Optimized charging over-excavation comprehensive control construction method based on rock parameter acquisition

Abstract

The invention provides an optimized charge over-excavation comprehensive control construction method based on rock parameter acquisition. The optimized charge over-excavation comprehensive control construction method comprises the following steps that S1, the uniaxial saturated compressive strength Rc or the rock firmness coefficient f of surrounding rock of a tunnel face is judged; s2, determining the excavation footage according to the uniaxial saturated compressive strength Rc or the rock firmness coefficient f; s3, according to the uniaxial saturated compressive strength Rc or the rock firmness coefficient f, a mother plate is arranged in an adaptive blast hole mode; s4, determining a blast hole arrangement diagram according to the uniaxial saturated compressive strength Rc or the rock firmness coefficient f; s5, determining a charging mother set according to the uniaxial saturated compressive strength Rc or the rock firmness coefficient f; s6, the final explosive loading amount is determined according to the uniaxial saturated compressive strength Rc or the rock firmness coefficient f; through the relation curve between the surrounding rock strength parameter and the explosive dosage, construction is guided to reasonably match and optimize the total explosive dosage, the peripheral hole medication and the auxiliary hole medication, and the purpose of reducing the over-excavation and over-consumption of drilling and blasting tunnel excavation is achieved.

Description

Technical Field

[0001] The invention belongs to the technical field of blasting, and in particular relates to an optimized charging and over-excavation comprehensive control construction method based on rock parameter acquisition. Background Art

[0002] In the rapid excavation of plateau tunnels, the difficulty in controlling over-excavation and over-consumption affects cost control and is also one of the important factors affecting construction efficiency. On-site technicians lack the ability to quickly obtain rock strength parameters, which in turn affects the overall blasting design. Summary of the invention

[0003] In view of the deficiencies in the prior art, the present invention provides a comprehensive control construction method for over-excavation by optimizing charge based on rock parameter acquisition, which can reduce over-excavation and over-consumption in tunnel excavation using a drilling and blasting method.

[0004] The technical solution of the present invention is: a comprehensive control construction method for optimizing charge over-excavation based on rock parameter acquisition, comprising the following steps:

[0005] S1, determine the uniaxial saturated compressive strength Rc or rock strength coefficient f of the surrounding rock of the tunnel face;

[0006] S2, determine the excavation advance based on the uniaxial saturated compressive strength Rc or rock strength coefficient f;

[0007] S3, according to the uniaxial saturated compressive strength Rc or rock solidity factor f, adapt the blasthole arrangement master plate;

[0008] S4, determine the blasthole arrangement diagram according to the uniaxial saturated compressive strength Rc or the rock solidity coefficient f;

[0009] S5, determine the charge master plate according to the uniaxial saturated compressive strength Rc or the rock solidity coefficient f;

[0010] S6. Determine the final charge amount based on the uniaxial saturated compressive strength Rc or the rock strength coefficient f.

[0011] In S1, the uniaxial saturated compressive strength Rc is calculated by using the measured rock point load strength index Is (50) According to the formula fr = 22.821 × Is (50) The conversion result is: (50) is the point load strength of a standard specimen with a diameter of 50 mm, and fr is the uniaxial saturated compressive strength of rock.

[0012] In S1, the point load intensity index Is (50) According to the formula The calculation shows that, in the formula, K f is the correction coefficient of the specimen shape effect, e is the base of the natural logarithm, K wis the correction factor for specimen shape effect, W is the average width of the specimen failure section in axial test, block test and irregular block test, I s is the uncorrected point load intensity index, I s =P / D 2 , P is the specimen failure load, and D is the distance between the specimen loading points.

[0013] In S1, the rock strength coefficient f is calculated according to the formula The calculation shows that, where f n-1 is the rock strength coefficient of the previous cycle, β is the correction coefficient, S n-1 is the excavation cross-sectional area of ​​the previous cycle tunnel, L n-1 is the excavation progress of the previous cycle, V′ n-1 is the over-excavation amount in the previous cycle, Q n-1 The total amount of explosives required for the previous cycle of excavation.

