internal steel beam 7 and external concrete 12; the steel beam 7 is detachably connected with a hanging frame 8 and a support frame 4.

In this embodiment, the hanging rack 8 includes a top hanging unit 81, side hanging units 82 connected to both sides of the top hanging unit 81 and located on both sides of the steel beam 7, a bottom hanging unit 83 connected to the bottom of the side hanging unit 82, vertical connecting members 84 connected to the cross section of the steel beam 7, a beam unit 85 connected to the lower side of the steel beam 7 and located above the bottom hanging unit 83, steel bearing plates 86 connected to the top of the top hanging unit 81 and the bottom hanging unit 83, a pad bar 87 and an upper base 88 connected between the top hanging unit 81 and the top of the steel beam 7, and a lower base 89 connected between the bottom hanging unit 83 and the bottom of the steel beam 7.

In this embodiment, the upper base 88 and the lower base 89 are connected to two ends of the steel beam 7, and a pad bar 87 is connected between the upper base 88 and the top hanging unit 81; the pad bar 87 is a v-21274and the v-21274has a height adapted to the height between the upper base 88 and the top hanging unit 81. The lower base 89 is an I-shaped piece, and a cushion pad is arranged between the lower base 89 and the steel beam 7; and the lower base 89 is also provided with a stress sensor and a displacement sensor which are jointly controlled by a remote control end. The top hanging unit 81, the side hanging unit 82, the bottom hanging unit 83 and the beam lower unit 85 are all in a grid frame shape through vertical connecting rods.

In this embodiment, the top hanging unit 81, the side hanging unit 82, the bottom hanging unit 83 and the under beam unit 85 of the hanging rack 8 respectively correspond to the bearing carrying pole at the top, the lateral peripheral protection system and the # shaped steel reinforcing system at the bottom to form: the top hanging unit 81 is made of beam top carrying poles, the distance between the beam top carrying poles is 1000% by adopting 20a type I-shaped steel, and the distance between the bearing carrying poles is 1000%. The upper support and the lower support are made of 20 a-type I steel with the height of 250 mm; the bottom hanging unit 83 and the under-beam unit 85 are # -shaped section steel reinforcing systems, the distance between 16a channel steels is 1000mm + phi 48 multiplied by 2.8mm, the distance between the steel pipes is 500 for reinforcing, and the double steel pipes are pulled and connected by phi 14mm split bolts 9; the side hanging unit 82 is a peripheral protection system and is manufactured by processing L80 × 8 angle steel and a dense mesh net.

In this embodiment, a template 10 is installed on the beam lower unit 85, and a back ridge 11 and a split bolt 9 are connected to the outer side of the template 10 in the height direction; still be provided with the perforation of side direction muscle on the installation template 10, between side direction muscle is connected and girder steel 7 and the side direction unit, side direction muscle length adaptation girder steel 7 in the concrete 12 protective layer thickness of reinforcing bar.

In this embodiment, the beam lower unit 85 is detachably connected with a template 10, and the outer side of the template 10 in the height direction is connected with a back ridge 11 and a split bolt 9; the template 10 comprises a bottom die and side dies, and split bolts 9 are connected between the long side dies; the short-direction side die and the long-direction side die are connected through angle piece bolts.

In the embodiment, the beam side formwork panel adopts a plywood formwork 10 with the thickness of 16 mm; the inner edge is arranged in the direction of the cross section of the vertical beam at the interval of 300mm by 60mm square timber, the back edge 11 is arranged in the direction of the cross section of the vertical beam at the interval of 1000mm + 48 x 2.8mm steel pipes by 16a channel steel, the double steel pipes are connected by a split bolt 9, the diameter of a screw is 14mm, and the back edge is arranged at the position of 250mm and 750mm of the beam at the interval of 500 mm; the beam bottom adopts 4 square wood inner ridges with the thickness of 60mm multiplied by 80mm, the beam bottom back ridges 11 all adopt steel tube spaces 500 of 16a channel steel spaces 1000mm + phi 48 multiplied by 2.8mm, and the steel tube spaces are arranged perpendicular to the beams.

