CN113255175A - Layered soft rock blasting numerical simulation method - Google Patents
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Abstract
A layered soft rock blasting numerical simulation method relates to the field of tunnel construction. The invention mainly aims to solve the problem that a numerical simulation method for the porous periphery blasting of the layered soft rock is lacked at present. And establishing an integral rock model, and dividing partial areas into layered soft rocks. A blast hole model is established on the basis of the model, the whole model is divided into a plurality of small units, the thickness degree of a grid is set in advance, and the grid size divided by each material type is different. The method comprises the steps of obtaining basic physical mechanical parameters by carrying out test experiments on physical mechanical properties of the whole rock and the layered soft rock of the on-site tunneling tunnel, selecting a proper rock mass material model, and endowing the model with rock parameters. The explosive and the air are suitable for an actual engineering algorithm, and each parameter of the algorithm is determined according to the situation. And finally, calculating and solving through numerical simulation post-processing software, and performing post-processing to obtain the overall blasting effect. The method has the advantages that the parameters are optimized step by step through numerical simulation to finally form the blasting scheme which is more suitable for reality.
Description
The technical field is as follows:
the invention relates to the field of tunnel construction, in particular to a layered soft rock blasting numerical simulation method.
Background art: the use of the tunneling machine in tunnel construction is not greatly promoted, namely, a drilling and blasting method is adopted in most tunnel tunneling.
After the soft rock tunnel is excavated, the stress is redistributed to exceed the self strength of the surrounding rock to generate plastic deformation, and under the action of underground water and construction water, water-absorbing minerals in the rock react with water to generate expansion to cause large deformation of the soft rock, and meanwhile, the disturbance of blasting excavation on the surrounding rock also aggravates the large deformation of the soft rock to a certain extent. With the wide application of the new Olympic method in the design and construction of tunnel engineering, in order to fully utilize the self-bearing capacity of the surrounding rock, the disturbance of blasting to the surrounding rock is required to be reduced as much as possible in the construction, and the destructive effect on the reserved rock mass is reduced. When explosive is exploded in a rock body, part of energy is used for crushing the rock body to be excavated, and the rest of energy is transmitted to the surrounding rock body in the forms of heat energy, vibration stress waves and air shock waves, so that the surrounding rock body or a structure is vibrated and damaged, and the mechanical property of the surrounding rock is deteriorated. The deterioration can further evolve the damage under the action of the formation pressure, and the self strength of the soft rock tunnel surrounding rock is insufficient, so that overlarge plastic deformation is more easily generated under the action of dynamic load, and further the large deformation of the surrounding rock is aggravated.
How to control the profile surface after the soft rock blasting is a problem which needs to be solved urgently in soft rock tunneling. Due to the development of rock blasting theory and the appearance of computer simulation technology, the research on rock blasting numerical simulation is rapidly developed. The current mainstream solution method simulates the whole blasting process through a numerical simulation method, and can intuitively reproduce the rock blasting destruction process by determining a reasonable rock blasting theory model, reveal the rock destruction rule under the blasting action, promote the further development of the blasting theory and provide a basis for improving the blasting design technology. However, the following disadvantages exist:
1. the laminar soft rock tunnel blasting overbreak is serious, no practical and effective solution is available so far, the explosive quantity is increased or reduced by means of an empirical method and years of experience construction of a gun worker, although the overbreak can be relieved to a certain extent, the overbreak cannot be effectively controlled, the development of explosion cracks in the explosive blasting process cannot be observed, and the development of the explosion cracks along the connecting line of peripheral holes or the development of the explosion cracks towards the deep position of surrounding rocks is unclear.
2. The applicable fields of all numerical simulation methods are different, and the numerical simulation method for the layered soft rock porous periphery blasting is lacked.
The invention content is as follows:
the technical problem to be solved by the invention is to provide a layered soft rock blasting numerical simulation method, which can clearly observe the whole blasting process, can directly analyze the problem, finally forms a more practical blasting scheme by optimizing parameters in one step through numerical simulation, and can effectively solve the problem of over-short excavation during layered soft rock blasting.
The purpose of the invention is realized as follows:
step 1: and establishing an integral rock model, and dividing partial areas into layered soft rocks at appropriate positions. And (3) establishing a blast hole model on the basis of the whole rock model, wherein the blast hole charging structure is determined according to the situation.
