CN116070317B - Rigid-flexible flip asphalt pavement graded broken stone layer thickness design method - Google Patents
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Abstract
The invention discloses a rigid-flexible flip asphalt pavement graded broken stone layer thickness design method, relates to the technical field of road engineering, and solves the problems that in the prior art, the rigid-flexible flip asphalt pavement grade can only determine the upper limit of the graded broken stone layer thickness and cannot determine the lower limit of the graded broken stone layer thickness; calculating width change of a joint of a cement concrete slab, calculating shear stress of a graded broken stone layer, calculating temperature stress of an asphalt pavement, and checking thickness of the graded broken stone structural layer according to a criterion that the graded broken stone layer breaks when the horizontal shear stress of the graded broken stone layer and the temperature stress of the asphalt layer exceed tensile strength of an asphalt mixture; the method has the advantages of reasonably determining the thickness of the graded broken stone layer and the like.
Description
Technical Field
The invention relates to the technical field of road engineering, in particular to a rigid-flexible flip-chip asphalt pavement graded broken stone layer thickness design method and method.
Background
In engineering practice, it is often necessary to apply asphalt concrete pavements on cement concrete slabs, for example: and (3) additionally paving a permanent asphalt pavement on the temporary cement concrete structure, and additionally paving a new asphalt pavement on the old cement concrete pavement. Because the rigid structure and the flexible structure are connected in an inverted mode, the newly-built pavement is easy to crack along the joint or the original crack of the original cement concrete slab, and structural pavement diseases are further caused.
In order to solve the problem, the engineering technical measures adopted at home and abroad at present comprise two main types: first category: the original rigid structure is softened, the original cement concrete pavement is broken, and then the asphalt pavement is paved. The disposal mode is to convert the rigid-flexible inverted structure into a pure flexible structure, so that the disposal effect is good, however, the procedures are complicated and the manufacturing cost is high. In addition, the flexible construction process of the rigid structure lacks reliable theoretical quantitative guidance, and the pavement slab crushing size, the crushing particle size, the detection standard and the like of the raw cement concrete pavement structure lack basis in the flexible process, and are usually executed empirically, so that the actual working condition of the pavement has certain fluctuation, and the pavement performance and the service life are difficult to accurately estimate.
The second category: and cutting a seam on the asphalt pavement along the joint of the rigid structure to realize the connection of the rigid structure and the flexible structure. This type of treatment method treats the asphalt pavement as an extension of the rigid structure, and finally rigidifies the rigid-flexible flip-chip structure. Such disposal methods, although becoming good in terms of structural load-bearing capacity and prevention of later cracking of the road surface, lose the advantageous features of the flexible road surface structure in terms of driving comfort, appearance, driving noise, maintenance costs (seams), etc., due to the presence of seams on the road surface.
The graded broken stone stress absorbing layer is arranged between the cement concrete slab and the asphalt concrete surface layer, so that the problem of reflection cracks caused by the joint of the cement concrete slab under the action of temperature shrinkage can be solved, and the design basis and the checking index of the thickness of the graded broken stone layer can be calculated. In the existing 'highway asphalt pavement design specification', no definite design index exists for the graded broken stone thickness of the inverted structure. The larger the thickness of the graded broken stone structure layer is, the more adverse is the tensile state of the asphalt layer and the permanent deformation of the asphalt layer. Thus, according to the current specifications, only the upper thickness limit of the graded crushed stone layer can be determined, and the lower thickness limit of the graded crushed stone layer cannot be determined.
Disclosure of Invention
In order to solve the problems in the prior art, the invention aims to provide a rigid-flexible flip-chip asphalt pavement graded broken stone layer thickness design method and method, and aims to solve the problems that the rigid-flexible flip-chip asphalt pavement grade in the prior art can only determine the upper limit of the graded broken stone layer thickness and cannot determine the lower limit of the graded broken stone layer thickness.