[0014] In S2, the excavation footage is determined in combination with the advanced geological forecast. When the advanced geological report shows that there is no obvious change in the wave velocity ahead and the rock strength parameters are 27MPa<Rc≤60MPa or 2.7<f≤6.0, the footage should be 3m. When the rock strength parameters are 20MPa<Rc≤27MPa or 2.0<f≤2.7, the footage should be 2m. When the advanced geological forecast shows that the wave velocity ahead fluctuates greatly, it means that the surrounding rock ahead of the face is at the junction of rock property changes, and a technical seminar needs to be held to determine the footage and blasting parameters.

[0015] In S3 and S4, when 38MPa<Rc≤60Mpa or 3.8<f≤6.0, the total number of blastholes on the upper step is 148, including 65 peripheral holes, 33 auxiliary holes, 40 grooves, and 10 bottom plate holes; the total number of blastholes on the lower step is 19, including 4 peripheral holes, 5 auxiliary holes, and 10 bottom plate holes; when 27MPa<Rc≤38MPa or 2.7<f≤3.8, the total number of blastholes on the upper step is 153, including 65 peripheral holes, 33 auxiliary holes, 40 grooves, and 10 bottom plate holes. There are 38 auxiliary holes, 40 grooves and 10 bottom plate holes on the upper step; there are 19 blast holes on the lower step, including 4 peripheral holes, 5 auxiliary holes and 10 bottom plate holes; when 20MPa<Rc≤27MPa or 2.0<f≤2.7, there are 143 blast holes on the upper step, including 66 peripheral holes, 27 auxiliary holes, 40 grooves and 10 bottom plate holes; there are 19 blast holes on the lower step, including 4 peripheral holes, 5 auxiliary holes and 10 bottom plate holes.

[0016] In S6, when 38MPa<Rc≤60Mpa or 3.8<f≤6.0, the controlled footage of the IV-level surrounding rock is 3m, the overall charge of 65 peripheral holes is 46.8kg, the overall charge of 33 auxiliary holes is 34.5kg, the overall charge of the upper step is 168.9kg, and the unit consumption of the upper step explosive is 0.644kg / m 3 ; When 27MPa<Rc≤38MPa or 2.7<f≤3.8, the controlled footage of the IV-level surrounding rock is 3m, the overall charge of 65 peripheral holes is 30.9kg, the overall charge of 38 auxiliary holes is 30.6kg, the overall charge of the upper step is 149.1kg, and the unit consumption of the upper step explosive is 0.569kg / m 3 ; When 20MPa<Rc≤27MPa or 2.0<f≤2.7, the controlled footage of the IV-level surrounding rock is 2m, the overall charge of 66 peripheral holes is 21.9kg, the overall charge of 27 auxiliary holes is 15.9kg, the overall charge of the upper step is 108kg, and the unit consumption of the upper step explosive is 0.618kg / m 3 .

[0017] The S4 also includes S41, which optimizes the blasthole arrangement diagram based on the structural characteristics of rock joints and fissures; for the flat bottom layer, the spacing between the holes around the arch should be controlled at 30 to 35 cm, and the charge should be reduced on this basis to achieve weak disturbance; for the steeply inclined strata perpendicular to the axis, when the surrounding rock is intact, the holes around the arch and the outermost auxiliary holes at the arch are encrypted, and when the surrounding rock is broken, all the holes around the arch and all the outermost auxiliary holes are encrypted.

[0018] In S6, the step method is used for detonation, the upper and lower steps are detonated and slag is discharged simultaneously, and each section is delayed by 50ms; the detonation sequence and delay are: 10ms for section 1→60ms for section 3→110ms for section 5→160ms for section 7→210ms for section 9→260ms for section 11→310ms for section 13→360ms for section 15.

[0019] In the S5, the blasthole diameter is 45 mm, and the adopted explosive roll is 2# rock emulsion explosive with a diameter of 32 mm, a length of 30 cm, and a weight of 0.3 kg / piece.

