CN112270032B - Method for designing dynamic coefficient of anti-exponential explosion load of critical structure with damping flexible rigidity - Google Patents

Method for designing dynamic coefficient of anti-exponential explosion load of critical structure with damping flexible rigidity Download PDF

Info

Publication number
CN112270032B
CN112270032B CN202011304175.3A CN202011304175A CN112270032B CN 112270032 B CN112270032 B CN 112270032B CN 202011304175 A CN202011304175 A CN 202011304175A CN 112270032 B CN112270032 B CN 112270032B
Authority
CN
China
Prior art keywords
load
vibration
stage
structural
explosion
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
CN202011304175.3A
Other languages
Chinese (zh)
Other versions
CN112270032A (en
Inventor
耿少波
罗干
赵致艺
靳小俊
刘亚玲
薛建英
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.)
North University of China
Original Assignee
North University of China
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 North University of China filed Critical North University of China
Priority to CN202011304175.3A priority Critical patent/CN112270032B/en
Publication of CN112270032A publication Critical patent/CN112270032A/en
Application granted granted Critical
Publication of CN112270032B publication Critical patent/CN112270032B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • GPHYSICS
    • G06COMPUTING; CALCULATING OR COUNTING
    • G06FELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00Computer-aided design [CAD]
    • G06F30/10Geometric CAD
    • G06F30/13Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • GPHYSICS
    • G06COMPUTING; CALCULATING OR COUNTING
    • G06FELECTRIC DIGITAL DATA PROCESSING
    • G06F17/00Digital computing or data processing equipment or methods, specially adapted for specific functions
    • G06F17/10Complex mathematical operations
    • G06F17/11Complex mathematical operations for solving equations, e.g. nonlinear equations, general mathematical optimization problems
    • G06F17/13Differential equations
    • GPHYSICS
    • G06COMPUTING; CALCULATING OR COUNTING
    • G06FELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00Computer-aided design [CAD]
    • G06F30/20Design optimisation, verification or simulation
    • GPHYSICS
    • G06COMPUTING; CALCULATING OR COUNTING
    • G06FELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14Force analysis or force optimisation, e.g. static or dynamic forces
    • YGENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02TCLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
    • Y02T90/00Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation

Landscapes

  • Engineering & Computer Science (AREA)
  • Physics & Mathematics (AREA)
  • General Physics & Mathematics (AREA)
  • Theoretical Computer Science (AREA)
  • Mathematical Optimization (AREA)
  • Pure & Applied Mathematics (AREA)
  • Mathematical Physics (AREA)
  • Computational Mathematics (AREA)
  • Geometry (AREA)
  • Mathematical Analysis (AREA)
  • General Engineering & Computer Science (AREA)
  • Computer Hardware Design (AREA)
  • Evolutionary Computation (AREA)
  • Data Mining & Analysis (AREA)
  • Civil Engineering (AREA)
  • Architecture (AREA)
  • Structural Engineering (AREA)
  • Operations Research (AREA)
  • Algebra (AREA)
  • Databases & Information Systems (AREA)
  • Software Systems (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)

Abstract

The invention relates to a dynamic coefficient method for designing an anti-exponential explosion load of a damping-containing flexible rigid critical structure, which belongs to the technical field of antiknock design, and specifically relates to a dynamic coefficient method for designing an anti-exponential explosion load of a damping-containing flexible rigid critical structure, which comprises the following steps: exponential blast load action real time t i The value is just that the structural vibration reaches the maximum value y of the elastic vibration T At a certain moment, after the explosive load is unloaded, the structure starts to perform plastic vibration by means of inertia force, and at a certain moment t m The maximum value y of structural elastoplastic displacement is reached m The method comprises the steps of carrying out a first treatment on the surface of the According to the action process of explosion on the building structure, dividing the process into two stages of forced vibration in the explosion load action elastic stage and free vibration in the explosion load unloading plastic stage; through the calculation of the different stages, the influence of the structural type, the accurate description of the explosion load and the structural damping on the explosion load dynamic coefficient is fully considered, so that the designed building structure is more practical as much as possible, the cost is reduced, and the antiknock requirement is met.

