CN110593411B - Construction method of high-rise high-altitude suspended large-span beam - Google Patents
Construction method of high-rise high-altitude suspended large-span beam Download PDFInfo
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- CN110593411B CN110593411B CN201910795349.1A CN201910795349A CN110593411B CN 110593411 B CN110593411 B CN 110593411B CN 201910795349 A CN201910795349 A CN 201910795349A CN 110593411 B CN110593411 B CN 110593411B
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- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
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Abstract
The invention discloses a construction method of a high-rise high-altitude suspended large-span beam, which is assembled, convenient to assemble and disassemble and small in influence on the main structure of a building; local materials are used, and construction is convenient; the construction problem of the high-altitude suspended concrete structure of the building is solved, and a reliable method is provided for the installation and construction of the high-altitude suspended concrete structure and the components of the building; the platform, the frame body and the supporting system are erected, the welding is less, the wet operation is less, and the construction is safe, economic and environment-friendly.
Description
Technical Field
The invention relates to a construction method of a beam, in particular to a construction method of a high-rise high-altitude suspended large-span beam.
Background
There is a high-rise building with a U-shaped plane design, in order to have a certain decorative effect on the roof and higher level, some beams, edge plates and the like are often needed to be added at the gap, and because the lower part is a suspension belt with the height of dozens of meters, more than one hundred meters and hundreds of meters. The construction is carried out by firstly building a safe bearing platform, bearing the self load and all loads constructed by the upper beam plate, providing an unloading measure for the main bearing point of the platform, providing an anti-overturning measure for the overhanging part and designing a reliable guard rail, if two or three beams are arranged on the upper part and the lower part, constructing one by one from bottom to top, and constructing the upper beam after the lower beam reaches 100% of the designed strength to serve as a part of the system for constructing the upper bearing to reduce the load borne by the platform.
Disclosure of Invention
The invention aims to provide a construction method of a high-rise high-altitude suspended large-span beam.
The technical scheme adopted by the invention is as follows:
a construction method of a high-rise high-altitude suspended large-span beam is characterized by comprising the following steps: the method comprises the following steps:
step 1: constructing other parts of vertical and horizontal structural members except the suspended structure, wherein the vertical and horizontal structures are constructed for two times, the horizontal structure is constructed after the vertical structure is constructed for one circle, and after the construction for one circle and the concrete strength reaches over 75 percent of the design strength, the suspended part walls, waist lines and beams are constructed to create conditions for building, strengthening, unloading and supporting the suspended part structural construction frame;
step 2: i-steel I is arranged above 50mm on a 32-layer roof structural slab, a through long wood base plate with the length of 200mm multiplied by 50mm is arranged below the I-steel I, a bridge is built, the I-steel I is 12000mm in length, the laying length of two ends is not less than 700mm, the distance from the axis of an outer wall is 300, 500, 1500, 3000, 4000, 5000, 6000, 7000 and 7000mm in sequence, two I-steels I at the innermost and outermost sides are spliced together, each end of the I-steel I laid on a platform is firmly locked with the 32-layer roof structural slab below by using hoops on laying sections at two ends of 3I-steels, reserving 3 rows of penetrating holes with the diameter of 25mm at the position where the I-steel I is placed, wherein the distance from the edge of the platform is 100 mm, 300mm and 500mm respectively, the platform is manufactured, 12m I-steel II is transversely adopted, the distance is 900mm, the outward projection is 3000mm, the internal pressure is 9000mm, a reinforcing steel bar with the length of 300mm is welded at the position 150mm away from the end part, No. 10 channel steel is inserted, the protective vertical rod is inserted for use, and the I-steel cross position is fastened by hoop at the cross point of two I-steels; firmly jacking the I-beams II on the steel girders by using 40X 90 battens II, paving 200mm X50 mm through long wooden scaffold boards serving as an operation platform on the I-beams II, paving one I-beam II on the outer wall of the I-beam II along the axial direction of the wall beam, firmly binding the I-beam II with the I-beam II at the lower side by using a hoop at the intersection of the two I-beams, welding reinforcing steel bars with the length of 300mm and the length of 20@450mm on the I-beam II, and inserting the lower beam A for construction and support of the upright stanchion;
