CN110984553A - Detachable turnover high-altitude large-cantilever formwork and construction method - Google Patents

Detachable turnover high-altitude large-cantilever formwork and construction method Download PDF

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Publication number
CN110984553A
CN110984553A CN201911322282.6A CN201911322282A CN110984553A CN 110984553 A CN110984553 A CN 110984553A CN 201911322282 A CN201911322282 A CN 201911322282A CN 110984553 A CN110984553 A CN 110984553A
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China
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cantilever
shear wall
bolt
plate
formwork
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Inventor
李灿峰
李鹏
季潘键
徐鹏
金炜楠
黄德海
刘宁
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Zhejiang Baoye Construction Group Co ltd
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Zhejiang Baoye Construction Group Co ltd
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G3/00—Scaffolds essentially supported by building constructions, e.g. adjustable in height
    • E04G3/18—Scaffolds essentially supported by building constructions, e.g. adjustable in height supported by cantilevers or other provisions mounted in openings in the building, e.g. window openings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G5/00—Component parts or accessories for scaffolds
    • E04G5/007—Devices and methods for erecting scaffolds, e.g. automatic scaffold erectors
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G5/00—Component parts or accessories for scaffolds
    • E04G5/04—Means for fastening, supporting, or bracing scaffolds on or against building constructions
    • E04G5/046—Means for fastening, supporting, or bracing scaffolds on or against building constructions for fastening scaffoldings on walls

Abstract

A detachable turnover high-altitude large-cantilever formwork comprises a shear wall, wherein a plurality of cantilever main beams are arranged on the outer side of the shear wall, vertical first end plates are fixedly welded at the inner ends of the cantilever main beams, and the first end plates are fixed on the shear wall through bolt assemblies; an inclined supporting beam and an inclined connecting beam are arranged on the lower side of the overhanging main beam, a first rib plate is fixedly welded on the lower end face of the overhanging main beam close to the outer end, an inclined first connecting plate is formed on the first rib plate in a bending mode, and the first connecting plate is fixedly connected with the lower end of the inclined supporting beam through a bolt assembly; and the lower end of the diagonal bracing beam is fixedly welded with a vertical second end plate, and the second end plate is fixed on the shear wall through a bolt assembly. The assembled cantilever formwork is installed on a shear wall of a high layer in a hoisting mode, so that the cantilever formwork can be conveniently installed; and the subsequent cantilever formwork can be integrally disassembled, and can be reinstalled in other high-rise buildings by utilizing a hoisting mode.

Description

Detachable turnover high-altitude large-cantilever formwork and construction method
The technical field is as follows:
the invention relates to the technical field of building cantilever supporting forms, in particular to a detachable turnover high-altitude large cantilever supporting form and a construction method.
Background art:
in high-rise buildings in China at present, overhanging supporting molds are often required to be built in high altitude; the structure of the traditional cantilever formwork is shown in figure 1 in the attached drawing, the main component of the cantilever formwork is a cantilever beam 2 ', profile steel is adopted, before construction, a profile steel hole 11 ' needs to be reserved on a shear wall, during construction, one end of the cantilever beam 2 ' penetrates through the profile steel hole 11 ' of the shear wall 1 and is anchored on a concrete floor 3 ', and the other end of the cantilever beam 2 ' extends out of the shear wall 1, namely the cantilever beam 2 ' is divided into two sections, one section is an anchoring section 22 ' arranged in a building, and the other section is an overhanging section 21 ' extending out of the building; therefore, the required length of the whole cantilever beam 2' is 2.25 times of the actual cantilever length, and the section steel is greatly wasted. The section steel holes 11' reserved on the shear wall 1 can be sealed only after the support frame is dismantled, and because the size of the holes is large, the sealing construction quality is difficult to effectively guarantee, cracks are easily generated at the section steel hole parts, and water leakage of the outer wall is caused;
in addition, the construction and building mode of the cantilever formwork with the traditional structure is that all parts are transported to the high-rise building and are welded and assembled in the high altitude, so that the construction difficulty is high, and the safety is poor; and the formwork of encorbelmenting of putting up still need dismantle, dismantles and can't carry out whole dismantlement, and it is more inconvenient to dismantle, can destroy the intensity of each part of the formwork of encorbelmenting among the dismantlement process, and each part of the formwork of encorbelmenting can't reuse in the construction of the formwork of encorbelmenting next time is put up.
The invention content is as follows:
the invention aims to provide a detachable turnover high-altitude large cantilever formwork and a construction method aiming at the defects of the prior art, wherein an assembled framework is adopted, each assembled framework can be assembled on the ground through a bolt component, and the assembled cantilever formwork can be installed on a high-rise shear wall in a hoisting mode; the installation of the cantilever supporting formwork is convenient to realize; and the subsequent cantilever formwork can be integrally disassembled, thereby facilitating the turnover and the reconstruction and use.
A detachable turnover high-altitude large-cantilever formwork comprises a shear wall of a high-rise building, wherein a plurality of bolt through pipes are embedded in the shear wall, a plurality of horizontal cantilever main beams are arranged on the outer side of the shear wall, vertical first end plates are fixedly welded at the inner ends of the cantilever main beams, and the first end plates are fixed on the shear wall through bolt assemblies; an inclined support beam and an inclined connecting beam are arranged on the lower side of the overhanging main beam, a first rib plate is fixedly welded on the lower end face of the overhanging main beam close to the outer end, an inclined first connecting plate is formed on the first rib plate in a bending mode, and the first connecting plate is fixedly connected with the lower end of the inclined support beam through a bolt assembly; the lower end of the diagonal bracing beam is fixedly welded with a vertical second end plate, and the second end plate is fixed on the shear wall through a bolt assembly; the lower end of the diagonal connecting beam is fixedly welded with an obliquely arranged second rib plate, the second rib plate abuts against the middle part of the diagonal connecting beam and is fixedly connected with the diagonal connecting beam through a bolt assembly, a third rib plate is fixedly welded on the lower end face of the overhanging main beam close to the inner end, and the third rib plate abuts against the side wall of the upper end of the diagonal connecting beam and is fixedly connected with the diagonal connecting beam through a bolt assembly;
the upside of girder encorbelments is equipped with a die carrier, and a die carrier comprises a plurality of vertical support pole and horizontal bracing piece, and vertical support pole's lower extreme welded fastening is on the scaffold board, and the scaffold board passes through the double-screw bolt subassembly to be fixed on the girder of encorbelmenting, the up end welded fastening of girder of encorbelmenting has a lug, and the upside of girder of encorbelmenting is equipped with the pull rod, and the upper and lower end of pull rod passes through bolt assembly and shear force wall and the lug looks rigid coupling on the girder of encorbelmenting.
Preferably, the pull rod comprises an upper screw rod, a lower screw rod and a flower basket nut, the upper screw rod and the lower screw rod are respectively screwed at two ends of the flower basket nut, a fourth rib plate is welded at the upper end of the upper screw rod, a vertical support plate is bent and formed on the fourth rib plate, and the support plate abuts against the outer wall of the shear wall and is fixedly connected with the shear wall through a bolt assembly; the lower end of the lower screw rod is fixedly welded with an ear plate, and the ear plate is fixedly connected with a support ear on the cantilever girder through a bolt assembly.
Preferably, the bolt assembly is composed of a bolt and a nut.
Preferably, bolts of the bolt assemblies on the shear wall are all inserted in bolt through pipes of the shear wall, the inner wall of the shear wall abuts against the base plate, and the bolts are inserted on the base plate.
Preferably, the length of the diagonal connecting beam is 1/2-3/5 of the length of the diagonal bracing beam.
