CN111597736A - Construction quality detection method for assembled concrete beam column joint - Google Patents
Construction quality detection method for assembled concrete beam column joint Download PDFInfo
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- CN111597736A CN111597736A CN202010043640.6A CN202010043640A CN111597736A CN 111597736 A CN111597736 A CN 111597736A CN 202010043640 A CN202010043640 A CN 202010043640A CN 111597736 A CN111597736 A CN 111597736A
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- G01H—MEASUREMENT OF MECHANICAL VIBRATIONS OR ULTRASONIC, SONIC OR INFRASONIC WAVES
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- G01P—MEASURING LINEAR OR ANGULAR SPEED, ACCELERATION, DECELERATION, OR SHOCK; INDICATING PRESENCE, ABSENCE, OR DIRECTION, OF MOVEMENT
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Abstract
The invention relates to the technical field of concrete construction quality detection, in particular to a method for detecting the construction quality of an assembly type concrete beam-column joint, which comprises the following steps: uniformly distributing at least 8 acceleration sensors in the areas from the end parts of two ends of a precast beam to 1/4, knocking any point except 1/2 point and 1/4 point of the precast beam by a force hammer knocking method, collecting an acceleration signal of any acceleration sensor and a force pulse signal of a force hammer by a dynamic test analyzer, and collecting to obtain a second-order test frequency f2 measurement ofAnd analyzing to obtain a second order vibration mode phi2(x) In that respect Establishing a finite element analysis model, and calculating the second-order calculation frequency f of the beam2 meter. Judgment of1＜f2 measurement of/f2 meter＜2If it isIf not, executing the next step to judge whether the second-order vibration mode curvature (x) of the point is monotonously reduced along the length direction of the precast beam, if so, indicating that the construction quality is unqualified, otherwise, executing the next step to judge
If so, the construction quality is qualified, otherwise, the construction quality is unqualified, and the identification precision is high.
Description
Technical Field
The invention relates to the technical field of concrete construction quality detection, in particular to a method for detecting construction quality of an assembled concrete beam column joint.
Background
The prefabricated structure is a structural member produced in an industrialized mode and is installed and connected on site, the prefabricated concrete structure and the cast-in-place concrete structure are most obviously different from the form that the concrete at the splicing seam position is discontinuous and the reinforcing steel bars are cut off due to the segmentation and prefabrication of the member, and the connection quality of the node is very critical to the stress influence of the reinforced concrete member and the structure.
The requirements of China on the assembly integral structure are as follows: the performance equivalent to that of a cast-in-place structure is achieved. The current common method is a sleeve grouting method and a grouting anchor method, and the two connection methods show good performance in a stress test carried out in a laboratory, so that the control and detection of the construction quality of the connection node become a key link of the quality safety of the fabricated building. In the engineering, no simple, convenient and accurate construction quality detection method exists for the two connection modes.
The existing detection methods include the following methods:
(1) method for pulling out embedded steel bar
And (3) reserving a small hole on the sleeve, placing the reinforcing steel bar in the small hole of the sleeve in advance, pulling out the reinforcing steel bar after the grouting material reaches a certain strength, and judging the compactness of grouting according to the pulling-out force.
(2) Ultrasonic testing method
The basic principle of ultrasonic detection is as follows: an ultrasonic wave is excited at one surface of the structure by a transmitter, the ultrasonic wave propagates through the concrete to a receiver at the other end, and a receiving system records the changing wave characteristics of the ultrasonic wave in the propagation of the concrete structure. When a cavity or an uncompacted area exists in the concrete structure, the ultrasonic waves can be reflected, refracted, scattered and the like, so that the propagation direction and the path of the ultrasonic waves are changed, and the internal quality condition of the concrete structure is determined by using the characteristics of sound time, frequency and waveform distortion of the first waves.
(3) Shock echo method
The impact echo method is characterized in that a vibrator is used for beating the surface of the concrete of a tested member, the generated longitudinal wave is received by a sensor to obtain a frequency spectrum curve, parameters such as amplitude, phase and the like in the frequency spectrum are analyzed through the impedance difference between the tested concrete and the defect position to obtain the concrete defect condition, the method is listed as one of the most promising field detection methods, and the defects of sensors arranged on two sides of an ultrasonic method are overcome.
