CN110261907B - Blasting earthquake effect damage state assessment method for masonry structure - Google Patents

Blasting earthquake effect damage state assessment method for masonry structure Download PDF

Info

Publication number
CN110261907B
CN110261907B CN201910655707.9A CN201910655707A CN110261907B CN 110261907 B CN110261907 B CN 110261907B CN 201910655707 A CN201910655707 A CN 201910655707A CN 110261907 B CN110261907 B CN 110261907B
Authority
CN
China
Prior art keywords
blasting
masonry structure
hole
damage state
amplitude
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN201910655707.9A
Other languages
Chinese (zh)
Other versions
CN110261907A (en
Inventor
魏海霞
陈锦烽
褚怀保
祝杰
于建新
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Henan University of Technology
Original Assignee
Henan University of Technology
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Henan University of Technology filed Critical Henan University of Technology
Priority to CN201910655707.9A priority Critical patent/CN110261907B/en
Publication of CN110261907A publication Critical patent/CN110261907A/en
Application granted granted Critical
Publication of CN110261907B publication Critical patent/CN110261907B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • G—PHYSICS
    • G01—MEASURING; TESTING
    • 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
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • 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
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • 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
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • 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. analysis, for interpretation, for correction
    • G01V1/30—Analysis
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
    • G01V2210/00—Details of seismic processing or analysis
    • G01V2210/10—Aspects of acoustic signal generation or detection
    • G01V2210/12—Signal generation
    • G01V2210/121—Active source
    • G01V2210/1212—Shot
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
    • G01V2210/00—Details of seismic processing or analysis
    • G01V2210/10—Aspects of acoustic signal generation or detection
    • G01V2210/12—Signal generation
    • G01V2210/129—Source location
    • G01V2210/1299—Subsurface, e.g. in borehole or below weathering layer or mud line
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2218/00—Aspects of pattern recognition specially adapted for signal processing
    • G06F2218/08—Feature extraction
    • G06F2218/10—Feature extraction by analysing the shape of a waveform, e.g. extracting parameters relating to peaks

Abstract

The invention discloses a method for evaluating the damage state of an explosion seismic effect of a masonry structure, which comprises the following steps: carrying out a single-hole blasting test; calculating the normalized dosage and pulse amplitude of the single-hole blasting test, and determining an improved Anderson blasting vibration prediction signal; estimating the fundamental frequency of the controlled masonry structure, solving the speed response of the structure under the action of the blasting vibration prediction signal and the displacement angle limit value between masonry structure layers corresponding to the blasting seismic effect, and comparing the calculated displacement angle limit value between the masonry structure layers with the seismic effect damage state standard of the masonry structure, so that the blasting seismic effect damage state corresponding to the controlled masonry structure can be evaluated, and a suggestion whether the structure can be repaired is given. 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.

Description

Blasting earthquake effect damage state assessment method for masonry structure
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, and the corresponding blasting test of the single-hole blasting test is collectedVibration velocity signal, each signal amplitude being denoted 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:
Figure BDA0002136806030000021
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:
Figure BDA0002136806030000022
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:
Figure BDA0002136806030000023
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 the content of the first and second substances,
when in use
Figure BDA0002136806030000024
The corresponding damage of blasting earthquake effect of the controlled masonry structureThe state 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 use
Figure BDA0002136806030000025
And 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 use
Figure BDA0002136806030000031
And 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 use
Figure BDA0002136806030000032
And 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 use
Figure BDA0002136806030000033
And 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.
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:
Figure BDA0002136806030000034
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):
Figure BDA0002136806030000035
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):
Figure BDA0002136806030000041
wherein (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 as
Figure BDA0002136806030000042
Wherein 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); selecting a measuring point in a blasting vibration area to arrange a blasting vibration tester and a speed sensor, collecting blasting vibration speed signals corresponding to the single-hole blasting 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:
Figure BDA0002136806030000051
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):
Figure BDA0002136806030000052
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):
Figure BDA0002136806030000061
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:
Figure BDA0002136806030000062
wherein H is the height (m) of the masonry structure house.
The fundamental (angular) frequency of the multi-storey masonry structure is then:
Figure BDA0002136806030000063
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 recording the effect amplitude Vmax。
The displacement angle limit theta between the masonry structure layers corresponding to the blasting earthquake effecteComprises the following steps:
Figure BDA0002136806030000064
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 a blasting source as a measuring point, arranging a blasting vibration tester and a speed sensor, and acquiring blasting vibration speed signals corresponding to a single-hole blasting test, 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*(t-0)+4.7355*(t-0.025)]
in the formula, selecting
Figure BDA0002136806030000071
As 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:
Figure BDA0002136806030000081
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):
Figure BDA0002136806030000082
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
Figure BDA0002136806030000083
Table 2 shows the earthquake damage state standard of the masonry structure
Figure BDA0002136806030000084
Table 3 shows normalized dose and pulse amplitude for the 1 st to 3 rd single-hole blasting tests
Figure BDA0002136806030000091

