CN109184259A - The sliding construction technology of building - Google Patents
The sliding construction technology of building Download PDFInfo
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- CN109184259A CN109184259A CN201811322904.0A CN201811322904A CN109184259A CN 109184259 A CN109184259 A CN 109184259A CN 201811322904 A CN201811322904 A CN 201811322904A CN 109184259 A CN109184259 A CN 109184259A
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- sliding beam
- sliding
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- frame column
- steel ball
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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
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- 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 methods of building, it is characterized in that construction procedure includes: that (1) cuts 1/5 section of frame column 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) concrete that couples reinforcing bar and abolish coupling part of the frame column with raft plate is cut off with wind cutting mill；(6) by the pre-buried screw attachment of the wooden straining beam and sliding beam；(7) the new basis at sliding beam position in place is poured；(8) in raft plate towards the embedded traction steel hanging ring of direction of draw, counter-force facility and jack are installed in counter-force stake of constructing；(9) it is laid with sliding rail in glide direction, new basis is also laid with sliding rail above；(10) it is drawn using traction facility；(11) sliding beam is coupled with new basis, frame column couples with new basis.
Description
Technical field
The present invention relates to a kind of sliding construction, in particular to a kind of gliding construction method of building.
Background technique
Urban construction is just being carried out like a raging fire, since urban planning and town road construction need to remove building,
If directly carrying out demolition of buildings will cause a large amount of building wastes, and generate pollution.Especially historical protective is normal
The building used, being removed will be very big loss.Building that is intact for some structures and still having use value, is adopted
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 apparent economic benefit and social benefit.But how to ensure building safety in slipping, how to carry out and builds
It builds object to couple with new basic, and how to reduce cost in the case where ensuring secured premise.
Summary 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 problem.
Sliding beam is arranged in the present invention 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, slides depth of beam depending on 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.Sliding beam following settings steel ball, steel ball diameter are 60~80mm.
In order to avoid local failure occurs in sliding beam in slipping, the wooden straining beam is set to increase between adjacent sliding beam
Overall stiffness, the wooden straining beam diameter are 150~180mm, and the wooden straining beam and sliding beam angle are 45~60 degree.
Counter-force stake is set as counter-force facility on the right side of traction building on-station position, counter-force stake is from building position in place
It sets distance and has 0.6~0.8m to there is an operation working space, counter-force stake uses prefabricated tubular pile, and prefabricated tubular pile diameter is 500~
600mm.Frictional force is much larger when initial frictional is than pulling motion when counter-force stake is due to traction building, according to a large amount of detection knots
Fruit, initial friction force coefficient is 0.15~0.2 when this technique being used to draw building, and dynamic friction coefficient is when pulling motion
0.017~0.025, for save the cost, reaction support is initially used as using counter-force stake and engineering pile joint when traction, draws fortune
Only with counter-force stake as reaction support when dynamic.
Building has certain vibration in the process of walking, can be by taking if surrounding enviroment are high to damping requirements
Technical measures achieve the purpose that vibration damping.Vibration damping bloom is set every 2~3m in sliding rail lower part, bullet is installed in vibration damping bloom
Spring makes to slide rail as spring body, makes the steel ball being located within the scope of sliding rail body when encountering advance resistance, energy
Alleviate impact force by the effect of vibration damping bloom inner spring, vibrational energy is directly attracted by vibration damping bloom inner spring, makes to encounter resistance
The steel ball of power avoids bearing excessive pressure and impact force.
Construction procedure includes:
(1) in order to make sliding beam and frame column form entirety, 1/5 section of frame column is cut as the interconnecting piece 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 is arranged fill orifice and shocks hole, fills
Orifice diameter is 40~50mm, and it is 1.2~1.5m that spacing, which is arranged, in fill orifice；Shocking bore dia is 20~30mm, shocks hole setting
Spacing is 0.7~0.9m；Steel ball is placed in template bottom in supporting module, steel ball is embedded in lower template, steel ball top
It is identical as lower template elevation of top, there is bearing among steel ball, bearing protrudes 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 protrudes into frame column is bent upward or downward to increase
Anchorage length, anchorage length are 500~700mm.
(4) sliding beam concrete is poured, then pouring frame column cuts position concrete, and concrete is carried out using high-pressure pump
Perfusion.
(5) couple reinforcing bar with what wind cutting mill cut off frame column and raft plate after sliding beam concrete strength reaches design strength
And the concrete of coupling part is abolished, keep frame column elevation of bottom identical as sliding beam elevation of bottom.
(6) by the pre-buried screw attachment of the wooden straining beam and sliding beam.
(7) the new basis at sliding beam position in place is poured.
(8) in raft plate towards the embedded traction steel hanging ring of direction of draw, counter-force facility and jack are installed in counter-force stake of constructing.
