CN107630474B - A kind of power determination method of Anti-sliding Pile antiskid durability - Google Patents
A kind of power determination method of Anti-sliding Pile antiskid durability Download PDFInfo
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Abstract
The invention belongs to preventing land slide technical fields, and in particular to a kind of power determination method of Anti-sliding Pile antiskid durability includes the following steps that S1. determines the physical parameter of side slope to be determined；S2. maximum Thrust curve and anti-slide pile design parameter suffered by friction pile are determined, friction pile is installed；S3. measurement friction pile dynamical possion ratio and Dynamic Elastic Module durable change rule；S4. anti-slide pile structure durability damages variable is determined；S5. anti-slide pile structure durability criterion is determined；S6. the determination Yu Detection of Stability and evaluation of the critical modulus value of moving of friction pile durability.Method introducing of the invention is moved kinetic parameter of the mould parameter as friction pile antiskid durability power determination and estimation of stability, with the parameter can Accurate Determining go out the viability and durability stability of friction pile.
Description
Technical field
The invention belongs to preventing land slide technical fields, and in particular to a kind of power determination of Anti-sliding Pile antiskid durability
Method.
Background technique
In recent years, with the rise of all kinds of engineering constructions, landslide disaster is in hydraulic and hydroelectric engineering, coastal engineering, traffic work
Frequently encountered in journey, railway engineering, often to the safety belt of the development of the national economy, people's lives and Important Project seriously endangering and
Huge property loss.Landslide disaster threatens the life security of the mankind, causes to normal society and production operating serious
Influence and harm, and to instable slope carry out science with effectively preventing be then by harm caused by landslide disaster reduce
To one of the important measures of minimum level.At present the control measure of China's landslide disaster specifically include that anchoring, top drainage,
Lower draining, loss of weight engineering, back-pressure engineering, anti-sliding support engineering and landslide slip improvement etc..Wherein, friction pile antiskid performance it is strong,
To gliding mass disturb small, construction safety, set a position flexibly, investment is less and has a wide range of application, geology item can be effectively adapted to
Part and timely adjusted design scheme, are widely used in slope reinforcement.With the extensive use of this control measures, such as
What, which is realized, is increasingly becoming a technology focus of anti-sliding support engineering field to friction pile antiskid durability evaluation, but also deposits
It cannot still be solved very well in many engineering practice problems, therefore during landslide control, the durability measurement tool of friction pile
There is important engineering application value.
Friction pile belongs to underground structure, and working environment is more moist, and in the operating condition, the effect by stress.Its
Structure is mainly concrete structure, about the research for the durability stability prediction that concrete structure changes over time, both at home and abroad
Scholar has carried out a large amount of work, and main method includes three categories at present: 1) removing blunt of reinforcing steel bar life prediction is theoretical, is situated between with corroding
Matter invades the limiting condition that rebar surface causes removing blunt of reinforcing steel bar to fail as concrete structure durability, carrys out pre- geodesic structure with this
The durability stability of component；2) concrete cracking life prediction is theoretical, causes rebar surface concrete to occur with steel bar corrosion
The durability stability of structural elements is predicted with this as failure criteria in crack；3) drag life prediction is theoretical, using drag as
Load is considered as stochastic variable or random process, analyzes the structural reliability of degradation resistance, pass through reliability by time-varying stochastic variable
Index changes function to predict the durability stability of structural elements.These durability stability prediction methods stop substantially at present
The assessment of concrete component and durability stability prediction, can not really realize concrete structure under the effect of single environmental factor
The Performance Evaluation and durability stability prediction of durability stability overall process.And the friction pile in use, not only weathering property
Environment influences, also by load action, it is clear that and the corrosion of friction pile is different from the corrosion of simple corrosive medium under load action, on
It states prediction technique and is all unable to viability and durability stability that Accurate Determining goes out friction pile.
For the deficiency and limitation of current friction pile antiskid durability stability prediction method, this patent proposes one kind
With kinetic parameter of the mould parameter as friction pile antiskid durability power determination and estimation of stability of moving, with the parameter
Can dynamic stability to friction pile under exogenetic process and durability etc. evaluated and predicted.