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 angular 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:
Figure FDA0002566355280000011
in the formula, H is the height of a masonry structure house and the unit is m;
the fundamental angular frequency of the multi-storey masonry structure is then:
Figure FDA0002566355280000012
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:
Figure FDA0002566355280000013
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 the content of the first and second substances,
when in use
Figure FDA0002566355280000014
And 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 use
Figure FDA0002566355280000021
And 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 use
Figure FDA0002566355280000022
And 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 use
Figure FDA0002566355280000023
And 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 use
Figure FDA0002566355280000024
And 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:
Figure FDA0002566355280000025
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):
Figure FDA0002566355280000031
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):
Figure FDA0002566355280000032
wherein (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 as
Figure FDA0002566355280000033
Wherein 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.
CN201910655707.9A 2019-07-19 2019-07-19 Blasting earthquake effect damage state assessment method for masonry structure Active CN110261907B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201910655707.9A CN110261907B (en) 2019-07-19 2019-07-19 Blasting earthquake effect damage state assessment method for masonry structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201910655707.9A CN110261907B (en) 2019-07-19 2019-07-19 Blasting earthquake effect damage state assessment method for masonry structure

Publications (2)

Publication Number Publication Date
CN110261907A CN110261907A (en) 2019-09-20
CN110261907B true CN110261907B (en) 2020-09-01

Family

ID=67927230

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201910655707.9A Active CN110261907B (en) 2019-07-19 2019-07-19 Blasting earthquake effect damage state assessment method for masonry structure

Country Status (1)

Country Link
CN (1) CN110261907B (en)

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1034265A (en) * 1988-01-11 1989-07-26 壳牌石油公司 Method for controlling blasting operations
US9927340B2 (en) * 2011-11-11 2018-03-27 Orica International Pte Ltd Vibration analysis for blasting
EP3320318B1 (en) * 2015-07-10 2020-08-26 Lawrence Livermore National Security, LLC An optically-based interstory drift meter system for rapid assessment of the earthquake response of building structures
CN106407548B (en) * 2016-09-13 2019-06-11 同济大学 A kind of anti-fall optimum design method of collapsing of reinforced concrete shear wall structure
CN109063327A (en) * 2018-08-01 2018-12-21 清华大学 Destructive power of the earthquake evaluation method and device based on dynamic elastic-plastic and ground motion
CN110006676B (en) * 2019-03-25 2021-07-09 广州市建筑科学研究院有限公司 Building performance evaluation method and system based on structural health monitoring data

Also Published As

Publication number Publication date
CN110261907A (en) 2019-09-20

Similar Documents

Publication Publication Date Title
Valluzzi et al. Calibration of sonic pulse velocity tests for detection of variable conditions in masonry walls
Oliveira et al. Fundamental periods of vibration of RC buildings in Portugal from in-situ experimental and numerical techniques
Singh et al. Damage to surface structures due to blast vibration
CN104390537B (en) A kind of side slope pre split Blasting Excavation damage control method based on blasting vibration test
CN101614022A (en) Tomography-based method for detecting foundation piles of building by elastics waves
CN101581223B (en) Method for detecting slip casting effect of tunnel
Norén-Cosgriff et al. Building damage due to vibration from rock blasting
CN107478523B (en) Method and system for testing blasting vibration speed of middle rock wall of small-spacing tunnel
CN110261907B (en) Blasting earthquake effect damage state assessment method for masonry structure
Finno et al. Non-destructive evaluation of a deep foundation test section at the Northwestern University national geotechnical experimentation site
Ni et al. Inclination correction of the parallel seismic test for pile length detection
CN112484589A (en) Method for blasting tunnel under elevated buttress
CN109521221B (en) Method for acquiring microwave wave velocity of hard rock tunnel constructed by drilling and blasting method in real time
DOWDING III Response of buildings to ground vibrations resulting from construction blasting
CN106320401A (en) Seismic refraction method for detecting existing building pile foundation
Wang et al. Experimental study of blast-induced vibration characteristics based on the delay-time errors of detonator
Amir Single-tube ultrasonic testing of pile integrity
Akhaveissy et al. Numerical modeling of masonry wall under underground waves
Jordan Mine blasting vibration and its effects on buildings and structures–implementing a frequency-based approach
Kadiri et al. Experimental and statistical analysis of blast-induced ground vibrations () prediction in Senegal’s quarry
CN110427688A (en) A kind of crustal stress size prediction technique based on actual measurement vibration
Erten et al. Analysis of quarry-blast-induced ground vibrations to mitigate their adverse effects on nearby structures
Rudenko et al. Nonlinear processes in media with an acoustic hysteresis and the problems of dynamic interaction between piles and earth foundation
Anderson Thermal integrity profiling instrumentation development
Roy et al. Evaluation of the effect of ground vibration due to dragline bench blasting on adjacent structures

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant