CN113516833B - Underground diaphragm wall deformation risk early warning system and early warning method - Google Patents
Underground diaphragm wall deformation risk early warning system and early warning method Download PDFInfo
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Abstract
The invention discloses a deformation risk early warning system and an early warning method for an underground diaphragm wall, wherein the deformation risk early warning system comprises data acquisitionThe system comprises a module, a data processing module and a risk early warning module; the data acquisition module is used for collecting the horizontal displacement measured value of the underground continuous wall, the performance of the reinforced concrete material and the reinforcement information of the underground continuous wall; the data processing module is used for automatically calculating the ratio of the bending moment of the section of the underground continuous wall to the design value of the bending resistance bearing capacity in real time, namely the internal force-resistance ratio P; the risk early warning module compares the internal force resistance ratio P with internal force resistance ratio limit values P corresponding to high, medium and low risk levels of the underground continuous wall Height of 、P In (1) 、P Is low in And comparing to obtain the deformation risk grade of the underground diaphragm wall, and automatically sending early warning information. The early warning system and the early warning method can solve the problem that construction technicians cannot evaluate the deformation risk level of the underground continuous wall when the horizontal displacement measured value of the underground continuous wall is greater than the design limit value.
Description
Technical Field
The invention relates to an underground diaphragm wall deformation risk early warning system and an underground diaphragm wall deformation risk early warning method.
Background
In recent years, with the vigorous development of underground space, the excavation depth of underground engineering is continuously increased. The underground continuous wall is widely applied as a foundation pit support structure due to good bearing capacity and bending rigidity. In order to ensure the construction safety, whether the horizontal displacement of the underground continuous wall meets the design limit value or not needs to be monitored in the construction process, so that the accident of collapse of a foundation pit caused by overlarge lateral deformation of the underground continuous wall is prevented. However, in actual construction, the horizontal displacement actual measurement value of the underground continuous wall of the deep foundation pit engineering is sometimes greater than the design limit value, so that the safety state evaluation of the underground continuous wall under the condition mostly depends on the construction experience of engineering technicians, and the quantitative analysis of mechanical properties is lacked, thereby increasing the construction risk. In order to solve the problems, a system and a method for early warning of deformation risks of underground diaphragm walls are provided.
Disclosure of Invention
The invention provides an underground continuous wall deformation risk early warning system and an underground continuous wall deformation risk early warning method, which solve the problem that when the actual measured value of the horizontal displacement of an underground continuous wall is greater than the design limit value, construction technicians cannot evaluate the deformation risk of the underground continuous wall due to the fact that whether the horizontal displacement of the underground continuous wall meets the design limit value is mostly monitored and the mechanical property intelligent analysis of a stressed member is lacked during the construction of the conventional foundation pit engineering.
The invention provides a deformation risk early warning method for an underground diaphragm wall, which comprises the following steps:
acquiring a horizontal displacement measured value of the underground continuous wall, the performance of a reinforced concrete material and reinforcement information of the underground continuous wall;
calculating the ratio of the bending moment of the section of the underground continuous wall to the design value of the bending resistance bearing capacity, and defining the ratio as an internal force resistance ratio P;
the internal force resistance ratio P is compared with the internal force resistance ratio limit value P corresponding to the deformation grades of the underground continuous wall, such as high, medium and low risk grades Height of 、P In 、P Is low in And comparing to obtain the deformation risk grade of the underground diaphragm wall, and automatically sending early warning information.
As an implementation mode of the early warning method, the rule for judging the deformation risk level of the underground diaphragm wall is as follows:
if the internal force resistance is greater than or equal to P Is low in And is less than P In Underground continuous wall is in low risk of deformation and the likeA stage;
if the internal force resistance is greater than or equal to P In (1) And is less than P Height of The underground continuous wall is in the risk level in deformation;
if the internal force resistance is greater than or equal to P High (a) The underground diaphragm wall is at a high risk level of deformation.