Summary of the invention
The purpose of the present invention is to provide a kind of power determination method of Anti-sliding Pile antiskid durability, this method is introduced
It moves kinetic parameter of the mould parameter as friction pile antiskid durability power determination and estimation of stability, it can be quasi- with the parameter
Really determine the viability and durability stability of friction pile.
To achieve the goals above, the present invention adopts the following technical scheme: a kind of Anti-sliding Pile antiskid durability moves
Power measuring method, includes the following steps,
S1. the physical parameter of side slope to be determined is determined；
S2. maximum Thrust curve and anti-slide pile design parameter suffered by friction pile are determined, friction pile is installed；
S3. measurement friction pile dynamical possion ratio and Dynamic Elastic Module durable change rule；
S4. anti-slide pile structure durability damages variable is determined；
S5. anti-slide pile structure durability criterion is determined；
S6. the determination Yu Detection of Stability and evaluation of the critical modulus value of moving of friction pile durability.
Further, the specific determination process of the step S1 are as follows: according to " slope project geotechnical investigation code " YS5230-
Side slope 1996 and 1999 couples of " earthwork test rule " SL237-to be determined carries out prospecting, test and the survey and drawing of investigation of system, surveys
The situation of change for measuring side slope subterrane integral slipping face inclination angle theta, it is comprehensive with ground in-situ test or laboratory soil test
Measure the physical and mechanical parameter of side slope slopes soil layer, including cohesive strength c, internal friction angleThe severe γ of slopes soil.
Further, the specific determination process of the step S1 are as follows:
S21. it chooses the location that side slope surface to be determined rises and falls little and lays survey line, arrange that water-level gauge determines side on survey line
The phreatic line on slope；
S22. it using the main skating area rear point of side slope as starting point, using side slope slope foot as terminal, is integrally slided along side slope subterrane
The part slope surface that shifting face inclination angle theta varies widely does vertical line, and slopes are divided into n vertical sticks, take the i-th block analysis to calculate anti-
Maximum Thrust curve suffered by sliding pile；
S23. the following force curve that pushes to slide is according to according to " anti-slide pile design specification " DZ/T 0219-2006 design friction pile
Design parameter, be arranged friction pile.
Further, it in the step S21, selects after rainy season heavy rainfall, rises and falls in side slope surface to be determined little
Location lay survey line.
Further, in the step S22, it is assumed that the sliding surface that each of landslide calculates stick is plane, then again
Maximum Thrust curve suffered by analytical calculation friction pile.
Further, the specific determination process of the step S3 are as follows:
S31. according to " Technique Code for Building Slope Engineering requirement " GB50330-2013, friction pile to be detected is chosen；
S32. the pile crown for clearing up friction pile to be detected makes its surfacing, and will test the wave detector in device and be fixed on stake
On top surface；
S33. all friction piles to be detected are detected, pile crown is tapped with hand hammer or repeatedly tap the same point of pile crown,
The longitudinal wave velocity V propagated along pile body surface is measured by detection devicePWith transverse wave speed VS, and then determine dynamical possion ratio v and move
Mould Ed；
S34. within anti-slide pile design service life, Dynamic Elastic Module detection is carried out to friction pile to be detected at certain intervals, really
Determine the changing rule that friction pile dynamical possion ratio and Dynamic Elastic Module change over time.
Further, the detection device in the step S32 includes wave detector, foundation pile movable measurement instrument, computer and printer,
Wave detector and foundation pile movable measurement instrument electrical connection, foundation pile movable measurement instrument and calculating mechatronics, computer and printing mechatronics.
Further, the specific determination process of the step S5 are as follows:
S51. friction pile antiskid durability safety coefficient is determined；
S52. the friction pile coefficient of stability is determined；
S53. anti-slide pile structure durability criterion is determined.
Further, the value of the friction pile antiskid durability safety coefficient K in the step S51 is according to side slope safety
Grade is according to " Technique Code for Building Slope Engineering " GB50330-2013, " water power hydraulic engineering Slope Design specification " DL/
What the specification comprehensive analysis in T5353-2006 determined.
Further, anti-slide pile structure durability criterion is determined in the step S53 are as follows: in service life, if anti-
The coefficient of stability F of sliding pile structureiWhen < K, illustrate that anti-slide pile structure intensity is not sufficient to ensure that the stability on landslide, anti-slide pile structure
Durability is unsatisfactory for requiring；If the coefficient of stability F of anti-slide pile structureiWhen >=K, illustrate that anti-slide pile structure intensity can guarantee to come down
Stability, anti-slide pile structure durability meets the requirements.
The power determination method of Anti-sliding Pile antiskid durability of the invention, the mould parameter that selects to move is as dynamics side
The evaluation parameter of method, i.e., with the initial Dynamic Elastic Module E of hammering method test friction piled0And its Dynamic Elastic Module E changed over timedi, will
It moves evaluation parameter of the mould parameter as the degree of injury changed over time in landslide anti-slide pile material, is established with this based on antiskid
The Stability Criteria of stake damage variable, and with the Stability Criteria to the antiskid durability of friction pile and intensity into
Row detection and evaluation.This method can overcome the shortcomings of measuring method in the prior art and limitation to a certain extent, compare
Comprehensive and Accurate Determining goes out the viability and durability stability of friction pile.
Detailed description of the invention
Fig. 1 is the flow chart of method of the invention；
Fig. 2 is side slope component；
Fig. 3 is the i-th stick force analysis figure for considering groundwater effect；
Fig. 4 is friction pile Dynamic Elastic Module detection scheme schematic diagram；
Fig. 5 is Thrust of Landslide change curve.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, right below in conjunction with drawings and examples
The present invention is further elaborated.It should be appreciated that described herein, specific examples are only used to explain the present invention, not
For limiting the present invention.
It is related to following three basic principles in the method for the invention, here, basic principle is illustrated first, with
Convenient for the understanding to method of the invention.
Principle 1:
The presence of underground water and seepage flow directly affect the stable state of slip mass, therefore, in landslide stability analysis, just
Really, the influence of reasonable contemplation underground water is most important.
Mechanical function of the underground water in side slope mainly includes hydrostatic pressure and flowing pressure, and wherein hydrostatic pressure is divided into again
The hydrostatic pressure of buoyancy, the uplift pressure of bottom surface and side.
It is, in general, that the water active force of permeable side slope is physical strength, it is considered as buoyancy and flowing pressure.
Taking the i-th block is research object, and phreatic line is shown in Fig. 3, and the buoyancy of the i-th block gliding mass is physical strength, and direction is vertical
Upwards, value is
Wherein, γwFor the severe of water, hi-1For the (i-1)-th stick and the i-th stick contact surface ground water elevation, hiFor the i-th stick
With i+1 stick contact surface ground water elevation, LiFor the contact length of i-th native item and bedrock surface, θiThe i-th native bedrock surface
Inclination angle.
Flowing pressure is primarily present in water penetration Rock And Soil, is to cause water in rock since there are head differences in slip mass
Seepage flow in the soil body and the physical strength generated.Level of ground water, since flowing pressure is the vector of a variation in landslide, is referring to Fig. 3
It calculates easy, it is assumed that every block flowing pressure is constant, is oriented parallel to sliding surface.The then flowing pressure of the i-th block are as follows:
Wherein I is hydraulic gradient.
And then the normal component on the i-th stick and sliding component can be determined respectively:
Ni=(Qi-Qwi)cosθi (3)
Ti=(Qi-Qwi)sinθi+Twi (4)
Wherein, QiFor the self weight of i-th of native item；
According to coefficient transfer method basic principle: stability factor of slope is determined according to formula (5):
Wherein:
Skid resistance:
Imbalance thrust force coefficient:
According to formula (6) determine the i-th stick of side slope suffered by Thrust of Landslide:
Pi=Pi-1ψi-1+FsTi-Ri (6)
In formula:
FsThe stability coefficient of-side slope slopes；
θi- i-th native bedrock surface inclination angle；
The internal friction angle of-i-th native item；
ciThe cohesive strength of-i-th native item；
QiThe self weight of-i-th native item；
NiThe normal force of-i-th native item acted on sliding surface；
liThe contact length of-i-th native item and bedrock surface.
