CN106096169A - Method for measuring ultimate stacking capacity of construction waste stacking slope - Google Patents

Abstract

The invention relates to a method for measuring the ultimate stacking capacity of a construction waste stacking slope, which comprises the following steps: the first step is as follows: the grading loading intensity of the loading type slope anddetermining related slope body parameters; the second step is that: determining a grading load-increasing pressure distribution area and a load-increasing pressure value of the dump load slope; the third step: arranging monitoring points of the slope stacking load displacement and determining a change value of the layered stacking load displacement; the fourth step: determining a slope body loading displacement modulus ratio parameter and a stability criterion; the fifth step: side slope body limit rock-soil loading amount m_crDetermination of (1); and a sixth step: safe loading amount m of slope body_kAnd (4) determining. The method not only provides a set of effective method for evaluating the slope stability and accurately calculating the limited stacking capacity of the slope slip, but also supplements the existing theoretical calculation system method of the landslide. The method has the advantages of reliable design principle, high calculation result precision, easy implementation, cost saving, strong engineering applicability and wide application range.

Description

A kind of assay method of building waste preloading slope limit heap carrying capacity

Technical field

Present document relates to estimation of stability and the preventing land slide field of culture's rubbish preloading type side slope, be specifically related to one The assay method of building waste preloading slope limit heap carrying capacity.

Background technology

In recent years, along with a large amount of Urban Areas of China in traffic, water conservancy, the energy, urban infrastructure construction scale not Disconnected expansion, creates substantial amounts of architectural engineering rubbish thereupon, and wherein the periphery vacancy area in a large amount of cities and towns is as building Build engineering rubbish preloading disposal field, thus form the artificial building waste preloading type limit such as different types of roach, barren rock slag Slope, and its preloading type side slope scale is gradually increased, and usually brings culture's engineering rubbish preloading slope deforming sliding rupture Deng geological disaster, thus bring huge lives and properties economic loss and engineering safety hidden danger to urbanite, and become China's cities and towns engineering construction processes problem demanding prompt solution in engineering with architectural engineering rubbish preloading.

Method for estimating stability to artificial preloading type side slope is mainly analysis of engineering geology the most both at home and abroad, the limit is put down Weighing apparatus method and displacement monitoring method.Analysis of engineering geology is mainly by engineering geological investigation means, and on affecting, preloading type landslide is steady The mechanical mechanism etc. of principal element, possible deformation failure mode and unstability is analyzed qualitatively, to shifting ground plastid The origin cause of formation and Evolutionary History are analyzed, thus are given and are evaluated preloading type Landslide Stability situation and the qualitative solution of possible development trend Releasing, its advantage is the many factors that can consider and affect Landslide Stability, quickly does landslide form mechanism situation and development trend Go out qualitative evaluation, however engineering geological investigation exist investment greatly, the longest and inevitable to slip mass itself during prospecting Generation disturbance destroys, and is therefore difficult to accurate Upon Slope Stability and is evaluated；Limiting equilibrium method is the biography of slope stability analysis System method, the method first assumes a most dangerous sliding surface, by gliding mass is considered as rigid body, analyzes it flat along the mechanics of sliding surface Weighing apparatus state, predicts the stability on landslide according to the coefficient of stability Fs of sliding force, skid resistance calculating slip mass.Due to stability The intuitive of coefficient, is extensively applied by engineering.But boundary of landslide condition and slope body physical and mechanical parameter are wanted by such method Ask extremely harsh, and to set up mechanics evaluation model be the static evaluation model without time factor, do not evaluate slope stability Rule over time, particularly with the preloading type side slope based on building waste, its material composition, granule size and structure Complexity, causes being difficult to determine its mechanic boundary condition, again because of preloading perturbation action to slope body each during its preloading soil body, Cause the acquisition difficulty of mechanics evaluation parameter and dangerous sliding surface often changes and causes preloading effective soil body region to be difficult to The problem such as determining, these factors make the method have significant limitation in such Slope Stability Evaluation；Displacement monitoring Method is empirical statistics Forecasting Methodology based on displacement observation curve and creep theory, is that the change directly using displacement parameter is to cunning The stability on slope is evaluated and prediction.Although this Prediction Or Forecast of Landslides is simple to operation, but all displacements The parameter that monitoring method is monitored and evaluated is only displacement or rate of displacement and Changing Pattern thereof, but for preloading type stability of slope Property evaluation, owing to side slope every layer stack carrying capacity is different, side slope also will change at the deflection of each heap load period, especially its Slope displacement amount will also result in sharply increasing of slope displacement amount by sharply increasing with its heap carrying capacity, but this displacement is drastically Increase be not meant to side slope will unstability, so only the variable quantity using displacement or rate of displacement is often made as early warning criterion Becoming prediction erroneous judgement, therefore displacement monitoring method is difficult to make such preloading type Landslide Stability and accurately differentiates and prediction.

To this end, in view of above-mentioned tradition evaluates limitation and the deficiency of method for designing, break through existing it is contemplated that seek one The new method of traditional theory, its method mainly according to elastic plastic theory and rock-soil mechanics ultimate principle, is not considering slope body physics Under conditions of mechanics parameter and concrete dangerous sliding surface position, use displacement dynamic theoretical and according to side slope dynamic load with Slope-mass slide displacement Changing Pattern, sets up such slope stability displacement power evaluating and corresponding evaluation criteria criterion with this, with Reach such preloading type slope stability of significantly more efficient evaluation and accurately determine the purpose of its limit heap carrying capacity.

Summary of the invention

The limitation of method for designing is evaluated with not enough, present invention research and determine one building waste heap for above-mentioned tradition Carry the assay method of slope limit heap carrying capacity.Main according to elastic plastic theory and rock-soil mechanics ultimate principle, it is first determined layering Preloading side slope slope angle and layering preloading height and preloading pressure distribution region, set up system for monitoring displacement, by monitoring preloading limit The data such as slope shift value and preloading force value, determine side slope preloading displacement modular ratio ζ, using this parameter as preloading type stability of slope Property evaluating, and use mathematical statistics and method, set up side slope preloading displacement modular ratio based on meansquaredeviationσ Stability Anomaly criterion, thereby determines that the limit heap carrying capacity of artificial preloading Slope body, and according to Side Slope Safety Coefficient grade, really Determine the safe heap carrying capacity of Slope Sliding slope body, to reach artificial preloading type slope stability is carried out scientific and effective monitoring and commented Valency and side slope preloading amount is carried out the design of science control with effective, it is ensured that the safety of such artificial preloading side slope is with steady Fixed.