Description

Method for designing dynamic coefficient of anti-exponential explosion load of critical structure with damping flexible rigidity
Technical Field
The invention relates to a dynamic coefficient design method for an anti-exponential explosion load of a damping-containing flexible rigid critical structure, and belongs to the technical field of antiknock design.
Background
At present, when the antiknock design is carried out on the existing building, antiknock capability of antiknock structural components needs to be considered. Duration t of blast load applied to the structure by conventional blast i When the antiknock design is carried out on civil air defense structures in China and abroad, the antiknock design is carried out according to the linear load treatment of equal impulse, and the overpressure peak value delta p of the explosive dynamic load is further processed m And the resistance power coefficient k in the elastoplastic stage of the structure h And after multiplication, the structural antiknock design value is used as a static load. Wherein the power coefficient k given by the specification h The formula does not consider the structural damping and antiknock design structure types, and lacks powerful support for the accurate design of the actual structure; normalized and simplified equiimpulse linear decayThe load shedding equivalent action duration is also smaller than the real explosion action duration. Such as: geng Shaobo, li Hong, ge Peijie. Exponential explosive empty load equivalent static load dynamic coefficient taking into account transitions [ J ]]Explosion and impact and 2019,39 (03) 33-41; BAKER W E.Explosion hazards and evaluation [ M]Amsterdam Elsevier Scientific Pub.Co.1983, two references, respectively, disclose that the use of exponential function descriptions for the real air blast shock wave attenuation modes will result in more accurate calculation results. Therefore, the existing specifications are conservative in design when the structure antiknock design is carried out, and the conservative design causes the increase of construction cost in part of application environments.
Disclosure of Invention
In order to solve the technical problems in the prior art, the invention provides a method for designing a dynamic coefficient of an anti-exponential explosion load of a damping-containing flexible rigid critical structure.
In order to achieve the above purpose, the technical scheme adopted by the invention is a method for designing a dynamic coefficient for resisting exponential explosion load of a flexible and rigid critical structure containing damping, wherein the flexible and rigid critical structure refers to: the real duration t of the blast load i The value is just that the structural vibration reaches the maximum value y of the elastic vibration T At a certain moment, after the explosive load is unloaded, the structure starts to perform plastic vibration by means of inertia force, and at a certain moment t m The maximum value y of structural elastoplastic displacement is reached m
According to the action process of explosion on the building structure, dividing the process into two stages of forced vibration in the explosion load action elastic stage and free vibration in the explosion load unloading plastic stage;
a. forced vibration of the explosion load at the elastic stage
In the elastic stage and under the load, the duration range of t is more than 0 and less than or equal to t i In the internal, the dynamic equation of the structural equivalent system is
Figure BDA0002787793000000021
Wherein t is a structural vibration time parameter, t i For the duration of the blast load,M e is the equivalent structural mass of the elastic stage, C e Damping for equivalent structure in elastic stage, K e For the equivalent structural rigidity in the elastic phase,
Figure BDA0002787793000000022
vibration acceleration for structural equivalent system, +.>
Figure BDA0002787793000000023
The vibration speed of the structural equivalent system is that y is the vibration displacement of the structural equivalent system, delta P e And (t) is the explosive dynamic load of the structure which is born by the structure and changes along with the time t, and the calculation formulas of the equivalent structural coefficients are respectively as follows:
Figure BDA0002787793000000024
wherein m is mass per linear meter of the real structure, l is span length of the real structure, ζ is damping ratio of the real structure, K is rigidity of the real structure, and K M Is the mass transformation coefficient, k of the elastic stage L Is the load transformation coefficient in the elastic stage. The exponential explosive dynamic load is:
Figure BDA0002787793000000025
wherein t is i For duration of the blast load, Δp m For the overpressure peak value of the explosion load, a is an exponential load attenuation coefficient, and the damping-free natural vibration frequency omega and the damping-containing natural vibration frequency omega are used for d Damping adjustment coefficient gamma, and peak value of explosion load as static displacement y corresponding to static load st Ratio k of the elastic phase mass transfer coefficient to the load transfer coefficient M-L The parameters were calculated as follows:
Figure BDA0002787793000000031
it can be known that the initial displacement and the speed of the structure before bearing the explosion load are all 0, and after solving the differential equation, the displacement and the speed expression at this stage can be determined as follows:
Figure BDA0002787793000000032
Figure BDA0002787793000000041