[0020] Beneficial effects of the present invention: The present invention guides the construction to reasonably match and optimize the total amount of explosives, peripheral eye explosives, and auxiliary eye explosives through the relationship curve between the surrounding rock strength parameter (Rc or f) and the unit consumption of upper step explosives, the relationship curve between rock strength and the amount of explosives used in peripheral eyes, the relationship curve between the surrounding rock strength parameter and the amount of explosives used in the auxiliary eyes, and the relationship curve between the surrounding rock strength parameter and the amount of explosives used in the outermost auxiliary eyes of the arch, thereby ultimately achieving the purpose of reducing over-excavation and over-consumption in tunnel excavation using the drilling and blasting method. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1The present invention is a method flow chart of the method for comprehensive control of optimized charging and over-excavation construction based on rock parameter acquisition.

[0022] Figure 2 It is the relationship curve between the rock firmness coefficient f in the present invention and the field measured value.

[0023] Figure 3 It is the arrangement diagram of blast holes in the range of 38MPa≤Rc≤60MPa or 3.8<f≤6.0 in the present invention.

[0024] Figure 4 This is the blasthole arrangement diagram within the range of 27MPa<Rc≤38MPa or 2.7<f≤3.8 in the present invention.

[0025] Figure 5 This is the blasthole arrangement diagram within the range of 20MPa<Rc≤27MPa or 2.0<f≤2.7 in the present invention.

[0026] Figure 6 It is a detonation network diagram within the range of 38MPa≤Rc≤60MPa or 3.8<f≤6.0 in the present invention.

[0027] Figure 7 This is the detonation network diagram within the range of 27MPa<Rc≤38MPa or 2.7<f≤3.8 in the present invention.

[0028] Figure 8 It is a detonation network diagram within the range of 20MPa<Rc≤27MPa or 2.0<f≤2.7 in the present invention.

[0029] Fig. 9 This is the charge diagram within the range of 38MPa≤Rc≤60MPa or 3.8<f≤6.0 in the present invention.

[0030] Fig.10 This is the charge diagram within the range of 27MPa<Rc≤38MPa or 2.7<f≤3.8 in the present invention.

[0031] Fig.11 This is a charging diagram for reserving core soil on one side within the range of 27MPa<Rc≤38MPa or 2.7<f≤3.8 in the present invention.

[0032] Fig.12 This is the charging diagram of the core soil reserved on both sides within the range of 27MPa<Rc≤38MPa or 2.7<f≤3.8 in the present invention.

[0033] Fig.13 This is the charge diagram within the range of 20MPa<Rc≤27MPa or 2.0<f≤2.7 in the present invention. DETAILED DESCRIPTION

[0034] Various exemplary embodiments of the present invention will now be described in detail with reference to the accompanying drawings. The description of the exemplary embodiments is merely illustrative and is in no way intended to limit the present invention and its application or use. The present invention can be implemented in many different forms and is not limited to the embodiments described herein. These embodiments are provided to make the present invention thorough and complete and to fully express the scope of the present invention to those skilled in the art. It should be noted that unless otherwise specifically stated, the relative arrangement of the parts and steps, the composition of the materials, the numerical expressions and the numerical values ​​set forth in these embodiments should be interpreted as being merely exemplary, rather than as limitations.

[0035] The words "first", "second" and similar words used in the present invention do not indicate any order, quantity or importance, but are only used to distinguish different parts. The words "include" or "comprise" and similar words mean that the elements before the word include the elements listed after the word, and do not exclude the possibility of including other elements. "Up", "down", "left", "right" and the like are only used to indicate relative positional relationships. When the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0036] like Figure 1 As shown, the optimized charging over-excavation comprehensive control construction method based on rock parameter acquisition includes the following steps:

[0037] S1, determine the uniaxial saturated compressive strength Rc or rock strength coefficient f of the surrounding rock of the tunnel face;

[0038] S2, determine the excavation advance based on the uniaxial saturated compressive strength Rc or rock strength coefficient f;

[0039] S3, according to the uniaxial saturated compressive strength Rc or rock solidity factor f, adapt the blasthole arrangement master plate;

[0040] S4, determine the blasthole arrangement diagram according to the uniaxial saturated compressive strength Rc or the rock solidity coefficient f;

[0041] S5, determine the charge master plate according to the uniaxial saturated compressive strength Rc or the rock solidity coefficient f;

[0042] S6. Determine the final charge amount based on the uniaxial saturated compressive strength Rc or the rock strength coefficient f.