A rigid-flexible flip asphalt pavement graded broken stone layer thickness design method comprises the following steps:
step 1: according to the minimum temperature T of the middle part of the cement concrete slab in the service period of the road construction project cmin Actual measurement temperature T of middle part of cement concrete slab during graded broken stone paving con Calculating the width change delta L of the cement concrete slab joint according to the length L of the cement concrete slab and the temperature shrinkage coefficient of the cement concrete;
step 2: calculating the horizontal shear stress tau of the graded broken stone structural layer according to the graded broken stone shear modulus G, the thickness H of the preliminarily designed graded broken stone structural layer and the delta L calculated in the step 1 agg ；
Step 3: determining asphalt pavement temperature stress sigma t ；
Step 4: according to the relation of the horizontal shearing stress of the graded broken stone layer and the fracture generated by the asphalt layer when the temperature stress of the asphalt layer exceeds the tensile strength of the asphalt mixture, namely, the thickness H of the graded broken stone structure layer is redetermined according to the following formula,
f agg ·τ agg +f t ·σ t ≤S mix (1)
in the formula (1):
τ agg : shear stress in the horizontal direction of the graded broken stone structural layer is MPa;
σ t : thermal shrinkage stress of the asphalt surface layer, and MPa;
S mix : tensile strength of the asphalt mixture, MPa, is measured by an indirect tensile experiment;
f agg : the safety coefficient of the shear stress of the graded broken stone structural layer in the horizontal direction is 1.6 according to the empirical data in the field45；
f t : the safety coefficient of the asphalt surface layer thermal shrinkage stress is 1.645 according to the empirical data in the field.
The thickness H of the graded broken stone structural layer designed preliminarily refers to the thickness H of the graded broken stone structural layer designed according to the current experience value or the specification requirement.
The invention provides a graded broken stone layer thickness design method based on a graded broken stone structure layer crack resistance checking rule aiming at an asphalt pavement with a cement concrete rigid base layer inverted structure, when the horizontal shear stress of the graded broken stone layer and the temperature stress of the asphalt layer exceed the tensile strength of an asphalt mixture, the asphalt surface layer is broken, and based on the principle, the horizontal shear stress tau of the graded broken stone structure layer when asphalt is not broken can be determined agg And pass τ agg And obtaining the lower limit value of the thickness H of the graded broken stone structural layer according to the relation between the thickness H of the graded broken stone structural layer and the thickness H of the graded broken stone structural layer.
Preferably, in the step 1, the calculation formula of the width change Δl of the joint of the cement concrete slab is as follows:
ΔL＝A·l·α c ·(T con -T cmin ) (2)
in the formula (2):
Δl: the width change value of the joint of the cement concrete slab, m;
α c : the temperature shrinkage coefficient of the cement concrete is 1/°c;
T con : actually measured temperature in the middle of the cement concrete slab when graded broken stone is paved, and the temperature is lower than the temperature;
T cmin : the lowest temperature of the middle part of the cement concrete slab along the depth direction in the service period of the pavement is at the temperature of DEG C;
l: the length of the cement concrete slab, m;
a: the plate length change correction coefficient is 1.0 as a default value.
The invention considers that the joint width of the cement concrete slab changes correspondingly in the temperature change process, which is a main reason for cracking the asphalt surface layer. According to the lowest temperature of the middle part of the cement concrete slab in the service period of the road construction project, the actually measured temperature of the middle part of the cement concrete slab, the size of the cement concrete slab and the temperature shrinkage coefficient of the cement concrete during graded broken stone paving, the width change delta L of the joint of the cement concrete slab is calculated.
Preferably, the following principle is based: in the process of changing the joint width of the cement concrete slab, the graded broken stone and the cement concrete slab keep continuous deformation at the contact surface, and the graded broken stone is not permanently deformed due to shearing action. The horizontal displacement of the joint of the cement concrete slab is transmitted upwards to the bottom of the asphalt surface layer through the shearing deformation of graded broken stone.
In the step 2, calculating the shear stress tau in the horizontal direction of the graded broken stone structural layer agg The calculation formula of (2) is as follows:
in the formula (3):
τ agg : shear stress in the horizontal direction of the graded broken stone structural layer is MPa;
g: grading crushed stone shear modulus, MPa;
h: and (3) grading the thickness of the crushed stone structural layer, and m.
Preferably, in the step 2, the graded crushed stone shear modulus G is calculated by direct shear experiment actual measurement or calculated by using formula (4):
in the formula (4): m is M R For modulus of resilience, μ is poisson's ratio.
Preferably, in the step 3, the asphalt pavement temperature stress sigma t The calculation formula of (2) is as follows:
wherein:
ε AC ＝α AC ΔT (7)
in the formulas (5), (6) and (7):
σ t : thermal shrinkage stress of asphalt surface layer, MPa
i: the ith subunit of the Maxwell model;
σ i (t): temperature stress generated by the ith Maxwell model subunit;
E i 、λ i : the ith Maxwell model subunit regression parameters;
Δε AC : temperature shrinkage strain over Δt time;
Δζ: variable equivalent loading time;
ε AC : temperature shrinkage strain of asphalt mixture;
α AC : the linear thermal shrinkage coefficient of the asphalt mixture is 1/°c;
Δt: a temperature change gradient.