Principle 2:
For rigid friable structure or rock mass, i.e. all rigidity or the structures such as the biggish rock mass of modulus or concrete.Due to it
The rigidity of material is big, so this type objects is extremely faint to the dynamic respond of power, shift value very little when material destroys,
So dynamic respond parameter is difficult monitoring and measurement, therefore the Dynamic displacement response method of rigid material is difficult to apply, greatly
The application of the displacement power coupling method of rigid material is limited, in the case, by thinking deeply for a long time, selects mould parameter of moving
As the response parameter of dynamic method, i.e., with the Dynamic Elastic Module E of hammering method test rigid materiald0And its variation EdiAs this
Power acts on the structural damage evaluation parameter of lower material, and then dynamic stability to the rigid material and intensity etc. are evaluated
With prediction.Based on above-mentioned basic principle, the present invention proposes the antiskid durability with above-mentioned basic Dynamic Elastic Module to anti-slide pile structure
Carry out dynamic monitoring and evaluation.Detailed measuring method is as follows:
Dynamic Elastic Module non-destructive testing is carried out to pile concrete using hammering method, it is first that tested pile crown removing surface is clean, make
Stake surfacing；Secondly wave detector is fixed on stake top face with gypsum to receive signal.When reception, pile crown is tapped with hand hammer
Or the same point of pile crown is repeatedly tapped, to carry out vertical superposition, eliminate random disturbances.It is measured by foundation pile movable measurement instrument along pile body
The longitudinal wave velocity V that surface is propagatedPWith transverse wave speed VS, then its dynamical possion ratio v and Dynamic Elastic Module are calculated separately according to formula (7), (8)
Ed。
In formula: ρ is pile body density.
Principle 3:
In preventing land slide and Practical Project prospective design, in order to consider the importance of engineering, the uncertainty of parameter, lead to
It is whether steady using Side Slope Safety Coefficient K as side slope often to stability factor of slope one safety coefficient K of setting as safety stock
Fixed criterion.Supporting construction of the friction pile as side slope, structural strength directly determine Side Slope Safety Coefficient size.Therefore this hair
Bright to set an antiskid durability safety coefficient to anti-slide pile structure, value takes Side Slope Safety Coefficient K, according to " building slope work
Journey technical specification " specifications such as GB50330-2013, " water power hydraulic engineering Slope Design specification " DL/T5353-2006 are comprehensive
Analysis determines.
In slope project, safety coefficient may be defined as limit damage variable ξ1im(ξlimIt takes and 1) becomes with maximum damage is allowed
Measure ξcrThe ratio between.For this purpose, anti-slide pile structure antiskid durability safety coefficient K is defined as friction pile limit damage variable by this patent
ξlim(ξlimIt takes 1) and allows maximum damage variable ξcrThe ratio between:
According to formula (9), this patent is by anti-slide pile structure stability coefficient FiIt is defined as friction pile limit damage variable ξlimWith
Anti-slide pile structure any time damage variable ξirThe ratio between, it may be assumed that
In order to preferably illustrate method of the invention, anti-slide pile structure stability is carried out by taking the side slope of Three Gorges as an example below
Power determination, to prove the practical significance and value of method of the invention.
S1. the physical parameter of side slope to be determined is determined；
It is to be determined according to 1999 couples of " slope project geotechnical investigation code " YS5230-1996 and " earthwork test rule " SL237-
Side slope carries out prospecting, test and the survey and drawing of investigation of system, measures the variation feelings of side slope subterrane integral slipping face inclination angle theta
Condition, with ground in-situ test or the physical and mechanical parameter of laboratory soil test synthesis measuring side slope slopes soil layer, cohesive strength c,
Internal friction angleThe severe γ of slopes soil.
S2. it determines maximum pushing force curve suffered by Anti-sliding Pile to be determined, designs and friction pile is set；
S21. it chooses the location that side slope surface to be determined rises and falls little and lays survey line, arrange that water-level gauge determines side on survey line
The phreatic line on slope.
