CN109184256B - Displacement construction method for building - Google Patents
Displacement construction method for building Download PDFInfo
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- CN109184256B CN109184256B CN201811322768.5A CN201811322768A CN109184256B CN 109184256 B CN109184256 B CN 109184256B CN 201811322768 A CN201811322768 A CN 201811322768A CN 109184256 B CN109184256 B CN 109184256B
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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
- E04G23/00—Working measures on existing buildings
- E04G23/06—Separating, lifting, removing of buildings; Making a new sub-structure
Abstract
The invention discloses a displacement construction method of a building, which is characterized by comprising the following construction steps: (1) chiseling the section of the frame column 1/5 to be used as a connecting part with the sliding beam; (2) chiseling off the brick wall at the sliding beam part, and erecting a template; (3) erecting a sliding beam steel bar; (4) pouring concrete of the sliding beam; (5) cutting off the connecting reinforcing steel bars of the frame columns and the raft plates and breaking off the concrete of the connecting parts by using a wind cutting machine; (6) connecting the wood tie beam with the embedded screw of the sliding beam; (7) pouring a new foundation of the in-place part of the sliding beam; (8) embedding a traction steel hanging ring in the raft towards the traction direction, constructing a counter-force pile, and installing a counter-force facility and a jack; (9) laying a slipping rail in the slipping direction, and laying the slipping rail on the new foundation; (10) traction is carried out by adopting a traction facility; (11) and connecting the sliding beam with the new foundation and connecting the frame column with the new foundation.
Description
Technical Field
The invention relates to sliding construction, in particular to a displacement construction method of a building.
Background
As city construction is being conducted vigorously, since urban planning and town road construction require removal of buildings, demolition of buildings directly causes a large amount of construction waste, and causes pollution. Especially the historical protection of buildings in normal use, it would be a significant loss to remove them. For some buildings with complete structures and still having use values, secondary repeated design and construction are avoided by adopting a building sliding technology, the buildings can be immediately put into use after sliding in place, and obvious economic and social benefits are obviously achieved. However, how to ensure the safety of the building in the sliding process, how to make the connection between the building and a new foundation, and how to reduce the cost on the premise of ensuring the safety.
Disclosure of Invention
The invention provides a displacement construction method of a building, which solves the problems of unsafe sliding construction and high cost of the building.
The upper surface of the raft is provided with the sliding beams, the distance between every two adjacent sliding beams is 3-3.6 m, the distance between the bottom of each sliding beam and the top of the raft is 60-80 mm, the height of each sliding beam is determined according to the upper load, and when the number of building layers is 5, the height of each sliding beam is 800 mm; when the number of the building layers is 4, the height of the sliding beam is 750 mm; when the number of the building layers is 3, the height of the sliding beam is 700 mm; when the number of the building layers is 2, the height of the sliding beam is 650 mm; when the number of the building layers is 1, the height of the sliding beam is 600 mm.
The width of the sliding beam is 300 mm. And a steel ball is arranged below the sliding beam, and the diameter of the steel ball is 60-80 mm.
In order to avoid local damage of the sliding beams in the sliding process, a wood tie beam is arranged between every two adjacent sliding beams to increase the overall rigidity, the diameter of each wood tie beam is 150-180 mm, and the included angle between each wood tie beam and each sliding beam is 45-60 degrees.
The right side of the position where the traction building is in place is provided with a reaction pile as a reaction facility, the distance between the reaction pile and the position where the traction building is in place is 0.6-0.8 m so as to provide an operation space, the reaction pile adopts a precast tubular pile, and the diameter of the precast tubular pile is 500-600 mm. The initial friction force of the counter-force pile is much larger than that of the counter-force pile during traction movement when the building is dragged, according to a large number of detection results, the initial friction force coefficient of the counter-force pile during traction movement is 0.15-0.2, the dynamic friction coefficient of the counter-force pile during traction movement is 0.017-0.025, in order to save cost, the counter-force pile and the engineering pile are jointly used as a counter-force support during initial traction movement, and only the counter-force pile is used as the counter-force support during traction movement.