and 4, step 4: the channel steel is well penetrated, the fastener type steel pipe protective fence frame is inserted and installed, and the lowest wall beam template and a supporting system are erected: the method comprises the following steps of erecting a vertical rod, a horizontal rod, a scissor brace rod, installing a bottom template, binding a bottommost wall beam and a batten steel bar, installing side templates, symmetrically pouring bottommost wall beam concrete from two ends, pouring bottommost batten concrete, and dismantling the bottommost wall beam and the batten side templates;
and 5: erecting a bottom template and a supporting system of the upper side wall beam and a full frame and a platform for construction of the inner side grid beam, binding steel bars of the upper side wall beam, additionally arranging 6 three-level steel bars with the diameter of 14mm at the bottom of the wall, binding the steel bars of the grid beam, and erecting a side template and a supporting system of the upper side wall beam;
step 6: pouring the upper side wall beam concrete, pouring for two times, firstly pouring the lower 1200mm high concrete wall, pouring the upper 1200mm high concrete wall and the grid beam concrete when the strength of the upper side wall beam concrete reaches over 75 percent of the designed strength, and dismantling the side templates;
and 7: erecting a suspended cantilever edge threshold plate, a beam template and a support system, wherein the middle part of the suspended cantilever edge threshold plate is provided with a suspended beam, the end part of the suspended cantilever edge threshold plate is provided with a bead edge beam, a bead horizontal plate and a beam steel bar are bound, the bead horizontal plate and the beam concrete are poured, the bead horizontal plate, the beam template and a part of the support system are dismantled, a waist line strip plate bottom template and the support system are erected, a waist line strip plate steel bar is bound, waist line strip plate concrete is poured, and the waist line strip plate and the support system are dismantled;
and 8: disassembling the anti-unloading steel wire rope, and lifting and disassembling a steel pipe at the top of the elevator shaft;
and step 9: the method comprises the steps of perfecting a full-hall decoration frame, performing decoration construction, dismantling the full-hall frame, dismantling a protection frame, dismantling the wooden scaffold board from outside to inside, loosening and dismantling the steel bar hoops from the middle to two sides one by one, hoisting the I-steel II, dismantling and hoisting the I-steel I which is arranged on the outermost side of the elevator shaft opening one by one, and dismantling and hoisting the I-steel I from outside to inside.
The step 5 of erecting the full shelf comprises the following steps:
step 1: the interval of pole setting is not more than 1200, step 1000, under the boundary beam, must have the pole setting under the centre sill, and some horizon bar positions should be confirmed by the operating mode of other structures, roof beam that have accomplished, should rigid connection with these structures to fixed beam wall side form board, the wall thickness of the support pole setting under the beam wall must not be less than 3mm, for supporting steel pipe I, support steel pipe II, the same plumb line of pole setting axis about, platform board is filled with flitch I down, the support body is set up in the cubic: (1) firstly, constructing 200 multiplied by 1200 wall beams, line board frames, templates and a supporting system at the lowest edge, and removing side templates after the 200 multiplied by 1200 wall beams and the line board concrete at the lowest edge (area A) are cast for 7 days, and reserving a bottom template and the supporting system; (2) and (3) erecting full-hall shelves constructed by wall beams at the upper parts (B area and C area), middle roof plates and small beams, erecting a bottom mould and a supporting system, and dismantling beam-wall side templates 7 days after concrete pouring. (ii) a (3) The adjusting frame body is provided with a line board (D) template and a supporting system;
step 2: the method comprises the steps of erecting a full-space frame and a full-space platform for construction of an inner grid beam while erecting a supporting system of an upper wall beam B, erecting a full-space supporting frame on the inner side, erecting a grid beam bottom mold platform on the supporting frame, erecting a grid beam side mold on the platform, erecting a beam side mold by using the grid beam side mold, setting the vertical rod spacing of the supporting frame to be 900mm, setting the horizontal rod step pitch to be 1500mm, arranging a traveling support on the platform, setting 60 multiplied by 40 multiplied by 3mm square steel on the upper support, setting 80 multiplied by 40 mm square I on the upper support, laying multilayer plywood on the upper support, and binding grid beam steel bars after binding the upper wall beam steel bars.
