CN212176566U - Structure of encorbelmenting is shared with outer scaffold to high altitude formwork support - Google Patents

Abstract

The utility model provides a high altitude formwork support and external scaffolding structure of encorbelmenting jointly, belongs to the building technology field, including girder steel, horizontal rectangle steel sheet, the U-shaped pull ring etc. of encorbelmenting, the girder steel of encorbelmenting includes first girder steel, the second girder steel of encorbelmenting, first girder steel overlap joint of encorbelmenting on the floor, and it links to each other through the U-shaped pull ring with floor overlap joint end, first girder steel, the second girder steel bottom of encorbelmenting is equipped with horizontal rectangle steel sheet, the second girder steel of encorbelmenting links to each other with the floor side, is equipped with hollow bracing of rectangle, triangle-shaped steel sheet between its bottom horizontal rectangle steel. This structural system makes first girder steel and the second girder steel better atress of encorbelmenting through arranging horizontal rectangle steel sheet to can guarantee that formwork support and scaffold frame set up simultaneously, bearing capacity is high, and all girder steels of encorbelmenting all adopt the bracing formula, do not adopt traditional single wire rope to draw to one side, so strengthened the girder steel stability of encorbelmenting, and then improve the stability and the security of the scaffold frame of encorbelmenting.

Description

Structure of encorbelmenting is shared with outer scaffold to high altitude formwork support

Technical Field

The utility model belongs to the technical field of the building, especially, relate to a high altitude formwork support and outer scaffold frame sharing structure of encorbelmenting.

Background

The scaffold mainly refers to various supports which are erected for facilitating the operation of workers and solving the problems of vertical and horizontal transportation when in site construction. The overhanging scaffold can be divided into a cantilever type, a diagonal type and a lower supporting type. The cantilever type uses the shaped steel as cantilever beam to cantilever outward, and the oblique pulling type is that the cantilever steel beam that stretches out on the building structure is obliquely pulled through a steel wire rope or a rod piece, and the other end of the oblique pulling rod piece is fixed in the beam or the column on the upper layer, and the down-bracing type is that the oblique bracing is added on the lower part of the cantilever steel beam.

In the prior art, a plurality of projects select to draw the overhanging section of the overhanging steel beam only through a steel wire rope in an inclined mode, one end of the steel wire rope is in a drawknot with the overhanging steel beam, the other end of the steel wire rope is in a drawknot with a pre-embedded ring of round steel, so that the tension in the vertical direction of the steel wire rope is used for resisting the pressure of the overhanging steel beam on the steel wire rope, but the tension of the steel wire rope can not offset the whole pressure, so that the fixed end of the overhanging steel beam can generate bending moment, the flexible drawknot of the steel wire rope enables the deflection generated by the overhanging steel beam to be large, a worker does not have a definite concept on the stress performance when installing the steel wire rope and does not have. And the girder steel of encorbelmenting mostly needs perforate the wall body when the installation at present stage, then stretch into indoorly, the later stage carries out the shutoff, leads to wall structure to suffer to destroy and influence wall body quality, later stage and consume manpower, materials and financial resources and carry out the shutoff to the wall body.

Disclosure of Invention

In order to solve the technical problem that exists, the utility model provides a high altitude formwork support and outer scaffold frame sharing structure of encorbelmenting mainly is good, the atress performance is clear and definite, the formwork is convenient, labour saving and time saving's structure during later stage shutoff wall body in order to develop a bearing capacity, can effectual solution encorbelment the girder steel atress indefinite, bearing capacity is low, reduce the wall body by perforate destroy and consume manpower, materials and financial resources scheduling problem.