The building can vibrate to a certain extent in the walking process, and if the surrounding environment has high requirements on vibration reduction, the purpose of vibration reduction can be achieved by taking technical measures. The damping steel blocks are arranged at intervals of 2-3 m at the lower part of the sliding rail, springs are installed in the damping steel blocks, the sliding rail is enabled to be the same as a spring body, when steel balls located in the range of the sliding rail body meet advancing resistance, impact force can be relieved under the action of the springs in the damping steel blocks, vibration energy is directly attracted by the springs in the damping steel blocks, and the steel balls meeting the resistance are prevented from bearing overlarge pressure and impact force.
The construction steps comprise:
(1) in order to integrate the sliding beam with the frame column, the section of the frame column 1/5 is chiseled out as a connecting part with the sliding beam; temporary supports are provided adjacent the frame posts.
(2) Chiseling off the brick wall at the position of the sliding beam, erecting a template, arranging a pouring hole and a tamping hole at the upper part of the lateral template, wherein the diameter of the pouring hole is 40-50 mm, and the arrangement interval of the pouring holes is 1.2-1.5 m; the diameter of each vibrating hole is 20-30 mm, and the distance between every two vibrating holes is 0.7-0.9 m; placing the steel ball bottom the template when setting up the template, steel ball embedding lower bolster, steel ball top is the same with lower bolster top elevation, has the bearing in the middle of the steel ball, and the bearing stretches into the template, and the bearing stretches into length and is 120 ~ 150 mm.
(3) And erecting a sliding beam reinforcing steel bar, wherein a main rib of the sliding beam extends into the chiseling part of the frame column and is bent upwards or downwards to increase the anchoring length, and the anchoring length is 500-700 mm.
(4) And pouring concrete of the sliding beam, then pouring concrete at chiseling-out parts of the frame columns, and pouring the concrete by adopting a high-pressure pump.
(5) And after the concrete strength of the sliding beam reaches the designed strength, cutting off the connecting reinforcing steel bars of the frame column and the raft and breaking off the concrete of the connecting part by using a wind cutting machine, so that the elevation of the bottom of the frame column is the same as the elevation of the bottom of the sliding beam.
(6) And connecting the wood tie beam with the embedded screws of the sliding beam.
(7) And pouring a new foundation of the in-place part of the sliding beam.
(8) And embedding a traction steel hanging ring in the raft towards the traction direction, constructing a counter-force pile, and installing a counter-force facility and a jack.
(9) And laying a slipping rail in the slipping direction, and laying the slipping rail on the new foundation.
(10) Traction is carried out by adopting a traction facility.
The traction facility adopts an automatic control hydraulic synchronous system, the automatic control hydraulic synchronous system consists of a hydraulic system, a detection sensor and a computer control system, wherein the hydraulic system comprises an oil pump and a hydraulic jack. The hydraulic system is controlled by a computer, fully automatically completes synchronous displacement, and realizes the functions of force and displacement control, operation locking and process display. The working pressure of the hydraulic system is 30-32 MPa, and the peak pressure is 35 MPa. The pushing stroke of the pushing cylinders is 1200mm, the pushing control speed is 0-60 mm/min, the pushing cylinders in the group are communicated in pressure, the positions of the groups are synchronously controlled, and the synchronous precision is +/-lmm.
(11) And connecting the sliding beam with the new foundation and connecting the frame column with the new foundation.
After the sliding beam is in place, two treatment modes can be provided, namely, the steel ball is cut by wind after the sliding beam is jacked, the sliding rail is removed, and then the sliding beam is lowered to connect the sliding beam with a new foundation. The risk of this process is that local structural damage is likely to occur due to uneven handling during the jacking of the skidding beam.
If the building structure performance is not good, the sliding rail is welded with the new foundation steel bar, and the steel ball is firmly welded with the sliding rail after the sliding rail slides in place, so that the steel ball cannot roll and translate under the action of external load later. And (3) pouring and compacting the gap between the sliding rail and the steel ball by using high-strength micro-expansion fine stone concrete, and pouring the steel ball into the high-strength micro-expansion fine stone concrete. By adopting the measures, the reliable connection of the upper structure and the new foundation is ensured, and when the sliding rail is subjected to the action of strong earthquake load, the post-cast filling fine aggregate concrete of the sliding rail and the steel ball are subjected to mutual friction extrusion deformation, so that partial earthquake energy can be absorbed, the action of the earthquake on the upper structure is reduced, and a certain earthquake isolation effect can be realized.
