CN115166055A - Ancient building wood structure mechanical parameter identification method and auxiliary testing device thereof - Google Patents
Ancient building wood structure mechanical parameter identification method and auxiliary testing device thereof Download PDFInfo
- Publication number
- CN115166055A CN115166055A CN202210633376.0A CN202210633376A CN115166055A CN 115166055 A CN115166055 A CN 115166055A CN 202210633376 A CN202210633376 A CN 202210633376A CN 115166055 A CN115166055 A CN 115166055A
- Authority
- CN
- China
- Prior art keywords
- cable
- sleeve
- cable end
- column
- wood structure
- 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.)
- Granted
Links
- 238000012360 testing method Methods 0.000 title claims abstract description 66
- 239000002023 wood Substances 0.000 title claims abstract description 55
- 238000000034 method Methods 0.000 title claims abstract description 33
- 239000000463 material Substances 0.000 claims abstract description 22
- 238000004088 simulation Methods 0.000 claims abstract description 16
- 238000013016 damping Methods 0.000 claims abstract description 4
- 239000002184 metal Substances 0.000 claims description 7
- 229910052751 metal Inorganic materials 0.000 claims description 7
- 238000012937 correction Methods 0.000 claims description 5
- 230000000149 penetrating effect Effects 0.000 claims description 5
- 238000011065 in-situ storage Methods 0.000 claims description 4
- 230000008569 process Effects 0.000 claims description 4
- 230000005540 biological transmission Effects 0.000 claims description 3
- 238000013507 mapping Methods 0.000 claims description 3
- 238000010998 test method Methods 0.000 claims description 3
- 238000001125 extrusion Methods 0.000 claims description 2
- 229910052602 gypsum Inorganic materials 0.000 claims description 2
- 239000010440 gypsum Substances 0.000 claims description 2
- 238000005452 bending Methods 0.000 description 5
- 230000004044 response Effects 0.000 description 5
- 238000005192 partition Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000007689 inspection Methods 0.000 description 2
- 230000007774 longterm Effects 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 239000011505 plaster Substances 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 239000004925 Acrylic resin Substances 0.000 description 1
- 229920000178 Acrylic resin Polymers 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000015556 catabolic process Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000006731 degradation reaction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000009545 invasion Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 238000001228 spectrum Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N29/00—Investigating or analysing materials by the use of ultrasonic, sonic or infrasonic waves; Visualisation of the interior of objects by transmitting ultrasonic or sonic waves through the object
- G01N29/04—Analysing solids
- G01N29/12—Analysing solids by measuring frequency or resonance of acoustic waves
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N29/00—Investigating or analysing materials by the use of ultrasonic, sonic or infrasonic waves; Visualisation of the interior of objects by transmitting ultrasonic or sonic waves through the object
- G01N29/22—Details, e.g. general constructional or apparatus details
- G01N29/223—Supports, positioning or alignment in fixed situation
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N29/00—Investigating or analysing materials by the use of ultrasonic, sonic or infrasonic waves; Visualisation of the interior of objects by transmitting ultrasonic or sonic waves through the object
- G01N29/44—Processing the detected response signal, e.g. electronic circuits specially adapted therefor
- G01N29/4454—Signal recognition, e.g. specific values or portions, signal events, signatures
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2291/00—Indexing codes associated with group G01N29/00
- G01N2291/01—Indexing codes associated with the measuring variable
- G01N2291/014—Resonance or resonant frequency
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2291/00—Indexing codes associated with group G01N29/00
- G01N2291/02—Indexing codes associated with the analysed material
- G01N2291/023—Solids
- G01N2291/0238—Wood
-
- Y—GENERAL 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
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
- Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation
Landscapes
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Acoustics & Sound (AREA)
- Engineering & Computer Science (AREA)
- Signal Processing (AREA)
- Testing Of Devices, Machine Parts, Or Other Structures Thereof (AREA)
Abstract
The invention discloses a method for identifying mechanical parameters of an ancient building timber structure, which comprises the following steps: s1, actually measuring material parameters of all parts of the historic building timber structure; s2, investigating the damage degree of the members and the nodes of the historic building wood structure on site, and preliminarily determining the member node damage parameters of the to-be-inspected column frame layer; s3, constructing a simulation analysis model of the historic building wood structure; s4, carrying out the test of the integral dynamic characteristic of the wood structure, and identifying the first two-order natural vibration frequency of the wood structuref 1 c 、f 2 c And vibration modeФ c (ii) a S5, carrying out modal analysis on the simulation analysis model to obtain the first two-order natural vibration frequencyf 1 0 、f 2 0 And vibration modeФ(ii) a S6, calculatingf 1 0 Relative tof 1 c Error of (2) andf 2 0 relative tof 2 c And judging whether the condition is satisfied; and S7, if the conditions are met, identifying model parameters of the historic building wood structure, performing modal analysis by taking the material parameters and the node rigidity parameters as the reference parameters of the wood structure obtained by identification, and calculating to obtain the first three-order natural vibration frequency, the vibration mode and the damping ratio.
Description
Technical Field
The invention relates to the technical field of cultural relic protection, in particular to an ancient building wood structure mechanical parameter identification method and an auxiliary test device thereof.