A construction method of a detachable turnover high-altitude large cantilever formwork is characterized by comprising the following steps: the method comprises the following steps:
①, pre-burying bolt through pipes during pouring of the shear wall according to the designed height and position of the large cantilever supporting die, and reserving reserved holes communicated with the bolt through pipes on the side wall of the shear wall;
②, preparing a supporting steel structure according to the design requirement of the large cantilever formwork, wherein the supporting steel structure comprises a cantilever girder, an inclined strut beam and an inclined connecting beam, the cantilever girder is made of 16-20I-steel, the length of the cantilever girder is 5m, the inclined strut beam and the inclined connecting beam are made of 16-20 channel steel, and the length of the inclined strut beam is 5.5-7.5 m and the length of the inclined connecting beam is 3-4.5 m;
③, assembling a supporting steel structure on the ground, welding the lower ends of the diagonal bracing beam and the diagonal connecting beam with a second end plate and a second rib plate respectively, welding a third rib plate on the overhanging main beam at a position 0.25m close to the inner end, welding a first rib plate on the overhanging main beam at a position 1.5m close to the outer end, and welding a support lug on the overhanging main beam at a position close to the inner end;
④, hoisting the supporting steel structure to the mounting position of the cantilever formwork, and mounting the supporting steel structure on the concrete structure by adopting a stud assembly;
⑤, mounting a pull rod, fixedly connecting fourth rib plates and lug plates at two ends of the pull rod on the shear wall and the cantilever girder by adopting stud assemblies respectively, and then rotating a turn nut to realize tensioning of the pull rod;
⑥, hoisting the supporting frame of the overhanging roof panel to the overhanging girder, and fixedly connecting the scaffold panel on the supporting frame with the overhanging girder by adopting a bolt assembly, wherein the vertical supporting rods on the supporting frame after installation are respectively positioned at the positions of 0.25m, 0.95m, 1.75m, 2.6m, 3.5m, 4.4m and 4.9m away from the inner end of the overhanging girder.
The invention has the beneficial effects that:
1. the assembled cantilever formwork is assembled on a shear wall of a high layer in a hoisting mode; the installation of the cantilever supporting formwork is convenient to realize; and the subsequent cantilever formwork can be integrally disassembled, and can be reinstalled in other high-rise buildings by utilizing a hoisting mode.
2. The cantilever formwork of this design need not to set up the shaped steel hole on the shear force wall, can not appear because of the quality problems that arouse for the shaped steel hole.
3. Compared with the traditional cantilever formwork, the cantilever formwork of the design can effectively save the section bar used by the cantilever girder, and further can reduce the material consumed by the cantilever formwork, and effectively saves the production cost.
Description of the drawings:
FIG. 1 is a schematic structural view of a conventional cantilever formwork;
FIG. 2 is a schematic structural view of the cantilever form of the present invention;
FIG. 3 is an enlarged view taken at A of FIG. 2 in accordance with the present invention;
FIG. 4 is an enlarged view of the invention at B of FIG. 2;
FIG. 5 is an enlarged view at C of FIG. 2 in accordance with the present invention;
FIG. 6 is a schematic view of the structure of the pull rod of the present invention;
FIG. 7 is a schematic view of the cantilevered girder of the present invention during maximum load calculation;
FIG. 8 is a bending moment diagram of the cantilever girder according to the present invention during strength calculation;
FIG. 9 is a shear force diagram during calculation of the shear resistance of the cantilever girder according to the present invention;
fig. 10 is a deformation diagram of the cantilever girder of the present invention when calculating the maximum deflection.
In the figure: 1. a shear wall; 11', section steel holes; 2', cantilever beam; 21' overhanging section; 22', an anchoring section; 3', a concrete floor slab; 2. a main beam is cantilevered; 3. a mould frame is supported; 31. a scaffold board; 4. a pull rod; 41. feeding a screw rod; 42. a lower lead screw; 43. a flower basket nut; 44. a fourth rib plate; 441. a support plate; 45. an ear plate; 5. a diagonal bracing beam; 6. obliquely connecting the beams; 7. a base plate; 8. A first rib plate; 81. a first connecting plate; 9. a third rib plate; 10. a second rib plate; 11. a bolt assembly.