The step of the present invention is as follows:

The first step: preloading type side slope classification increment of load intensity and the determination of relevant slope body parameter；

Second step: preloading side slope classification increment of load pressure distribution region and the determination of increment of load force value；

3rd step: side slope preloading monitoring point for displacement is arranged and the determination of layering preloading change in displacement value；

4th step: Slope body preloading displacement modular ratio parameter and the determination of stability criteria criterion；

5th step: Slope body limit ground heap carrying capacity m_crDetermination；

6th step: Slope body safe heap carrying capacity m_kDetermination.

Further, the concrete operations of each step are:

The first step: preloading type side slope classification increment of load intensity and the determination of relevant slope body parameter

Being layered preloading condition according to building waste preloading Slope body, heap carrying capacity side slope every layer increased is as preloading limit The layering increment of load foundation on slope, carries out hierarchical loading, and uses the measuring instruments such as total powerstation, level gauge, theodolite preloading side slope Determine that when every layer stack carries process, side slope slope angle highly and then determines grade of side slope with preloading, side slope is layered preloading height h_iIt is multiplied by Soil body severe γ of every layer of slope body_iAs side slope hierarchical loading intensive parameter.

Second step: preloading side slope classification increment of load pressure distribution region and the determination of increment of load force value

1) determination in side slope dangerous sliding surface region

Use Fellenius method determine every layer of mound carry after the dangerous sliding surface region of side slope, i.e. according in step one really The fixed center of circle, Slope Sliding face relevant parameter (preloading height, slope angle, grade of side slope 1:m), according to table 1 data in principle 1, can Determine the center of circle, Slope Sliding face related angle β₁、β₂, and then determine the approximate location in the slide surface center of circle, with center of circle O to toe away from From OB as the radius of slide surface, determine slide surface region, see Fig. 2.

2) side slope preloading pressure distribution region and the determination of increment of load force value

According to mechanical analysis and landslide formation feature, landslide can be divided into slip region and relative stable region, and side slope top heap It is slip region that loading produces direct acting preloading scope to slope body sliding, i.e. should be top, body slope, n-1 layer slope plane and the n-layer soil body Region more than the slide surface intersecting lens L formed after preloading extremely domatic position, is the pressure distribution district of n-th layer soil body preloading Territory.In this region, effective increment of load force value of the preloading soil body is Δ W_i(see Fig. 3), i.e. side slope every layer effective increment of load force value Δ W_i Can be calculated by formula (1) and obtain.

ΔW_i=γ_di·ΔV_i (1)

In formula:

ΔW_i-the i-th layer of side slope top effective increment of load force value；

ΔV_iThe effective volume of the-the i-th layer stack loading；

γ_diThe effective unit weight of the-the i-th layer stack loading；

Volume delta V of every layer of effective preloading soil body_iCalculating, the friendship of soil body face layer and slide surface can be carried by the i-th layer stack Point makees downwards the parallel lines that this layer soil body is domatic, and parallel lines domatic, domatic and upper and lower layer line with this layer stack load soil body are formed The area of parallelogram as the cross-sectional area Δ S of every layer of effective preloading soil body_i, and then such side slope unit can be obtained Width effective preloading volume delta V_i。

3rd step: side slope preloading monitoring point for displacement is arranged and the determination of layering preloading change in displacement value

1) the slope body monitoring scheme of monitoring point is easily laid

The determination of 1. preloading pressure distribution district monitoring point for displacement arrangement

Monitoring point for displacement is made up of displacement monitoring datum mark and landslide displacement distortion monitoring points: displacement monitoring datum mark K_x(x >=3) layout is selected in stable basement rock or the region without deformation beyond the body of slope, monitoring landslide, forms Controling network；Landslide displacement deforms Monitoring point first along preloading side slope surface direction arrange, preferably from building waste preloading side slope toe start along domatic upward direction by E (e >=2, concrete numerical value can be made one's options by technical staff according to the practical situation) Along ent of length of grade is equally spaced prison Measuring point；After preloading side slope surface is stable, the intersection preferably pushed up from domatic and slope in Po Ding direction is along the extending direction of slope end face To the preloading pressure distribution zone boundary that step 2 determines, by the f of top, slope length, (f >=2, technical staff can root successively According to practical situation, concrete numerical value being made one's options) Along ent is equally spaced monitoring point.Often carry out one layer of building waste heap Re-start the layout of monitoring point for displacement after load according to above-mentioned arrangement, see Fig. 4.

2. the determination of preloading average displacement changing value it is layered

It is a monitoring cycle with each heap load period, the slope displacement after every layer soil body preloading is monitored, and Determine the average composite value of slope-mass slide displacement after every layer soil body preloading: i.e. the vertical of each monitoring point is carried out with horizontal displacement value Synthesis solves its resultant displacement value, and then the resultant displacement value to each monitoring point adds up and seeks its meansigma methods；By the i-th soil body heap load period After slope-mass slide displacement average composite value S_iDeduct the slope-mass slide displacement average composite value S after the i-th-1 soil body heap load period_i-1It is defined as It is layered preloading average displacement changing valueThat is:

$\mathrm{\Δ}{\stackrel{\‾}{S}}_i=S_i-S_{i-1}---\left(2\right)$

In formula:

-layering preloading average displacement changing value；

S_iThe average composite value of slope-mass slide displacement after-the i-th soil body heap load period；

S_i-1The average composite value of slope-mass slide displacement after-the i-th-1 soil body heap load period.