As an implementation mode of the early warning method, the reinforced concrete material performance comprises the following basic parameters: the concrete core is characterized by comprising a steel bar elastic modulus, a steel bar strength design value, a concrete elastic modulus, a concrete axle center compressive strength design value, a concrete cube compressive strength standard value and a concrete axle center tensile strength standard value.
As an embodiment of the warning method of the present invention, the reinforcement information of the underground diaphragm wall includes the following information: the type name of the underground continuous wall, the corresponding thickness of the underground continuous wall, the concrete strength grade, the thickness of a concrete protective layer at an excavation face and the details of longitudinal main reinforcement arrangement; wherein the longitudinal main reinforcement details further comprise the following parameters: the name of the reinforcing steel bar and the diameter, the interval, the starting elevation and the ending elevation of the corresponding reinforcing steel bar.
As an embodiment of the early warning method of the present invention, calculating the internal resistance ratio P comprises the steps of:
s1, defining internal force resistance ratio limit values P corresponding to high, medium and low risk grades of deformation of the underground diaphragm wall Height of 、P In 、P Is low in ；
S2, forming an actual measurement curve according to the horizontal displacement actual measurement value of the underground continuous wall, and automatically fitting the horizontal displacement actual measurement curve of the underground continuous wall by adopting a cyclic judgment goodness-of-fit method to obtain goodness-of-fit R 2 The horizontal displacement fitting formula of the underground continuous wall meets the requirements;
s3, calculating the horizontal displacement curvature of the underground continuous wall according to the horizontal displacement fitting formula of the underground continuous wall, and solving the maximum value of the horizontal displacement curvature of the underground continuous wall corresponding to the vicinity of the maximum value of the horizontal displacement actual measurement of the underground continuous wall and the depth H' of the underground continuous wall, wherein the horizontal displacement curvature of the underground continuous wall is equal to the negative sign multiplied by the second derivative of the horizontal displacement fitting formula of the underground continuous wall;
s4, calculating section bending rigidity and bending bearing capacity design values corresponding to the depth H' of the underground continuous wall by combining the performance of the reinforced concrete material and the reinforcement information of the underground continuous wall;
the section bending stiffness is calculated according to the formula (1):
in the formula: e c Is the modulus of elasticity of concrete; I.C. A 0 Is the section moment of inertia; b is the cross-sectional width, calculated by unit length; x is the height of the compression zone
Calculating; alpha is alpha E The ratio of the elastic modulus of the steel bar to the elastic modulus of the concrete; a. The S Is the section area of the longitudinal common steel bar in the tension area; h is 0 Is the effective height of the section;
the design value of the bending resistance bearing capacity of the cross section is calculated according to the formula (2):
in the formula: m u The design value is the bending resistance bearing capacity; alpha is alpha 1 Alpha is when the concrete strength grade does not exceed C50 1 Is taken to be 1.0, and alpha is obtained when the strength grade of the concrete is C80 1 Taking 0.94 as the time, and determining the time according to a linear interpolation method; f. of c The design value is the axial compressive strength of the concrete;
s5, obtaining the maximum value of the bending moment of the section of the underground continuous wall according to the product of the maximum value of the horizontal displacement curvature of the underground continuous wall and the corresponding bending rigidity of the section, further obtaining the ratio of the maximum value of the bending moment of the section of the underground continuous wall to the designed value of the bending bearing capacity, and defining the ratio as an internal force-resistance ratio P.
As an embodiment of the warning method of the present invention, step S2 further includes the following steps:
S21、carrying out polynomial fitting on the actual measurement curve of the horizontal displacement of the underground continuous wall by adopting a least square method, and calculating the goodness of fit R 2 (ii) a The goodness of fit is calculated according to equation (3):
in the formula: y is i The measured value of the horizontal displacement of the underground continuous wall is obtained;
the average value of actually measured horizontal displacement of the underground continuous wall is obtained;
fitting values for horizontal displacement of the underground continuous wall;
s22, if the goodness of fit R 2 If the requirements are met, stopping calculation, wherein the polynomial is a horizontal displacement fitting formula of the underground continuous wall;
s23, if the goodness of fit R 2 If the requirement is not met, the depth is located
The actual measurement curve of the horizontal displacement of the underground continuous wall is subjected to multiple fitting, and the goodness of fit R is calculated circularly 2 Judging whether the requirements are met, wherein i is a cyclic variable, a descending arithmetic progression with an initial value of delta is taken, and H is the depth of the underground continuous wall corresponding to the maximum value of the horizontal displacement actual measurement of the underground continuous wall;
s24, calculating the obtained goodness of fit R 2 And if the requirement is met, stopping the circular calculation, and obtaining a polynomial in the last calculation as a horizontal displacement fitting formula of the underground continuous wall.
