CN101538861A - Highway slope stability grading evaluation method - Google Patents
Highway slope stability grading evaluation method Download PDFInfo
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- CN101538861A CN101538861A CN200910061714A CN200910061714A CN101538861A CN 101538861 A CN101538861 A CN 101538861A CN 200910061714 A CN200910061714 A CN 200910061714A CN 200910061714 A CN200910061714 A CN 200910061714A CN 101538861 A CN101538861 A CN 101538861A
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Abstract
The invention discloses a highway slope stability grading evaluation method. The method comprises the following steps: step one: obtaining parameters, firstly, obtaining geometrical characteristic parameters of a highway slope; secondly, obtaining vibrating action parameters, namely two vibrating action parameters including a manual excavation method and earthquake intensity; thirdly, obtaining rock mass parameters; and fourthly, obtaining structural plane characteristic parameters, and obtaining structural plane occurrence, structural plane space, structural plane connectivity rate, filler friction angles and the like; step two: evaluating rock mass quality, the structural plane space, the structural plane occurrence, excavation effect and hydrostatic pressure evaluating indicators; step three: rating the highway slope stability: rating the highway slope stability grade according to an SSQC value, wherein, the highway slope stability grade is I when the SSQC value is more than 15. The evaluation method has the advantages of comprehensive evaluation, simple and practical method, easy operation, and total independence among evaluation parameters, and can help effectively eliminate stability evaluation deviation caused by overlapping factors.
Description
Technical field
The invention belongs to slope stability assessment technology field, more specifically relate to a kind of highway slope stability grading evaluation method, be applicable to preliminary design, detailed design and the construction of mountainous area highway cut slope, utilize the route selection stage of road event, preliminary phase of exploration and detailed phase of exploration, collect conventional and evaluate parameter necessity, realize the stability assessment of cut slope based on stage division, for highway designs and construction provides foundation.
Background technology
Along with the fast development of national economic development, the paces of large foundation Facilities Construction such as speedway, railway are further accelerated, particularly the central and west regions of China.One of outstanding problem that mountain area, Midwest in China, the stability problem of cut slope are in the road construction process to be faced.In recent years, side slope unstability accident, tunnel cave-in accident come across in the newspaper and the network media every now and then.
In rock mechanics and engineering research field, external rock mass stage division mainly contains RMR classification, Q classification, and the technical field of its application mainly is to provide technical basis for tunnel support.At home, capital construction commission (1972), Northeast Polytechnic College (1984), Headquarters of the General Staff (1984) etc. have all proposed corresponding tunnel rock mass stage division.On the basis of numerous at home classification of tunnel surroun ding rock methods, nineteen ninety-five, the Ministry of Construction has issued " Standard for classification of engineering rock masses " (GB50218-94), and this ministerial standard is to issue for " setting up unified evaluation engineering rock stability stage division ".
The method that above method is set up at construction of tunnel significantly is though expand to all engineering rock masses with its application in " Standard for classification of engineering rock masses ".At slope of highway, some corresponding stage divisions are all arranged, but great majority also derive from classification of tunnel surroun ding rock both at home and abroad, be its expansion in slope project.For example, expansion or the correction stage division based on the RMR classification reaches tens kinds.
Construction of tunnel is different with the characteristics of slope project, all has significant difference at aspects such as stress characteristics, failure mode, influence factors.Therefore, all there are some defectives more or less in the slope stability grading method that is expanded by the tunnel surrounding quality grading method.The highway slope stability grading method can be with reference to some useful parameter acquiring means of classification of tunnel surroun ding rock method, but should set up independently stage division.
Summary of the invention
The objective of the invention is to be to provide a kind of highway slope stability grading evaluation method, parameter acquiring method is simple and direct, feasible, easy operating, in feasibility stage, concept phase, detailed design stage and the construction stage of highway construction, design side, construction party can utilize this to invent to carry out slope stability assessment, for slope project designs, the dynamic design in the work progress, the change of slope reinforcement scheme provide technical basis.
To achieve these goals, the present invention adopts following technical measures:
A kind of highway slope stability grading evaluation method comprises the following steps: successively
The first step: get parms
1). obtain the side slope geometrical characteristic parameter
Seven parameters of the side slope geometric properties that obtains comprise tendency that the degree of depth, the height of depositional gradient, the design excavation in the tendency of natural slope face and inclination angle, Po Ding crack is domatic and inclination angle, excavation height.The degree of depth in the tendency of natural slope face and inclination angle, Po Ding crack, four parameters such as height of depositional gradient are directly measured by the scene, or directly measure from topographic map, and the tendency that the design excavation is domatic and three parameters such as inclination angle, excavation height are determined by design document.