Step 2: divide into a lot of little units with whole model, need set up net thickness degree in advance, carry out the size setting of unit promptly, the net size that every material type was divided is not of uniform size.
And step 3: the method comprises the steps of obtaining basic physical mechanical parameters by carrying out test experiments on physical mechanical properties of the whole rock and the layered soft rock of the on-site tunneling tunnel, selecting a proper rock mass material model, and endowing the model with rock parameters.
And 4, step 4: the explosive and the air are suitable for an actual engineering algorithm, and each parameter of the algorithm is determined according to the situation. And finally, calculating and solving through numerical simulation post-processing software, performing post-processing to obtain the overall blasting effect, analyzing the defects of the scheme, and improving the original scheme.
Further, the body is defined through a point-line plane, four points on the plane of the whole model are determined, the positions of the four points need to be larger than the blast hole explosion influence range, the height of the rock mass suitable for the simulation is determined through the charging structure and the length of the blast hole, and the whole rock model is established. The layered soft rock area can be arranged above and below the blast hole and in the area where the blast hole is, the arranged area is determined according to the actual situation, namely, in the actual tunnel blasting tunneling, the layered soft rock area needs to be set in the peripheral hole in the numerical simulation, and the layered soft rock area is located in the peripheral hole. The initial value of the distance between the blast holes can be selected according to an empirical formula (1), the charging form of the blast holes adopts uncoupled spaced charging, the charging parameters can be selected according to experience (when the diameter of the blast holes is 35-45 mm, the uncoupled coefficient is 1.0-1.5.), the final blasting result is observed, and the charging structure parameters are adjusted.
In the formula: a is the peripheral hole spacing; d is the diameter of the blast hole.
And further, three grid material models are divided, namely an integral rock sample, a layered soft rock area and a blast hole area, grids near the blast hole are relatively dense, and the boundary part is relatively sparse. The size of the grid divided by the layered soft rock area is different from that of the grid divided by the whole rock mass, and the size of the grid divided by the layered soft rock area is smaller than that of the whole rock mass due to the observation of the change process and the damage range of the force in the layered soft rock, so that the damage and damage process can be seen clearly.
Further, the overall rock model adopts a classical MAT _ Johnson _ Holmquist _ Concret (J-H-C for short) model, the model can accurately describe the large deformation of the concrete or rock material under the action of dynamic load, and the strength of the model can be expressed as a formula (2) by using normalized equivalent stress;
a. B, C, N-normalized cohesive strength, normalized pressure hardening coefficient, strain rate coefficient, pressure hardening index; d-injury factor, see formula (3);
(3) in the formula:
-increase in plastic strain;
-volumetric strain increase;
-plastic strain at material fracture;
、
-a normalized maximum tensile hydrostatic pressure that the material can withstand;
、
-damage constant.
Because the material property of the layered soft rock is difficult to determine, in order to improve the reliability of the simulation process, the material of the layered soft rock is simplified and relevant parameters are weakened, so that the mechanical property of the filler is distinguished from the mechanical property of the surrounding rock mass.
In order to distinguish from the whole rock mass, a 003 # MAT _ PLASTIC _ KINEMATIC material model is selected in the layered soft rock area of the numerical simulation, and the relation between the yield stress and the strain rate of the rock mass can be expressed by an equation in a formula (4);
(4) in the formula:
the initial yield stress of the rock mass in a compression state;
is Young's modulus;
dynamically loading strain rates; C. p is a follow-up strain rate parameter and is determined by the strain characteristics of the material;
is the plastic hardening modulus of the rock mass;
is the tangent modulus;
the parameter of isotropic hardening and follow-up hardening is more than or equal to 0
≤1；
Is the effective plastic strain of the material.
Furthermore, in the numerical simulation of the patent, the EXPLOSIVE adopts a HIGH _ EXPLOSIVE _ BURN material model to simulate the EXPLOSIVE explosion process, and an EOS _ JWL state equation is adopted to simulate the relation between pressure and specific volume in the explosion process. The J-W-L equation of state may be represented by equation (5):
(5) in the formula: p-detonation product pressure; e0-initial internal energy density; v-relative volume; A. b, R1、R2W is a constant.