As an embodiment of the warning method of the present invention, step S23 further includes:
if it is
Get
If it is
Get
Wherein H min Is the minimum depth of underground diaphragm wall, H max The maximum depth of the underground continuous wall.
A second aspect of the present invention provides an underground diaphragm wall deformation risk early warning system, which includes:
the data acquisition module is used for collecting the horizontal displacement measured value of the underground continuous wall, the performance of reinforced concrete materials and the reinforcement information of the underground continuous wall;
the data processing module is used for calculating the ratio of the bending moment of the section of the underground continuous wall to the design value of the bending resistance bearing capacity, and the ratio is defined as the internal force resistance ratio P;
a risk early warning module for comparing the internal force resistance ratio P with the internal force resistance ratio limit value P corresponding to the high, medium and low risk levels of deformation of the underground continuous wall Height of 、P In 、P Is low in And comparing to obtain the deformation risk level of the underground diaphragm wall, and automatically sending early warning information.
As an embodiment of the warning system of the present invention, the data acquisition module includes:
the automatic horizontal displacement acquisition device of the underground continuous wall is used for automatically acquiring the horizontal displacement measured value of the underground continuous wall according to the monitoring frequency;
the reinforced concrete material performance database is used for defining basic parameters of the reinforced concrete material performance;
and the underground continuous wall reinforcement information acquisition module is used for acquiring reinforcement information of the underground continuous wall.
As an implementation mode of the early warning system, the risk early warning module defines an internal force resistance ratio limit value P corresponding to the deformation levels of the underground diaphragm wall, namely the high, medium and low risk levels Height of 、P In 、P Is low in 。
The positive progress effects of the invention are as follows: intelligently analyzing the mechanical property of the underground continuous wall to obtain the ratio of the maximum value of the section bending moment of the underground continuous wall to the design value of the bending resistance bearing capacity and the internal force resistance ratio limit value P corresponding to the high, medium and low risk levels of deformation of the underground continuous wall Height of 、P In (1) 、P Is low in And comparing to obtain the deformation risk grade of the underground continuous wall, thereby solving the problem that construction technicians cannot evaluate the safety state of the underground continuous wall when the horizontal displacement measured value of the underground continuous wall is greater than the design limit value.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings required to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the description below are only some embodiments of the present invention, and it is obvious for those skilled in the art that other drawings can be obtained according to the drawings without creative efforts.
Fig. 1 is an exemplary schematic diagram of a deformation risk early warning system for an underground diaphragm wall according to the present invention.
Fig. 2 is an exemplary flowchart of a method for warning a deformation risk of an underground diaphragm wall according to the present invention.
Detailed Description
The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text. It should be noted that the embodiments and features of the embodiments of the present invention may be combined with each other without conflict.
It should be understood that in the description of the present invention, unless otherwise explicitly specified or limited, such terms as "central," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," "outer," and the like, as used herein, refer to an orientation or positional relationship illustrated in the accompanying drawings, which are merely for convenience in describing and simplifying the description, and do not indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and thus should not be construed as limiting the present invention. Furthermore, the terms "mounted," "connected," and "connected" should be construed broadly and may include, for example, fixed connections, removable connections, or integral connections; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
The invention provides an underground continuous wall deformation risk early warning system and an underground continuous wall deformation risk early warning method, which solve the problem that when the actual measured value of the horizontal displacement of an underground continuous wall is greater than the design limit value, construction technicians cannot evaluate the deformation risk of the underground continuous wall due to the fact that whether the horizontal displacement of the underground continuous wall meets the design limit value is mostly monitored and the mechanical property intelligent analysis of a stressed member is lacked during the construction of the conventional foundation pit engineering.