2). obtain the vibration operational factors
Two vibrations of the hand excavation's method obtained and earthquake intensity operational factors.Hand excavation's method parameter is directly selected in listed excavation method option, the option that can choose comprises nature/craft excavation, the pneumatic hammer excavation, presplitting/smooth blasting, tradition blasting result-good (the Blasting Excavation face is complete), tradition blasting result-structural plane opens (structural plane had the phenomenon of opening during Blasting Excavation was domatic), tradition blasting result-block come off (Blasting Excavation domatic have block loose or dislocation), tradition blasting result-sillar break (Blasting Excavation domatic visible more sillar fracture phenomena), tradition blasting result-sillar is pulverized (the domatic sillar of Blasting Excavation is pulverized fully), select according to designing requirement in this parameter of design stage, select according to the realization excavation method in this parameter of construction stage.The earthquake intensity parameter also provides seven alternate items, comprises I～III, IV, V, VI, VII, IX, X, and this parameter can directly be obtained by design document or related data.
3). obtain rock mass parameters
Obtain four rock mass parameters such as rock uniaxiality strength, rock coefficient of friction, rock severe, rate of decay.Indispensable test data and geologic information that four parameters such as rock uniaxiality strength, rock coefficient of friction, rock severe, rate of decay all belong to the highway phase of exploration just can obtain by consulting corresponding highway engineering exploration report.
4). obtain the structural plane characteristic parameter
Obtain six structural plane characteristic parameters such as structural plane occurrence, spacing of structural planes, structural plane connection rate, charges angle of friction, charges thickness, mitigation effect.The structural plane occurrence comprises tendency and inclination angle, adopts circumferentor directly to measure; Spacing of structural planes adopts invar tape to measure, and surveying record unit be centimetre when the spacing of structural planes distributed areas of slope rock mass are big, to get the minimal structure interplanar distance conduct value of obtaining; Structural plane connection rate adopts leather measuring tape to measure, and selects a structural plane to measure rock bridge and cracking structural plane length at the scene arbitrarily, calculate cracking structural plane length in total length shared percentage as the value of obtaining; The charges angle of friction has six alternate items, be respectively no filling-surperficial patina, non-softening filling-coarse, non-softening filling-medium, non-softening filling-smooth, softening filling-coarse, softening filling-medium, softening filling-smooth, fault gouge (thickness＜fluctuating is poor), fault gouge (thickness＞fluctuating is poor), fluent material, according to the field investigation phenomenon, directly select to be complementary or approximate option conduct value of obtaining; Charges thickness has six alternate items, be respectively do not have, as thin as a wafer, thin, in thick, thick, extremely thick, according to the field investigation phenomenon, directly select to be complementary or approximate option as the value of obtaining, can adopt invar tape directly to measure as the value of obtaining, surveying record unit is a millimeter.The mitigation effect does not provide alternate item, and the reference value zone only is provided, and is selected voluntarily by the user, can not consider this parameter yet.
The stability assessment that carried out before slope excavation should and be selected geology to appear and carry out parameter acquiring in the side slope body searching of being assessed, if can't find, also can select geology appear in 100 meters scopes of the side slope body of being assessed; The stability assessment that carries out in the slope excavation process can directly carry out parameter acquiring at the slope excavation face.
Second step: calculate evaluation index
Calculate six evaluation indexes such as rock-mass quality evaluation index, spacing of structural planes evaluation index, structural plane occurrence evaluation index, excavation evaluation of effect index, hydrostatic pressure evaluation index and slope stability index S SQC value.
1). calculate rock-mass quality R
p
With rock uniaxiality strength σ
t, rock coefficient of friction f
i, rock severe is that ρ, excavation sloping high h, structural plane connection rate are (1-k), charges coefficient of friction f
j, ten parameters inputs such as charges thickness x, blasting digging method ME, geological process EI, parameters u=2.1 following formula: R
p=τ
Max=σ
tKe
-5uU+ σ
nK
2f
i(1-e
-5u)+σ
n(1-K)
2[(f
i-f
j) e
-x+ f
j] (1-e
-5u) (1-K)=(1-k) MEEI σ
n=ρ h calculates rock-mass quality evaluation index R
p, R
pThe value dimensionless.
2). structural plane occurrence R
IS
Physical relief is inclined to α
n, the physical relief angle of inclination beta
n, excavation landform tendency α
c, excavation landform angle of inclination beta
c, structural plane tendency α
s, the structural plane angle of inclination beta
sImport following formulas Deng six parameters:
AP＝arctan(cos(α
n-α
s)·tanβ
s)；
Work as β
n＜AP＜β
cThe time, R
IS=-R
pSin (AP-β
n); Otherwise, R
IS=0.
Computation structure face occurrence evaluation index R
IS, R
ISThe value dimensionless.
3). spacing of structural planes R
DS
Physical relief is inclined to α
n, structural plane tendency α
s, the structural plane angle of inclination beta
s, four parameters inputs such as spacing of structural planes DS following formulas:
AP＝arctan(cos(α
n-α
s)·tanβ
s)；
When AP＜-45 °, R
DS=0.5R
p(0.9
DS+ 0.25); Otherwise, R
DS=0.
Computation structure interplanar distance evaluation index R
DS, R
DSThe value dimensionless.
4). excavation unloading effect R
c
With the high h of depositional gradient
n, excavation sloping high h, physical relief angle of inclination beta
n, excavation landform angle of inclination beta
cImport following formulas Deng four parameters:
Calculate excavation unloading evaluation of effect index R
c, R
cThe value dimensionless.