Preferably, the temperature threshold value of thermal shrinkage cracking of the asphalt pavement is-10 ℃, and the thermal shrinkage stress sigma of the asphalt pavement is higher than the temperature threshold value t =0, below or equal to the temperature threshold, bitumen surface thermal shrinkage stress σ t Calculated according to equation (5).
The asphalt mixture is a temperature-sensitive viscoelastic material, and the thermal shrinkage stress in the asphalt mixture is the result of the combined action of shrinkage deformation and stress relaxation generated in the cooling process of the material. When the temperature is higher, the stress relaxation effect of the asphalt mixture is strong, and the thermal shrinkage stress cannot be accumulated; the invention adopts a temperature threshold value of minus 10 ℃ and is higher than the temperature threshold value, and the graded broken stone cracking resistance design criterion is asphalt surface layer thermal shrinkage stress sigma in (1) t ＝0。
The beneficial effects of the invention are as follows:
1. the invention provides a graded broken stone layer thickness design method based on graded broken stone structure layer crack resistance checking calculation criteria aiming at a cement concrete rigid base layer inverted structure asphalt pavement, when the horizontal shear stress of the graded broken stone layer and the temperature stress of the asphalt layer exceedWhen the tensile strength of the asphalt mixture is high, the asphalt surface layer is broken, and based on the principle, the horizontal shear stress tau of the graded broken stone structural layer when asphalt is not broken can be determined agg And pass τ agg The relation with the thickness H of the graded broken stone structural layer is used for obtaining the lower limit value of the thickness H of the graded broken stone structural layer, so that the technical prejudice that the current field can only determine the upper limit value of the thickness H of the graded broken stone structural layer is overcome, and the method has important significance to the field.
2. According to the invention, the temperature threshold value for thermal shrinkage cracking of the asphalt pavement is calculated and proposed, the recommended value is-10 ℃, and the thermal shrinkage stress of the asphalt pavement in the graded broken stone cracking-resistant design criterion is negligible.
3. According to the invention, the temperature is brought into the influence factor range, so that the thickness H of the graded broken stone structural layer of the rigid-flexible flip-chip asphalt pavement in different regions can be reasonably designed, and the application range is wide.
Drawings
FIG. 1 is a schematic diagram of the thickness calculation relationship of a rigid-flexible flip-chip graded crushed stone structure layer according to the invention.
FIG. 2 is a graph showing the results of temperature stress calculations for different asphalt mixtures of the present invention.
Detailed Description
For the purposes of making the objects, technical solutions and advantages of the embodiments of the present application more clear, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is apparent that the described embodiments are only some embodiments of the present application, but not all embodiments. Thus, the following detailed description of the embodiments of the present application, as provided in the accompanying drawings, is not intended to limit the scope of the application, as claimed, but is merely representative of selected embodiments of the application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the present application without making any inventive effort, are intended to be within the scope of the present application.
The invention relates to a rigid-flexible flip asphalt pavement graded broken stone layer thickness design method, which is suitable for a rigid-flexible flip asphalt pavement structure formed by paving a graded broken stone stress absorbing layer on a cement concrete base layer, and the concrete calculation process comprises the following steps:
1. calculating the width variation DeltaL of the joint of a cement concrete slab
According to the minimum temperature T of the middle part of the cement concrete slab in the service period of the road construction project cmin Actual measurement temperature T of middle part of cement concrete slab during graded broken stone paving con Length l of cement concrete slab and thermal shrinkage coefficient alpha of cement concrete c The width change deltal of the cement concrete slab joint is calculated using equation (2). The lowest temperature T of the middle part of the cement concrete slab along the depth direction in the period of lacking the pavement service cmin In the actual measurement data, an empirical formula can be adopted, and the estimation can be performed according to local weather conditions and the thickness of the pavement structure.
ΔL＝A·l·α c ·(T con -T cmin ) (2)
In the formula (2):
Δl: the width change value of the joint of the cement concrete slab, m;
α c : the temperature shrinkage coefficient of the cement concrete is 1/°c;
T con : actually measured temperature in the middle of the cement concrete slab when graded broken stone is paved, and the temperature is lower than the temperature;
T cmin : the lowest temperature of the middle part of the cement concrete slab along the depth direction in the service period of the pavement is at the temperature of DEG C;
l: the length of the cement concrete slab, m;
a: the plate length change correction coefficient is 1.0 as a default value.