(4) Ultrasonic tomography (ultrasonic CT)
The theoretical basis of ultrasound CT is medical CT imaging technology, i.e. reconstructing internal (cross-sectional) information of an object from ultrasound data detected outside the object under test. The ultrasonic CT adopts transducer array technology, each transducer in the array sequentially transmits and receives ultrasonic signals, acoustic parameters of each ultrasonic wave are collected and recorded, and a 3D image and a 2D section image in concrete are established by synthetic aperture focusing technology[20]。
(5) X-ray industrial CT technology
The basic principle of the X-ray industrial CT technology is that the attenuation rule of radiation in an object is related to the properties of substances, the distribution condition and the attenuation rule of X-rays with certain energy in the detected object are utilized, detailed information of the interior of the object can be obtained by a detector, and finally, the detailed information is displayed in an image form by computer information processing and image reconstruction technology. Research results show that the X-ray industrial CT technology can reflect the real condition of the grouting fullness inside the sleeve.
(6) Damped vibration sensor technology
The principle of the damping vibration method is that a damping vibration sensor can generate vibration with a certain frequency under the drive of a specific excitation signal, and when a vibrating body is fixed and the amplitude and the frequency of initial vibration after excitation are fixed, the larger the elastic modulus of a medium around the vibrating body is, the faster the amplitude is attenuated, so that the condition of the medium around the vibrating body can be judged according to the change of the vibration period and the vibration amplitude, and whether the grouting in a sleeve is full or not can be judged. When the medium around the sensor is air, flowing mortar or solidified mortar, the attenuation of the amplitude will increase sharply. The damping vibration sensor is pre-embedded at a grout outlet of the sleeve before grouting, after grouting is finished, testing can be performed before initial setting of grouting material, and media around the sensor are judged by reading the attenuation condition of the vibration amplitude of the sensor so as to determine whether the grouting material in the sleeve reaches the grout outlet or not and achieve the purpose of controlling the quality of the sleeve grouting construction process; the grouting material is detected after being cured, so that the aim of detecting the grouting construction quality of the sleeve can be fulfilled.
However, the existing detection technology has the following problems:
1) the operation procedure is complex, and the engineering field is difficult to implement
For example: the ultrasonic tomography (ultrasonic CT) method needs to take out the grouting sleeve and place the grouting sleeve in an ultrasonic tomography instrument, and cannot detect the construction quality of the site construction connection node; the X-ray industrial CT technical instrument is huge, and is only limited to detection under the shielding condition of a laboratory at present.
2) Can only be detected locally and cannot reflect the overall performance of the structure
For example: the ultrasonic method cannot be applied to the detection of a multi-row sleeve connecting member. In actual engineering, multiple rows of sleeves are adopted for connection, so that an ultrasonic method cannot be implemented; the impact echo method has certain errors in detection results due to the fact that the number of interfaces of different media in the sleeve is large.
3) The detection equipment needs to be pre-embedded, and the pre-embedding quality at the early stage seriously influences the detection result
For example: the embedded steel bar extraction method and the damping vibration sensor technology both need to embed equipment in advance when concrete is poured, the embedded steel bar extraction method is to embed steel bars in a grouting sleeve in advance, the damping vibration sensor technology needs to embed damping vibration sensors in a sleeve grout outlet in advance, the quality of embedded quality directly influences a detection result, and if the embedded quality does not reach the standard, the embedded quality cannot be detected again
Disclosure of Invention
The invention aims to provide a construction quality detection method for an assembly type concrete beam-column joint, which aims to solve the problems that in the prior art, the operation procedure is complicated, the early-stage pre-embedded quality of detection equipment seriously influences the detection result and the overall performance of a structure cannot be reflected.
In order to achieve the purpose, the invention provides the following technical scheme: a construction quality detection method for an assembly type concrete beam column joint comprises the following steps:
(1) at least 8 acceleration sensors are uniformly distributed in the areas from the end parts of the two ends of the precast beam to 1/4;
(2) knocking any point except 1/2 point and 1/4 point of the precast beam by a force hammer knocking method;
(3) acquiring an acceleration signal of any acceleration sensor and a force pulse signal of a force hammer through a dynamic test analyzer, and acquiring a second-order test frequency f2 measurement ofAnd analyzing to obtain a second order vibration mode phi2(x) In that respect Establishing a finite element analysis model, and calculating the second-order calculation frequency f of the beam2 meter. Wherein x represents any point of the precast beam;
(4) judgment of1＜f2 measurement of/f2 meter＜2If so, the construction quality is qualified, otherwise, the step (5) is executed, wherein f is represented2 meterThe precast beam is connected according to the fixed end, and the second-order frequency is obtained according to finite element calculation,1a first threshold value is indicated which is,2represents a second threshold;
(5) judging whether the second-order mode-vibration curvature (x) of the point is monotonically decreased along the length direction of the precast beam or not, if so, indicating that the construction quality is unqualified, and otherwise, executing the step (6);
(6) judgment of
If so, the construction quality is qualified, otherwise, the construction quality is unqualified, wherein (0) represents the second-order mode-vibrating curvature of the end part of the precast beam, L represents the length of the precast beam,
representing the second order mode curvature of the point at the precast beam 1/4,3representing a third threshold.
