CN212507296U

CN212507296U - High formwork system

Info

Publication number: CN212507296U
Application number: CN202021262774.9U
Authority: CN
Inventors: 韩晓星; 秦毅; 陈曦; 王云济; 白洋; 闫和新; 张立强
Original assignee: Shanghai Construction No 7 Group Co Ltd
Current assignee: Shanghai Construction No 7 Group Co Ltd
Priority date: 2020-07-01
Filing date: 2020-07-01
Publication date: 2021-02-09
Anticipated expiration: 2030-07-01

Abstract

The application provides a high formwork system, includes: the cantilever operation platform, the scaffold, the steel beam bracket and the concrete beam column wood formwork bent frame; the scaffold is erected on the cantilever operation platform, and the steel beam bracket is arranged above the cantilever operation platform and used for supporting the suspended beam structure; the steel beam bracket comprises a bracket main body and a bracket inclined strut, two ends of the bracket main body are respectively inserted into the shear walls and are fixedly connected with the shear walls, one end of the bracket inclined strut is fixedly connected with the bracket main body, and the other end of the bracket inclined strut is fixedly connected with an embedded part of the shear walls; the concrete beam column wood formwork bent is arranged on the steel beam bracket. In the high formwork system that this application provided, adopt the mode that big cross-section shaped steel shelved roof beam collocation high altitude steel platform of encorbelmenting, solved the unable difficult problem of constructing of big cross-section reinforced concrete component in high altitude, not only can gain good practical function, possess moreover that the construction degree of difficulty is low, economic nature is good, a great deal of advantages such as material saving environmental protection, factor of safety height.

Description

High formwork system

Technical Field

The utility model relates to a construction technical field, in particular to high formwork system.

Background

In the field of high-rise residential construction, in order to highlight individuation of single building design or meet the requirement of overall regional planning, concrete flower frame beams, three-dimensional grid structures or steel member models with different shapes are usually designed at the outer eaves, the roof and other parts, so that the building has a unique shape, has modern appearance design and has an excellent appearance effect.

However, civil engineering and decoration construction difficulties such as high-altitude large-scale steel member hoisting, high-altitude suspended reinforced concrete structure formwork erection, roof projecting part outer eave decoration and decoration high-altitude operation and the like derive from the method, the construction process is high in technical difficulty, a large amount of high-altitude operation is involved, and the anti-falling safety control requirement is high.

Along with the larger building scale, the requirements on rigidity, strength and stability of a high-formwork system in reinforced concrete construction are higher, the difficulty in implementing formwork body construction is correspondingly increased, and particularly the defects of high construction difficulty and low safety factor of a large-section reinforced concrete member high-altitude suspension high-formwork are generally overcome. Due to unskilled construction technology of a high formwork system or insufficient engineering experience, engineering accidents occur sometimes, the safety of buildings is endangered, and the life and property damage is seriously caused.

SUMMERY OF THE UTILITY MODEL

An object of the utility model is to provide a high formwork system to there is the problem that the construction degree of difficulty is high, factor of safety is low in solving current high formwork system.

In order to solve the technical problem, the utility model provides a high formwork system, high formwork system includes: the cantilever operation platform, the scaffold, the steel beam bracket and the concrete beam column wood formwork bent frame;

the cantilever operation platform comprises a cantilever girder, a horizontal coupling beam and a platform plate, wherein the horizontal coupling beam is perpendicular to the cantilever girder, the cantilever girder comprises an anchoring section and a cantilever section, the anchoring section of the cantilever girder is fixed on a specified floor slab, the cantilever section of the cantilever girder extends out of the specified floor slab, and the horizontal coupling beam and the platform plate are both fixed on the cantilever section of the cantilever girder;

the scaffold is erected on the overhanging operation platform and is fixedly connected with the horizontal coupling beam;

the steel beam bracket is arranged above the cantilever operation platform and used for supporting a suspended beam structure;

the steel beam bracket comprises a bracket main body and a bracket inclined strut, two ends of the bracket main body are respectively inserted into a reserved laying groove of the shear wall and are fixedly connected with the shear wall, one end of the bracket inclined strut is fixedly connected with the bracket main body, and the other end of the bracket inclined strut is fixedly connected with an embedded part of the shear wall;

concrete beam column wood formwork erection foundation is paved on the bracket main body, and the concrete beam column wood formwork bent is installed on the concrete beam column wood formwork erection foundation.

