CN103870692B - Pile foundation horizontal carrying force simplified calculation method - Google Patents
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- 238000004364 calculation method Methods 0.000 title claims abstract description 22
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- 239000002689 soil Substances 0.000 claims description 120
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Abstract
The invention discloses a pile foundation horizontal carrying force simplified calculation method. According to the method, mass engineering data is used as the basis, through the relationship between the lateral pressure modulus Em and the static sounding ratio penetration resistance Ps and the relationship between the lateral pressure modulus Em and the proportional coefficient m of the foundation bed coefficient, a single-pile horizontal carrying force simplified calculation method for replacing the proportional coefficient m of the foundation bed coefficient by the lateral pressure modulus Em is built. The method provided by the invention has the advantages that the in-situ test parameter ratio penetration resistance Ps or the lateral pressure modulus Em is used for replacing the proportional coefficient m of the foundation bed coefficient for carrying out horizontal pile carrying force calculation, the parameter determination method is simple and reliable, the calculation precision can meet the engineering requirements, and the simplified calculation method is convenient for engineering application.
Description
Technical field
The present invention relates to a kind of computational methods of structural bearing capacity, and in particular to a kind of pile foundation level bearing capacity simplifies calculating
Method.
Background technology
The stress deformation of piles under lateral load is a sufficiently complex research, and which needs to consider that pile foundation is mutual with foundation soil
Effect, at present for the computational methods of piles under lateral load can substantially be divided into elastic method, three class of numerical method and subgrade reaction method,
Various methods have respective benefit and limitation.
Stake is regarded as beam on elastic foundation by elastic method, and pile peripheral earth is considered as the elastic continuous of semi-elastic space
Body, its main theoretical basis of the reform of Chinese economic structure are the Theory Solutions of Mindlin, are in the space caused by some imposed loads of semi-elastic interior volume
The displacement of arbitrfary point.The method assumes pile peripheral earth, and because of the presence of stake, physical characteristics are not affected, by single pile along depth
Carry out discrete for one-dimensional unit, soil deformation is obtained based on Mindlin solutions by the continuous bulk properties of the soil body, by the dependent equation of beam
Pile body deformation is obtained, by deformation compatibility condition and stake top stake bottom boundaries condition, corresponding equation is obtained, using finite difference calculus
Numerical value means are solved, and obtain the stress deformation reaction of single pile.The method considers soil body seriality characteristic, but does not account for
The soil body it is non-linear, in its solution procedure, choose more sensitive to the elastic modulus E of soil body elastomer, equivalent to using corresponding lotus
Secant moduluss under load level are replacing the physical characteristics of soil counterforce.
Numerical method includes finite difference calculus, FInite Element, integral equation method, and boundary element method is in interior various numerical methods
Belong to such.In such method, stake and the soil body all by discrete for unit, based on finite element, integral transformation, boundary element number
Learn to do section to be solved.Such method can carry out labor to contacting with each other for stake soil, choose different soil models, fit
Answering property is wider.But the result levels of precision of finite element analyses has much relations with the Soil Parameters of input, and Soil Parameters are big
Determined by physical test more and obtained, this largely constrains the reliability of Finite element analysis results.
Subgrade reaction method actually adopts Winker foundation models, and stake is regarded as Vertical elastic foundation beam, pile peripheral earth
Effect be reduced to a series of mutually independent springs along pile body distribution.It is related to pile body deformation according to spring rate
Property, i.e. the relation of resistance of soil and pile body deformation can be divided into limit ground Force Method, elastic subgrade reaction method and Plastic Foundation
Force Method.Subgrade reaction method can consider the relation of resistance of soil and pile body deformation, but its soil is separated into it is independent one by one
Spring ignores the seriality of soil.
No matter which kind of method adopted, as long as the parameter chosen is suitable, various methods to the result of calculation of stake mechanical characteristic all
Preferably can be consistent with measured value.Therefore, whether various methods are superior is just highlightedly embodied in the difficulty or ease journey that its parameter is selected
Spend and calculate in complicated and simple degree.
The content of the invention
The purpose of the present invention be according to above-mentioned the deficiencies in the prior art in place of, there is provided a kind of pile foundation level bearing capacity simplifies meter
Calculation method, the simplified calculation method by the relation of side overlaps Em and static sounding specific penetration resistance P S, side overlaps Em with
The relation of the proportionality coefficient m of ground bedding value, establishes the list that side overlaps Em replaces the proportionality coefficient m of ground bedding value
Stake horizontal bearing capacity simplified calculation method.