The specific implementation mode is as follows:
example (b): as shown in fig. 2 to 10, the detachable turnover high-altitude large cantilever formwork comprises a shear wall 1 of a high-rise building, wherein a plurality of bolt through pipes are embedded in the shear wall 1, a plurality of horizontal cantilever girders 2 are arranged on the outer side of the shear wall 1, vertical first end plates are fixedly welded at the inner ends of the cantilever girders 2, and the first end plates are fixed on the shear wall 1 through bolt assemblies 11; an inclined supporting beam 5 and an inclined connecting beam 6 are arranged on the lower side of the overhanging main beam 2, a first rib plate 8 is fixedly welded on the lower end face of the overhanging main beam 2 close to the outer end, an inclined first connecting plate 81 is formed by bending the first rib plate 8, and the first connecting plate 81 is fixedly connected with the lower end of the inclined supporting beam 5 through a bolt assembly 11; the lower end of the diagonal bracing beam 5 is fixedly welded with a vertical second end plate, and the second end plate is fixed on the shear wall 1 through a bolt assembly 11; the lower end of the diagonal connecting beam 6 is fixedly welded with a second rib plate 10 which is obliquely arranged, the second rib plate 10 abuts against the middle part of the diagonal supporting beam 5 and is fixedly connected with the diagonal supporting beam 5 through a bolt component 11, the lower end surface of the overhanging main beam 2 close to the inner end is fixedly welded with a third rib plate 9, and the third rib plate 9 abuts against the side wall of the upper end of the diagonal connecting beam 6 and is fixedly connected with the diagonal connecting beam 6 through the bolt component 11;
the upside of girder 2 encorbelments is equipped with a die carrier 3, and a die carrier 3 comprises a plurality of vertical support rods and horizontal bracing piece, and the lower extreme welded fastening of vertical support rod is on scaffold board 31, and scaffold board 31 passes through stud subassembly 11 to be fixed on girder 2 encorbelments, the up end welded fastening of girder 2 encorbelments has a journal stirrup, and the upside of girder 2 encorbelments is equipped with pull rod 4, and the upper and lower extreme of pull rod 4 passes through bolt assembly 11 and shear force wall 1 and the journal stirrup looks rigid coupling on girder 2 encorbelments.
Preferably, the pull rod 4 comprises an upper screw rod 41, a lower screw rod 42 and a flower basket nut 43, the upper screw rod 41 and the lower screw rod 42 are respectively screwed at two ends of the flower basket nut 43, a fourth rib plate 44 is welded at the upper end of the upper screw rod 41, a vertical support plate 441 is bent and formed on the fourth rib plate 44, and the support plate 441 abuts against the outer wall of the shear wall 1 and is fixedly connected with the shear wall 1 through a bolt assembly 11; the lower end of the lower screw rod 42 is fixedly welded with an ear plate 45, and the ear plate 45 is fixedly connected with a support ear on the cantilever main beam 2 through a bolt component 11.
Preferably, the bolt assembly 11 is composed of a bolt and a nut.
Preferably, bolts of the bolt assemblies 11 on the shear wall 1 are all inserted in bolt through pipes of the shear wall 1, the backing plate 7 abuts against the inner wall of the shear wall 1, and the bolts are inserted on the backing plate 7.
Preferably, the length of the diagonal connecting beam 6 is 1/2-3/5 of the length of the diagonal bracing beam 5.
