CN108446428A - It is a kind of to cover theoretical deep basal pit Optimal design of anti-sliding piles method based on pushing away - Google Patents
It is a kind of to cover theoretical deep basal pit Optimal design of anti-sliding piles method based on pushing away Download PDFInfo
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
Abstract
The present invention relates to a kind of to cover theoretical deep basal pit Optimal design of anti-sliding piles method based on pushing away, this method calculates the soil pressure in each excavation of foundation pit stage first, then it by the relationship of the rigidity of friction pile and load, determines the displacement of each excavation stage friction pile and acts on pushing away on friction pile and cover load；Utilize the load-displacement of the friction pile of analysis software output, determine each excavation stage friction pile elastic-plastic behavior, and its design parameter is optimized according to elastic-plastic behavior and foundation pit displacement request, the cost that friction pile is saved while meeting foundation pit requirement, has certain practicality and economic value.This method calculates simply, can analyze displacement development law of the friction pile in excavation of foundation pit, has higher precision, foundation is provided for the optimization design of friction pile.
Description
Technical field
The present invention relates to a kind of based on the deep basal pit Optimal design of anti-sliding piles method for covering theory is pushed away, and belongs to foundation pit enclosure knot
Structure optimization design research field.
Background technology
With the continuous development of base pit engineering, friction pile has become the support form being play an important role in pattern foundation pit supporting structure,
The safety of its part as foundation pit supporting system, principal security neighboring buildings and underground utilities, while in excavation of foundation pit
And during foundation pit use, ensure the stability of side slope, resists land movement caused by foundation pit unloading.To ensure the peace of foundation pit
Entirely, safeguard that base pit stability, friction pile need enough bearing capacities, to play its important function in foundation pit, so needing
It to require to be designed friction pile according to foundation pit.And the design element of friction pile includes long stake diameter, stake, arrangement of reinforcement, insert depth
Deng by the combination of many design elements, formation is enough to resist the lateral rigidity of soil mass of foundation pit displacement to meet foundation pit needs.And
As the important supporting construction for safeguarding deep pit monitor, the arrangement of reinforcement of friction pile is more much bigger than the pile body for bearing vertical load, so
The design of friction pile should be regulated and controled according to foundation pit physical condition, while having enough bearing capacities, avoid setting because of experience
The wasting of resources, budget overruns caused by meter.Therefore, displacement calculating and stability analysis are carried out to friction pile, optimization friction pile is set
It is very necessary to count parameter.
Currently, the method for carrying out displacement or internal force analysis to deep basal pit friction pile mainly has limit equilibrium method, elastic foundation
Beam method etc..Limit equilibrium method mainly analyzes the stress of friction pile by Interval static analysis, calculates its internal force.So
And limit equilibrium theory can not analyze the deformation of friction pile, can not estimate the influence excavated to surrounding building, therefore
This method cannot meet the design requirement as control standard by the deformation of friction pile, usually only as Internal force of support structure
The method of calculating.The friction pile of bottom of foundation ditch is thought of as girder construction by elastic foundation method, can be divided according to the difference of support form
For cantilever beam, simply supported beam；Bottom of foundation ditch is thought of as beam on elastic foundation with the friction pile of lower part, by supporting construction such as inner supports
And the bottom of foundation ditch soil body below is thought of as elastic support.Then finite element fraction is carried out to friction pile using the soil pressure calculated
Analysis, solves its horizontal displacement.The deformation that the equilibrium condition of friction pile, friction pile and soil not only can be considered in elastic foundation method is assisted
It adjusts, meanwhile, it is more single and be easier to determine to analyze used parameter, has become and occupies importantly in Practical Project
The design method and means of position.However the calculating of elastic foundation method is more complicated, the sheet of the parameter and soil used in analysis
Structure model is difficult to determine, while this method can not analyze friction pile displacement development law in excavation of foundation pit.
Invention content
In view of the above problems, the present invention provides a kind of to cover theoretical deep basal pit Optimal design of anti-sliding piles method based on pushing away.