The object of the invention is realized being completed by technical scheme below：
A kind of pile foundation level bearing capacity simplified calculation method, is related to single pile, it is characterised in that the computational methods are at least wrapped
Include following steps：
（1）Obtain below the single pile stake top 2（d+1）The side overlaps of each soil layer in depth boundsE m Value, wherein institute
It is the single pile diameter to state d, and determines the soil nature of each soil layer, calculates each soil ground bedding according to the soil nature of each soil layer afterwards
The proportionality coefficient m of coefficient, computing formula are as follows：
For sandy soil layer, computing formula is；
For viscous soil horizon, computing formula is；
（2）According to the m values and thickness h of each soil layer, it is calculated equivalentE m Value, i.e., equivalent side overlaps；
（3）Obtain equivalent side overlapsAfterwards, the horizontal bearing capacity eigenvalue of the single pile is calculated according to following formula：
Wherein,For horizontal bearing capacity of single pile eigenvalue；
For correction factor；
For equivalent side overlaps；
Width is calculated for single pile pile body；
EI is single pile pile body bending rigidity；
For single pile Horizontal Displacement coefficient；
For single pile stake top tolerable injury level displacement.
The side overlapsE m Value is obtained by lateral loading test.
The side overlapsE m Value is by obtaining single pile side soil layer static sounding specific penetration resistance PsAfter value, then by soil
Layer property layering statistics is obtained：
When soil layer is isabelline cohesive soil,E m =6.78Ps- 2.58, PsThe value scope of application is 0.75～1.5MPa；
When soil layer is Lycoperdon polymorphum Vitt silty soil, flour sand,E m =1.30Ps+ 3.50, PsThe value scope of application is 1.5～5.0MPa；
When soil layer is Lycoperdon polymorphum Vitt very soft sill clay,E m =7.41Ps- 1.82, PsThe value scope of application is 0. 5～1.2MPa；
When soil layer is Lycoperdon polymorphum Vitt silt clay,E m =5.93Ps+ 0.83, PsThe value scope of application is 0.45～0.80MPa；
When soil layer is taupe gray cohesive soil,E m =6.84Ps+ 0.78, PsThe value scope of application is 0.75～1.60MPa；
When soil layer is Lycoperdon polymorphum Vitt silty soil,E m =1.32Ps+ 5.00, PsThe value scope of application is 2.5～7.0MPa；
When soil layer is Lycoperdon polymorphum Vitt, taupe gray cohesive soil,E m =2.53Ps+ 5.68, PsThe value scope of application is 1.2～2.2MPa；
When soil layer is dirty-green cohesive soil,E m =7.05Ps- 1.71, PsThe value scope of application is 1.8～4.0MPa.
2 below the single pile stake top（d+1）In depth bounds with not more than three layers it is native when, the equivalent side overlapsComputational methods be：
Wherein,For the m values of each layer soil；
For the thickness of each layer soil；
For the thickness sum of each layer soil.
When the soil layer is sandy soil and silty soil, the correction factorTake 0.9～1.1.
When the soil layer is cohesive soil, the correction factorTake 1.05～1.45.
It is an advantage of the invention that replacing ground bedding value with in-situ test parameter specific penetration resistance P S or side overlaps Em
Proportionality coefficient m carry out leveling peg bearing capacity calculation, parameter determination method is simple and reliable, computational accuracy disclosure satisfy that engineering will
Ask, the computational methods after simplifying are easy to engineer applied.
Description of the drawings
Fig. 1 is the m value matched curve figures before correcting in the present invention；
Fig. 2 is revised m values matched curve figure in the present invention.
Specific embodiment
The feature and other correlated characteristics of the present invention is described in further detail by embodiment below in conjunction with accompanying drawing, with
It is easy to the understanding of technical staff of the same trade：
Embodiment：The present embodiment is specifically related to a kind of simplified calculation method of pile foundation level bearing capacity, and the computational methods are led to
Cross the proportionality coefficient m of side overlaps Em and the relation, side overlaps Em and ground bedding value of static sounding specific penetration resistance P S
Relation, establish side overlaps Em replace ground bedding value proportionality coefficient m horizontal bearing capacity of single pile simplify calculating
Method, reduces the complicated degree of the difficulty and calculating process of parameter selection.
