A super-high-rise double-core tube without lateral unloading super-large cantilever structure and construction method

Abstract

A super high-rise double-core tube non-lateral unloading giant cantilever structure and construction method, including a core tube structure, a cantilever platform, a double-layer truss steel structure, a first prestressed steel bar, a second prestressed steel bar, and a lower anchor tensile truss; an exterior wall steel column is provided inside the front exterior wall of the core tube structure; an interior wall steel column is provided inside the front interior wall of the core tube structure; both the cantilever platform and the top platform are steel structure platforms; the double-layer truss steel structure is arranged on the top of the top platform; the lower end of the first prestressed steel bar is anchored in the exterior wall steel column, and the upper end of the first prestressed steel bar is anchored on the double-layer truss steel structure; the lower end of the second prestressed steel bar is anchored in the interior wall steel column, and the upper end of the second prestressed steel bar is anchored on the double-layer truss steel structure; a pre-tension force is provided in the first prestressed steel bar and the second prestressed steel bar; the present invention solves the technical problems that the giant cantilever structure has high requirements for the force and deformation of the main tower, it is difficult to complete the structural design of the cantilever platform, and it is difficult to ensure the safety of the main force of the core tube.

Description

Technical Field

[0001] The present invention belongs to the technical field of construction engineering, and particularly relates to a super high-rise double-core tube giant cantilever structure without lateral unloading and a construction method thereof. Background Art

[0002] For a certain project building with a building height of 206.75 m, a double-core tube structure, its 38th-floor cantilever structure has an outer cantilever length of 28 m, a cantilever width of 59.2 m, and a cantilever platform area of 1677 m 2 , and the area is equivalent to 4 standard basketball courts. Due to the requirements of building and landscape design to become an observation deck on the Pearl River side, the upper part of the 38th-floor cantilever platform is covered with 700 mm of soil, and the bottom of the platform is a luminous grille curtain wall and a window cleaning machine, jointly forming a roof landscape system; the designed dead load is 10 KN / m 2 , and the live load is 3.5 KN / m 2 ; the load standard value that the cantilever platform needs to bear is 2263.95 tons, and the design value is 2834.13 tons. Cantilevering 28 m outward at a height of 200 m, with such a large span, area, and load of the cantilever structure, it is truly the world's first case in global super high-rise buildings. Since the 38th floor is located on the roof and there is no ballast at the cantilever end, the requirements for the stress and deformation of the main tower are extremely high and the difficulty is huge. Therefore, how to complete the structural design of the cantilever platform and ensure the stress of the main tower structure is the key to project implementation. Summary of the Invention

[0003] The purpose of the present invention is to provide a super high-rise double-core tube giant cantilever structure without lateral unloading and a construction method thereof, and it is necessary to solve the technical problems that there is no ballast at the end of the giant cantilever structure, the requirements for the stress and deformation of the core tube are extremely high, the design and construction difficulties are huge, it is difficult to complete the structural design of the cantilever platform, and it is difficult to ensure the stress safety of the core tube.

[0004] To achieve the above purpose, the present invention adopts the following technical solutions.

[0005] A super high-rise double-core tube giant cantilever structure without lateral unloading includes a core tube structure and a cantilever platform; there are two core tube structures, which are arranged at intervals longitudinally; a top platform is arranged at the top of the two core tube structures; it also includes a double-layer truss steel structure, a first prestressed steel bar, a second prestressed steel bar, and an under-anchor tensile truss;

[0006] A set of external wall steel columns are arranged at intervals inside the front external wall of the core tube structure; the upper ends of the external wall steel columns exceed the top surface of the front external wall, a cavity is provided inside the external wall steel columns, and a first anchor plate is arranged at the upper part of the cavity of the external wall steel columns; a front internal wall is arranged inside the core tube structure and close to the front external wall; the front internal wall is arranged parallel to the front external wall, and a set of internal wall steel columns are arranged at intervals inside the front internal wall; the upper ends of the internal wall steel columns exceed the top surface of the front internal wall, a cavity is provided inside the internal wall steel columns, and a second anchor plate is arranged at the upper part of the cavity of the internal wall steel columns;

[0007] Both the cantilever platform and the top platform are steel structure platforms, and the cantilever platform cantilevers in front of the front side of the top platform along the front side edge of the top platform; there are two double-layer truss steel structures, which are arranged at intervals along the transverse direction on the top of the top platform, and the two double-layer truss steel structures are arranged corresponding to the two core tube structures; the double-layer truss steel structures are respectively welded and connected to the external wall steel columns and the internal wall steel columns; a connecting truss is connected between the two double-layer truss steel structures; the front end of the double-layer truss steel structure exceeds the front side edge of the top platform and is fixedly connected to the top of the cantilever platform, and the end of the double-layer truss steel structure is located above the rear side surface of the corresponding core tube structure;

[0008] There is a set of first prestressed steel bars, which are arranged at intervals inside the front external wall, and a set of first prestressed steel bars are arranged corresponding to a set of external wall steel columns; the lower ends of the first prestressed steel bars extend into the cavities of the corresponding external wall steel columns and are anchored and connected to the first anchor plate, and the upper ends of the first prestressed steel bars are anchored on the double-layer truss steel structure; a prestressing force is provided in the first prestressed steel bars; a first cavity sealing plate is arranged outside the first prestressed steel bars inside the cavity of the external wall steel columns; concrete is poured around the first prestressed steel bars inside the first cavity sealing plate;

