CN108867617A - A kind of relative settlement optimal control structure - Google Patents
A kind of relative settlement optimal control structure Download PDFInfo
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- CN108867617A CN108867617A CN201810945667.7A CN201810945667A CN108867617A CN 108867617 A CN108867617 A CN 108867617A CN 201810945667 A CN201810945667 A CN 201810945667A CN 108867617 A CN108867617 A CN 108867617A
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- 239000010410 layer Substances 0.000 claims abstract description 38
- 230000001052 transient effect Effects 0.000 claims abstract description 13
- 230000007704 transition Effects 0.000 claims abstract description 13
- 239000002344 surface layer Substances 0.000 claims abstract description 10
- 238000009432 framing Methods 0.000 claims description 30
- 239000000463 material Substances 0.000 claims description 9
- 239000000203 mixture Substances 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 6
- 238000000034 method Methods 0.000 description 17
- 239000002689 soil Substances 0.000 description 12
- 230000000694 effects Effects 0.000 description 6
- 230000008569 process Effects 0.000 description 5
- 238000012545 processing Methods 0.000 description 4
- 230000008901 benefit Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 239000010881 fly ash Substances 0.000 description 2
- 210000003205 muscle Anatomy 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- CDBYLPFSWZWCQE-UHFFFAOYSA-L Sodium Carbonate Chemical compound [Na+].[Na+].[O-]C([O-])=O CDBYLPFSWZWCQE-UHFFFAOYSA-L 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000000280 densification Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 230000009191 jumping Effects 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000007726 management method Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/16—Foundations formed of separate piles
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Foundations (AREA)
Abstract
A kind of relative settlement optimal control structure of the present invention, including gradual transient settlements control section, rigid structure section and flexible structure section；The both ends of the gradual transient settlements control section are connected with rigid structure section and flexible structure section respectively, smoothly transit after relative settlement is leveled by foundation stiffness；The gradual transient settlements control section includes foundation stiffness leveling structure, transition cushion layer structure and surface layer structure.The configuration of the present invention is simple is practical, convenient and quick construction, can be effectively controlled phenomena such as road surface drawing crack caused by uneven relative settlement, the dislocation of structure large scale destroy between multibody system.Integral arrangement simplicity generosity of the present invention can significantly save engineering construction time and investment.
Description
Technical field
The present invention relates to basement process structures in a kind of geotechnical engineering, and in particular to a kind of relative settlement optimal control knot
Structure.
Background technique
Settlement of foundation refers to that foundation soil foundation surface caused by densification under additional stress effect sinks.Excessive is heavy
Drop, especially differential settlement can make building run-off the straight, cracking so that being unable to normal use.
The key of foundation settlement control design case is basement process, and basement process is generally referred to for improving bearing building
The bearing capacity of ground (soil or rock) improves its deformation properties or penetration property and the project slash taken.Commonly
Method for processing foundation has：Change fill out Sand-gravel-cushion Technioue, heavy-tamping method, Sand Pile Method, vibroflotation, Deep Mixing Method, jet grouting,
Preloading method, rammed-cement-soil pile, cement fly ash gravel pile method, Lime Flyash Pile Method, lime-soil compaction pile method and native compaction pile method, column
Hammer develops a method, single liquid ihrigising and soda solution grouting etc..
But for difference settlement control problem between multibody system, the above routine method for processing foundation not can be effectively controlled
Relative settlement between multibody system, such as highway end of the bridge " jumping vehicle " problem.
Based on this, the invention proposes a kind of utilization " soil arching effect " principles, and then realize to difference between multibody system
Settle the novel foundation processing structure effectively controlled, i.e., a kind of relative settlement optimal control structure, the novel foundation processing structure
It by adjusting the distribution of the soil rigidity and pile foundation support stiffness, controls the relative settlement of building preferably, and drops
Foundation engineering cost is greatly saved than conventional basement process in the cost of low foundation engineering, has accomplished technology and economic benefit
Best combination optimizes construction investment.
Summary of the invention
It is an object of the invention to overcome defect of the existing technology, a kind of relative settlement optimal control knot is provided
Structure.
The technical solution adopted by the present invention is that：A kind of relative settlement optimal control structure, it includes gradual transient settlements control
Section, rigid structure section and flexible structure section processed；The both ends of the gradual transient settlements control section respectively with rigid structure section
It is connected with flexible structure section；Gradual transient settlements control section includes foundation stiffness leveling structure, transition cushion layer structure and surface layer
Structure；Foundation stiffness leveling structure is arranged between rigid structure section and flexible structure section；Transition cushion layer structure is arranged in ground
The top surface of base stiffness leveling structure, surface layer structure are laid on the top surface of transition cushion layer structure.
The foundation stiffness leveling structure includes sliding bed basis, long pile foundation and stub basis in rigidity；Just
Long pile foundation and stub basis are arranged successively and are arranged in rigid structure section and flexible structure section in the long pile foundation of property, rigidity
Between, sliding bed basis is disposed adjacent to rigid structure section side, and stub basis is disposed adjacent to flexible structure section side；Just
Property between long pile foundation arrangement sliding bed basis and stub basis.
The transition cushion layer structure includes pile-top cushion course, Earthworking reinforced bar layer, Backing layer and fills the bed of material；In ground
It is from bottom to top successively equipped with pile-top cushion course, Earthworking reinforced bar layer, Backing layer on the top surface of stiffness leveling structure and fills material
Layer and surface layer structure.
The sliding bed basis is by sliding bed, the small cushion cap of long stake top, the recessed pier of long pile framing and long stake freely-supported
Beam composition；In the rigidity long pile foundation by stake long in rigidity, the small cushion cap of middle long stake top, the recessed pier of middle long pile framing and
Middle long stake freely-supported beam composition；Sliding bed setting is arranged in sliding bed foundation bottom, the long small cushion cap of stake top in rigid length
Stake top face, the long recessed pier of pile framing are arranged on four sides at the top of the small cushion cap of long stake top, the both ends point of long stake freely-supported beam
It is not overlapped on the two neighboring recessed pier of long pile framing；Long pile foundation bottom, middle long stake top is arranged in rigidity in long stake in rigidity
Small cushion cap is arranged in rigidity long stake top face, the middle long recessed pier of pile framing and four, the top side of the middle small cushion cap of long stake top is arranged in
On, the both ends of middle long stake freely-supported beam are overlapped on respectively on the two neighboring middle long recessed pier of pile framing；Sliding bed basis and rigidity
Long stake freely-supported beam is overlapped between the recessed pier of the long pile framing of stake top and the middle recessed pier of long pile framing at middle long pile foundation interface；Institute
The pile-top cushion course stated be arranged in stub basis, the small cushion cap of middle long stake top, middle long stake freely-supported beam, the small cushion cap of long stake top and
On the top surface of long stake freely-supported beam.
Long pile foundation, stub basis instrument be two rows of in the described sliding bed basis, rigidity, more than two column, the soil
Two layers of layer arrangement of work reinforcement or more.
The beneficial effects of the invention are as follows：
(1) present invention is using different depth, different arrangement spacing, different type pilework to adjust the soil rigidity and stake
The distribution of base support stiffness, at the same using freely-supported continuous beam between the small cushion cap of stake top, cushion cap, pile-top cushion course and on the geotechnique covered add
Muscle layer, so that " soil arching effect " obtains sufficiently rationally playing between stake, so that relative settlement is effectively controlled between multibody system,
Substantially it solves multibody system relative settlement to adverse effects such as structure drawing crack destructions, guarantees that structure general safety is stablized.
(2) present invention utilizes " soil arching effect " principle, controls the relative settlement of building preferably, and reduces base
Foundation engineering cost is greatly saved than conventional basement process in the cost of plinth engineering, has accomplished the best of technology and economic benefit
In conjunction with, and have many advantages, such as that simple and practical in structure, saving construction personnel labour, convenient and quick construction, management and maintenance are convenient, and energy
Greatly speed up the engineering construction time.
Detailed description of the invention
Fig. 1 is schematic perspective view of the invention；
Fig. 2 is longitudinal cut-away view of the invention；
Fig. 3 is the schematic perspective view of the recessed pier of long pile framing of the invention；
Fig. 4 is the schematic perspective view of the long recessed pier of pile framing in of the invention.