Referring to fig. 1, an underground diaphragm wall deformation risk early warning system 1 according to the present invention includes a data acquisition module 11, a data processing module 12, and a risk early warning module 13.
The data acquisition module 11 comprises an automatic horizontal displacement acquisition device 111 for the underground continuous wall, a reinforced concrete material performance database 112 and an underground continuous wall reinforcement information acquisition module 113. Taking a certain project as an example, basic parameters of a reinforced concrete material, such as a reinforced bar elastic modulus, a reinforced bar strength design value, a concrete elastic modulus, a concrete axle center compressive strength design value, a concrete cube compressive strength standard value, a concrete axle center tensile strength standard value and the like, of a common reinforced concrete material are input into the reinforced concrete material performance database 112 of the data acquisition module 11. The underground continuous wall reinforcement information acquisition module 113 of the data acquisition module 11 inputs the underground continuous wall reinforcement information of the excavation surface corresponding to the placement position of the underground continuous wall horizontal displacement automatic acquisition device 111, and the information includes the type name of the underground continuous wall, the thickness of the corresponding underground continuous wall, the concrete strength grade, the thickness of the concrete protection layer of the excavation surface, the longitudinal main reinforcement details and the like. Wherein, the details of the longitudinal main reinforcement comprise the name of the steel bar and the corresponding diameter of the steel barThe distance, the starting and stopping elevation, the grade and other parameters. The risk early warning module 13 inputs the internal force resistance ratio limit value P corresponding to the high, medium and low risk grades of deformation of the underground diaphragm wall Height of ＝0.7、P In ＝0.5、P Is low in ＝0.3。
And forming an actual measurement curve according to the actual measurement value of the horizontal displacement of the underground continuous wall obtained by the automatic acquisition device 111 for the horizontal displacement of the underground continuous wall of the data acquisition module 11. Carrying out polynomial fitting on the actual measurement curve of the horizontal displacement of the underground continuous wall by adopting a least square method, wherein the fitting formula is y =5 × 10 -26 x 6 -1×10 -20 x 5 +1×10 -15 x 4 -6×10 -11 x 3 +1×10 -6 x 2 -0.0012x +7.949, goodness of fit R 2 ＝0.9952。
Wherein the goodness of fit is calculated according to equation (3):
in the formula: y is i The measured value of the horizontal displacement of the underground continuous wall is obtained;
the average value of actually measured horizontal displacement of the underground continuous wall is obtained;
fitting values for horizontal displacement of the underground continuous wall.
The goodness of fit does not meet the requirement of limiting the goodness of fit to be 0.998, so the depth of the underground continuous wall is positioned
The actual measurement curve of the horizontal displacement of the underground continuous wall is subjected to multiple fitting, and the goodness of fit R is calculated circularly 2 Until goodness of fit R 2 And if the value is more than or equal to 0.998, stopping the calculation. i is a cyclic variable, and a descending arithmetic progression with an initial value of delta (delta = 100) is taken; at the same time, if
Get the
If it is
Then get
In this embodiment, the goodness of fit R is taken to be 100 when i 2 If =0.9997 meets the requirement of defining goodness of fit of 0.998, the polynomial obtained by this calculation
y＝-7×10 -25 x 6 +9×10 -20 x 5 -4×10 -15 x 4 +8×10 -11 x 3 -5×10 -7 x 2 +0.0057x +1.7011 is the horizontal displacement fitting formula for underground diaphragm wall.