In this embodiment, still be provided with the perforation of side direction muscle on the template 10, the side direction muscle is connected between girder steel 7 and side direction unit, and side direction muscle length adapts to the concrete 12 protective layer thickness of reinforcing bar in the girder steel 7.

In this embodiment, the supporting frame 4 includes a vertical frame 41 and an oblique frame 42, and the vertical frame 41 is formed by connecting a vertical frame column and a horizontal frame beam; the bottom of the vertical frame column is detachably connected with the floor cantilever bearing plate 6, and the cross frame beam is connected with an embedded part in the wall body. The overhanging support plate 6 is at least provided with temporary oblique pulling pieces 5 at the overhanging end part, and the temporary oblique pulling pieces 5 are arranged at intervals at the overhanging end part of the overhanging support plate 6; the extending end of the oblique frame 42 is high and the top is connected with a protective net.

In the embodiment, vertical frame columns are welded at two ends of the steel beam 7, and a safety rope is pulled between the vertical frame columns and adopts a steel wire rope; a turn buckle is arranged in the middle of the safety rope; still be connected with interim location rope, the length of location rope reaches 1 meter of floor or subaerial elevation below girder steel 7.

With reference to fig. 1 to 5, a construction method of an ultra-high large-span steel reinforced concrete beam hanging structure is further described, which specifically comprises the following steps:

developing a special software system for drawing a steel structure processing detailed diagram on an AutoCAD three-dimensional graphic platform, utilizing three-dimensional software for modeling, assembling a steel structure column 1, a floor layer 2 and a steel concrete beam in a building body, assembling each node after an integral model is established, and considering field assembling, installation schemes and civil engineering conditions in combination with factory manufacturing conditions and transportation conditions; and selecting an assembly scheme by adopting software commands of interactive node assembly and full-automatic node assembly.

In this embodiment, the "interactive node assembly" and "full-automatic node assembly" commands are used, and the difference between the two commands is that the "interactive node assembly" command only forms a coherent connection with a component that has been selected by a user. It is convenient that the user can form the connection node with different connection parameters by selecting a part of the members. The volume and the weight of the selected solid component or node are directly weighed by software, and direct and reliable weight statistical data are provided for the deepened design.

In the embodiment, after the nodes are assembled, the members and the nodes are numbered according to the numbering principle in the design construction drawing; according to the control parameters of all the components of the input component, a list of all the components of the component can be automatically generated, and the list comprises the statistical information of the quantity, the unit weight, the total weight, the surface area and the like of the component. Counting the steel consumption of the selected member, and outputting the statistical information of the number, the single weight, the total weight, the surface area and the like of the member; meanwhile, the statistical information in the table can be written into a text file so as to be convenient for making various material statistical reports.

In the embodiment, the suspended part is a large-span and ultra-high steel reinforced concrete beam combined structure, the steel reinforced concrete beam is subjected to load checking, and the construction load of the aerial connector part is proved to be borne by the steel beam 7, so that after the steel structure is installed and is checked to be qualified, a template 10 of the steel reinforced concrete beam is erected in a 'hanging mode', a hanging frame 8 is supported on the steel beam 7, and the construction load of the beam slab template 10 and the poured concrete 12 is borne by the steel beam 7 and is transmitted to the steel structural columns 1 on two sides through the hanging frame; the traditional high formwork system is replaced, and the construction process is simple, safe, reliable and high in practicability. The self-weight of the upper template 10 of the platform, the upper structure, the construction load and the like are fully considered in the design calculation. The hanging frame 8 is designed by adopting 3d3s steel structure design software, and analysis and recheck are carried out by adopting PKPM to obtain a calculation diagram and integral deformation.

Step two, after each layer of steel structure column 1 is installed and retested to be qualified, the lower steel beam 7 except the atrium 3 is installed; erecting a template 10 after the steel beam 7 is installed, and pouring concrete 12 to form a steel concrete beam; and after the positioning and maintenance of the steel concrete beam are qualified, the floor slab is installed to form a floor slab layer 2, and then the inter-floor wall body is installed to form a frame system.