The utility model adopts the technical scheme as follows:

a common cantilever structure for a high-altitude formwork support and an external scaffold comprises a cantilever steel beam, a horizontal rectangular steel plate, a U-shaped pull ring, a floor slab, an external scaffold, a first diagonal steel wire rope, a rectangular truss diagonal brace, a wall connecting seat, a beam, a second diagonal steel wire rope, a vertical compression bar, a formwork support, a rectangular hollow diagonal brace and a triangular steel plate, wherein the cantilever steel beam comprises a first cantilever steel beam and a second cantilever steel beam, the length of the first cantilever steel beam is larger than that of the second cantilever steel beam, the first cantilever steel beam and the second cantilever steel beam are both arranged on an nth floor slab, n is an integer larger than or equal to 7, the first cantilever steel beam is lapped on the floor slab and is connected with a lap end of the floor slab through the U-shaped pull ring, the horizontal rectangular steel plate is arranged at the bottom of the first cantilever steel beam and the second cantilever steel beam, the horizontal steel plate at the bottom of the overhang end of the first cantilever steel beam is connected with the side face of the nth-1 layer rectangular floor slab through the rectangular, the rectangular truss diagonal brace is characterized in that a wall connecting seat is arranged in the middle of the rectangular truss diagonal brace and is connected with the side edge of the nth floor through a first diagonal steel wire rope, a vertical compression rod is vertically fixed between the wall connecting seat in the middle of the rectangular truss diagonal brace and a horizontal rectangular steel plate at the bottom of the extending end of the first cantilever steel beam, the second cantilever steel beam is connected with the side edge of the floor, a rectangular hollow diagonal brace and a triangular steel plate are arranged between the lower portion of the horizontal rectangular steel plate at the bottom of the second cantilever steel beam and the side wall of the floor, the rectangular hollow diagonal brace is fixed at the bottom of the inclined edge of the triangular steel plate, the upper portion of the second cantilever steel beam is connected with the n +1 th floor through a second diagonal steel wire rope, and an external scaffold is.

Furthermore, gluten and bottom ribs are transversely arranged in the floor slab, stirrups with 135-degree hooks are arranged in the beam, and three rows of longitudinal steel bars are arranged at the lower part of the beam.

Furthermore, the U-shaped pull ring comprises a first U-shaped pull ring and a second U-shaped pull ring, the first U-shaped pull ring is fixed on the outer side edge of the outer side beam of the floor slab, the upper part of the first U-shaped pull ring is in an inverted U shape, the first cantilever steel beam penetrates through the first U-shaped pull ring, the upper part of the first cantilever steel beam is fixed through a wood wedge, the lower part of the first cantilever steel beam is an anchoring part, U-shaped pull ring bent anchors perpendicular to the U-shaped pull ring are arranged on the anchoring part, the upper group and the lower group of the U-shaped pull ring bent anchors are oppositely arranged, the U-shaped pull ring bent anchors are bent by 90 degrees, the U-shaped pull ring bent anchors are pre-buried in the floor slab, and a vertical rectangular steel plate; the stiff end of the girder steel of encorbelmenting sets up two second U-shaped pull rings, and one department sets up two second U-shaped pull rings for the afterbody of the girder steel canned paragraph of encorbelmenting, and the interannular distance 200mm, and one department sets up second U-shaped pull ring for the front end department of the girder steel canned paragraph of encorbelmenting.

Further, the first cantilever steel beam and the second cantilever steel beam are arranged in a mode that the second cantilever steel beam is arranged on two sides or one side of the first cantilever steel beam.

The top of the rectangular truss diagonal brace is fixed at three-quarters of the first cantilever steel beam.

Further, the upper half part of the vertical rectangular steel plate and the top of the floor slab are located on the same plane.

Further, the overhanging length of the upper part of the horizontal rectangular steel plate extends to the right end of the diagonal brace of the rectangular truss.

Further, first girder steel of encorbelmenting be I-shaped girder steel, U-shaped pull ring diameter is not less than 16 mm.

Furthermore, the horizontal rectangular steel plate is connected with the contact surface of the vertical pressure rod in a welding mode, and the horizontal rectangular steel plate is connected with the contact surface of the rectangular hollow inclined strut in a welding mode.

Furthermore, a hole matched with the short side of the vertical rectangular steel plate is reserved in the floor slab, and the vertical rectangular steel plate of the first U-shaped pull ring is connected with the floor slab through a bolt penetrating through the vertical rectangular steel plate.