The frame column is connected with the new foundation by adopting fine aggregate concrete grouting, and the grouting process ensures that the vertical displacement of the column is zero after the column is in place and connected. The pulp squeezing adopts dry and hard fine stone concrete, and the dry and hard degree is qualified by being kneaded into a ball by hand and scattered when falling to the ground. And during the squeezing, two opposite side surfaces of the frame column are clamped tightly by a mold clamp, and the hard concrete is squeezed into the frame column from the other two surfaces.
The invention has good safety performance and low construction cost.
Drawings
Fig. 1, a schematic diagram of a sliding structure, fig. 2, a schematic diagram of a template support, fig. 3, a schematic diagram of a sliding plane, and fig. 4, a schematic diagram of a vibration reduction steel block.
In the drawings: 1. the device comprises a sliding beam, 2 frame columns, 3 raft plates, 4 steel balls, 5 sliding beam main ribs, 6 templates, 7 wood tie beams, 8 damping steel blocks, 9 springs.
Detailed Description
Example one
In the embodiment, the sliding beams 1 are arranged on the raft 3, the distance between every two adjacent sliding beams 1 is 3.2m, the distance between the bottom of each sliding beam 1 and the top of the raft 3 is 70mm, and the height of each sliding beam 1 is 750 mm. The width of the sliding beam 1 is 300 mm. And a steel ball 4 is arranged below the sliding beam 1, and the diameter of the steel ball 4 is 70 mm.
And a wood tie beam 7 is arranged between the adjacent sliding beams 1, the diameter of the wood tie beam 7 is 160mm, and the included angle between the wood tie beam 7 and the sliding beam 1 is 60 degrees.
The right side of the position of the traction building in place is provided with a reaction pile as a reaction facility, the distance between the reaction pile and the position of the traction building in place is 0.7m, the reaction pile is a prefabricated pipe pile, and the diameter of the prefabricated pipe pile is 500 mm. The combined reaction pile and engineering pile are used as reaction support during initial traction, and the reaction pile is only used as reaction support during traction movement.
The construction steps comprise:
(1) chiseling the section of the frame column 1/5 to be used as a connecting part with the sliding beam 1; temporary supports are provided near the frame posts 2.
(2) Chiseling off the brick wall at the position of the sliding beam 1, supporting a template 6, arranging pouring holes and vibrating holes at the upper part of the lateral template 6, wherein the diameter of each pouring hole is 40mm, and the arrangement interval of the pouring holes is 1.3 m; the diameter of each vibrating hole is 25mm, and the distance between every two vibrating holes is 0.8 m; when erecting template 6, place steel ball 4 in 6 bottoms of template, steel ball 4 embedding lower bolster 6, steel ball 4 tops are the same with 6 top elevations of lower bolster, have the bearing in the middle of the steel ball 4, and the bearing stretches into template 6, and the bearing stretches into length and is 130 mm.
(3) The steel bar of the sliding beam 1 is erected, the main steel bar 5 of the sliding beam extends into the chiseled part of the frame column 2 and is bent upwards or downwards to increase the anchoring length, and the anchoring length is 600 mm.
(4) And pouring concrete of the sliding beam 1, then pouring concrete of chiseling parts of the frame columns 2, and pouring the concrete by adopting a high-pressure pump.
(5) And after the concrete strength of the sliding beam 1 reaches the designed strength, cutting off the connecting reinforcing steel bars of the frame column 2 and the raft 3 and the concrete of the connecting part by using a wind cutting machine, so that the bottom elevation of the frame column 2 is the same as the bottom elevation of the sliding beam 1.
(6) And connecting the wood tie beam 7 with the embedded screws of the sliding beam 1.
(7) And pouring a new foundation of the in-place part of the sliding beam 1.
(8) And embedding a traction steel hanging ring in the raft 3 towards the traction direction, constructing a counter-force pile, and installing a counter-force facility and a jack.
(9) And laying a slipping rail in the slipping direction, and laying the slipping rail on the new foundation.
(10) Traction is carried out by adopting a traction facility.