In figure：1- gradual transient settlements control section；2- rigid structure section；3- flexible structure section；
11- foundation stiffness leveling structure；12- transition cushion layer structure；13- surface layer structure；
111- sliding bed basis；Long pile foundation in 112- rigidity；113- stub basis；
121- pile-top cushion course；122- Earthworking reinforced bar layer；123- Backing layer；124- fills the bed of material；
1111- sliding bed；The small cushion cap of 1112- long stake top；The recessed pier of 1113- long pile framing；1114- long stake freely-supported is taken
Beam；
Long stake in 1121- rigidity；The long small cushion cap of stake top in 1122-；The long recessed pier of pile framing in 1123-；Long stake in 1124-
Freely-supported beam.
Specific embodiment
The present invention will be further explained below with reference to the attached drawings：
As shown in Figures 1 to 4, a kind of relative settlement optimal control structure of the present invention, it includes gradual transient settlements control
Section 1, rigid structure section 2 and flexible structure section 3；The both ends of gradual transient settlements control section 1 respectively with rigid structure section 2 and soft
Property structural sections 3 be connected；Gradual transient settlements control section 1 includes foundation stiffness leveling structure 11, transition cushion layer structure 12 and face
Layer structure 13；Foundation stiffness leveling structure 11 is arranged between rigid structure section 2 and flexible structure section 3；Transition cushion layer structure
12 are arranged in the top surface of foundation stiffness leveling structure 11, and surface layer structure 13 is laid on the top surface of transition cushion layer structure 12.
Foundation stiffness leveling structure 11 includes long pile foundation 112 in sliding bed basis 111, rigidity and stub basis
113；Long pile foundation 112 and stub basis 113 are arranged successively and are arranged in rigid structure in sliding bed basis 111, rigidity
Between section 2 and flexible structure section 3, sliding bed basis 111 is disposed adjacent to 2 side of rigid structure section, 113 cloth of stub basis
It sets close to 3 side of flexible structure section；In rigidity long pile foundation 112 arrange sliding bed basis 111 and stub basis 113 it
Between.
Transition cushion layer structure 12 includes pile-top cushion course 121, Earthworking reinforced bar layer 122, Backing layer 123 and fills the bed of material
124；From bottom to top successively be equipped on the top surface of foundation stiffness leveling structure 11 pile-top cushion course 121, Earthworking reinforced bar layer 122,
Backing layer 123 and fill the bed of material 124 and surface layer structure 13.
Wherein sliding bed basis 111 uses C30 concrete drilling bored concrete pile, stake diameter 80cm, the long 30m of stake；It is long in rigidity
Pile foundation 112 also uses C30 concrete drilling bored concrete pile, stake diameter 80cm, the long 20m of stake；Stub basis 113 is diameter 60cm cement
Stir pilework, the long 10m of stake.Pile-top cushion course 121, Backing layer 123 are all made of 100cm thickness blotter, Earthworking reinforced bar layer 122
Using 160kN/m direction earthwork grille, fills the bed of material 124 and use throwing soil-stone material, face structure sheaf 13 is mixed using 9cm pitch
Solidifying soil surface structure.111 pile foundation rectangular arrangements of sliding bed basis, arrangement spacing are 5m；Stake in long pile foundation 112 in rigidity
Also rectangular arrangement, arrangement spacing are 3.5m to base.113 rectangular arrangements of stub basis, center spacing 2.5m.