A construction method of a detachable turnover high-altitude large cantilever formwork takes an engineering example as an example, the construction method comprises the following specific steps of:
①, pre-burying bolt through pipes during pouring of the shear wall 1 according to the designed height and position of the large cantilever supporting formwork, and reserving reserved holes communicated with the bolt through pipes on the side wall of the shear wall 1;
②, preparing a supporting steel structure according to the design requirement of the large cantilever formwork, wherein the supporting steel structure comprises a cantilever girder 2, an inclined strut beam 5 and an inclined connecting beam 6, the cantilever girder 2 is made of 16-20I-shaped steel, the engineering example is made of 18I-shaped steel, the length of the cantilever girder 2 is 5m, the inclined strut beam 5 and the inclined connecting beam 6 are made of 16-20 channel steel, the length of the inclined strut beam 5 is 5.5-7.5 m, the length of the inclined connecting beam 6 is 3-4.5 m, the engineering example is made of 18 channel steel, the length of the inclined strut beam 5 is 7m, and the length of the inclined connecting beam 6 is 3.5 m;
③, assembling a supporting steel structure on the ground, welding the lower ends of the diagonal bracing beam 5 and the diagonal connecting beam 6 with a second end plate and a second rib plate 10 respectively, welding a third rib plate 9 at a position on the cantilever main beam 2 close to 0.25m of the inner end, welding a first rib plate 8 at a position on the cantilever main beam 2 close to 1.5m of the outer end, and welding a support lug at a position on the cantilever main beam 2 close to the inner end 2, and then fixedly connecting the cantilever main beam 2, the diagonal bracing beam 5 and the diagonal connecting beam 6 with each other by adopting a stud component 11;
④, hoisting the supporting steel structure to the mounting position of the cantilever formwork, and mounting the supporting steel structure on the shear wall 1 by adopting the stud assembly 11;
⑤, mounting the pull rod 4, fixedly connecting the fourth rib plates 44 and the lug plates 45 at two ends of the pull rod 4 on the shear wall 1 and the cantilever girder 2 respectively by adopting the stud component 11, and then rotating the turn nut 43 to realize tensioning of the pull rod 4;
⑥, hoisting the supporting frame 3 of the overhanging roof panel to the overhanging main beam 2, fixedly connecting the scaffold panel 31 on the supporting frame 3 and the overhanging main beam 2 by adopting the bolt component 11, wherein the vertical supporting rods on the installed supporting frame 3 are respectively positioned at the positions of 0.25m, 0.95m, 1.75m, 2.6m, 3.5m, 4.4m and 4.9m away from the inner end of the overhanging main beam 2.
And (3) calculation and checking of the cantilever formwork component:
1. calculation and check of the cantilever girder 2:
load (load considered most unfavorably in the checking):
the standard value of the stress of the vertical rod is (N'ut＝∑NGk+∑NQk)；rmax＝7.7kN；
The combined wind load is stressed as follows: r max10 kN; row 7: f7＝F7/nz3.9/1-3.9 kN; strength:
σmax＝Mmax/W＝14.784×106/185000＝79.916N/mm2≤[f]＝215N/mm2