An elevator shaft is arranged in the 32-layer roof, the elevator shaft is alternated with a vertical cavity, an elevator hall front platform side beam is arranged at one side of the vertical cavity, which is alternated with the elevator shaft, and a suspended girder and a lighting shaft high-altitude beam on the vertical cavity side are sequentially arranged at the front part of the vertical cavity.
The invention has the advantages that: the assembled type building is convenient to assemble and disassemble, and has little influence on the main structure of the building; local materials are used, and construction is convenient; the construction problem of the high-altitude suspended concrete structure of the building is solved, and a reliable method is provided for the installation and construction of the high-altitude suspended concrete structure and the components of the building; the platform, the frame body and the supporting system are erected, the welding is less, the wet operation is less, and the construction is safe, economic and environment-friendly.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
FIG. 1 is a plan view of a roof of the present invention;
FIG. 2 is a diagram of the operating conditions of the suspended structural members of the present invention;
FIG. 3 is a drawing (1-1 cross-section view) of the bearing operation platform of the present invention;
FIG. 4 is a drawing of a formwork for constructing the lowermost wall beam and line plate of the present invention;
FIG. 5 is a top wall beam top plate construction formwork diagram of the present invention; .
Wherein: 1. a batten I; 2. square steel; 3. supporting a steel pipe I; 4. supporting a steel pipe II; 5. i-shaped steel I; 6. h, I-shaped steel II; 7. a wood scaffold board; 8-1, placing hoops on the sections at the two ends of the I-steel; 8-2, hooping at the intersection of the two I-steel beams; 8-3, hoops at the position of the double-spliced I-shaped steel; 8-4, pre-embedding a hoop on the beam and pressing the tail part of the I-shaped steel; 9. an elevator shaft wall; 10. supporting the upright stanchion; 11. a bead edge beam; 12. a wire rope; 13-1, erecting a rod; 13-2, horizontal rods; 13-3, a scissor brace rod; 14. a wood base plate; 15. a batten II; 16. a guard rail frame; 17. 32 layers of light well rear side beams and top plates; 18. 4-J shaft high-altitude suspension beam behind the cavity; reserving holes with the sizes of 19-1 mm and 800mm multiplied by 800 mm; reserving holes with the sizes of 19-2 mm, 400mm and 400 mm; 19-3, reserving holes with the diameter of 800mm multiplied by 300 mm; 20. a steel pipe; 21. a suspended beam wall; 22. a suspended beam; 23. suspending a suspension edge port plate; 24. a vertical void; 25. an elevator shaft; 26. 32 layers of roofing; 27. a front platform boundary beam of an elevator hall; 28. a suspended girder perpendicular to the hollow edge; 29. a light production well high-altitude beam; 30. a vertical rod steel base; 31. channel steel; 32. and (5) reinforcing steel bars.