5). hydrostatic pressure effect R
w
Hydrostatic pressure evaluation index R
wAdopt weight mode value.When the free from flaw of sloping top, get 0.0 value; The slope top penetration of fracture gets-0.5 during less than 3m; The slope top penetration of fracture gets-1.0 between 3m～5m the time; The slope top penetration of fracture gets-1.5 between 5m～10m the time; The slope top penetration of fracture gets-2.0 during greater than 10m.R
wThe value dimensionless.
6). slope stability index S SQC
Exchange for convenience and use, the slope stability index can adopt its english abbreviation form SSQC (SlopeStability Quantificational Classification index) to replace, and represents and represents slope stability index of the present invention with the SSQC index.With rock-mass quality evaluation index R
p, structural plane occurrence evaluation index R
IS, spacing of structural planes evaluation index R
DS, excavation unloading evaluation of effect index R
c, hydrostatic pressure evaluation index R
wImport following formulas Deng five indexs:
SSQC＝R
p+R
DS+R
IS+R
c+R
w
Calculate slope stability index S SQC, SSQC value dimensionless.
The 3rd step: divide the slope stability grade
According to the SSQC value, slope stability is carried out stable grade classification.When SSQC less than 0.5 the time, the slope stability grade classification is the V level, stability is described as very poor, stable meaning promptly may unstability for the excavation back; When SSQC was between 0.5～5.0, the slope stability grade classification was the IV level, and stability is described as poor, and stable meaning discloses a period of time possibility unstability for the excavation back; When SSQC was between 5.0～10.0, the slope stability grade classification was the III level, and stability is described as generally, and stable meaning is that side slope generally can unstability; When SSQC was between 10.0～15.0, the slope stability grade classification was the II level, and stability is described as, and stable meaning is in stability status for not have under the paroxysmal very high external force effect; When SSQC greater than 15 the time, the slope stability grade classification is the I level, stability is described as fine, stable meaning is that slope stability does not have problems.
The present invention compared with prior art has the following advantages and effect:
1). the evaluating of slope stability is quite comprehensive;
2). the pass between the evaluating ties up on the basis of simple weight allocation method, has increased some more rational quantitative relationships, rock-mass quality evaluation index R
p, structural plane occurrence evaluation index R
IS, spacing of structural planes evaluation index R
DS, excavation unloading evaluation of effect index R
cReduced the trust of stage division Deng the realization that quantizes index, increased the stability and convergence of classification results the accuracy that gets parms.Single or the error of few parameters in acquisition process can not drawn in computational process to be exaggerated, but can be tending towards convergence;
3). evaluating is independent fully each other, has eliminated effectively because the overlapping stability assessment deviation that causes of factor;
4). on computational methods, the present invention has emphasized correlation between the influencing factors for slope stability, unfavorable combination between the influence factor just can cause the reduction of slope stability SSQC value, single factor deviation is reduced to greatest extent to the influence of final appraisal results, has guaranteed reliability of the present invention and repeatability effectively;
5). the acquisition methods and the means of exhausted partial parameters greatly are all simpler and more direct, and easy operating is convenient to engineering and uses.Acquisition methods and means that partial parameters provides plurality of optional to select on the basis of ensuring method repeatability, have increased the method application flexibility.
The specific embodiment
Embodiment 1:
A kind of highway slope stability grading evaluation method comprises the following steps: successively
The first step: get parms
In the route selection phase of exploration of slope of highway, preliminary phase of exploration, detailed phase of exploration and construction and excavation process, geological personnel or correlation engineering technician means such as consult by on-the-spot geological survey, existing geologic information, fill in slope stability grading method input list (seeing Table 1).The parameter of obtaining comprises four sports, is respectively geometrical characteristic parameter, vibration operational factors, rock mass parameters, structural plane characteristic parameter.
Highway slope stability grading input list (table 1)
1). obtain the side slope geometrical characteristic parameter
Seven parameters of the side slope geometric properties that obtains comprise tendency that the degree of depth, the height of depositional gradient, the design excavation in the tendency of natural slope face and inclination angle, Po Ding crack is domatic and inclination angle, excavation height.The degree of depth in the tendency of natural slope face and inclination angle, Po Ding crack, four parameters such as height of depositional gradient are directly measured by the scene, or directly directly measure on the topographic map from the design basis data, the tendency that the design excavation is domatic and three parameters such as inclination angle, excavation height are determined by design document.Be noted that the physical relief geometrical characteristic parameter is meant the physical relief geometric properties between the slope excavation, therefore, the tendency of the physical relief of being obtained must guarantee consistent with the tendency of excavation face.
The error control of obtaining of natural slope geometric parameter requires lower.Angular error in 4 or 5 or 6 ° of scopes, height error 9 10 or the 11m scope in, the amplitude of variation of caused stability indicator SSQC can not surpass 0.2, can not produce decisive influence to classification results, is repeatably therefore.The geometrical characteristic parameter of design excavation slope is that the design of design side is determined, does not have error.
