CN107227862A - The gliding construction method of building - Google Patents
The gliding construction method of building Download PDFInfo
- Publication number
- CN107227862A CN107227862A CN201710563525.XA CN201710563525A CN107227862A CN 107227862 A CN107227862 A CN 107227862A CN 201710563525 A CN201710563525 A CN 201710563525A CN 107227862 A CN107227862 A CN 107227862A
- Authority
- CN
- China
- Prior art keywords
- sliding
- sliding beam
- steel ball
- building
- counter
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 27
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 54
- 239000010959 steel Substances 0.000 claims abstract description 54
- 238000000034 method Methods 0.000 claims abstract description 16
- 230000008878 coupling Effects 0.000 claims abstract description 12
- 238000010168 coupling process Methods 0.000 claims abstract description 12
- 238000005859 coupling reaction Methods 0.000 claims abstract description 12
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 7
- 239000011449 brick Substances 0.000 claims abstract description 5
- 239000000725 suspension Substances 0.000 claims abstract description 5
- 238000013016 damping Methods 0.000 claims description 17
- 230000001360 synchronised effect Effects 0.000 claims description 12
- 238000006243 chemical reaction Methods 0.000 claims description 8
- 230000000694 effects Effects 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 5
- 238000001514 detection method Methods 0.000 claims description 5
- 230000035939 shock Effects 0.000 claims description 5
- 210000002435 tendon Anatomy 0.000 claims description 5
- 238000004891 communication Methods 0.000 claims description 4
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 238000003780 insertion Methods 0.000 claims description 4
- 230000037431 insertion Effects 0.000 claims description 4
- 239000000203 mixture Substances 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 3
- 238000013519 translation Methods 0.000 claims description 3
- 238000012546 transfer Methods 0.000 claims description 2
- 238000004873 anchoring Methods 0.000 claims 1
- 150000004767 nitrides Chemical class 0.000 claims 1
- 238000003466 welding Methods 0.000 claims 1
- 238000010586 diagram Methods 0.000 description 4
- 230000010412 perfusion Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 230000006378 damage Effects 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000009413 insulation Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Classifications
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Electrochemistry (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The invention discloses a kind of gliding construction method of building, it is characterized in that construction procedure includes：(1) section of frame column 1/5 is cut as the coupling part with sliding beam；(2) brick wall at sliding beam position is cut, supporting module；(3) sliding beam steel is installed；(4) sliding beam concrete is poured；(5) coupling reinforcing bar and abolishing the concrete of coupling part for frame column and raft plate is cut off with wind cutting mill；(6) by wooden straining beam and the pre-buried screw attachment of sliding beam；(7) the new basis at sliding beam position in place is poured；(8) in raft plate towards the embedded traction steel suspension ring of direction of draw, counter-force facility and jack are installed in construction counter-force stake；(9) rail is slid in glide direction laying, also laying slides rail above on new basis；(10) drawn using traction facility；(11) sliding beam is coupled with new basis, frame column is coupled with new basis.
Description
Technical field
The present invention relates to a kind of sliding construction, more particularly to a kind of gliding construction method of building.
Background technology
It is like a raging fire that urban construction is just being carried out, because urban planning and town road construction need to remove building,
If a large amount of building wastes can be caused by directly carrying out demolition of buildings, and produce pollution.Especially historical protective is normal
The building used, it will be very big loss to be removed.It is intact and still have the building of use value for some structures, adopt
Secondary design iterations and construction are then avoided with building sliding technology, can be come into operation immediately after sliding in place, it is clear that
Can have obvious economic benefit and social benefit.But, building safety how is ensured in slipping, how to carry out and builds
Build thing with new basic to couple, and how cost is reduced in the case where ensuring secured premise.
The content of the invention
The present invention is to provide a kind of gliding construction method of building, solve building sliding construction is dangerous and cost
High the problem of.
The present invention sets sliding beam on raft plate, and adjacent sliding beam distance is 3~3.6m, sliding beam bottom and raft plate top
Portion's distance is 60~80mm, depending on sliding depth of beam is according to upper load, and when the building number of plies is 5 layers, sliding depth of beam is
800mm；When the building number of plies is 4 layers, sliding depth of beam is 750mm；When the building number of plies is 3 layers, sliding depth of beam is
700mm；When the building number of plies is 2 layers, sliding depth of beam is 650mm；When the building number of plies is 1 layer, sliding depth of beam is
600mm。
Sliding beam width is 300mm.Steel ball, a diameter of 60~80mm of steel ball is provided below in sliding beam.
In order to avoid sliding beam occurs setting wooden straining beam to increase between local failure, adjacent sliding beam in slipping
Integral rigidity, the wooden a diameter of 150~180mm of straining beam, wooden straining beam and sliding beam angle are 45~60 degree.
Set counter-force stake as counter-force facility on the right side of traction building on-station position, counter-force stake is from building position in place
Put distance and have 0.6~0.8m to have an operation working space, counter-force stake uses prefabricated tubular pile, prefabricated tubular pile a diameter of 500~
600mm.Frictional force is much larger when initial frictional is than pulling motion when counter-force stake is due to traction building, is tied according to a large amount of detections
Really, initial friction force coefficient is 0.15~0.2 when using this technique traction building, and the coefficient of kinetic friction is during pulling motion
0.017~0.025, in order to cost-effective, combined during initial traction using counter-force stake and engineering pile as reaction support, traction fortune
When dynamic reaction support is used as only with counter-force stake.
Building has certain vibration in the process of walking, can be by taking if surrounding enviroment are high to damping requirements
Technical measures reach the purpose of vibration damping.Set in sliding rail bottom every 2~3m and bullet is installed in vibration damping bloom, vibration damping bloom
Spring, makes sliding rail as spring body, makes to be located at the steel ball in the range of sliding rail body when running into advance resistance, energy
Alleviate impulsive force by the effect of vibration damping bloom inner spring, vibrational energy is directly attracted by vibration damping bloom inner spring, makes to run into resistance
The steel ball of power avoids bearing excessive pressure and impulsive force.
Construction procedure includes：
(1) in order that sliding beam forms entirety with frame column, the section of frame column 1/5 is cut as the connecting portion with sliding beam
Point；Temporary support is set near frame column.
(2) brick wall at sliding beam position is cut, supporting module, lateral template top sets fill orifice and shocks hole, fills
A diameter of 40~the 50mm of orifice, fill orifice sets spacing to be 1.2~1.5m；Bore dia is shocked for 20~30mm, hole setting is shocked
Spacing is 0.7~0.9m；Placed in supporting module in template bottom at the top of steel ball, steel ball insertion lower template, steel ball
It is identical with lower template elevation of top, there is bearing in the middle of steel ball, bearing stretches into template, and bearing built-in length is 120~150mm.
(3) sliding beam steel is installed, the part of chiseling that sliding beam main tendon stretches into frame column bends to increase up or down
Anchorage length, anchorage length is 500~700mm.
(4) sliding beam concrete is poured, then pouring frame post cuts position concrete, concrete is carried out using high-pressure pump
Perfusion.
(5) that cuts off frame column and raft plate with wind cutting mill after sliding beam concrete strength reaches design strength couples reinforcing bar
And the concrete of coupling part is abolished, make frame column elevation of bottom identical with sliding beam elevation of bottom.
(6) by wooden straining beam and the pre-buried screw attachment of sliding beam.
(7) the new basis at sliding beam position in place is poured.
(8) in raft plate towards the embedded traction steel suspension ring of direction of draw, counter-force facility and jack are installed in construction counter-force stake.
(9) rail is slid in glide direction laying, also laying slides rail above on new basis.
(10) drawn using traction facility.
Traction facility automatically controls hydraulic synchronous system by hydraulic system, detection using hydraulic synchronous system is automatically controlled
Sensor and computer control system composition, wherein hydraulic system include oil pump, hydraulic jack.Hydraulic system is by computer control
System, is automatically finished synchronous shift, realizes power and Bit andits control, operation locking, process display function.Hydraulic system working pressure
30~32MPa, spike pressure is 35MPa.Pushing tow cylinder thrust stroke is 1200mm, and pushing tow controls speed to be 0~60mm/min, group
Interior each pushing tow cylinder pressure communication, position synchronization control between group and group, synchronization accuracy is ± lmm.
(11) sliding beam is coupled with new basis, frame column is coupled with new basis.
There can be two kinds of processing modes after sliding in place, one kind is that steel ball is cut with wind after jacking sliding beam and sliding is removed
Rail, then transfers sliding beam and is coupled sliding beam with new basis.This technique is a risk that in jacking sliding beam mistake
In journey easily because accept it is uneven there is partial structurtes destruction.
If fabric structure performance is not good, sliding rail is welded with new reinforcement foundation, slid in place afterwards by steel ball
Welded with sliding rail, make that after steel ball rolling translation can not possibly be carried out in the presence of external load.Will sliding rail and steel
Ball gap is poured closely knit with high strength micro expansion pea gravel concreten, and steel ball is poured in high strength micro expansion pea gravel concreten.