2. Calculating the shear stress tau of the graded broken stone layer agg
The thickness of the graded broken stone layer is initially set to be 10cm, and the formula (3) is adopted to calculate the shear stress tau of the graded broken stone structure layer in the horizontal direction agg . The shear modulus of graded broken stone can be calculated through actual measurement of a direct shear experiment; the calculation of equation (4) can also be performed based on the modulus of elasticity of the material.
In the formula (3):
τ agg : shear stress in the horizontal direction of the graded broken stone structural layer is MPa;
g: grading crushed stone shear modulus, MPa;
h: and (3) grading the thickness of the crushed stone structural layer, and m.
In the formula (4): m is M R For modulus of resilience, μ is poisson's ratio.
3. Calculating temperature stress sigma of asphalt pavement t
When the minimum temperature of the environment where the pavement is positioned is lower than-10 ℃, calculating the temperature stress sigma of the asphalt pavement layer by adopting formulas (5), (6) and (7) t . When the lowest temperature of the environment where the pavement is positioned is not lower than-10 ℃, the temperature stress is small and negligible. The calculation process adopts a generalized Maxwell model to describe the stress relaxation characteristic of the asphalt mixture under the low-temperature condition, and calculates the temperature stress sigma of the asphalt pavement t ：
Wherein:
ε AC ＝α AC ΔT (7)
wherein:
σ t : thermal shrinkage stress of the asphalt surface layer, and MPa;
i: the ith subunit of the Maxwell model;
σ i (t): temperature stress generated by the ith Maxwell model subunit;
E i 、λ i : the ith Maxwell model subunit regression parameters;
Δε AC : in Δt timeIs a thermal contraction strain of (2);
Δζ: variable equivalent loading time;
ε AC : temperature shrinkage strain of asphalt mixture;
α AC : the linear thermal shrinkage coefficient of the asphalt mixture is 1/°c;
Δt: a temperature change gradient.
At a fixed cooling rate, the temperature stress sigma of the asphalt pavement t The calculation result is schematically shown in fig. 2.
4. Calculating the thickness H of graded broken stone structural layer
As shown in fig. 1, when the horizontal shear stress of the graded crushed stone layer and the temperature stress of the asphalt layer exceed the tensile strength of the asphalt mixture, the asphalt surface layer breaks.
In the existing 'highway asphalt pavement design specification', no definite design index exists for the graded broken stone thickness of the inverted structure. The larger the thickness of the graded broken stone structure layer is, the more adverse is the tensile state of the asphalt layer and the permanent deformation of the asphalt layer. Therefore, according to the current specification, only the upper limit of the thickness of the graded broken stone layer can be determined, and the calculation method disclosed by the invention is used for determining the lower limit of the thickness of the graded broken stone structure layer, and comprises the following specific operations:
checking whether the assumed graded broken stone thickness H meets the structural layer crack resistance design standard or not by adopting a formula (1), and increasing the graded broken stone layer thickness according to actual conditions when the calculation result does not meet the requirements until the requirements are met; when the calculated result is more abundant, the thickness of the graded broken stone layer is properly thinned. The design process can also directly calculate the thickness of the minimum graded broken stone structural layer meeting the requirement through formula conversion, and calculate the thickness of the graded broken stone layer to be not less than 6cm through formula (1).
f agg ·τ agg +f t ·σ t ≤S mix (1)
In the formula (1):
τ agg : shear stress in the horizontal direction of the graded broken stone structural layer is MPa;
σ t : thermal shrinkage stress of the asphalt surface layer, and MPa;
S mix : tensile strength of the asphalt mixture, MPa, is measured by an indirect tensile experiment;
f agg : the safety coefficient of the shear stress of the graded broken stone structural layer in the horizontal direction is 1.645 according to the empirical data in the field;
f t : the safety coefficient of the asphalt surface layer thermal shrinkage stress is 1.645 according to the empirical data in the field.
The invention provides an anti-cracking calculation rule of a graded broken stone structural layer in a cement concrete rigid base layer inverted structure asphalt pavement, and the reasonable graded broken stone thickness H is obtained by combining the relevant regulations in the highway asphalt pavement design specification followed by pavement design.