The data processing module 12 calculates the second derivative of the horizontal displacement of the underground continuous wall according to the horizontal displacement fitting formula of the underground continuous wall, automatically calculates the horizontal displacement curvature of the underground continuous wall, and calculates that the maximum value of the horizontal displacement curvature of the underground continuous wall corresponding to the maximum value of the horizontal displacement of the underground continuous wall in the vicinity of the actual measurement maximum value of the horizontal displacement of the underground continuous wall is 8.023 multiplied by 10 -7 mm -1 And the depth H' of the underground continuous wall is 22m. Combining the reinforced concrete material performance database 112 of the data acquisition module 11 and the underground continuous wall reinforcement information acquisition module 113, automatically calculating the bending rigidity of the section corresponding to the depth H' (22 m) of the underground continuous wall where the maximum horizontal displacement curvature of the underground continuous wall is located to be 2.64 multiplied by 10 15 N·mm 2 And a design value of bending resistance and bearing capacity of 6.45 multiplied by 10 9 N·mm。
Wherein the section bending stiffness is calculated according to formula (1):
in the formula: e c Is the modulus of elasticity of concrete; i is 0 Is the section moment of inertia; b is the cross-sectional width, calculated as unit length; x is the height of the compression zone, in
Calculating; alpha is alpha E The ratio of the elastic modulus of the steel bar to the elastic modulus of the concrete; a. The S The area of the section of the longitudinal common steel bar in the tension area; h is a total of 0 Is the effective height of the section;
the design value of the bending resistance bearing capacity of the cross section is calculated according to the formula (2):
in the formula: m u The design value is the bending resistance bearing capacity; alpha (alpha) ("alpha") 1 Alpha is when the concrete strength grade does not exceed C50 1 Is taken to be 1.0, and alpha is obtained when the strength grade of the concrete is C80 1 Taking the value as 0.94, and determining the value according to a linear interpolation method; f. of c Is the designed value of the axial compressive strength of the concrete.
According to the product of the maximum horizontal displacement curvature of the underground continuous wall and the bending rigidity of the corresponding section, the maximum bending moment of the section of the underground continuous wall is 2.12 multiplied by 10 9 N · mm. And comparing the maximum value of the bending moment of the section of the underground continuous wall with the design value of the bending resistance bearing capacity, and obtaining the internal force-resisting ratio P of 0.33.
The risk early warning module 13 compares the internal force resistance ratio P with the internal force resistance ratio limit value P corresponding to the high risk, the medium risk and the low risk grades of the underground continuous wall Height of (0.7)、P In (0.5)、P Is low with And (0.3) comparing to obtain that the underground continuous wall is in a low risk level, and automatically sending low risk early warning information of the underground continuous wall by the system.
The rule for judging the risk level of the underground diaphragm wall is as follows:
if the internal force resistance is greater than or equal to P Is low in And is less than P In The underground continuous wall is in a deformation low risk level; if the internal force resistance is greater than or equal to P In (1) And is less than P Height of The underground continuous wall is in the risk level in deformation; if the internal force resistance is greater than or equal to P Height of The underground diaphragm wall is at a high risk level of deformation.
According to the invention, the mechanical properties of the underground continuous wall are intelligently analyzed to obtain the ratio of the maximum value of the section bending moment of the underground continuous wall to the design value of the bending resistance bearing capacity, and the internal resistance ratio limit values P corresponding to the high, medium and low risk levels of deformation of the underground continuous wall Height of 、P In (1) 、P Is low in And comparing to obtain the deformation risk grade of the underground continuous wall, thereby solving the problem that construction technicians cannot evaluate the safety state of the underground continuous wall when the horizontal displacement measured value of the underground continuous wall is greater than the design limit value.
Referring to fig. 2 again, the method for warning the deformation risk of the underground diaphragm wall of the present invention comprises the following steps:
s1, defining basic performance parameters of the common reinforced concrete material in a reinforced concrete material performance database of a data acquisition module. And defining the reinforcement information of the underground diaphragm wall at the excavation surface corresponding to the placement position of the automatic horizontal displacement acquisition device of the underground diaphragm wall at the reinforcement information acquisition module of the underground diaphragm wall of the data acquisition module. Defining internal force resistance ratio limit values P corresponding to high, medium and low risk grades of deformation of the underground diaphragm wall in a risk early warning module High (a) 、P In 、P Is low in 。
And S2, in order to improve the coincidence degree of the horizontal displacement fitting curve and the actually measured curve of the underground continuous wall, automatically fitting the horizontal displacement actually measured curve of the underground continuous wall by adopting a circular judgment fitting goodness method in a data processing module.