All blasting peripheral holes adopt uncoupled charging, and the model simulation method selects air as uncoupled medium. The air was simulated by MAT _ NULL air material model and its equation of state was defined by the keyword EOS _ LINEAR _ polymeric, which is expressed by equation (6):
Before the whole model is calculated, an Erosis ([ MAT _ ADD _ EROSION) algorithm needs to be introduced, and when the Erosis algorithm is used for a material model adopted in numerical analysis, various damage standards can be determined for one material, and damage Erosion parameters need to be set according to situations. The stress standard and the strain standard mainly include a stress standard, a strain standard and the like (by defining that MNPRES (Minimum stress at failure generally takes a negative value, which represents tension and controls tensile failure), SIGPL (primary stress at failure, namely failure primary stress, a first primary stress value is used for controlling compressive failure), SIGVM (Equivalent stress at failure, Sigma max is failure effective stress), and MXEPS (Maximum primary stress at failure, namely failure strain, generally takes a positive value to control compressive failure).
And observing the damage result of the layered soft rock area, or directly extracting the effective stress of the node of the soft rock area, and comparing the damage strength of the node to judge the damage range of the area. The blasting condition and the whole overbreak condition are judged through the range, and whether the development direction of the blasting cracks develops along the connecting line of the peripheral holes or not is observed. If excessive excavation is more or explosive cracks develop towards the direction of the layered soft rock, the charging parameters of the peripheral holes, namely the distance, the dosage, the charging structure and the like, are required to be changed, the steps 1-4 are repeated again, finally, the fact that the overall excessive excavation amount is within 15cm and the explosive cracks develop towards the connecting line of the peripheral holes can be observed, and the charging parameters of the peripheral holes adopted by the simulation can be selected as the parameters of an optimized blasting method.
The invention has the advantages that: the numerical simulation method replaces the traditional experience test method, the computer technology is applied to the problem of the overbreak and underexcavation of the layered soft rock during the actual blasting construction, and whether the charging structure of the peripheral holes is proper and the intervals of the peripheral holes are reasonable can be analyzed by observing the damage process of the layered soft rock blasting in the numerical simulation, so that the aim of optimizing the design scheme is fulfilled. The numerical simulation method can clearly observe the whole blasting process, can directly analyze the problem, finally forms a blasting scheme suitable for reality by optimizing parameters in one step through numerical simulation, and can effectively solve the problem of over-undermining during the blasting of the layered soft rock. Compared with the actual outdoor engineering test, the indoor numerical simulation test has more safety, and simultaneously avoids economic loss caused by the outdoor test.
Description of the drawings:
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a schematic representation of a model of the present invention;
FIG. 3 is a graph of the effective stress time history of node A, B, C in an embodiment of the present invention;
FIG. 4 is a graph of the effective stress time history of node D, E, F in an embodiment of the present invention.
The specific implementation mode is as follows:
the invention is further illustrated with reference to fig. 1-4;
step 1: and establishing an integral rock model, and dividing partial areas into layered soft rocks at appropriate positions. And (3) establishing a blast hole model on the basis of the whole rock model, wherein the blast hole charging structure is determined according to the situation.
Step 2: divide into a lot of little units with whole model, need set up net thickness degree in advance, carry out the size setting of unit promptly, the net size that every material type was divided is not of uniform size.
And step 3: the method comprises the steps of obtaining basic physical mechanical parameters by carrying out test experiments on physical mechanical properties of the whole rock and the layered soft rock of the on-site tunneling tunnel, selecting a proper rock mass material model, and endowing the model with rock parameters.
And 4, step 4: the explosive and the air are suitable for an actual engineering algorithm, and each parameter of the algorithm is determined according to the situation. And finally, calculating and solving through numerical simulation post-processing software, performing post-processing to obtain the overall blasting effect, analyzing the defects of the scheme, and improving the original scheme.
Further, the body is defined through a point-line plane, four points on the plane of the whole model are determined, the positions of the four points need to be larger than the blast hole explosion influence range, the height of the rock mass suitable for the simulation is determined through the charging structure and the length of the blast hole, and the whole rock model is established. The layered soft rock area can be arranged above and below the blast hole and in the area where the blast hole is, the arranged area is determined according to the actual situation, namely, in the actual tunnel blasting tunneling, the layered soft rock area needs to be set in the peripheral hole in the numerical simulation, and the layered soft rock area is located in the peripheral hole. The initial value of the distance between the blast holes can be selected according to an empirical formula (1), the charging form of the blast holes adopts uncoupled spaced charging, the charging parameters can be selected according to experience (when the diameter of the blast holes is 35-45 mm, the uncoupled coefficient is 1.0-1.5.), the final blasting result is observed, and the charging structure parameters are adjusted.