It not only ensure that superstructure is reliably connected with new basic using above-mentioned measure, and in the effect for meeting with violent earthquake load
When, part seismic energy can be absorbed by sliding the mutual friction and Extrusion deformation poured after rail between filling pea gravel concreten and steel ball
Amount, reduces effect of the earthquake to superstructure, can play certain function of shock insulation.
Frame column is connected with new basis connection using pea gravel concreten shove, and shove technique ensure that after pillar Linking with foundation
Its vertical displacement is zero.Shove is to use dry pea gravel concreten, and stiff degree with hand to pinch agglomerating, and landing scatters to close
Lattice.By two sides mould card clamping that frame column is relative during shove, dry concrete is squeezed into from other two sides.
The present invention has a safety feature, low engineering cost.
Brief description of the drawings
Fig. 1, Sliding Structures schematic diagram, Fig. 2, formwork erection schematic diagram, Fig. 3, glide mirror (plane) schematic diagram, Fig. 4, vibration damping bloom
Schematic diagram.
In each accompanying drawing：1st, sliding beam, 2, frame column, 3, raft plate, 4, steel ball, 5, sliding beam main tendon, 6, template, 7, wood draws
Beam, 8, vibration damping bloom, 9, spring.
Embodiment
Embodiment one
Sliding beam 1 is set in embodiment on raft plate 3, and adjacent sliding beam 1 is apart from for 3.2m, the bottom of sliding beam 1 and raft
The distance from top of plate 3 is 70mm, and the height of sliding beam 1 is 750mm.The width of sliding beam 1 is 300mm.Steel ball is provided below in sliding beam 1
4, a diameter of 70mm of steel ball 4.
Wooden straining beam 7, a diameter of 160mm of wooden straining beam 7 are set between adjacent sliding beam 1, and wooden straining beam 7 is with the angle of sliding beam 1
60 degree.
Set counter-force stake as counter-force facility on the right side of traction building on-station position, counter-force stake is from building position in place
Putting distance has 0.7m, and counter-force stake uses prefabricated tubular pile, a diameter of 500mm of prefabricated tubular pile.Using counter-force stake and work during initial traction
Journey stake is combined as reaction support, and reaction support is used as only with counter-force stake during pulling motion.
Set in sliding rail bottom every 2~3m and spring 9 is installed in vibration damping bloom 8, vibration damping bloom 8, make sliding rail
As spring body, make to be located at the steel ball 4 in the range of sliding rail body when running into advance resistance, can be by vibration damping bloom
Impulsive force is alleviated in the effect of 8 inner springs 9.
Construction procedure includes：
(1) section of frame column 1/5 is cut as the coupling part with sliding beam 1；Interim branch is set near frame column 2
Support.
(2) brick wall at the position of sliding beam 1 is cut, supporting module 6, the lateral top of template 6 sets fill orifice and shocks hole,
The a diameter of 40mm of fill orifice, fill orifice sets spacing to be 1.3m；Bore dia is shocked for 25mm, hole is shocked and sets spacing to be 0.8m；
Steel ball 4, the insertion lower template 6 of steel ball 4, the top of steel ball 4 and lower template 6 are placed in the bottom of template 6 in supporting module 6
Elevation of top is identical, there is bearing in the middle of steel ball 4, and bearing stretches into template 6, and bearing built-in length is 130mm.
(3) reinforcing bar of sliding beam 1 is installed, the part of chiseling that sliding beam main tendon 5 stretches into frame column 2 bends to increase up or down
Plus anchorage length, anchorage length is 600mm.
(4) concrete of sliding beam 1 is poured, then pouring frame post 2 cuts position concrete, and concrete is entered using high-pressure pump
Row perfusion.
(5) coupling for frame column 2 and raft plate 3 is cut off with wind cutting mill after the concrete strength of sliding beam 1 reaches design strength
Reinforcing bar and the concrete for abolishing coupling part, make the elevation of bottom of frame column 2 identical with the elevation of bottom of sliding beam 1.
(6) by wooden straining beam 7 and the pre-buried screw attachment of sliding beam 1.
(7) the new basis at the position in place of sliding beam 1 is poured.
(8) in raft plate 3 towards the embedded traction steel suspension ring of direction of draw, counter-force facility and jack are installed in construction counter-force stake.
(9) rail is slid in glide direction laying, also laying slides rail above on new basis.