Further, the second girder steel of encorbelmenting is rectangle bracing, and inside is hollow structure.

Compared with the prior art, the utility model discloses an effect and advantage as follows:

1) the material is easy to obtain, the construction is simple, the time consumption is low, and the strength of the cantilever steel beam is improved.

2) The utility model discloses well first girder steel of encorbelmenting has replaced wire rope to participate in the atress of the girder steel of encorbelmenting, has saved the cost such as purchase, installation of wire rope and the pre-buried ring of round steel.

3) The utility model discloses well girder steel of encorbelmenting replaces wire rope to undertake the vertical decurrent power of the girder steel transmission of encorbelmenting, also undertakes the moment of flexure for the girder steel stiff end of encorbelmenting simultaneously, has avoided the floor to be crushed, has increased the security and the stability of girder steel and the floor of encorbelmenting, and then improves the security of the scaffold frame of encorbelmenting.

4) The utility model discloses according to the characteristic of U-shaped pull ring, explained one kind and be fit for the pre-buried formwork method of this U-shaped pull ring, and be applicable to all construction formworks that utilize this U-shaped pull ring.

5) The utility model discloses take first girder steel and the second girder steel of encorbelmenting to be separated by the mode of arranging, reduced the perforation to the wall body, it is little to the wall body destruction, also saved the manpower and materials financial resources that the later stage was filled to wall body hole simultaneously.

6) The utility model discloses an arrange horizontal rectangle steel sheet, make longer bracing and shorter bracing participate in the atress jointly, improve whole atress performance.

7) The utility model discloses can guarantee that formwork support and outer scaffold frame set up simultaneously, bearing capacity is high.

Drawings

FIG. 1 is a top view of an overhanging steel beam on an n-story floor;

FIG. 2 is an anchoring view of a first cantilever steel beam structure within a floor slab;

FIG. 3 is a diagram of the anchoring of a second cantilever steel beam structure within a floor slab;

FIG. 4 is a sectional view taken along line A-A of FIG. 3;

FIG. 5 is a floor and beam reinforcement diagram;

FIG. 6 is a partial top elevation view of the rectangular truss brace at C of FIG. 2;

FIG. 7 is a partial right side view of the bottom of the rectangular truss brace at B in FIG. 2;

FIG. 8 is an anchoring view of a U-shaped pull ring at a fixed section of an overhanging steel beam in a floor slab;

FIG. 9 is a perspective view of a U-shaped tab and a vertical rectangular steel plate;

FIG. 10 is a perspective view of a triangular steel plate, a rectangular hollow diagonal brace, and a second cantilever steel beam;

fig. 11 is a perspective view of the wall base at the diagonal bracing of the rectangular truss.

In the figure: 1 is horizontal rectangle steel sheet, 2 is first U-shaped pull ring, 3 is the curved anchor of U-shaped pull ring, 4 is the first girder steel of encorbelmenting, 5 is the floor, 6 is the external scaffolding, 7 is the wood wedge, 8 is vertical rectangle steel sheet, 9 is second U-shaped pull ring, 10 is the bolt, 11 is the second girder steel of encorbelmenting, 12 is first cable-stayed steel wire rope, 13 is the rectangle truss bracing, 14 is the wall seat that links, 15 is the roof beam, 16 is the end muscle, 17 is longitudinal reinforcement, 18 is the stirrup, 19 is the second cable-stayed steel wire rope, 20 is vertical depression bar, 21 is the formwork support, 22 is the hollow bracing of rectangle, 23 is the triangle-shaped steel sheet, 24 is the gluten.

Detailed Description

The present invention will be described in detail with reference to the accompanying drawings and examples.

