CN103967037A - Pole and tower rigid foundation optimum design method - Google Patents
Pole and tower rigid foundation optimum design method Download PDFInfo
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- CN103967037A CN103967037A CN201410197288.6A CN201410197288A CN103967037A CN 103967037 A CN103967037 A CN 103967037A CN 201410197288 A CN201410197288 A CN 201410197288A CN 103967037 A CN103967037 A CN 103967037A
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Abstract
The invention discloses a pole and tower rigid foundation optimum design method. According to the method, based on the mechanical property of mineral admixture concrete with a new formula, stress distribution of a pole and tower foundation and a surrounding soil body is calculated by means of the existing finite element method, shear capacity checking calculation of the soil body and shear capacity checking calculation of the foundation are conducted under the action of upward-pulling force by means of the mechanical parameters of the mineral admixture concrete and the electric transmission line pole and tower foundation optimum design method, tension capacity checking calculation of the bottom surface of the foundation and shear capacity checking calculation of the foundation are conducted under downward-pressing force, and the optimum load distribution angle is determined under the condition that the use amount of the foundation concrete is smallest. According to the simple and practical pole and tower rigid foundation optimum design method, the safety of the foundation under multiple working conditions is considered comprehensively, and the use amount the pole and tower foundation concrete is reduced by optimizing the load distribution angle.
Description
Technical field
The invention belongs to Phase of Electric Power Projects technical field, particularly a kind of Optimization Design of shaft tower rigid foundation.
Background technology
The pole and tower foundation (English name foundation) of transmission line of electricity refers to and is embedded in undergroundly, is connected with shaft tower bottom, stablizes a kind of structure of bearing institute's imposed load.
The pole and tower foundation of transmission line of electricity has the feature of self compared with the general structure such as building, bridge at design and construction link.With regard to design link, above pull out the controlled condition that load is often various electric power line pole tower basic engineerings, and concerning building and bridge, uplift force is but relatively less important factor; In construction link, owing to may using many essentially identical shaft towers on a circuit, but their basis is because soil property is different, because the geological exploration at place, electric power line pole tower basis all cannot be compared with bridge with building in precision with on the level of detail, this just brings many unsafe factors to construction link and follow-up operation.Therefore, the pole and tower foundation of power industry should have its unique analysis and design method, the economy of guarantee line construction, stability and the safety of circuit operation.
Pole and tower foundation, according to the difference of shaft tower type, landform, geology and execution conditions, generally adopts following several types:
(1), the concrete of in-situ casting and reinforced concrete foundation: be useful in construction seasons sandstone and the good situation of labour's condition.
(2), precast reinforced concrete plinth: this basis adopts when being suitable for lacking the tower position at sandstone, water source or need to constructing in the winter time and should not cast basis at the scene.The single-piece weight of precast reinforced concrete plinth will be adapted to the traffic condition of tower position, and therefore the component sizes of prefabricated foundation and combination are different.
(3), metal foundation: this basis is suitable for the very tower position of difficulty of high Mountain area conditions of transportation.
(4), perfusion pile type foundation: perfusion pile type foundation can be divided into isometrical castinplace pile and expand two kinds of end stubs.When tower position is during in river shoal, consider bed scour and prevent that floating thing from affecting steel tower, often adopt the buried basis of isometrical castinplace pile.Expand the tower position that stub basis, the end is best suited for cohesive soil or other solid soil.
But, in general Foundation Design textbook, be all incidentally for design and the construction method of the pole and tower foundation of Reinforced Concrete Materials, and cannot meet the demand of Practical Project.Calculate result by the supporting capacity calculating empirical formula providing in foundation design code not accurate enough, and too conservative, although ensured safety in most engineerings, cause the waste of resource.
Therefore, further optimization is needed in the design of existing pole and tower foundation badly.
Summary of the invention
The present invention is in order to solve weak point of the prior art, and a kind of simple, Yi Hang, accurate, safe and reliable, the Optimization Design of saving the shaft tower rigid foundation of concrete amount are provided.