2). obtain the vibration operational factors
Two vibrations of the hand excavation's method obtained and earthquake intensity operational factors.Hand excavation's method parameter is directly selected in listed excavation method option, the option that can choose comprises that nature/craft excavation, pneumatic hammer excavation, presplitting/smooth blasting, traditional blasting result-good, traditional blasting result-structural plane open, traditional blasting result-block comes off, traditional blasting result-sillar breaks, traditional blasting result-sillar is pulverized, select according to designing requirement in this parameter of design stage, select according to the realization excavation method in this parameter of construction stage.The earthquake intensity parameter also provides seven alternate items, comprises I～III, IV, V, VI, VII, IX, X, and this parameter can directly be obtained by design document or related data.
In the design stage, hand excavation's method parameter is that the designer determines, does not have error.When a kind of excavation method of side slope caused the bigger variation of stability indicator SSQC, the side of design personnel can propose more strict design requirement to excavation method according to durability requirements.In the construction stage, equivocal as the field technician to the qualitative description appearance directly perceived of traditional blasting result, when being difficult for accurately difference,, should choose relatively poor option wherein by the rule that slope stability is assessed.Therefore, for the field engineering technician, it also is repeatably that the index of this parameter is obtained.
There is not error in earthquake intensity.
3). obtain rock mass parameters
Obtain four rock mass parameters such as rock uniaxiality strength, rock coefficient of friction, rock severe, rate of decay.Indispensable test data and geologic information that four parameters such as rock uniaxiality strength, rock coefficient of friction, rock severe, rate of decay all belong to the highway phase of exploration just can obtain by consulting corresponding highway engineering exploration report.
Rock mass parameters does not have artificial factor, so its parameter acquiring is stable, repeatably.
4). obtain the structural plane characteristic parameter
Obtain six structural plane characteristic parameters such as structural plane occurrence, spacing of structural planes, structural plane connection rate, charges angle of friction, charges thickness, mitigation effect.The structural plane occurrence comprises tendency and inclination angle, adopt circumferentor directly to measure, the survey mark of structural plane occurrence parameter should be no less than 10 groups, when the worst error of all survey marks during less than 5 °, average as the value of obtaining,, should increase the measuring point number when the worst error of all survey marks during greater than 5 °, reject the bigger measuring point of part deviation, the residue measuring point is averaged as the value of obtaining; Spacing of structural planes adopts invar tape to measure, and surveying record unit be centimetre when the spacing of structural planes distributed areas of slope rock mass are big, to get the minimal structure interplanar distance conduct value of obtaining; Structural plane connection rate adopts leather measuring tape to measure, and two to six structural planes of arbitrary extracting measure rock bridges and cracking structural plane length at the scene, calculates cracking structural plane length shared percentage in total length, and measured value is averaged as the value of obtaining; The charges angle of friction has six alternate items, be respectively no filling-surperficial patina, non-softening filling-coarse, non-softening filling-medium, non-softening filling-smooth, softening filling-coarse, softening filling-medium, softening filling-smooth, fault gouge (thickness＜fluctuating is poor), fault gouge (thickness＞fluctuating is poor), fluent material, according to the field investigation phenomenon, directly select to be complementary or approximate option conduct value of obtaining, if the scene can't be determined empirically, can sample and carry out indoor shear test, determine its parameter value; Charges thickness has six alternate items, be respectively not have, as thin as a wafer, thin, in thick, thick, extremely thick, according to the field investigation phenomenon, directly select to be complementary or approximate options region between maximum value as the value of obtaining, experience is qualitative determines to get the value of obtaining if the field technician can't carry out exactly, should adopt invar tape directly to measure as the value of obtaining in a plurality of observations, surveying record unit is a millimeter, generally speaking, obtain the fluctuation that does not cause classification results qualitatively, possess repeatability, but, when the charges friction co-efficient value less than 0.5 the time, should not adopt qualitative method to obtain, and should adopt direct measuring method to obtain.The mitigation effect does not provide alternate item, and the reference value zone only is provided, and is selected voluntarily by the user, can not consider this parameter yet.
The stability assessment that carried out before slope excavation should and be selected geology to appear and carry out parameter acquiring in the side slope body searching of being assessed, if can't find, also can select geology appear in 100 meters scopes of the side slope body of being assessed; The stability assessment that carries out in the slope excavation process can directly carry out parameter acquiring at the slope excavation face.
Rock mass discontinuity characteristic parameter professional more intense, the geology knowledge field technician who has possessed basis and common-sense all can realize accurately obtaining of structure characteristics of rock mass parameter, otherwise should carry out corresponding short-term cultivation.
When existence in the side slope is organized structural plane more, should carry out parameter acquiring to each group structural plane one by one.When the influence of judgement ad hoc structure face slope stability is very little if the field technician has the ability, can ignore to experience the parameter acquiring that this organizes non-primary structure face.