Firstly, an actual measurement curve is formed according to an actual measurement value of the horizontal displacement of the underground continuous wall obtained by an automatic acquisition device of the horizontal displacement of the underground continuous wall of a data acquisition module, and the depth H of the underground continuous wall and the minimum depth H of the underground continuous wall corresponding to the maximum actual measurement value of the horizontal displacement are found min And maximum depth H of underground diaphragm wall max 。
Then, carrying out polynomial fitting on the actual measurement curve of the horizontal displacement of the underground continuous wall by adopting a least square method, and calculating the goodness of fit R 2 。
The goodness of fit is calculated according to equation (3):
in the formula: y is i The measured value of the horizontal displacement of the underground continuous wall is obtained;
the average value of actually measured horizontal displacement of the underground continuous wall is obtained;
and fitting values for horizontal displacement of the underground continuous wall.
S21, if goodness of fit R 2 And if the requirements are met, stopping calculation, wherein the polynomial is a horizontal displacement fitting formula of the underground continuous wall.
S22, if the goodness of fit R 2 If the requirement is not met, the depth of the underground continuous wall is located
The actual measurement curve of the horizontal displacement of the underground continuous wall is subjected to multiple fitting, and the fitting goodness R is circularly calculated 2 And judging whether the requirements are met or not. Wherein i is a cyclic variable, and a decreasing arithmetic series with an initial value of delta is taken; at the same time, if
Get
If it is
Then get
Until a calculated goodness of fit R 2 And if the requirement is met, stopping the circular calculation, and obtaining a polynomial in the last calculation as a horizontal displacement fitting formula of the underground continuous wall.
And S3, automatically calculating the horizontal displacement curvature of the underground continuous wall by the data processing module according to the horizontal displacement fitting formula of the underground continuous wall, and solving the maximum value of the horizontal displacement curvature of the underground continuous wall corresponding to the vicinity of the maximum value of the horizontal displacement measured by the underground continuous wall and the depth H' of the underground continuous wall, wherein the horizontal displacement curvature of the underground continuous wall is equal to the negative sign multiplied by the second derivative of the horizontal displacement fitting formula of the underground continuous wall.
And S4, combining a reinforced concrete material performance database of the data acquisition module and the underground continuous wall reinforcement information acquisition module, and automatically calculating the section bending rigidity and bending bearing capacity design value corresponding to the depth H' of the underground continuous wall where the maximum horizontal displacement curvature of the underground continuous wall is located by the data processing module.
The section bending stiffness is calculated according to the formula (1):
in the formula: e c Is the modulus of elasticity of concrete; i is 0 Is the section moment of inertia; b is the cross-sectional width, calculated as unit length; x is the height of the compression zone, in
Calculating; alpha (alpha) ("alpha") E The ratio of the elastic modulus of the steel bar to the elastic modulus of the concrete; a. The S The area of the section of the longitudinal common steel bar in the tension area; h is a total of 0 Is the effective height of the section;
the design value of the bending resistance bearing capacity of the cross section is calculated according to the formula (2):
in the formula: m u The design value is the bending resistance bearing capacity; alpha (alpha) ("alpha") 1 When the concrete strength grade does not exceed C50, alpha 1 Is taken as 1.0, and alpha is obtained when the strength grade of the concrete is C80 1 Taking the value as 0.94, and determining the value according to a linear interpolation method; f. of c Is the designed value of the axial compressive strength of the concrete.
And obtaining the maximum value of the bending moment of the section of the underground continuous wall according to the product of the maximum value of the horizontal displacement curvature of the underground continuous wall and the bending rigidity of the corresponding section. And then, calculating the ratio of the maximum value of the bending moment of the section of the underground continuous wall to the designed value of the bending resistance bearing capacity, namely the internal force resistance ratio P.