For solving the problems of the technologies described above, the present invention adopts following technical scheme: a kind of Optimization Design of shaft tower rigid foundation, specifically comprise the following steps,
(1), on the basis of the mechanical property of the mineral admixture concrete of new formula, after the FEM (finite element) model of set up rigid foundation and surrounding soil is defined respectively material properties and applies fringe conditions, carry out static analysis, obtain the stress distribution of rigid foundation and surrounding soil;
(2), the analysis result of step (1) is carried out to safety judge: under uplift force operating mode, carry out the checking computations of soil body shear-carrying capacity and basic shear-carrying capacity checking computations; Under downforce operating mode, carry out foundation bed tension checking of bearing capacity and the checking computations of basic shear-carrying capacity;
(3), under the minimum condition of base concrete consumption, determine basic optimum rigidity angle: if meet judge criterions all in step (2), adjust basic rigidity angle, until just do not meet the part or all of judge criterion in step (2); If partly or entirely do not meet and pass judgment on criterion, adjust basic rigidity angle, until just meet the whole judge criterions in step (2), now the rigidity angle on basis is the optimum rigidity angle of pole and tower foundation.
Finite element modeling and static analysis choice of software ANSYS, PATRAN/NASTRAN or the ABAQUS of rigid foundation and surrounding soil in described step (1).
Described safety is passed judgment on criterion and is included in soil body shear-carrying capacity and basic shear-carrying capacity judge criterion and foundation bed tension bearing capacity and basic shear-carrying capacity judge criterion under downforce operating mode under uplift force operating mode.
For the checking computations of soil body shear-carrying capacity and basic shear-carrying capacity, comprise the following steps:
1., can obtain soil body major principal stress by Finite Element Static Analysis
with minimum principal stress
;
2., by major principal stress
with minimum principal stress
calculate soil body equivalence shear stress
, and determined the deathtrap of soil body generation shear failure by equivalent shear stress;
By major principal stress, minimum principal stress and earth angle of friction
and cohesion c can obtain equivalent shear stress
for:
The shear strength of soil refers to the limit capacity of soil body opposing shear failure, is one of important mechanical property of soil; Under the effect of ground outer load, will produce shear stress and shear strain, soil has the ability of this shear stress of opposing, and increases with the increase of shear stress, when this when cutting resistance and reaching a certain limiting value, will there is shear failure in the soil body, this limiting value is exactly native shear strength
;
In formula,
for native shear strength,
for shearing the normal stress on slide plane,
for native cohesion,
for native angle of internal friction;
By comparing the equivalent shear stress on surface of shear
with the shear strength in respective face
determine whether the soil body destroys; According to Mohr-Coulomb criterion, if
can there is shear failure in the soil body, if
the soil body is in state of limit equilibrium, if
can there is not shear failure in the soil body.
For the checking computations of foundation bed tension bearing capacity and basic shear-carrying capacity, employing and anti-shear concrete and tensile strength design load compare, if be less than this Intensity Design value, illustrate and under this operating mode, meet basic shearing resistance and the requirement of tension Design of Bearing Capacity, otherwise, if be greater than this Intensity Design value, illustrate and under this operating mode, do not meet basic shearing resistance and the requirement of tension Design of Bearing Capacity.
Adopt technique scheme, beneficial effect of the present invention is:
1, the present invention utilizes the mechanical property of the mineral admixture concrete of new formula, considers the safety on basis and surrounding soil under multi-state, is a kind of simple, Yi Hang, rigid foundation optimization method accurately, has important engineering using value;
2, the present invention saves concrete amount in ensureing basic safety, has good economic benefit.
Brief description of the drawings
Fig. 1 is that in the present invention, flow chart is passed judgment in safety.