The simplified calculation method specifically includes following steps：
（1）Obtain the side overlaps Em of single pile side soil layer first by lateral loading test, it should be understood that, due to side
Press test cost of a relatively high and the relatively low problem of current popularity, therefore some engineerings possibly cannot carry out other pressure and try
Test；
When side overlaps Em values cannot be obtained by lateral loading test, then single pile side soil layer is obtained by data of static sounding
Static sounding specific penetration resistance P S value, layering statistics is carried out according to the property of each soil layer in single pile side afterwards, single pile stake top with
Lower 2（d+1）In depth bounds（Wherein d is single pile diameter）, convert per layer of native Em value, shown in table specific as follows 1：
1 side overlaps Em of table and static sounding specific penetration resistance P S empirical relation
| Soil layer title | Em and Ps empirical relations | Ps（MPa）The value scope of application |
| Isabelline cohesive soil | Em=6.78Ps-2.58 | 0.75～1.5 |
| Lycoperdon polymorphum Vitt silty soil, flour sand | Em=1.30Ps+3.50 | 1.5～5.0 |
| Lycoperdon polymorphum Vitt very soft sill clay | Em=7.41Ps-1.82 | 0.5～1.2 |
| Lycoperdon polymorphum Vitt silt clay | Em=5.93Ps+0.83 | 0.45～0.80 |
| Taupe gray cohesive soil | Em=6.84Ps+0.78 | 0.75～1.60 |
| Lycoperdon polymorphum Vitt silty soil | Em=1.32Ps+5.00 | 2.5～7.0 |
| Lycoperdon polymorphum Vitt, taupe gray cohesive soil | Em=2.53Ps+5.68 | 1.2～2.2 |
| Dirty-green cohesive soil | Em=7.05Ps-1.71 | 1.8～4.0 |
Static sounding is one of most widely used main in-situ test, its specific penetration resistance P S general data reliability, weight
Existing property is good, and domestic with a large amount of quiet inspecting hole data, according to the achievement in research that problem unit is tested for many years in the original location, finds
Static sounding specific penetration resistance P S value has good dependency with side overlaps Em, i.e., as shown in table 1, static sounding is from principle
Cavity expansion theory answer is may also be employed for upper, therefore, on physical model, both also have certain dependency；
（2）Obtain 2 below single pile stake top（d+1）In depth bounds after per layer of native Em value, the soil nature of each soil layer is determined,
Calculate the proportionality coefficient m of ground bedding value afterwards according to the soil nature of each soil layer, computing formula is as follows：
For sandy soil layer, computing formula is... ... ... ... formula（1）
For viscous soil horizon, computing formula is... ... ... ... formula（2）
（3）M values and thickness h according to each soil layer, is calculated equivalent Em values, i.e., equivalent side overlaps afterwards；
2 below single pile stake top（d+1）Will not generally have a case that, therefore its equivalent side overlaps native more than three layers in depth boundsCircular be：
Wherein,For the m values of each layer soil；
For the thickness of each layer soil；
For the thickness sum of each layer soil；
（4）Stake top is calculated finally under free condition, and concrete precast pile list of the pile body ratio of reinforcement not less than 0.65%
Stake horizontal bearing capacity eigenvalue：
... ... ... ... formula（3）
Wherein,
For horizontal bearing capacity of single pile eigenvalue；
Ψ s are correction factor, and for the soil layer based on sandy soil and silty soil, correction factor Ψ s take 0.95～1.0；It is right
In the soil layer based on cohesive soil, correction factor Ψ s take 1.05～1.45；
For equivalent side overlaps；
Width is calculated for single pile pile body；
EI is single pile pile body bending rigidity；
For single pile Horizontal Displacement coefficient；
For single pile stake top tolerable injury level displacement.
For formula（3）Appeared in correction factor Ψ s, the determination of correction factor Ψ s completed by the following method：
A. by formula（1）With（2）In by the Em values m values that obtain of conversion, with the determination of multinomial engineering single pile horizontal static load test
M values contrasted, it is as shown in table 2 below：
2 side overlaps Em of table and m scaling results and test m values
According to the every result in table 2, the m values to obtaining are fitted, as shown in figure 1, the scatterplot in figure is test m values,
Solid line is the fit line for testing m values, and dotted line is the fit line of the m values obtained by the conversion of Em values, knowable in Fig. 1 and Biao 2, by Em
The m values that value conversion is obtained are smaller compared with test m values, and correlation coefficient has reached 0.8402, disclosure satisfy that computational accuracy is required；
When its formation condition is carefully analyzed, when the soil body in the range of discovery influence depth is sandy soil, silty soil, or with
Based on sandy soil, silty soil, and thickness it is relatively thick when, calculated m values relatively test m values；
B. therefore consider the difference of single pile side soil body soil nature, the m values to being obtained by the conversion of Em values are modified；Tied by calculating
Fruit back analysis, for the stratum based on sandy soil and silt soil, its correction factor Ψ s typically desirable 0.95～1.0, to viscous
Property soil based on remaining stratum its correction factor Ψ s desirable 1.05～1.45；This tests sandy soil, mealiness in the present embodiment
It is 1.0 that soil layer takes correction factor Ψ s, and it is 1.2 that cohesive soil stratum takes correction factor Ψ s, the such as Fig. 2 of the result after being modified institutes
Show, its correlation coefficient has reached 0.9287.
It should be noted that horizontal bearing capacity of single pile eigenvalueFinal value of calculation with test measured value it is substantially close,
Correlation coefficient maintains 0.98 or so, but its computational methods is simplified, it is to avoid loaded down with trivial details step.