shearing resistance:
τmax＝Qmax/(8Izδ)[bh0 2-(b-δ)h2]＝16.12×1000×[94×1802-(94 -6.5)×158.62]/(8×16600000×6.5)＝15.774N/mm2
τmax＝15.774N/mm2≤[τ]＝125N/mm2
deflection:
νmax＝4.269mm≤[ν]＝2×lx/360＝2×5000/360＝27.778mm；
2. and (3) calculation and checking of the raker beam 5:
β goniometer for angle beam 51＝arctanL1/L2＝arctan(6100/3500)＝60.154°；
Seat force of the raking beam 5: rX1＝nzR3＝1×36.968＝36.968kN；
2 axial forces of girder of encorbelmenting: n is a radical ofXZ1＝RX1/tanβ1＝36.968/tan60.154°＝21.211kN；
Axial force of the raker beam 5: n is a radical ofX1＝RX1/sinβ1＝36.968/sin60.154°＝42.621kN；
Maximum axial tension N of the raker beam 5X＝max[Nx1...Nxi]＝42.621kN；
Length of raker beam 5: l01＝(L1 2+L2 2)0.5＝(61002+35002)0.5＝7032.78mm；
Length-to-thickness ratio of the raking beam 5: lambda [ alpha ]1＝L01/i＝7032.78/68.4＝102.818；
Looking up the design Standard for Steel Structure GB50017-2017 Table D, phi1＝0.542；
Calculating the axial compression stability:
NX1/(φ1Af)＝42621.21/(0.542×2929×205)＝0.131≤1；
3. and calculating and checking the bolt in the assembling process:
checking calculation of the bolts at the joints of the pull rods 4 and the overhanging main beams 2:
the bolt at the joint of the pull rod 4 and the cantilever main beam 2 mainly bears shearing force:
design value of shear resistance of single common bolt:
Nv b＝nvπd2fv b/4＝1×3.142×272×140/(4×1000)＝80.117kN；
the shearing force borne by the bolt: n is a radical ofv＝Ns/n2＝16.732/1＝16.732kN≤Nv b＝80.117kN；
And (3) checking and calculating bolts at the positions of the pull rod 4 and the shear wall 1:
the tension borne by the bolts at the positions of the pull rods 4 and the shear wall 1 is as follows:
Nt1＝Ns1×sin(90-α1)＝16.732×sin(90°-56.31°)＝9.282kN；
the shearing force borne by the bolts at the positions of the pull rods 4 and the shear wall 1 is as follows:
Nv1＝Ns1×cos(90-α1)＝16.732×cos(90°-56.31°)＝13.922kN；
tension values to which the individual bolts are subjected: n is a radical oft＝Nt1/n1＝9.282/2＝4.641kN；
Shear force values to which a single bolt is subjected: n is a radical ofv＝Nv1/n1＝13.922/2＝6.961kN；
Design value of shear resistance of single bolt:
Nv b＝nvπd2fv b/4＝1×3.14×272×140×10-3/4＝80.158kN；
design value of tensile bearing capacity of single bolt:
Nt b＝nvπde 2ft b/4＝1×3.14×24.192×170×10-3/4＝78.129；
[(NV/Nv b)2+(Nt/Nt b)2]0.5＝[(6.961/80.158)2+(4.641/78.129)2]0.5＝0 .105≤1
and (3) calculating the bearing capacity of the bolts at the inclined strut beam 5 and the shear wall 1:
it is assumed that the tensile force and the shearing force transmitted by the cantilever main beam 2 are equal to each other.
V＝36.968kN，N＝0kN；
Shear force values to which a single bolt is subjected: n is a radical ofV＝V/n＝36.968/4＝9.242kN；
Tension values to which the individual bolts are subjected: n is a radical oft＝N/n＝0/4＝0kN；
The design value of the shear resistance bearing capacity of a single bolt;
Nv b＝0.9knfuP＝0.9×1×1×0.5×80＝36kN；
design value of tensile bearing capacity of each bolt: n is a radical oft b＝0.8P＝0.8×80＝64kN；
NV/Nv b+Nt/Nt b＝9.242/36+0/64＝0.257≤1；
The load capacity of the bolt bearing of the inclined strut beam 5 and the overhanging main beam 2 is calculated:
it is assumed that each bolt bears equal tension and shear forces transmitted from the main beam.
