CN110261907A - A kind of blasting vibration effect damage state assessment method of masonry structure - Google Patents
A kind of blasting vibration effect damage state assessment method of masonry structure Download PDFInfo
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- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M7/00—Vibration-testing of structures; Shock-testing of structures
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- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M7/00—Vibration-testing of structures; Shock-testing of structures
- G01M7/08—Shock-testing
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- G—PHYSICS
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- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
- G01V1/02—Generating seismic energy
- G01V1/104—Generating seismic energy using explosive charges
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- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
- G01V1/28—Processing seismic data, e.g. for interpretation or for event detection
- G01V1/30—Analysis
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- G01—MEASURING; TESTING
- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V2210/00—Details of seismic processing or analysis
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- G01V2210/12—Signal generation
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- G01V2210/00—Details of seismic processing or analysis
- G01V2210/10—Aspects of acoustic signal generation or detection
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Abstract
The invention discloses a kind of blasting vibration effect damage state assessment methods of masonry structure, comprising the following steps: carries out individual shot test；It calculates individual shot and tests normalized dose and pulse amplitude, determine improved Anderson Prediction of Blasting Vibration signal；Estimate the basic frequency of controlled masonry structure, solve speed responsive and blasting vibration effect corresponding masonry structure story drift limit value of the structure under Prediction of Blasting Vibration signal function, the masonry structure story drift limit value found out and masonry structure earthquake sheet faulted condition standard are compared, so as to assess the corresponding blasting vibration effect faulted condition of controlled masonry structure and provide the suggestion that structure could repair.The present invention can blasting vibration effect faulted condition of the accurate evaluation masonry structure under particular shot parameter and quick-fried area's site condition, the blasting vibration effect hazard prediction of masonry structure and control, blasting scheme are advanced optimized with important directive significance.
Description
Technical Field
The invention belongs to the technical field of blasting disaster prediction and control, and particularly relates to a blasting earthquake effect damage state evaluation method for a masonry structure.
Background
While the blasting technology is widely applied, a series of harmful effects induced by engineering blasting, especially the blasting earthquake effect which is the first of blasting damage, are generally concerned and paid attention. When the explosion earthquake effect reaches a certain intensity, the paint of buildings in the detonation zone (and nearby) can be caused to fall off, the glass of doors and windows is broken, the wall body is cracked, and the buildings can be collapsed and damaged in serious conditions. The masonry structure house has poor ductility, small deformability and poor earthquake resistance due to the materials and the connection mode of the masonry structure house. Compared with other buildings, the blasting earthquake effect damage of the masonry structure house is more prominent in the blasting construction process.
The commonly used method for researching and evaluating the blasting earthquake effect of the building structure at the present stage comprises the following steps: (1) vibration data of particles at the foundation of the site of the building in the explosion area are monitored on site, and then the safety state of the earthquake effect of explosion is evaluated by contrasting with an allowable standard of explosion vibration safety; (2) simplifying the explosion area building into a multi-mass-point elastic system, and calculating the structural reaction under the action of an explosion earthquake by adopting a step-by-step integration method; (3) and establishing a three-dimensional finite element entity model of the building structure by means of dynamic finite element software, and simulating and solving the dynamic reaction of the structure system at each stage. The method (1) does not consider the influence of the inherent characteristics of the controlled building on the explosion seismic effect, so that the evaluation error is large; when the method (2) and the method (3) are adopted, a theoretical model or a finite element model of a structure is established by inputting characteristic parameters of a series of controlled buildings, and a typical blasting seismic wave signal with a specific peak value and a main frequency is loaded, so that the theoretical performance is strong, the calculation workload is large, the selected typical blasting seismic wave signal cannot reflect the nonlinear characteristics of the topographic and geological conditions of the blasting area, and the feasibility and the operability are poor. Therefore, how to evaluate and control the blasting earthquake effect damage state of the blasting area buildings, especially the masonry structure with poor earthquake resistance, is one of the technical problems to be solved urgently in the technical field of blasting disaster prediction and control.
Disclosure of Invention
The present application is directed to solving at least one of the problems in the prior art. Therefore, one of the purposes of the invention is to provide a blasting earthquake effect damage state evaluation method of a masonry structure, which can reflect the inherent characteristics of a building and the nonlinear characteristics of the topographic and geological conditions of a blasting area at the same time and has strong feasibility and operability.