(9) it is laid with sliding rail in glide direction, new basis is also laid with sliding rail above.
(10) it is drawn using traction facility.
Facility is drawn using hydraulic synchronous system is automatically controlled, automatically controls hydraulic synchronous system by hydraulic system, detection
Sensor and computer control system composition, wherein hydraulic system includes 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 are 35MPa.Pushing tow cylinder thrust stroke is 1200mm, and it is 0~60mm/min, group that pushing tow, which controls speed,
Interior each pushing tow cylinder pressure communication, position synchronization control between group and group, synchronization accuracy are ± lmm.
(11) sliding beam is coupled with new basis, frame column couples with new basis.
Can be there are two types of processing mode after sliding in place, one is wind after jacking sliding beam to cut steel ball, and removes sliding
Then rail transfers sliding beam and couples sliding beam with new basis.This technique is a risk that in jacking sliding beam mistake
It is easy partial structurtes destruction occur because accepting unevenly in journey.
If fabric structure performance is bad, sliding rail and new reinforcement foundation are welded, slid in place afterwards by steel ball
It is welded with sliding rail, makes that rolling translation can not be carried out under the action of external load after steel ball.It 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, sliding the mutual friction and Extrusion deformation poured between filling pea gravel concreten and steel ball after rail can be absorbed part seismic energy
Amount reduces effect of the earthquake to superstructure, can play certain function of shock insulation.
Frame column is connect with new basis connection using pea gravel concreten shove, after shove technique ensure that pillar Linking with foundation
Its vertical displacement is zero.Shove is using dry pea gravel concreten, and stiff degree is agglomerating to be pinched with hand, and landing scatters to close
Lattice.By two sides mould card clamping that frame column is opposite when shove, squeezed into from other two sides by dry concrete.
The present invention has a safety feature, and project cost is low.
Detailed description of the invention
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 attached drawing: 1, sliding beam, 2, frame column, 3, raft plate, 4, steel ball, 5, sliding beam main tendon, 6, template, 7, wood drawing
Beam, 8, vibration damping bloom, 9, spring.
Specific embodiment
Embodiment one
Sliding beam 1 is set on raft plate 3 in embodiment, and adjacent sliding beam 1 is apart from for 3.2m, 1 bottom of sliding beam and raft
3 distance from top of plate is 70mm, and 1 height of sliding beam is 750mm.1 width of sliding beam is 300mm.1 following settings steel ball of sliding beam
4,4 diameter of steel ball is 70mm.
The wooden straining beam 7 is set between adjacent sliding beam 1, and wooden 7 diameter of straining beam is 160mm, and the wooden straining beam 7 is with 1 angle of sliding beam
60 degree.
Counter-force stake is set as counter-force facility on the right side of traction building on-station position, counter-force stake is from building position in place
Setting distance has 0.7m, and counter-force stake uses prefabricated tubular pile, and prefabricated tubular pile diameter is 500mm.Counter-force stake and work are used when initial traction
Journey stake joint is used as reaction support, only with counter-force stake as reaction support when pulling motion.
Vibration damping bloom 8 is set every 2~3m in sliding rail lower part, spring 9 is installed in vibration damping bloom 8, makes to slide rail
As spring body, make the steel ball 4 being located within the scope of sliding rail body when encountering advance resistance, it can be by vibration damping bloom
Impact force is alleviated in the effect of 8 inner springs 9.
Construction procedure includes:
(1) 1/5 section of frame column is cut as the coupling part with sliding beam 1；Interim branch is set near frame column 2
Support.
(2) brick wall at 1 position of sliding beam being cut, supporting module 6, lateral 6 top of template is arranged fill orifice and shocks hole,
Perfusion bore dia is 40mm, and it is 1.3m that spacing, which is arranged, in fill orifice；Shocking bore dia is 25mm, and shocking hole setting spacing is 0.8m；
Steel ball 4 is placed in 6 bottom of template in supporting module 6, steel ball 4 is embedded in lower template 6, and 4 top of steel ball is pushed up with lower template 6
Portion's absolute altitude is identical, there is bearing among steel ball 4, and bearing protrudes into template 6, and bearing built-in length is 130mm.
(3) 1 reinforcing bar of sliding beam is installed, the part of chiseling that sliding beam main tendon 5 protrudes into frame column 2 is bent upward or downward to increase
Add anchorage length, anchorage length 600mm.
(4) pour 1 concrete of sliding beam, then pouring frame column 2 cuts position concrete, concrete using high-pressure pump into
Row perfusion.
(5) coupling for frame column 2 and raft plate 3 is cut off with wind cutting mill after 1 concrete strength of sliding beam reaches design strength
Reinforcing bar and the concrete for abolishing coupling part keep 2 elevation of bottom of frame column identical as 1 elevation of bottom of sliding beam.