Optionally, in the high formwork system, the overhanging operation platform further includes a platform diagonal brace, a tie bar and a steel wire rope;

one end of the platform diagonal brace is fixedly connected with the lower surface of the overhanging main beam, and the other end of the platform diagonal brace is fixedly connected with an embedded part of a lower floor slab;

one end of the tie bar is fixedly connected with the platform inclined strut, and the other end of the tie bar is fixedly connected with the overhanging main beam;

the cantilever operation platform further comprises a steel wire rope, one end of the steel wire rope is connected with the main beam, and the other end of the steel wire rope is fixedly connected with the embedded part of the upper floor.

Optionally, in the high formwork system, the concrete beam column wood formwork erecting foundation comprises a plurality of steel pipes, and the plurality of steel pipes are arranged at intervals along the span direction of the steel beam bracket.

Optionally, in the high formwork system, the scaffold includes: a plurality of upright posts, a plurality of cross rods, wall-attached pulling joints and scaffold boards;

the vertical rods are vertically arranged, and the bottom ends of the vertical rods are fixedly connected with the horizontal coupling beam;

the plurality of cross rods are horizontally arranged and are fixedly connected with the plurality of upright rods through first fasteners;

one end of the wall-attached drawing joint is fixedly connected with the upright stanchion, and the other end of the wall-attached drawing joint is fixedly connected with the main structure of the building;

the scaffold boards are laid on the horizontal coupling beams.

Optionally, in the high formwork system, the vertical rods are located at the intersection point of the cantilever main beam and the horizontal coupling beam.

Optionally, in the high formwork system, the scaffold further comprises a hard isolation and safety net;

the hard isolation is arranged on the wall-attached pulling joint, and the safety net is arranged on the inner sides of the upright posts and fixedly connected with the upright posts.

Optionally, in the high formwork system, the method further includes: the steel pipe bent frame comprises a first steel pipe bent frame and a second steel pipe bent frame;

the first steel pipe bent is arranged above the cantilever girder and used for propping up the cantilever girder and an upper floor slab of the specified floor slab;

optionally, the high formwork system is used for supporting the designated floor slab and the lower floor slab thereof.

Optionally, among the high formwork system, its characterized in that, first steel pipe framed bent and second steel pipe framed bent all fall into in the vertical direction the anchor section scope of girder encorbelments.

Optionally, high formwork system in, the girder of encorbelmenting through four at least U type bolts with appointed floor fixed connection, the girder of encorbelmenting adopts No. 20I-steel, the level allies oneself with the roof beam and adopts No. 16I-steel, the bracket main part adopts No. 56I-steel, the bracket bracing adopts No. 22I-steel.

Optionally, in the high formwork system, the platform diagonal brace is made of 20 # i-steel, and the tie bar is made of 16 # steel channel.

Compared with the prior art, the utility model, following advantage and beneficial effect have:

1. the utility model adopts the combination of the large-section steel laying beam and the high-altitude overhanging steel platform, solves the problem that the high-altitude large-section reinforced concrete member cannot be constructed, not only can obtain good practical effect, but also has the advantages of low construction difficulty, excellent economy, material saving, environmental protection, high safety factor and the like;

2. the utility model discloses a high formwork system is except utilizing outside the appointed floor at operating platform place of encorbelmenting itself supports as supporting, still utilized the floor of appointed floor below and the floor of top for the supporting effect is better, supports more stably.

Drawings

Fig. 1 is a schematic view of a vertical surface layout of a high formwork system according to an embodiment of the present invention;

fig. 2 is a schematic plan view of a high formwork system according to an embodiment of the present invention;

fig. 3 is a schematic sectional layout view of a high formwork system according to an embodiment of the present invention;

FIG. 4 is a schematic structural diagram of the region A in FIG. 1;

FIG. 5 is a schematic structural diagram of a region B in FIG. 3;

FIG. 6 is a schematic structural view of a wall attachment pull joint by a two-step two-span pre-embedding method;

FIG. 7 is a schematic view of the construction of a wall attachment tie-in using a through-wall connection;

fig. 8 is a schematic structural view of a concrete beam column wood formwork bent frame according to an embodiment of the present invention;

fig. 9 is a schematic structural diagram corresponding to step one in the construction method of the high formwork system according to the embodiment of the present invention;

fig. 10 is a schematic structural diagram corresponding to step three in the construction method of the high formwork system according to the embodiment of the present invention;

fig. 11 is a schematic structural diagram corresponding to step four in the construction method of the high formwork system according to the embodiment of the present invention.