V＝42.621kN，N＝0kN
Shear force values to which a single bolt is subjected: n is a radical ofV＝V/n＝42.621/4＝10.655kN；
Tension values to which the individual bolts are subjected: n is a radical oft＝N/n＝0/4＝0kN；
Design value of shear resistance of single bolt:
Nv b＝0.9knfuP＝0.9×1×1×0.5×80＝36kN；
design value of tensile bearing capacity of each bolt: n is a radical oft b＝0.8P＝0.8×80＝64kN；
NV/Nv b+Nt/Nt b＝10.655/36+0/64＝0.296≤1；
4. Checking and calculating the overall stability of the cantilever girder 2:
2 axial forces of girder of encorbelmenting:
N＝|[(-(-NSZ1+NXZ1)-NSZ1)]|/nz＝|[(-(-9.282+21.211)-9.282)]|/1 ＝21.211kN；
strength of the press-bent member:
σmax＝[Mmax/(γW)+N/A]＝[14.784×106/(1.05×185×103)+21.211 ×103/3060]＝83.042N/mm2≤[f]＝215N/mm2
coefficient of plastic development gamma
The working principle is as follows: the invention is a demountable turnover high-altitude large cantilever formwork and a construction method, wherein the cantilever formwork consists of a cantilever main beam 2, an inclined supporting beam 5, an inclined connecting beam 6, a pull rod 4 and a formwork support 3, the cantilever main beam 2, the inclined supporting beam 5 and the inclined connecting beam 6 can be assembled on the ground through studs, and then the assembled supporting steel structure is hoisted to a building installation position and is installed on a shear wall 1 through a bolt assembly; then hoisting the pull rod 4 and connecting by adopting a bolt component; finally, hoisting the formwork support 3 and connecting by adopting a bolt assembly; the device is convenient to install in high altitude and can reduce the installation time;
and the overhanging formwork can be disassembled subsequently, the transportation and turnover are convenient, and the overhanging formwork can be reinstalled on the building.
The examples are intended to illustrate the invention, but not to limit it. The described embodiments may be modified by those skilled in the art without departing from the spirit and scope of the present invention, and therefore, the scope of the appended claims should be accorded the full scope of the invention as set forth in the appended claims.

Claims (6)

1. The utility model provides a can dismantle turnover high altitude formwork of encorbelmenting greatly, includes high-rise building's shear force wall (1), its characterized in that: a plurality of bolt through pipes are embedded in the shear wall (1), a plurality of horizontal cantilever girders (2) are arranged on the outer side of the shear wall (1), vertical first end plates are welded and fixed at the inner ends of the cantilever girders (2), and the first end plates are fixed on the shear wall (1) through bolt assemblies (11); an inclined supporting beam (5) and an inclined connecting beam (6) are arranged on the lower side of the cantilever main beam (2), a first rib plate (8) is fixedly welded on the lower end face, close to the outer end, of the cantilever main beam (2), a first connecting plate (81) which is obliquely arranged is formed on the first rib plate (8) in a bending mode, and the first connecting plate (81) is fixedly connected with the lower end of the inclined supporting beam (5) through a bolt assembly (11); the lower end of the diagonal bracing beam (5) is fixedly welded with a vertical second end plate, and the second end plate is fixed on the shear wall (1) through a bolt assembly (11); the lower end of the diagonal connecting beam (6) is fixedly welded with a second rib plate (10) which is obliquely arranged, the second rib plate (10) abuts against the middle part of the diagonal supporting beam (5) and is fixedly connected with the diagonal supporting beam (5) through a bolt assembly (11), a third rib plate (9) is fixedly welded on the lower end face of the cantilever main beam (2) close to the inner end, and the third rib plate (9) abuts against the side wall of the upper end of the diagonal connecting beam (6) and is fixedly connected with the diagonal connecting beam (6) through the bolt assembly (11);
the upside of girder (2) of encorbelmenting is equipped with formwork (3), and formwork (3) comprise a plurality of vertical support pole and horizontal bracing piece, and vertical support pole's lower extreme welded fastening is on scaffold board (31), and scaffold board (31) are fixed on girder (2) encorbelments through stud subassembly (11), the up end welded fastening who encorbelments girder (2) has a journal stirrup, and the upside that encorbelments girder (2) is equipped with pull rod (4), and bolt subassembly (11) and shear force wall (1) and the journal stirrup looks rigid coupling on girder (2) encorbelment are passed through to the upper and lower extreme of pull rod (4).