[0043] In some embodiments, as a specific implementation method for determining the uniaxial saturated compressive strength Rc, in S1, the uniaxial saturated compressive strength Rc adopts the measured rock point load intensity index Is (50) According to the formula fr = 22.821 × Is (50) The conversion result is: (50)is the point load strength of a standard specimen with a diameter of 50 mm, fr is the uniaxial saturated compressive strength of rock, and the conversion basis is formula 3.4.1 of the "Engineering Rock Classification Standard" (GB50218-94).

[0044] In the above embodiment, as the point load intensity index Is (50) A specific calculation method, in S1, the point load intensity index Is (50) According to the formula The calculation shows that, in the formula, K f is the correction factor for the specimen shape effect, e is the base of the natural logarithm (2.7183), K w is the correction factor for the specimen shape effect, W is the average width of the specimen failure section in the axial test, block test and irregular block test / mm, I s is the uncorrected point load strength index / MPa, I s =P / D 2 , P is the specimen failure load / N, and D is the distance between the specimen loading points / mm.

[0045] In some embodiments, as a specific implementation method for determining the rock solidity coefficient f, in S1, the rock solidity coefficient f is determined according to the formula Calculated; where f n-1 is the rock strength coefficient of the previous cycle, MPa; β is the correction coefficient. For different charge structures, β needs to be corrected. For double-track railway tunnels, β is generally taken as 10 and is dimensionless; S n-1 is the excavation cross-sectional area of ​​the previous cycle tunnel, m 2 ; L n-1 is the excavation cycle footage of the previous cycle, m; V′ n-1 is the over-excavation volume of the previous cycle m 3 ;Q n-1 The total amount of explosives required for the previous cycle of excavation, kg / m 3 ;like Figure 2 As shown, the calculation formula of the rock strength coefficient f is compared with the point load test. After removing the test error, the overall deviation is less than 5%, which has good reliability. In this embodiment, it is recommended to carry out a rock point load test in each cycle to obtain rock parameters. At the same time, the focus is on summarizing a set of independently derived calculation formulas for the rock strength coefficient f based on blasting parameters such as correction coefficient, excavation cross-sectional area, excavation cycle footage, excavation over-excavation, and total amount of excavation explosives, so as to guide the rapid acquisition of rock strength and upper cycle blasthole feedback on site and guide the blasting design for the lower cycle.

[0046] In some embodiments, the excavation footage is determined in S2 based on the uniaxial saturated compressive strength Rc or the rock strength coefficient f value in combination with the advanced geological forecast. When the advanced geological report shows that there is no obvious change in the wave velocity ahead and the rock strength parameter is 27MPa<Rc≤60MPa or 2.7<f≤6.0, the footage should be 3m. When the rock strength parameter is 20MPa<Rc≤27MPa or 2.0<f≤2.7, the footage should be 2m. When the advanced geological forecast shows that the wave velocity ahead fluctuates greatly, it means that the surrounding rock ahead of the face is at the junction of rock property changes, and a technical seminar needs to be held to determine the footage and blasting parameters.

[0047] In some embodiments, in S3 and S4, when 38MPa<Rc≤60Mpa or 3.8<f≤6.0, the blasthole arrangement is as follows: Figure 3 As shown, the total number of blastholes on the upper step is 148, including 65 peripheral holes, 33 auxiliary holes, 40 cutouts, and 10 bottom plate holes; the total number of blastholes on the lower step is 19, including 4 peripheral holes, 5 auxiliary holes, and 10 bottom plate holes;

[0048] When 27MPa<Rc≤38MPa or 2.7<f≤3.8, the blasthole arrangement is as follows Figure 4 As shown, the total number of blastholes on the upper step is 153, including 65 peripheral holes, 38 auxiliary holes, 40 cutouts, and 10 bottom plate holes; the total number of blastholes on the lower step is 19, including 4 peripheral holes, 5 auxiliary holes, and 10 bottom plate holes;

[0049] When 20MPa<Rc≤27MPa or 2.0<f≤2.7, the blasthole arrangement is as follows Figure 5 As shown, the total number of blastholes on the upper step is 143, including 66 peripheral holes, 27 auxiliary holes, 40 cutouts, and 10 bottom plate holes; the total number of blastholes on the lower step is 19, including 4 peripheral holes, 5 auxiliary holes, and 10 bottom plate holes;

[0050] In this embodiment, a master template of blasthole arrangement and charge amount under different rock strength parameters (Rc or f) is formed.