Second step: calculate evaluation index
The evaluation index of calculating comprises rock-mass quality evaluation index, spacing of structural planes evaluation index, structural plane occurrence evaluation index, excavation evaluation of effect index, hydrostatic pressure evaluation index and slope stability index.Each index calculating method is as follows:
1). calculate rock-mass quality R
p
With rock uniaxiality strength σ
t, rock coefficient of friction f
i, rock severe is that ρ, excavation sloping high h, structural plane connection rate are (1-k), charges coefficient of friction f
i, ten parameters inputs such as charges thickness x, blasting digging method ME, geological process EI, parameters u=2.1 following formulas:
R
p＝τ
max＝σ
tKe
-5uu+σ
nK
2f
i(1-e
-5u)+σ
n(1-K)
2[(f
i-f
j)e
-x+f
j](1-e
-5u)(1-K)＝(1-k)·ME·EI
σ
n＝ρ·h
Calculate rock-mass quality evaluation index R
p
2). structural plane occurrence R
IS
Physical relief is inclined to α
n, the physical relief angle of inclination beta
n, excavation landform tendency α
c, excavation landform angle of inclination beta
c, structural plane tendency α
s, the structural plane angle of inclination beta
sImport following formulas Deng six parameters:
AP＝arctan(cos(α
n-α
s)·tanβ
s)；
Work as β
n＜AP＜β
cThe time, R
IS=-R
pSin (AP-β
n); Otherwise, R
IS=0.
Computation structure face occurrence evaluation index R
IS
3). spacing of structural planes R
DS
Physical relief is inclined to α
n, structural plane tendency α
s, the structural plane angle of inclination beta
s, four parameters inputs such as spacing of structural planes DS following formulas:
AP＝arctan(cos(α
n-α
s)·tanβ
s)；
When AP＜-45 °, R
DS=0.5R
p(0.9
DS+ 0.25); Otherwise, R
DS=0.
Computation structure interplanar distance evaluation index R
DS
4). excavation unloading effect R
c
With the high h of depositional gradient
n, excavation sloping high h, physical relief angle of inclination beta
n, excavation landform angle of inclination beta
cImport following formulas Deng four parameters:
Calculate excavation unloading evaluation of effect index R
c
5). hydrostatic pressure effect R
w
Hydrostatic pressure evaluation index R
wAdopt weight mode value.When the free from flaw of sloping top, get 0.0 value; The slope top penetration of fracture gets-0.5 during less than 3m; The slope top penetration of fracture gets-1.0 between 3m～5m the time; The slope top penetration of fracture gets-1.5 between 5m～10m the time; The slope top penetration of fracture gets-2.0 during greater than 10m.
Table 2 hydrostatic pressure evaluation index weight allocation table
| The tension fissure degree of depth | 0 | ＜3 | 3～5 | 5～10 | ＞10 |
| R w | 0 | -0.5 | -1 | -1.5 | -2 |
6). slope stability index S SQC
With rock-mass quality evaluation index R
p, structural plane occurrence evaluation index R
IS, spacing of structural planes evaluation index R
DS, excavation unloading evaluation of effect index R
c, hydrostatic pressure evaluation index R
wDeng five index input following formula: SSQC=R
p+ R
DS+ R
IS+ R
c+ R
w
Calculate slope stability index S SQC.
The calculation expression of above-mentioned evaluation index and graded index SSQC is worked out in the EXEL program, realized the automatic computing function of sequencing.Workout content comprises the realization of calculation expression, the realization that expression formula is differentiated.Yet, the parameter of being obtained in the input list is imported in the EXEL electrical form item by item, calculate evaluation index and graded index SSQC value.
The 3rd step: divide the slope stability grade
Second step is calculated the SSQC value contrast slope stability grading table (table 3) of gained, determine SSQC value in the slope stability grading table between residing dividing regions, the stable grade of division and definite side slope.When SSQC less than 0.5 the time, the slope stability grade classification is the V level, stability is described as very poor, stable meaning promptly may unstability for the excavation back; When SSQC was between 0.5～5.0, the slope stability grade classification was the IV level, and stability is described as poor, and stable meaning discloses a period of time possibility unstability for the excavation back; When SSQC was between 5.0～10.0, the slope stability grade classification was the III level, and stability is described as generally, and stable meaning is that side slope generally can unstability; When SSQC was between 10.0～15.0, the slope stability grade classification was the II level, and stability is described as, and stable meaning is in stability status for not have under the paroxysmal very high external force effect; When SSQC greater than 15 the time, the slope stability grade classification is the I level, stability is described as fine, stable meaning is that slope stability does not have problems.
Table 3 slope stability grading table
| SSQC | ＜0.5 | 0.5～5 | 5～10 | 10～15 | ＞15 |
| Rank | V | IV | III | II | I |
| Stability is described | Very poor | Difference | Generally | Good | Fine |
| The stability meaning | The excavation back promptly may unstability | The excavation back discloses a period of time may unstability | Side slope generally can unstability | Do not having to be in stable state under the paroxysmal very high external force effect, | Slope stability does not have problems |
In addition, the classification process of this method is to single group structural plane, if there are many group structural planes in the side slope body, its stable classification should be calculated respectively.The eventual stabilities rank of side slope is the minimum of many group structural plane calculated values.