The utility model provides a high altitude formwork support and external scaffolding structure of encorbelmenting jointly and construction method thereof, includes U-shaped pull ring, vertical rectangle steel sheet, horizontal rectangle steel sheet rectangle truss bracing, rectangle hollow bracing, triangle-shaped steel sheet, curved anchor, even wall seat, draws wire rope to one side, vertical depression bar, first girder steel, the second girder steel of encorbelmenting, wooden wedge, formwork support, external scaffolding, the girder steel of encorbelmenting totally two kinds, one kind is the first girder steel of encorbelmenting, and another kind is the second girder steel of encorbelmenting, and the two equipartition is put at n layers of floor, and the two arrangement mode is that a second girder steel of encorbelmenting is arranged for first girder steel both sides or unilateral encorbelmenting, connects through horizontal. The first cantilever steel beam is fixed on the floor through a pre-buried U-shaped pull ring, the U-shaped pull ring is divided into two parts, the upper half part is in an inverted U shape, so that the cantilever steel beam penetrates through and is reinforced through a wood wedge, and the lower half part is an anchoring part which needs to be pre-buried into the floor and is anchored for 90 degrees at the anchoring tail end. The position that vertical rectangle steel sheet and U-shaped pull ring contacted welds and center department transversely sets up a bolt, and the bolt runs through vertical rectangle steel sheet and roof beam, and horizontal rectangle steel sheet top is the girder steel of encorbelmenting, and the part that supports horizontal rectangle steel sheet is rectangle truss bracing and vertical depression bar. The bent anchor is pre-buried in the floor, treats that floor concrete solidifies the back U-shaped pull ring can fix in the position of the first girder steel of encorbelmenting of bearing, and the space between first girder steel top of encorbelmenting and the U-shaped pull ring is plugged with the wooden wedge tightly. The bent anchor is embedded into the floor slab, and the bottom of the bent anchor and the tension steel bar of the floor slab are in the same plane. Can transmit vertical decurrent power and clockwise moment of flexure for the rectangular steel sheet when encorbelmenting the girder steel atress, power and moment transmit for curved anchor and floor through vertical welding seam and bolt, and the girder steel tip of encorbelmenting does not set up wire rope, corresponds n +1 layer and does not set up the pre-buried ring of round steel. In order to ensure the strength of the floor slab and the beam, gluten and bottom bars are transversely arranged on the floor slab, stirrups with 135-degree hooks are arranged in the beam, longitudinal steel bars are encrypted, and three rows of longitudinal steel bars are arranged on the lower portion of the beam. Because the utility model discloses a U-shaped pull ring and vertical rectangle steel sheet process through prefabricated mode, so when transporting to the job site, only need pre-buried to relevant position department can. Consider pre-buried back template and can't reserve the hole for the curved anchor, for making things convenient for formwork, the utility model provides a formwork method to U-shaped pull ring. Before concreting, only need reserve out the hole as big as vertical rectangle steel sheet minor face size for the template, then will the utility model discloses in the one end of the bolt that runs through vertical rectangle steel sheet fix vertical rectangle steel sheet and even wall seat, the nut is screwed up to the other end and is fixed in the template, the effect that has acted as the template of vertical rectangle steel sheet like this, only need to twist off the nut during form removal and can demolish, just this formwork method can be used to other installations the utility model discloses a girder steel of encorbelmenting reaches used repeatedly's effect. The wall connecting base is connected with the rectangular truss diagonal brace through bolts, and the wall connecting base is simultaneously connected with the diagonal steel wire rope and the vertical compression bar. The top of the rectangular truss diagonal brace is fixed at the three-fourth position of the first cantilever steel beam, the bottom of the rectangular truss diagonal brace is fixed at the beam position of the n-1 layer, the rectangular truss diagonal brace supports the first cantilever steel beam cantilever end and is connected with the wall connecting seat through bolts, the top of the rectangular truss diagonal brace supports the horizontal rectangular steel plate, the horizontal rectangular steel plate supports the first cantilever steel beam, the three are reinforced through bolts, the width of the rectangular truss diagonal brace is consistent with that of the first cantilever steel beam, so that the top bolts are adopted to control the width of the rectangular truss diagonal brace and are respectively arranged on the left side and the right side, and the rectangular truss diagonal brace and the beam and the first cantilever steel beam are arranged through bolts as shown in fig.. In order to avoid the first cantilever steel beam from generating large deflection, a vertical compression bar is arranged below the first cantilever steel beam, a diagonal steel wire rope and a wall connecting base are also arranged on the rectangular truss diagonal brace for avoiding the rectangular truss diagonal brace from generating large deflection, the wall connecting base is simultaneously connected with the steel wire rope and the vertical compression bar, and the other end of the steel wire rope is connected with the wall connecting base fixed on the vertical rectangular steel plate. The second girder steel of encorbelmenting does not have any connection with the floor, and the second girder steel below of encorbelmenting is horizontal rectangle steel sheet, and horizontal rectangle steel sheet below is the triangle-shaped steel sheet, is the hollow bracing of rectangle below the triangle-shaped steel sheet, and the position that the hollow bracing of rectangle and horizontal rectangle steel sheet handing-over runs through horizontal rectangle steel sheet and second girder steel of encorbelmenting with bolt fastening bolt, and the position that triangle-shaped steel sheet and the hollow bracing of rectangle and floor contacted also runs through the roof beam with bolt fastening, bolt. Set up a triangle-shaped steel sheet between hollow bracing of rectangle and the horizontal rectangle steel sheet, full weld is carried out in advance in the place of triangle-shaped steel sheet top right-angle side, triangle-shaped steel sheet hypotenuse, horizontal rectangle steel sheet and the hollow bracing of rectangle mutual contact, and another right-angle side of triangle-shaped steel sheet is fixed with 2 bolts with the place of floor contact. The first girder steel of encorbelmenting and the second girder steel top of encorbelmenting arrange template support and outer scaffold frame simultaneously, and wherein the second girder steel of encorbelmenting is decided according to scaffold frame steel pipe diameter and quantity and is expected not to arrange oblique-pulling wire rope, and the girder steel of encorbelmenting is connected to this wire rope one end, and the roof beam on n +1 layer is connected to the other end. This structural system adopts the girder steel interval arrangement mode of encorbelmenting of first girder steel and second, has reduced the tradition girder steel of encorbelmenting and has all need run through the number of times of outer wall, has avoided the outer wall to be punched promptly, has improved the wholeness of outer wall.