S5, the risk early warning module compares the P with an internal force resistance ratio limit value P corresponding to the high, medium and low risk levels of deformation of the underground diaphragm wall Height of 、P In (1) 、P Is low with And comparing to obtain the deformation risk level of the underground diaphragm wall, and automatically sending early warning information.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; the modifications or substitutions do not cause the essence of the corresponding technical solutions to depart from the scope of the technical solutions of the embodiments of the present invention, and are all included in the scope of the present invention.
The techniques, shapes, and configurations not described in detail in the present invention are all known techniques.
Claims (7)
1. A deformation risk early warning method for an underground diaphragm wall is characterized by comprising the following steps:
acquiring a horizontal displacement measured value of the underground continuous wall, the performance of a reinforced concrete material and reinforcement information of the underground continuous wall;
calculating the ratio of the maximum value of the bending moment of the section of the underground continuous wall to the design value of the bending resistance bearing capacity, and defining the ratio as an internal force resistance ratio P;
the internal force resistance ratio P is compared with the internal force resistance ratio limit value P corresponding to the deformation grades of the underground continuous wall, such as high, medium and low risk grades Height of 、P In 、P Is low in Comparing to obtain the deformation risk grade of the underground diaphragm wall, and automatically sending early warning information;
wherein calculating the internal force resistance ratio P comprises the steps of:
s1, defining internal force corresponding to high, medium and low risk levels of deformation of underground diaphragm wallSpecific limit of resistance P Height of 、P In 、P Is low in ；
S2, forming an actual measurement curve according to the horizontal displacement actual measurement value of the underground continuous wall, and automatically fitting the horizontal displacement actual measurement curve of the underground continuous wall by adopting a cyclic judgment goodness-of-fit method to obtain goodness-of-fit R 2 The horizontal displacement fitting formula of the underground continuous wall meets the requirements;
s3, calculating the horizontal displacement curvature of the underground continuous wall according to the horizontal displacement fitting formula of the underground continuous wall, and solving the maximum value of the horizontal displacement curvature of the underground continuous wall corresponding to the vicinity of the maximum value of the horizontal displacement actual measurement of the underground continuous wall and the depth H' of the underground continuous wall, wherein the horizontal displacement curvature of the underground continuous wall is equal to the negative sign multiplied by the second derivative of the horizontal displacement fitting formula of the underground continuous wall;
s4, calculating section bending rigidity and bending bearing capacity design values corresponding to the depth H' of the underground continuous wall by combining the performance of the reinforced concrete material and the reinforcement information of the underground continuous wall;
the section bending stiffness is calculated according to the formula (1):
in the formula: e c Is the modulus of elasticity of concrete; i is 0 Is the section moment of inertia; b is the cross-sectional width, calculated by unit length; x is the height of the compression zone
Calculating; alpha is alpha E The ratio of the elastic modulus of the steel bar to the elastic modulus of the concrete; a. The S Is the section area of the longitudinal common steel bar in the tension area; h is 0 Is the effective height of the section;
the design value of the bending resistance bearing capacity of the cross section is calculated according to the formula (2):
in the formula: m is a group of u The design value is the bending resistance bearing capacity; alpha is alpha 1 When the concrete strength grade does not exceed C50, alpha 1 Is taken to be 1.0, and alpha is obtained when the strength grade of the concrete is C80 1 Taking the value as 0.94, and determining the value according to a linear interpolation method; f. of c The design value is the axial compressive strength of the concrete;
s5, obtaining the maximum value of the section bending moment of the underground continuous wall according to the product of the maximum value of the horizontal displacement curvature of the underground continuous wall and the corresponding bending rigidity of the section, further obtaining the ratio of the maximum value of the section bending moment of the underground continuous wall to the design value of the bending bearing capacity, and defining the ratio as an internal force-resistance ratio P;
wherein, step S2 further comprises the steps of:
s21, performing polynomial fitting on the actual measurement curve of the horizontal displacement of the underground continuous wall by adopting a least square method, and calculating fitting goodness R 2 ；
The goodness of fit is calculated according to equation (3):