In the formula: a is the peripheral hole spacing; d is the diameter of the blast hole.
And further, three grid material models are divided, namely an integral rock sample, a layered soft rock area and a blast hole area, grids near the blast hole are relatively dense, and the boundary part is relatively sparse. The size of the grid divided by the layered soft rock area is different from that of the grid divided by the whole rock mass, and the size of the grid divided by the layered soft rock area is smaller than that of the whole rock mass due to the observation of the change process and the damage range of the force in the layered soft rock, so that the damage and damage process can be seen clearly.
Further, the overall rock model adopts a classical MAT _ Johnson _ Holmquist _ Concret (J-H-C for short) model, the model can accurately describe the large deformation of the concrete or rock material under the action of dynamic load, and the strength of the model can be expressed as a formula (2) by using normalized equivalent stress;
a. B, C, N-normalized cohesive strength, normalized pressure hardening coefficient, strain rate coefficient, pressure hardening index; d-injury factor, see formula (3);
(3) in the formula:
-increase in plastic strain;
-volumetric strain increase;
-plastic strain at material fracture;
、
-a normalized maximum tensile hydrostatic pressure that the material can withstand;
、
-damage constant.
Because the material property of the layered soft rock is difficult to determine, in order to improve the reliability of the simulation process, the material of the layered soft rock is simplified and relevant parameters are weakened, so that the mechanical property of the filler is distinguished from the mechanical property of the surrounding rock mass.
In order to distinguish from the whole rock mass, a 003 # MAT _ PLASTIC _ KINEMATIC material model is selected in the layered soft rock area of the numerical simulation, and the relation between the yield stress and the strain rate of the rock mass can be expressed by an equation in a formula (4);
(4) in the formula:
the initial yield stress of the rock mass in a compression state;
is Young's modulus;
dynamically loading strain rates; C. p is a follow-up strain rate parameter and is determined by the strain characteristics of the material;
is the plastic hardening modulus of the rock mass;
is the tangent modulus;
the parameter of isotropic hardening and follow-up hardening is more than or equal to 0
≤1；
Is the effective plastic strain of the material.
Furthermore, in the numerical simulation of the patent, the EXPLOSIVE adopts a HIGH _ EXPLOSIVE _ BURN material model to simulate the EXPLOSIVE explosion process, and an EOS _ JWL state equation is adopted to simulate the relation between pressure and specific volume in the explosion process. The J-W-L equation of state may be represented by equation (5):
(5) in the formula: p-detonation product pressure; e0-initial internal energy density; v-relative volume; A. b, R1、R2W is a constant.
All blasting peripheral holes adopt uncoupled charging, and the model simulation method selects air as uncoupled medium. The air was simulated by MAT _ NULL air material model and its equation of state was defined by the keyword EOS _ LINEAR _ polymeric, which is expressed by equation (6):
Before the whole model is calculated, an Erosis ([ MAT _ ADD _ EROSION) algorithm needs to be introduced, and when the Erosis algorithm is used for a material model adopted in numerical analysis, various damage standards can be determined for one material, and damage Erosion parameters need to be set according to situations. The stress standard and the strain standard mainly include a stress standard, a strain standard and the like (by defining that MNPRES (Minimum stress at failure generally takes a negative value, which represents tension and controls tensile failure), SIGPL (primary stress at failure, namely failure primary stress, a first primary stress value is used for controlling compressive failure), SIGVM (Equivalent stress at failure, Sigma max is failure effective stress), and MXEPS (Maximum primary stress at failure, namely failure strain, generally takes a positive value to control compressive failure).
And observing the damage result of the layered soft rock area, or directly extracting the effective stress of the node of the soft rock area, and comparing the damage strength of the node to judge the damage range of the area. The blasting condition and the whole overbreak condition are judged through the range, and whether the development direction of the blasting cracks develops along the connecting line of the peripheral holes or not is observed. If excessive excavation is more or explosive cracks develop towards the direction of the layered soft rock, the charging parameters of the peripheral holes, namely the distance, the dosage, the charging structure and the like, are required to be changed, the steps 1-4 are repeated again, finally, the fact that the overall excessive excavation amount is within 15cm and the explosive cracks develop towards the connecting line of the peripheral holes can be observed, and the charging parameters of the peripheral holes adopted by the simulation can be selected as the parameters of an optimized blasting method.