[0009] There is a set of second prestressed steel bars, which are arranged at intervals inside the front internal wall, and a set of second prestressed steel bars are arranged corresponding to a set of internal wall steel columns; the lower ends of the second prestressed steel bars extend into the cavities of the corresponding internal wall steel columns and are anchored and connected to the second anchor plate, and the upper ends of the second prestressed steel bars are anchored on the double-layer truss steel structure; a prestressing force is provided in the second prestressed steel bars; a second cavity sealing plate is arranged outside the second prestressed steel bars inside the cavity of the internal wall steel columns; concrete is poured around the second prestressed steel bars inside the second cavity sealing plate;

[0010] At least two lower anchor and tensile trusses are arranged at the bottom of the end of each double-layer truss steel structure, and the lower anchor and tensile trusses are arranged at intervals along the transverse direction; the lower ends of the lower anchor and tensile trusses are anchored on the ground, and the upper ends of the lower anchor and tensile trusses are fixedly connected to the corresponding double-layer truss steel structure;

[0011] A frame column is provided at the front side of the front outer wall, below the double-layer truss steel structure; the upper end of the frame column is welded to the double-layer truss steel structure.

[0012] Preferably, the double-layer truss steel structure includes double-layer truss units and connecting beams; there are two double-layer truss units, arranged in parallel at intervals along the transverse direction, and each double-layer truss unit is longitudinally arranged; the double-layer truss unit includes a lower truss unit and an upper truss unit; the lower truss unit is longitudinally arranged throughout on the tops of the cantilever platform and the top platform, the end of the lower truss unit is aligned with the rear side of the core tube structure, and the front end of the lower truss unit is connected to the top of the cantilever platform; the upper truss unit is longitudinally connected to the top of the lower truss unit, at the position corresponding to the core tube structure; the connecting beam connects the two double-layer truss units.

[0013] Preferably, the first prestressed steel bar includes a first prestressed steel bar unit and a first adjusting sleeve; the length of the first prestressed steel bar unit is adapted to the height of the floor, and threads are respectively provided at both ends of the first prestressed steel bar unit; internal threads are provided on the inner wall of the first adjusting sleeve, and the first adjusting sleeve threadedly connects adjacent first prestressed steel bar units; the second prestressed steel bar includes a second prestressed steel bar unit and a second adjusting sleeve; threads are respectively provided at both ends of the second prestressed steel bar unit; internal threads are provided on the inner wall of the second adjusting sleeve, and the second adjusting sleeve threadedly connects adjacent second prestressed steel bar units.

[0014] Preferably, vertical first stiffening plates are respectively provided on the upper and lower sides of the first anchor plate in the cavity of the outer wall steel column; vertical second stiffening plates are respectively provided on the upper and lower sides of the second anchor plate in the cavity of the inner wall steel column; a first horizontal positioning plate is provided at the position of each floor slab of the core tube structure in the cavity of the outer wall steel column; a hole for passing the first prestressed steel bar is opened in the middle of the plate surface of the first horizontal positioning plate; the first prestressed steel bar passes through the hole in the first horizontal positioning plate; a second horizontal positioning plate is provided at the position of each floor slab of the core tube structure in the cavity of the inner wall steel column; a hole for passing the second prestressed steel bar is opened in the middle of the plate surface of the second horizontal positioning plate; the second prestressed steel bar passes through the hole in the second horizontal positioning plate.

[0015] Preferably, through holes are provided in the double-layer truss steel structure at positions corresponding to the penetration positions of the first prestressed steel bars; the upper ends of the first prestressed steel bars are inserted into the through holes of the double-layer truss steel structure and anchored to the double-layer truss steel structure; a horizontal first reinforcement plate is provided at the bottom position of the double-layer truss steel structure at the upper end anchoring point of the first prestressed steel bar; through holes are provided in the double-layer truss steel structure at positions corresponding to the penetration positions of the second prestressed steel bars; the upper ends of the second prestressed steel bars are inserted into the through holes of the double-layer truss steel structure and anchored to the double-layer truss steel structure; a horizontal second reinforcement plate is provided at the bottom position of the double-layer truss steel structure at the upper end anchoring point of the second prestressed steel bar.

[0016] Preferably, a first sleeve is connected to the bottom of the double-layer truss steel structure at a position corresponding to the external wall steel column; the outer contour line of the horizontal section of the first sleeve is adapted to the outer contour line of the horizontal section of the external wall steel column; the upper end of the external wall steel column extends beyond the top surface of the front external wall, and the external wall steel column is welded to the first sleeve; cast-in-place external wall concrete is poured between the outside of the first sleeve and the bottom of the double-layer truss steel structure and the front external wall.