Detailed description of the invention
The Optimization Design of a kind of shaft tower rigid foundation of the present invention, specifically comprises the following steps:
(1), on the basis of the mechanical property of the mineral admixture concrete of new formula, after the FEM (finite element) model of set up rigid foundation and surrounding soil is defined respectively material properties and applies fringe conditions, carry out static analysis, obtain the stress distribution of rigid foundation and surrounding soil;
Finite element modeling and static analysis choice of software ANSYS, PATRAN/NASTRAN or the ABAQUS of rigid foundation and surrounding soil in step (1).These softwares are commercially available prod.
(2), as shown in Figure 1, the analysis result of step (1) is carried out to safety judge: under uplift force operating mode, carry out the checking computations of soil body shear-carrying capacity and basic shear-carrying capacity checking computations; Under downforce operating mode, carry out foundation bed tension checking of bearing capacity and the checking computations of basic shear-carrying capacity; Checking computation results is as shown in table 1;
Safety is passed judgment on criterion and is included in soil body shear-carrying capacity and basic shear-carrying capacity judge criterion and foundation bed tension bearing capacity and basic shear-carrying capacity judge criterion under downforce operating mode under uplift force operating mode.
For the checking computations of soil body shear-carrying capacity and basic shear-carrying capacity, comprise the following steps:
1., can obtain soil body major principal stress by Finite Element Static Analysis
with minimum principal stress
;
2., by major principal stress
with minimum principal stress
calculate soil body equivalence shear stress
, and determined the deathtrap of soil body generation shear failure by equivalent shear stress;
By major principal stress, minimum principal stress and earth angle of friction
and cohesion c can obtain equivalent shear stress
for:
The shear strength of soil refers to the limit capacity of soil body opposing shear failure, is one of important mechanical property of soil; Under the effect of ground outer load, will produce shear stress and shear strain, soil has the ability of this shear stress of opposing, and increases with the increase of shear stress, when this when cutting resistance and reaching a certain limiting value, will there is shear failure in the soil body, this limiting value is exactly native shear strength
;
In formula,
for native shear strength,
for shearing the normal stress on slide plane,
for native cohesion,
for native angle of internal friction;
By comparing the equivalent shear stress on surface of shear
with the shear strength in respective face
determine whether the soil body destroys; According to Mohr-Coulomb criterion, if
can there is shear failure (>0, damage of soil body) in the soil body, if
the soil body is in state of limit equilibrium (=0, limit equilibrium), if
can there is not shear failure (<0, soil body safety) in the soil body.
For the checking computations of foundation bed tension bearing capacity and basic shear-carrying capacity, employing and anti-shear concrete and tensile strength design load compare, if be less than this Intensity Design value, illustrate and under this operating mode, meet basic shearing resistance and the requirement of tension Design of Bearing Capacity, otherwise, if be greater than this Intensity Design value, illustrate and under this operating mode, do not meet basic shearing resistance and the requirement of tension Design of Bearing Capacity.
(3), under the minimum condition of base concrete consumption, determine basic optimum rigidity angle: if meet judge criterions all in step (2), adjust basic rigidity angle, until just do not meet the part or all of judge criterion in step (2); If partly or entirely do not meet and pass judgment on criterion, adjust basic rigidity angle, until just meet the whole judge criterions in step (2), now the rigidity angle on basis is the optimum rigidity angle of pole and tower foundation.
The present embodiment without loss of generality, only adopts foundation ' s bottom area and buried depth constant in this example, changes rigidity angle by the method that changes height of foundation.
As shown in Table 1, after adopting optimization method of the present invention to be optimized this basis, basic rigidity angle is increased to 55 ° by 45 °, and after optimizing, 20.8% concrete amount can be saved in basis.
The bearing capacity of the each prioritization scheme of table 1 and the contrast of concrete saving amount
The present embodiment is not done any pro forma restriction to shape of the present invention, material, structure etc.; any simple modification, equivalent variations and modification that every foundation technical spirit of the present invention is done above embodiment, all belong to the protection domain of technical solution of the present invention.
