CN106917419A - A kind of simplified analogy method of bridge great-leap-forward prestressing force cushion cap support - Google Patents
A kind of simplified analogy method of bridge great-leap-forward prestressing force cushion cap support Download PDFInfo
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- CN106917419A CN106917419A CN201511000263.3A CN201511000263A CN106917419A CN 106917419 A CN106917419 A CN 106917419A CN 201511000263 A CN201511000263 A CN 201511000263A CN 106917419 A CN106917419 A CN 106917419A
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- cushion cap
- bridge
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- cap bottom
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
A kind of simplified analogy method of bridge prestress cushion cap support, when the support of great-leap-forward foundation platform is simulated, two dimensional model, the every campshed of direction across bridge etc. is reduced on behalf of one by basis, and stake top is k by thrust stiffnessw1、kw2、kw3Three springs be connected with cushion cap bottom, to transmit horizontal force, vertical force and torsion;During calculating, soil rigidity coefficient gamma is solved using " m " methodcc、γaa、γab、γba、γbb、γbc、γcb, soil rigidity coefficient is finally imported into general bridge software for calculation, solve every mechanical index of cushion cap.The connection of stake and cushion cap is reduced to spring connection by the present invention, and can be on the premise of more accurate analog basis stress, applicability be stronger, computation model is relatively easy, will not produce relative effect to calculation scale, meets design requirement.Computational methods of the invention are based on current specifications, and result of calculation (i.e. soil rigidity coefficient) can be directly substituted into general Software for bridge analysis, for cushion cap checking computations.
Description
Technical field
The present invention relates to a kind of simplified analogy method of bridge great-leap-forward prestressing force cushion cap support.
Background technology
In modern city, the facility such as subway, Large Underground pipe and road tunnel occupies big portion
Divide urban underground space.Thus, some bridge foundations are needed across these Large Underground barriers.
To solve such problem, in Bridge Design, it is typically employed in cushion cap and applies prestressed side
Method come improve basis span ability.For such prestressing force cushion cap support simulation, it is necessary to depth
Enter research.
Traditional analogy method is soil spring model method, and stake is divided into mono- section of 3-5m's by the method
Pile element, corresponding unit Pile side soil is reduced to soil spring, by soil to pile element non-uniform Distribution
Elastic resistance is reduced to spring supporting.Although spring model has some advantages, but due to pile foundation
Plinth modeling is extremely complex, and element number is numerous, and calculating speed is extremely slow, it is difficult to meet present engineering
Design requirement.
The content of the invention
For above-mentioned some problems, the present invention proposes a kind of letter of bridge prestress cushion cap support
Change analogy method, the analogy method is applied to cushion cap support in simulation great-leap-forward basis, with building
The advantage that mould is simple, calculating speed is fast.
As above conceive, the technical scheme is that:A kind of letter of bridge prestress cushion cap support
Change analogy method, it is characterised in that:
When the support of great-leap-forward foundation platform is simulated, basis is reduced to two dimensional model, direction across bridge
On behalf of one, stake top is k by thrust stiffness to every campshed etc.w1、kw2、kw3Three springs with
Cushion cap bottom connects, to transmit horizontal force, vertical force and torsion;During calculating, using " m "
Method solves soil rigidity coefficient gammacc、γaa、γab、γba、γbb、γbc、γcb, wherein γccTo hold
Platform produces vertical unit displacement, the vertical counter-force sum in cushion cap bottom;γaaFor cushion cap produces level list
Bit Shift, cushion cap bottom horizontal reacting force sum;γab=γbaFor cushion cap produces unit rotation, cushion cap bottom
Horizontal reacting force or cushion cap produce horizontal unit displacement, cushion cap bottom recurvation square;γbbFor cushion cap is produced
Unit rotation cushion cap bottom recurvation square;γbc=γcbCushion cap produces unit rotation, the vertical counter-force in cushion cap bottom
Or cushion cap produces vertical unit displacement, cushion cap bottom recurvation square;Finally soil rigidity coefficient is imported
General bridge software for calculation, solves every mechanical index of cushion cap.
The connection of stake and cushion cap is reduced to spring connection by the present invention, can be compared with accurate simulation base
On the premise of plinth stress, applicability is stronger, computation model is relatively easy, to calculation scale
Relative effect will not be produced, meets design requirement.
Computational methods of the invention are based on current specifications, result of calculation (i.e. soil rigidity coefficient)
General Software for bridge analysis can be directly substituted into, for cushion cap checking computations.
Brief description of the drawings
Fig. 1 is a kind of simplified analogy method prototype structure letter of cushion cap support in great-leap-forward basis
Figure;
Fig. 2 is simulation model figure of the invention.
In figure:1 --- cushion cap;2 --- stake;3 --- barrier;4 --- wait for horizontal spring
5 --- wait for Vertical Spring;6 --- wait for anti-torsion spring.
Specific embodiment
Below in conjunction with the accompanying drawings and case history specific the present invention is described in further detail.
A kind of simplified analogy method of bridge prestress cushion cap support, on simulation great-leap-forward basis
When, basis is reduced to two dimensional model, direction across bridge is per campshed etc. on behalf of one, the stake and cushion cap
Deng on behalf of by thrust stiffness be kw1、kw2、kw3Three springs 4., 5., 6. connect, point
Upper level power, vertical force and the torsion of cushion cap transmission are not undertaken.According to " m " method, meter
Calculation obtains ρPP、ρHH、ρMH、ρHM、ρMM, and then draw the stiffness coefficient γ of a clump of pilescc、γaa、
γab、γba、γbb、γbc、γcb.The stiffness coefficient that will be drawn is directly substituted into general bridge and calculates soft
Part, for bridge structure correlation computations.
Wherein:
ρPPAxial unit displacement, stake top axial force are produced at i-th pile top;ρHHI-th pile top
Place produces horizontal unit displacement, stake top X direction power;ρMHHorizontal unit is produced at i-th pile top
Displacement, stake top moment of flexure;ρHMUnit rotation, stake top X direction power are produced at i-th pile top;ρMM
Unit rotation, stake top moment of flexure are produced at i-th pile top.
By certain three across firm structure as a example by, middle pier cushion cap planar dimension be 34.9m+16.5m, thick 2.5m,
Using C30 concrete, direction across bridge 3 is arranged, totally 8 1.8m cast-in-situ bored piles, using C30
Concrete.Cushion cap top vertical force is:63600KN, horizontal force 1966KN, moment of flexure are 28880KN.
Based on the simplified analogy method that a kind of bridge prestress cushion cap is supported, advised according to existing bridge foundation
Model hand computation draws.
γcc=3486123kN/m, γaa=426518kN/m;γbb=9341610kN/m;
γab=γba=-1569244kN/m;γbc=γcb=0kN/m, it is compound with general Software for bridge analysis, two
Person coincide good.
The present invention applies prestressed bridge foundation suitable for crossing over large obstacle and cushion cap
Cushion cap support simulation.
Claims (1)
1. the simplified analogy method that a kind of bridge prestress cushion cap is supported, it is characterised in that:
When the support of great-leap-forward foundation platform is simulated, basis is reduced to two dimensional model, direction across bridge
On behalf of one, stake top is k by thrust stiffness to every campshed etc.w1、kw2、kw3Three springs with
Cushion cap bottom connects, to transmit horizontal force, vertical force and torsion;During calculating, using " m "
Method solves soil rigidity coefficient gammacc、γaa、γab、γba、γbb、γbc、γcb, wherein γccTo hold
Platform produces vertical unit displacement, the vertical counter-force sum in cushion cap bottom;γaaFor cushion cap produces level list
Bit Shift, cushion cap bottom horizontal reacting force sum;γab=γbaFor cushion cap produces unit rotation, cushion cap bottom
Horizontal reacting force or cushion cap produce horizontal unit displacement, cushion cap bottom recurvation square;γbbFor cushion cap is produced
Unit rotation cushion cap bottom recurvation square;γbc=γcbCushion cap produces unit rotation, the vertical counter-force in cushion cap bottom
Or cushion cap produces vertical unit displacement, cushion cap bottom recurvation square;Finally soil rigidity coefficient is imported
General bridge software for calculation, solves every mechanical index of cushion cap.
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CN201511000263.3A CN106917419A (en) | 2015-12-25 | 2015-12-25 | A kind of simplified analogy method of bridge great-leap-forward prestressing force cushion cap support |
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CN201511000263.3A CN106917419A (en) | 2015-12-25 | 2015-12-25 | A kind of simplified analogy method of bridge great-leap-forward prestressing force cushion cap support |
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Cited By (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN111125826A (en) * | 2020-01-19 | 2020-05-08 | 中国能源建设集团江苏省电力设计院有限公司 | Method for calculating vertical force of lower pile top of rigid bearing platform by considering rigidity distribution difference of foundation piles |
Citations (4)
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RU2105102C1 (en) * | 1995-03-23 | 1998-02-20 | Евгений Владимирович Андронов | Method for stand-testing of pile foundation |
CN201155080Y (en) * | 2008-02-14 | 2008-11-26 | 黄诚 | Large-span V-shaped continuous rigid frame bridge |
CN105045982A (en) * | 2015-07-06 | 2015-11-11 | 华东交通大学 | Simplified method for allocating foundation pile loads of grouped pile foundation with inverted stepped variable cross section |
CN204753656U (en) * | 2015-06-05 | 2015-11-11 | 山东科技大学 | A clump of piles - soil - structure interact experimental model directly replaces to one side |
-
2015
- 2015-12-25 CN CN201511000263.3A patent/CN106917419A/en active Pending
Patent Citations (4)
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---|---|---|---|---|
RU2105102C1 (en) * | 1995-03-23 | 1998-02-20 | Евгений Владимирович Андронов | Method for stand-testing of pile foundation |
CN201155080Y (en) * | 2008-02-14 | 2008-11-26 | 黄诚 | Large-span V-shaped continuous rigid frame bridge |
CN204753656U (en) * | 2015-06-05 | 2015-11-11 | 山东科技大学 | A clump of piles - soil - structure interact experimental model directly replaces to one side |
CN105045982A (en) * | 2015-07-06 | 2015-11-11 | 华东交通大学 | Simplified method for allocating foundation pile loads of grouped pile foundation with inverted stepped variable cross section |
Non-Patent Citations (1)
Title |
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丁兆铭等: "刚性墩台桩基础的等刚度模拟", 《水利水电科技进展》 * |
Cited By (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN111125826A (en) * | 2020-01-19 | 2020-05-08 | 中国能源建设集团江苏省电力设计院有限公司 | Method for calculating vertical force of lower pile top of rigid bearing platform by considering rigidity distribution difference of foundation piles |
CN111125826B (en) * | 2020-01-19 | 2023-02-14 | 中国能源建设集团江苏省电力设计院有限公司 | Method for calculating vertical force of lower pile top of rigid bearing platform by considering rigidity distribution difference of foundation piles |
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Application publication date: 20170704 |