2) it is difficult to arrange the slope body monitoring scheme of monitoring point

Monitoring point for displacement is difficult to the slope body laid, or side slope entrance is faced sliding state and is not suitable for entering laying monitoring point Time, for being monitored slope displacement, monitoring scheme spy of the present invention proposes to use three-dimensional laser scanner (Z+F 5010X) to carry out Three-dimension monitor, carries using every layer stack and starts to the time period that lower floor's preloading starts as a heap load period, at each heap load period Start with at the end of all side slope is carried out three-dimensional panorama scanning, by its data input computer in, and calculate and determine such limit The average displacement changing value of slope layering preloading

4th step: Slope body preloading displacement modular ratio parameter and the determination of stability criteria criterion

1) determination of side slope preloading displacement modular ratio parameter

Define the slope body preloading modulus value after the 1st heap load period to be solved by formula (3) and determine, in like manner, after the i-th heap load period Slope body preloading modulus value can be solved by formula (4) and determine.

$E_1=\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}---\left(3\right)$

$E_i=\frac{{\mathrm{\ΔW}}_i}{\mathrm{\Δ}{\stackrel{\‾}{S}}_i}---\left(4\right)$

Definition side slope preloading displacement modular ratio parameter ζ_iIt is the slope body preloading modulus value after the i-th heap load period and the 1st preloading The ratio of the slope body preloading modulus value of all after dates, its value can be calculated by formula (5) and determine:

${\mathrm{\ζ}}_i=E_i/E_1=\frac{{\mathrm{\ΔW}}_i}{\mathrm{\Δ}{\stackrel{\‾}{S}}_i}/\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}---\left(5\right)$

In formula:

ζ_i-the i-th layer of side slope preloading displacement modular ratio；

E₁Slope body preloading modulus after-the 1 heap load period；

E_iSlope body preloading modulus after-the i-th heap load period；

ΔW_iEffective increment of load force value above-the i-th layer of slide mass；

ΔW₁-the 1 layer stack carries the effective pressure value of the soil body；

-the i-th layer stack carries side slope each monitoring point change in displacement meansigma methods

-the 1 layer stack carries the moving average of the soil body.

2) determination of slope texture evaluation criteria criterion

According to plastoelasticity ultimate principle, preloading slope stability can use side slope preloading displacement modular ratio size to comment Valency, and this preloading displacement modular ratio size is solely dependent upon slope stability, and with the environmental factorss such as slope body heap carrying capacity and rainfall Unrelated, i.e. when ζ=1, show that preloading side slope is in steady statue；As ζ ＜ 1, then show that the stability of preloading side slope is in Reduction state；When ζ → 0, show that preloading side slope will overall collapse.

According to the relation of side slope preloading displacement modular ratio Yu slope stability, the present invention, according to statistical principle, uses Side slope preloading displacement modular ratio parameter ζ_iAverageAnd mean square deviation Anomaly criterion is as slope texture evaluation criteria, wherein, Side slope preloading displacement modular ratio parameter ζ_iAverageRepresent the stability in the large evaluating of side slope, this parameter ζ_iMeansquaredeviationσ_i Represent side slope deviation estimation of stability parameter.It is specially first real-time statistics ζ₁～ζ_iMeansigma methodsFormula (6) can be passed through afterwards ask Solve its corresponding meansquaredeviationσ_i:

${\mathrm{\σ}}_i=\sqrt{\frac{1}{n-1}\underset{i=1}{\overset{n}{\Σ}}{({\mathrm{\ζ}}_i-{\stackrel{\‾}{\mathrm{\ζ}}}_i)}^2}---\left(6\right)$

In formula:

σ_i-preloading displacement modular ratio parameter ζ_iMean square deviation；

ζ_iThe preloading displacement modular ratio parameter of-the i-th layer；

The meansigma methods of preloading displacement modular ratio parameter.

Concrete geological conditions according to slope project and important level, selectSubtract one times or two times of mean square deviations are as side slope Preloading displacement modular ratio stability Anomaly criterion, it may be assumed thatOr

5th step: Slope body limit ground heap carrying capacity m_crDetermination

1) preloading displacement modular ratio Anomaly criterion is reached i.e. when Slope body preloading displacement modular ratio:OrTime, side slope will enter the bulk deformation sliding rupture excessive risk stage, and the most now the i-th heap load period is maximum effective Increment of load force value Δ W_maxCan be determined by formula (7)；

${\mathrm{\ΔW}}_{max}=\[\[{\mathrm{\ζ}}_i-(\stackrel{\‾}{{\mathrm{\ζ}}_i}-2{\mathrm{\σ}}_i-{\mathrm{\ζ}}_i)\]\left(\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}\right)\]\mathrm{\Δ}{\stackrel{\‾}{S}}_i---\left(7\right)$

In formula:

ΔW_max-last layer maximum effective increment of load force value；

ζ_iThe preloading displacement modular ratio parameter of-the i-th layer；

σ_i-preloading displacement modular ratio parameter ζ_iMean square deviation；

ΔW₁-the 1 layer stack carries the effective pressure value of the soil body；

-the i-th layer stack carries side slope each monitoring point change in displacement meansigma methods

-the 1 layer stack carries the moving average of the soil body.

The then maximum effectively preloading height h of this layer_maxCan be calculated by formula (8) and determine.

$h_{max}=\frac{{\mathrm{\ΔW}}_{max}\·h_i}{{\mathrm{\ΔW}}_i}---\left(8\right)$

In formula:

h_max-last layer maximum effective preloading height；

ΔW_max-last layer maximum effective increment of load force value；

h_i-the i-th layer stack carries soil body height；

ΔW_iEffective increment of load force value above-the i-th layer of slide mass.

2) the height h of side slope is carried according to preloading side slope surface and trailing edge boundary features of shape with every layer stack_i(last layer is adopted With maximum effective preloading height h_max), it is specifically shown in Fig. 3, it may be determined that every layer stack carries the cumulative volume V of the soil body_i, and using formula (9), (10) each layer soil body heap carrying capacity m can be tried to achieve_i。

Front n-1 layer soil body heap carrying capacity:

m_i=(γ_i·V_i)/g (9)

Last layer soil body maximum heap carrying capacity:

m_max=(γ_i·V_max)/g (10)

In formula:

m_i-the i-th layer soil body heap carrying capacity；

m_max-last layer soil body maximum heap carrying capacity；

γ_i-the i-th layer stack carries soil body severe；

V_i-the i-th layer stack carries the cumulative volume of the soil body；

V_max-last layer stack carries the cumulative volume of the soil body；

G-acceleration of gravity.