Example (c);
the embodiment adopting the technical method is a typical layered soft rock tunnel from a Yunnan Yumo railway Wang hillock tunnel, and the technical method is not implemented, so that the overexcavation is serious, and the outline is improperly controlled.
By adopting the technical method, the sequence of the steps 1-4 according to the method adopts parameters shown in tables 1-5:
the distance between the peripheral holes is 500mm, and the medicine loading is 0.3 kg.
And (3) calculating the result: the node A, B, C is the node of rock mass selection on the blast hole, and it can be seen that its maximum effective stress far exceeds its compressive strength 48Mpa, indicating that it has been broken.
Node D, E, F is a selected node in layered soft rock, and it can be seen that the maximum effective stress does not reach 33.4Mpa, indicating that it is not broken. The simulation value is more suitable for the actual tunneling drilling and blasting construction parameter and can be used as a parameter in an optimized adjustment scheme.
Claims (1)
1. A layered soft rock blasting numerical simulation method is characterized by comprising the following steps: step 1: establishing an integral rock model, and dividing partial areas into layered soft rocks at appropriate positions; establishing a blast hole model on the basis of the whole rock model, wherein the blast hole charging structure is determined according to the situation;
step 2: dividing the whole model into a plurality of small units, setting the thickness degree of a grid in advance, namely setting the size of the unit, wherein the grid size divided by each material type is different;
and step 3: the method comprises the steps of obtaining basic physical mechanical parameters by carrying out test experiments on physical mechanical properties of the whole rock and the layered soft rock of the on-site tunneling tunnel, selecting a proper rock mass material model, and endowing the model with rock parameters;
and 4, step 4: endowing explosive and air with the practical engineering algorithm, wherein each parameter of the algorithm is determined according to the situation; finally, calculating and solving through numerical simulation post-processing software, carrying out post-processing to obtain the overall blasting effect, analyzing the defects of the scheme, and improving the original scheme;
further, determining four planar points of the whole model through a point-line-surface definition body, wherein the four point positions need to be larger than the blast hole explosion influence range, determining the height of a rock mass suitable for the simulation through the charging structure and the length of the blast hole, and establishing a whole rock model; the layered soft rock area can be arranged above and below the blast hole and in the area where the blast hole is located, and the arranged area needs to be determined according to the actual situation, namely, in the actual tunnel blasting tunneling, where the layered soft rock is located in the peripheral hole, the numerical simulation of the location where the layered soft rock area needs to be set in the peripheral hole is carried out; the initial value of the distance between the blast holes can be selected according to an empirical formula (1), the charging form of the blast holes adopts uncoupled interval charging, the charging parameters can be selected according to experience (when the diameter of the blast holes is 35-45 mm, the uncoupled coefficient is 1.0-1.5), the final blasting result is observed, and the charging structure parameters are adjusted;
in the formula: a is the peripheral hole spacing; d is the diameter of the blast hole;
further, three grid material models are divided, namely an integral rock sample, a layered soft rock area and a blast hole area, grids near the blast hole are relatively dense, and the boundary part is relatively sparse; the size of the grid divided in the layered soft rock area is different from that of the grid divided in the whole rock mass, and the size of the grid divided in the layered soft rock area is smaller than that of the whole rock mass due to the observation of the change process and the damage range of the force in the layered soft rock, so that the damage and damage process can be seen clearly;
furthermore, the overall rock model adopts a classical MAT _ Johnson _ Holmquist _ Concret model, the model can accurately describe the large deformation of the concrete or rock material under the action of dynamic load, and the strength of the model can be expressed as an expression (2) by using normalized equivalent stress;
a. B, C, N-normalized cohesive strength, normalized pressure hardening coefficient, strain rate coefficient, pressure hardening index; d-injury factor, see formula (3);
(3) in the formula:
-increase in plastic strain;
-volumetric strain increase;
-plastic strain at material fracture;
、
-a normalized maximum tensile hydrostatic pressure that the material can withstand;