[0051] In some embodiments, as a specific implementation of the charge amount of the blasthole, in S6, when 38MPa<Rc≤60Mpa or 3.8<f≤6.0, Fig. 9 As shown in the figure, the controlled footage of the IV-level surrounding rock is 3m, the overall charge of 65 peripheral holes is 46.8kg, the overall charge of 33 auxiliary holes is 34.5kg, the overall charge of the upper step is 168.9kg, and the unit consumption of the upper step explosive is 0.644kg / m 3 ;

[0052] When 27MPa<Rc≤38MPa or 2.7<f≤3.8, Fig.10 As shown in the figure, the controlled footage of the IV-level surrounding rock is 3m, the overall charge of 65 peripheral holes is 30.9kg, the overall charge of 38 auxiliary holes is 30.6kg, the overall charge of the upper step is 149.1kg, and the unit consumption of the upper step explosive is 0.569kg / m 3 ;

[0053] In order to solve the problem of high risk of collapse caused by weak or uneven surrounding rock, based on the actual project, the method of reserving core soil on micro steps is adopted for excavation; single-side reserved core soil and double-side reserved core soil can be considered. When single-side reserved core soil is used, the single-side central slot hole is not charged with explosives, and when double-side reserved core soil is used, the double-side central slot holes are not charged with explosives. For details of the adjustment plan, see Fig.11 and 12 ;

[0054] When 20MPa<Rc≤27MPa or 2.0<f≤2.7, Fig.13 As shown, the controlled footage of the IV-level surrounding rock is 2m, the overall charge of 66 peripheral holes is 21.9kg, the overall charge of 27 auxiliary holes is 15.9kg, the overall charge of the upper step is 108kg, and the unit consumption of the upper step explosive is 0.618kg / m 3 ;

[0055] In this embodiment, a relationship curve between the surrounding rock strength parameter (Rc or f) and the amount of explosives is formed to guide the construction to reasonably match and optimize the total amount of explosives, peripheral eye drugs, and auxiliary eye drugs.

[0056] In some embodiments, S4 also includes S41, and S41 optimizes the blasthole arrangement diagram based on the structural characteristics of rock joints and fissures; for the flat bottom layer, the vault should be fully prevented from falling off, so the spacing between the peripheral holes of the vault of such structure should be controlled at 30 to 35 cm, and the charge should be reduced on this basis to achieve weak disturbance; for the steeply inclined strata perpendicular to the axis, the vault is prone to falling off when the surrounding rock is intact, and the vault, side wall, and face are prone to falling off and collapse when the surrounding rock is broken, so for such steeply inclined strata, the peripheral holes of the vault are encrypted when the surrounding rock is intact, and the outermost auxiliary holes at the vault are encrypted; when the surrounding rock is broken, all peripheral holes should be further encrypted, and all outermost auxiliary holes should be encrypted; in addition, further reducing the cycle footage should be considered; the excavation direction is close to the direction of the rock formation For inclined strata with a large inclination angle that is almost vertical, when the surrounding rock is intact, the left wall of the arch is prone to collapse when it is tilted to the left, and the right wall of the arch is prone to collapse when it is tilted to the right. At this time, the corresponding side wall blastholes should be increased; when the surrounding rock is broken, there is a risk of falling blocks on the arch and the side walls on both sides. The spacing between blastholes should be controlled at 35cm to lay a good foundation for weak blasting. In addition, the density of the outermost auxiliary holes can be considered; the excavation direction intersects with the rock strata at a small angle, and for inclined strata with a moderate inclination angle, when it is tilted to the left, the right side of the layer will collapse, and there will be bias pressure and stress concentration from the left arch crown to the left arch waist; when it is tilted to the right, the left side of the layer will collapse, and there will be bias pressure and stress concentration from the right arch crown to the right arch waist; therefore, when it is tilted to the left, the blastholes should be increased on the right side of the layer, and when it is tilted to the right, the blastholes should be increased on the left side of the layer; it is recommended to pipe the structural layer in advance to prevent cracks.