The bent anchor is embedded into the floor slab before concrete is poured on the floor slab, the vertical rectangular steel plate is tightly attached to the cross section of the floor slab and serves as a template, and the top of the floor slab and the upper half part of the vertical rectangular steel plate are located on the same plane.

The upper overhanging length of the horizontal rectangular steel plate extends to the right end of the diagonal brace of the rectangular truss.

First girder steel of encorbelmenting be the I-shaped steel roof beam, except that this noted position department sets up the pull ring, still should set up the pre-buried pull ring in two places at the stiff end of girder steel of encorbelmenting, first department sets up the dicyclo for the afterbody of first girder steel canned paragraph of encorbelmenting, and two interannular distance 200mm, the second department sets up the monocycle for the front end department of first girder steel canned paragraph of encorbelmenting. All the pull rings are not less than 16mm in diameter.

The anchoring length corresponding to the bent anchor is in accordance with the regulations of steel bar anchoring in GB50010 national standard 'concrete structure design Specification'.

And the contact surface of the horizontal rectangular steel plate and the vertical compression bar is welded, and the contact surface of the horizontal rectangular steel plate and the rectangular hollow inclined strut is also welded.

The rectangular inclined strut is internally of a hollow structure.

And a formwork support is arranged between the n layer and the n +1 layer, and a scaffold is arranged on the outermost side.