Detailed Description
As shown in the figures 1-5 of the drawings,
a construction method of a high-rise high-altitude suspended large-span beam comprises the following steps:
step 1: constructing other parts of vertical and horizontal structural members except the suspended structure, wherein the vertical and horizontal structures are constructed for two times, the horizontal structure is constructed after the vertical structure is constructed for one circle, and after the construction for one circle and the concrete strength reaches over 75 percent of the design strength, the suspended part walls, waist lines and beams are constructed to create conditions for building, strengthening, unloading and supporting the suspended part structural construction frame;
step 2: i-steel I5 is arranged above 50mm on a 32-layer roof 26 structural slab, I40a I-steel I5 is adopted, the length of the I40a I-steel I5 is 12000mm, the laying length of two ends is not less than 700mm, the distance from the axis of an outer wall is 300, 500, 1500, 3000, 4000, 5000, 6000, 7000 and 7000mm in sequence, two I40a I-steel I5 at the innermost side and the outermost side are spliced together, each end of the I-steel I5 laid on a platform is firmly locked with hoop 8-1 on the laying sections at two ends of 3I-steel and the 32-layer roof below and 26 structural slab, 3 rows of penetrating holes with the diameter of 25mm are reserved at the laying position of the I40a I-steel I5, the distance from the edges of the platform is 100 mm, 300mm and 500mm respectively, the platform is manufactured, 12mI20a I-steel I6 is transversely adopted, the distance is 900mm, the external pressure is 0mm, the distance from the 150mm to the end is 20 mm, the steel bar I20a I-steel II 6 at the lower edge is firmly tied by using the hoops 8-2 at the crossing points of two types of I-steel, the I-steel I20a I-steel II 6 on a steel girder is firmly propped by using a batten II 15 of 40 x 90, a through long wooden scaffold plate 7 of 200mm x 50mm is paved on the steel girder as an operation platform, an I20a I-steel II 6 is paved on the I20a I-steel II 6 along the axial direction of a wall beam, the I20a I-steel II 6 at the lower edge is firmly tied by using the hoops 8-2 at the crossing points of the two types of I-steel, and the I-steel II is welded with reinforcing steel bars 32 of 300mm length and 20@450mm, so as to insert the lower beam A to construct and support the upright 10;
and 4, step 4: the channel steel 31 is well penetrated, the fastener type steel pipe protective fence frame 16 is inserted and installed, and the lowest wall beam template and a supporting system are erected: the method comprises the following steps of (1) arranging vertical rods 13-1, arranging horizontal rods 13-2, arranging a bottom template, binding a bottommost wall beam and a batten reinforcing steel bar, arranging side templates, symmetrically pouring bottommost wall beam concrete from two ends, pouring bottommost batten concrete, and dismantling the bottommost wall beam and the batten side templates;
and 5: erecting a bottom template and a supporting system of the upper side wall beam and a full frame and a platform for construction of the inner side grid beam, binding steel bars of the upper side wall beam, additionally arranging 6 three-level steel bars with the diameter of 14mm at the bottom of the wall, binding the steel bars of the grid beam, and erecting a side template and a supporting system of the upper side wall beam;
step 6: pouring the upper side wall beam concrete, pouring for two times, firstly pouring the lower 1200mm high concrete wall, pouring the upper 1200mm high concrete wall and the grid beam concrete when the strength of the upper side wall beam concrete reaches over 75 percent of the designed strength, and dismantling the side templates;
and 7: erecting a suspended cantilever edge port plate 23, a beam template and a support system, arranging a suspended beam 22 in the middle of the suspended cantilever edge port plate 23, binding a bead edge beam 11 at the end part, binding a bead horizontal plate and a beam steel bar, pouring bead horizontal plates and beam concrete, dismantling the bead horizontal plate, the beam template and a part of the support system, erecting a waist line plate bottom template and the support system, binding a waist line plate steel bar, pouring waist line plate concrete, dismantling a waist line plate and the support system, and dismantling a steel pipe placed on an elevator shaft opening;
and 8: disassembling the anti-unloading steel wire rope, and lifting and disassembling a steel pipe at the top of the elevator shaft;
and step 9: the full-hall decoration frame is perfected, decoration construction is carried out, the full-hall decoration frame is dismantled, the protection frame is dismantled, the wooden scaffold plate 7 is dismantled from outside to inside, the steel bar hoops are loosened and dismantled from the middle to the two sides one by one, the I-steel I5 placed on the opening of the elevator shaft on the outermost side is dismantled and hung one by one, and the I-steel I5 is dismantled and hung from outside to inside.