Detailed Description

The high formwork system provided by the present invention is further described in detail below with reference to the accompanying drawings and specific embodiments.

Please refer to fig. 1 to fig. 3, which are schematic structural diagrams of a high formwork system according to an embodiment of the present invention. As shown in fig. 1 to 3, the high formwork system 100 includes: the cantilever operation platform, the scaffold, the steel beam bracket and the concrete beam column wood formwork bent frame; the cantilever operation platform comprises a cantilever girder 11, a horizontal coupling beam 12 and a platform plate (not shown in the figure), wherein the horizontal coupling beam 12 is perpendicular to the cantilever girder 11, the cantilever girder 11 comprises an anchoring section and a cantilever section, the anchoring section of the cantilever girder 11 is fixed on a specified floor slab, the cantilever section of the cantilever girder 11 extends out of the specified floor slab, and the horizontal coupling beam 12 and the platform plate are both fixed on the cantilever section of the cantilever girder 11; the steel beam bracket is arranged above the cantilever operation platform and comprises a bracket main body 31 and a bracket inclined strut 32, two ends of the bracket main body 31 are respectively inserted into a laying groove reserved in a shear wall and fixedly connected with the shear wall, one end of the bracket inclined strut 32 is fixedly connected with the bracket main body 31, and the other end of the bracket inclined strut 32 is fixedly connected with an embedded part of the shear wall; the bracket main part 31 upper berth is equipped with concrete beam post timber shutterings and establishes the basis, concrete beam post timber shutterings framed bent install in concrete beam post timber shutterings establishes on the basis, the scaffold frame set up in on the operation platform that encorbelments, and with horizontal yoke beam 12 fixed connection.

Specifically, girder 11 encorbelments includes many shaped steel, many shaped steel set up side by side and the interval equals, and every shaped steel all includes the anchor section and the section of encorbelmenting, the anchor section be located appointed floor (for example the floor on the 26 th floor) and through anchor assembly (U type bolt) with appointed floor fixed connection, the section of encorbelmenting stretch out in outside the appointed floor.

In this embodiment, the length of the overhanging main beam 11 is 12m, wherein the length of the anchoring section is 6.7m, and the length of the overhanging section is 5.3 m.

In this embodiment, girder 11 encorbelments includes 7 No. 20a I-steel, and 7 No. 20a I-steel all set up along the horizontal direction.

Preferably, the cantilever girder 11 is fixedly connected with the designated floor slab through at least four U-shaped bolts, namely, each 20 a-shaped steel is fixedly connected with the designated floor slab through at least four U-shaped bolts.

Please refer to fig. 5, which is a schematic structural diagram of the region B in fig. 3. As shown in fig. 5, the U-shaped bolt 16 is pre-embedded in the designated floor, the bottom of the U-shaped bolt 16 is pressed by two steel bars 18 pre-embedded in the designated floor, the cantilever girder 11 is inserted into the U-shaped bolt 16, and the lateral direction of the cantilever girder 11 is wedged by a wood wedge.

In this embodiment, the length of the steel bar 18 is 3m, and the diameter is 20 mm.

With continued reference to fig. 3, the distance D1 between the overhanging main beams 11 (the distance between adjacent i-beams 20 a) is 1500m, the overhanging main beams 11 adjacent to the shear wall are side beams, and the distance D2 between the side beams and the shear wall is 500 mm.

Referring to fig. 2 and 3, the horizontal coupling beam 12 is perpendicular to the cantilever main beam 11, the horizontal coupling beam 12 is fixed to the cantilever main beam 11 by welding, and the platform plate (not shown) is laid on the cantilever main beam 11 and is fixedly connected to the cantilever main beam 11 by binding iron wires. Wherein, horizontal yoke beam 12 is the same including many shaped steel, many shaped steel set up side by side and the interval equals.