Background
The wood structure is the most main structural form in ancient buildings in China. As an important type of wooden structures of the historic building, the wooden tower of the historic building has the highest body size, but has larger risks in the aspects of earthquake resistance and the like. Therefore, how to accurately identify the mechanical parameters of the historic building timber structure is the basis for developing subsequent earthquake-resistant analysis.
In 2020, a scholar is published in the text entitled "study on dynamic characteristics of wooden towers in the corresponding county and finite element analysis" of the journal of building Structure, carries out dynamic characteristics test on the wooden towers in the corresponding county, and carries out simulation by using a finite element model. In the same year, the finite element simulation value and the measured value of the translational vibration type natural vibration frequency based on the upper wood structure are better compared with the finite element analysis of the seismic response of the wood tower in the county of the entitled county of considering the influence of the table foundation, which is published in the journal of the science of civil engineering and environmental engineering, the reliability of the stiffness parameters selected by the tenon-and-mortise nodes and bucket arch nodes is proved, and the seismic response analysis is developed. However, the method does not consider a large number of geometrical defects and material defects existing in the ancient building wood structure, and the response of the ancient building wood structure under the power input of earthquake and the like has certain deviation compared with the real situation. The ancient architecture can be degraded in structure in the long-term bearing process, and the mechanical parameters of the key parts of the structure can not be directly determined.
Therefore, a method for identifying the mechanical parameters of the historic building timber structure and an auxiliary testing device thereof are needed to obtain the actual rigidity distribution which is closer to the timber structure, and the method is helpful for more accurately simulating the response of the timber structure under the dynamic input of earthquake and the like.
The information disclosed in this background section is only for enhancement of understanding of the general background of the invention and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art already known to a person skilled in the art.
Disclosure of Invention
The invention aims to provide a method for identifying mechanical parameters of an ancient building timber structure, which aims to solve the problems in the background technology.
In order to achieve the aim, the invention provides a method for identifying mechanical parameters of an ancient architecture wood structure, which comprises the following steps:
s1, actually measuring material parameters of all parts of the historic building timber structure;
s2, surveying the damage degree of the members and the nodes of the historic building wood structure on site, and preliminarily determining the member node damage parameters of the to-be-examined column frame layer;
s3, constructing a simulation analysis model of the historic building wood structure by using the obtained material parameters, the obtained member node damage parameter information and the mapping paper;
s4, carrying out overall dynamic characteristic test of the wood structure, and identifying the first two-order natural vibration frequency f of the wood structure according to the structural dynamics theory 1 c 、f 2 c And the vibration mode phi c ；
S5, carrying out modal analysis on the simulation analysis model by utilizing the finite element to obtain the first two-order natural vibration frequency f 1 0 、f 2 0 And a mode of vibration phi;
s6, calculating f 1 0 Relative to f 1 c Error of (a) and (f) 2 0 Relative to f 2 c And whether the following conditions are satisfied: f. of 1 0 Relative to f 1 c Error of (a) and (f) 2 0 Relative to f 2 c The error of the first two orders is within 10 percent, and the first two orders of vibration modes are consistent;
and S7, if the conditions in the step S6 are met, identifying model parameters of the historic building wood structure, taking the material parameters and the node rigidity parameters as the standard parameters of the wood structure obtained through identification, performing modal analysis, and calculating to obtain the first three-order natural vibration frequency, the vibration mode and the damping ratio.
In a preferred embodiment, if the condition in S6 is not satisfied, the material and the node rigidity of the simulation analysis model are adjusted, the simulation analysis model is corrected, and the step S5 is repeated until f is satisfied 1 0 Relative to f 1 c Error of (a) and (f) 2 0 Relative to f 2 c The error of (2) is within 10%, and the first two orders of vibration modes are consistent.
In a preferred embodiment, in step S1, the material parameters of each part of the wooden structure of the old building are actually measured by using an in-situ test method, and each part of the wooden structure of the old building includes each load-bearing column, beam and bucket arch of the wooden structure of the old building.
In a preferred embodiment, in step S2, the preliminary determination of the damage parameter of the component node includes: preliminarily determining the rigidity K of each column cap node in the plane and the out-of-plane i in And K i out And the stiffness K of the column base nodes in-plane and out-of-plane j in And K j out Wherein i is more than or equal to 1 and less than or equal to n, j is more than or equal to 1 and less than or equal to n, n is the total number of columns of the column rack layer to be examined, the upper boundary of the column rack layer to be examined is the column top of the column rack layer to be examined, and the lower boundary is the column bottom of the column rack layer to be examined.
In a preferred embodiment, the process of modifying the simulation analysis model comprises the steps of: firstly, correcting material parameters according to the temperature and the humidity of a site, then repeating the step S5, wherein the correction amplitude of the material parameters is not more than +/-20%, if the conditions can not be met, correcting the rigidity of column heads and column feet according to the damage degree of components and nodes surveyed on the site in an equal proportion, wherein the rigidity correction amplitude is not more than +/-20%, and repeating the step S5 until f is met 1 0 Relative to f 1 c Error of (a) and (f) 2 0 Relative to f 2 c The error of (2) is within 10%, and the first two orders of vibration modes are consistent.