Example 1

As shown in fig. 1-11, the structure comprises a U-shaped pull ring, a vertical rectangular steel plate, a horizontal rectangular steel plate, a rectangular truss inclined strut, a rectangular hollow inclined strut, a triangular steel plate, a bent anchor, a wall connecting seat, a shorter steel wire rope, a longer steel wire rope, a vertical compression bar, a first cantilever steel beam, a second cantilever steel beam, a wooden wedge, a formwork support and an external scaffold. The first girder steel and the second girder steel equipartition of encorbelmenting are put at n layers floor, and the two arrangement mode is that first girder steel both sides or the unilateral girder steel of encorbelmenting arrange the second girder steel of encorbelmenting, connects through horizontal rectangle steel sheet between the two. Vertical rectangle steel sheet welds together with the U-shaped pull ring in advance, and the top right-angle side of triangle-shaped steel sheet welds with the local full welding of vertical rectangle steel sheet contact, and the other right-angle side of triangle-shaped steel sheet is fixed with two bolts with the place of floor contact, and the triangle-shaped steel sheet hypotenuse welds with the local full welding of the hollow bracing contact of rectangle, and the corresponding bolt hole is reserved to the roof beam when the formwork. After the steel beam is transported to a construction site, the U-shaped pull ring bending anchor is embedded into a floor slab, the U-shaped pull ring is divided into two parts, the upper half part is in an inverted U shape, so that the cantilever steel beam penetrates through and is reinforced through a wood wedge, the lower half part is an anchoring part needing to be embedded into the floor slab, and the anchoring end is bent and anchored for 90 degrees. The position that vertical rectangle steel sheet and U-shaped pull ring contacted welds and center department transversely sets up a bolt, and the bolt runs through vertical rectangle steel sheet and roof beam, and horizontal rectangle steel sheet top is the first girder steel of encorbelmenting, and the space between first girder steel top of encorbelmenting and the U-shaped pull ring is plugged with the wooden wedge tightly, and the part that supports horizontal rectangle steel sheet is rectangle truss bracing and vertical depression bar. The bent anchor is pre-buried in the floor, treats that the U-shaped pull ring can fix in the position of the first girder steel of encorbelmenting of bearing after the floor concrete sets. The bent anchor is embedded into the floor slab, and the bottom of the bent anchor and the tension steel bar of the floor slab are in the same plane. Except the utility model discloses the position department of noting sets up the pull ring, still should set up the pre-buried pull ring in two places at the stiff end of girder steel of encorbelmenting, and first department sets up two pull rings for the girder steel afterbody of encorbelmenting, and the interannular distance 200mm, and the second department sets up the monocycle for the front end department of the girder steel canned paragraph of encorbelmenting. All the pull rings are not less than 16mm in diameter. For the intensity of guaranteeing U-shaped pull ring correspondence roof beam department, when putting the reinforcement to the roof beam, for the intensity of guaranteeing floor and roof beam, gluten, end muscle are transversely arranged to the floor, arrange the stirrup of 135 degrees crotch in the roof beam to encrypt the longitudinal reinforcement, under the prerequisite of guaranteeing to fit the muscle roof beam, the lower part sets up three rows of longitudinal reinforcement. Before concreting, reserve the hole as big as vertical rectangle steel sheet minor face size for the template, then will the utility model discloses in the one end of the bolt that runs through vertical rectangle steel sheet fix vertical rectangle steel sheet and even wall seat, the nut is screwed up to the other end and is fixed in the template, floor cross section is hugged closely to vertical rectangle steel sheet, the effect that has acted as the template of vertical rectangle steel sheet like this, only need to twist off the nut when stripping and can demolish the mould, just this formwork method can be used in other installations the utility model discloses a girder steel of encorbelmenting reaches used repeatedly's effect. The top of the rectangular truss diagonal brace is fixed at the three-fourth position of the first cantilever steel beam, the bottom of the rectangular truss diagonal brace is fixed at the beam position of the n-1 layer, the rectangular truss diagonal brace supports the first cantilever steel beam cantilever end and is connected with the wall connecting seat through bolts, the top of the rectangular truss diagonal brace supports the horizontal rectangular steel plate, the horizontal rectangular steel plate supports the first cantilever steel beam, the three are reinforced through bolts, the width of the rectangular truss diagonal brace is consistent with that of the first cantilever steel beam, so that the top bolts are adopted to control the width of the rectangular truss diagonal brace and are respectively arranged on the left side and the right side, and the rectangular truss diagonal brace and the beam and the first cantilever steel beam are arranged through bolts as shown in fig.. In order to avoid the first cantilever steel beam from generating large deflection, a vertical compression bar is arranged below the first cantilever steel beam, a diagonal steel wire rope and a wall connecting base are also arranged on the rectangular truss diagonal brace for avoiding the rectangular truss diagonal brace from generating large deflection, the wall connecting base is simultaneously connected with the steel wire rope and the vertical compression bar, and the other end of the steel wire rope is connected with the wall connecting base fixed on the vertical rectangular steel plate. The wall connecting base is connected with the rectangular truss diagonal brace through the bolts, the wall connecting base is simultaneously connected with the diagonal steel wire rope and the vertical compression bar, as shown in fig. 11, and during construction, the vertical compression bar is required to be completely perpendicular to the first cantilever steel beam, and the contact surface is welded. The girder steel of encorbelmenting of second and floor do not have any connection, and the girder steel below of encorbelmenting of second is horizontal rectangle steel sheet, and horizontal rectangle steel sheet below is the triangle-shaped steel sheet, and triangle-shaped steel sheet below is the hollow bracing of rectangle, and the position that rectangle hollow bracing and horizontal rectangle steel sheet handing-over run through triangle-shaped steel sheet and second girder steel of encorbelmenting with bolt fastening bolt, and this bolt totally 6 is 4 bolts of triangle-shaped steel sheet end arrangement respectively, and 2 bolts are arranged to the three quarters, as shown in figure 1. The contact parts of the triangular steel plate and the rectangular hollow inclined strut with the floor are also fixed by bolts which penetrate through the beam. Set up a triangle-shaped steel sheet between hollow bracing of rectangle and the horizontal rectangle steel sheet, full weld is carried out in advance in the place of triangle-shaped steel sheet top right-angle side, triangle-shaped steel sheet hypotenuse, horizontal rectangle steel sheet and the hollow bracing of rectangle mutual contact, and another right-angle side of triangle-shaped steel sheet is fixed with 2 bolts with the place of floor contact, as shown in figure 4. The first girder steel of encorbelmenting and the second girder steel top of encorbelmenting arrange template support and outer scaffold frame simultaneously, and wherein the second girder steel of encorbelmenting is decided according to scaffold frame steel pipe diameter and quantity and is expected not to arrange oblique-pulling wire rope, and the girder steel of encorbelmenting is connected to this wire rope one end, and the roof beam on n +1 layer is connected to the other end.