N-1 layer stack carrying capacity before last layer of limit heap carrying capacity and side slope is added up mutually, side slope can be determined by formula (11) Slope body limit ground heap carrying capacity m_cr；

$m_{cr}=m_{max}+\underset{i=1}{\overset{n-1}{\Σ}}{m}_i---\left(11\right)$

In formula:

m_crThe limit ground heap carrying capacity of-preloading side slope；

m_max-last layer maximum heap carrying capacity；

m_i-the i-th layer soil body heap carrying capacity.

6th step: Slope body safe heap carrying capacity m_kDetermination

Scale according to side slope and importance, determine important level and safety coefficient k, the wherein safety on this landslide of side slope Coefficient is according to " Technique Code for Building Slope Engineering " GB50330-2013 or " water power hydraulic engineering Slope Design specification " DL/T The specifications such as 5353-2006 are comprehensively analyzed and are determined.By the limit ground heap carrying capacity of preloading side slope divided by safety coefficient k of side slope The safe heap carrying capacity that can determine that such preloading side slope is:

$m_k=\frac{1}{k}\·m_{cr}---\left(12\right)$

In formula:

m_k-preloading side slope safety heap carrying capacity；

m_crThe limit ground heap carrying capacity of-preloading side slope.

The principle of the present invention is as follows with foundation:

1) according to Fellenius method, it is assumed that its slope sliding face is shaped as circular arc, to homogenous viscous slight slope: whenTime, Its most dangerous sliding surface passes through toe；WhenTime, its most dangerous sliding surface is likely to pass through toe.Lead to according to Fellenius Cross substantial amounts of result of calculation to find, whenThe dangerous sliding surface of simple slight slope be the circular arc by toe, its position, center of circle The intersection point of AO Yu BO two line in Fig. 2.β in Fig. 2 (a)₁、β₂The relation of slope angle or the gradient is shown in Table 1.

Table 1 β₁、β₂Determination

RightSlight slope, shown in dangerous curve home position such as Fig. 2 (b), most dangerous sliding surface circular arc home position I.e. on the extended line of OE line, E point position is as shown in the figure.I.e. can determine that the region of side slope dangerous sliding surface.

2) form feature by mechanical analysis and landslide slide surface, landslide slide mass can be referred to as Slope Sliding district, its He stablizes slope body and is referred to as side slope relative to stable region.According to side slope mechanics, the bearing capacity in Slope Sliding district is much smaller than side slope Stable region, exactly because slip region is as the weakness zone of side slope bearing capacity, when jacking windrow in slope carries, first reaches pole relatively The region limiting bearing capacity and cause slope body to destroy is necessarily located at slip region, and when slip region destroys, top, slip region heap carrier will Skid off with slide mass, for the body of whole slope, formation is unloaded effect, it can thus be assumed that the preloading soil body in side slope top is sliding to slope body In the range of the shifting destruction direct acting preloading scope of generation is slip region i.e. slide mass top area, i.e. should be body slope, n-1 layer slope The n-layer preloading soil body of the slide surface intersecting lens L formed after plane and the n-layer soil body preloading of top extremely domatic position area above effective Increment of load force value Δ W_i, see Fig. 3, effective increment of load force value Δ W_iCan be calculated by formula (1) and obtain.

ΔW_i=γ_d·ΔV_i (1)

In formula:

ΔW_i-side slope top effective increment of load force value；

γ_dThe effective unit weight of-heap loading；

ΔV_iThe effective volume of-heap loading.

According to elastic plastic theory and rock-soil mechanics ultimate principle, under condition of triaxial stress, answering of general material of rock and soil Stress-strain relationship and failure law thereof can be divided into three phases, and the first stage is the compression stage, although its stress P and strain S is non-linear relation, but loads and unload structure and character to material in this stage and do not produce irreversible change.Second Stage is elastic deformation stage or nearly elastic deformation stage, and within this stage, stress P is linear with strain S, and its loading is unloaded After load, deformation energy recovers completely, i.e. deforms reversible, this stage internal stress changes delta P_iWith strain variationRatio λ be definite value. Phase III is plastic period, and stress P becomes non-linear relation with strain S, STRESS VARIATION Δ P now_iWith strain variationWith ratio λ be the most no longer a definite value, and along with stress Δ P_iIncrease and material plasticity damage development, its The variable quantity of corresponding strain-responsiveAlso non-linear increase, therefore its STRESS VARIATION Δ P are presented_iWith strain variationRatio λ will appear from non-linear reduction；After material reaches peak strength, i.e. when material destroys completely, its STRESS VARIATION Δ P_iWith should ChangeRatio will level off to 0.The basic deformation of above-mentioned rock-soil material shows with failure law, loses in nonlinear system Can be by the STRESS VARIATION Δ P of material before Wen_iWith strain variationRatio as nonlinear system stability status with become The quantitatively characterizing of nearly unstability.

Therefore, after the 1st heap load period, the modulus of the soil body can be solved by formula (3) and determine, in like manner, and the soil body after the i-th heap load period Modulus can be solved by formula (4) and determine.

$E_1=\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}---\left(3\right)$

$E_i=\frac{{\mathrm{\ΔW}}_i}{\mathrm{\Δ}{\stackrel{\‾}{S}}_i}---\left(4\right)$

Definition side slope preloading displacement modular ratio parameter ζ_iIt is after the i-th heap load period after the modulus of the soil body and the 1st heap load period The ratio of modulus, its value can be calculated by formula (5) and try to achieve.

${\mathrm{\ζ}}_i=E_i/E_1=\frac{{\mathrm{\ΔW}}_i}{\mathrm{\Δ}{\stackrel{\‾}{S}}_i}/\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}---\left(5\right)$

By drawing side slope preloading displacement modular ratio parameter ζ_iWith preloading time curve, it is known that compress at Slope body Deformation stage, ζ_iIt is 1；When there is plastic deformation in slope body, ζ_i≤1；When there is sliding rupture in slope body, ζ_iWill appear from sudden change, i.e. Go to zero.