[0017] Preferably, a second sleeve is connected to the bottom of the double-layer truss steel structure at a position corresponding to the internal wall steel column; the outer contour line of the horizontal section of the second sleeve is adapted to the outer contour line of the horizontal section of the internal wall steel column; the upper end of the internal wall steel column extends beyond the top surface of the front internal wall, and the internal wall steel column is welded to the second sleeve; cast-in-place internal wall concrete is poured between the outside of the second sleeve and the bottom of the double-layer truss steel structure and the front internal wall.

[0018] A construction method for a super-high-rise double-core tube non-lateral unloading giant cantilever structure includes the following steps.

[0019] Step 1: Construct the external wall steel column, internal wall steel column and frame column, and install a first anchor plate at the upper part of the cavity of the external wall steel column and a second anchor plate at the upper part of the cavity of the internal wall steel column.

[0020] Step 2: Layer by layer construct the front external wall and front internal wall of the core tube structure.

[0021] Step 3: Install the first prestressed steel bar and the second prestressed steel bar on the upper parts of the external wall steel column and the internal wall steel column respectively.

[0022] Step 4: Construct the lower anchor tensile truss.

[0023] Step 5: Construct the top platform and cantilever platform at the top of the core tube structure.

[0024] Step 6: Construct the double-layer truss steel structure, and temporarily fix the first prestressed steel bar and the second prestressed steel bar to the double-layer truss steel structure respectively.

[0025] Step seven, tensioning the first prestressed steel rod and the second prestressed steel rod, and anchoring the first prestressed steel rod and the second prestressed steel rod on the double-layer truss steel structure respectively.

[0026] Step eight, fix the anchor tension truss to the double-layer truss steel structure.

[0027] Step nine, pouring concrete into the first sealing cavity plate and the second sealing cavity plate, and the construction is completed.

[0028] Compared with the prior art, the present invention has the following characteristics and beneficial effects.

[0029] 1. In the super-high-rise double-core tube giant cantilever structure without lateral unloading of the present invention, the cantilever platform adopts the overall design concept of line-to-surface, and the structural design of the cantilever platform is completed by supporting the bottom with four double-layer truss units, which ensures the architectural landscape effect and meets the setting requirements of the curtain wall and window cleaning machine at the bottom of the cantilever platform.

[0030] 2. Taking into account the huge stress and deformation generated at the front end of the cantilever structure, the present invention extends the top double-layer truss unit steel structure of the cantilever platform from the side column to the end of the core tube. According to the force distribution, if only the cantilever double-layer truss is welded with the frame column and the steel frame column of the core tube, it cannot completely offset the structural tension brought by the cantilever platform. For this reason, four vertical concealed anchored tensile trusses are designed at the ends of the cantilever double-layer truss and the core tube. The anchored tensile trusses are composed of ultra-narrow H-shaped steels and buried in the concrete of the core tube wall. The trusses are connected by steel beams, which finally perfectly solves the stress problem of the cantilever platform's own structural design and the main tower structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] The present invention will be further described in detail below in conjunction with the accompanying drawings.

[0032] Figure 1 It is a schematic diagram of the plan structure of the super-high-rise double-core tube giant cantilever structure without lateral unloading of the present invention.

[0033] Figure 2 It is a three-dimensional structural schematic diagram of the double-layer truss steel structure in the present invention arranged on the cantilever platform and the top platform.

[0034] Figure 3 It is a side structural schematic diagram of the double-layer truss steel structure in the present invention arranged on the cantilever platform and the top platform.

[0035] Figure 4 It is a schematic diagram of the upper anchor point structure of the first prestressed steel rod in the present invention.

[0036] Figure 5 It is a schematic diagram of the upper anchor point structure of the second prestressed steel rod in the present invention.

[0037] Figure 6 It is a schematic structural diagram of the first prestressed steel bar in the present invention.

[0038] Figure 7 It is a schematic structural diagram of the second prestressed steel bar in the present invention.

[0039] Figure 8 It is a schematic structural diagram of the lower anchorage point of the first prestressed steel bar in the present invention.

[0040] Figure 9 It is a schematic structural diagram of the lower anchorage point of the second prestressed steel bar in the present invention.

[0041] Reference numerals: 1 - core tube structure, 1.1 - front outer wall, 1.2 - front inner wall, 1.3 - outer wall steel column, 1.4 - inner wall steel column, 2 - cantilever platform, 3 - top platform, 4 - double-layer truss steel structure, 4.1 - double-layer truss unit, 4.1.1 - lower truss unit, 4.1.2 - upper truss unit, 4.2 - connecting beam, 5 - first prestressed steel bar, 5.1 - first prestressed steel bar unit, 5.2 - first adjusting sleeve, 6 - second prestressed steel bar, 6.1 - second prestressed steel bar unit, 6.2 - second adjusting sleeve, 7 - lower anchorage tensile truss, 8 - first anchor plate, 9 - second anchor plate, 10 - first cavity sealing plate, 11 - second cavity sealing plate, 12 - frame column, 13 - first stiffening plate, 14 - second stiffening plate, 15 - connecting truss, 16 - first horizontal positioning plate, 17 - second horizontal positioning plate, 18 - first reinforcing plate, 19 - second reinforcing plate, 20 - first sleeve, 21 - second sleeve. Detailed implementation manners