Preferably, the second-order mode-shape curvature of any one of the n unit nodes is calculated by a finite element method, wherein,
n is a positive integer, L represents the length of the precast beam, and L represents a unit node length.
Preferably, according to the step (5), the mode-shape curvature of any unit node is judged to be larger than the mode-shape curvature of the next unit node, and if so, the second-order mode-shape curvature of the node monotonically decreases along the length direction of the precast beam.
Preferably, according to the step (6), the second-order mode-shape curvature of the end of the precast beam is the second-order mode-shape curvature of the 1 st unit node, and the second-order mode-shape curvature of the point at the precast beam 1/4 is the first order mode-shape curvature
Second order mode curvature of unit node.
Preferably, one unit of node length is 1/16 of beam length.
Preferably, in step (4), the first threshold value is 0.9, and the second threshold value is 1.1.
Preferably, in step (6), the third threshold value is 0.65.
Preferably, the calculation mode of the precast beam according to the frequency when the fixed end is connected is obtained by a finite element method, and the calculation equation is as follows:
m is a coordination mass matrix and K is a total stiffness matrix. M and K are both real symmetric matrices of order n, and M is positive definite.
Let formula (1) have an exponential form of the solution:
q(t)＝estφ (2)
substituting the formula (2) into the formula (1) to obtain:
Kφ＝λMφ (3)
wherein λ ═ s2
Equation (3) is the frequency equation of the system. The equation corresponds to n different roots lambdar(r ═ 1,2, …, n) or circular frequencies, each circular frequency corresponding to a feature vector (i.e., mode shape) φr. Can be expressed as:
Kφr-λrMφr＝0 (4)
boundary conditions of beams with fixed endsThe circular frequency lambda can be calculated by carrying in (4)rHarmonic mode phir
。
fr＝λr/2π (5)
When r is 2, the second order frequency f is corresponding to2 meterHarmonic mode phi2(x)。
Preferably, according to the step (1), at least 4 acceleration sensors are uniformly arranged in the 1/4 area from the end of each end of the precast beam toward the middle of the precast beam, and a total of at least 8 acceleration sensors at both ends of the precast beam are connected to the signal receiving end of the dynamic test analyzer through data lines.
Compared with the prior art, the invention has the beneficial effects that: detecting the construction quality of the node connection of the fabricated concrete structure by adopting the frequency and the vibration mode curvature of the structure;
the method is adopted to detect the construction quality of the beam-column node of the fabricated concrete structure, whether the construction quality of the beam-column node is equal to that of cast-in-place or not can be simply and conveniently obtained, if not, the position of the node with unqualified connection quality can be determined according to the comparison between the power calculation result and the acquired frequency and vibration mode curvature, and the existing structure can not be damaged.
Drawings
FIG. 1 is a schematic view of a fabricated frame model with nodes completely identical for cast-in-place;
FIG. 2 is a first order mode diagram of the present invention;
FIG. 3 is a second order mode shape diagram of the present invention;
FIG. 4 is a second order mode curvature diagram of the present invention;
FIG. 5 is a connection diagram of a detection apparatus in the embodiment;
FIG. 6 is a flow chart of an embodiment.
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.
As shown in fig. 6, the present invention provides a technical solution: a method for detecting the working medium applied to a joint of an assembled concrete beam column comprises the following steps:
(2) knocking any point except 1/2 point and 1/4 point of the precast beam by a force hammer knocking method;
(3) acquiring an acceleration signal of any acceleration sensor and a force pulse signal of a force hammer through a dynamic test analyzer, and acquiring a second-order test frequency f2 measurement ofAnd analyzing to obtain a second order vibration mode phi2(x) In that respect Establishing a finite element analysis model, and calculating the second-order calculation frequency f of the beam2 meter. Wherein x represents any point of the precast beam;
(4) judgment of1＜f2 measurement of/f2 meter＜2If so, the construction quality is qualified, otherwise, the step (5) is executed, wherein f is represented2 meterThe precast beam is connected according to the fixed end, and the second-order frequency is obtained according to finite element calculation,1representing a first threshold value, and taking a value of 0.9;2representing a second threshold value, and taking the value as 1.1;
(5) judging whether the second-order mode-vibration curvature (x) of the point is monotonically decreased along the length direction of the precast beam or not, if so, indicating that the construction quality is unqualified, and otherwise, executing the step (6);
(6) judgment of
If so, the construction quality is qualified, otherwise, the construction quality is unqualified, wherein (0) represents the second-order mode-vibrating curvature of the end part of the precast beam, L represents the length of the precast beam,
representing the second order mode curvature of the point at the precast beam 1/4,3representing a third threshold value of 0.65.