Sliding bed basis 111 by sliding bed 1111, the small cushion cap 1112 of long stake top, the recessed pier 1113 of long pile framing and
Long stake freely-supported beam 1114 forms；In rigidity long pile foundation 112 by stake 1121 long in rigidity, the small cushion cap 1122 of middle long stake top,
The middle recessed pier 1123 of long pile framing and middle long stake freely-supported beam 1124 form；The setting of sliding bed 1111 is on sliding bed basis
111 bottoms, in 1111 top surface of sliding bed, the long recessed pier 1113 of pile framing is arranged in long stake stake for the long small setting of cushion cap 1112 of stake top
On four sides for pushing up small 1112 top of cushion cap, the both ends of long stake freely-supported beam 1114 are overlapped on two neighboring long pile framing respectively
On recessed pier 1113；Long 112 bottom of pile foundation is arranged in rigidity in long stake 1121 in rigidity, and the middle long small cushion cap 1122 of stake top is arranged
Four, the top side of the small cushion cap 1122 of middle long stake top is arranged in long 1121 top surface of stake in rigidity, the middle long recessed pier 1123 of pile framing
On face, the both ends of middle long stake freely-supported beam 1124 are overlapped on respectively on the two neighboring middle long recessed pier 1123 of pile framing；Sliding bed
The recessed pier 1113 of the long pile framing of stake top and the middle long recessed pier 1123 of pile framing in basis 111 and rigidity at long 112 interface of pile foundation
It is overlapped with long stake freely-supported beam 1114；Pile-top cushion course 121 is arranged in stub basis 113, the small cushion cap 1122 of middle long stake top, middle length
On the top surface of stake freely-supported beam 1124, the small cushion cap 1112 of long stake top and long stake freely-supported beam 1114.
Wherein the small cushion cap 1112 of long stake top, the middle long small cushion cap 1122 of stake top be all made of having a size of 1.7m × 1.7m ×
The C30 concrete bearing platform structure of 1.2m (length × width × height), the recessed pier 1113 of long pile framing, the middle long recessed pier 1123 of pile framing are
The groove type structure of 0.4m × 0.4m × 0.6m (length × width × height), the C30 concrete convenient for 0.3m × 0.6m (wide × high) are long
Freely-supported overlaps in-between for stake freely-supported beam 1114 and middle long stake freely-supported beam 1124, and then forms space net structure, can fill
" soil arching effect " is waved in distribution.
More than long pile foundation 112,113 setting two rows of stub basis, two arrange in sliding bed basis 111, rigidity, Tu Gongjia
Two layers of the arrangement of muscle layer 122 or more.
Invention has been described for above-described embodiment combination attached drawing, and but it cannot be understood as to the invention patent
The limitation of range, it is noted that for those of ordinary skill in the art, in the premise for not departing from present inventive concept
Under, various modifications and improvements can be made, these are all belonged to the scope of protection of the present invention.
Claims (5)
1. a kind of relative settlement optimal control structure, it is characterised in that：It includes gradual transient settlements control section (1), rigidity knot
Structure section (2) and flexible structure section (3)；The both ends of the gradual transient settlements control section (1) respectively with rigid structure section (2)
It is connected with flexible structure section (3)；Gradual transient settlements control section (1) includes foundation stiffness leveling structure (11), transition bed course knot
Structure (12) and surface layer structure (13)；Foundation stiffness leveling structure (11) is arranged in rigid structure section (2) and flexible structure section
(3) between；Transition cushion layer structure (12) is arranged in the top surface of foundation stiffness leveling structure (11), and surface layer structure (13) was laid on
Cross the top surface of cushion layer structure (12).
2. relative settlement optimal control structure according to claim 1, it is characterised in that：The foundation stiffness levels knot
Structure (11) includes sliding bed basic (111), long pile foundation (112) and stub are basic (113) in rigidity；Sliding bed basis
(111), long pile foundation (112) and stub basic (113) are arranged successively and are arranged in the rigid structure section (2) in rigidity
And between flexible structure section (3), sliding bed basis (111) is disposed adjacent to rigid structure section (2) side, stub basis
(113) it is disposed adjacent to flexible structure section (3) side, long pile foundation (112) arrangement sliding bed basis is (111) and short in rigidity
Between pile foundation (113).
3. relative settlement optimal control structure according to claim 1, it is characterised in that：The transition cushion layer structure
(12) include pile-top cushion course (121), Earthworking reinforced bar layer (122), Backing layer (123) and fill the bed of material (124)；Described
Successively be equipped with from bottom to top on the top surface of foundation stiffness leveling structure (11) pile-top cushion course (121), Earthworking reinforced bar layer (122),
Backing layer (123) and fill the bed of material (124) and surface layer structure (13).