In order to solve the technical problem, the following technical scheme is adopted in the application:
a method for evaluating the damage state of a masonry structure caused by the blasting seismic effect comprises the following steps:
the method comprises the following steps: single-hole blasting tests are carried out on the blasting engineering site, and the dosage of each single-hole blasting test is recorded as qiI is serial number of the blasting test sequence, i is 1, 2, … n, n is more than or equal to 3, the blasting vibration speed signal corresponding to the single-hole blasting test is collected, the amplitude of each signal is marked as Pi；
Step two: calculating the normalized dosage and pulse amplitude of the single-hole blasting test;
step three: determining an improved Anderson blasting vibration prediction signal U (t) according to the normalized dosage and pulse amplitude of the single-hole blasting test determined in the step two;
step four: estimating the fundamental frequency of the controlled masonry structure, and solving the speed response of the structure under the action of a blasting vibration prediction signal U (t);
estimating the fundamental period of the multi-storey masonry structure by adopting the following formula:
in the formula, H is the height (m) of the masonry structure house;
the fundamental angular frequency of the multi-storey masonry structure is then:
step five: calculating the blasting earthquake velocity effect of the masonry structure under the action of the blasting vibration prediction signal U (t) by adopting a time-course analysis method, and recording the effect amplitude Vmax；
The displacement angle limit theta between the masonry structure layers corresponding to the blasting earthquake effecteComprises the following steps:
in the formula, h is the floor height;
step six: obtaining the interlayer displacement angle limit value theta according to the step fiveeEvaluating the blasting earthquake effect damage state of the masonry structure; wherein,
when in useAnd then, the damage state of the blasting earthquake effect corresponding to the controlled masonry structure is as follows: the damage degree is complete, the performance level is crack-free, and the structural state is not required to be repaired;
when in useAnd then, the damage state of the blasting earthquake effect corresponding to the controlled masonry structure is as follows: the damage degree is slight, the performance level is cracking, and the structural state is simple repair;
when in useAnd then, the damage state of the blasting earthquake effect corresponding to the controlled masonry structure is as follows: the damage degree is medium, the performance level is basically intact, and the structural state is repairable;
when in useAnd then, the damage state of the blasting earthquake effect corresponding to the controlled masonry structure is as follows: the damage degree is serious, the performance level is seriously damaged, and the structural state is not required to be repaired;
when in useThe corresponding blasting earthquake effect of the controlled masonry structureThe state of the strain should be: the damage degree is collapse, the performance level is collapse damage, and the structural state is failure.
Further, the specific process of the step two is;
blasting vibration signals acquired in one of n times of single-hole blasting tests are selected as single-hole blasting vibration signals for predicting blasting earthquake effect, and the selected single-hole blasting explosive quantity is assumed to be q1The corresponding blasting vibration signal is marked as UsThen the normalized amount of the drug for the ith single hole blast can be expressed as:
Xi＝qi/q1 (1)
the pulse function amplitude for the ith single hole blast can be expressed as:
Yi＝Pi/P1 (2)
further, the specific process of step three is as follows:
fitting the relation between the pulse amplitude Y and the normalized dosage X in the n single-hole blasting tests, namely constructing the functional relation of the pulse function amplitude of the single-hole blasting with any dosage according to the known pulse function amplitude of the n single-hole blasting, and adopting a target function in a polynomial form, namely:
in the formula, bjIs a polynomial coefficient, X is qi/q1；
Constructing the impulse function amplitude Y' of the ith blast hole in the multi-hole blasting according to the formula (3):
in the formula (II), q'iThe loading amount of the ith blast hole in the porous blasting is determined;
for multi-hole blasting, the improved Anderson blasting vibration prediction signal is further determined based on equation (4):
in the formula, delta (t-t)i) As a function of the pulse, tiIs a delay time.
Further, in the third step, a least square method is adopted for fitting.
Further, the pulse function in the formula (5) is expressed asWherein a is 0.9.
Furthermore, a position is selected as a blasting source on the site of the blasting engineering to carry out n times of single-hole blasting tests, the explosive quantity of each blasting test is different, a measuring point is selected in a blasting vibration area to arrange a blasting vibration tester and a speed sensor, and a blasting vibration speed signal corresponding to the single-hole blasting test is acquired.
Compared with the prior art, the invention has the beneficial effects that:
(1) the blasting vibration signal which is constructed in the invention and used as the excitation load can reflect the blasting parameters and can more comprehensively reflect the nonlinear characteristics of the topographic and geological conditions of the blasting area, and the blasting vibration signal can be constructed only by carrying out a few single-hole blasting tests in the early stage, so that the construction method is simple and feasible, and the monitoring working cost is low.