In a preferred embodiment, when the dynamic characteristic test is carried out, each column is provided with a column head dynamic characteristic test device and a column foot dynamic characteristic test device, the column head dynamic characteristic test device comprises a dynamic characteristic test sensor and an auxiliary test device connected with a wood structure of a column frame layer to be tested, and the dynamic characteristic test sensor is fixed at a floor tightly attached to the column bottom when the column bottom dynamic characteristic test is carried out.
In a preferred embodiment, the wood structure of the column rack layer to be inspected comprises a main column, an auxiliary column, a screen and a grid, wherein the screen and the floor are respectively positioned at the top and the bottom of the main column of the column rack layer to be inspected, the grid is positioned between the screen and the floor, the auxiliary testing device comprises a cable body, a front cable sleeve, a side cable sleeve, a back cable sleeve, a cable end and a cable end sleeve, the front cable sleeve and the back cable sleeve are sleeved on the cable body, two ends of the cable body are connected through the cable end and the cable end sleeve to form a complete path for transmitting tensile force in the circumferential direction of the cable body, the front cable sleeve and the back cable sleeve are oppositely arranged, the two side cable sleeves are oppositely arranged, one back cable sleeve is positioned between one side cable sleeve and the cable end, and the other back cable sleeve is positioned between the other side cable sleeve and the cable end sleeve.
In a preferred embodiment, the front cable sleeve is provided with a front fixing part, the inner side of the front fixing part is vertically provided with a front arc plate, the front cable sleeve is respectively contacted with the front arc plate and the front fixing part, the curvature of the front arc plate is smaller than that of the outline of the main column, a pressure sensor is arranged between the front arc plate and the main column, the dynamic characteristic testing sensor is fixed on the front fixing part through gypsum, the side fixing part is sleeved on the side cable sleeve, the side fixing part is clamped with the grids, back fixing plates are vertically sleeved on the two back cable sleeves respectively, the two back fixing plates are positioned on two sides of the auxiliary column, and the back fixing plates and the auxiliary column are extruded tightly through anchor rods and nuts.
The invention also provides an auxiliary testing device of the mechanical parameter identification method of the ancient building timber structure, the ancient building timber structure comprises a main column, an auxiliary column, a partition and a grid, wherein the partition and a floor are respectively positioned at the top and the bottom of the main column of a to-be-inspected timber layer, the grid is positioned between the partition and the floor, and the auxiliary testing device comprises: the cable comprises a cable body, a front cable sleeve, a side cable sleeve, a back cable sleeve, a cable end and a cable end sleeve, wherein the front cable sleeve, the side cable sleeve, the back cable sleeve, the cable end and the cable end sleeve are sleeved on the cable body; wherein, be provided with the front mounting on the cable sleeve pipe of front, the inboard of front mounting is vertical to be provided with the front arc, is provided with pressure sensor between front arc and the principal post, and dynamic characteristic test sensor fixes on the front mounting, has cup jointed the side mounting on the cable sleeve pipe of side, and side mounting and grid chucking have vertically cup jointed the back fixed plate respectively on two back cable sleeve pipes, and two back fixed plates are located the both sides of assisting the post to it is inseparable with assisting the post extrusion to pass through stock and nut with the back fixed plate.
In a preferred embodiment, the curvature of the front arc plate is smaller than that of the outer contour of the main column, the back fixing plate is of a rectangular plate structure, a hole for penetrating the back cable sleeve is formed in the back fixing plate, the cable end comprises a cable end metal rod and a cable end screw rod, the cable end sleeve is of a metal round rod structure, a cable end sleeve screw hole is formed in one side, opposite to the cable end screw rod, of the cable end fixing plate, the cable end screw rod is connected with the cable end sleeve screw hole through threads, an end sleeve side seam is formed in the side face of the cable end sleeve, the cable end cap and the end portion of the cable body are integrated, and the cable end cap is plugged into the cable end sleeve through the cable end sleeve side seam and is in contact with the inner wall of the cable end sleeve.
Compared with the prior art, the invention has the beneficial effects that:
the invention provides a method for identifying mechanical parameters of a wood structure of an ancient building, which aims to obtain the actual rigidity distribution more close to the wood structure through the test of the natural vibration characteristic of the wood structure of the ancient building and is beneficial to more accurately simulating the response of the wood structure under the power input of earthquakes and the like because the ancient building can be subjected to structural degradation in the long-term bearing process and the mechanical parameters of the key parts of the structure cannot be directly determined. The invention also provides an auxiliary testing device of the ancient building wood structure mechanical parameter identification method, which can realize the test of the natural vibration characteristic of the ancient building wood structure, and the device has no invasion to the structure and reversibility.
Drawings
FIG. 1 is a flow chart of the mechanical parameter identification method of the historic building timber structure.
Fig. 2 is a schematic view of an ancient architectural wood structure of the present invention.
Fig. 3 is a schematic diagram of the components of the timber structure of the ancient building to be examined column layer and the peripheral part.
Fig. 4 is a front view of the arrangement of a column head dynamic characteristic testing device and a column foot dynamic characteristic testing device of a column frame layer to be examined of the historic building wood structure.