4. relative settlement optimal control structure according to claim 2, it is characterised in that：The sliding bed basis
(111) by sliding bed (1111), the small cushion cap of long stake top (1112), the recessed pier of long pile framing (1113) and long stake freely-supported beam
(1114) it forms；Long pile foundation (112) is by stake (1121) long in rigidity, the middle long small cushion cap of stake top in the rigidity
(1122), the middle recessed pier of long pile framing (1123) and middle long stake freely-supported beam (1124) composition；Sliding bed (1111) setting exists
Sliding bed basis (111) bottom, the long small cushion cap of stake top (1112) are arranged in sliding bed (1111) top surface, and long pile framing is recessed
Pier (1113) is arranged on four sides at the top of the small cushion cap of long stake top (1112), the both ends point of long stake freely-supported beam (1114)
It is not overlapped on the two neighboring recessed pier of long pile framing (1113)；Long pile foundation in the rigidity is arranged in long stake (1121) in rigidity
Long stake (1121) top surface, the middle long recessed pier of pile framing is arranged in rigidity in plinth (112) bottom, the middle long small cushion cap of stake top (1122)
(1123) it is arranged on four, the top side of the middle long small cushion cap of stake top (1122), the both ends of middle long stake freely-supported beam (1124)
It is overlapped on the two neighboring middle long recessed pier of pile framing (1123) respectively；Long stake in the sliding bed basic (111) and rigidity
Long stake is overlapped between the recessed pier of the long pile framing of stake top (1113), the middle long recessed pier of pile framing (1123) at basic (112) interface
Freely-supported beam (1114)；The pile-top cushion course (121) be arranged in stub basic (113), the middle long small cushion cap of stake top (1122),
On the top surface of middle long stake freely-supported beam (1124), the small cushion cap of long stake top (1112) and long stake freely-supported beam (1114).
5. relative settlement optimal control structure according to claim 2, it is characterised in that：The sliding bed basis
(111), long pile foundation (112), stub basic (113) are provided with two rows of, two column or more, the Earthworking reinforced bar layer in rigidity
(122) it is disposed with two layers or more.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810945667.7A CN108867617A (en) | 2018-08-20 | 2018-08-20 | A kind of relative settlement optimal control structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810945667.7A CN108867617A (en) | 2018-08-20 | 2018-08-20 | A kind of relative settlement optimal control structure |
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| Publication Number | Publication Date |
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| CN108867617A true CN108867617A (en) | 2018-11-23 |
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| CN201810945667.7A Pending CN108867617A (en) | 2018-08-20 | 2018-08-20 | A kind of relative settlement optimal control structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110952389A (en) * | 2019-12-17 | 2020-04-03 | 同济大学 | Pile combined structure construction method for controlling uneven settlement of transition section of high-speed railway bridge |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002061203A (en) * | 2000-06-09 | 2002-02-28 | Ohbayashi Corp | Uneven settlement controlling foundation of structure |
| CN102979020A (en) * | 2011-09-06 | 2013-03-20 | 中冶交通工程技术有限公司 | Method and structure used for handling highway bridgehead bumping problem |
| CN104947560A (en) * | 2014-03-28 | 2015-09-30 | 中国二十冶集团有限公司 | Pile-net composite roadbed pile top differential settlement control method |
| CN208933944U (en) * | 2018-08-20 | 2019-06-04 | 浙江省水利水电勘测设计院 | Relative settlement optimal control structure |
-
2018
- 2018-08-20 CN CN201810945667.7A patent/CN108867617A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002061203A (en) * | 2000-06-09 | 2002-02-28 | Ohbayashi Corp | Uneven settlement controlling foundation of structure |
| CN102979020A (en) * | 2011-09-06 | 2013-03-20 | 中冶交通工程技术有限公司 | Method and structure used for handling highway bridgehead bumping problem |
| CN104947560A (en) * | 2014-03-28 | 2015-09-30 | 中国二十冶集团有限公司 | Pile-net composite roadbed pile top differential settlement control method |
| CN208933944U (en) * | 2018-08-20 | 2019-06-04 | 浙江省水利水电勘测设计院 | Relative settlement optimal control structure |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110952389A (en) * | 2019-12-17 | 2020-04-03 | 同济大学 | Pile combined structure construction method for controlling uneven settlement of transition section of high-speed railway bridge |
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Application publication date: 20181123 |