After rainy season heavy rainfall, underground water lifting makes acting by external hydrostatic pressure to the intracorporal waterproof soft layer in slope, makes soft
The normal force that the self weight of suffered gliding mass generates on plane of weakness reduces, and skid resistance is caused to reduce, and the Thrust that friction pile is subject to increases
Greatly.Therefore present invention selection chooses side slope surface to be determined and rises and falls less after rainy season heavy rainfall, more gentle location cloth
If survey line, the general location chosen relief and be no more than 5% arranges that water-level gauge determines the level of ground water of side slope on survey line
Line.
S22. it using the main skating area rear point of side slope as starting point, using side slope slope foot as terminal, is integrally slided along side slope subterrane
The part slope surface that shifting face inclination angle theta varies widely does vertical line, and slopes are divided into n vertical sticks, take the i-th block analysis to calculate anti-
Maximum Thrust curve suffered by sliding pile, the part that wherein side slope subterrane integral slipping face inclination angle theta varies widely is i.e.
The position obviously transferred occurs for bedrock surface.
According to the side slope soil layer physical and mechanical parameter that step S1 is measured, using the main skating area rear point of side slope as starting point, with side
Slope slope foot is terminal, according to the situation of change of side slope subterrane integral slipping face inclination angle theta, in subterrane slide surface inclination angle theta
Large change position occurs and does vertical line, slopes progress item is divided into n vertical sticks；Due in each stick own range
Slide surface inclination angle theta has no significant change, so each sliding surface for calculating stick that can be assumed that landslide is plane, i.e., it is entire sliding
Dynamic face is broken line on section.Downslide where calculating designed friction pile with coefficient transfer method according to principle 1 at slopes
Thrust considers that the hydrostatic pressure of underground water and flowing pressure act in calculating process, and taking the i-th stick is research object, then the block
Hydrostatic pressure Q in sectionwiIt is determined according to formula (1)
The flowing pressure T of its i-th blockwiFor
And then determine normal component and sliding component on the i-th stick respectively according to formula (3), (4):
Ni=(Qi-Qwi)cosθi
Ti=(Qi-Qwi)sinθi+Twi
Calculated result is shown in Table 1.
Table 1
According to coefficient transfer method basic principle: stability factor of slope is determined according to formula (5):
Calculated result is shown in Table 2.
Table 2
S23. the following force curve that pushes to slide is foundation, designs antiskid according to " anti-slide pile design specification " DZ/T 0219-2006
Friction pile is arranged in the design parameter of stake.
Thus the Thrust curve of the side slope is made, as shown in figure 5, simultaneously according to " anti-slide pile design specification " DZ/T
0219-2006 Preliminary design friction pile stake positions, i.e., below stick 4, stake diameter 1.6m, stake long 18.0m, buried depth 9.0m, between pile
Away from 6.0m.
Step 3: measurement friction pile dynamical possion ratio and Dynamic Elastic Module durable change rule
S31. according to " Technique Code for Building Slope Engineering requirement " GB50330-2013, friction pile to be detected is chosen.
The friction pile slope supported that detection design has been constructed is treated, carries out the inspection of friction pile scene Dynamic Elastic Module with hammering method
It surveys, according to " Technique Code for Building Slope Engineering requirement " GB50330-2013, in the main skating area in landslide and cuts the key positions such as mouth
3 are chosen, number 1,2,3.
S32. the pile crown for clearing up friction pile to be detected makes its surfacing, and will test the wave detector in device and be fixed on stake
On top surface.
Hammering method detects Dynamic Elastic Module scheme: Dynamic Elastic Module non-destructive testing is carried out to pile concrete using hammering method, such as Fig. 4 institute
Show, it is first that tested pile crown removing surface is clean, make a surfacing；Secondly by wave detector with gypsum be fixed on stake top face so as to
Receive signal.
Wherein, detection device includes wave detector, foundation pile movable measurement instrument, computer and printer, wave detector and foundation pile movable measurement instrument
Electrical connection, foundation pile movable measurement instrument and calculating mechatronics, computer and printing mechatronics.