In this embodiment, the horizontal coupling beam 12 includes 6 h-beams 16, and the 6 h-beams 16 are all set up along the horizontal direction, the length of the horizontal coupling beam 12 (i.e. the length of the h-beam 16) is 10 meters, and the distance D3 between the horizontal coupling beam 12 (the distance between the adjacent h-beams 16) is between 500mm and 800 mm.

With continued reference to fig. 3, the overhanging operation platform further includes a platform inclined strut 13, a tie bar 14 and a steel wire rope 15, an upper end of the platform inclined strut 13 is fixedly connected to a lower surface of the overhanging main beam 11, a lower end of the platform inclined strut 13 is fixedly connected to a first embedded part of a lower floor (for example, a floor of the 25 th floor), an included angle between the platform inclined strut 13 and a horizontal plane is α, one end of the tie bar 14 is fixedly connected to the platform inclined strut 13, the other end of the tie bar 14 is fixedly connected to an overhanging section of the overhanging main beam 11, one end of the steel wire rope 15 is fixedly connected to the overhanging main beam 11, the other end of the steel wire rope 15 is fixedly connected to a second embedded part of an upper floor (for example, a floor of the 27 th floor), and by means of a pulling action of the steel wire rope 15, the structural stability of the overhanging operation platform can be further improved, preventing it from overturning.

In this embodiment, the operation platform of encorbelmenting is the high altitude steel platform of encorbelmenting, and every bottom of encorbelmenting girder 11 all is provided with platform bracing 13 and tie rod 14, so can reduce the slenderness ratio of bracing, ensures the bracing safety.

In this embodiment, the platform inclined strut 13 is made of 20 # i-steel, the tie bar 14 is made of 16 # channel steel, and an included angle between the platform inclined strut 13 and a horizontal plane is 45 °.

Referring to fig. 3, 6 and 7, the scaffold includes a plurality of vertical rods 21, a plurality of horizontal rods 22, a wall-attached tie (not shown in the drawings), and scaffold boards (not shown in the drawings), wherein the vertical rods 21 are all vertically arranged, the bottom ends of the vertical rods are fixedly connected to the horizontal coupling beam 12, the horizontal rods 22 are all horizontally arranged and are fixedly connected to the vertical rods 21 through first fasteners (not shown in the drawings), the scaffold boards are fully laid on the top surface of the horizontal coupling beam 12, one end of the wall-attached tie is fixedly connected to the scaffold, the other end of the wall-attached tie is fixedly connected to a shear wall, and the wall-attached tie is used for transmitting tension and pressure generated by the scaffold in the using process, so as to enhance the overall stability of the scaffold.

In this embodiment, the wall attachment pulling connection is implemented by a two-step two-span pre-embedding method or a through wall connection method. As shown in fig. 6, the wall-attached pulling joint implemented by the two-step two-span embedding method includes a wall-connecting rod 231, a second fastener 232 and an embedded steel pipe 233, the embedded steel pipe 233 is embedded in the shear wall, one end of the wall-connecting rod 231 is fixedly connected to the embedded steel pipe 233 through the second fastener 232, and the other end of the wall-connecting rod 231 is fixedly connected to the upright rod 21 of the scaffold through the other second fastener 232, so that the scaffold is connected to the main structure of the building through the wall-attached pulling joint.

As shown in fig. 7, the wall-attached tie fastener implemented by the through-wall connection method includes a wall connecting rod 231 and a second fastener 232, one end of the wall connecting rod 231 penetrates through the shear wall and is fixedly connected to the shear wall through the second fastener 232, and the other end of the wall connecting rod 231 is fixedly connected to the upright rod 21 of the scaffold through the second fastener 232, so that the scaffold is connected to the main structure through the wall-attached tie fastener.

In this embodiment, many pole settings 21 with many horizontal poles 22 are the steel pipe, many pole settings 21 are arranged into 6 rows on horizontal, arrange into 7 rows on vertical, and vertical interval is 1.5m, and horizontal interval is 500 ~ 1500mm, many horizontal poles 22's step is 1.5m, first fastener is right angle fastener. Preferably, the upright rods 21 are all located at the intersection point of the cantilever main beam 11 and the horizontal coupling beam 12.