The present invention, according to statistical principle, uses side slope preloading displacement modular ratio parameter ζ_iMean square deviation Anomaly criterion, i.e. First real-time statistics ζ₁～ζ_iMeansigma methodsSolving its mean square deviation afterwards is σ_i, according to concrete geological conditions and the weight of slope project Want grade, withSubtract one times or two times of mean square deviations are as side slope preloading displacement modular ratio Anomaly criterion.That is:OrThe most maximum effectively increment of load force value Δ W of the i-th heap load period_maxCan be determined by formula (7)；

${\mathrm{\ΔW}}_{max}=\[\[{\mathrm{\ζ}}_i-(\stackrel{\‾}{{\mathrm{\ζ}}_i}-2{\mathrm{\σ}}_i-{\mathrm{\ζ}}_i)\]\left(\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}\right)\]\mathrm{\Δ}{\stackrel{\‾}{S}}_i---\left(7\right)$

In formula:

ΔW_max-last layer maximum effective increment of load force value；

ζ_iThe preloading displacement modular ratio parameter of-the i-th layer；

σ_i-preloading displacement modular ratio parameter ζ_iMean square deviation；

ΔW₁-the 1 layer stack carries the effective pressure value of the soil body；

-the i-th layer stack carries side slope each monitoring point change in displacement meansigma methods

-the 1 layer stack carries the moving average of the soil body.

The then maximum effectively preloading height h of this layer_maxCan be calculated by formula (8) and determine.

$h_{max}=\frac{{\mathrm{\ΔW}}_{max}\·h_i}{{\mathrm{\ΔW}}_i}---\left(8\right)$

In formula:

h_max-last layer maximum effective preloading height；

ΔW_max-last layer maximum effective increment of load force value；

h_i-the i-th layer stack carries soil body height；

ΔW_iEffective increment of load force value above-the i-th layer of slide mass.

2) the height h of side slope is carried according to preloading side slope rear surface features of shape and every layer stack_i(last layer uses maximum to have Effect preloading height h_max), it may be determined that every layer stack carries the cumulative volume V of the soil body_i, and using formula (9), (10) can try to achieve each layer soil body Heap carrying capacity m_i。

Front n-1 layer soil body heap carrying capacity:

m_i=(γ_i·V_i)/g (9)

Last layer soil body maximum heap carrying capacity:

m_max=(γ_i·V_max)/g (10)

In formula:

m_i-the i-th layer soil body heap carrying capacity；

m_max-last layer soil body maximum heap carrying capacity；

γ_i-the i-th layer stack carries soil body severe；

V_i-the i-th layer stack carries the cumulative volume of the soil body；

V_max-last layer stack carries the cumulative volume of the soil body；

G-acceleration of gravity.

N-1 layer stack carrying capacity before last layer of limit heap carrying capacity and side slope is added up mutually, side slope can be determined by formula (11) Slope body limit ground heap carrying capacity m_cr；

$m_{cr}=m_{max}+\underset{i=1}{\overset{n-1}{\Σ}}{m}_i---\left(11\right)$

In formula:

m_crThe limit ground heap carrying capacity of-preloading side slope；

m_max-last layer maximum heap carrying capacity；

m_i-the i-th layer soil body heap carrying capacity.

Method set forth in the present invention, compares tradition evaluation methodology, uses elastic plastic theory and rock-soil mechanics ultimate principle Calculate method carry out side slope safety evaluation and determine Slope Sliding slope body limit heap carrying capacity, provide not only a set of effectively Evaluate slope stability and the method calculating Slope Sliding slope body limit heap carrying capacity accurately, and supplement such landslide existing Theoretical Calculation system method.The method design principle is reliable, has the feature that computational solution precision is high, easy to implement, and joint About cost, engineer applied is strong, applied range.

Accompanying drawing explanation

Fig. 1 schematic flow sheet of the present invention；

Fig. 2 Slope Sliding face area schematic；

The effective preloading in Fig. 3 Slope Sliding face soil body area schematic；

Fig. 4 slope displacement monitoring layout drawing；

The effective preloading in Slope Sliding face soil body area schematic in Fig. 5 embodiment；

Slope displacement monitoring layout drawing in Fig. 6 embodiment.

Detailed description of the invention

For the present invention is better described, the present invention combines certain preloading landslide and its probability is discussed in detail, to prove it Practical significance and value.

The first step: preloading type side slope classification increment of load intensity and the determination of relevant slope body parameter

The measuring instruments such as total powerstation, level gauge, theodolite are used to determine side slope slope angle angle [alpha] when every layer stack carries process_iWith Preloading height h_i, use soil body severe γ of every layer of Slope body of laboratory soil test synthesis measuring_i, concrete data are shown in Table 2.

The each layer stack of table 2 carries side slope slope angle and height parameter table

Second step: preloading side slope classification increment of load pressure distribution region and the determination of increment of load force value；

1) determination in side slope dangerous sliding surface region

Use Fellenius method determine every layer stack carry after the dangerous sliding surface region of side slope, i.e. according to institute in step one really The fixed parameter relevant with the center of circle, Slope Sliding face (preloading height, slope angle, grade of side slope 1:m) determines that each layer stack carries the circle of side slope Heart O₁、O₂、O₃、O₄、O₅、O₆、O₇, and then determine the approximate region of slide surface, as shown in Figure 5.

2) side slope preloading pressure distribution region and the determination of increment of load force value

Every layer of effective increment of load force value Δ W can be calculated by formula (1)_i, concrete data are shown in Table 3.