Fig. 5 is a top view of the arrangement of a column head dynamic characteristic testing device and a column foot dynamic characteristic testing device of a column frame layer to be examined of the historic building wood structure.
FIG. 6 is an isometric view of the auxiliary test apparatus of the present invention.
Fig. 7 is a perspective view of the cable end of the present invention.
Description of reference numerals:
1-historic building timber construction; 2-a column rack layer to be examined; 3-column top of the column frame layer to be examined; 4-column bottom of column layer to be examined; 5-a main column; 6-auxiliary column; 7-appendix; 8-a grid; 9-floor slab; 10-column head dynamic characteristic testing device; 11-column bottom dynamic characteristic testing device; 12-a cable body; 13-a frontal cable sleeve; 14-lateral cable sleeve; 15-back cable sleeve; 16-cable ends; 17-cable end sleeve; 18-a front arc plate; 19-a pressure sensor; 20-a front fixing member; 21-a dynamic characteristics test sensor; 22-side fixing member; 23-a back fixing plate; 24-an anchor rod; 25-a nut; 161-cable end metal rod; 162-cable end screw; 171-cable end bushing screw hole; 172-cable end sleeve side seam; 173-cable end cap.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below. The embodiments of the present invention, and all other embodiments obtained by a person of ordinary skill in the art without any inventive work, belong to the scope of protection of the present invention.
The ancient building wood structure mechanical parameter identification method and the auxiliary test device thereof are described in detail below with reference to specific embodiments and accompanying drawings.
Example 1
As shown in fig. 1, the specific flow of the ancient architecture wood structure mechanical parameter identification method of the preferred embodiment of the invention comprises the following steps:
s1, obtaining material parameters such as elastic modulus, density and the like of bearing columns, beams, bucket arch and the like of the historic building timber structure by using an in-situ test method.
S2, primarily determining the in-plane rigidity and the out-of-plane rigidity of the 32 column head nodes and the in-plane rigidity and the out-of-plane rigidity of the 32 column foot nodes of the column frame layer to be examined by utilizing the damage degree of the site survey component and the nodes, wherein the data are shown in the table 1.
TABLE 1
S3, constructing a simulation analysis model M of the historic building wood structure by using the material parameters and the member node damage parameter information obtained in the S1 and the S2 and the mapping paper 0 。
S4, carrying out the test of the overall dynamic characteristics of the wood structure, and identifying the first two-order natural vibration frequency f according to the frequency spectrum transformation 1 c ＝0.60Hz、f 2 c And =1.75Hz, the first-order mode is bending in the north-south direction, and the second-order mode is bending in the east-west direction.
S5, carrying out modal analysis on the simulation analysis model by adopting a finite element method, and obtaining the first two-order natural vibration frequency f by utilizing a subspace method 1 0 ＝0.53Hz、f 2 0 =1.50Hz, first-order vibration mode is bending in the north-south direction, and second-order vibrationThe model is bent in the east-west direction.
Step S6, calculating f 1 0 Relative to f 1 c Error of (a) and (f) 2 0 Relative to f 2 c The error of (2). Although the first two orders of mode shapes are consistent, | f 1 0 -f 1 c |/f 1 c ＝11.7％>10％，|f 2 0 -f 2 c |/f 2 c ＝14.3％>10%, do not satisfy f 1 0 Relative to f 1 c Error of (a) and (f) 2 0 Relative to f 2 c The error of (2) is within 10%, and the first two orders of vibration modes are consistent. The temperature and humidity during the dynamic characteristic test are equal to those during the material property in-situ test, the material property does not need to be adjusted, and the column head and column foot rigidity of the 32 columns are adjusted in equal proportion as shown in table 2.
TABLE 2
Then repeating the step S5 to obtain the first two-order natural vibration frequency f 1 0 ＝0.60Hz、f 2 0 And =1.67Hz, the first-order mode is bending in the north-south direction, and the second-order mode is bending in the east-west direction. F obtained by calculating finite elements 1 0 Relative to the measured value f 1 c Error of (a) and (f) 2 0 Relative to the measured value f 2 c The error of (2). The first two orders of vibration are identical, and at the same time, | f 1 0 -f 1 c |/f 1 c ＝0％<10％，|f 2 0 -f 2 c |/f 2 c ＝4.6％<10 percent and meets the requirement of the condition.
And S7, taking the node stiffness parameters in the table 2 as reference parameters of the wood structure, performing modal analysis, and calculating to obtain the first three-order natural vibration frequency f, the vibration mode phi and the damping ratio zeta.
In a preferred embodiment, as shown in FIGS. 2-7, the dynamic characteristics test is performed for eachThe root column is provided with a set of column head dynamic characteristic testing device 10 and a set of column foot dynamic characteristic testing device 11, and the column head dynamic characteristic testing device 10 comprises a dynamic characteristic testing sensor 21 and an auxiliary testing device connected with the wood structure of the column frame layer 2 to be tested. The column base dynamic characteristic testing device 11 comprises a dynamic characteristic testing sensor 21, and the dynamic characteristic testing sensor 21 is fixed at the floor 9 tightly attached to the column bottom by using a B72 acrylic resin cultural relic repair special adhesive material during column bottom dynamic characteristic testing. The resolution of the dynamic characteristic test sensor 21 is 0.5 × 10 -6 m/s 2 The measuring range is 20m/s 2 The recognizable frequency range is 0.25-80 Hz.
As shown in fig. 3, the inspection column layer 2 and the peripheral portion include a main column 5, an auxiliary column 6, a screen 7 and a grating 8, wherein the screen 7 and the floor 9 are respectively located at the top and the bottom of the main column 5 of the inspection column layer 2, and the grating 8 is located between the screen 7 and the floor 9.
As shown in fig. 4-6, the auxiliary testing device comprises a cable body 12, and a front cable sleeve 13, a side cable sleeve 14, a back cable sleeve 15, a cable end 16 and a cable end sleeve 17 sleeved on the cable body, wherein two ends of the cable body 12 are connected through the cable end 16 and the cable end sleeve 17 to form a complete path for transmitting tensile force in a circumferential direction of the cable body 12. The front cable bush 13 and the rear cable bush 15 are arranged opposite one another, and the two lateral cable bushes 14 are arranged opposite one another, wherein the rear cable bush 15 is arranged between the one lateral cable bush 14 and the cable end 16, and the rear cable bush 14 is arranged between the other lateral cable bush 15 and the cable end bush 17.
Further, a front fixing piece 20 is arranged on the front cable sleeve 13, a front arc-shaped plate 18 is vertically arranged on the inner side of the front fixing piece 20, the front fixing piece 20 is connected with the front arc-shaped plate 18 in a welding mode, a groove is formed in the inner side of the front fixing piece 20 and used for penetrating through the front cable sleeve 13, and the front cable sleeve 13 is respectively in contact with the front arc-shaped plate 18 and the front fixing piece 20. The curvature of the front arc-shaped plate 18 is smaller than that of the outer contour of the main column 5, and a pressure sensor 19 is arranged between the front arc-shaped plate 18 and the main column 5, and the measuring range is 5kN. The dynamic characteristic test sensor 21 is fixed on the front fixing piece 20 through plaster, the side fixing piece 22 is sleeved on the side cable sleeve 14, and the side fixing piece 22 is tightly clamped with the grid 8. The two back cable sleeves 15 are vertically sleeved with back fixing plates 23 respectively, the two back fixing plates 23 are positioned on two sides of the auxiliary column 6, and the back fixing plates 23 and the auxiliary column 6 are tightly extruded through anchor rods 24 and nuts 25.
Example 3
As shown in fig. 2-7, the invention further provides an auxiliary testing device for the method for identifying the mechanical parameters of the timber structure of the ancient building, wherein the target is a to-be-examined column frame layer 2, the upper boundary of the layer is the column top 3 of the to-be-examined column frame layer, and the lower boundary is the column bottom 4 of the to-be-examined column frame layer. The historic building timber structure 1 comprises a main column 5, an auxiliary column 6, a screen amount 7 and a grating 8, wherein the screen amount 7 and a floor slab 9 are respectively positioned at the top and the bottom of the main column 5 of the timber layer 2 to be inspected, and the grating 8 is positioned between the screen amount 7 and the floor slab 9.
The auxiliary testing device of the embodiment comprises a cable body 12, a front cable sleeve 13, a side cable sleeve 14, a back cable sleeve 15, a cable end 16 and a cable end sleeve 17, wherein the front cable sleeve 13, the side cable sleeve 14, the back cable sleeve 15, the cable end 16 and the cable end sleeve 17 are sleeved on the cable body, and two ends of the cable body 12 are connected through the cable end 16 and the cable end sleeve 17. The front cable bush 13 and the rear cable bush 15 are arranged opposite one another, and the two lateral cable bushes 14 are arranged opposite one another, wherein the rear cable bush 15 is arranged between the one lateral cable bush 14 and the cable end 16, and the rear cable bush 14 is arranged between the other lateral cable bush 15 and the cable end bush 17. The front cable sleeve 13 is provided with a front fixing member 20, the inner side of the front fixing member 20 is vertically provided with a front arc-shaped plate 18, the front fixing member 20 is connected with the front arc-shaped plate 18 in a welding manner, the inner side of the front fixing member 20 is provided with a groove for penetrating through the front cable sleeve 13, and the front cable sleeve 13 is respectively contacted with the front arc-shaped plate 18 and the front fixing member 20. A pressure sensor 19 is arranged between the front arc-shaped plate 18 and the main column 5, and the measuring range is 5kN. The dynamic characteristic test sensor 21 is fixed on the front fixing piece 20 through plaster, the side cable sleeve 14 is sleeved with the side fixing piece 22, and the side fixing piece 22 is tightly clamped with the grating 8. The two back cable sleeves 15 are vertically sleeved with back fixing plates 23 respectively, the two back fixing plates 23 are positioned on two sides of the auxiliary column 6, and the back fixing plates 23 and the auxiliary column 6 are tightly extruded through anchor rods 24 and nuts 25.
Furthermore, the curvature of the front arc-shaped plate 18 is smaller than the curvature of the outer contour of the main column 5, the back fixing plate 23 is of a rectangular plate-shaped structure, and a pore passage for penetrating the back cable sleeve 15 is formed in the back fixing plate 23. The cable end 16 includes a cable end metal rod 161 and a cable end screw 162, the cable end sleeve 17 is a metal round rod structure, and a cable end sleeve screw hole 171 is formed on a side of the cable end sleeve opposite to the cable end screw 162. The cable end screw 162 is in threaded connection with the cable end sleeve screw hole 171, and the cable end sleeve side is provided with an end sleeve side slot 172. The cable end cap 173 is integrated with the end of the cable body 12, and the cable end cap 173 is plugged into the cavity of the cable end sleeve 17 through the cable end sleeve side seam 172 and contacts with the inner wall of the cable end sleeve 17 to form a complete path for the annular transmission of the tensile force of the cable body 12.
It should be noted that the concrete operations of applying the prestress to the cable body are as follows: the cable end screw 162 is screwed into the cable end bushing bore 171 with a torque wrench until the pressure sensor 19 reaches a pressure value of 0.5kN. The coefficient of friction between the control cable end cap 173 and the cable end sleeve 17 is 0.2.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. A method for identifying mechanical parameters of an ancient architecture wood structure is characterized by comprising the following steps: the method comprises the following steps:
s1, actually measuring material parameters of all parts of the historic building timber structure;
s2, surveying the damage degree of the members and the nodes of the historic building wood structure on site, and preliminarily determining the member node damage parameters of the to-be-examined column frame layer;
s3, constructing a simulation analysis model of the historic building wood structure by using the obtained material parameters, the obtained member node damage parameter information and the mapping paper;
s4, carrying out the test of the integral dynamic characteristics of the wood structure, and identifying the first two-order natural vibration frequency of the wood structure according to the structure dynamics theoryf 1 c 、f 2 c And vibration modeФ c ；
S5, carrying out modal analysis on the simulation analysis model by utilizing the finite element to obtain the first two-order natural vibration frequencyf 1 0 、f 2 0 And vibration modeФ；
S6, calculatingf 1 0 Relative tof 1 c Error of (2) andf 2 0 relative tof 2 c And whether the following conditions are satisfied is judged:f 1 0 relative tof 1 c Error of (2) andf 2 0 relative tof 2 c The error of the first two orders is within 10 percent, and the first two orders of vibration modes are consistent;
and S7, if the conditions in the step S6 are met, completing model parameter identification of the historic building wood structure, performing modal analysis by taking the material parameters and the node stiffness parameters as the reference parameters of the wood structure obtained by identification, and calculating to obtain the first three-order natural vibration frequency, the vibration mode and the damping ratio.
2. The ancient architecture wood structure mechanical parameter identification method according to claim 1, characterized in that: also comprises the following steps: if the condition in the S6 is not met, adjusting the material and the node rigidity of the simulation analysis model, correcting the simulation analysis model, and repeating the step S5 until the condition in the S6 is metf 1 0 Relative tof 1 c Error of (2) andf 2 0 relative tof 2 c The error of (2) is within 10%, and the first two orders of vibration modes are consistent.
3. The ancient architecture wood structure mechanical parameter identification method according to claim 1, characterized in that: in the step S1, material parameters of all parts of the historic building timber structure are actually measured by using an in-situ test method, and all parts of the historic building timber structure comprise bearing columns, beams and bucket arch of the historic building timber structure.
4. The ancient architecture wood structure mechanical parameter identification method according to claim 2, characterized in that: in step S2, the preliminary determination of the damage parameter of the component node includes: preliminarily determining the rigidity of each column head node in the plane and the out-of-planeK i in AndK i out and stiffness of each column foot node in-plane and out-of-planeK j in AndK j out wherein 1 is less than or equal toi≤n，1≤jN is less than or equal to n, n is the total number of the pillars of the pillar layer to be examined, the upper boundary of the pillar layer to be examined is the pillar top of the pillar layer to be examined, and the lower boundary is the pillar bottom of the pillar layer to be examined.
5. The ancient architecture wood structure mechanical parameter identification method according to claim 4, characterized in that: the process of correcting the simulation analysis model comprises the following steps: firstly, correcting material parameters according to the temperature and the humidity of a site, then repeating the step S5, wherein the correction amplitude of the material parameters is not more than +/-20%, if the conditions can not be met, correcting the rigidity of column heads and column feet according to the damage degree of components and nodes surveyed on the site in an equal proportion, wherein the rigidity correction amplitude is not more than +/-20%, and repeating the step S5 until the requirements of the rigidity correction amplitude are metf 1 0 Relative tof 1 c Error of (2) andf 2 0 relative tof 2 c The error of (2) is within 10%, and the first two orders of vibration modes are consistent.
6. The ancient architecture wood structure mechanical parameter identification method according to claim 5, characterized in that: when the dynamic characteristic test is carried out, each column is provided with a column head dynamic characteristic testing device and a column base dynamic characteristic testing device, the column head dynamic characteristic testing device comprises a dynamic characteristic testing sensor and an auxiliary testing device which is connected with a wood structure of a column frame layer to be tested, and the dynamic characteristic testing sensor is fixed at a floor slab tightly attached to the column bottom during the column bottom dynamic characteristic test.