(2) The invention simultaneously considers the inherent characteristics of the controlled building and the nonlinear characteristics of the blasting vibration signal, the evaluation method has stronger accuracy, rationality and feasibility, and the evaluation method has smaller calculation workload and better operability and applicability.
(3) The method can accurately evaluate the blasting earthquake effect damage state of the masonry structure under specific blasting parameters and blasting area site conditions, and has important guiding significance for predicting and controlling blasting earthquake effect disasters of the masonry structure and further optimizing blasting schemes.
Drawings
FIG. 1 is a schematic flow diagram of the process of the present invention;
FIG. 2 is a single hole blast vibration signal employed in the present invention;
figure 3 is an improved Anderson blast vibration prediction signal determined by the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
A method for evaluating the damage state of a masonry structure caused by the blasting seismic effect comprises the following steps:
the method comprises the following steps: and carrying out a single-hole blasting test, collecting a single-hole blasting vibration signal and recording data such as single-hole explosive quantity, signal amplitude and the like.
Selecting one position as a blasting source to carry out n (n is more than or equal to 3) times of single-hole blasting tests on the blasting engineering site, wherein the explosive quantity of each blasting test is different, and the explosive quantity of each single-hole test is recorded as qi(i is the serial number of the blasting test sequence, i is 1, 2, … n, and n is more than or equal to 3); in explosionSelecting a measuring point in the burst vibration area to arrange a burst vibration tester and a speed sensor, collecting corresponding burst vibration speed signals of the single-hole burst test, and recording the amplitude of each signal as Pi。
Step two: and calculating the normalized dosage and pulse amplitude of the single-hole blasting test.
Blasting vibration signals acquired in one of n times of single-hole blasting tests are selected as single-hole blasting vibration signals for predicting blasting earthquake effect, and the selected single-hole blasting explosive quantity is assumed to be q1The corresponding blasting vibration signal is marked as UsThen the normalized amount of the drug for the ith single hole blast can be expressed as:
Xi＝qi/q1 (1)
the pulse function amplitude for the ith single hole blast can be expressed as:
Yi＝Pi/P1 (2)
the normalized dose and pulse amplitude for n single-hole burst tests are shown in table 1.
Step three: an improved Anderson blast vibration prediction signal is determined.
Fitting the relationship between the pulse amplitude Y and the normalized dosage X in the single-hole blasting test for n times by using a least square method, namely constructing the functional relationship of the pulse function amplitude of the single-hole blasting with any dosage according to the known pulse function amplitude of the single-hole blasting for n times, and adopting a target function in a polynomial form, namely:
in the formula, bjIs a polynomial coefficient, X is qi/q1。
Constructing the impulse function amplitude Y' of the ith blast hole in the multi-hole blasting according to the formula (3):
in the formula (II), q'iThe loading amount of the ith blast hole in the multi-hole blasting is shown.
For porous blasting, the improved Anderson blasting vibration prediction signal can be further determined based on equation (4):
step four: and estimating the fundamental frequency of the controlled masonry structure, and solving the speed response of the structure under the action of the blasting vibration prediction signal U (t).
Estimating the fundamental period of the multi-storey masonry structure by adopting the following formula:
wherein H is the height (m) of the masonry structure house.
The fundamental (angular) frequency of the multi-storey masonry structure is then:
step five: and calculating the interlayer displacement angle limit value of the blasting seismic effect of the masonry structure under the action of the blasting vibration prediction signal U (t).
Calculating the blasting earthquake (velocity) effect of the masonry structure under the action of the blasting vibration prediction signal U (t) by adopting a time-course analysis method, and recordingRecording effect amplitude Vmax。
The displacement angle limit theta between the masonry structure layers corresponding to the blasting earthquake effecteComprises the following steps:
in the formula, h is the floor height.
Step six: and evaluating the blasting earthquake effect damage state of the masonry structure.
Combining the literature named as the discussion of the interlayer displacement angle of the brick masonry structure given in the journal of civil engineering, 2013, S1 to obtain the earthquake effect damage state standard of the masonry structure, and calculating the limit value theta of the interlayer displacement angle of the masonry structure as shown in Table 2eAnd comparing the earthquake effect damage state standard with the masonry structure earthquake effect damage state standard, thereby evaluating the corresponding blasting earthquake effect damage state of the controlled masonry structure and giving a suggestion whether the structure can be repaired.
Examples
A method for evaluating the damage state of a masonry structure caused by the blasting seismic effect comprises the following steps:
the method comprises the following steps: and carrying out a single-hole blasting test, collecting a single-hole blasting vibration signal and recording data such as single-hole explosive quantity, signal amplitude and the like.