With continuing reference to fig. 3, fig. 6 and fig. 7, the scaffold further includes a hard isolation (not shown in the drawings), a foot baffle (not shown in the drawings) and a safety net (not shown in the drawings), the hard isolation is disposed on the attached wall, the hard isolation includes two steel pipes, a third fastener and a steel fence net, the two steel pipes are both horizontally disposed and fixedly connected through the third fastener, the steel fence net is laid on the two steel pipes, the foot baffle is disposed at the bottom of the vertical rods 21 and fixedly connected with the vertical rods 21, and the safety net is disposed at the inner side of the vertical rods 21 and fixedly connected with the vertical rods 21.

In this embodiment, the external corners all around of scaffold puts up perpendicular full height setting along the outrigger, the scaffold board is steel basketry piece scaffold board, it adopts the seven splint that highly are 180mm to keep off the sole, seven splint along the full length setting all around of scaffold board, the safety net is green close mesh safety net, pole setting 21 full height within range hangs green close mesh safety net enclosure, forms totally enclosed operating space, guarantees workman's operation safety.

Referring to fig. 3 and 8 in combination, the scaffold further includes a floor sweeping rod 24, a capping rod 25, a horizontal rod 26, a horizontal scissor brace (reference numeral is not shown in the figures), and a vertical scissor brace, the floor sweeping rod 24 is disposed at the bottom of the scaffold on the floor, the capping rod 25 is disposed at the top of the scaffold on the floor, the horizontal rod 26 is disposed between the floor sweeping rod 24 and the capping rod 25, and the horizontal scissor brace and the vertical scissor brace are both disposed according to the building code requirements.

In this embodiment, the distance between the sweeping bar 24 and the scaffold board is 200mm, the distance between the sealing bar 25 and the adjustable jacking is less than 500mm, and the step distance of the horizontal bar 26 is less than 1200 mm.

Referring to fig. 1 and 4, the steel beam bracket includes a bracket main body 31 and two bracket diagonal braces 32, the bracket main body 31 is horizontally disposed, two ends of the bracket main body 31 are respectively inserted into a holding groove reserved in the shear wall and are fixedly connected with the shear wall, one end of each of the two bracket diagonal braces 32 is fixedly connected with the bracket main body 31, and the other end of each of the two bracket diagonal braces 32 is fixedly connected with an embedded part of the shear wall. The two bracket braces 32 are symmetrically disposed and are required to provide sufficient supporting force and supporting area.

In this embodiment, the bracket main body 31 is made of 56 # i-steel, the bracket diagonal brace 32 is made of 22 # i-steel, and an included angle between the bracket diagonal brace 32 and a horizontal plane ranges from 10 ° to 75 °.

Preferably, the two bracket braces 32 have the same structural size, and the two bracket braces 32 are located at the same height.

Referring to fig. 1 and 8, a concrete beam column-wood formwork supporting foundation is laid on the bracket main body 31, the concrete beam column-wood formwork supporting foundation includes a plurality of steel pipes 41, the plurality of steel pipes 41 are laid on the bracket main body 31 in a tiled manner and are sequentially arranged along the span direction of the steel beam bracket, and a certain distance is maintained between adjacent steel pipes 41.

In this embodiment, many steel pipes 41 are parallel equidistance setting, and length is 750 mm.

In this embodiment, many steel pipes 41 short steel pipes are regarded as the template main joist concurrently, concrete beam post timber formwork bent 42 install in on many steel pipes 41, concrete beam post timber formwork bent 42 adopts conventional timber formwork bent system, comprises components such as horizon bar, pole setting, broom pole, plywood template, split bolt.

It should be noted that, the specification, angle and distance of the overhanging main beam 11, the horizontal coupling beam 12, the platform diagonal brace 13, the tie bar 14, the vertical rod 21, the horizontal rod 22, the foot blocking plate, the sweeping rod 24, the capping rod 25, the horizontal rod 26, the bracket main body 31, the bracket diagonal brace 32 and the steel pipe 41 are only provided by way of example and not limitation, and those skilled in the art can set the specification, angle and distance of the overhanging main beam 11, the horizontal coupling beam 12, the platform diagonal brace 13, the tie bar 14, the vertical rod 21, the horizontal rod 22, the bracket main body 31, the bracket diagonal brace 32 and the steel pipe 41 according to actual requirements as long as the specification, angle and distance of the steel pipe meet the building specification requirements.