The foregoing examples merely represent specific embodiments of the present application, which are described in more detail and are not to be construed as limiting the scope of the present application. It should be noted that, for those skilled in the art, several variations and modifications can be made without departing from the technical solution of the present application, which fall within the protection scope of the present application.
Claims (5)
1. A rigid-flexible flip-chip asphalt pavement graded broken stone layer thickness design method is characterized by comprising the following steps of:
step 1: according to the minimum temperature of the middle part of the cement concrete slab in the service period of the road construction projectMeasured temperature of middle part of cement concrete slab during graded broken stone paving>Length of cement concrete slab>Thermal shrinkage coefficient of cement concrete>Calculating the width variation of the cement concrete slab joint>；
Step 2: according to the shear modulus of graded crushed stoneThickness of preliminary designed graded crushed stone structural layer>And +.1 calculated in step 1>Calculating the horizontal shear stress of the graded broken stone structural layer>The calculation formula is as follows:
（3）
in the formula (3):
: shear stress in the horizontal direction of the graded broken stone structural layer is MPa;
: grading crushed stone shear modulus, MPa;
: grading the thickness of the crushed stone structural layer, m;
step 3: determining temperature stress of asphalt pavement；
Step 4: according to the relation of the horizontal shear stress of the graded broken stone layer and the temperature stress of the asphalt layer exceeding the tensile strength of the asphalt mixture, the thickness of the graded broken stone structure layer is redetermined according to the following formula (1),
the specific operation is as follows: adopting a formula (1) to check and calculate the assumed graded broken stone thicknessIf the structural layer crack resistance design standard is met, increasing the thickness of the graded broken stone layer according to actual conditions when the calculation result does not meet the requirements until the requirements are met; when the calculated result has more surplus, the thickness of the graded broken stone layer is properly thinned, the design process can also directly calculate the thickness of the minimum graded broken stone structure layer meeting the requirement through formula conversion,
(1)
in the formula (1):
: shear stress in the horizontal direction of the graded broken stone structural layer is MPa;
: thermal shrinkage stress of the asphalt surface layer, and MPa;
: tensile strength of asphalt mixture, MPa;
: safety coefficient of shear stress in horizontal direction of graded broken stone structural layer;
: safety coefficient of asphalt surface layer thermal shrinkage stress.
2. The method for designing the thickness of the graded broken stone layer of the rigid-flexible flip-chip asphalt pavement according to claim 1, wherein in the step 1, the width of the joint of the cement concrete slab is changedThe calculation formula of (2) is as follows:
(2)
in the formula (2):
: the width change value of the joint of the cement concrete slab, m;
: the temperature shrinkage coefficient of the cement concrete is 1/°c;
: actually measured temperature in the middle of the cement concrete slab when graded broken stone is paved, and the temperature is lower than the temperature;
: the lowest temperature of the middle part of the cement concrete slab along the depth direction in the service period of the pavement is at the temperature of DEG C;
: the length of the cement concrete slab, m;
: plate length variation correction coefficient.
3. The method for designing the thickness of graded broken stone layer of rigid-flexible flip-chip asphalt pavement according to claim 1 or 2, wherein in the step 2, the graded broken stone shear modulusActually measured calculation by direct shear experiments or calculation by adopting a formula (4):
（4）
in the formula (4):for modulus of resilience>Is poisson's ratio.
4. The method for designing the thickness of graded broken stone layer of rigid-flexible flip-chip asphalt pavement according to claim 1 or 2, wherein in the step 3, the temperature stress of the asphalt pavement is as followsThe calculation formula of (2) is as follows:
(5)
wherein:
(6)
(7)
in the formulas (5), (6) and (7):
: thermal shrinkage stress of asphalt surface layer, MPa
i: the ith subunit of the Maxwell model;
: temperature stress generated by the ith Maxwell model subunit;
: the ith Maxwell model subunit regression parameters;
: at->Thermal shrinkage strain in time;
: variable equivalent loading time;
: temperature shrinkage strain of asphalt mixture;
: asphalt mixture linear thermal shrinkage coefficient, 1- o C；
: a temperature change gradient.
5. A kind of according to claim 4The design method of the graded broken stone layer thickness of the rigid-flexible inverted asphalt pavement is characterized in that the temperature threshold value of thermal shrinkage cracking of the asphalt pavement is-10 ℃, and the thermal shrinkage stress of the asphalt pavement is higher than the temperature threshold valueWhen the temperature is lower than or equal to the temperature threshold value, the temperature shrinkage stress of the asphalt surface layer is +.>According to->And (5) calculating.
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