In the excavation engineering of a certain stone (thick-layer shale, dense rocks), medium-length hole bench blasting is adopted, the diameter of a drilled hole is 70mm, the hole depth is 3-6m, and the explosive loading length is 1.8-4.5m by adopting rock emulsion explosive. Selecting a position as a blasting source to carry out 3 times of single-hole blasting tests on a blasting engineering site, wherein the single-hole test explosive quantities are as follows: q. q.s1＝6Kg，q2＝8Kg，q314 Kg; selecting a position 40m away from the blasting source as a measuring point, laying a blasting vibration tester and a speed sensor, and collecting a single-hole blasting testCorresponding blasting vibration speed signals, wherein the amplitudes of the signals are respectively as follows: p1＝0.6825cm/s,P2＝0.8296cm/s，P3＝1.4421cm/s。
Step two: and calculating the normalized dosage and pulse amplitude of the single-hole blasting test.
Blasting vibration signals acquired in one of 3 optional single-hole blasting tests are taken as single-hole blasting vibration signals for predicting blasting earthquake effect, and the selected single-hole blasting explosive quantity is q16Kg, corresponding blast vibration signal UsAs shown in fig. 2. The pulse function amplitude of the normalized dosage of the 1 st to 3 rd single-hole blasting is calculated according to the formula (1) as follows:
X1＝q1/q1＝1,X2＝q2/q1＝1.3333，X3＝q3/q1＝2.3333。
the pulse function amplitude of the 1 st to 3 rd single hole blasting is calculated according to the formula (2) as follows:
Y1＝P1/P1＝1,Y2＝P2/P1＝1.2155，Y3＝P3/P1＝2.1130。
the normalized dose and pulse amplitude for the 1 st to 3 rd single hole burst tests are shown in table 3.
Step three: an improved Anderson blast vibration prediction signal is determined.
According to the formula (3), a polynomial between the pulse amplitude Y and the normalized dose X in 3 single-hole blasting tests is fitted by using a least square method, wherein the polynomial is as follows:
Y＝0.18813X2+0.20762X+0.60425
constructing the impulse function amplitude Y' of the ith blast hole in the multi-hole blasting according to the formula (4):
Y'＝0.18813(q'i/6)2+0.20762(q'i/6)+0.60425
according to the formula (5), the improved Anderson blasting vibration prediction signal u (t) (shown in fig. 3) corresponding to the double-hole blasting with the delay time of 25ms, the loading of 20Kg and 25Kg respectively and the initiation time of 0 second is further determined as follows:
U(t)＝Us*[3.3867*δ(t-0)+4.7355*δ(t-0.025)]
in the formula, selectingAs a pulse function, a is taken to be 0.9.
Step four: and estimating the fundamental frequency of the controlled masonry structure, and solving the speed response of the structure under the action of the blasting vibration prediction signal U (t).
The controlled masonry structure here is a five storey masonry house with a storey height of 2.8m and a house height of 14 m. The following equation (6) is obtained:
Thorizontal bar＝0.0154×(14-1.5649)＝0.1915s
TLongitudinal direction＝0.0216×(14-7.9074)＝0.1316s
According to equation (7), the fundamental (angular) frequency of the masonry structure is then:
step five: and calculating the interlayer displacement angle limit value of the blasting seismic effect of the masonry structure under the action of the blasting vibration prediction signal U (t).
And calculating the blasting earthquake velocity effect of the controlled five-layer masonry structure under the action of a blasting vibration prediction signal U (t) by adopting a Duhamel numerical integration method in a time-course analysis method, and recording the amplitude as 0.5021 cm/s. And further solving the displacement angle limit value between the masonry structure layers corresponding to the blasting seismic effect according to the formula (8):
step six: and evaluating the blasting earthquake effect damage state of the masonry structure. The calculated displacement angle limit value theta between the masonry structure layerseComparing with the masonry structure earthquake effect damage state standard given in table 2, the blasting earthquake effect damage state corresponding to the controlled masonry structure can be evaluated as follows: the damage level is intact, the performance level is crack-free, and the structural state is repair-free.