[0057] In some embodiments, Figures 6 to 8 As shown, in S6, the step method is used for detonation, the upper and lower steps are detonated and slag is discharged at the same time, and each section is delayed by 50ms; the detonation sequence and delay are: 10ms for section 1 → 60ms for section 3 → 110ms for section 5 → 160ms for section 7 → 210ms for section 9 → 260ms for section 11 → 310ms for section 13 → 360ms for section 15.

[0058] In some embodiments, in S5, the diameter of the blasthole is 45 mm, and the explosive roll used is 2# rock emulsion explosive with a diameter of 32 mm, a length of 30 cm, and a weight of 0.3 kg / piece; in the above embodiments, all the charges involved are based on a highly stable, efficient and convenient uncoupled continuous charging structure.

[0059] The optimized charging and over-excavation comprehensive control construction method based on rock parameter acquisition in the above-mentioned embodiment is suitable for large-scale tunnels constructed by mechanized drilling and blasting method.

[0060] So far, various embodiments of the present invention have been described in detail. In order to avoid obscuring the concept of the present invention, some details known in the art are not described. Based on the above description, those skilled in the art can fully understand how to implement the technical solution disclosed here.

[0061] The above-mentioned embodiments only express some implementation methods of the present invention, and the description thereof is relatively specific and detailed, but it cannot be understood as limiting the scope of the invention patent. It should be pointed out that for ordinary technicians in this field, several modifications and improvements can be made without departing from the concept of the present invention, which all belong to the protection scope of the present invention. Therefore, the protection scope of the patent of the present invention shall be based on the attached claims.

Claims

1. A construction method for optimizing over-excavation by comprehensive control of charge based on rock parameter acquisition, characterized in that: The following steps are involved: S1, determine the uniaxial saturated compressive strength Rc or rock strength coefficient f of the surrounding rock of the tunnel face; S2, determine the excavation advance based on the uniaxial saturated compressive strength Rc or rock strength coefficient f; S3, according to the uniaxial saturated compressive strength Rc or rock solidity factor f, adapt the blasthole arrangement master plate; S4, determine the blasthole arrangement diagram according to the uniaxial saturated compressive strength Rc or the rock solidity coefficient f; S5, determine the charge master plate according to the uniaxial saturated compressive strength Rc or the rock solidity coefficient f; S6. Determine the final charge amount based on the uniaxial saturated compressive strength Rc or the rock strength coefficient f.

2. The method for comprehensive control of over-excavation by optimizing charge based on rock parameter acquisition according to claim 1 is characterized in that: In S1, the uniaxial saturated compressive strength Rc is calculated by using the measured rock point load strength index Is (50) According to the formula fr = 22.821 × Is (50) The conversion result is: (50) is the point load strength of a standard specimen with a diameter of 50 mm, and fr is the uniaxial saturated compressive strength of rock.

3. The method for comprehensive control of over-excavation by optimizing charge based on rock parameter acquisition according to claim 2 is characterized in that: In S1, the point load intensity index Is (50) According to the formula The calculation shows that, in the formula, K f is the correction coefficient of the specimen shape effect, e is the base of the natural logarithm, K w is the correction factor for specimen shape effect, W is the average width of the specimen failure section in axial test, block test and irregular block test, I s is the uncorrected point load intensity index, I s =P / D 2 , P is the specimen failure load, and D is the distance between the specimen loading points.

4. The method for comprehensive control of over-excavation by optimizing charge based on rock parameter acquisition according to claim 1 is characterized in that: In S1, the rock strength coefficient f is calculated according to the formula The calculation shows that, where f n-1 is the rock strength coefficient of the previous cycle, β is the correction coefficient, S n-1 is the excavation cross-sectional area of ​​the previous cycle tunnel, L n-1 is the excavation progress of the previous cycle, V′ n-1 is the over-excavation amount in the previous cycle, Q n-1 The total amount of explosives required for the previous excavation cycle.

5. The method for comprehensive control of over-excavation by optimizing charge based on rock parameter acquisition according to claim 1 is characterized in that: In S2, the excavation footage is determined in combination with the advanced geological forecast. When the advanced geological report shows that there is no obvious change in the wave velocity ahead and the rock strength parameters are 27MPa<Rc≤60MPa or 2.7<f≤6.0, the footage should be 3m. When the rock strength parameters are 20MPa<Rc≤27MPa or 2.0<f≤2.7, the footage should be 2m. When the advanced geological forecast shows that the wave velocity ahead fluctuates greatly, it means that the surrounding rock ahead of the face is at the junction of rock property changes, and a technical seminar needs to be held to determine the footage and blasting parameters.