The step 5 of erecting the full shelf comprises the following steps:
step 1: the interval of pole setting is not more than 1200, step distance 1000, under the boundary beam, must have the pole setting under the center sill, and some horizon bar positions should be confirmed by the operating mode of other structures, roof beam that have accomplished, should rigid connection with these structures to fixed beam wall side form board, the wall thickness of the support pole setting under the beam wall must not be less than 3mm, for supporting steel pipe I3, support steel pipe II 4, the same plumb line of pole setting axis about, with I1 solid fill of flitch under the landing slab, the support body is set up in the cubic: (1) firstly, constructing 200 multiplied by 1200 wall beams, line board frames, templates and a supporting system at the lowest edge, and removing side templates after the 200 multiplied by 1200 wall beams and the line board concrete at the lowest edge (area A) are cast for 7 days, and reserving a bottom template and the supporting system; (2) erecting full-hall shelves constructed by wall beams at the upper parts (B area and C area), middle roof plates and small beams, erecting bottom moulds and supporting systems, binding beam wall reinforcing steel bars, erecting side templates, and dismantling the beam wall side templates 7 days after concrete pouring. (ii) a (3) The adjusting frame body is provided with a line board (D) template and a supporting system;
step 2: the method comprises the steps of erecting a full-space frame and a full-space platform for construction of an inner grid beam while erecting a B support system of an upper wall beam, erecting a full-space support frame on the inner side, erecting a grid beam bottom mold platform on the support frame, erecting a grid beam side mold on the platform, erecting a beam side mold by using grid beam side molds, setting the vertical rod spacing of the support frame to be 900mm, setting the horizontal rod step distance to be 1500mm, arranging a traveling support on the platform, setting 60 multiplied by 40 multiplied by 3mm square steel 2 on the upper support, setting 80 multiplied by 40 mm square I1 on the upper support, laying multilayer plywood, and binding grid beam steel bars after binding the upper wall beam steel bars.
An elevator shaft 25 is arranged in the 32-layer roof surface 26, the elevator shaft 25 is alternate to the vertical cavity 24, an elevator hall front platform side beam 27 is arranged on one side of the vertical cavity 24 which is alternate to the elevator shaft 25, and a suspended girder 28 and a lighting shaft high-altitude beam 29 on the vertical cavity side are sequentially arranged at the front part.
The concrete of the invention adopts concrete with high first-level strength, and the walls, beams, lines and platforms adopt concrete with the same first-level strength.
The invention is assembled, the assembly and disassembly are convenient, and the influence on the main structure of the building is small; local materials are used, and construction is convenient; the construction problem of the high-altitude suspended concrete structure of the building is solved, and a reliable method is provided for the installation and construction of the high-altitude suspended concrete structure and the components of the building; the platform, the frame body and the supporting system are erected, the welding is less, the wet operation is less, and the construction is safe, economic and environment-friendly.