The technical solution that the present invention solves above-mentioned technical problem is as follows：
It is a kind of to cover theoretical deep basal pit Optimal design of anti-sliding piles method based on pushing away, include the following steps：
Step 1, each calculating for excavating stage foundation pit soil pressure
According to《Code for design of building》(GB50007-2011), foundation pit is determined using foundation pit geotechnical engineering investigation
Soil parameters：Soil body severe γ, internal friction angleCohesive strength c calculates separately base according to Rankine Earth Pressure formula (formula 1,2)
Cheat the active earth pressure strength of excavation stage each soil layer top surface and bottom surface：
First layer active earth pressure E is determined respectively according to formula (3), (4)a1And remaining each layer soil pressure Eai(i ＞ 1)：
Wherein hiFor foundation pit soil thickness,
Step 2, each calculating for excavating stage foundation pit soil pressure position
In order to calculate effect of the soil pressure to friction pile, the position for calculating soil pressure resultant force is needed, when excavation of foundation pit arrives
When in i-th layer of native depth, first layer soil pressure is Triangle-Profile form, remaining each layer is trapezoidal profile form, is made at this time
It is with the distance put apart from bottom of foundation ditch：
Step 3, the determination of friction pile standard load-displacement curve
Friction pile elastic-plastic deformation is analyzed and differentiated using software Response-2000.
Step 4, based on the determination for pushing away the friction pile equivalent level displacement for covering analysis
If excavating the horizontal displacement value displacement corresponding with friction pile standard load-displacement curve of stage antiskid stake top
It is worth equivalent level displacement equivalent, and that this shift value is defined as to antiskid stake top, it is anti-to calculate each excavation stage according to formula (11)
The equivalent level displacement of sliding pile stake top,
Step 5, the control of friction pile horizontal displacement and the determination of design optimization parameter
1. the Limiting Level displacement △ of friction pileXDetermination
Foundation《Architecture Foundation Pit Engineering Specifications of Monitoring Technology》(GB50497-2009) and the environmental protection of foundation pit construction locality
The protection requirement of the environment such as grade and neighboring buildings, underground utilities, it may be determined that the Limiting Level displacement △ of foundation pit friction pileX；
2. the critical plasticity horizontal displacement △ of friction pilemaxDetermination
According to friction pile standard load-displacement curve, it may be determined that friction pile faces the corresponding critical plasticity horizontal displacements of modeling point B
△max；
3. friction pile horizontal displacement optimal control parameter △MDetermination
Take the Limiting Level displacement △ of friction pileXWith critical plasticity horizontal displacement △maxSmaller value as friction pile level
Bit andits control Optimal Parameters, i.e. △M=min (△max,△X)；
Step 6, based on the determination of friction pile control of horizontal displacement stability coefficient
In order to be conducive to dynamic optimization design and the control of friction pile, the stabilization based on friction pile control of horizontal displacement is proposed
Property coefficient ξ, and it is friction pile horizontal displacement optimal control parameter △ to define stability coefficient ξMWith antiskid stake top equivalent water
Prosposition moves △iRatio：
Step 7：The determination of foundation pit Optimal design of anti-sliding piles step and method
According to the parameters such as deep pit monitor grade and supporting construction form, the comprehensive safety coefficient K for determining foundation pit, then：
1. in the excavation of foundation pit stage, when the safety of stablizing that the control stability coefficient of friction pile horizontal displacement is less than foundation pit is
Number when i.e. ξ ＜ K, illustrates that the anti-slide pile design cannot meet foundation pit displacement and stability requirement, needs to carry out again friction pile
Design increases stake diameter or increases the ratio of reinforcement, to increase friction pile rigidity, and returns to (step 3) and recalculate friction pile equivalent bit
Move so that foundation pit can reach design cutting depth, when excavation of foundation pit is completed ξ >=K and its value of delta ＜ 0.02, i.e. δ=|
K- ξ | when ＜ 0.02, stop anti-slide pile design optimization, it is friction pile final design parameter value to take current design parameter value；
2. when excavation of foundation pit to projected depth, the control stability coefficient of friction pile horizontal displacement, which is more than stablizing for foundation pit, pacifies
Overall coefficient and its difference is larger when i.e. ξ ＞ K, illustrates that anti-slide pile design rigidity is excessive, should reduce a diameter at this time or reduce arrangement of reinforcement
Rate to reduce friction pile rigidity, and returns to (step 3) and recalculates friction pile displacement, to reduce the material cost of friction pile,
Until ξ ＜ K and its value of delta ＜ 0.02, i.e. δ=| K- ξ | when ＜ 0.02, stop optimization, take a design parameter value for friction pile
Final design parameter value.