[0042] As Figures 1-9 shown, this super high-rise double-core tube non-lateral unloading giant cantilever structure includes a core tube structure 1 and a cantilever platform 2; there are two core tube structures 1, which are arranged at intervals longitudinally; a top platform 3 is arranged at the top of the two core tube structures 1; it also includes a double-layer truss steel structure 4, a first prestressed steel bar 5, a second prestressed steel bar 6 and a lower anchorage tensile truss 7;

[0043] Inside the front outer wall 1.1 of the core tube structure 1, a group of outer wall steel columns 1.3 are arranged at intervals; the upper ends of the outer wall steel columns 1.3 extend beyond the top surface of the front outer wall 1.1, a cavity is provided inside the outer wall steel columns 1.3, and a first anchor plate 8 is arranged at the upper part of the cavity of the outer wall steel columns 1.3; inside the core tube structure 1, at a position close to the front outer wall 1.1, a front inner wall 1.2 is arranged; the front inner wall 1.2 is arranged parallel to the front outer wall 1.1, and a group of inner wall steel columns 1.4 are arranged at intervals inside the front inner wall 1.2; the upper ends of the inner wall steel columns 1.4 extend beyond the top surface of the front inner wall 1.2, a cavity is provided inside the inner wall steel columns 1.4, and a second anchor plate 9 is arranged at the upper part of the cavity of the inner wall steel columns 1.4;

[0044] Both the cantilever platform 2 and the top platform 3 are steel structure platforms, and the cantilever platform 2 projects from the front side of the top platform 3 along the front side edge of the top platform 3; there are two double-layer truss steel structures 4, which are arranged at intervals in the transverse direction on the top of the top platform 3, and the two double-layer truss steel structures 4 are arranged corresponding to the two core tube structures 1; the double-layer truss steel structures 4 are respectively welded and connected to the outer wall steel columns 1.3 and the inner wall steel columns 1.4; a connecting truss 15 is connected between the two double-layer truss steel structures 4; the front end of the double-layer truss steel structure 4 extends beyond the front side edge of the top platform 3 and is fixedly connected to the top of the cantilever platform 2, and the end of the double-layer truss steel structure 4 is located above the rear side surface of the corresponding core tube structure 1;

[0045] There is a group of first prestressed steel bars 5, which are arranged at intervals inside the front outer wall 1.1, and a group of first prestressed steel bars 5 are arranged corresponding to a group of outer wall steel columns 1.3; the lower ends of the first prestressed steel bars 5 extend into the cavities of the corresponding outer wall steel columns 1.3 and are anchored to the first anchor plate 8, and the upper ends of the first prestressed steel bars 5 are anchored to the double-layer truss steel structure 4; a prestress is provided in the first prestressed steel bars 5; a first cavity sealing plate 10 is arranged outside the first prestressed steel bars 5 in the cavity of the outer wall steel columns 1.3; concrete is poured inside the first cavity sealing plate 10 around the first prestressed steel bars 5;

[0046] There is a group of second prestressed steel bars 6, which are arranged at intervals inside the front inner wall 1.2, and a group of second prestressed steel bars 6 are arranged corresponding to a group of inner wall steel columns 1.4; the lower ends of the second prestressed steel bars 6 extend into the cavities of the corresponding inner wall steel columns 1.4 and are anchored to the second anchor plate 9, and the upper ends of the second prestressed steel bars 6 are anchored to the double-layer truss steel structure 4; a prestress is provided in the second prestressed steel bars 6; a second cavity sealing plate 11 is arranged outside the second prestressed steel bars 6 in the cavity of the inner wall steel columns 1.4; concrete is poured inside the second cavity sealing plate 11 around the second prestressed steel bars 6;

[0047] At least two of the lower-anchoring tensile trusses 7 are provided at the bottom end of each double-layer truss steel structure 4, and the lower-anchoring tensile trusses 7 are arranged at intervals in the transverse direction; the lower ends of the lower-anchoring tensile trusses 7 are anchored to the ground, and the upper ends of the lower-anchoring tensile trusses 7 are fixedly connected to the corresponding double-layer truss steel structures 4;

[0048] Frame columns 12 are provided at the front side of the front-side outer wall 1.1 and at a position below the double-layer truss steel structure 4; the upper ends of the frame columns 12 are welded to the double-layer truss steel structure 4.

[0049] In this embodiment, the double-layer truss steel structure 4 includes double-layer truss units 4.1 and connecting beams 4.2; there are two double-layer truss units 4.1, which are arranged in parallel at intervals in the transverse direction, and each double-layer truss unit 4.1 is arranged longitudinally; the double-layer truss unit 4.1 includes a lower-layer truss unit 4.1.1 and an upper-layer truss unit 4.1.2; the lower-layer truss unit 4.1.1 is arranged longitudinally and continuously on the tops of the cantilever platform 2 and the top platform 3, the end of the lower-layer truss unit 4.1.1 is aligned with the rear side of the core tube structure 1, and the front end of the lower-layer truss unit 4.1.1 is connected to the top of the cantilever platform 2; the upper-layer truss unit 4.1.2 is longitudinally connected to the top of the lower-layer truss unit 4.1.1 at a position corresponding to the core tube structure 1; the connecting beam 4.2 connects the two double-layer truss units 4.1.