Claims (3)
1. A construction method of a high-rise high-altitude suspended large-span beam is characterized by comprising the following steps: the method comprises the following steps:
step 1: constructing other parts of vertical and horizontal structural members except the suspended structure, wherein the vertical and horizontal structures are constructed for two times, the horizontal structure is constructed after the vertical structure is constructed for one circle, and after the construction for one circle and the concrete strength reaches over 75 percent of the design strength, the suspended part walls, waist lines and beams are constructed to create conditions for building, strengthening, unloading and supporting the suspended part structural construction frame;
step 2: i-steel I is arranged above 50mm on a 32-layer roof structural slab, a through long wood base plate with the length of 200mm multiplied by 50mm is arranged below the I-steel I, a bridge is built, the I-steel I is 12000mm in length, the placing length of two ends is not less than 700mm, the distance from the axis of an outer wall is 300, 500, 1500, 3000, 4000, 5000, 6000 and 7000mm in sequence, the two I-steels I at the innermost and outermost sides are spliced together, each end of the I-steel I placed on a platform is firmly locked with the 32-layer roof structural slab below by using hoops on the placing sections at two ends of 3I-steels, reserving 3 rows of penetrating holes with the diameter of 25mm at the position where the I-steel I is placed, wherein the distance from the edge of the platform is 100 mm, 300mm and 500mm respectively, the platform is manufactured, 12m I-steel II is transversely adopted, the distance is 900mm, the outward projection is 3000mm, the internal pressure is 9000mm, a reinforcing steel bar with the length of 300mm is welded at the position 150mm away from the end part, No. 10 channel steel is inserted, the protective vertical rod is inserted for use, and the I-steel cross position is fastened by hoop at the cross point of two I-steels; firmly jacking the I-beams II on the steel girders by using 40X 90 battens II, paving 200mm X50 mm through long wooden scaffold boards serving as an operation platform on the I-beams II, paving one I-beam II on the outer wall of the I-beam II along the axial direction of the wall beam, firmly binding the I-beam II with the I-beam II at the lower side by using a hoop at the intersection of the two I-beams, welding reinforcing steel bars with the length of 300mm and the length of 20@450mm on the I-beam II, and inserting the lower beam A for construction and support of the upright stanchion;
step 3; arranging 800mm multiplied by 800mm reserved holes and 800mm multiplied by 300mm reserved holes on elevator shaft walls on two sides of a suspended opening respectively, enabling the edge of the opening to be 200mm and 1350mm from the axis of an outer wall, enabling the bottom edge to be flat with the surface of a floor structure, enabling the edge of the 800mm multiplied by 800mm reserved hole to be 200mm from the axis of the outer wall, enabling the bottom edge to be flat with the surface of the floor structure, enabling the edge of the 400mm multiplied by 400mm reserved hole to be 850mm from the axis of the outer wall and the elevation of the bottom of the hole to be 102.28m under a top beam of the elevator shaft side wall, placing a steel pipe with the length of 11000mm, enabling two ends to be internally provided with holes, enabling the steel pipe to be used for locking the ends, using a steel wire rope to pull the end part of an I-steel II, enabling the distance between ropes to be 900mm, preventing the end part of the;
and 4, step 4: the channel steel is well penetrated, the fastener type steel pipe protective fence frame is inserted and installed, and the lowest wall beam template and a supporting system are erected: the method comprises the following steps of erecting a vertical rod, a horizontal rod, a scissor brace rod, installing a bottom template, binding a bottommost wall beam and a batten steel bar, installing side templates, symmetrically pouring bottommost wall beam concrete from two ends, pouring bottommost batten concrete, and dismantling the bottommost wall beam and the batten side templates;
and 5: erecting a bottom template and a supporting system of the upper side wall beam and a full frame and a platform for construction of the inner side grid beam, binding steel bars of the upper side wall beam, additionally arranging 6 three-level steel bars with the diameter of 14mm at the bottom of the wall, binding the steel bars of the grid beam, and erecting a side template and a supporting system of the upper side wall beam;
step 6: pouring the upper side wall beam concrete, pouring for two times, firstly pouring the lower 1200mm high concrete wall, pouring the upper 1200mm high concrete wall and the grid beam concrete when the strength of the upper side wall beam concrete reaches over 75 percent of the designed strength, and dismantling the side templates;
and 7: erecting a suspended cantilever edge threshold plate, a beam template and a support system, wherein the middle part of the suspended cantilever edge threshold plate is provided with a suspended beam, the end part of the suspended cantilever edge threshold plate is provided with a bead edge beam, a bead horizontal plate and a beam steel bar are bound, the bead horizontal plate and the beam concrete are poured, the bead horizontal plate, the beam template and a part of the support system are dismantled, a waist line strip plate bottom template and the support system are erected, a waist line strip plate steel bar is bound, waist line strip plate concrete is poured, and the waist line strip plate and the support system are dismantled;
and 8: disassembling the anti-unloading steel wire rope, and lifting and disassembling a steel pipe at the top of the elevator shaft;
and step 9: the method comprises the steps of perfecting a full-hall decoration frame, performing decoration construction, dismantling the full-hall frame, dismantling a protection frame, dismantling the wooden scaffold board from outside to inside, loosening and dismantling the steel bar hoops from the middle to two sides one by one, hoisting the I-steel II, dismantling and hoisting the I-steel I which is arranged on the outermost side of the elevator shaft opening one by one, and dismantling and hoisting the I-steel I from outside to inside.