Referring to fig. 2, the high formwork system 100 further includes a first steel pipe bent 51 and a second steel pipe bent 52, the top end of the first steel pipe bent 51 abuts against the upper floor of the designated floor, the bottom end of the first steel pipe bent 51 abuts against the cantilever girder 11 for supporting the cantilever girder 11 and the upper floor of the designated floor, and the second steel pipe bent 52 is disposed in the corridor of the main structure for supporting the designated floor and the lower floor thereof. The first steel pipe bent 51 is connected to the anchoring section of the overhanging main beam 11 in an effective pressing-down manner, and an additional jacking measure is formed for resisting the buckling acting force of the anchoring section. The second steel pipe bent 52 and the first steel pipe bent 51 form an additional top bracing measure together, so that structural damage is prevented.

Preferably, the second steel pipe bent 52 is disposed in the 3-layer corridor of the main body structure. For example, the designated floor is a floor of the 26 th floor, and the second steel pipe bent 52 is disposed between the floors of the 24 th, 25 th and 26 th floors, and is used for supporting the floors of the 24 th to 26 th floors.

Preferably, the projections of the first steel pipe bent 51 and the second steel pipe bent 52 in the vertical direction both fall within the range of the anchoring section of the cantilever girder 11.

In this embodiment, the operating platform of encorbelmenting erects on the appointed floor of building, the girder steel bracket install in the operating platform's of encorbelmenting top is as the atress basis of unsettled large cross-section concrete beam post timber formwork framed bent, the operating platform of encorbelmenting not only is as construction operating platform, undertakes unsettled concrete structure dead weight and whole construction load pressure moreover.

For the construction of the large-section suspended beam, the formwork support is a key link. In the prior art, the suspended concrete structure is constructed by adopting a floor scaffold or an overhanging platform and a template bent frame, but aiming at the suspended concrete structure with large volume and heavy weight, the safety of the existing construction method cannot be ensured, namely the existing high formwork system cannot meet the construction requirement.

In the high formwork system 100 that this embodiment provided, the girder steel bracket shelves the roof beam for large cross section shaped steel, large cross section shaped steel shelves the roof beam and combines the high altitude steel platform of encorbelmenting, has solved the difficult problem that high altitude large cross section reinforced concrete component (high formwork) can't be under construction, not only can gain good practical function, possesses moreover that the construction degree of difficulty is low, economic nature is good, save a great deal of advantages such as material environmental protection, factor of safety height, all has the advantage in the aspect of security, economic nature and practicality. In addition, the high formwork system 100 utilizes the specific floor slab where the overhanging operation platform is located as a support, and also utilizes the floor slab below the specific floor slab and the floor slab above the specific floor slab for supporting, so that the supporting effect is better, and the support is more stable.

Correspondingly, the application also provides a construction method of the high formwork system. Referring to fig. 1 to 3 and 9 to 11, a construction method of the high formwork system 100 includes:

step one, constructing a main floor concrete structure, and arranging an embedded part in the main floor concrete structure;

step two, installing an overhanging operation platform on the appointed floor;

thirdly, building a layer of scaffold on the overhanging operation platform, constructing a layer of main structure, and reserving a groove of the steel beam bracket and a groove of the first suspended beam on the layer of main structure;

fourthly, mounting a steel beam bracket below the first suspended beam;

laying a first concrete beam column wood formwork supporting foundation on the steel beam bracket;

and sixthly, erecting the first concrete beam column wood formwork on the first concrete beam column wood formwork erecting basis, and pouring concrete.

Specifically, as shown in fig. 9, when the floor main body concrete structure is constructed, a first embedded part 1a and a second embedded part (not shown in the figure) are respectively arranged at the edge of the floor, the first embedded part 1a is located on the lower floor of the specified floor and used as a welding point of the cantilever girder lower inclined strut, and the second embedded part is located on the upper floor of the specified floor and used for connecting the steel wire rope 15.