Step three, arranging an atrium 3 between the frame systems of the stairs, wherein the atrium 3 is at least two floor layers 2 which are high and are arranged in a penetrating way in height; the horizontal full length at the top of the atrium 3 is connected with a steel concrete beam, and the steel concrete beam comprises a main beam and a secondary beam and is connected into a beam frame system at the top of the atrium 3.

In the embodiment, before the steel beam 7 is hoisted, the vertical frame columns are welded at two ends of the steel beam 7, the safety rope is pulled between the vertical frame columns, and the safety rope is a steel wire rope; after the steel beam 7 is in place, the loose hook in the middle of the steel beam 7 is removed, the safety rope is used as a construction rooting point for constructors in the process, the safety rope is pulled to be in a tightened state, and a turn buckle is generally arranged in the middle of the safety rope and used for tightening the steel wire rope.

In this embodiment, the in-process that girder steel 7 hoists to take one's place, rotate in the sky easily, adjust the gesture of girder steel 7 in the sky, two location ropes of ligature before girder steel 7 hoists at the both ends of girder steel 7, the length of location rope will reach about 1 meter of floor or subaerial elevation below girder steel 7, the constructor on floor or subaerial adjusts the gesture of girder steel 7 in the sky through the location rope, guarantees that girder steel 7 takes one's place smoothly.

In the embodiment, the steel beam 7 is embedded in the concrete 12, and after the sheared connecting plate is installed and positioned for the embedded plate and the concrete 12 is poured, the connecting plate is placed off the line and positioned for welding; firstly, measuring and positioning, and measuring an axis control network and an elevation control point of the whole building according to a datum point; the civil engineering and steel structure construction use a uniformly arranged control net, and the steel structure controls the installation position of the embedded part according to the axis of a detail measured by the control net; before binding the reinforcing steel bars, measuring a control axis and an elevation of the plane position of the embedded connecting piece to the next floor; secondly, the embedded part plate is initially in place and accurately corrected, the embedded connecting part is initially in place before the reinforcing steel bars of the wall body are bound according to the embedded part axis and the elevation control line on the next floor, accurate correction is carried out on the embedded connecting part by utilizing a climbing formwork after the reinforcing steel bars are basically bound, and the position of the vertical or horizontal reinforcing steel bar is timely adjusted if the embedded connecting part is blocked by the vertical or horizontal reinforcing steel bar during installation; after the embedded connecting piece is installed in place and fixed, the concrete 12 can be poured after measurement and recheck and acceptance check. The embedded piece that buries 250X 6mm thick in shaped steel concrete beam side, buries a and L75 x 6 angle steel welding, makes profiled sheet floor bearing plate and shaped steel concrete beam effective connection in the stair through the angle steel, and profiled sheet floor bearing plate can the combined action with shaped steel concrete beam, guarantees structural safety.

Step four, mounting a support frame 4 on a first floor layer 21 below the atrium 3 and a second floor layer 22 below the atrium 3, wherein a floor cantilever support plate 6 is mounted on the second floor layer 22 below the atrium 3, a support frame 4 is mounted on the floor cantilever support plate 6, and a hanging frame 8 is supported at the top of the support frame 4.

In this embodiment, the supporting frame 4 includes a vertical frame 41 and an oblique frame 42, and the vertical frame 41 is formed by connecting a vertical frame column and a horizontal frame beam; the bottom of the vertical frame column is detachably connected with the floor cantilever bearing plate 6, and the cross frame beam is connected with an embedded part in the wall body; the building cantilever support plate 6 is at least provided with temporary oblique pulling pieces 5 at the overhanging end part, and the temporary oblique pulling pieces 5 are arranged at intervals at the overhanging end part of the building cantilever support plate 6; the extending end of the oblique frame 42 is high and the top is connected with a protective net.