ΔW_i=γ_di·ΔV_i (1)

3rd step: side slope preloading monitoring point for displacement is arranged and the determination of layering preloading change in displacement value

1) slope-mass slide displacement monitoring arrangement

Monitoring point for displacement is made up of displacement monitoring datum mark and landslide displacement distortion monitoring points.Displacement monitoring datum mark K_x(x >=3) layout is selected in stable basement rock or the region without deformation beyond the body of slope, monitoring landslide, forms Controling network；Landslide displacement deforms Monitoring point arrangement, at line of slope, preferably starts along domatic upward direction by the 3 of length of grade from building waste preloading side slope toe Along ent is equally spaced monitoring point, in Po Ding direction, preferably from domatic with slope the intersection on top along slope end face extending direction to In the range of the preloading pressure distribution zone boundary that step 2 determines, it is equally spaced monitoring by 4 Along ents of top, slope length successively Point.Often carry out one layer of building waste preloading and just re-start the layout of monitoring point for displacement, last layer according to above-mentioned arrangement The layout of the monitoring point after the preloading soil body, is shown in Fig. 6.

2) determination of preloading average displacement changing value it is layered

Side slope after every layer soil body preloading is monitored, and calculates its average displacement changing valueAnd by above-mentioned collection In the data record Microsoft Excel processed, it is shown in Table 3.

$\mathrm{\Δ}{\stackrel{\‾}{S}}_i=S_i-S_{i-1}---\left(2\right)$

Table 3 slope-mass slide displacement and preloading pressure monitoring data value

4th step: Slope body preloading displacement modular ratio parameter and the determination of stability criteria criterion

1) determination of side slope preloading displacement modular ratio parameter

After 1st heap load period, the modulus of the soil body can be solved by formula (3) and determine, in like manner, and the modulus of the soil body after the i-th heap load period Can be solved by formula (4) and determine.

$E_1=\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}---\left(3\right)$

$E_i=\frac{{\mathrm{\ΔW}}_i}{\mathrm{\Δ}{\stackrel{\‾}{S}}_i}---\left(4\right)$

Definition side slope preloading displacement modular ratio parameter ζ_iIt is after the i-th heap load period after the modulus of the soil body and the first heap load period The ratio of modulus, its value can be calculated by formula (5) and try to achieve.Concrete data are shown in Table 3.

${\mathrm{\ζ}}_i=E_i/E_1=\frac{{\mathrm{\ΔW}}_i}{\mathrm{\Δ}{\stackrel{\‾}{S}}_i}/\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}---\left(5\right)$

2) determination of slope texture evaluation criteria

The present invention, according to statistical principle, uses side slope preloading displacement modular ratio parameter ζ_iMean square deviation Anomaly criterion conduct Slope texture evaluation criteria, is specially first real-time statistics ζ₁～ζ_iMeansigma methodsCan passing through formula (6) afterwards, to solve it corresponding Meansquaredeviationσ_i, design parameter is shown in Table 4.

${\mathrm{\σ}}_i=\sqrt{\frac{1}{n-1}\underset{i=1}{\overset{n}{\Σ}}{({\mathrm{\ζ}}_i-{\stackrel{\‾}{\mathrm{\ζ}}}_i)}^2}---\left(6\right)$

Table 4 real-time statistics ζ₁～ζ_iCorresponding meansquaredeviationσ_i

According to the important level of this preloading slope project, withTimes mean square deviation that subtracts two is different as side slope preloading displacement modular ratio Often criterion.That is:Calculated from upper table data:

And ζ₁～ζ₆≥ζ_i-2σ

Then preloading side slope enters the sliding excessive risk phase at the 7th heap load period.

5th step: Slope body limit ground heap carrying capacity m_crDetermination；

1) according to step 4, when carrying out the 7th heap load period, side slope enters the excessive risk moment, so this layer is Big effectively increment of load force value can be determined by formula (7):

${\mathrm{\ΔW}}_{max}=\[\[{\mathrm{\ζ}}_7-(\stackrel{\‾}{{\mathrm{\ζ}}_7}-2\mathrm{\σ}-{\mathrm{\ζ}}_7)\]\left(\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}\right)\]\mathrm{\Δ}{\stackrel{\‾}{S}}_7---\left(7\right)$

${\mathrm{\ΔW}}_{max}=\[\[0.83-(0.98-2\×0.06-0.83)\]\×\left(\frac{5}{15.6}\right)\]\×22.3$

ΔW_max=5.80kN

The then maximum effectively preloading height h of this layer_maxCan be calculated by formula (8) and determine.

$h_{max}=\frac{{\mathrm{\ΔW}}_{max}\·h_i}{{\mathrm{\ΔW}}_i}---\left(8\right)$

$h_{max}=\frac{5.80\×2.8}{5.9}=2.75m$

2) the height h of side slope is carried according to preloading side slope trailing edge boundary features of shape and every layer stack_i(last layer uses maximum Effectively preloading height h_max), it may be determined that every layer stack carries the cumulative volume V of the soil body_i, and using formula (9), (10) can try to achieve each layer soil Body heap carrying capacity m_i, concrete data are shown in Table 5.

Front n-1 layer soil body heap carrying capacity:

m_i=(γ_i·V_i)/g (9)

Last layer soil body maximum heap carrying capacity:

m_max=(γ_i·V_max)/g (10)

The heap carrying capacity of each layer soil body of table 5 preloading side slope

N-1 layer stack carrying capacity before last layer of limit heap carrying capacity and side slope is added up mutually, side slope can be determined by formula (11) Slope body limit ground heap carrying capacity m_cr；

$m_{cr}=m_{max}+\underset{i=1}{\overset{n-1}{\Σ}}{m}_i---\left(11\right)$

m_cr=2230.2+1685.6+1932+2148+1716+2032.8+2150

m_cr=13894.6t

6th step: Slope body safe heap carrying capacity m_kDetermination

Scale according to side slope and importance, determine important level and safety coefficient k, the wherein safety on this landslide of side slope Coefficient can comprehensively be analyzed according to " Technique Code for Building Slope Engineering " GB50330-2013 specification and determine.By preloading side slope Divided by safety coefficient k of side slope, limit ground heap carrying capacity can determine that the safe heap carrying capacity of such preloading side slope is:

$m_k=\frac{1}{k}\·m_{cr}---\left(12\right)$

$m_k=\frac{1}{1.15}\×13894.6=12082.3t$

Method set forth in the present invention, compares tradition qualitative evaluating method, uses elastic plastic theory and rock-soil mechanics basic Principle calculate method carry out side slope safety evaluation and determine the Slope Sliding slope body limit, provide not only a set of effectively Evaluation slope stability and calculate Slope Sliding slope body maximum preloading metering method accurately, and supplement existing shortage and evaluate The Theoretical Calculation system method on such landslide.The method design principle is reliable, has the spy that result determines that precision is high, easy to implement Point, and cost-effective, engineer applied is strong, applied range.