Based on the above technical solution, the present invention can also be improved as follows.
Further, in step 2, when soil mass of foundation pit is cohesive soil, the soil pressure on certain depth is zero, so
It needs to calculate the first layer soil body critical depth Z1：
Further, in step 2, the position of soil pressure is then respectively to excavate the stage at the centre of form of geostatic shield figure
Distance such as following formula of the position more than bottom of foundation ditch：
1. when cutting depth is in single soil depth, soil pressure is Triangle-Profile form, and position is apart from foundation pit
The distance of bottom is：
2. when cutting depth is in two soil depths, first layer soil pressure is Triangle-Profile form, second layer soil
Pressure is trapezoidal profile form, and distance of the position apart from bottom of foundation ditch is：
Further, in step 3, according to parameters such as the sectional dimensions, the strength of materials, arrangement of reinforcement of friction pile, with friction pile
Standard load-displacement Response-2000 analysis softwares determine its standard load-displacement (P- Δs) curve, in this, as antiskid
Stake elastoplasticity discrimination standard.
Further, in step 4,
1. cross sectional shape is the determination of circular friction pile elastic modulus E：
E=Esρ+E0(1-ρ) (9)
Wherein：EsFor reinforcing bar elasticity modulus, E0For modulus of elasticity of concrete, ρ is the friction pile ratio of reinforcement；
2. circle friction pile cross sectional moment of inertia I is：
Wherein：D is friction pile diameter of section；
3. calculating width takes two adjacent friction pile centre-to-centre spacing b, analysis theories are covered according to pushing away, by the soil pressure in each excavation stage
Load is covered as pushing away.
Basic principle
Response-2000 is the Evan Bentz by University of Toronto based on pair of improved compression field theory research and development
The structural elements such as beam, plate, column carry out the software of non-linear cross-section analysis, and Main Analysis is subjected to the armored concrete structure of shear action
The performance of part, while can also analyze load-displacement (P- of the structural elements under various load situationsΔ) relationship, and output relation
Curve.
1. Response-2000 softwares can be configured concrete strength, the reinforced steel bar strength etc. of structural elements, such as Fig. 2；
2. meanwhile Response-2000 supports the setting of a variety of member section types, also can customize the type in section with
And size, such as Fig. 3；
Include the form setting to stirrup, such as Fig. 4 3. Response-2000 supports the setting of the arrangement of reinforcement of diversified forms；
4. extracting the load-displacement relation data that Response-2000 is calculated, it is handled, is drawn detailed anti-
Sliding pile load-displacement relation curve, such as Fig. 5；
5. according to friction pile load-displacement curve, the performance of friction pile is divided into elastic stage (A-B), plastic stage
(B-C), three kinds of failure stage (after C points).
The beneficial effects of the invention are as follows：This method calculates simply, can analyze displacement of the friction pile in excavation of foundation pit and drill
Become rule, there is higher precision, foundation is provided for the optimization design of friction pile.
Description of the drawings
Fig. 1 is flow chart of the present invention；
Fig. 2 is concrete and reinforced steel bar strength parameter setting；
Fig. 3 is arranged for friction pile cross section parameter；
Fig. 4 is friction pile arrangement of reinforcement parameter setting；
Fig. 5 is friction pile P-ΔRelation curve；
Fig. 6 is friction pile displacement meter nomogram.
Specific implementation mode
The principles and features of the present invention are described below, and the given examples are served only to explain the present invention, is not intended to limit
Determine the scope of the present invention.
In order to which present disclosure is explained in more detail, below by taking the foundation pit of District of Shanghai as an example to the foundation pit friction pile into
Line position moves calculating and design optimization.The design cutting depth of the foundation pit is 9m, is divided into three excavation steps, excavates 3m every time.
The foundation pit designs the supporting construction used as friction pile early period, and overall length 17m, diameter 600mm, using C20 concrete, inside is furnished with
The three-level reinforcing bar of 8 a diameter of 12mm, the ratio of reinforcement 0.32%.