(6) by the pre-buried screw attachment of wooden straining beam 7 and 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 hanging ring of direction of draw, counter-force facility and jack are installed in counter-force stake of constructing.
(9) it is laid with sliding rail in glide direction, new basis is also laid with sliding rail above.
(10) it is drawn using traction facility.
Facility is drawn using hydraulic synchronous system is automatically controlled, automatically controls hydraulic synchronous system by hydraulic system, detection
Sensor and computer control system composition, wherein hydraulic system includes 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 are 35MPa.Pushing tow cylinder thrust stroke is 1200mm, and it is 0~60mm/min, group that pushing tow, which controls speed,
Interior each pushing tow cylinder pressure communication, position synchronization control between group and group, synchronization accuracy are ± lmm.
(11) sliding beam 1 is coupled with new basis, frame column 2 couples with new basis.
Sliding jacks sliding beam 1 afterwards in place, and wind cuts steel ball 4 after jacking sliding beam 1, and removes sliding rail, then under
It puts sliding beam 1 and couples sliding beam 1 with new basis.
Frame column 2 is connect 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 using dry pea gravel concreten, and stiff degree is agglomerating to be pinched with hand, and landing scatters to close
Lattice.By two sides mould card clamping that frame column 2 is opposite when shove, squeezed into from other two sides by dry concrete.
Embodiment two
Sliding beam 1 is set on raft plate 3 in embodiment, and adjacent sliding beam 1 is apart from for 3.2m, 1 bottom of sliding beam and raft
3 distance from top of plate is 70mm, and 1 height of sliding beam is 700mm；1 width of sliding beam is 300mm.1 following settings steel ball of sliding beam
4,4 diameter of steel ball is 70mm.
The wooden straining beam 7 is set between adjacent sliding beam 1, and wooden 7 diameter of straining beam is 150~180mm, and the wooden straining beam 7 is pressed from both sides with sliding beam 1
Angle is 50 degree.
Counter-force stake is set as counter-force facility on the right side of traction building on-station position, counter-force stake is from building position in place
Setting distance has 0.7m, and counter-force stake uses prefabricated tubular pile, and prefabricated tubular pile diameter is 500~600mm.Counter-force stake is used when initial traction
It is used as reaction support with engineering pile joint, only with counter-force stake as reaction support when pulling motion.
Vibration damping bloom 8 is set every 2~3m in sliding rail lower part, spring 9 is installed in vibration damping bloom 8, makes to slide rail
As spring body, make the steel ball 4 being located within the scope of sliding rail body when encountering advance resistance, it can be by vibration damping bloom
Impact force is alleviated in the effect of 8 inner springs 9.
Construction procedure includes:
(1) 1/5 section of frame column is cut as the coupling part with sliding beam 1；Interim branch is set near frame column 2
Support.
(2) brick wall at 1 position of sliding beam being cut, supporting module 6, lateral 6 top of template is arranged fill orifice and shocks hole,
Perfusion bore dia is 45mm, and it is 1.3m that spacing, which is arranged, in fill orifice；Shocking bore dia is 25mm, and shocking hole setting spacing is 0.8m；
Steel ball 4 is placed in 6 bottom of template in supporting module 6, steel ball 4 is embedded in lower template 6, and 4 top of steel ball is pushed up with lower template 6
Portion's absolute altitude is identical, there is bearing among steel ball 4, and bearing protrudes into template 6, and bearing built-in length is 130mm.
(3) 1 reinforcing bar of sliding beam is installed, the part of chiseling that sliding beam main tendon 5 protrudes into frame column 2 is bent upward or downward to increase
Add anchorage length, anchorage length 500mm.
(4) pour 1 concrete of sliding beam, then pouring frame column 2 cuts position concrete, concrete using high-pressure pump into
Row perfusion.
(5) coupling for frame column 2 and raft plate 3 is cut off with wind cutting mill after 1 concrete strength of sliding beam reaches design strength
Reinforcing bar and the concrete for abolishing coupling part keep 2 elevation of bottom of frame column identical as 1 elevation of bottom of sliding beam.
(6) by the pre-buried screw attachment of wooden straining beam 7 and 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 hanging ring of direction of draw, counter-force facility and jack are installed in counter-force stake of constructing.
(9) it is laid with sliding rail in glide direction, new basis is also laid with sliding rail above.
(10) it is drawn using traction facility.