after the explosion load is unloaded, when the vibration in the elastic stage is completed, the corresponding t is i Time of day displacement y i And velocity v i The method comprises the following steps:
Figure BDA0002787793000000042
Figure BDA0002787793000000051
b. free vibration in explosive load unloading plastic stage
When the vibration moment of the structure is greater than t i At the moment, the explosion load disappears, and the structure just enters a plastic vibration state, and at the moment, the structure is in y i V i Free vibration in the plastic phase with damping, i.e. when t, for initial conditions i <t<t m When the structural equivalent system power equation is
Figure BDA0002787793000000052
Wherein m is e Is equivalent structural mass in plastic stage, c e Damping for equivalent structure in plastic phase, q m The maximum resistance in the structural plastic stage is calculated as follows:
Figure BDA0002787793000000053
wherein the method comprises the steps of,k m For the mass transformation coefficient, k, in the plastic phase l For the load transformation coefficient in the plastic stage, solving the motion differential equation, and solving the displacement and the speed in the stage as follows:
Figure BDA0002787793000000061
Figure BDA0002787793000000062
c. ductility ratio based on dynamic coefficient in elastoplastic stage
When the structure vibrates to the maximum displacement y m In the time-course of which the first and second contact surfaces, corresponding time t m At this time velocity v m =0, substituting (12) formula, then:
Figure BDA0002787793000000063
let t m The maximum displacement of the elastoplastic vibration of the structure obtained by the method brought into the step (11) is as follows:
Figure BDA0002787793000000064
let k m-l Is the ratio of the mass transformation coefficient to the load transformation coefficient in the plastic stage, namely k m-l =k m /k l Then
Figure BDA0002787793000000065
From the antiknock design of the elastoplastic stage, the critical distinguishing structure of the flexible structure and the rigid structure can be known, and the resistance power coefficient k h And ductility β are respectively:
Figure BDA0002787793000000066
Figure BDA0002787793000000067
after (15) is brought into the ductility ratio formula (17), the product is obtained
Figure BDA0002787793000000071
Wherein y is i And v i The expression of (2) is (7), (8).
Compared with the prior art, the invention has the following technical effects: according to the practical situation, the invention fully considers the influence of the type of the structure and the damping of the structure on the dynamic coefficient of the explosion load, so that the designed building structure is more practical as much as possible, the cost is reduced, and the antiknock requirement is met. The method can realize the accurate design of the actual structure and lay a foundation for antiknock design.
Detailed Description
In order to make the technical problems, technical schemes and beneficial effects to be solved more clear, the invention is further described in detail below with reference to the embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
The method for designing the dynamic coefficient of the anti-exponential explosion load of the damping-contained flexible rigid critical structure comprises the following steps: the real duration t of the blast load i The value is just that the structural vibration reaches the maximum value y of the elastic vibration T At a certain moment, after the explosive load is unloaded, the structure starts to perform plastic vibration by means of inertia force, and at a certain moment t m The maximum value y of structural elastoplastic displacement is reached m
According to the action process of explosion on the building structure, dividing the process into two stages of forced vibration in the explosion load action elastic stage and free vibration in the explosion load unloading plastic stage;
a. forced vibration of the explosion load at the elastic stage
In the elastic stage and under the load, the duration range of t is more than 0 and less than or equal to t i In the internal, the dynamic equation of the structural equivalent system is
Figure BDA0002787793000000081
Wherein t is a structural vibration time parameter, t i For duration of explosive load, M e Is the equivalent structural mass of the elastic stage, C e Damping for equivalent structure in elastic stage, K e For the equivalent structural rigidity in the elastic phase,
Figure BDA0002787793000000082
vibration acceleration for structural equivalent system, +.>
Figure BDA0002787793000000083
The vibration speed of the structural equivalent system is that y is the vibration displacement of the structural equivalent system, delta P e And (t) is the explosive dynamic load of the structure which is born by the structure and changes along with the time t, and the calculation formulas of the equivalent structural coefficients are respectively as follows:
Figure BDA0002787793000000084
wherein m is mass per linear meter of the real structure, l is span length of the real structure, ζ is damping ratio of the real structure, K is rigidity of the real structure, and K M Is the mass transformation coefficient, k of the elastic stage L Is the load transformation coefficient in the elastic stage. The exponential explosive dynamic load is:
Figure BDA0002787793000000085
wherein t is i For duration of the blast load, Δp m For the overpressure peak value of the explosion load, a is an exponential load attenuation coefficient, and the damping-free natural vibration frequency omega and the damping-containing natural vibration frequency omega are used for d Damping adjustment coefficient gamma, explosion load peak value as static loadDisplacement y st Ratio k of the elastic phase mass transfer coefficient to the load transfer coefficient M-L The parameters were calculated as follows:
Figure BDA0002787793000000086
it can be known that the initial displacement and the speed of the structure before bearing the explosion load are all 0, and after solving the differential equation, the displacement and the speed expression at this stage can be determined as follows:
Figure BDA0002787793000000091
Figure BDA0002787793000000092
after the explosion load is unloaded, when the vibration in the elastic stage is completed, the corresponding t is i Time of day displacement y i And velocity v i The method comprises the following steps:
Figure BDA0002787793000000101
Figure BDA0002787793000000102
b. free vibration in explosive load unloading plastic stage
When the vibration moment of the structure is greater than t i At the moment, the explosion load disappears, and the structure just enters a plastic vibration state, and at the moment, the structure is in y i V i Free vibration in the plastic phase with damping, i.e. when t, for initial conditions i <t<t m When the structural equivalent system power equation is
Figure BDA0002787793000000111
Wherein m is e Is equivalent structural mass in plastic stage, c e Damping for equivalent structure in plastic phase, q m The maximum resistance in the structural plastic stage is calculated as follows:
Figure BDA0002787793000000112
wherein k is m For the mass transformation coefficient, k, in the plastic phase l For the load transformation coefficient in the plastic stage, solving the motion differential equation, and solving the displacement and the speed in the stage as follows:
Figure BDA0002787793000000113
Figure BDA0002787793000000114
c. ductility ratio based on dynamic coefficient in elastoplastic stage
When the structure vibrates to the maximum displacement y m At the corresponding time t m At this time velocity v m =0, substituting (12) formula, then:
Figure BDA0002787793000000115
let t m The maximum displacement of the elastoplastic vibration of the structure obtained by the method brought into the step (11) is as follows:
Figure BDA0002787793000000121
let k m-l Is the ratio of the mass transformation coefficient to the load transformation coefficient in the plastic stage, namely k m-l =k m /k l Then
Figure BDA0002787793000000122
From the antiknock design of the elastoplastic stage, the critical distinguishing structure of the flexible structure and the rigid structure can be known, and the resistance power coefficient k h And ductility β are respectively:
Figure BDA0002787793000000123
Figure BDA0002787793000000124
after (15) is brought into the ductility ratio formula (17), the product is obtained
Figure BDA0002787793000000125
Wherein y is i And v i The expression of (2) is (7), (8).
By the above method, the actual antiknock design of the structure is exemplified as follows.
1. When the protection structure is designed for antiknock, the structure is designed into a flexible rigid critical transitional structure, and the self-vibration circular frequency omega and the action duration t of explosion dynamic load of the structure i Product ωt i When the ductility ratio beta is 3.2 and the damping ratio zeta is 1%, the exponential load attenuation coefficient a is 1.27 and k is 1.61 m-l And k is equal to m-l The values are respectively 0.66 and 0.78 (written by the formula Qin, liu Jinchun of the underground protection structure, published by the Chinese water conservancy and hydropower press of ISBN 9787508470009, 2010), other parameters are respectively calculated by other formulas and substituted into the formulas (7), (8) and (18), and the resistance dynamic coefficient k is obtained by an iterative method h 0.574.
2. When the protection structure is designed for antiknock, the structure is designed into a flexible rigid critical transitional structure, and the self-vibration circular frequency omega and the action duration t of explosion dynamic load of the structure i Product ωt i At a ductility ratio β of 2.93 and a damping ratio ζ of 5%, an exponential load decay was obtainedThe subtraction factor a is 1.27, k m-l And k is equal to m-l The values are respectively 0.66 and 0.78 (written by the formula Qin, liu Jinchun of the underground protection structure, published by the Chinese water conservancy and hydropower press of ISBN 9787508470009, 2010), other parameters are respectively calculated by other formulas and substituted into the formulas (7), (8) and (18), and the resistance dynamic coefficient k is obtained by an iterative method h 0.616.
3. When the protection structure is designed for antiknock, the structure is designed into a flexible rigid critical transitional structure, and the self-vibration circular frequency omega and the action duration t of explosion dynamic load of the structure i Product ωt i When the ductility ratio beta is 1.46 and the damping ratio zeta is 10%, the exponential load attenuation coefficient a is 1.27 and k is 1.10 m-l And k is equal to m-l The values are respectively 0.66 and 0.78 (written by the formula Qin, liu Jinchun of the underground protection structure, published by the Chinese water conservancy and hydropower press of ISBN 9787508470009, 2010), other parameters are respectively calculated by other formulas and substituted into the formulas (7), (8) and (18), and the resistance dynamic coefficient k is obtained by an iterative method h 0.375.
The foregoing description of the preferred embodiment of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.