S33. all friction piles to be detected are detected, pile crown is tapped with hand hammer or repeatedly tap the same point of pile crown,
The longitudinal wave velocity V propagated along pile body surface is measured by detection devicePWith transverse wave speed VS, and then determine dynamical possion ratio v and move
Mould Ed。
When reception, pile crown is tapped with hand hammer or repeatedly taps the same point of pile crown, to carry out vertical superposition, is eliminated random
Interference.The longitudinal wave velocity V propagated along pile body surface is measured by foundation pile movable measurement instrumentPWith transverse wave speed VS, then according to formula (7),
(8) its dynamical possion ratio v and Dynamic Elastic Module E are calculated separatelyd(see principle 2), wherein taking ρ=2.3 × 103kg/m3。
S34. within anti-slide pile design service life, Dynamic Elastic Module detection is carried out to slide resistant pile to be detected at certain intervals, really
Determine the changing rule that friction pile dynamical possion ratio and Dynamic Elastic Module change over time.
Hereafter within anti-slide pile design service life, as unit of interval 1 year, friction pile to be detected is successively measured 1 year
Antiskid stake body surface propagate longitudinal wave velocity VPWith transverse wave speed VS, and then determine friction pile dynamical possion ratio viWith Dynamic Elastic Module
EdiThe changing rule changed over time.It answers encryption times to monitor the friction pile that Dynamic Elastic Module changes greatly in monitoring process, counts
Calculation the results are shown in Table 3:
Table 3
Step 4: the determination of anti-slide pile structure durability damages variable
By the Dynamic Elastic Module E of the variable quantity of the friction pile Dynamic Elastic Module of the i-th time and initial friction piled0Ratio be defined as antiskid
The durability damages variable of pilework, value determine according to the following formula
In formula: Ed0For the initial Dynamic Elastic Module of friction pile；EdiFor any i moment Dynamic Elastic Module of friction pile.It is durable when friction pile
Property damage variable EdiWhen=0, Edi=Ed0；Show that antiskid pile material is in complete stability state；When the durability damages of friction pile
When variable ξ=1, Edi=0, show that antiskid pile material is in complete faulted condition.
Calculated result is shown in Table 4
Table 4
Step 5: anti-slide pile structure durability criterion is determined
S51. friction pile antiskid durability safety coefficient is determined；
The present invention sets an antiskid durability safety coefficient K to anti-slide pile structure, and value takes Side Slope Safety Coefficient, value
According to " Technique Code for Building Slope Engineering " GB50330-2013, " water power hydraulic engineering Slope Design specification " DL/T5353-
2006 equal specifications comprehensive analysis determine K=1.25.
S52. the friction pile coefficient of stability is determined；
According to formula (9), anti-slide pile structure antiskid durability safety coefficient K is defined as the damage of the friction pile limit and become by this patent
Measure ξlim(ξlimIt takes 1) and allows maximum damage variable ξcrThe ratio between:
According to above formula, the present invention is by anti-slide pile structure stability coefficient FiIt is defined as friction pile limit damage variable ξlimWith
Anti-slide pile structure any time damage variable ξiThe ratio between, it may be assumed that
S53. anti-slide pile structure durability criterion is determined；
In service life, if the coefficient of stability F of anti-slide pile structureiWhen < K, illustrate that anti-slide pile structure intensity is not sufficient to ensure that
The stability on landslide, anti-slide pile structure durability are unsatisfactory for requiring；If the coefficient of stability F of anti-slide pile structureiWhen >=K, illustrate anti-
Sliding pile structural strength can guarantee the stability on landslide, and anti-slide pile structure durability is met the requirements.