Claims (6)
1. a kind of pile foundation level bearing capacity simplified calculation method, is related to single pile, it is characterised in that the computational methods at least include
Following steps：
（1）Obtain below the single pile stake top 2（d+1）The side overlaps of each soil layer in depth boundsE m Value, wherein the d is
The single pile diameter, and determine the soil nature of each soil layer, each soil ground bedding value is calculated according to the soil nature of each soil layer afterwards
Proportionality coefficient m, computing formula is as follows：
For sandy soil layer, computing formula is；
For viscous soil horizon, computing formula is；
（2）According to the m values and thickness h of each soil layer, it is calculated equivalentE m Value, i.e., equivalent side overlaps；
（3）Obtain equivalent side overlapsAfterwards, the horizontal bearing capacity eigenvalue of the single pile is calculated according to following formula：
Wherein,For horizontal bearing capacity of single pile eigenvalue；
For correction factor；
For equivalent side overlaps；
Width is calculated for single pile pile body；
EI is single pile pile body bending rigidity；
For single pile Horizontal Displacement coefficient；
For single pile stake top tolerable injury level displacement.
2. a kind of pile foundation level bearing capacity simplified calculation method according to claim 1, it is characterised in that the other pressing mold
AmountE m Value is obtained by lateral loading test.
3. a kind of pile foundation level bearing capacity simplified calculation method according to claim 1, it is characterised in that the other pressing mold
AmountE m Value is by obtaining single pile side soil layer static sounding specific penetration resistance PsAfter value, then obtain by soil layer property layering statistics
Take：
When soil layer is isabelline cohesive soil,E m =6.78Ps- 2.58, PsThe value scope of application is 0.75～1.5MPa；
When soil layer is Lycoperdon polymorphum Vitt silty soil, flour sand,E m =1.30Ps+ 3.50, PsThe value scope of application is 1.5～5.0MPa；
When soil layer is Lycoperdon polymorphum Vitt very soft sill clay,E m =7.41Ps- 1.82, PsThe value scope of application is 0. 5～1.2MPa；
When soil layer is Lycoperdon polymorphum Vitt silt clay,E m =5.93Ps+ 0.83, PsThe value scope of application is 0.45～0.80MPa；
When soil layer is taupe gray cohesive soil,E m =6.84Ps+ 0.78, PsThe value scope of application is 0.75～1.60MPa；
When soil layer is Lycoperdon polymorphum Vitt silty soil,E m =1.32Ps+ 5.00, PsThe value scope of application is 2.5～7.0MPa；
When soil layer is Lycoperdon polymorphum Vitt, taupe gray cohesive soil,E m =2.53Ps+ 5.68, PsThe value scope of application is 1.2～2.2MPa；
When soil layer is dirty-green cohesive soil,E m =7.05Ps- 1.71, PsThe value scope of application is 1.8～4.0MPa.
4. a kind of pile foundation level bearing capacity simplified calculation method according to claim 1, it is characterised in that the Single Pile
Top following 2（d+1）In depth bounds with not more than three layers it is native when, the equivalent side overlapsComputational methods be：
Wherein,For the m values of each layer soil；
For the thickness of each layer soil；
For the thickness sum of each layer soil.
5. a kind of pile foundation level bearing capacity simplified calculation method according to claim 1, it is characterised in that when the soil layer
For sandy soil and silty soil when, the correction factorTake 0.9～1.1.
6. a kind of pile foundation level bearing capacity simplified calculation method according to claim 1, it is characterised in that when the soil layer
For cohesive soil when, the correction factorTake 1.05～1.45.
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| CN106650131B (en) * | 2016-12-28 | 2020-04-21 | 中国能源建设集团江苏省电力设计院有限公司 | General solution method for bearing capacity transfer matrix of combined loaded pile |
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| CN107330232B (en) * | 2017-08-11 | 2021-03-12 | 上海勘察设计研究院(集团)有限公司 | Ultimate bearing capacity estimation method for pile end post-grouting ultra-long pile |
| CN110185070A (en) * | 2019-05-17 | 2019-08-30 | 长安大学 | Oblique Steep Slope Bridge vertical bearing capacity correction factor and bearing capacity computation method |
| CN111274720B (en) * | 2019-10-15 | 2023-05-23 | 长沙理工大学 | Inversion identification method for pile foundation model parameters |
| CN113152541B (en) * | 2021-04-07 | 2022-05-06 | 东南大学 | Rapid detection method for horizontal bearing capacity of single pile |
| CN116720414B (en) * | 2023-08-09 | 2023-10-20 | 长江三峡集团实业发展(北京)有限公司 | Simplified calculation method for horizontal bearing capacity of large-diameter single pile in layered soil seabed |
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