Claims (1)

1. The method for designing the dynamic coefficient of the anti-exponential explosion load of the damping-contained flexible rigid critical structure is characterized by comprising the following steps of: the flexible rigid critical structure refers to: the real duration t of the blast load i The value is just that the structural vibration reaches the maximum value y of the elastic vibration T At a certain moment, after the explosive load is unloaded, the structure starts to perform plastic vibration by means of inertia force, and at a certain moment t m The maximum value y of structural elastoplastic displacement is reached m
According to the action process of explosion on the building structure, dividing the process into two stages of forced vibration in the explosion load action elastic stage and free vibration in the explosion load unloading plastic stage;
a. forced vibration of the explosion load at the elastic stage
In the elastic stage and under the load, the duration range of t is more than 0 and less than or equal to t i In the internal, the dynamic equation of the structural equivalent system is
Figure QLYQS_1
Wherein t is a structural vibration time parameter, t i For duration of explosive load, M e Is the equivalent structural mass of the elastic stage, C e Damping for equivalent structure in elastic stage, K e For the equivalent structural rigidity in the elastic phase,
Figure QLYQS_2
vibration acceleration for structural equivalent system, +.>
Figure QLYQS_3
The vibration speed of the structural equivalent system is that y is the vibration displacement of the structural equivalent system, delta P e And (t) is the explosive dynamic load of the structure which is born by the structure and changes along with the time t, and the calculation formulas of the equivalent structural coefficients are respectively as follows:
Figure QLYQS_4
wherein m is mass per linear meter of the real structure, l is span length of the real structure, ζ is damping ratio of the real structure, K is rigidity of the real structure, and K M Is the mass transformation coefficient, k of the elastic stage L As the load transformation coefficient in the elastic stage, the exponential explosion dynamic load is as follows:
Figure QLYQS_5
wherein t is i For duration of the blast load, Δp m For the overpressure peak value of the explosion load, a is an exponential load attenuation coefficient, and the damping-free natural vibration frequency omega and the damping-containing natural vibration frequency omega are used for d Damping adjustment coefficient gamma, and peak value of explosion load as static displacement y corresponding to static load st Elasticity ofRatio k of stage mass transform coefficient to load transform coefficient M-L The parameters were calculated as follows:
Figure QLYQS_6
it can be known that the initial displacement and the speed of the structure before bearing the explosion load are all 0, and after solving the differential equation, the displacement and the speed expression at this stage can be determined as follows:
Figure QLYQS_7
Figure QLYQS_8
after the explosion load is unloaded, when the vibration in the elastic stage is completed, the corresponding t is i Time of day displacement y i And velocity v i The method comprises the following steps:
Figure QLYQS_9
Figure QLYQS_10
b. free vibration in explosive load unloading plastic stage
When the vibration moment of the structure is greater than t i At the moment, the explosion load disappears, and the structure just enters a plastic vibration state, and at the moment, the structure is in y i V i Free vibration in the plastic phase with damping, i.e. when t, for initial conditions i <t<t m When the structural equivalent system power equation is
Figure QLYQS_11
Wherein m is e Is equivalent structural mass in plastic stage, c e Damping for equivalent structure in plastic phase, q m The maximum resistance in the structural plastic stage is calculated as follows:
Figure QLYQS_12
wherein k is m For the mass transformation coefficient, k, in the plastic phase l For the load transformation coefficient in the plastic stage, solving the motion differential equation, and solving the displacement and the speed in the stage as follows:
Figure QLYQS_13
Figure QLYQS_14
c. ductility ratio based on dynamic coefficient in elastoplastic stage
When the structure vibrates to the maximum displacement y m At the corresponding time t m At this time velocity v m =0, substituting (12) formula, then:
Figure QLYQS_15
let t m The maximum displacement of the elastoplastic vibration of the structure obtained by the method brought into the step (11) is as follows:
Figure QLYQS_16
let k m-l Is the ratio of the mass transformation coefficient to the load transformation coefficient in the plastic stage, namely k m-l =k m /k l Then
Figure QLYQS_17
From the antiknock design of the elastoplastic stage, the critical distinguishing structure of the flexible structure and the rigid structure can be known, and the resistance power coefficient k h And ductility β are respectively:
Figure QLYQS_18
Figure QLYQS_19
after (15) is brought into the ductility ratio formula (17), the product is obtained
Figure QLYQS_20
Wherein y is i And v i The expression of (2) is (7), (8).
CN202011304175.3A 2020-11-19 2020-11-19 Method for designing dynamic coefficient of anti-exponential explosion load of critical structure with damping flexible rigidity Active CN112270032B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202011304175.3A CN112270032B (en) 2020-11-19 2020-11-19 Method for designing dynamic coefficient of anti-exponential explosion load of critical structure with damping flexible rigidity