In the fourth step, the steel structure column 1 is connected to the support of the cast steel concrete beam, the concrete 12 is cast at the ring beam and the bracket for connecting the beam column, and the concrete 12 is fully filled at the beam column joint, the lower part of the flange of the beam steel and the like; treat that steel structure column 1 and 12 intensity of roof beam concrete carry out the hoist and mount of hanging frame 8 after reaching 100%, girder steel 7 and the connection of 1 beaded finish bracket of steel structure column: the webs are butted through high-strength bolts and cover plates, and the flanges are fixed through welding.

Fifthly, the connecting hanging frame 8 is manufactured together when the steel beam 7 is manufactured, after the steel beam is hung in place, the hanging frame 8 is connected with the connecting end of the top of the steel structure column 1 through the connecting end, and the installation of the main beam is firstly carried out and then the installation of the secondary beam is carried out; after the hanging frame 8 is installed, the beam steel bars and the template 10 can be installed after the acceptance is qualified; beam reinforcing steel bars surround the steel ribs, short ribs with corresponding diameters are additionally arranged between the upper beam ribs and the upper flange of the steel beam 7, so that the steel bar framework is hung on the steel beam 7, and the lower beam ribs have required protective layers; the hanging rack 8 in the top of the atrium 3 is connected with the connecting end of the steel structure column 1.

In this embodiment, the hanging rack 8 weighs about 6.0 tons, and is hoisted by using a K40/21 type tower crane, with a hoisting radius R =35M and a hoisting amount of 7.42T. Before 8 hoisting constructions of hanging rack, hang horizontal safety pocket net above 5 floors, the turnover of safety pocket net must guarantee that the lower part fully spreads the safety pocket net when the one deck construction, prevents that the high altitude from falling. To setting up steel pipe support during the position operation construction of encorbelmenting and hanging double-deck safe pocket net, prevent that the high altitude from falling.

In this embodiment, the hanging rack 8 includes a top hanging unit 81, side hanging units 82 connected to both sides of the top hanging unit 81 and located on both sides of the steel beam 7, a bottom hanging unit 83 connected to the bottom of the side hanging unit 82, a vertical connecting member 84 connected to the cross section of the steel beam 7, a beam lower unit 85 connected below the steel beam 7 and located above the bottom hanging unit 83, steel bearing plates 86 connected to the top of the top hanging unit 81 and the bottom of the bottom hanging unit 83, a pad bar 87 and an upper base 88 connected between the top hanging unit 81 and the top of the steel beam 7, and a lower base 89 connected between the bottom hanging unit 83 and the bottom of the steel beam 7; the lower base 89 is provided with a stress sensor and a displacement sensor which are jointly controlled by a remote control end; the top hanging unit 81, the side hanging unit 82, the bottom hanging unit 83 and the beam lower unit 85 are all in a grid frame shape through vertical connecting rods.

Sixthly, pouring the steel reinforced concrete 12 combination beam concrete 12 in the pouring hanging frame 8, wherein the concrete 12 is poured from one end of the hanging frame 8 to the other end in a mode of hanging the concrete 12 by a tower crane; when the installation of the steel concrete 12 secondary beam and the simultaneous pouring of the primary and secondary beams and the floor slab concrete 12 are combined, the midspan deflection of the main beam of the section steel concrete 12 is large, the construction is carried out in a superposed beam mode, and the construction is firstly carried out until the bottom of a floor slab.

In this embodiment, carry out 7 surface course concrete 12 of girder steel and building bearing plate concrete 12's concretings, wait that girder concrete 12 intensity level reaches 100% back, carry out the installation of shaped steel secondary beam and building bearing plate, pour shaped steel concrete beam lamination layer and self-supporting floor plate concrete 12 at last.

The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that may be considered by those skilled in the art within the technical scope of the present invention disclosed herein should be covered within the scope of the present invention.