Facility is drawn using hydraulic synchronous system is automatically controlled, automatically controls hydraulic synchronous system by hydraulic system, detection
Sensor and computer control system composition, wherein hydraulic system includes 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 are 35MPa.Pushing tow cylinder thrust stroke is 1200mm, and it is 0~60mm/min, group that pushing tow, which controls speed,
Interior each pushing tow cylinder pressure communication, position synchronization control between group and group, synchronization accuracy are ± lmm.
(11) sliding beam 1 is coupled with new basis, frame column 2 couples with new basis.
Sliding rail is welded with new reinforcement foundation, sliding in place afterwards welds steel ball 4 and sliding rail, makes steel ball
Rolling translation can not be carried out under the action of external load after 4.Rail will be slid and 4 gap of steel ball 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 connect 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 using dry pea gravel concreten, and stiff degree is agglomerating to be pinched with hand, and landing scatters to close
Lattice.By two sides mould card clamping that frame column 2 is opposite when shove, squeezed into from other two sides by dry concrete.
Claims (1)
1. a kind of gliding construction method of building, it is characterized in that sliding beam is arranged on raft plate, adjacent sliding beam distance is 3
~3.6m, sliding beam bottom and raft plate distance from top are 60~80mm, and sliding beam width is 300mm；Sliding beam following settings steel
Ball, steel ball diameter are 60~80mm；
The wooden straining beam is set between adjacent sliding beam, the wooden straining beam diameter is 150~180mm, the wooden straining beam and sliding beam angle be 45~
60 degree；
Construction procedure includes:
(1) 1/5 section of frame column 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 is arranged fill orifice and shocks hole, fill orifice
Diameter is 40~50mm, and it is 1.2~1.5m that spacing, which is arranged, in fill orifice；Shocking bore dia is 20~30mm, shocks hole setting spacing
For 0.7~0.9m；Steel ball is placed in template bottom in supporting module, steel ball is embedded in lower template, and steel ball top is under
Die head absolute altitude is identical, there is bearing among steel ball, and bearing protrudes 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 protrudes into frame column is bent upward or downward to increase anchoring
Length, anchorage length are 500~700mm；
(4) sliding beam concrete is poured, then pouring frame column cuts position concrete, and concrete is filled using high-pressure pump
Note；
(5) couple reinforcing bar and broken with what wind cutting mill cut off frame column and raft plate after sliding beam concrete strength reaches design strength
Except the concrete of coupling part, keep frame column elevation of bottom identical as sliding beam elevation of bottom；
(6) by the pre-buried screw attachment of the wooden straining beam and sliding beam；
(7) the new basis at sliding beam position in place is poured；
(8) in raft plate towards the embedded traction steel hanging ring of direction of draw, counter-force facility and jack are installed in counter-force stake of constructing；
(9) it is laid with sliding rail in glide direction, new basis is also laid with sliding rail above；
(10) it is drawn using traction facility；
Facility is drawn using hydraulic synchronous system is automatically controlled, hydraulic synchronous system is automatically controlled and is sensed by hydraulic system, detection
Device and computer control system composition, wherein hydraulic system includes oil pump, hydraulic jack；Hydraulic system is controlled by computer,
It is automatically finished synchronous shift, realizes power and Bit andits control, operation locking, process display function；Hydraulic system working pressure 30
~32MPa, spike pressure are 35MPa；Pushing tow cylinder thrust stroke is 1200mm, and pushing tow controls speed for 0~60mm/min, in group
Each pushing tow cylinder pressure communication, position synchronization control between group and group, synchronization accuracy are ± lmm；
(11) sliding beam is coupled with new basis, frame column couples with new basis；
Traction building on-station position right side setting counter-force stake as counter-force facility, counter-force stake from building on-station position away from
From there is 0.6~0.8m, counter-force stake uses prefabricated tubular pile, and prefabricated tubular pile diameter is 500~600mm；Counter-force is used when initial traction
Stake and engineering pile joint are used as reaction support, only with counter-force stake as reaction support when pulling motion.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811322904.0A CN109184259B (en) | 2017-07-12 | 2017-07-12 | Sliding construction technology for building |
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811322904.0A CN109184259B (en) | 2017-07-12 | 2017-07-12 | Sliding construction technology 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 |
|---|---|
| CN109184259A true CN109184259A (en) | 2019-01-11 |
| CN109184259B CN109184259B (en) | 2021-06-29 |
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 Before (3)
| 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 |
Family Applications After (3)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| 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 |
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| CN (7) | CN107227862B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| 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 |
| CN114969889B (en) * | 2022-04-18 | 2024-06-04 | 朱胜祥 | Pile-raft foundation overhanging raft stress calculation method |
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- 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
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- 2017-07-12 CN CN201811322768.5A patent/CN109184256B/en active Active
- 2017-07-12 CN CN201811337134.7A patent/CN109184261B/en active Active
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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 |
| CN107227862A (en) | 2017-10-03 |
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