Embodiment 2:
The present invention has carried out successful application in certain expressway slope.This highway length completely is 220 kilometers, and High Cut Slope amounts to 295.The side slope that adopts the present invention to assess is 295, and evaluation work was carried out in 2004.The slope stability grading assessment result shows that in 295 high slopes, I level side slope is 3, accounts for 1% of total quantity; II level side slope is 73, accounts for 25% of total quantity; III level side slope is 104, accounts for 35% of total quantity; IV level side slope is 100, accounts for 34% of total quantity; V level side slope is 15, accounts for 5% of total quantity.
Engineering slope is constructed and will be finished the end of the year 2007.In the work progress, because a variety of causes, the sum of the side slope of unstability amounts to 77 places, wherein, has landslide, 2 places to belong to II level side slope, accounts for 3% of such side slope total quantity; There is landslide, 14 places to belong to III level side slope, accounts for 13% of such side slope total quantity; There is landslide, 46 places to belong to IV level side slope, accounts for 46% of such side slope total quantity; There is landslide, 15 places to belong to V level side slope, accounts for 100% of such side slope total quantity.This result shows that the present invention is applied to have very high reliability in engineering.Below enumerate four example side slopes wherein.
[K16+745～K16+890 section side slope]
K16+745～K16+890 is 16.745 kilometers of designed highway starting points of span and apart from the segment of 16.890 kilometers of designed highway starting points.The lithology of this section side slope is the Cretaceous System argillaceous siltstoue, and domatic weathering is serious, visible weak-weathered rock piece, and beddingization is touched and can be split with hand hammer.Domatic colluvial block of stone of conglomerate of seeing, the piece footpath is many between 1.2～2.0m more.Structural plane occurrence S227W ∠ 72.The natural slope occurrence is 230 ∠ 25, sloping top free from flaw.Excavating domatic occurrence is 230 ∠ 62, sloping high 24m.Excavation method is traditional blasting procedure, and sillar breaks.Earthquake intensity is IV.Spacing of structural planes is 35cm.Structural plane perforation rate is 100%.Structural plane is the shale filling, meets water and easily softens, and filling thickness is 2mm.The list input item such as the table 4 of SSQC classification.
The input parameter table of table 4 SSQC classification
Because lithology is an argillaceous siltstoue, and weathering is serious, the intensity of rock mass is lower.His-and-hers watches 4 parameters are imported, and calculate rock-mass quality evaluation index R
p=0.19, show that the maximum shear stress that this edge slope structure face provides is very low, shear strength is also very poor.Evaluation index R
pValue be consistent with actual conditions.
This section side slope is the suitable layer of the layer side slope of inclining, and depth of stratum is very big, can not produce and topple over destruction.Because excavation does not cut off the rock stratum, can not produce bedding glide yet.By calculating as can be known R
IS=0, R
DS=0.Result of calculation shows that evaluation index is consistent with actual conditions between structural plane occurrence evaluation index and structural plane.
At slope rock mass is soft rock, and under the weathering serious situation, with natural slope be 25 ° slope excavation to become high 24m, the gradient be the side slopes of 62 degree, the off-load effect of slope excavation is with highly significant, the decline of slope stability also should be very big.By calculating as can be known R
c=-1.6.For the engineering excavation side slope, the sliding force that the rock mass that is excavated provides certain support force to resist the engineering excavation side slope, the excavation of rock mass means the disappearance of support force.The disappearance of support force means the increase of the sliding force of engineering excavation side slope.Result of calculation shows, the maximum shear stress that the increase of sliding force can be born much larger than structural plane, and slope excavation can directly cause the unstability of this side slope.
Calculate and finally draw SSQC=-1.4, the slope stability grade is the V level.In practice of construction, side slope produces unstability under condition of raining behind the excavation.Classification results and actual conditions match.
The unstability of this section side slope is aspect and the not too combination slippage of the joint plane of growth of another group.The result shows, though SSQC only considers the evaluation index of one group of structural plane of growing the most as rock mass strength, and does not consider obsolete relatively structural plane,, classification results is still quite accurate.It is that the evaluation index of rock mass strength is feasible that this explanation, SSQC staging hierarchy only consider to grow most structural plane.In fact, the shear strain of rock mass at first occurs on the poorest structural plane of shear strength, and it also is the strongest to the controlled and representative of rock mass strength.
[K29+072～K29+192 section side slope]
K29+072～K29+192 is 29.072 kilometers of designed highway starting points of span and apart from the segment of 29.192 kilometers of designed highway starting points.This section side slope lithology is a Sinian system medium bed shape dolomitic limestone.Attitude of rocks is 22 ∠ 88.The depositional gradient body is steeper, and the gradient is 35 degree.Side slope is the anti-rock mass that inclines, and the deformation failure pattern is for toppling over destruction.The rock stratum opening width is less, connectivity a little less than.Structural plane does not have filling or a small amount of siliceous filling.The list input item such as the table 5 of SSQC classification.