Table 1 shows normalized dose and pulse amplitude for n single-hole blasting tests
Table 2 shows the earthquake damage state standard of the masonry structure
Table 3 shows normalized dose and pulse amplitude for the 1 st to 3 rd single-hole blasting tests
Claims (6)
1. A method for evaluating the damage state of a masonry structure caused by the blasting seismic effect is characterized by comprising the following steps:
the method comprises the following steps: single-hole blasting tests are carried out on the blasting engineering site, and the dosage of each single-hole blasting test is recorded as qiI is serial number of the blasting test sequence, i is 1, 2, … n, n is more than or equal to 3, the blasting vibration speed signal corresponding to the single-hole blasting test is collected, the amplitude of each signal is marked as Pi；
Step two: calculating the normalized dosage and pulse amplitude of the single-hole blasting test;
step three: determining an improved Anderson blasting vibration prediction signal U (t) according to the normalized dosage and pulse amplitude of the single-hole blasting test;
step four: estimating the fundamental frequency of the controlled masonry structure, and solving the speed response of the structure under the action of a blasting vibration prediction signal U (t);
estimating the fundamental period of the multi-storey masonry structure by adopting the following formula:
in the formula, H is the height (m) of the masonry structure house;
the fundamental angular frequency of the multi-storey masonry structure is then:
step five: calculating the blasting earthquake velocity effect of the masonry structure under the action of the blasting vibration prediction signal U (t) by adopting a time-course analysis method, and recording the effect amplitude Vmax；
The displacement angle limit theta between the masonry structure layers corresponding to the blasting earthquake effecteComprises the following steps:
in the formula, h is the floor height;
step six: obtaining the interlayer displacement angle limit value theta according to the step fiveeEvaluating the blasting earthquake effect damage state of the masonry structure; wherein,
when in useAnd then, the damage state of the blasting earthquake effect corresponding to the controlled masonry structure is as follows: the damage degree is perfect, the performance level is no crack and knotThe structural state is not required to be repaired;
when in useAnd then, the damage state of the blasting earthquake effect corresponding to the controlled masonry structure is as follows: the damage degree is slight, the performance level is cracking, and the structural state is simple repair;
when in useAnd then, the damage state of the blasting earthquake effect corresponding to the controlled masonry structure is as follows: the damage degree is medium, the performance level is basically intact, and the structural state is repairable;
when in useAnd then, the damage state of the blasting earthquake effect corresponding to the controlled masonry structure is as follows: the damage degree is serious, the performance level is seriously damaged, and the structural state is not required to be repaired;
when in useAnd then, the damage state of the blasting earthquake effect corresponding to the controlled masonry structure is as follows: the damage degree is collapse, the performance level is collapse damage, and the structural state is failure.
2. The evaluation method according to claim 1, wherein: the concrete process of the second step is;
blasting vibration signals acquired in one of n times of single-hole blasting tests are selected as single-hole blasting vibration signals for predicting blasting earthquake effect, and the selected single-hole blasting explosive quantity is assumed to be q1The corresponding blasting vibration signal is marked as UsThen the normalized amount of the drug for the ith single hole blast can be expressed as:
Xi＝qi/q1 (1)
the pulse function amplitude for the ith single hole blast can be expressed as:
Yi＝Pi/P1 (2)。
3. the evaluation method according to claim 2, wherein: the concrete process of the third step is as follows:
fitting the relation between the pulse amplitude Y and the normalized dosage X in the n single-hole blasting tests, namely constructing the functional relation of the pulse function amplitude of the single-hole blasting with any dosage according to the known pulse function amplitude of the n single-hole blasting, and adopting a target function in a polynomial form, namely:
in the formula, bjIs a polynomial coefficient, X is qi/q1；
Constructing the impulse function amplitude Y' of the ith blast hole in the multi-hole blasting according to the formula (3):
in the formula (II), q'iThe loading amount of the ith blast hole in the porous blasting is determined;
for multi-hole blasting, the improved Anderson blasting vibration prediction signal is further determined based on equation (4):
wherein, δ (t-t)i) As a function of the pulse, tiIs a delay time.
4. The evaluation method according to claim 3, wherein: and in the third step, a least square method is adopted for fitting.
5. The evaluation method according to claim 3, wherein: the pulse function in the formula (5) is expressed asWherein a is 0.9.
6. The evaluation method according to any one of claims 1 to 5, wherein: selecting a position as a blasting source on a blasting engineering site to perform n times of single-hole blasting tests, wherein the explosive quantity of each blasting test is different, selecting a measuring point in a blasting vibration area to arrange a blasting vibration tester and a speed sensor, and acquiring a blasting vibration speed signal corresponding to the single-hole blasting test.
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| CN115096153A (en) * | 2022-07-08 | 2022-09-23 | 长江水利委员会长江科学院 | Active blasting vibration control method based on Fourier series decomposition |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN1034265A (en) * | 1988-01-11 | 1989-07-26 | 壳牌石油公司 | Method for controlling blasting operations |
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