Step 1：Each calculating for excavating stage foundation pit soil pressure
According to the geologic prospect data of Shanghai foundation pit, foundation pit soil parameters are determined, such as table 1：
1 each soil parameters table of table
According to soil parameters and excavation of foundation pit depth, the active soil of first layer soil top surface and bottom surface is calculated using formula 1,2
The intensity of pressure：
Top surface：
Bottom surface：
The active earth pressure strength such as table 2 of each excavation stage soil layer top surface, bottom surface is then calculated according to formula 1,2：
Table 2 respectively excavates stage soil layer active earth pressure strength
Each soil layer active earth pressure such as table 3 is calculated according to formula 3,4：
3 each soil layer active earth pressure of table
| Soil layer level number | Soil layer title | Active earth pressure Ea(KN/m) |
| ① | Silty clay | 6.25 |
| ② | Very soft sill clay | 299.81 |
| ③ | Silt clay | 1171.11 |
Step 2：Each calculating for excavating stage foundation pit soil pressure position
When soil mass of foundation pit is cohesive soil, the soil pressure on certain depth is zero, so needing to calculate the first layer soil body
Critical depth Z1：
Then after the excavation of foundation pit first stage, distance of the active earth pressure position apart from bottom of foundation ditch is：
Foundation pit respectively excavates distance of the stage active earth pressure position apart from bottom of foundation ditch such as table 4：
4 foundation pit of table respectively excavates distance of the stage active earth pressure position apart from bottom of foundation ditch
| The excavation stage | Total cutting depth (m) | Position and substrate distance (m) |
| ① | 3 | 0.69 |
| ② | 6 | 1.20 |
| ③ | 9 | 1.08 |
Step 3：The determination of friction pile standard load-displacement curve
Friction pile elastic-plastic deformation is analyzed and differentiated using software Response-2000.By the parameter of friction pile
Input Response-2000 determines its standard load-displacement (P- such as Fig. 2-5Δ) curve, in this, as friction pile elastoplasticity
Discrimination standard：The horizontal displacement of section A-B friction pile and load action growth in direct ratio in figure indicate that friction pile is in elastic rank
Section；B-C sections of friction pile horizontal displacements with load action at non-linear growth, the horizontal displacement under load increment in proportion increase compared with
Greatly, indicate that friction pile is in the plastic stage；Friction pile horizontal displacement and the inversely proportional relationship of load, indicate at friction pile after C points
In failure stage.The displacement of A, B, C point is denoted as △ respectivelyA、△B、△C。
Step 4：Based on the determination for pushing away the friction pile equivalent level displacement for covering analysis
If excavating the horizontal displacement value displacement corresponding with friction pile standard load-displacement curve of stage antiskid stake top
It is worth equivalent level displacement equivalent, and that this shift value is defined as to antiskid stake top.
1) cross sectional shape is the determination of circular friction pile elastic modulus E：
2) circle friction pile cross sectional moment of inertia I is：
3) it calculates width and takes two adjacent friction pile centre-to-centre spacing b, analysis theories are covered according to pushing away, by the soil pressure in each excavation stage
Load is covered as pushing away, and calculates the equivalent level displacement of each excavation stage antiskid stake top according to formula (11), each parameters relationship is such as
Fig. 6,
Then foundation pit respectively excavates the equivalent level displacement such as table 5 of stage supporting stake top：
The equivalent level displacement of 5 supporting stake top of table
Step 5：The control of friction pile horizontal displacement and the determination of design optimization parameter
(1) determination of the Limiting Level displacement △ X of friction pile
Foundation《Architecture Foundation Pit Engineering Specifications of Monitoring Technology》(GB50497-2009) and the environmental protection of foundation pit construction locality
The protection requirement of the environment such as grade and neighboring buildings, underground utilities, it may be determined that the Limiting Level displacement △ X of foundation pit friction pile are
15.4mm。
(2) the critical plasticity horizontal displacement △ of friction pilemaxDetermination
According to friction pile standard load-displacement curve, it may be determined that friction pile faces the corresponding critical plasticity horizontal displacements of modeling point B
△maxFor 16.5mm.
(3) friction pile horizontal displacement optimal control parameter △MDetermination
Take the Limiting Level displacement △ of friction pileXWith critical plasticity horizontal displacement △maxSmaller value as friction pile level
Bit andits control Optimal Parameters, i.e. △M=min (16.5,15.4)=15.4mm.