The foregoing is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, a plurality of modifications and decorations can be made without departing from the principle of the present invention, and these modifications and decorations should also be regarded as the protection scope of the present invention.

Claims (9)

1. The utility model provides a high altitude formwork support structure of encorbelmenting with outer scaffold frame sharing which characterized in that: including girder steel, horizontal rectangle steel sheet (1), U-shaped pull ring, floor (5), scaffold outside (6), first cable-stay wire rope (12), rectangle truss bracing (13), even wall seat (14), roof beam (15), second cable-stay wire rope (19), vertical depression bar (20), formwork support (21), the hollow bracing of rectangle (22), triangle-shaped steel sheet (23), the girder steel of encorbelmenting includes first girder steel (4), the second girder steel (11) of encorbelmenting, first girder steel (4) length of encorbelmenting is greater than second girder steel (11) of encorbelmenting, first girder steel (4), the second girder steel (11) of encorbelmenting all set up in nth floor, and n is the integer of more than or equal to 7, first girder steel (4) of encorbelmenting is on floor (5), and it links to each other through U-shaped pull ring with floor (5) overlap end, first girder steel (4) of encorbelmenting, A horizontal rectangular steel plate (1) is arranged at the bottom of a second cantilever steel beam (11), the horizontal rectangular steel plate (1) at the bottom of the extending end of a first cantilever steel beam (4) is connected with the side face of the floor slab at the (n-1) th floor through a rectangular truss inclined strut (13), a wall connecting base (14) is arranged in the middle of the rectangular truss inclined strut (13) and is connected with the side face of the floor slab at the n-th floor through a first inclined steel wire rope (12), a vertical compression bar (20) is vertically fixed on the wall connecting base (14) in the middle of the rectangular truss inclined strut (13) and the horizontal rectangular steel plate (1) at the bottom of the extending end of the first cantilever steel beam (4), the second cantilever steel beam (11) is connected with the side of the floor slab (5), a rectangular hollow inclined strut (22) and a triangular steel plate (23) are arranged between the lower part of the horizontal rectangular steel plate (1) at the bottom and the side wall of the floor slab, and the rectangular hollow inclined, the second girder steel (11) upper portion of encorbelmenting links to each other through second cable-stay wire rope (19) with the (n + 1) th floor, set up external scaffolding (6) on first girder steel (4) of encorbelmenting and second girder steel (11) of encorbelmenting.