Claims (10)

1. the assay method of a building waste preloading slope limit heap carrying capacity, it is characterised in that step is as follows:

The first step: preloading type side slope classification increment of load intensity and the determination of relevant slope body parameter；

Second step: preloading side slope classification increment of load pressure distribution region and the determination of increment of load force value；

3rd step: side slope preloading monitoring point for displacement is arranged and the determination of layering preloading change in displacement value；

4th step: Slope body preloading displacement modular ratio parameter and the determination of stability criteria criterion；

5th step: Slope body limit ground heap carrying capacity m_crDetermination；

6th step: Slope body safe heap carrying capacity m_kDetermination.

The assay method of building waste preloading slope limit heap carrying capacity the most according to claim 1, it is characterised in that first The concrete operations of step are: be layered preloading condition according to building waste preloading Slope body, and heap carrying capacity side slope every layer increased is made For the layering increment of load foundation of preloading side slope, preloading side slope is carried out hierarchical loading, determine every layer stack carry process time side slope slope angle with Preloading highly and then determines grade of side slope, and side slope is layered preloading height h_iIt is multiplied by soil body severe γ of every layer of slope body_iAs side slope Hierarchical loading intensive parameter.

The assay method of building waste preloading slope limit heap carrying capacity the most according to claim 1, it is characterised in that second The concrete operations of step are:

1) determination in side slope dangerous sliding surface region

Use Fellenius method determine every layer of mound carry after the dangerous sliding surface region of side slope；

2) side slope preloading pressure distribution region and the determination of increment of load force value

According to mechanical analysis and landslide formation feature, landslide can be divided into slip region and relative stable region, and the heap loading of side slope top Slope body sliding is produced direct acting preloading scope is slip region, i.e. should be top, body slope, n-1 layer slope plane and n-layer soil body preloading Region more than the slide surface intersecting lens L of rear formation extremely domatic position, is the pressure distribution region of n-th layer soil body preloading；Should In region, effective increment of load force value of the preloading soil body is Δ W_i, i.e. side slope every layer effective increment of load force value Δ W_iBy formula (1) calculating :

ΔW_i=γ_di·ΔV_i (1)

In formula:

ΔW_i-the i-th layer of side slope top effective increment of load force value；

ΔV_iThe effective volume of the-the i-th layer stack loading；

γ_diThe effective unit weight of the-the i-th layer stack loading.

The assay method of building waste preloading slope limit heap carrying capacity the most according to claim 3, it is characterised in that every layer Effectively volume delta V of the preloading soil body_iComputational methods be: the intersection point being carried soil body face layer and slide surface by the i-th layer stack is made downwards The parallel lines that this layer soil body is domatic, with this layer stack carry the soil body parallel lines domatic, domatic and up and down layer line formed parallel four The area of limit shape is as the cross-sectional area Δ S of every layer of effective preloading soil body_i, and then obtain such effective heap of side slope unit width Carry volume delta V_i。

The assay method of building waste preloading slope limit heap carrying capacity the most according to claim 1, it is characterised in that the 3rd The concrete operations of step are:

The determination of 1. preloading pressure distribution district monitoring point for displacement arrangement

Monitoring point for displacement is made up of displacement monitoring datum mark and landslide displacement distortion monitoring points: displacement monitoring datum mark K_xAt least 3 Individual, arrange and be selected in stable basement rock or the region without deformation beyond the body of slope, monitoring landslide, form Controling network；Landslide displacement deformation prison First measuring point is arranged along preloading side slope surface direction, preferably starts along domatic upward direction by slope from building waste preloading side slope toe Long e Along ent carries out being equally spaced monitoring point；After preloading side slope surface is stable, preferably push up with slope from domatic in Po Ding direction Intersection along in the range of the preloading pressure distribution zone boundary that the extending direction of slope end face to step 2 determines, push up by slope successively The f Along ent of length carries out being equally spaced monitoring point；Often carry out after one layer of building waste preloading according to above-mentioned arrangement weight Newly carry out the layout of monitoring point for displacement；Described e >=2, f >=2；

2. the determination of preloading average displacement changing value it is layered

It is a monitoring cycle with each heap load period, the slope displacement after every layer soil body preloading is monitored, and determines The average composite value of slope-mass slide displacement after every layer soil body preloading: i.e. the vertical of each monitoring point is synthesized with horizontal displacement value Solving its resultant displacement value, then the resultant displacement value to each monitoring point adds up and seeks its meansigma methods；After the i-th soil body heap load period Slope-mass slide displacement average composite value S_iDeduct the slope-mass slide displacement average composite value S after the i-th-1 soil body heap load period_i-1It is defined as its point Layer stack carries average displacement changing valueThat is:

$\mathrm{\Δ}{\stackrel{\‾}{S}}_i=S_i-S_{i-1}---\left(2\right)$

In formula:

-layering preloading average displacement changing value；

S_iThe average composite value of slope-mass slide displacement after-the i-th soil body heap load period；

S_i-1The average composite value of slope-mass slide displacement after-the i-th-1 soil body heap load period.