(10) drawn using traction facility.
Traction facility automatically controls hydraulic synchronous system by hydraulic system, detection using hydraulic synchronous system is automatically controlled
Sensor and computer control system composition, wherein hydraulic system include oil pump, hydraulic jack.Hydraulic system is by computer control
System, is automatically finished synchronous shift, realizes power and Bit andits control, operation locking, process display function.Hydraulic system working pressure
30~32MPa, spike pressure is 35MPa.Pushing tow cylinder thrust stroke is 1200mm, and pushing tow controls speed to be 0~60mm/min, group
Interior each pushing tow cylinder pressure communication, position synchronization control between group and group, synchronization accuracy is ± lmm.
(11) sliding beam 1 is coupled with new basis, frame column 2 is coupled with new basis.
Steel ball 4 is cut with wind after jacking sliding beam 1, jacking sliding beam 1 after sliding in place and sliding rail is removed, then under
Sliding beam 1 is put to be coupled sliding beam 1 with new basis.
Frame column 2 is connected with new basis connection using pea gravel concreten shove, and shove technique ensure that pillar Linking with foundation
Its vertical displacement is zero afterwards.Shove is to use dry pea gravel concreten, and stiff degree with hand to pinch agglomerating, and landing scatters to close
Lattice.By two sides mould card clamping that frame column 2 is relative during shove, dry concrete is squeezed into from other two sides.
Embodiment two
Sliding beam 1 is set in embodiment on raft plate 3, and adjacent sliding beam 1 is apart from for 3.2m, the bottom of sliding beam 1 and raft
The distance from top of plate 3 is 70mm, and the height of sliding beam 1 is 700mm；The width of sliding beam 1 is 300mm.Steel ball is provided below in sliding beam 1
4, a diameter of 70mm of steel ball 4.
Wooden straining beam 7 is set between adjacent sliding beam 1, and a diameter of 150~180mm of wooden straining beam 7, wooden straining beam 7 is pressed from both sides with sliding beam 1
Angle is 50 degree.
Set counter-force stake as counter-force facility on the right side of traction building on-station position, counter-force stake is from building position in place
Putting distance has 0.7m, and counter-force stake uses prefabricated tubular pile, a diameter of 500~600mm of prefabricated tubular pile.Using counter-force stake during initial traction
Combine with engineering pile as reaction support, reaction support is used as only with counter-force stake during pulling motion.
Set in sliding rail bottom every 2~3m and spring 9 is installed in vibration damping bloom 8, vibration damping bloom 8, make sliding rail
As spring body, make to be located at the steel ball 4 in the range of sliding rail body when running into advance resistance, can be by vibration damping bloom
Impulsive force is alleviated in the effect of 8 inner springs 9.
Construction procedure includes：
(1) section of frame column 1/5 is cut as the coupling part with sliding beam 1；Interim branch is set near frame column 2
Support.
(2) brick wall at the position of sliding beam 1 is cut, supporting module 6, the lateral top of template 6 sets fill orifice and shocks hole,
The a diameter of 45mm of fill orifice, fill orifice sets spacing to be 1.3m；Bore dia is shocked for 25mm, hole is shocked and sets spacing to be 0.8m；
Steel ball 4, the insertion lower template 6 of steel ball 4, the top of steel ball 4 and lower template 6 are placed in the bottom of template 6 in supporting module 6
Elevation of top is identical, there is bearing in the middle of steel ball 4, and bearing stretches into template 6, and bearing built-in length is 130mm.
(3) reinforcing bar of sliding beam 1 is installed, the part of chiseling that sliding beam main tendon 5 stretches into frame column 2 bends to increase up or down
Plus anchorage length, anchorage length is 500mm.
(4) concrete of sliding beam 1 is poured, then pouring frame post 2 cuts position concrete, and concrete is entered using high-pressure pump
Row perfusion.
(5) coupling for frame column 2 and raft plate 3 is cut off with wind cutting mill after the concrete strength of sliding beam 1 reaches design strength
Reinforcing bar and the concrete for abolishing coupling part, make the elevation of bottom of frame column 2 identical with the elevation of bottom of sliding beam 1.
(6) by wooden straining beam 7 and the pre-buried screw attachment of sliding beam 1.
(7) the new basis at the position in place of sliding beam 1 is poured.
(8) in raft plate 3 towards the embedded traction steel suspension ring of direction of draw, counter-force facility and jack are installed in construction counter-force stake.