And then, installing an overhanging operation platform on the appointed floor. The specific process of installing the cantilever operation platform comprises the following steps:

step S21, processing overhanging main beams 11, platform inclined struts 13 and tie bars 14 on the ground, and fixedly connecting one ends of the tie bars 14 with the platform inclined struts 13 in a welding manner, fixedly connecting the other ends of the tie bars 14 with overhanging sections of the overhanging main beams 11, fixedly connecting one ends of the platform inclined struts 13 with the overhanging sections of the overhanging main beams 11, and welding and fixing each overhanging main beam 11 (i.e. a single 20a I-steel) with one platform inclined strut 13 and one tie bar 14 to form a platform support;

s22, supporting and hoisting each platform to be positioned on an appointed floor slab through a tower crane;

step S23, fixing the cantilever girder 11 to the specified floor (for example, the floor of the 26 th floor) by at least four U-shaped bolts;

step S24, fixedly connecting the lower end of the platform inclined strut 13 with a first embedded part 1a in a lower floor (for example, a floor of a 25 th floor) in a welding mode;

step S25, laying a horizontal coupling beam 12 and a platform plate on the overhanging main beam 11 in sequence;

and step S26, connecting the steel wire rope 15 between the overhanging main beam 11 and a second embedded part of the upper floor.

Before the cantilever operation platform is installed, additional jacking measures can be added in the finished structural floor to prevent structural damage. The specific process of adding the additional top bracing measure comprises the following steps: and a second steel pipe bent 52 is arranged in the corridor of the main structure and is used for supporting the appointed floor slab and the lower floor slab thereof.

After the overhanging operation platform is installed, additional jacking measures can be continuously added in the finished structural floor. The specific process of adding the additional top bracing measure comprises the following steps: the cantilever girder 11 is fixed with a first steel pipe bent 51 for propping up the cantilever girder 11 and the upper floor slab of the designated floor slab.

As shown in fig. 3, the projections of the first steel pipe bent 51 and the second steel pipe bent 52 in the vertical direction are required to fall within the range of the anchoring section of the cantilever girder 11.

Then, a layer of scaffold and an edge protection frame are erected on the overhanging operation platform, and the edge protection frame is used for hanging a protection net. The concrete process of setting up the upper scaffold on the operation platform of encorbelmenting includes:

step S31, fixing a plurality of upright posts 21 on the horizontal coupling beam 12, and fixedly connecting a plurality of cross bars 22 with the upright posts 21 through first fasteners;

s32, adopting a two-step two-span pre-embedding method or a through wall connecting method to carry out wall attachment pull connection;

step S33, fully paving the scaffold boards on the top surface of the horizontal coupling beam 12;

and step S34, sequentially installing a hard isolation plate, a foot baffle plate and a safety net.

And constructing a main structure of the previous layer in the process of erecting the scaffold of the previous layer on the cantilever operation platform, and reserving a groove of the steel beam bracket and a groove of the first suspended beam in the shear wall of the main structure of the previous layer according to design.

Referring to fig. 1 and 10, the groove of the steel beam bracket includes a resting groove 102, and the resting groove 102 is located below the groove 101 of the first suspended beam and is used for resting the bracket body 31 of the steel beam bracket.

And after the formworks for placing the grooves are removed, the steel beam brackets are installed. The concrete process of installing the steel beam bracket comprises the following steps:

step S41, processing the bracket main body 31 and the two bracket diagonal braces 32 on the ground, and fixing one end of each of the two bracket diagonal braces 32 on the bracket main body 31 to form a steel beam bracket;

step S42, hoisting the steel beam bracket in place through a tower crane;

step S43, inserting the two ends of the bracket main body 31 into the reserved placing grooves of the upper layer of main body structure (shear wall) respectively;

and S44, leveling, and respectively pouring and compacting the placing grooves by using high-fine stone concrete.

Before the placing grooves are densely poured by high and fine stone concrete, the horizontal ribs in the shear wall are required to be lengthened again, and the lower ends of the bracket inclined struts 32 are fixedly connected with embedded parts of the shear wall. As shown in fig. 4, the lower end of the bracket diagonal brace 32 is fixedly connected with the third embedded part 1d of the main body structure (shear wall) by welding.

As shown in fig. 11, the bracket main body 31 of the steel beam bracket is placed in the placing groove 102, and after the placing grooves 102 are respectively filled with the fine aggregate concrete, the steel beam bracket is fixedly installed below the groove 101 of the first suspended beam and is connected with the shear wall into a whole.

In this embodiment, the width of the resting groove is 200mm, the depth of the resting groove is 700mm, and the width of the groove of the first suspending beam is 600mm, and the depth of the groove of the first suspending beam is 400 mm.