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202011304175.3A CN112270032B (en) 2020-11-19 2020-11-19 Method for designing dynamic coefficient of anti-exponential explosion load of critical structure with damping flexible rigidity

Publications (2)

Publication Number Publication Date
CN112270032A CN112270032A (en) 2021-01-26
CN112270032B true CN112270032B (en) 2023-07-07

Family

ID=74340273

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202011304175.3A Active CN112270032B (en) 2020-11-19 2020-11-19 Method for designing dynamic coefficient of anti-exponential explosion load of critical structure with damping flexible rigidity

Country Status (1)

Country Link
CN (1) CN112270032B (en)

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20180009888A (en) * 2016-07-20 2018-01-30 연세대학교 산학협력단 Apparatus and system for measuring deformation of concrete structure under internal blast loading
CN109765025A (en) * 2018-12-25 2019-05-17 哈尔滨理工大学 RPC dash-board injury appraisal procedure under Blast Loads based on P-I curve
CN111753472A (en) * 2020-06-16 2020-10-09 中国人民解放军海军工程大学 Ship motion response prediction method under underwater explosion effect considering damping effect

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20180009888A (en) * 2016-07-20 2018-01-30 연세대학교 산학협력단 Apparatus and system for measuring deformation of concrete structure under internal blast loading
CN109765025A (en) * 2018-12-25 2019-05-17 哈尔滨理工大学 RPC dash-board injury appraisal procedure under Blast Loads based on P-I curve
CN111753472A (en) * 2020-06-16 2020-10-09 中国人民解放军海军工程大学 Ship motion response prediction method under underwater explosion effect considering damping effect

Also Published As

Publication number Publication date
CN112270032A (en) 2021-01-26

Similar Documents

Publication Publication Date Title
CN108416092B (en) Wave-forming reinforcement RC beam explosion effect equivalent static load determination method
CN112270032B (en) Method for designing dynamic coefficient of anti-exponential explosion load of critical structure with damping flexible rigidity
CN112395678B (en) Method for designing dynamic coefficient of damping-containing flexible rigid critical structure for resisting linear explosion
CN209179232U (en) A kind of new type of continuous adjusts the tuned mass damper of rigidity
CN112364425B (en) Method for designing dynamic coefficient of damping-containing rigid structure for resisting linear explosion load
CN104763765B (en) The piecewise linearity vibration isolator of a kind of high quiet low dynamic stiffness and method of work thereof
CN112417561B (en) Method for designing dynamic coefficient of anti-exponential explosion load of damping-containing rigid structure
CN112417559B (en) Method for designing dynamic coefficient of anti-exponential explosion load of damping-containing flexible structure
CN104850688B (en) A kind of determination method of elastic hull loads response model in irregular wave
CN114329736B (en) Solving method for residual deformation of low-damping rigid beam member under action of explosion load
CN102708297B (en) Dynamics forecasting method of random branch structure
Collins On the steady rotation of a sphere in a viscous fluid
CN110594344A (en) Zero-damping vibration absorber optimization design method
CN114329735A (en) Method for solving residual deformation of middle-damping flexible beam component under action of explosive load
Parker Hydraulic concentration of magnetic fields in the solar photosphere. II. Bernoulli effect
CN114329737B (en) Solving method for residual deformation of medium damping rigid beam member under action of explosion load
CN114329734A (en) Method for solving residual deformation of low-damping flexible beam component under action of explosive load
CN108334740B (en) Method for determining resistance dynamic coefficient of reinforcement RC beam under action of explosive load
CN114329733A (en) Method for solving residual deformation of high-damping flexible beam component under action of explosive load
CN114662183A (en) Method for solving residual deformation of high-damping rigid beam component under action of explosive load
CN110376452B (en) Piezoelectric ceramic actuator electrical noise index determination method based on coupled electromechanical analysis
Gu et al. Conjugate filter approach for shock capturing
CN116305606A (en) Parameter optimization design method for tuned inertial-to-capacitance eddy current damper
Benjamin et al. On an invariant property of water waves
Liu et al. Research on optimal design of rubber isolator used in propulsion system

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