(9) rail is slid in glide direction laying, also laying slides rail above on new basis.
(10) drawn using traction facility.
Traction facility automatically controls hydraulic synchronous system by hydraulic system, detection using hydraulic synchronous system is automatically controlled
Sensor and computer control system composition, wherein hydraulic system include oil pump, hydraulic jack.Hydraulic system is by computer control
System, is automatically finished synchronous shift, realizes power and Bit andits control, operation locking, process display function.Hydraulic system working pressure
30~32MPa, spike pressure is 35MPa.Pushing tow cylinder thrust stroke is 1200mm, and pushing tow controls speed to be 0~60mm/min, group
Interior each pushing tow cylinder pressure communication, position synchronization control between group and group, synchronization accuracy is ± lmm.
(11) sliding beam 1 is coupled with new basis, frame column 2 is coupled with new basis.
Sliding rail is welded with new reinforcement foundation, sliding in place afterwards welds steel ball 4 with sliding rail, makes steel ball
Rolling translation can not possibly be carried out in the presence of external load after 4.Rail will be slid and the gap of steel ball 4 is thin with high strength micro expansion
Stone concrete pours closely knit, and steel ball 4 is poured in high strength micro expansion pea gravel concreten.
Frame column 2 is connected with new basis connection using pea gravel concreten shove, and shove technique ensure that pillar Linking with foundation
Its vertical displacement is zero afterwards.Shove is to use dry pea gravel concreten, and stiff degree with hand to pinch agglomerating, and landing scatters to close
Lattice.By two sides mould card clamping that frame column 2 is relative during shove, dry concrete is squeezed into from other two sides.
Claims (7)
1. a kind of gliding construction method of building, it is characterized in that setting sliding beam on raft plate, adjacent sliding beam distance is 3
~3.6m, sliding beam bottom is 60~80mm with raft plate distance from top, and sliding beam width is 300mm；Steel is provided below in sliding beam
Ball, a diameter of 60~80mm of steel ball；
Wooden straining beam is set between adjacent sliding beam, the wooden a diameter of 150~180mm of straining beam, wooden straining beam and sliding beam angle be 45~
60 degree；
Construction procedure includes：
(1) section of frame column 1/5 is cut as the coupling part with sliding beam；Temporary support is set near frame column；
(2) brick wall at sliding beam position is cut, supporting module, lateral template top sets fill orifice and shocks hole, fill orifice
A diameter of 40~50mm, fill orifice sets spacing to be 1.2~1.5m；Bore dia is shocked for 20~30mm, hole is shocked and spacing is set
For 0.7~0.9m；Placed in supporting module in template bottom at the top of steel ball, steel ball insertion lower template, steel ball with
Die head absolute altitude is identical, there is bearing in the middle of steel ball, and bearing stretches into template, and bearing built-in length is 120~150mm；
(3) sliding beam steel is installed, the part of chiseling that sliding beam main tendon stretches into frame column bends to increase anchoring up or down
Length, anchorage length is 500~700mm；
(4) sliding beam concrete is poured, then pouring frame post cuts position concrete, concrete is filled using high-pressure pump
Note；
(5) that cuts off frame column and raft plate with wind cutting mill after sliding beam concrete strength reaches design strength couples reinforcing bar and broken
Except the concrete of coupling part, make frame column elevation of bottom identical with sliding beam elevation of bottom；
(6) by wooden straining beam and the pre-buried screw attachment of sliding beam；
(7) the new basis at sliding beam position in place is poured；
(8) in raft plate towards the embedded traction steel suspension ring of direction of draw, counter-force facility and jack are installed in construction counter-force stake；
(9) rail is slid in glide direction laying, also laying slides rail above on new basis；
(10) drawn using traction facility；
Traction facility automatically controls hydraulic synchronous system and sensed by hydraulic system, detection using hydraulic synchronous system is automatically controlled
Device and computer control system composition, wherein hydraulic system include oil pump, hydraulic jack；Hydraulic system by computer control,
Synchronous shift is automatically finished, power and Bit andits control, operation locking, process display function is realized；Hydraulic system working pressure 30
~32MPa, spike pressure is 35MPa；Pushing tow cylinder thrust stroke is 1200mm, and pushing tow controls speed to be in 0~60mm/min, group
Each pushing tow cylinder pressure communication, position synchronization control between group and group, synchronization accuracy is ± lmm；
(11) sliding beam is coupled with new basis, frame column is coupled with new basis.