And after the steel beam bracket is installed, constructing a large-section suspended beam structure. The concrete process of constructing the large-section suspended beam structure comprises the following steps: firstly, laying a plurality of short steel pipes on the steel beam bracket, wherein the short steel pipes are laid in a tiled mode along the span direction of the steel beam bracket and serve as a first concrete beam column wood formwork supporting foundation; then, erecting a first concrete beam column wood formwork on the basis of erecting the first concrete beam column wood formwork, wherein the first concrete beam column wood formwork (comprising a bottom formwork and a side formwork) is bound by steel bars; and then, pouring concrete, reserving the suspension post dowel bars in the concrete pouring process, and then, curing the concrete until the concrete strength of the first suspended beam and the suspension post reaches the design requirement.

In the concrete curing process, a scaffold can be continuously erected on the overhanging operation platform, and the upper layer of structural concrete, the second suspended beam and the hanging column are constructed. After the second suspended beam and the hanging column are constructed, a scaffold can be continuously erected on the overhanging operation platform, a third suspended beam and the hanging column are constructed, and the shear wall and the floor slab of the residual structure are constructed to reach the top elevation of the designed structure.

With continued reference to fig. 1, when erecting a scaffold, the frame body is additionally provided with safety protection structures such as steel pipe hard tie 28.

In this embodiment, three suspension beams, namely, a first suspension beam 10, a second suspension beam 20, and a third suspension beam 30, are implemented, wherein the first suspension beam and the second suspension beam are both 600mm × 400mm in size, and the third suspension beam is 600mm × 1000mm in size.

In other embodiments, only one suspended beam, two suspended beams or more than four suspended beams may be implemented according to design requirements.

After all the suspended beams and the hanging columns are constructed, the concrete beam column wood formwork bent 42, the steel beam brackets, the scaffolds, the horizontal coupling beams 12, the scaffold boards and the cantilever main beams 11 are sequentially dismantled.

To sum up, the utility model provides an among the high formwork system, adopt large cross section shaped steel to shelve the mode that roof beam collocation high altitude steel platform of encorbelmenting, solved the difficult problem that the big cross section reinforced concrete component in high altitude can't be under construction, not only can gain good practical function, possess moreover that the construction degree of difficulty is low, economic nature is good, save material environmental protection, a great deal of advantage such as factor of safety height.

The foregoing is a more detailed description of the present application in connection with specific preferred embodiments and it is not intended that the present application be limited to these specific details. For those skilled in the art to which the present application pertains, several simple deductions or substitutions may be made without departing from the concept of the present application, and all should be considered as belonging to the protection scope of the present application.

Claims

1. A high formwork system, comprising: the cantilever operation platform, the scaffold, the steel beam bracket and the concrete beam column wood formwork bent frame;

2. The high formwork system defined in claim 1, wherein the overhanging operation platform further comprises platform diagonal braces, tie bars and wire ropes;

3. The high formwork system of claim 1, wherein the concrete beam column wood formwork support foundation comprises a plurality of steel pipes, and the plurality of steel pipes are arranged at intervals along the span direction of the steel beam bracket.

4. The high formwork system defined in claim 1, wherein the scaffolding comprises: a plurality of upright posts, a plurality of cross rods, wall-attached pulling joints and scaffold boards;

the scaffold boards are laid on the horizontal coupling beams.

5. The high formwork system defined in claim 4, wherein the vertical rods are located at the intersection of the main cantilever beam and the horizontal coupling beam.

6. A high formwork system according to claim 4, wherein the scaffolding further comprises a hard insulation and safety net;

7. The high formwork system defined in claim 1, further comprising: the steel pipe bent frame comprises a first steel pipe bent frame and a second steel pipe bent frame;

the second steel pipe bent is arranged in the corridor of the main body structure and used for supporting the appointed floor slab and the lower floor slab thereof.

8. The high formwork system of claim 7, wherein the projections of the first steel pipe bent and the second steel pipe bent in the vertical direction both fall within the range of the anchoring section of the cantilever girder.

9. The high formwork system of claim 1, wherein the cantilever girder is fixedly connected with the designated floor slab through at least four U-shaped bolts, the cantilever girder is made of 20I-steel, the horizontal coupling beam is made of 16I-steel, the bracket body is made of 56I-steel, and the bracket diagonal brace is made of 22I-steel.

10. The high formwork system defined in claim 2, wherein the platform diagonal brace is made of 20-gauge I-steel and the tie bar is made of 16-gauge channel steel.