、
-a damage constant;
because the material property of the layered soft rock is difficult to determine, in order to improve the reliability of the simulation process, the material of the layered soft rock is simplified and relevant parameters are weakened, so that the mechanical property of the filler material is different from that of the surrounding rock;
in order to distinguish from the whole rock mass, a 003 # MAT _ PLASTIC _ KINEMATIC material model is selected in the layered soft rock area of the numerical simulation, and the relation between the yield stress and the strain rate of the rock mass can be expressed by an equation in a formula (4);
(4) in the formula:
the initial yield stress of the rock mass in a compression state;
is Young's modulus;
dynamically loading strain rates; C. p is a follow-up strain rate parameter and is determined by the strain characteristics of the material;
is the plastic hardening modulus of the rock mass;
is the tangent modulus;
the parameter of isotropic hardening and follow-up hardening is more than or equal to 0
≤1；
Is the effective plastic strain of the material;
furthermore, in the numerical simulation of the patent, a HIGH _ EXPLOSIVE _ BURN material model is adopted for simulating the EXPLOSIVE explosion process, and an EOS _ JWL state equation is adopted for simulating the relation between pressure and specific volume in the explosion process; the J-W-L equation of state may be represented by equation (5):
(5) in the formula: p-detonation product pressure; e0-initial internal energy density; v-relative volume; A. b, R1、R2W is a constant;
the method comprises the following steps that all blasting peripheral holes are charged in an uncoupled mode, and air is selected as an uncoupled medium in the model simulation method; the air was simulated by MAT _ NULL air material model and its equation of state was defined by the keyword EOS _ LINEAR _ polymeric, which is expressed by equation (6):
before the whole model is calculated, an Erosis ([ MAT _ ADD _ EROSION) algorithm needs to be introduced, and when the Erosis algorithm is used for a material model adopted in numerical analysis, various damage standards can be determined for one material, and damage Erosion parameters need to be set according to conditions; the stress standard, the strain standard and the like, SIGPL, SIGVM and MXEPS are mainly included; wherein, the main control function is two parameters of MINPERS and MXEPS; in numerical analysis, the number of failure integration points is set to be 1, and a deleting unit is arranged when 1 failure condition is met; when the stress or strain state of a certain unit reaches the standard value determined in the Erosion algorithm, the judgment unit fails and does not participate in analysis any more, and the process is an irreversible process;
observing the damage result of the layered soft rock area, or directly extracting the effective stress of the node of the soft rock area, and comparing the damage strength to judge the damage range of the area; judging the blasting condition and the whole overbreak condition through the range, and simultaneously observing whether the development direction of the blasting cracks develops along the connecting line of the peripheral holes; if excessive excavation is more or explosive cracks develop towards the direction of the layered soft rock, the charging parameters of the peripheral holes, namely the distance, the dosage, the charging structure and the like, are required to be changed, the steps 1-4 are repeated again, finally, the fact that the overall excessive excavation amount is within 15cm and the explosive cracks develop towards the connecting line of the peripheral holes can be observed, and the charging parameters of the peripheral holes adopted by the simulation can be selected as the parameters of an optimized blasting method.
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| CN113836776A (en) * | 2021-10-18 | 2021-12-24 | 昆明理工大学 | Blasting damage prediction model construction method |
| CN114218831A (en) * | 2021-12-15 | 2022-03-22 | 武汉市市政工程机械化施工有限公司 | General blasting numerical simulation method |
| CN114861481A (en) * | 2022-03-30 | 2022-08-05 | 西北核技术研究所 | Calculation method for any-configuration explosion source ground motion steady-state effect |
| CN117057193A (en) * | 2023-08-21 | 2023-11-14 | 江汉大学 | High-rise frame shear wall structure blasting demolition reliability calculation method |
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| CN114861481A (en) * | 2022-03-30 | 2022-08-05 | 西北核技术研究所 | Calculation method for any-configuration explosion source ground motion steady-state effect |
| CN117057193A (en) * | 2023-08-21 | 2023-11-14 | 江汉大学 | High-rise frame shear wall structure blasting demolition reliability calculation method |
| CN117057193B (en) * | 2023-08-21 | 2024-02-09 | 江汉大学 | High-rise frame shear wall structure blasting demolition reliability calculation method |
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