7. The ancient architecture wood structure mechanical parameter identification method according to claim 6, characterized in that: the wood structure of the to-be-inspected column frame layer comprises a main column, an auxiliary column, a screen and a grating, wherein the screen and a floor are respectively positioned at the top and the bottom of the main column of the to-be-inspected column frame layer, the grating is positioned between the screen and the floor, the auxiliary testing device comprises a cable body, a front cable sleeve, a side cable sleeve, a back cable sleeve, a cable end and a cable end sleeve, the front cable sleeve, the side cable sleeve, the back cable sleeve, the cable end and the cable end sleeve are sleeved on the cable body, two ends of the cable body are connected through the cable end and the cable end sleeve to form a complete path for annular tensile force transmission of the cable body, the front cable sleeve and the back cable sleeve are oppositely arranged, the two side cable sleeves are oppositely arranged, one back cable sleeve is positioned between one side cable sleeve and the cable end, and the other back cable sleeve is positioned between the other side cable sleeve and the cable end sleeve.
8. The ancient architecture wood structure mechanical parameter identification method according to claim 7, characterized in that: be provided with positive mounting on the positive cable sleeve pipe, the inboard of positive mounting is vertical to be provided with the front arc, the front cable sleeve pipe contacts with front arc and positive mounting respectively, the camber of front arc is less than the camber of principal post outline, just be provided with pressure sensor between front arc and the principal post, dynamic characteristic test sensor passes through the gypsum to be fixed on the positive mounting, the side mounting has been cup jointed on the side cable sleeve pipe, the side mounting with the grid chucking, two the vertical back fixed plate that has cup jointed respectively on the back cable sleeve pipe, two the back fixed plate is located assist the both sides of post to will through stock and nut the back fixed plate extrudees closely with assisting the post.
9. An auxiliary test device for an ancient building timber structure mechanical parameter identification method comprises a main column, an auxiliary column, a screen amount and a grating, wherein the screen amount and a floor are respectively positioned at the top and the bottom of the main column of a to-be-inspected timber layer, and the grating is positioned between the screen amount and the floor, and is characterized in that: the auxiliary test device comprises:
the cable comprises a cable body, and a front cable sleeve, a side cable sleeve, a back cable sleeve, a cable end and a cable end sleeve which are sleeved on the cable body, wherein the cable end and the cable end sleeve are respectively arranged at two ends of the cable body, the two ends of the cable body are connected through the cable end and the cable end sleeve to form a complete path for circumferential transmission of tensile force of the cable body, the front cable sleeve and the back cable sleeve are oppositely arranged, the two side cable sleeves are oppositely arranged, one of the back cable sleeves is positioned between one side cable sleeve and the cable end, and the other back cable sleeve is positioned between the other side cable sleeve and the cable end sleeve;
wherein, be provided with positive mounting on the cable sleeve pipe of front, the inboard of positive mounting is vertical to be provided with the front arc, be provided with pressure sensor between front arc and the principal post, dynamic characteristic test sensor fixes on the positive mounting, the side mounting has been cup jointed on the cable sleeve pipe of side, the side mounting with the grid chucking, two vertically cup joint the back fixed plate respectively on the cable sleeve pipe of back, two the back fixed plate is located assist the both sides of post to will through stock and nut the back fixed plate with assist the post extrusion closely.
10. The auxiliary testing device for the ancient building wood structure mechanical parameter identification method according to claim 9, characterized in that: the curvature of the front arc-shaped plate is smaller than that of the outer contour of the main column, the back fixing plate is of a rectangular plate-shaped structure, a hole for penetrating through a back cable sleeve is formed in the back fixing plate, the cable end comprises a cable end metal rod and a cable end screw rod, the cable end sleeve is of a metal round rod structure, a cable end sleeve screw hole is formed in one side, opposite to the cable end screw rod, of the cable end sleeve screw hole, the cable end screw rod is connected with the cable end sleeve screw hole through threads, an end sleeve lateral seam is formed in the side face of the cable end sleeve, the cable end cap and the end portion of the cable body are integrated, and the cable end cap is plugged into the interior of the cable end sleeve through the cable end sleeve lateral seam and is in contact with the inner wall of the cable end sleeve.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210633376.0A CN115166055B (en) | 2022-06-07 | 2022-06-07 | Ancient building wood structure mechanical parameter identification method and auxiliary test device thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210633376.0A CN115166055B (en) | 2022-06-07 | 2022-06-07 | Ancient building wood structure mechanical parameter identification method and auxiliary test device thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115166055A true CN115166055A (en) | 2022-10-11 |
| CN115166055B CN115166055B (en) | 2024-07-09 |
Family
ID=83485049