2. the gliding construction method of building according to claim 1, it is characterized in that sliding depth of beam is according to upper load
Depending on, when the building number of plies is 5 layers, sliding depth of beam is 800mm；When the building number of plies is 4 layers, sliding depth of beam is 750mm；
When the building number of plies is 3 layers, sliding depth of beam is 700mm；When the building number of plies is 2 layers, sliding depth of beam is 650mm；When building
It is 1 layer to build nitride layer number, and sliding depth of beam is 600mm.
3. the gliding construction method of building according to claim 1, it is characterized in that in sliding rail bottom every 2~3m
Set and spring is installed in vibration damping bloom, vibration damping bloom, make sliding rail as spring body, make to be located at sliding rail body scope
Interior steel ball can alleviate impulsive force when running into advance resistance by the effect of vibration damping bloom inner spring.
4. the gliding construction method of building according to claim 1, it is characterized in that in traction building on-station position
Right side sets counter-force stake as counter-force facility, and counter-force stake is from there is 0.6~0.8m with a distance from building on-station position, counter-force stake is using pre-
Tubulation stake, a diameter of 500~600mm of prefabricated tubular pile；Combined during initial traction using counter-force stake and engineering pile as reaction support,
During pulling motion reaction support is used as only with counter-force stake.
5. the gliding construction method of building according to claim 1, it is characterized in that jacking sliding beam after sliding in place, top
Rise and steel ball is cut with wind after sliding beam and sliding rail is removed, then transfer sliding beam and coupled sliding beam with new basis.
6. the gliding construction method of building according to claim 1, it is characterized in that will sliding rail and new reinforcement foundation
Welding, sliding in place afterwards welds steel ball with sliding rail, makes to carry out in the presence of external load after steel ball
Roll translation；Will sliding rail poured with steel ball gap with high strength micro expansion pea gravel concreten it is closely knit, by steel ball pour in
In high strength micro expansion pea gravel concreten.
7. the gliding construction method of building according to claim 1, it is characterized in that frame column couples use with new basis
Pea gravel concreten shove is connected, and shove technique ensure that its vertical displacement is zero after pillar Linking with foundation.Shove is using stiff
Property pea gravel concreten, stiff degree with hand to pinch agglomerating, and landing is scattered to be qualified；By two sides that frame column is relative during shove
With mould card clamping, dry concrete is squeezed into from other two sides.
Priority Applications (7)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811328587.3A CN109184260B (en) | 2017-07-12 | 2017-07-12 | Slippage construction technology for building with raft |
| CN201811322768.5A CN109184256B (en) | 2017-07-12 | 2017-07-12 | Displacement construction method for building |
| CN201811322858.4A CN109184258A (en) | 2017-07-12 | 2017-07-12 | Displacement construction method with raft plate building |
| CN201811337134.7A CN109184261B (en) | 2017-07-12 | 2017-07-12 | Slippage construction method for building with raft |
| CN201811322904.0A CN109184259B (en) | 2017-07-12 | 2017-07-12 | Sliding construction technology for building |
| CN201811322818.XA CN109184257A (en) | 2017-07-12 | 2017-07-12 | The displacement construction technology of building |
| CN201710563525.XA CN107227862B (en) | 2017-07-12 | 2017-07-12 | The gliding construction method of building |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710563525.XA CN107227862B (en) | 2017-07-12 | 2017-07-12 | The gliding construction method of building |
Related Child Applications (6)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811322904.0A Division CN109184259B (en) | 2017-07-12 | 2017-07-12 | Sliding construction technology for building |
| CN201811322818.XA Division CN109184257A (en) | 2017-07-12 | 2017-07-12 | The displacement construction technology of building |
| CN201811328587.3A Division CN109184260B (en) | 2017-07-12 | 2017-07-12 | Slippage construction technology for building with raft |
| CN201811322858.4A Division CN109184258A (en) | 2017-07-12 | 2017-07-12 | Displacement construction method with raft plate building |
| CN201811322768.5A Division CN109184256B (en) | 2017-07-12 | 2017-07-12 | Displacement construction method for building |