in the formula: y is i The measured value of the horizontal displacement of the underground continuous wall is obtained;
the average value of actually measured horizontal displacement of the underground continuous wall is obtained;
fitting values for horizontal displacement of the underground continuous wall;
s22, if the goodness of fit R 2 If the requirements are met, stopping calculation, wherein the polynomial is a horizontal displacement fitting formula of the underground continuous wall;
s23, if the goodness of fit R 2 If the requirement is not met, the depth is located
Underground continuous wallFitting the measured horizontal displacement curve for multiple times, and circularly calculating the goodness of fit R 2 Judging whether the requirements are met, wherein i is a cyclic variable, a descending arithmetic progression with an initial value of delta is taken, and H is the depth of the underground continuous wall corresponding to the maximum value of the horizontal displacement actual measurement of the underground continuous wall;
s24, calculating the obtained goodness of fit R 2 If the requirement is met, stopping the circular calculation, and obtaining a polynomial which is a horizontal displacement fitting formula of the underground continuous wall through the last calculation;
wherein, step S23 further comprises:
if it is
Get
If it is
Get
Wherein H min Is the minimum depth of underground diaphragm wall, H max The maximum depth of the underground continuous wall.
2. The underground continuous wall deformation risk early warning method as claimed in claim 1, wherein the rules for judging the deformation risk level of the underground continuous wall are as follows:
if the internal force resistance is greater than or equal to P Is low with And is less than P In The underground continuous wall is in a deformation low risk level;
if the internal force resistance is greater than or equal to P In (1) And is less than P Height of The underground continuous wall is in the risk level in deformation;
if the internal force resistance is greater than or equal to P High (a) Underground continuous walls are at a high risk level of deformation.
3. The underground continuous wall deformation risk early warning method according to claim 1, wherein the reinforced concrete material performance comprises the following basic parameters: the concrete axial compressive strength standard value is a concrete axial tensile strength standard value.
4. The underground continuous wall deformation risk early warning method according to claim 1, wherein the underground continuous wall reinforcement information comprises the following information: the type name of the underground continuous wall, the thickness of the corresponding underground continuous wall, the strength grade of concrete, the thickness of a concrete protection layer at an excavation surface and the details of longitudinal main reinforcement arrangement; wherein the longitudinal main reinforcement details further comprise the following parameters: the name of the reinforcing steel bar and the diameter, the interval, the starting elevation and the ending elevation of the corresponding reinforcing steel bar.
5. A deformation risk early warning system for a diaphragm wall for performing the deformation risk early warning method for a diaphragm wall according to claim 1, comprising:
the data acquisition module is used for collecting the horizontal displacement measured value of the underground continuous wall, the performance of the reinforced concrete material and the reinforcement information of the underground continuous wall;
the data processing module is used for calculating the ratio of the maximum value of the bending moment of the section of the underground continuous wall to the design value of the bending resistance bearing capacity, and the ratio is defined as the internal force resistance ratio P;
a risk early warning module for comparing the internal force resistance ratio P with the internal force resistance ratio limit value P corresponding to the high, medium and low risk levels of deformation of the underground continuous wall Height of 、P In 、P Is low with And comparing to obtain the deformation risk level of the underground diaphragm wall, and automatically sending early warning information.
6. The underground diaphragm wall deformation risk early warning system of claim 5, wherein the data acquisition module comprises:
the automatic horizontal displacement acquisition device of the underground continuous wall is used for automatically acquiring the horizontal displacement measured value of the underground continuous wall according to the monitoring frequency;
the reinforced concrete material performance database is used for defining basic parameters of the reinforced concrete material performance;
and the underground continuous wall reinforcement information acquisition module is used for acquiring reinforcement information of the underground continuous wall.
7. The underground continuous wall deformation risk early warning system according to claim 5, wherein the risk early warning module defines specific internal force resistance limiting values P corresponding to high, medium and low risk levels of underground continuous wall deformation High (a) 、P In 、P Is low in 。
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