Claims (5)
1. an Optimization Design for shaft tower rigid foundation, is characterized in that: specifically comprises the following steps,
(1), on the basis of the mechanical property of mineral admixture concrete, after the FEM (finite element) model of set up rigid foundation and surrounding soil is defined respectively material properties and applies fringe conditions, carry out static analysis, obtain the stress distribution of rigid foundation and surrounding soil;
(2), the analysis result of step (1) is carried out to safety judge: under uplift force operating mode, carry out the checking computations of soil body shear-carrying capacity and basic shear-carrying capacity checking computations; Under downforce operating mode, carry out foundation bed tension checking of bearing capacity and the checking computations of basic shear-carrying capacity;
(3), under the minimum condition of base concrete consumption, determine basic optimum rigidity angle: if meet judge criterions all in step (2), adjust basic rigidity angle, until just do not meet the part or all of judge criterion in step (2); If partly or entirely do not meet and pass judgment on criterion, adjust basic rigidity angle, until just meet the whole judge criterions in step (2), now the rigidity angle on basis is the optimum rigidity angle of pole and tower foundation.
2. the Optimization Design of a kind of shaft tower rigid foundation according to claim 1, is characterized in that: finite element modeling and static analysis choice of software ANSYS, PATRAN/NASTRAN or the ABAQUS of rigid foundation and surrounding soil in described step (1).
3. the Optimization Design of a kind of shaft tower rigid foundation according to claim 1, is characterized in that: described safety is passed judgment on criterion and is included in soil body shear-carrying capacity and basic shear-carrying capacity judge criterion and foundation bed tension bearing capacity and basic shear-carrying capacity judge criterion under downforce operating mode under uplift force operating mode.
4. the Optimization Design of a kind of shaft tower rigid foundation according to claim 3, is characterized in that: for the checking computations of soil body shear-carrying capacity and basic shear-carrying capacity, comprise the following steps:
1., can obtain soil body major principal stress by Finite Element Static Analysis
with minimum principal stress
;
2., by major principal stress
with minimum principal stress
calculate soil body equivalence shear stress
, and determined the deathtrap of soil body generation shear failure by equivalent shear stress;
By major principal stress, minimum principal stress and earth angle of friction
and cohesion c can obtain equivalent shear stress
for:
The shear strength of soil refers to the limit capacity of soil body opposing shear failure, is one of important mechanical property of soil; Under the effect of ground outer load, will produce shear stress and shear strain, soil has the ability of this shear stress of opposing, and increases with the increase of shear stress, when this when cutting resistance and reaching a certain limiting value, will there is shear failure in the soil body, this limiting value is exactly native shear strength
;
In formula,
for native shear strength,
for shearing the normal stress on slide plane, C is native cohesion,
for native angle of internal friction;
By comparing the equivalent shear stress on surface of shear
with the shear strength in respective face
determine whether the soil body destroys; According to Mohr-Coulomb criterion, if
can there is shear failure in the soil body, if
the soil body is in state of limit equilibrium, if
can there is not shear failure in the soil body.