Claims (10)

1. A high-rise large-span steel concrete beam connecting structure is characterized by comprising steel structure columns (1) arranged at intervals, steel concrete beams vertically connected between the steel structure columns (1) and floor layers (2) connected between the steel concrete beams;

the steel structure columns (1), the steel concrete beams and the floor layer (2) form a large-span high-rise building body, and an atrium (3) is arranged on the building body; the length of the atrium (3) is larger than two designed column distances, and the height of the atrium is higher than the height of three floors; the top of the atrium (3) is connected with a steel concrete beam in a through length mode, and the steel concrete beam comprises an internal steel beam (7) and external concrete (12); the steel beam (7) is detachably connected with a hanging frame (8) and a support frame (4).

2. The high-rise large-span steel-concrete beam connecting structure according to claim 1, wherein the hanging frame (8) comprises a top hanging unit (81), side hanging units (82) connected to both sides of the top hanging unit (81) and positioned on both sides of the steel beam (7), bottom hanging units (83) connected to bottoms of the side hanging units (82), vertical connecting members (84) connected to the cross section of the steel beam (7), a beam lower unit (85) connected below the steel beam (7) and positioned above the bottom hanging units (83), steel bearing plates (86) connected to tops of the top hanging unit (81) and bottoms of the bottom hanging units (83), a cushion rod (87) and an upper base (88) connected between the top hanging unit (81) and the top of the steel beam (7), and a seat (89) connected between the bottom hanging unit (83) and the bottom of the steel beam (7).

3. The high-rise large-span steel-concrete beam connecting structure according to claim 2, wherein the upper base (88) and the lower base (89) are connected to both ends of the steel beam (7), and a cushion rod (87) is connected between the upper base (88) and the top hanging unit (81); the pad rod (87) is a v-21274, and the height of the v-shaped piece is adapted to the height between the upper base (88) and the top hanging unit (81).

4. The high-rise large-span steel-concrete beam connecting structure according to claim 3, wherein the lower base (89) is an I-shaped member, and a cushion pad is installed between the lower base (89) and the steel beam (7); and the lower base (89) is also provided with a stress sensor and a displacement sensor, and the stress sensor and the displacement sensor are jointly controlled through a remote control end.

5. The high-rise large-span steel-concrete beam connecting structure according to claim 4, wherein the top hanging unit (81), the side hanging unit (82), the bottom hanging unit (83) and the under-beam unit (85) are all in a grid frame shape through vertical connecting rod pieces.

6. The high-rise large-span steel-concrete beam connecting structure according to claim 2, characterized in that a formwork (10) is detachably connected to the beam lower unit (85), and a back ridge (11) and a split bolt (9) are connected to the outer side of the formwork (10) in the height direction; the template (10) comprises a bottom die and side dies, and split bolts (9) are connected between the long side dies; the short-direction side die and the long-direction side die are connected through angle piece bolts.

7. The high-rise large-span steel-concrete beam connecting structure according to claim 6, characterized in that the formwork (10) is further provided with perforations for lateral ribs, the lateral ribs are connected between the steel beam (7) and the lateral units, and the length of the lateral ribs is adapted to the thickness of the concrete (12) protective layer of the steel bars in the steel beam (7).

8. The high-rise large-span steel-concrete beam connecting structure according to claim 1, wherein the supporting frame (4) comprises vertical frames (41) and oblique frames (42), and the vertical frames (41) are formed by connecting vertical frame columns and transverse frame beams; the bottom of the vertical frame column is detachably connected with a floor cantilever bearing plate (6), and the cross frame beam is connected with an embedded part in a wall body.

9. The high-rise large-span steel concrete beam connecting structure according to claim 8, wherein the floor cantilever support plate (6) is provided with temporary diagonal members (5) at least at the outward extending end part, and the temporary diagonal members (5) are arranged at intervals at the outward extending end part of the floor cantilever support plate (6); the extending end of the oblique frame (42) is high, and the top of the oblique frame is connected with a protective net.

10. The high-rise large-span steel-concrete beam connecting structure according to claim 9, wherein vertical frame columns are welded at two ends of the steel beam (7), safety ropes are pulled between the vertical frame columns, and the safety ropes are steel wire ropes; a turn buckle is arranged in the middle of the safety rope; still be connected with interim location rope, the length of location rope reaches floor or subaerial elevation 1 meter below girder steel (7).

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