The input parameter table of table 5SSQC classification
Result of calculation shows, rock-mass quality evaluation index R
p=16.0, structural plane occurrence evaluation index R
IS=0, spacing of structural planes evaluation index R
DS=-0.35, excavation off-load evaluation of effect index R
c=-1.7, hydrostatic pressure evaluation of effect index R
w=0.Graded index SSPC=14, the slope stability grade is the II level.
R
pValue shows that greatly the intensity of rock mass is very high, R
DSValue shows that the shearing dislocation slippage of the steep anti-structural plane that inclines under the DS=15cm situation is less to the influence of the intensity of rock mass.R
cValue shows that slope rock mass can be born by the intensity of rock mass fully because of the support force that excavation disappears, and is little to the influence of slope stability.This section side slope is good at the slope excavation rear stability, matches with the SSQC classification results.
[K55+249～K55+581 section side slope]
K55+249～K55+581 is 55.249 kilometers of designed highway starting points of span and apart from the segment of 55.581 kilometers of designed highway starting points.This section side slope is an Ordovician system medium bed nodular limestone folder shale.Attitude of rocks is 10 ∠ 22.The depositional gradient body is milder, and the gradient is 22 degree.The side slope type is that the deformation failure pattern is bedding glide along layer rock side slope.The rock stratum opening width is medium, and connectivity is stronger.Structural plane does not have filling or a small amount of shale filling.The list input item such as the table 6 of SSQC classification.
The input parameter table of table 6SSQC classification
Result of calculation shows, structural plane connectivity evaluation index R
p=4.6, structural plane occurrence evaluation index R
IS=-0.14, spacing of structural planes evaluation index R
DS=0, excavation off-load evaluation of effect index R
c=-2.1, hydrostatic pressure evaluation of effect index R
w=0.Graded index SSPC=2.3, the slope stability grade is the IV level.
This section side slope is stable in a period of time behind excavation.But owing to do not carry out immediate support, the side slope top has produced a series of tension fissure, and the bosom, crack can reach 6m.Under condition of raining, shale structural plane and charges are further softening.At last, side slope produces slippage.If the slope stability assessment of SSQC hierarchical application in the slope construction process when considering that structural plane softens with hydrostatic pressure, calculates SSQC=0.4, the slope stability grade is the V level.
[K129+850～K129+902 section side slope]
K129+850～K129+902 is 129.850 kilometers of designed highway starting points of span and apart from the segment of 129.902 kilometers of designed highway starting points.This section side slope is Triassic system Jia Lingjiang River group limestone, marl.Attitude of rocks is 323 ∠ 40.The depositional gradient body is milder, and the gradient is 30 degree.The side slope type is a hard rock quadrature rock side slope.The rock stratum opening width is very little, and connectivity is very poor.Structural plane does not have filling or a small amount of shale filling.The list input item such as the table 7 of SSQC classification.
The input parameter table of table 7SSQC classification
Result of calculation shows, rock-mass quality evaluation index R
p=17.7, structural plane occurrence evaluation index R
IS=0, spacing of structural planes evaluation index R
DS=0, excavation off-load evaluation of effect index R
c=-1.4, hydrostatic pressure evaluation of effect index R
w=0.Graded index SSPC=16.3, the slope stability grade is the I level.
Under the obsolete situation of structural plane, R
pValue shows that greatly the rock mass strength of this side slope is very high.Structural plane occurrence and spacing all do not have a negative impact to slope stability.Excavation off-load effect R
cInfluence to slope stability is relatively very little.Therefore, slope stability is fine.SSQC classification results and actual conditions match.
According to three concrete implementation steps such as the getting parms of embodiments of the invention 1, parameter and divided rank, operation implementation process with reference to embodiment 2, the engineers and technicians of highway design and construction field all can be independently, without barrier slope of highway is carried out slope stability grading assesses, and for zones of different, for different engineers and technicians, stage division provided by the invention can repeat to realize.