The traction facility adopts an automatic control hydraulic synchronous system, the automatic control hydraulic synchronous system consists of a hydraulic system, a detection sensor and a computer control system, wherein the hydraulic system comprises an oil pump and a hydraulic jack. The hydraulic system is controlled by a computer, fully automatically completes synchronous displacement, and realizes the functions of force and displacement control, operation locking and process display. The working pressure of the hydraulic system is 30-32 MPa, and the peak pressure is 35 MPa. The pushing stroke of the pushing cylinders is 1200mm, the pushing control speed is 0-60 mm/min, the pushing cylinders in the group are communicated in pressure, the positions of the groups are synchronously controlled, and the synchronous precision is +/-lmm.
(11) And connecting the sliding beam 1 with the new foundation, and connecting the frame column 2 with the new foundation.
And after the sliding beam 1 is slid in place, the sliding beam 1 is jacked, the steel ball 4 is cut by wind after the sliding beam 1 is jacked, the sliding rail is removed, and then the sliding beam 1 is lowered to connect the sliding beam 1 with a new foundation.
The frame column 2 is connected with the new foundation by adopting fine aggregate concrete pulp extrusion, and the pulp extrusion process ensures that the vertical displacement of the column is zero after the column is in place and connected. The pulp squeezing adopts dry and hard fine stone concrete, and the dry and hard degree is qualified by being kneaded into a ball by hand and scattered when falling to the ground. When in pulp extrusion, two opposite side surfaces of the frame column 2 are clamped tightly by a mould clamp, and hard concrete is extruded from the other two surfaces.
Example two
In the embodiment, the sliding beams 1 are arranged on the raft 3, the distance between every two adjacent sliding beams 1 is 3.2m, the distance between the bottom of each sliding beam 1 and the top of the raft 3 is 70mm, and the height of each sliding beam 1 is 700 mm; the width of the sliding beam 1 is 300 mm. And a steel ball 4 is arranged below the sliding beam 1, and the diameter of the steel ball 4 is 70 mm.
A wood tie beam 7 is arranged between the adjacent sliding beams 1, the diameter of the wood tie beam 7 is 150-180 mm, and the included angle between the wood tie beam 7 and the sliding beam 1 is 50 degrees.
The right side of the position of taking one's place of the traction building is provided with a counterforce pile as a counterforce facility, the distance between the counterforce pile and the position of taking one's place of the building is 0.7m, the counterforce pile is a prefabricated tubular pile, and the diameter of the prefabricated tubular pile is 500-600 mm. The combined reaction pile and engineering pile are used as reaction support during initial traction, and the reaction pile is only used as reaction support during traction movement.
Damping steel blocks 8 are arranged at intervals of 2-3 m at the lower part of the sliding rail, springs 9 are arranged in the damping steel blocks 8, the sliding rail is made to be like a spring body, and when the steel balls 4 located in the range of the sliding rail body meet advancing resistance, impact force can be relieved under the action of the springs 9 in the damping steel blocks 8.
The construction steps comprise:
(1) chiseling the section of the frame column 1/5 to be used as a connecting part with the sliding beam 1; temporary supports are provided near the frame posts 2.
(2) Chiseling off the brick wall at the position of the sliding beam 1, supporting a template 6, arranging pouring holes and vibrating holes at the upper part of the lateral template 6, wherein the diameter of each pouring hole is 45mm, and the arrangement interval of the pouring holes is 1.3 m; the diameter of each vibrating hole is 25mm, and the distance between every two vibrating holes is 0.8 m; when erecting template 6, place steel ball 4 in 6 bottoms of template, steel ball 4 embedding lower bolster 6, steel ball 4 tops are the same with 6 top elevations of lower bolster, have the bearing in the middle of the steel ball 4, and the bearing stretches into template 6, and the bearing stretches into length and is 130 mm.
(3) The steel bars of the sliding beam 1 are erected, the main steel bars 5 of the sliding beam extend into the chiseling part of the frame column 2 and are bent upwards or downwards to increase the anchoring length, and the anchoring length is 500 mm.
(4) And pouring concrete of the sliding beam 1, then pouring concrete of chiseling parts of the frame columns 2, and pouring the concrete by adopting a high-pressure pump.
(5) And after the concrete strength of the sliding beam 1 reaches the designed strength, cutting off the connecting reinforcing steel bars of the frame column 2 and the raft 3 and the concrete of the connecting part by using a wind cutting machine, so that the bottom elevation of the frame column 2 is the same as the bottom elevation of the sliding beam 1.
(6) And connecting the wood tie beam 7 with the embedded screws of the sliding beam 1.