[0050] In this embodiment, the first prestressed steel bar 5 includes a first prestressed steel bar unit 5.1 and a first adjusting sleeve 5.2; the length of the first prestressed steel bar unit 5.1 is adapted to the height of the floor, and threads are respectively provided at both ends of the first prestressed steel bar unit 5.1; internal threads are provided on the inner wall of the first adjusting sleeve 5.2, and the first adjusting sleeve 5.2 thread-connects adjacent first prestressed steel bar units 5.1; the second prestressed steel bar 6 includes a second prestressed steel bar unit 6.1 and a second adjusting sleeve 6.2; threads are respectively provided at both ends of the second prestressed steel bar unit 6.1; internal threads are provided on the inner wall of the second adjusting sleeve 6.2, and the second adjusting sleeve 6.2 thread-connects adjacent second prestressed steel bar units 6.1.

[0051] In this embodiment, vertical first stiffening plates 13 are respectively arranged on the upper and lower sides of the first anchor plate 8 in the cavity of the exterior wall steel column 1.3; vertical second stiffening plates 14 are respectively arranged on the upper and lower sides of the second anchor plate 9 in the cavity of the interior wall steel column 1.4; first horizontal positioning plates 16 are arranged at the positions corresponding to each floor slab of the core tube structure 1 in the cavity of the exterior wall steel column 1.3; holes for passing through the first prestressed steel bars 5 are formed in the middle of the plate surface of the first horizontal positioning plate 16; the first prestressed steel bars 5 are arranged in the holes on the first horizontal positioning plate 16; second horizontal positioning plates 17 are arranged at the positions corresponding to each floor slab of the core tube structure 1 in the cavity of the interior wall steel column 1.4; holes for passing through the second prestressed steel bars 6 are formed in the middle of the plate surface of the second horizontal positioning plate 17; the second prestressed steel bars 6 are arranged in the holes on the second horizontal positioning plate 17.

[0052] In this embodiment, through holes are formed in the double-layer truss steel structure 4 at the positions corresponding to the passing positions of the first prestressed steel bars 5; the upper ends of the first prestressed steel bars 5 are arranged in the through holes of the double-layer truss steel structure 4 and are anchored to the double-layer truss steel structure 4; a horizontal first reinforcing plate 18 is arranged at the bottom position of the upper end anchoring point of the first prestressed steel bar 5 on the double-layer truss steel structure 4; perforations are formed in the double-layer truss steel structure 4 at the positions corresponding to the passing positions of the second prestressed steel bars 6; the upper ends of the second prestressed steel bars 6 are arranged in the perforations of the double-layer truss steel structure 4 and are anchored to the double-layer truss steel structure 4; a horizontal second reinforcing plate 19 is arranged at the bottom position of the upper end anchoring point of the second prestressed steel bar 6 on the double-layer truss steel structure 4.

[0053] In this embodiment, a first casing 20 is connected to the bottom of the double-layer truss steel structure 4 at the position corresponding to the exterior wall steel column 1.3; the outer contour line of the horizontal section of the first casing 20 is adapted to the outer contour line of the horizontal section of the exterior wall steel column 1.3; the upper end of the exterior wall steel column 1.3 extends beyond the top surface of the front exterior wall 1.1, and the exterior wall steel column 1.3 is welded to the first casing 20; cast-in-place exterior wall concrete is poured between the outside of the first casing 20 and between the front exterior wall 1.1 and the bottom of the double-layer truss steel structure 4.

[0054] In this embodiment, a second casing 21 is connected to the bottom of the double-layer truss steel structure 4 at the position corresponding to the interior wall steel column 1.4; the outer contour line of the horizontal section of the second casing 21 is adapted to the outer contour line of the horizontal section of the interior wall steel column 1.4; the upper end of the interior wall steel column 1.4 extends beyond the top surface of the front interior wall 1.2, and the interior wall steel column 1.4 is welded to the second casing 21; cast-in-place interior wall concrete is poured between the outside of the second casing 21 and between the front interior wall 1.2 and the bottom of the double-layer truss steel structure 4.

[0055] The construction method of this super-high-rise double-core tube giant cantilever structure without lateral unloading includes the following steps.

[0056] Step 1: construct the outer wall steel column 1.3, the inner wall steel column 1.4 and the frame column 12, and set the first anchor plate 8 on the upper part of the cavity of the outer wall steel column 1.3 and the second anchor plate 9 on the upper part of the cavity of the inner wall steel column 1.4.

[0057] Step 2: construct the front exterior wall 1.1 and the front interior wall 1.2 of the core tube structure 1 layer by layer.

[0058] Step three, installing the first prestressed steel rod 5 and the second prestressed steel rod 6 on the upper part of the outer wall steel column 1.3 and the inner wall steel column 1.4 respectively.

[0059] Step 4: construct and anchor the tension truss 7.

[0060] Step five: construct the top platform 3 and the cantilever platform 2 on the top of the core tube structure 1.

[0061] Step six: construct the double-layer truss steel structure 4, and temporarily fix the first prestressed steel rod 5 and the second prestressed steel rod 6 to the double-layer truss steel structure 4 respectively.