2. The detachable turnover high-altitude large cantilever formwork and the construction method according to claim 1 are characterized in that: the pull rod (4) comprises an upper screw rod (41), a lower screw rod (42) and a flower basket nut (43), the upper screw rod (41) and the lower screw rod (42) are respectively screwed at two ends of the flower basket nut (43), a fourth rib plate (44) is welded at the upper end of the upper screw rod (41), a vertical support plate (441) is formed on the fourth rib plate (44) in a bending mode, and the support plate (441) abuts against the outer wall of the shear wall (1) and is fixedly connected with the shear wall (1) through a bolt assembly (11); the lower end of the lower screw rod (42) is fixedly connected with an ear plate (45) in a welding mode, and the ear plate (45) is fixedly connected with a support lug on the cantilever girder (2) through a bolt assembly (11).
3. The detachable turnover high-altitude large cantilever formwork and the construction method according to claim 2 are characterized in that: the bolt assembly (11) is composed of a bolt and a nut.
4. The detachable turnover high-altitude large cantilever formwork and the construction method of the detachable turnover high-altitude large cantilever formwork are characterized in that: bolts of the bolt assemblies (11) on the shear wall (1) are all inserted in bolt penetrating pipes of the shear wall (1), the inner wall of the shear wall (1) is abutted against the backing plate (7), and the bolts are inserted on the backing plate (7).
5. The detachable turnover high-altitude large cantilever formwork and the construction method according to claim 1 are characterized in that: the length of the diagonal connecting beam (6) is 1/2-3/5 of the length of the diagonal bracing beam (5).
6. A construction method of a detachable turnover high-altitude large cantilever formwork is characterized by comprising the following steps: the method comprises the following steps:
①, embedding bolt through pipes when the shear wall (1) is poured according to the designed height and position of the large cantilever formwork, and reserving reserved holes communicated with the bolt through pipes on the side wall of the shear wall (1);
②, preparing a supporting steel structure according to the design requirement of a large cantilever formwork, wherein the supporting steel structure comprises a cantilever main beam (2), an inclined strut beam (5) and an inclined connecting beam (6), the cantilever main beam (2) is made of 16-20I-steel, the length of the cantilever main beam (2) is 5m, the inclined strut beam (5) and the inclined connecting beam (6) are made of 16-20 channel steel, the length of the inclined strut beam (5) is 5.5-7.5 m, and the length of the inclined connecting beam (6) is 3-4.5 m;
③, assembling a supporting steel structure on the ground, welding the lower ends of an inclined supporting beam (5) and an inclined connecting beam (6) with a second end plate and a second rib plate (10) respectively, welding a third rib plate (9) on the overhanging main beam (2) at a position close to 0.25m of the inner end, welding a first rib plate (8) on the overhanging main beam (2) at a position close to 1.5m of the outer end, and welding a support lug on the overhanging main beam (2) at a position close to the inner end 2, and then fixedly connecting the overhanging main beam (2), the inclined supporting beam (5) and the inclined connecting beam (6) with each other by adopting a stud component (11);
④, hoisting the supporting steel structure to the mounting position of the cantilever formwork, and mounting the supporting steel structure on the shear wall (1) by adopting the stud assembly (11);
⑤, mounting a pull rod (4), fixedly connecting fourth rib plates (44) and lug plates (45) at two ends of the pull rod (4) on the shear wall (1) and the cantilever girder (2) respectively by adopting stud components (11), and then rotating a basket nut (43) to realize tensioning of the pull rod (4);
⑥, hoisting a supporting die frame (3) of the overhanging roof panel to an overhanging main beam (2), fixedly connecting a scaffold board (31) on the supporting die frame (3) with the overhanging main beam (2) by adopting a bolt component (11), wherein the vertical supporting rods on the supporting die frame (3) after installation are respectively positioned at the positions which are 0.25m, 0.95m, 1.75m, 2.6m, 3.5m, 4.4m and 4.9m away from the inner end of the overhanging main beam (2).
CN201911322282.6A 2019-12-20 2019-12-20 Detachable turnover high-altitude large-cantilever formwork and construction method Pending CN110984553A (en)

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