2. The high-altitude formwork support and outer scaffold shared cantilever structure of claim 1, which is characterized in that: gluten (24), end muscle (16) are transversely set up in floor (5), set up stirrup (18) of 135 degrees crotch in roof beam (15), and the lower part is equipped with three rows of longitudinal reinforcement (17).

3. The high-altitude formwork support and outer scaffold shared cantilever structure of claim 1, which is characterized in that: the U-shaped pull ring comprises a first U-shaped pull ring (2) and a second U-shaped pull ring (9), the first U-shaped pull ring (2) is fixed on the outer side edge of an outer side beam of a floor slab (5), the upper portion of the first U-shaped pull ring (2) is in an inverted U shape, a first cantilever steel beam (4) penetrates through the first U-shaped pull ring (2), the upper portion of the first cantilever steel beam is fixed through a wood wedge (7), the lower portion of the first cantilever steel beam (4) is an anchoring portion, U-shaped pull ring bending anchors (3) perpendicular to a U-shaped ring are arranged on the first cantilever steel beam, the upper and lower groups of the U-shaped pull ring bending anchors (3) are oppositely arranged, the U-shaped pull ring bending anchors (3) are bent by 90 degrees, the U-shaped pull ring bending anchors (3) are pre-buried in the floor slab (5), and vertical rectangular steel plates (8) are welded on the side; the stiff end of first girder steel (4) of encorbelmenting sets up two second U-shaped pull rings (9), and one department sets up two second U-shaped pull rings (9) for the afterbody of first girder steel canned paragraph of encorbelmenting, and the interannular distance 200mm, and one department sets up second U-shaped pull ring (9) for the front end department of first girder steel (4) canned paragraph of encorbelmenting.

4. The high-altitude formwork support and outer scaffold shared cantilever structure of claim 1, which is characterized in that: the first cantilever steel beam (4) and the second cantilever steel beam (11) are arranged in a mode that the second cantilever steel beam (11) is arranged on two sides or one side of the first cantilever steel beam (4); the top of the rectangular truss inclined strut (13) is fixed at three quarters of the first cantilever steel beam (4).

5. The high-altitude formwork support and outer scaffold shared cantilever structure of claim 3, wherein: the upper half part of the vertical rectangular steel plate (8) and the top of the floor slab (5) are positioned on the same plane.

6. The high-altitude formwork support and outer scaffold shared cantilever structure of claim 1, which is characterized in that: the upper extending length of the horizontal rectangular steel plate (1) extends to the right end of the rectangular truss diagonal brace (13).

7. The high-altitude formwork support and outer scaffold shared cantilever structure of claim 1, which is characterized in that: the first cantilever steel beam (4) is an I-shaped steel beam, and the diameter of the U-shaped pull ring is not less than 16 mm.

8. The high-altitude formwork support and outer scaffold shared cantilever structure of claim 1, which is characterized in that: the horizontal rectangular steel plate (1) is connected with the contact surface of the vertical compression bar (20) in a welding mode, and the horizontal rectangular steel plate (1) is connected with the contact surface of the rectangular hollow inclined strut (22) in a welding mode.

9. The high-altitude formwork support and outer scaffold shared cantilever structure of claim 3, wherein: the hole matched with the short side of the vertical rectangular steel plate (8) is reserved in the floor slab (5), and the vertical rectangular steel plate (8) of the first U-shaped pull ring (2) is connected with the floor slab (5) through a bolt (10) penetrating through the vertical rectangular steel plate (8).

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