[0062] Step seven: tension the first prestressed steel rod 5 and the second prestressed steel rod 6, and anchor the first prestressed steel rod 5 and the second prestressed steel rod 6 on the double-layer truss steel structure 4 respectively.

[0063] Step eight, fixedly connecting the anchor tension truss 7 to the double-layer truss steel structure 4.

[0064] Step nine, pouring concrete into the first sealing cavity plate 10 and the second sealing cavity plate 11, and the construction is completed.

[0065] In this embodiment, the cantilevered length of the cantilevered platform 2 is 28m, the cantilevered width is 59.2m, and the cantilevered platform area is 1677m.

[0066] In this embodiment, the cantilever length of the double-layer truss steel structure 4 is 21.6 m.

[0067] In this embodiment, the finite element method is adopted to simulate the stress analysis during the construction process. Four first prestressed steel bars 5 are arranged at intervals within the front outer wall 1.1, and the diameter of the first prestressed steel bar unit 5.1 is 60 mm, and the strength grade of the first prestressed steel bar unit 5.1 is 650 grade; four second prestressed steel bars 6 are arranged at intervals within the front inner wall 1.2, and the diameter of the second prestressed steel bar unit 6.1 is 90 mm, and the strength grade of the second prestressed steel bar unit 6.1 is 650 grade; the first prestressed steel bar 5 is tensioned and fixed tightly with bolts, and a prestress of 600 KN / bar is applied to the first prestressed steel bar 5; the second prestressed steel bar 6 is tensioned and fixed tightly with bolts, and a prestress of 1500 KN / bar is applied to the second prestressed steel bar 6.

[0068] In this embodiment, bellows are sleeved on the parts of the first prestressed steel bar 5 that extend beyond the outer wall steel column 1.3; bellows are sleeved on the parts of the second prestressed steel bar 6 that extend beyond the inner wall steel column 1.4; due to the limited space within the inner wall steel column 1.4 and the outer wall steel column 1.3, only 0.035 m 2 , it is impossible to meet the construction method of sleeving bellows on the prestressed steel bars, and the initial tensioning point of the prestressed steel bars, that is, the upper anchoring point, is at the lower chord position of the double-layer truss steel structure 4, and the space is insufficient to ensure the simultaneous tensioning of the two prestressed steel bars; in view of the above problems, the present invention forms a cavity by using the first casing 20 and the outer wall steel column 1.3, and forms a cavity by using the second casing 21 and the inner wall steel column 1.4. The settings of the first casing 20 and the second casing 21 expand the construction spacing and meet the construction space and tensioning operation space of the first prestressed steel bar 5 and the second prestressed steel bar 6.

[0069] In this embodiment, the first casing 20 and the second casing 21 are made of thin-walled steel plates, and the lengths of the first casing 20 and the second casing 21 are both not less than 25 mm.

[0070] In this embodiment, the distance between the front outer wall 1.1 and the front inner wall 1.2 is 6 m to 7 m; the distance between the front outer wall 1.1 and the frame column 12 is 9 m to 10 m.

[0071] In this embodiment, grouting holes are opened on the first sealing plate 10, and one grouting hole is left on each of the upper and lower sides of each floor slab for later grouting and sealing to form a protective layer for the first prestressed steel bar 5; P.C32.5 ordinary portland cement is used for grouting the cavity ducts of the first prestressed steel bar 5, the water-cement ratio is 0.35 to 0.45, the grouting pressure is 0.5 - 0.6 Mpa, after thick slurry appears, they are sealed one by one, and after continuing to pressurize for 30 seconds, the grouting holes are sealed.

[0072] In this embodiment, grouting holes are formed in the second cavity plate 11, and one grouting hole is reserved on each side of the upper and lower sides of each floor slab for later grouting and sealing to form a protective layer for the second prestressed steel bar 6. The cavity duct of the first prestressed steel bar 5 is grouted with P.C32.5 ordinary Portland cement, with a water-cement ratio of 0.35 - 0.45 and a grouting pressure of 0.5 - 0.6 Mpa. After thick slurry appears, they are sealed one by one. After continuing to pressurize for 30 seconds, the grouting holes are sealed.

[0073] The above embodiments are not an exhaustive list of specific implementation manners, and there may be other embodiments. The purpose of the above embodiments is to illustrate the present invention, rather than limiting the protection scope of the present invention. All applications simply changed from the present invention fall within the protection scope of the present invention.