(7) And pouring a new foundation of the in-place part of the sliding beam 1.
(8) And embedding a traction steel hanging ring in the raft 3 towards the traction direction, constructing a counter-force pile, and installing a counter-force facility and a jack.
(9) And laying a slipping rail in the slipping direction, and laying the slipping rail on the new foundation.
(10) Traction is carried out by adopting a traction facility.
The traction facility adopts an automatic control hydraulic synchronous system, the automatic control hydraulic synchronous system consists of a hydraulic system, a detection sensor and a computer control system, wherein the hydraulic system comprises an oil pump and a hydraulic jack. The hydraulic system is controlled by a computer, fully automatically completes synchronous displacement, and realizes the functions of force and displacement control, operation locking and process display. The working pressure of the hydraulic system is 30-32 MPa, and the peak pressure is 35 MPa. The pushing stroke of the pushing cylinders is 1200mm, the pushing control speed is 0-60 mm/min, the pushing cylinders in the group are communicated in pressure, the positions of the groups are synchronously controlled, and the synchronous precision is +/-lmm.
(11) And connecting the sliding beam 1 with the new foundation, and connecting the frame column 2 with the new foundation.
And (3) welding the sliding rail with the new foundation steel bar, and firmly welding the steel ball 4 with the sliding rail after the sliding rail slides in place, so that the steel ball 4 cannot roll and translate under the action of an external load later. And (3) pouring and compacting the gap between the sliding rail and the steel ball 4 by using high-strength micro-expansion fine stone concrete, and pouring the steel ball 4 into the high-strength micro-expansion fine stone concrete.
The frame column 2 is connected with the new foundation by adopting fine aggregate concrete pulp extrusion, and the pulp extrusion process ensures that the vertical displacement of the column is zero after the column is in place and connected. The pulp squeezing adopts dry and hard fine stone concrete, and the dry and hard degree is qualified by being kneaded into a ball by hand and scattered when falling to the ground. When in pulp extrusion, two opposite side surfaces of the frame column 2 are clamped tightly by a mould clamp, and hard concrete is extruded from the other two surfaces.
Claims (1)
1. A displacement construction method of a building is characterized in that sliding beams are arranged on a raft, the distance between every two adjacent sliding beams is 3-3.6 m, the distance between the bottom of each sliding beam and the top of the raft is 60-80 mm, and the width of each sliding beam is 300 mm; steel balls are arranged below the sliding beam, and the diameter of each steel ball is 60-80 mm;
a wood tie beam is arranged between every two adjacent sliding beams, the diameter of the wood tie beam is 150-180 mm, and the included angle between the wood tie beam and the sliding beam is 45-60 degrees;
the construction steps comprise:
(1) chiseling the section of the frame column 1/5 to be used as a connecting part with the sliding beam; arranging a temporary support near the frame column;
(2) chiseling off the brick wall at the position of the sliding beam, erecting a template, arranging a pouring hole and a tamping hole at the upper part of the lateral template, wherein the diameter of the pouring hole is 40-50 mm, and the arrangement interval of the pouring holes is 1.2-1.5 m; the diameter of each vibrating hole is 20-30 mm, and the distance between every two vibrating holes is 0.7-0.9 m; placing steel balls in the lower template when the template is erected, embedding the steel balls into the lower template, enabling the top of each steel ball to be the same as the top of the lower template in elevation, arranging a bearing in the middle of each steel ball, enabling the bearing to extend into the template, and enabling the extending length of the bearing to be 120-150 mm;
(3) erecting a sliding beam steel bar, wherein a main steel bar of the sliding beam extends into the chiseled part of the frame column and is bent upwards or downwards to increase the anchoring length, and the anchoring length is 500-700 mm;
(4) pouring concrete of the sliding beam, then pouring concrete at the chiseled part of the frame column, and pouring the concrete by adopting a high-pressure pump;
(5) after the concrete strength of the sliding beam reaches the design strength, cutting off the connecting reinforcing steel bars of the frame column and the raft and breaking off the concrete of the connecting part by using a wind cutting machine, so that the elevation of the bottom of the frame column is the same as the elevation of the bottom of the sliding beam;
(6) connecting the wood tie beam with the embedded screw of the sliding beam;
(7) pouring a new foundation of the in-place part of the sliding beam;
(8) embedding a traction steel hanging ring in the raft towards the traction direction, constructing a counter-force pile, and installing a counter-force facility and a jack;
(9) laying a slipping rail in the slipping direction, and laying the slipping rail on the new foundation;
(10) traction is carried out by adopting a traction facility;
the traction facility adopts an automatic control hydraulic synchronous system, and the automatic control hydraulic synchronous system consists of a hydraulic system, a detection sensor and a computer control system, wherein the hydraulic system comprises an oil pump and a hydraulic jack; the hydraulic system is controlled by a computer, fully automatically completes synchronous displacement, and realizes the functions of force and displacement control, operation locking and process display; the working pressure of the hydraulic system is 30-32 MPa, and the peak pressure is 35 MPa; the pushing stroke of the pushing cylinders is 1200mm, the pushing control speed is 0-60 mm/min, the pushing cylinders in the group are communicated in pressure, the positions of the groups are synchronously controlled, and the synchronous precision is +/-lmm;
(11) connecting the sliding beam with the new foundation and connecting the frame column with the new foundation;
the height of the sliding beam is determined according to the upper load, and when the number of the building layers is 5, the height of the sliding beam is 800 mm; when the number of the building layers is 4, the height of the sliding beam is 750 mm; when the number of the building layers is 3, the height of the sliding beam is 700 mm; when the number of the building layers is 2, the height of the sliding beam is 650 mm; when the number of the building layers is 1, the height of the sliding beam is 600 mm;
and arranging damping steel blocks at intervals of 2-3 m at the lower part of the sliding rail, and installing springs in the damping steel blocks.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811322768.5A CN109184256B (en) | 2017-07-12 | 2017-07-12 | Displacement construction method for building |
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811322768.5A CN109184256B (en) | 2017-07-12 | 2017-07-12 | Displacement construction method for building |
| CN201710563525.XA CN107227862B (en) | 2017-07-12 | 2017-07-12 | The gliding construction method of building |
Related Parent Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710563525.XA Division CN107227862B (en) | 2017-07-12 | 2017-07-12 | The gliding construction method of building |
Publications (2)
| Publication Number | Publication Date |
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| CN109184256A CN109184256A (en) | 2019-01-11 |
| CN109184256B true CN109184256B (en) | 2021-06-29 |
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Family Applications (7)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811322904.0A Active CN109184259B (en) | 2017-07-12 | 2017-07-12 | Sliding construction technology for building |
| CN201710563525.XA Active CN107227862B (en) | 2017-07-12 | 2017-07-12 | The gliding construction method of building |
| CN201811322858.4A Withdrawn CN109184258A (en) | 2017-07-12 | 2017-07-12 | Displacement construction method with raft plate building |
| CN201811328587.3A Active CN109184260B (en) | 2017-07-12 | 2017-07-12 | Slippage construction technology for building with raft |
| CN201811322818.XA Pending CN109184257A (en) | 2017-07-12 | 2017-07-12 | The displacement construction technology of building |
| CN201811322768.5A Active CN109184256B (en) | 2017-07-12 | 2017-07-12 | Displacement construction method for building |
| CN201811337134.7A Active CN109184261B (en) | 2017-07-12 | 2017-07-12 | Slippage construction method for building with raft |
Family Applications Before (5)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811322904.0A Active CN109184259B (en) | 2017-07-12 | 2017-07-12 | Sliding construction technology for building |
| CN201710563525.XA Active CN107227862B (en) | 2017-07-12 | 2017-07-12 | The gliding construction method of building |
| CN201811322858.4A Withdrawn CN109184258A (en) | 2017-07-12 | 2017-07-12 | Displacement construction method with raft plate building |
| CN201811328587.3A Active CN109184260B (en) | 2017-07-12 | 2017-07-12 | Slippage construction technology for building with raft |
| CN201811322818.XA Pending CN109184257A (en) | 2017-07-12 | 2017-07-12 | The displacement construction technology of building |
Family Applications After (1)
| Application Number | Title | Priority Date | Filing Date |
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| CN201811337134.7A Active CN109184261B (en) | 2017-07-12 | 2017-07-12 | Slippage construction method for building with raft |
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| CN (7) | CN109184259B (en) |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107816125A (en) * | 2017-10-26 | 2018-03-20 | 叶长青 | The structure of basement and superstructure synchronous construction |
| CN109083442B (en) * | 2018-10-15 | 2020-10-23 | 北京建工四建工程建设有限公司 | Construction method of dynamic load bearing structure during butt joint of existing building and newly-built foundation |
| CN109281255B (en) * | 2018-10-26 | 2023-10-20 | 中交路桥华南工程有限公司 | Steel beam sliding support and system |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1089008A (en) * | 1993-10-09 | 1994-07-06 | 阮蔚文 | Method for moving house |
Family Cites Families (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US1562430A (en) * | 1925-01-08 | 1925-11-24 | Alexander Orion | Means for and method of moving buildings |
| CN1032930C (en) * | 1992-09-25 | 1996-10-02 | 高继良 | Building translation method and equipments |
| CN1132302A (en) * | 1995-09-29 | 1996-10-02 | 哈尔滨市道里区房屋土地开发公司 | Structure displacement method of building |
| JP2002013299A (en) * | 2000-06-30 | 2002-01-18 | Yutaka Kouen | Structure transferring device |
| CN2440893Y (en) * | 2000-08-16 | 2001-08-01 | 广州市鲁班建筑防水补强专业公司 | Apparatus for unitary horizontal movement of construction |
| JP3991071B2 (en) * | 2001-08-17 | 2007-10-17 | 株式会社曳家建築物不陸調整英秀外▲崎▼ | H-shaped steel-framed frame construction method for base-lifting construction of wooden buildings |
| JP5415243B2 (en) * | 2009-12-07 | 2014-02-12 | 大成建設株式会社 | Structure transfer method |
| JP5320499B1 (en) * | 2012-10-04 | 2013-10-23 | 株式会社北日本重量 | Heavy goods transfer device and heavy goods transfer device |
| CN103233588B (en) * | 2013-04-18 | 2015-07-29 | 叶长青 | With the shift method of raft foundation building |
| JP6341705B2 (en) * | 2014-03-14 | 2018-06-13 | 大成建設株式会社 | Moving method |
| CN204738556U (en) * | 2015-05-29 | 2015-11-04 | 中国建筑第六工程局有限公司 | A device for landmark is whole to shift |
| CN105089292A (en) * | 2015-08-21 | 2015-11-25 | 顾雍舟 | Monolithic movement construction method for house with soil foundation |
| CN106285040B (en) * | 2016-08-19 | 2018-06-29 | 山东建筑大学 | The method that building moving steering is realized using track height difference |
| CN106760619B (en) * | 2016-12-23 | 2019-03-05 | 河北省建筑科学研究院 | A kind of building translation apparatus and its construction method |
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2017
- 2017-07-12 CN CN201811322904.0A patent/CN109184259B/en active Active
- 2017-07-12 CN CN201710563525.XA patent/CN107227862B/en active Active
- 2017-07-12 CN CN201811322858.4A patent/CN109184258A/en not_active Withdrawn
- 2017-07-12 CN CN201811328587.3A patent/CN109184260B/en active Active
- 2017-07-12 CN CN201811322818.XA patent/CN109184257A/en active Pending
- 2017-07-12 CN CN201811322768.5A patent/CN109184256B/en active Active
- 2017-07-12 CN CN201811337134.7A patent/CN109184261B/en active Active
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1089008A (en) * | 1993-10-09 | 1994-07-06 | 阮蔚文 | Method for moving house |
Non-Patent Citations (3)
| Title |
|---|
| 建筑物整体平移技术;刘津明;《施工技术》;20050831;第34卷(第08期);第12-13、16页 * |
| 建筑物整体平移施工技术;庄延清;《福建建筑》;20070831(第8期);第73-74、85页 * |
| 某文物建筑的平移改造工程;韩继云;《特种结构》;20010430;第28卷(第2期);第112页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109184258A (en) | 2019-01-11 |
| CN109184259A (en) | 2019-01-11 |
| CN109184261A (en) | 2019-01-11 |
| CN109184259B (en) | 2021-06-29 |
| CN109184257A (en) | 2019-01-11 |
| CN107227862B (en) | 2019-04-02 |
| CN109184261B (en) | 2021-06-29 |
| CN109184256A (en) | 2019-01-11 |
| CN109184260B (en) | 2021-06-29 |
| CN109184260A (en) | 2019-01-11 |
| CN107227862A (en) | 2017-10-03 |
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