The assay method of building waste preloading slope limit heap carrying capacity the most according to claim 1, it is characterised in that the 3rd The concrete operations of step are: monitoring point for displacement is difficult to the slope body laid, or side slope entrance is faced sliding state and is not suitable for entering laying During monitoring point, use three-dimensional laser scanner to carry out three-dimension monitor, carry the time period starting to start to lower floor's preloading with every layer stack As a heap load period, each heap load period start with at the end of all side slope is carried out three-dimensional panorama scanning, by its data In input computer, and calculate and determine the average displacement changing value of such side slope layering preloading

The assay method of building waste preloading slope limit heap carrying capacity the most according to claim 1, it is characterised in that the 4th The concrete operations of step are:

1) determination of side slope preloading displacement modular ratio parameter

Define the slope body preloading modulus value after the 1st heap load period to be solved by formula (3) and determine, in like manner, the slope body after the i-th heap load period Preloading modulus value is solved by formula (4) and determines；

$E_1=\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}---\left(3\right)$

$E_i=\frac{{\mathrm{\ΔW}}_i}{\mathrm{\Δ}{\stackrel{\‾}{S}}_i}---\left(4\right)$

Definition side slope preloading displacement modular ratio parameter ζ_iAfter being the slope body preloading modulus value after the i-th heap load period and the 1st heap load period The ratio of slope body preloading modulus value, its value is calculated by formula (5) and determines:

${\mathrm{\ζ}}_i=E_i/E_1=\frac{{\mathrm{\ΔW}}_i}{\mathrm{\Δ}{\stackrel{\‾}{S}}_i}/\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}---\left(5\right)$

In formula:

ζ_i-the i-th layer of side slope preloading displacement modular ratio；

E₁Slope body preloading modulus after-the 1 heap load period；

E_iSlope body preloading modulus after-the i-th heap load period；

ΔW_iEffective increment of load force value above-the i-th layer of slide mass；

ΔW₁-the 1 layer stack carries the effective pressure value of the soil body；

-the i-th layer stack carries side slope each monitoring point change in displacement meansigma methods

-the 1 layer stack carries the moving average of the soil body；

2) determination of slope texture evaluation criteria criterion

Concrete geological conditions according to slope project and important level, selectSubtract one times or two times of mean square deviations are as side slope preloading Displacement modular ratio stability Anomaly criterion, it may be assumed thatOr

${\mathrm{\σ}}_i=\sqrt{\frac{1}{n-1}\underset{i=1}{\overset{n}{\Σ}}{({\mathrm{\ζ}}_i-{\stackrel{\‾}{\mathrm{\ζ}}}_i)}^2}---\left(6\right)$

In formula:

σ_i-preloading displacement modular ratio parameter ζ_iMean square deviation；

ζ_iThe preloading displacement modular ratio parameter of-the i-th layer；

The meansigma methods of preloading displacement modular ratio parameter.

The assay method of building waste preloading slope limit heap carrying capacity the most according to claim 1, it is characterised in that the 5th The concrete operations of step are:

1) preloading displacement modular ratio Anomaly criterion is reached i.e. when Slope body preloading displacement modular ratio:OrTime, side slope will enter the bulk deformation sliding rupture excessive risk stage, and the most now the i-th heap load period is maximum effective Increment of load force value Δ W_maxDetermined by formula (7)；

${\mathrm{\ΔW}}_{max}=\[\[{\mathrm{\ζ}}_i-({\stackrel{\‾}{\mathrm{\ζ}}}_i-2{\mathrm{\σ}}_i-{\mathrm{\ζ}}_i)\]\left(\frac{{\mathrm{\ΔW}}_1}{\mathrm{\Δ}{\stackrel{\‾}{S}}_1}\right)\]\mathrm{\Δ}{\stackrel{\‾}{S}}_i---\left(7\right)$

In formula:

ΔW_max-last layer maximum effective increment of load force value；

ζ_iThe preloading displacement modular ratio parameter of-the i-th layer；

σ_i-preloading displacement modular ratio parameter ζ_iMean square deviation；

ΔW₁-the 1 layer stack carries the effective pressure value of the soil body；

-the i-th layer stack carries side slope each monitoring point change in displacement meansigma methods

-the 1 layer stack carries the moving average of the soil body；

The then maximum preloading height h of this layer_maxCalculated by formula (8) and determine:

$h_{max}=\frac{{\mathrm{\ΔW}}_{max}\·h_i}{{\mathrm{\ΔW}}_i}---\left(8\right)$

In formula:

h_max-last layer maximum effective preloading height；

ΔW_max-last layer maximum effective increment of load force value；

h_i-the i-th layer stack carries soil body height；

ΔW_iEffective increment of load force value above-the i-th layer of slide mass；

2) the height h of side slope is carried according to preloading side slope surface and trailing edge boundary features of shape with every layer stack_iDetermine that every layer stack carries the soil body Cumulative volume V_i, and using formula (9), (10) try to achieve each layer soil body heap carrying capacity m_i:

Front n-1 layer soil body heap carrying capacity:

m_i=(γ_i·V_i)/g (9)

Last layer soil body maximum heap carrying capacity:

m_max=(γ_i·V_max)/g (10)

In formula:

m_i-the i-th layer soil body heap carrying capacity；

m_max-last layer soil body maximum heap carrying capacity；

γ_i-the i-th layer stack carries soil body severe；

V_i-the i-th layer stack carries the cumulative volume of the soil body；

V_max-last layer stack carries the cumulative volume of the soil body；

G-acceleration of gravity.

N-1 layer stack carrying capacity before last layer of limit heap carrying capacity and side slope is added up mutually, determines the Slope body limit by formula (11) Ground heap carrying capacity m_cr；

$m_{cr}=m_{max}+\underset{i=1}{\overset{n-1}{\Σ}}{m}_i---\left(11\right)$

In formula:

m_crThe limit ground heap carrying capacity of-preloading side slope；

m_max-last layer maximum heap carrying capacity；

m_i-the i-th layer soil body heap carrying capacity.

The assay method of building waste preloading slope limit heap carrying capacity the most according to claim 1, it is characterised in that the 6th The concrete operations of step are: according to scale and the importance of side slope, determine important level and safety coefficient k of side slope, by preloading limit Divided by safety coefficient k of side slope, the limit ground heap carrying capacity on slope determines that the safe heap carrying capacity of such preloading side slope is:

$m_k=\frac{1}{k}\·m_{cr}---\left(12\right)$

In formula:

m_k-preloading side slope safety heap carrying capacity；

m_crThe limit ground heap carrying capacity of-preloading side slope.

The assay method of building waste preloading slope limit heap carrying capacity the most according to claim 9, it is characterised in that institute According to " Technique Code for Building Slope Engineering " GB50330-2013 or " water power hydraulic engineering side slope sets to state safety coefficient k on landslide Meter specification " DL/T 5353-2006 specification comprehensively analyzes and determines.