| CN201811337134.7A Division CN109184261B (en) | 2017-07-12 | 2017-07-12 | Slippage construction method for building with raft |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107227862A true CN107227862A (en) | 2017-10-03 |
| CN107227862B CN107227862B (en) | 2019-04-02 |
Family
ID=59956289
Family Applications (7)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710563525.XA Active CN107227862B (en) | 2017-07-12 | 2017-07-12 | The gliding construction method of building |
| CN201811322818.XA Pending CN109184257A (en) | 2017-07-12 | 2017-07-12 | The displacement construction technology of building |
| CN201811322858.4A Withdrawn CN109184258A (en) | 2017-07-12 | 2017-07-12 | Displacement construction method with raft plate building |
| CN201811322904.0A Active CN109184259B (en) | 2017-07-12 | 2017-07-12 | Sliding construction technology for 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 |
| CN201811328587.3A Active CN109184260B (en) | 2017-07-12 | 2017-07-12 | Slippage construction technology for building with raft |
Family Applications After (6)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811322818.XA Pending CN109184257A (en) | 2017-07-12 | 2017-07-12 | The displacement construction technology of building |
| CN201811322858.4A Withdrawn CN109184258A (en) | 2017-07-12 | 2017-07-12 | Displacement construction method with raft plate building |
| CN201811322904.0A Active CN109184259B (en) | 2017-07-12 | 2017-07-12 | Sliding construction technology for 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 |
| CN201811328587.3A Active CN109184260B (en) | 2017-07-12 | 2017-07-12 | Slippage construction technology for building with raft |
Country Status (1)
| Country | Link |
|---|---|
| CN (7) | CN107227862B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107816125A (en) * | 2017-10-26 | 2018-03-20 | 叶长青 | The structure of basement and superstructure synchronous construction |
| CN109083442A (en) * | 2018-10-15 | 2018-12-25 | 北京建工四建工程建设有限公司 | The construction method of dynamic load bearing structure when existing building is docked with newly-built basis |
| CN109281255A (en) * | 2018-10-26 | 2019-01-29 | 中交路桥华南工程有限公司 | Girder steel slippage bracket and system |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114969889B (en) * | 2022-04-18 | 2024-06-04 | 朱胜祥 | Pile-raft foundation overhanging raft stress calculation method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002013299A (en) * | 2000-06-30 | 2002-01-18 | Yutaka Kouen | Structure transferring device |
| JP2011117242A (en) * | 2009-12-07 | 2011-06-16 | Taisei Corp | Construction method for moving structure |
| CN103233588A (en) * | 2013-04-18 | 2013-08-07 | 叶长青 | Translation method for building with raft foundation |
| JP2014074290A (en) * | 2012-10-04 | 2014-04-24 | Kitanihon Juryo Co Ltd | Heavy object moving device and heavy object transfer device |
| 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 |
| CN106760619A (en) * | 2016-12-23 | 2017-05-31 | 河北省建筑科学研究院 | A kind of building translation apparatus and its construction method |
Family Cites Families (8)
| 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 |
| CN1034881C (en) * | 1993-10-09 | 1997-05-14 | 阮蔚文 | Method for moving house |
| 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 |
| 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 |
| JP6341705B2 (en) * | 2014-03-14 | 2018-06-13 | 大成建設株式会社 | Moving method |
| 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 |
-
2017
- 2017-07-12 CN CN201710563525.XA patent/CN107227862B/en active Active
- 2017-07-12 CN CN201811322818.XA patent/CN109184257A/en active Pending
- 2017-07-12 CN CN201811322858.4A patent/CN109184258A/en not_active Withdrawn
- 2017-07-12 CN CN201811322904.0A patent/CN109184259B/en active Active
- 2017-07-12 CN CN201811322768.5A patent/CN109184256B/en active Active
- 2017-07-12 CN CN201811337134.7A patent/CN109184261B/en active Active
- 2017-07-12 CN CN201811328587.3A patent/CN109184260B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002013299A (en) * | 2000-06-30 | 2002-01-18 | Yutaka Kouen | Structure transferring device |
| JP2011117242A (en) * | 2009-12-07 | 2011-06-16 | Taisei Corp | Construction method for moving structure |
| JP2014074290A (en) * | 2012-10-04 | 2014-04-24 | Kitanihon Juryo Co Ltd | Heavy object moving device and heavy object transfer device |
| CN103233588A (en) * | 2013-04-18 | 2013-08-07 | 叶长青 | Translation method for building with raft foundation |
| 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 |
| CN106760619A (en) * | 2016-12-23 | 2017-05-31 | 河北省建筑科学研究院 | A kind of building translation apparatus and its construction method |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107816125A (en) * | 2017-10-26 | 2018-03-20 | 叶长青 | The structure of basement and superstructure synchronous construction |