6. The method for comprehensive control of over-excavation by optimizing charge based on rock parameter acquisition according to claim 1 is characterized in that: In S3 and S4, when 38MPa<Rc≤60Mpa or 3.8<f≤6.0, the total number of blastholes on the upper step is 148, including 65 peripheral holes, 33 auxiliary holes, 40 cutouts, and 10 bottom plate holes; the total number of blastholes on the lower step is 19, including 4 peripheral holes, 5 auxiliary holes, and 10 bottom plate holes; When 27MPa<Rc≤38MPa or 2.7<f≤3.8, the total number of blastholes on the upper step is 153, including 65 peripheral holes, 38 auxiliary holes, 40 cutouts, and 10 bottom plate holes; the total number of blastholes on the lower step is 19, including 4 peripheral holes, 5 auxiliary holes, and 10 bottom plate holes; When 20MPa<Rc≤27MPa or 2.0<f≤2.7, the total number of blastholes on the upper step is 143, including 66 peripheral holes, 27 auxiliary holes, 40 grooves and 10 bottom plate holes; the total number of blastholes on the lower step is 19, including 4 peripheral holes, 5 auxiliary holes and 10 bottom plate holes.

7. The method for comprehensive control of over-excavation by optimizing charge based on rock parameter acquisition according to claim 6 is characterized in that: In S6, when 38MPa<Rc≤60Mpa or 3.8<f≤6.0, the controlled footage of the IV-level surrounding rock is 3m, the overall charge of 65 peripheral holes is 46.8kg, the overall charge of 33 auxiliary holes is 34.5kg, the overall charge of the upper step is 168.9kg, and the unit consumption of the upper step explosive is 0.644kg / m 3 ; When 27MPa<Rc≤38MPa or 2.7<f≤3.8, the controlled footage of the IV-level surrounding rock is 3m, the overall charge of 65 peripheral holes is 30.9kg, the overall charge of 38 auxiliary holes is 30.6kg, the overall charge of the upper step is 149.1kg, and the unit consumption of the upper step explosive is 0.569kg / m 3 ; When 20MPa<Rc≤27MPa or 2.0<f≤2.7, the controlled penetration of the IV-level surrounding rock is 2m, the overall charge of 66 peripheral holes is 21.9kg, the overall charge of 27 auxiliary holes is 15.9kg, the overall charge of the upper step is 108kg, and the unit consumption of the upper step explosive is 0.618kg / m 3 .

8. The method for comprehensive control of over-excavation by optimizing charge based on rock parameter acquisition according to claim 1 is characterized in that: The S4 also includes S41, wherein the S41 optimizes the blasthole arrangement diagram based on the rock joint and fissure structural characteristics; For the flat bottom layer, the eye spacing around the vault should be controlled at 30-35cm, and the charge should be reduced on this basis to achieve weak disturbance; For steeply inclined strata perpendicular to the axis, when the surrounding rock is intact, the peripheral eyes of the arch and the outermost auxiliary eyes at the arch are encrypted; when the surrounding rock is broken, all peripheral eyes and all outermost auxiliary eyes are encrypted.

9. The method for comprehensive control of over-excavation by optimizing charge based on rock parameter acquisition according to claim 1 is characterized in that: In S6, the step method is used for detonation, the upper and lower steps are detonated and slag is discharged simultaneously, and each section is delayed by 50ms; the detonation sequence and delay are: 10ms for section 1→60ms for section 3→110ms for section 5→160ms for section 7→210ms for section 9→260ms for section 11→310ms for section 13→360ms for section 15.

10. The method for comprehensive control of over-excavation by optimizing charge based on rock parameter acquisition according to claim 1 is characterized in that: In the S5, the blasthole diameter is 45 mm, and the adopted explosive roll is 2# rock emulsion explosive with a diameter of 32 mm, a length of 30 cm, and a weight of 0.3 kg / piece.

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