2. The construction method of the high-rise high-altitude suspended large-span beam as claimed in claim 1, characterized in that: the step 5 of erecting the full shelf comprises the following steps:
step 1: the interval of pole setting is not more than 1200mm, stride 1000mm, under the boundary beam, must have the pole setting under the center sill, some horizon bar position should be confirmed by the operating mode of other structures, roof beam that have accomplished, should rigid connection with these structures, so that fixed beam wall side form board, the wall thickness of the support pole setting under the beam wall must not be less than 3mm, for supporting steel pipe I, support steel pipe II, the same plumb line of pole setting axis about, fill with flitch I under the landing slab, the support body is set up in the cubic: (1) firstly, constructing a 200X 1200mm wall beam, a line board frame, a template and a supporting system at the bottommost edge, and removing a side template after the 200X 1200mm wall beam and the line board concrete at the bottommost edge are cast for 7 days, and reserving a bottom template and the supporting system; (2) and (3) erecting full-hall shelves constructed by upper wall beams, middle roof plates and small beams, erecting a bottom die and a supporting system, and dismantling beam-wall side templates 7 days after concrete pouring. (ii) a (3) The adjusting frame body is provided with a line board template and a supporting system;
step 2: the method comprises the steps of erecting a full-space frame and a full-space platform for construction of an inner grid beam while erecting a supporting system of an upper wall beam B, erecting a full-space supporting frame on the inner side, erecting a grid beam bottom mold platform on the supporting frame, erecting a grid beam side mold on the platform, erecting a beam side mold by using the grid beam side mold, setting the vertical rod spacing of the supporting frame to be 900mm, setting the horizontal rod step pitch to be 1500mm, arranging a traveling support on the platform, setting 60 multiplied by 40 multiplied by 3mm square steel on the upper support, setting 80 multiplied by 40 mm square I on the upper support, laying multilayer plywood on the upper support, and binding grid beam steel bars after binding the upper wall beam steel bars.
3. The construction method of the high-rise high-altitude suspended large-span beam as claimed in claim 1, characterized in that: an elevator shaft is arranged in the 32-layer roof, the elevator shaft is alternated with a vertical cavity, an elevator hall front platform side beam is arranged at one side of the vertical cavity, which is alternated with the elevator shaft, and a suspended girder and a lighting shaft high-altitude beam on the vertical cavity side are sequentially arranged at the front part of the vertical cavity.
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| CN102444203B (en) * | 2011-09-15 | 2013-06-19 | 浙江城建建设集团有限公司 | High-altitude long-span overhanging corridor type reinforced concrete structure and construction method |
| CN202482766U (en) * | 2011-12-02 | 2012-10-10 | 中铁五局（集团）有限公司 | Support structure for large span continuous beam constructions |
| CN103114681B (en) * | 2013-03-05 | 2016-06-01 | 中国建筑第八工程局有限公司 | High-altitude long-span reinforced concrete beam treat pouring structure |
| CN205713096U (en) * | 2016-06-02 | 2016-11-23 | 江苏南通三建集团股份有限公司 | A kind of roofing cantilevered structure form bracing system |
| JP6905349B2 (en) * | 2017-02-18 | 2021-07-21 | 株式会社安藤・間 | Joining structure and joining method of precast concrete beam members |
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