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210633376.0A Active CN115166055B (en) | 2022-06-07 | 2022-06-07 | Ancient building wood structure mechanical parameter identification method and auxiliary test device thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115166055B (en) |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR19980026931A (en) * | 1996-10-12 | 1998-07-15 | 이정국 | Method of predicting damage location of structures |
| US6292108B1 (en) * | 1997-09-04 | 2001-09-18 | The Board Of Trustees Of The Leland Standford Junior University | Modular, wireless damage monitoring system for structures |
| CN102323968A (en) * | 2011-10-26 | 2012-01-18 | 陈志勇 | The integrally-built finite element modeling method of historic building structure |
| CN103076397A (en) * | 2012-12-24 | 2013-05-01 | 上海交通大学 | Micro-motion test method and system for structural damage detection of civil engineering wallboard |
| US20140069192A1 (en) * | 2012-09-07 | 2014-03-13 | Alexej Bartuli | Pole Integrity Meter And Method Of Determining Pole Integrity |
| CN106404914A (en) * | 2016-08-26 | 2017-02-15 | 四川省建筑科学研究院 | Method used for measuring structure damages and safety conditions of Ying county buddha tower |
| WO2019011026A1 (en) * | 2017-07-13 | 2019-01-17 | 东南大学 | Composite material structure finite element model correction method based on cluster analysis |
| CN110765526A (en) * | 2019-10-18 | 2020-02-07 | 北京申信达成科技有限公司 | Ancient building structure analysis model reconstruction method based on knowledge rule driving |
| CN113408035A (en) * | 2021-07-13 | 2021-09-17 | 西安建筑科技大学 | BIM-based wooden structure historic building structure health monitoring method |
-
2022
- 2022-06-07 CN CN202210633376.0A patent/CN115166055B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR19980026931A (en) * | 1996-10-12 | 1998-07-15 | 이정국 | Method of predicting damage location of structures |
| US6292108B1 (en) * | 1997-09-04 | 2001-09-18 | The Board Of Trustees Of The Leland Standford Junior University | Modular, wireless damage monitoring system for structures |
| CN102323968A (en) * | 2011-10-26 | 2012-01-18 | 陈志勇 | The integrally-built finite element modeling method of historic building structure |
| US20140069192A1 (en) * | 2012-09-07 | 2014-03-13 | Alexej Bartuli | Pole Integrity Meter And Method Of Determining Pole Integrity |
| CN103076397A (en) * | 2012-12-24 | 2013-05-01 | 上海交通大学 | Micro-motion test method and system for structural damage detection of civil engineering wallboard |
| CN106404914A (en) * | 2016-08-26 | 2017-02-15 | 四川省建筑科学研究院 | Method used for measuring structure damages and safety conditions of Ying county buddha tower |
| WO2019011026A1 (en) * | 2017-07-13 | 2019-01-17 | 东南大学 | Composite material structure finite element model correction method based on cluster analysis |
| CN110765526A (en) * | 2019-10-18 | 2020-02-07 | 北京申信达成科技有限公司 | Ancient building structure analysis model reconstruction method based on knowledge rule driving |
| CN113408035A (en) * | 2021-07-13 | 2021-09-17 | 西安建筑科技大学 | BIM-based wooden structure historic building structure health monitoring method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115166055B (en) | 2024-07-09 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Orakcal et al. | Flexural modeling of reinforced concrete walls-experimental verification | |
| Leon et al. | Considerations for the use of quasi-static testing | |
| Ashtari | In-plane stiffness of cross-laminated timber floors | |
| Resta et al. | Non-linear finite element analysis of masonry towers by adopting the damage plasticity constitutive model | |
| Lanata | Monitoring the long-term behaviour of timber structures | |
| Smith | Seismic testing and analytical studies for the development of new seismic force resisting systems for metal buildings | |
| Zhang et al. | Experimental study on seismic performance of the connection for ATLS modular house | |
| Shu et al. | Bolted joints for small and medium reticulated timber domes: experimental study, numerical simulation, and design strength estimation | |
| Lin et al. | Research on seismic performance of traditional Chinese hall-style timber buildings in the Song and Yuan dynasties (960–1368 AD): a case study of the main hall of Baoguo Temple | |
| Subramani et al. | Pushover Analysis of Retrofitted Reinforced Concrete Buildings by Using SAP | |
| Sloat | Evaluation and retrofit of non-capacity designed braced frames | |
| CN105806572B (en) | A kind of single-layer latticed shell Semi-rigid measuring method | |
| Tulebekova et al. | Dynamic identification and model calibration of connection stiffness in multi-storey cross-laminated timber buildings | |
| CN115166055A (en) | Ancient building wood structure mechanical parameter identification method and auxiliary testing device thereof | |
| Ding et al. | Finite element model updating for the Runyang Cable-stayed Bridge tower using ambient vibration test results | |
| CN113779749B (en) | Evaluation method for influence of settlement of construction site on upper module of ocean platform | |
| Wang | A study of stiffness of steel bridge cross frames | |
| Fong et al. | Second-order analysis and experiments of semi-rigid and imperfect domes | |
| Ng'Andu | Bracing steel frames with calcium silicate element walls | |
| Aktan et al. | Seismic vulnerability evaluation of existing buildings | |
| Latour | Theoretical and Experimental Analysis of Dissipative Beam-to-Column Joints in Moment Resisting Steel Frames | |
| Slotboom | Numerical analysis of self-centring cross-laminated timber walls | |
| Farajpour et al. | Effect of prying action forces on design method of rigid bolted connections with circular end plate | |
| Obeydi et al. | A Generalized Analytical Method to Evaluate the Post-limit Properties of Joints in Bending Moment According to Eurocode3 | |
| CN115114705B (en) | Construction method of ancient building wood structure stability evaluation calculation model |
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 |