Claims (1)
1, a kind of highway slope stability grading evaluation method the steps include:
The first step, get parms: at first obtain the side slope geometrical characteristic parameter, comprise tendency that the degree of depth, the height of depositional gradient, the design excavation in the tendency of natural slope face and inclination angle, Po Ding crack is domatic and inclination angle, excavation height, the degree of depth in the tendency of natural slope face and inclination angle, Po Ding crack, four parameters of the height of depositional gradient are directly measured by the scene, or directly measure from topographic map, tendency that the design excavation is domatic and inclination angle, three parameters of excavation height are determined by design document; Next is to obtain the vibration operational factors, two vibrations of the hand excavation's method obtained and earthquake intensity operational factors, hand excavation's method parameter is directly selected in listed excavation method option, option comprises nature/craft excavation, the pneumatic hammer excavation, presplitting/smooth blasting, tradition blasting result-good, tradition blasting result-structural plane opens, tradition blasting result-block comes off, tradition blasting result-sillar breaks, tradition blasting result-sillar is pulverized, select according to design in this parameter of design stage, this parameter realization excavation method is selected in the construction stage, the earthquake intensity parameter provides seven options, comprise I～III, IV, V, VI, VII, IX, X, this parameter is by design document or directly obtain; The 3rd is to obtain rock mass parameters, obtain rock uniaxiality strength, rock coefficient of friction, rock severe, four rock mass parameters of rate of decay, indispensable test data and geologic information that rock uniaxiality strength, rock coefficient of friction, rock severe, four parameters of rate of decay all belong to the highway phase of exploration just can obtain by consulting the highway engineering exploration report; The 4th is to obtain the structural plane characteristic parameter, obtain structural plane occurrence, spacing of structural planes, structural plane connection rate, charges angle of friction, charges thickness, six structural plane characteristic parameters of mitigation, the structural plane occurrence comprises tendency and inclination angle, adopts circumferentor directly to measure; Spacing of structural planes adopts invar tape to measure, and surveying record unit be centimetre, during the spacing of structural planes distributed areas of slope rock mass, gets the minimal structure interplanar distance conduct value of obtaining; Structural plane connection rate adopts leather measuring tape to measure, and selects a structural plane to measure rock bridge and cracking structural plane length at the scene, calculate cracking structural plane length in total length shared percentage as the value of obtaining; The charges angle of friction has six options, be respectively no filling-surperficial patina, non-softening filling-coarse, non-softening filling-medium, non-softening filling-smooth, softening filling-coarse, softening filling-medium, softening filling-smooth, fault gouge, fluent material, field investigation is directly selected to be complementary or option is the value of obtaining; Charges thickness has six options, be respectively do not have, as thin as a wafer, thin, in thick, thick, extremely thick, field investigation, direct selection is complementary or option is the value of obtaining, adopt invar tape directly to measure and be that the value of obtaining, surveying record unit are millimeter, mitigation does not provide option, the reference value zone only is provided, selected voluntarily by the user;
Second step, calculating evaluation index, calculating rock-mass quality evaluation index, spacing of structural planes evaluation index, structural plane occurrence evaluation index, excavation evaluation of effect index, six evaluation indexes of hydrostatic pressure evaluation index and slope stability index S SQC value, at first is to calculate rock-mass quality R
p, with rock uniaxiality strength σ
t, rock coefficient of friction f
i, rock severe is that ρ, excavation sloping high h, structural plane connection rate are (1-k), charges coefficient of friction f
j, charges thickness x, blasting digging method ME, geological process EI, parameters u=2.1 ten a parameter input following formula:
R
p=τ
Max=σ
tKe
-5uU+ σ
nK
2f
i(1-e
-5u)+σ
n(1-K)
2[(f
i-f
j) e
-x+ f
j] (1-e
-5u), (1-K)=(1-k) MEEI, σ
n=ρ h; Next is structural plane occurrence R
IS, physical relief is inclined to α
n, the physical relief angle of inclination beta
n, excavation landform tendency α
c, excavation landform angle of inclination beta
c, structural plane tendency α
s, the structural plane angle of inclination beta
sSix parameter input following formulas:
AP＝arctan(cos(α
n-α
s)·tanβ
s)；
Work as β
n＜AP＜β
cThe time, R
IS=-R
pSin (AP-β
n); Otherwise, R
IS=0; The 3rd is spacing of structural planes R
DS, physical relief is inclined to α
n, structural plane tendency α
s, the structural plane angle of inclination beta
s, four parameters of spacing of structural planes DS input following formula:
AP=arctan (cos (α
n-α
s) tan β
s); When AP＜-45 °, R
DS=0.5R
p(0.9
DS+ 0.25); Otherwise, R
DS=0; The 4th is excavation unloading effect R
c, with the high h of depositional gradient
n, excavation sloping high h, physical relief angle of inclination beta
n, excavation landform angle of inclination beta
cFour parameter input following formulas:
The 5th is hydrostatic pressure effect R
w, hydrostatic pressure evaluation index R
wAdopt weight mode value, during the free from flaw of sloping top, get 0.0 value; The slope top penetration of fracture gets-0.5 during less than 3m; Top, the slope penetration of fracture gets-1.0 between 3m～5m; The slope top penetration of fracture gets-1.5 between 5m～10m the time; Top, the slope penetration of fracture gets-2.0 greater than 10m; The 6th is slope stability index S SQC, with rock-mass quality evaluation index R
p, structural plane occurrence evaluation index R
IS, spacing of structural planes evaluation index R
DS, excavation unloading evaluation of effect index R
c, hydrostatic pressure evaluation index R
wFive index input following formulas:
SSQC＝R
p+R
DS+R
IS+R
c+R
w；
The 3rd step, division slope stability grade according to the SSQC value, are carried out stable grade classification to slope stability, SSQC was less than 0.5 o'clock, the slope stability grade classification is the V level, and SSQC is between 0.5～5.0, and the slope stability grade classification is the IV level, SSQC is between 5.0～10.0, the slope stability grade classification is the III level, and SSQC is between 10.0～15.0, and the slope stability grade classification is the II level, SSQC was greater than 15 o'clock, and the slope stability grade classification is I.
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|---|---|---|---|
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