Step 6：The determination of friction pile control of horizontal displacement stability coefficient
In order to be conducive to dynamic optimization design and the control of friction pile, the present invention proposes to be based on friction pile control of horizontal displacement
Stability coefficient ξ, and define stability coefficient ξ be friction pile horizontal displacement optimal control parameter △MWith antiskid stake top
Equivalent level displacement △iRatio, then after the excavation of foundation pit first stage, stability coefficient ξ is：
Then respectively excavate the stability coefficient ξ such as tables 6 in stage：
Table 6 respectively excavates the stability coefficient in stage
| The excavation stage | Total cutting depth (m) | Equivalent level displacement (m) | Stability coefficient (ξ) |
| ① | 3 | 1.21×10-4 | 127 |
| ② | 6 | 2.64×10-3 | 5.8 |
| ③ | 9 | 1.39×10-2 | 1.11 |
Step 7：The determination of foundation pit Optimal design of anti-sliding piles step and method
According to the parameters such as deep pit monitor grade and supporting construction form, the comprehensive safety coefficient K for determining foundation pit is 1.1,
Then
After the completion of excavation of foundation pit, the control stability coefficient of friction pile horizontal displacement is more than the stable safety system of foundation pit
Number, i.e. ξ ＞ K, and δ=ξ-K=0.01 ＜ 0.02, so the design of the friction pile meets foundation pit requirement.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all the present invention spirit and
Within principle, any modification, equivalent replacement, improvement and so on should all be included in the protection scope of the present invention.
Claims (5)
1. a kind of covering theoretical deep basal pit Optimal design of anti-sliding piles method based on pushing away, it is characterised in that：Include the following steps：
Step 1, each calculating for excavating stage foundation pit soil pressure
According to《Code for design of building》(GB50007-2011), the soil of foundation pit is determined using foundation pit geotechnical engineering investigation
Layer parameter：Soil body severe γ, internal friction angleCohesive strength c calculates separately foundation pit according to Rankine Earth Pressure formula (formula 1,2) and opens
The active earth pressure strength of digging stage each soil layer top surface and bottom surface：
First layer active earth pressure Ea1 and remaining each layer soil pressure Eai (i ＞ 1) are determined respectively according to formula (3), (4)：
Wherein hiFor foundation pit soil thickness,
Step 2, each calculating for excavating stage foundation pit soil pressure position
In order to calculate effect of the soil pressure to friction pile, the position for calculating soil pressure resultant force is needed, when excavation of foundation pit is to i-th layer
Soil depth in when, first layer soil pressure be Triangle-Profile form, remaining each layer be trapezoidal profile form, at this time position away from
It is with a distance from bottom of foundation ditch：
Step 3, the determination of friction pile standard load-displacement curve
Friction pile elastic-plastic deformation is analyzed and differentiated using software Response-2000.
Step 4, based on the determination for pushing away the friction pile equivalent level displacement for covering analysis
If excavating the horizontal displacement value shift value corresponding with friction pile standard load-displacement curve etc. of stage antiskid stake top
It imitates, and this shift value is defined as to the equivalent level displacement of antiskid stake top, each excavation stage friction pile is calculated according to formula (11)
The equivalent level displacement of stake top,
Step 5, the control of friction pile horizontal displacement and the determination of design optimization parameter
1. the Limiting Level displacement △ of friction pileXDetermination
Foundation《Architecture Foundation Pit Engineering Specifications of Monitoring Technology》(GB50497-2009) and the environmental protection grade of foundation pit construction locality
And the protection requirement of the environment such as neighboring buildings, underground utilities, it may be determined that the Limiting Level displacement △ of foundation pit friction pileX；
2. the critical plasticity horizontal displacement △ of friction pilemaxDetermination
According to friction pile standard load-displacement curve, it may be determined that friction pile faces the corresponding critical plasticity horizontal displacements of modeling point B
△max；
3. friction pile horizontal displacement optimal control parameter △MDetermination
Take the Limiting Level displacement △ of friction pileXWith critical plasticity horizontal displacement △maxSmaller value as friction pile horizontal displacement
Control Optimal Parameters, i.e. △M=min (△max,△X)；
Step 6, based on the determination of friction pile control of horizontal displacement stability coefficient
In order to be conducive to dynamic optimization design and the control of friction pile, the stability system based on friction pile control of horizontal displacement is proposed