Table 5
Step 6: the determination and Detection of Stability and evaluation of the critical modulus value of moving of friction pile durability
According to the relationship between formula (9) and formula (10) friction pile Dynamic Elastic Module and antiskid durability safety coefficient, it may be determined that anti-
The critical modulus value E that moves of the durable stability of sliding piledcr:
Stake 2:
By carrying out Dynamic Elastic Module detection to selected friction pile, in design life all friction pile stakes 1 detected with
2 Dynamic Elastic Modules of stake are Edi≥Edcr, the Dynamic Elastic Module E at the 10th year of stake 3di<Edcr, therefore, it is determined that stake 1 and 2 antiskid durability of stake close
Lattice, 3 antiskid durability of stake is unqualified, should reinforce in time to its supporting slopes position.
It should be understood that for those of ordinary skills, it can be modified or changed according to the above description,
And all these modifications and variations should all belong to the protection domain of appended claims of the present invention.
Claims (7)
1. a kind of power determination method of Anti-sliding Pile antiskid durability, which is characterized in that include the following steps,
S1. the physical parameter of side slope to be determined is determined；
S2. Thrust curve suffered by friction pile is determined according to the physical parameter of side slope, pushing to slide force curve below is foundation, according to
" anti-slide pile design specification " DZ/T 0219-2006 designs the anti-slide pile design parameter of friction pile, in maximum Thrust curve
Place's installation friction pile；
S3. measurement friction pile dynamical possion ratio and Dynamic Elastic Module durable change rule；
S4. anti-slide pile structure durability damages variable is determined；
By the Dynamic Elastic Module E of the variable quantity of the friction pile Dynamic Elastic Module of the i-th time and initial friction piled0Ratio be defined as friction pile knot
The durability damages variable of structure, value determine according to the following formula
In formula: Ed0For the initial Dynamic Elastic Module of friction pile；EdiFor any i moment Dynamic Elastic Module of friction pile；
S5. anti-slide pile structure durability criterion is determined；
S51. friction pile antiskid durability safety coefficient K is determined；The value of the friction pile antiskid durability safety coefficient K is root
According to side slope safety grade according to " Technique Code for Building Slope Engineering " GB50330-2013, " water power hydraulic engineering Slope Design rule
Model " DL/T5353-2006 specification determine；
S52. friction pile coefficient of stability Fi is determined；By anti-slide pile structure stability coefficient FiIt is defined as friction pile limit damage variable
ζlimWith anti-slide pile structure any time damage variable ζiThe ratio between, it may be assumed that
In formula: ξlimFor friction pile limit damage variable, ξlimTake 1；
S53. anti-slide pile structure durability criterion is determined；The anti-slide pile structure durability criterion are as follows: service life
It is interior, if the coefficient of stability F of anti-slide pile structureiWhen < K, illustrate that anti-slide pile structure intensity is not sufficient to ensure that the stability on landslide, antiskid
Pilework durability is unsatisfactory for requiring；If the coefficient of stability F of anti-slide pile structureiWhen >=K, illustrate that anti-slide pile structure intensity can protect
The stability on landslide is demonstrate,proved, anti-slide pile structure durability is met the requirements；
S6. the determination Yu Detection of Stability and evaluation of the critical modulus value of moving of friction pile durability；
According to friction pile Dynamic Elastic Module E0Relationship between antiskid durability safety coefficient K, determines facing for the durable stability of friction pile
Move modulus value E on boundarydcr:
According to critical modulus value carry out Detection of Stability compared with design life of moving of friction pile；
Analyze the size relation of the critical modulus value of moving of each friction pile.
2. the power determination method of Anti-sliding Pile antiskid durability according to claim 1, it is characterised in that: the step
The specific determination process of rapid S1 are as follows: according to " slope project geotechnical investigation code " YS5230-1996 and " earthwork test rule "
1999 pairs of SL237-side slopes to be determined carry out prospecting, test and the survey and drawing of investigation of system, and it is whole to measure side slope subterrane
The situation of change of slide surface inclination angle theta, with ground in-situ test or the object of laboratory soil test synthesis measuring side slope slopes soil layer
Manage mechanics parameter, including cohesive strength c, internal friction angleThe severe γ of slopes soil.