Claims

1. A super high-rise double-core tube without lateral unloading giant cantilever structure, comprising a core tube structure (1) and a cantilever platform (2); there are two core tube structures (1), which are arranged at intervals longitudinally; a top platform (3) is arranged at the top of the two core tube structures (1); characterized in that: It also includes a double-deck truss steel structure (4), a first prestressed steel bar (5), a second prestressed steel bar (6), and a lower anchor tensile truss (7); Inside the front outer wall (1.1) of the core tube structure (1), a group of outer wall steel columns (1.3) are arranged at intervals; the upper ends of the outer wall steel columns (1.3) extend beyond the top surface of the front outer wall (1.1), a cavity is provided inside the outer wall steel columns (1.3), and a first anchor plate (8) is arranged at the upper part of the cavity of the outer wall steel columns (1.3); inside the core tube structure (1) and near the front outer wall (1.1), a front inner wall (1.2) is arranged; the front inner wall (1.2) is arranged parallel to the front outer wall (1.1), and a group of inner wall steel columns (1.4) are arranged at intervals inside the front inner wall (1.2); the upper ends of the inner wall steel columns (1.4) extend beyond the top surface of the front inner wall (1.2), a cavity is provided inside the inner wall steel columns (1.4), and a second anchor plate (9) is arranged at the upper part of the cavity of the inner wall steel columns (1.4); Both the cantilever platform (2) and the top platform (3) are steel structure platforms, and the cantilever platform (2) projects from the front side of the top platform (3) along the front side edge of the top platform (3); there are two double-deck truss steel structures (4), which are arranged at intervals transversely on the top of the top platform (3), and the two double-deck truss steel structures (4) are arranged corresponding to the two core tube structures (1); the double-deck truss steel structures (4) are respectively welded and connected to the outer wall steel columns (1.3) and the inner wall steel columns (1.4); a connecting truss (15) is connected between the two double-deck truss steel structures (4); the front ends of the double-deck truss steel structures (4) extend beyond the front side edge of the top platform (3) and are fixedly connected to the top of the cantilever platform (2), and the ends of the double-deck truss steel structures (4) are located above the rear side surface of the corresponding core tube structure (1); There is a group of first prestressed steel bars (5), which are arranged at intervals inside the front outer wall (1.1), and the group of first prestressed steel bars (5) are arranged corresponding to the group of outer wall steel columns (1.3); the lower ends of the first prestressed steel bars (5) extend into the cavities of the corresponding outer wall steel columns (1.3) and are anchored to the first anchor plate (8), and the upper ends of the first prestressed steel bars (5) are anchored on the double-deck truss steel structure (4); a prestressing force is provided in the first prestressed steel bars (5); a first cavity-sealing plate (10) is arranged outside the first prestressed steel bars (5) inside the cavity of the outer wall steel columns (1.3); concrete is poured around the first prestressed steel bars (5) inside the first cavity-sealing plate (10); The second prestressed steel bars (6) are provided in a group, spaced within the front inner wall (1.2), and a group of second prestressed steel bars (6) are arranged corresponding to a group of inner wall steel columns (1.4); the lower ends of the second prestressed steel bars (6) extend into the cavities of the corresponding inner wall steel columns (1.4) and are fixedly connected to the second anchor plate (9) by anchoring, and the upper ends of the second prestressed steel bars (6) are anchored to the double-layer truss steel structure (4); a prestressing force is provided in the second prestressed steel bars (6); a second cavity-sealing plate (11) is arranged outside the second prestressed steel bars (6) within the cavities of the inner wall steel columns (1.4); concrete is poured around the second prestressed steel bars (6) inside the second cavity-sealing plate (11). At least two lower-anchor tensile trusses (7) are provided at the bottom ends of each double-layer truss steel structure (4), and the lower-anchor tensile trusses (7) are arranged at intervals transversely; the lower ends of the lower-anchor tensile trusses (7) are anchored to the ground, and the upper ends of the lower-anchor tensile trusses (7) are fixedly connected to the corresponding double-layer truss steel structures (4). Frame columns (12) are arranged at the front side of the front outer wall (1.1) at a position below the double-layer truss steel structure (4); the upper ends of the frame columns (12) are welded to the double-layer truss steel structure (4).

2. The super high-rise double-core tube lateral unloading-free giant cantilever structure according to claim 1, wherein: The double-layer truss steel structure (4) includes double-layer truss units (4.1) and connecting beams (4.2); there are two double-layer truss units (4.1), arranged in parallel and spaced apart transversely, and each double-layer truss unit (4.1) is arranged longitudinally; the double-layer truss unit (4.1) includes a lower-layer truss unit (4.1.1) and an upper-layer truss unit (4.1.2); the lower-layer truss unit (4.1.1) is arranged longitudinally and continuously on the tops of the cantilever platform (2) and the top platform (3), the end of the lower-layer truss unit (4.1.1) is aligned with the rear side of the core tube structure (1), and the front end of the lower-layer truss unit (4.1.1) is connected to the top of the cantilever platform (2). The upper-layer truss unit (4.1.2) is longitudinally connected to the top of the lower-layer truss unit ( 4.1.1) at a position corresponding to the core tube structure (1); the connecting beam (4.2) connects the two double-layer truss units (4.1).

3. The super high-rise double-core tube lateral unloading-free giant cantilever structure according to claim 1, wherein: The first prestressed steel bar (5) includes a first prestressed steel bar unit (5.1) and a first adjusting sleeve (5.2); the length of the first prestressed steel bar unit (5.1) is adapted to the height of the floor, and threads are respectively provided at both ends of the first prestressed steel bar unit (5.1); internal threads are provided on the inner wall of the first adjusting sleeve (5.2), and the first adjusting sleeve (5.2) thread-connects adjacent first prestressed steel bar units (5.1); the second prestressed steel bar (6) includes a second prestressed steel bar unit (6.1) and a second adjusting sleeve (6.2); threads are respectively provided at both ends of the second prestressed steel bar unit (6.1); internal threads are provided on the inner wall of the second adjusting sleeve (6.2), and the second adjusting sleeve (6.2) thread-connects adjacent second prestressed steel bar units (6.1).