Number ξ, and it is friction pile horizontal displacement optimal control parameter △ to define stability coefficient ξMWith antiskid stake top equivalent level position
Move △iRatio：
Step 7：The determination of foundation pit Optimal design of anti-sliding piles step and method
According to the parameters such as deep pit monitor grade and supporting construction form, the comprehensive safety coefficient K for determining foundation pit, then：
1. in the excavation of foundation pit stage, when friction pile horizontal displacement control stability coefficient be less than foundation pit buckling safety factor,
That is when ξ ＜ K, illustrate that the anti-slide pile design cannot meet foundation pit displacement and stability requirement, need to set friction pile again
Meter increases stake diameter or increases the ratio of reinforcement, to increase friction pile rigidity, and returns to (step 3) and recalculate friction pile equivalent bit
Move so that foundation pit can reach design cutting depth, when excavation of foundation pit is completed ξ >=K and its value of delta ＜ 0.02, i.e. δ=|
K- ξ | when ＜ 0.02, stop anti-slide pile design optimization, it is friction pile final design parameter value to take current design parameter value；
2. when excavation of foundation pit to projected depth, the control stability coefficient of friction pile horizontal displacement is more than the stable safety system of foundation pit
Number and its difference is larger, i.e. when ξ ＞ K, illustrate that anti-slide pile design rigidity is excessive, should reduce a diameter at this time or reduce the ratio of reinforcement, with
Reduce friction pile rigidity, and return to (step 3) and recalculate friction pile displacement, to reduce the material cost of friction pile, until ξ
＜ K and its value of delta ＜ 0.02, i.e. δ=| K- ξ | when ＜ 0.02, stop optimization, a design parameter value is taken finally to be set for friction pile
Count parameter value.
2. according to claim 1 a kind of based on the deep basal pit Optimal design of anti-sliding piles method for covering theory is pushed away, feature exists
In：In step 2, when soil mass of foundation pit is cohesive soil, the soil pressure on certain depth is zero, so needing calculating first
Layer soil body critical depth Z1：
3. according to claim 2 a kind of based on the deep basal pit Optimal design of anti-sliding piles method for covering theory is pushed away, feature exists
In：In step 2, the position of soil pressure is then respectively to excavate the position in stage in base at the centre of form of geostatic shield figure
Cheat the distance such as following formula of bottom or more：
1. when cutting depth is in single soil depth, soil pressure is Triangle-Profile form, and position is apart from bottom of foundation ditch
Distance be：
2. when cutting depth is in two soil depths, first layer soil pressure is Triangle-Profile form, second layer soil pressure
For trapezoidal profile form, distance of the position apart from bottom of foundation ditch is：
4. according to claim 1 a kind of based on the deep basal pit Optimal design of anti-sliding piles method for covering theory is pushed away, feature exists
In：In step 3, according to parameters such as the sectional dimensions, the strength of materials, arrangement of reinforcement of friction pile, with friction pile standard load-position
It moves Response-2000 analysis softwares and determines its standard load-displacement (P- Δs) curve, sentence in this, as friction pile elastoplasticity
Other standard.
5. according to claim 1 a kind of based on the deep basal pit Optimal design of anti-sliding piles method for covering theory is pushed away, feature exists
In：In step 4,
1. cross sectional shape is the determination of circular friction pile elastic modulus E：
E=Esρ+E0(1-ρ) (9)
Wherein：EsFor reinforcing bar elasticity modulus, E0For modulus of elasticity of concrete, ρ is the friction pile ratio of reinforcement；
2. circle friction pile cross sectional moment of inertia I is：
Wherein：D is friction pile diameter of section；
3. calculate width take two adjacent friction pile centre-to-centre spacing b, cover analysis theories according to pushing away, using the soil pressure in each excavation stage as
It pushes away and covers load.
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| CN115510623A (en) * | 2022-09-02 | 2022-12-23 | 西南交通大学 | Safety coefficient calculation method, device and equipment for slide-resistant piles and readable storage medium |
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2018
- 2018-02-05 CN CN201810111328.9A patent/CN108446428A/en not_active Withdrawn
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| CN113720382A (en) * | 2021-08-20 | 2021-11-30 | 中铁十四局集团大盾构工程有限公司 | Dynamic inverse analysis calculation and fusion algorithm based intelligent monitoring system |
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| CN114508116A (en) * | 2022-03-14 | 2022-05-17 | 中铁二院工程集团有限责任公司 | Method for designing graded anti-slip pile of mountain ditch ultra-large-capacity slag disposal field |
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Application publication date: 20180824 |