5. the Optimization Design of a kind of shaft tower rigid foundation according to claim 3, it is characterized in that: for the checking computations of foundation bed tension bearing capacity and basic shear-carrying capacity, employing and anti-shear concrete and tensile strength design load compare, if be less than this Intensity Design value, illustrate and under this operating mode, meet basic shearing resistance and the requirement of tension Design of Bearing Capacity, otherwise, if be greater than this Intensity Design value, illustrate and under this operating mode, do not meet basic shearing resistance and the requirement of tension Design of Bearing Capacity.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107958113A (en) * | 2017-11-23 | 2018-04-24 | 国家电网公司 | Pole and tower foundation stability number value analysis method on a kind of unsaturated expansive soil ground |
| CN109543287A (en) * | 2018-11-20 | 2019-03-29 | 深能南京能源控股有限公司 | Wind turbines key dimension optimization method based on genetic algorithm |
| CN110528558A (en) * | 2019-08-27 | 2019-12-03 | 西安理工大学 | Transmission line of electricity combines the design method of the lower plate of plate stem list anchor slab foundation structure |
| CN110528564A (en) * | 2019-08-27 | 2019-12-03 | 西安理工大学 | Transmission line of electricity combines the design method of the upper plate of the double anchor slab foundation structures of plate stem |
| CN110826124A (en) * | 2019-10-18 | 2020-02-21 | 北京道亨时代科技有限公司 | Method for manufacturing concrete pole foundation of overhead power transmission line |
| CN110826125A (en) * | 2019-10-23 | 2020-02-21 | 北京道亨时代科技有限公司 | Method for manufacturing power transmission line tower foundation |
| CN110889192A (en) * | 2019-10-18 | 2020-03-17 | 北京道亨时代科技有限公司 | Three-dimensional model construction method for steel tube tower foundation |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10292392A (en) * | 1997-04-18 | 1998-11-04 | Shiyouhinka Gijutsu Kenkyusho:Kk | Method for constructing foundation for temporary steel tower |
| CN102979107A (en) * | 2012-11-26 | 2013-03-20 | 国家电网公司 | Construction method for concrete tower foundation for power transmission |
| CN103628497A (en) * | 2013-12-03 | 2014-03-12 | 国家电网公司 | Foundation engineering design method based on bearing capacity and deformation uniformity |
-
2014
- 2014-05-12 CN CN201410197288.6A patent/CN103967037B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10292392A (en) * | 1997-04-18 | 1998-11-04 | Shiyouhinka Gijutsu Kenkyusho:Kk | Method for constructing foundation for temporary steel tower |
| CN102979107A (en) * | 2012-11-26 | 2013-03-20 | 国家电网公司 | Construction method for concrete tower foundation for power transmission |
| CN103628497A (en) * | 2013-12-03 | 2014-03-12 | 国家电网公司 | Foundation engineering design method based on bearing capacity and deformation uniformity |
Non-Patent Citations (3)
| Title |
|---|
| 张克恭: "《土力学》", 31 August 2010, 中国建筑工业出版社 * |
| 秦娟: "《混凝土刚性基础受力的有限元分析》", 《硕士学位论文》 * |
| 鲁先龙: "《戈壁碎石土地基原状土掏挖基础抗拔试验研究》", 《土木建筑与环境工程》 * |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107958113A (en) * | 2017-11-23 | 2018-04-24 | 国家电网公司 | Pole and tower foundation stability number value analysis method on a kind of unsaturated expansive soil ground |
| CN107958113B (en) * | 2017-11-23 | 2021-10-22 | 国家电网公司 | Numerical analysis method for stability of tower foundation on unsaturated expansive soil foundation |
| CN109543287A (en) * | 2018-11-20 | 2019-03-29 | 深能南京能源控股有限公司 | Wind turbines key dimension optimization method based on genetic algorithm |
| CN110528558A (en) * | 2019-08-27 | 2019-12-03 | 西安理工大学 | Transmission line of electricity combines the design method of the lower plate of plate stem list anchor slab foundation structure |
| CN110528564A (en) * | 2019-08-27 | 2019-12-03 | 西安理工大学 | Transmission line of electricity combines the design method of the upper plate of the double anchor slab foundation structures of plate stem |
| CN110826124A (en) * | 2019-10-18 | 2020-02-21 | 北京道亨时代科技有限公司 | Method for manufacturing concrete pole foundation of overhead power transmission line |
| CN110889192A (en) * | 2019-10-18 | 2020-03-17 | 北京道亨时代科技有限公司 | Three-dimensional model construction method for steel tube tower foundation |
| CN110889192B (en) * | 2019-10-18 | 2024-01-09 | 北京道亨软件股份有限公司 | Three-dimensional model construction method of steel pipe pole tower foundation |
| CN110826125A (en) * | 2019-10-23 | 2020-02-21 | 北京道亨时代科技有限公司 | Method for manufacturing power transmission line tower foundation |
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| CN103967037B (en) | 2016-05-25 |
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