4. The super high-rise double-core tube lateral unloading-free giant cantilever structure according to claim 1, wherein: Vertically arranged first stiffening plates (13) are respectively provided on the upper and lower sides of the first anchor plate (8) in the cavity of the external wall steel column (1.3); vertically arranged second stiffening plates (14) are respectively provided on the upper and lower sides of the second anchor plate (9) in the cavity of the internal wall steel column (1.4); a first horizontal positioning plate (16) is provided at the position corresponding to each floor slab of the core tube structure (1) in the cavity of the external wall steel column (1.3); a hole for passing through the first prestressed steel bar (5) is formed in the middle of the plate surface of the first horizontal positioning plate (16); the first prestressed steel bar (5) passes through the hole in the first horizontal positioning plate (16); a second horizontal positioning plate (17) is provided at the position corresponding to each floor slab of the core tube structure (1) in the cavity of the internal wall steel column (1.4); a hole for passing through the second prestressed steel bar (6) is formed in the middle of the plate surface of the second horizontal positioning plate (17); the second prestressed steel bar (6) passes through the hole in the second horizontal positioning plate (17).

5. The super high-rise double-core tube lateral-unloading-free giant cantilever structure according to claim 1, characterized in that: A through hole is formed in the double-layer truss steel structure (4) at the position corresponding to the passing position of the first prestressed steel bar (5); the upper end of the first prestressed steel bar (5) passes through the through hole in the double-layer truss steel structure (4) and is anchored to the double-layer truss steel structure (4); a horizontal first reinforcing plate (18) is provided at the bottom position of the anchoring point of the upper end of the first prestressed steel bar (5) on the double-layer truss steel structure (4); a perforation is formed in the double-layer truss steel structure (4) at the position corresponding to the passing position of the second prestressed steel bar (6); the upper end of the second prestressed steel bar (6) passes through the perforation in the double-layer truss steel structure (4) and is anchored to the double-layer truss steel structure (4); a horizontal second reinforcing plate (19) is provided at the bottom position of the anchoring point of the upper end of the second prestressed steel bar (6) on the double-layer truss steel structure (4).

6. The super high-rise double-core tube without lateral unloading giant cantilever structure according to claim 1, characterized in that: A first sleeve (20) is connected to the bottom of the double-layer truss steel structure (4) at a position corresponding to the external wall steel column (1.3); the outer contour line of the horizontal section of the first sleeve (20) is consistent with the outer contour line of the horizontal section of the external wall steel column (1.3); the upper end of the external wall steel column (1.3) exceeds the top surface of the front external wall (1.1), and the external wall steel column (1.3) and the first sleeve (20) are welded together; and cast-in-place external wall concrete is poured on the outside of the first sleeve (20) and between the front external wall (1.1) and the bottom of the double-layer truss steel structure (4).

7. The super high-rise double-core tube without lateral unloading giant cantilever structure according to claim 1, characterized in that: A second sleeve (21) is connected to the bottom of the double-layer truss steel structure (4) at a position corresponding to the inner wall steel column (1.4); the outer contour line of the horizontal section of the second sleeve (21) is consistent with the outer contour line of the horizontal section of the inner wall steel column (1.4); the upper end of the inner wall steel column (1.4) exceeds the top surface of the front inner wall (1.2), and the inner wall steel column (1.4) and the second sleeve (21) are welded together; and cast-in-place inner wall concrete is poured on the outside of the second sleeve (21) and between the front inner wall (1.2) and the bottom of the double-layer truss steel structure (4).

8. A construction method for a super high-rise double-core tube without lateral unloading giant cantilever structure according to any one of claims 1-7, characterized in that, The steps include: Step 1: construct an exterior wall steel column (1.3), an interior wall steel column (1.4) and a frame column (12), and arrange a first anchor plate (8) on the upper part of the cavity of the exterior wall steel column (1.3), and arrange a second anchor plate (9) on the upper part of the cavity of the interior wall steel column (1.4); Step 2: constructing the front exterior wall (1.1) and the front interior wall (1.2) of the core tube structure (1) layer by layer; Step three, installing the first prestressed steel rod (5) and the second prestressed steel rod (6) on the upper parts of the outer wall steel column (1.3) and the inner wall steel column (1.4) respectively; Step 4: constructing the anchor tension truss (7); Step 5: constructing a top platform (3) and a cantilever platform (2) on the top of the core tube structure (1); Step six, constructing the double-layer truss steel structure (4), and temporarily fixing the first prestressed steel rod (5) and the second prestressed steel rod (6) to the double-layer truss steel structure (4); Step seven, tensioning the first prestressed steel rod (5) and the second prestressed steel rod (6), and anchoring the first prestressed steel rod (5) and the second prestressed steel rod (6) on the double-layer truss steel structure (4) respectively; Step eight, fixedly connecting the anchor tension truss (7) to the double-layer truss steel structure (4); Step nine: pouring concrete inside the first sealing cavity plate (10) and the second sealing cavity plate (11), and the construction is now completed.

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