3. the power determination method of Anti-sliding Pile antiskid durability according to claim 2, it is characterised in that: the step
The specific determination process of rapid S1 are as follows:
S21. it chooses the location that side slope surface to be determined rises and falls little and lays survey line, arrange that water-level gauge determines side slope on survey line
Phreatic line；
S22. using the main skating area rear point of side slope as starting point, using side slope slope foot as terminal, along side slope subterrane integral slipping face
The part slope surface that inclination angle theta varies widely does vertical line, and slopes are divided into n vertical sticks, the i-th block analysis is taken to calculate friction pile
Suffered maximum Thrust curve；
S23. the following force curve that pushes to slide is foundation, designs friction pile according to " anti-slide pile design specification " DZ/T 0219-2006
Friction pile is arranged in design parameter.
4. the power determination method of Anti-sliding Pile antiskid durability according to claim 3, it is characterised in that: the step
It in rapid S21, selects after rainy season heavy rainfall, lays survey line in the location that side slope surface to be determined rises and falls little.
5. the power determination method of Anti-sliding Pile antiskid durability according to claim 3, it is characterised in that: the step
In rapid S22, it is assumed that the sliding surface that each of landslide calculates stick is plane, then again under maximum suffered by analytical calculation friction pile
Push to slide force curve.
6. the power determination method of Anti-sliding Pile antiskid durability according to claim 1, it is characterised in that: the step
The specific determination process of rapid S3 are as follows:
S31. according to " Technique Code for Building Slope Engineering requirement " GB50330-2013, friction pile to be detected is chosen；
S32. the pile crown for clearing up friction pile to be detected makes its surfacing, and will test the wave detector in device and be fixed on stake top face
On；
S33. all friction piles to be detected are detected, pile crown is tapped with hand hammer or repeatedly taps the same point of pile crown, passed through
Detection device measures the longitudinal wave velocity V propagated along pile body surfacePWith transverse wave speed VS, and then determine dynamical possion ratio v and Dynamic Elastic Module
Ed；
S34. within anti-slide pile design service life, Dynamic Elastic Module detection is carried out to friction pile to be detected at certain intervals, is determined anti-
The changing rule that sliding pile dynamical possion ratio and Dynamic Elastic Module change over time.
7. the power determination method of Anti-sliding Pile antiskid durability according to claim 1, which is characterized in that the step
Detection device in rapid S32 includes wave detector, foundation pile movable measurement instrument, computer and printer, and wave detector and foundation pile movable measurement instrument are electrically connected
It connects, foundation pile movable measurement instrument and calculating mechatronics, computer and printing mechatronics.
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| CN108560619B (en) * | 2018-06-12 | 2019-03-19 | 佛山市禅城区建设工程质量安全检测站 | The analysis method and system of dynamic test for pile foundation bearing capacity |
| CN110185072A (en) * | 2019-05-20 | 2019-08-30 | 北京市建设工程质量第二检测所有限公司 | A kind of foundation is anti-to dial load-carrying properties detection method |
| CN110263424A (en) * | 2019-06-18 | 2019-09-20 | 贵州正业工程技术投资有限公司 | Group's pulling force effect ball crown type Slope Stability Evaluation method based on simple flat surface sliding scale |
| CN110593327B (en) * | 2019-09-19 | 2021-05-14 | 湖北文理学院 | Foundation pile detection method |
| CN111368458B (en) * | 2020-03-23 | 2021-04-02 | 青岛理工大学 | Method for calculating foundation pit excavation slope safety coefficient |
| CN111651901B (en) * | 2020-06-29 | 2023-03-07 | 中国有色金属工业昆明勘察设计研究院有限公司 | Time course analysis method for Xigeda stratum rock slope dynamic stability |
| CN112133062B (en) * | 2020-09-25 | 2022-05-27 | 重庆地质矿产研究院 | Landslide overall stability early warning method based on multi-monitoring-point synergistic effect |
| CN112504344B (en) * | 2020-12-09 | 2022-03-08 | 青岛理工大学 | Method for measuring critical slip surface of heterogeneous soil layer slope |
| CN114508116B (en) * | 2022-03-14 | 2023-06-09 | 中铁二院工程集团有限责任公司 | Design method of grading slide-resistant pile for ultra-large capacity waste slag field of mountain ditch |
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