| CN107816125B (en) * | 2017-10-26 | 2024-06-07 | 临沂锋立建筑劳务有限公司 | Structure for synchronous construction of basement and superstructure |
| CN109083442A (en) * | 2018-10-15 | 2018-12-25 | 北京建工四建工程建设有限公司 | The construction method of dynamic load bearing structure when existing building is docked with newly-built basis |
| 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 |
| CN109281255A (en) * | 2018-10-26 | 2019-01-29 | 中交路桥华南工程有限公司 | Girder steel slippage bracket and system |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109184258A (en) | 2019-01-11 |
| CN109184260A (en) | 2019-01-11 |
| CN109184257A (en) | 2019-01-11 |
| CN109184259B (en) | 2021-06-29 |
| CN109184261B (en) | 2021-06-29 |
| CN109184261A (en) | 2019-01-11 |
| CN107227862B (en) | 2019-04-02 |
| CN109184260B (en) | 2021-06-29 |
| CN109184256A (en) | 2019-01-11 |
| CN109184256B (en) | 2021-06-29 |
| CN109184259A (en) | 2019-01-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107227862B (en) | The gliding construction method of building | |
| CN101666081B (en) | Abrupt slope bare rock drilling platform and technology in huge reservoir | |
| CN104847380B (en) | A kind of structure and its construction method for reducing tunnel lining structure internal force | |
| CN106049281A (en) | Deep-water construction method of bridge at water pebble soil and argillaceous sandstone areas and auxiliary working platform | |
| CN107190762B (en) | Pile foundation structure for reducing side friction resistance | |
| CN103939113B (en) | A kind of outstanding rail construction trolley | |
| CN102864788A (en) | Method for underpinning reinforced bridge pile foundation by bear-type static pressure cluster pile | |
| CN105863362A (en) | Deviation rectifying device for inclined transmission tower | |
| CN106522112A (en) | Cable-stayed bridge side span beam section erecting system and method thereof | |
| CN107938666B (en) | Pile end inner hammering pile sinking with pile shoe and synchronous end grouting structure and process | |
| CN206956527U (en) | A kind of damping anti-fall girder apparatus for preventing that prefabricated beam bridge from longitudinally coming off | |
| CN103233588A (en) | Translation method for building with raft foundation | |
| CN207176713U (en) | A kind of piling strtucture for reducing side friction | |
| CN201502056U (en) | Bare rock drilling platform for steep slope of deep reservoir area | |
| CN106320192A (en) | Beam section replacement reinforcement method for large-span concrete continuous beam bridge | |
| CN111794267B (en) | Construction method for foundation of construction elevator | |
| CN204151798U (en) | A kind of steel reinforced concrete anti-slide pile structure | |
| CN103741690B (en) | A kind of soil plug compensates pile tube and extracts construction method and soil plug used compensation pile tube pile pulling device thereof | |
| CN108517795A (en) | Railroad bridge protecting canopy frame structure and its construction method | |
| CN208415124U (en) | A kind of railroad bridge protecting canopy frame structure | |
| CN204677212U (en) | A kind of structure reducing tunnel lining structure internal force | |
| CN206753488U (en) | A kind of artificial digging pile reaming auxiliary equipment | |
| CN205617160U (en) | Low distributed switch foundation structure of circuit rib post that puts of moderate -low speed magnetic levitation | |
| CN104929101B (en) | Resistance to plucking prestress anchoraging broken stone pile and construction method that a kind of base expanding and base expanding multistage side is expanded | |
| CN205063369U (en) | Quick transport corridor of super deep basal pit spiral decline material |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB02 | Change of applicant information | ||
| CB02 | Change of applicant information |
Address after: 325000 No. 48 Xinghai Road, Jingshan Street, Ouhai District, Wenzhou City, Zhejiang Province Applicant after: Ye Changqing Address before: 325000 Jinchuan Road, Tianhe Street, Wenzhou Economic and Technological Development Zone, Wenzhou City, Zhejiang Province Applicant before: Ye Changqing |
|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20201125 Address after: No. 100, North Ring Road, Hede Town, Sheyang County, Yancheng City, Jiangsu Province Patentee after: Gu Yaobin Address before: 325000, No. 48, Jingshan Hill Road, Ouhai District, Wenzhou, Zhejiang Patentee before: Ye Changqing |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20230111 Address after: Room 707, Administrative Committee of Tancheng Economic Development Zone, Linyi City, Shandong Province, 276100 Patentee after: Tancheng Economic Development Zone Pharmaceutical Development Co.,Ltd. Address before: No. 100, North Ring Road, Hede Town, Sheyang County, Yancheng City, Jiangsu Province Patentee before: Gu Yaobin |