Calculating to obtain the second-order mode shape curvature of any unit node in the n unit nodes by a finite unit method, wherein，
n is a positive integer, L represents the length of the precast beam, and L represents a unit node length. And (5) judging that the mode-vibration curvature of any unit node is larger than that of the next unit node, if so, the second-order mode-vibration curvature of the point monotonically decreases along the length direction of the precast beam.
According to the step (6), the second-order mode-shape curvature of the end part of the precast beam is the second-order mode-shape curvature of the 1 st unit node, and the second-order mode-shape curvature of the point at the precast beam 1/4 is the first order mode-shape curvature
Second order mode curvature of unit node.
One unit node length is 1/16 for the beam length.
The precast beam is obtained by a finite element method according to the frequency of the solid end during connection,
the calculation equation is as follows:
m is a coordination mass matrix and K is a total stiffness matrix. M and K are both real symmetric matrices of order n, and M is positive definite.
Let formula (1) have an exponential form of the solution:
q(t)＝estφ (2)
substituting the formula (2) into the formula (1) to obtain:
Kφ＝λMφ (3)
wherein λ ═ s2
Equation (3) is the frequency equation of the system. The equation corresponds to n different roots lambdar(r ═ 1,2, …, n) or circular frequencies, each circular frequency corresponding to a feature vector (i.e., mode shape) φr. Can be expressed as:
Kφr-λrMφr＝0 (4)
the boundary condition of the beam with two fixed ends is introduced into (4), and then the circular frequency lambda can be calculatedrHarmonic mode phir。
fr＝λr/2π (5)
When r is 2, the second order frequency f is corresponding to2 meterHarmonic mode phi2(x)。
According to the step (1), at least 4 acceleration sensors are uniformly arranged in the 1/4 area from the end part of each end of the precast beam to the middle part of the precast beam, and at least 8 acceleration sensors in total at both ends of the precast beam are connected to the signal receiving end of the dynamic test analyzer through data lines.
According to the technical scheme, the installation process of the acceleration sensor and the dynamic test analyzer is shown in fig. 5, the acceleration sensors 10 and 11 are respectively arranged in 1/4 ranges at two ends of a precast beam, the four acceleration sensors 10 and 11 are respectively arranged at 1/16, 1/8, 3/16 and 1/4 points at two ends of the beam and are connected with the dynamic test analyzer 40 through the lead 30, and the force hammer 20 is vertically excited at three points of the beam. The precast concrete columns 60 and the precast concrete beams 50 are equally cast in place at the left and right nodes 80 and 90, where they are consolidated at both ends for the precast beams. If the connection quality does not reach the equivalent cast-in-place mode, the connection quality is equivalent to a hinged connection or an elastic connection. The detection device formed by the connection mode can judge whether the connection mode of the two ends is equal to consolidation or not by measuring the frequency of the beam. The force hammer 20 is connected to a dynamic test analyzer 40 by a lead 30.
If the ratio of the second-order vibration-form curvature of the end part of the precast beam to the second-order vibration-form curvature of the point at the position of the precast beam 1/4 is within 0-60%, the larger the ratio is, the better the construction quality is, the quality is the best when the ratio is 60%, the larger the ratio is within 60-85%, the worse the construction quality is, and when the ratio is greater than or equal to 0.85, the construction quality is not qualified;
the construction quality of the assembled structure connecting node is unqualified, namely the connecting node is not cast in situ equivalently, so that the structure safety is reduced, and the change of the dynamic parameter and the boundary condition is reflected specifically, for example, the rigidity of the whole structure is reduced and the damping is increased; resulting in a change in the local member support conditions, etc. Therefore, in order to detect the construction quality of the assembled concrete beam-column node, namely whether the beam-column node is equal to cast-in-place or not, after the beam-column node construction is finished, the vibration of the precast beam and the precast column is excited by adopting a method of knocking by an exciting hammer to obtain the first-order and second-order vibration frequencies and the first-order and second-order vibration modes of the precast beam-precast column, and the construction quality of the beam-column node grouting sleeve method, namely the grouting compactness and the joint length of the connecting steel bar, are judged by calculating the vibration mode curvature of the precast beam.
Take an assembled single-layer single-span frame structure as an example: the beam section dimension is 200mm multiplied by 500mm, the column section dimension is 500mm multiplied by 500mm, C30 concrete is adopted, the contribution of the reinforcing steel bars to the bending rigidity of the member is ignored, and when the beam-column node is completely equal to rigid connection, the structural model is shown in figure 1.
Setting a first order frequency and a second order frequency as the following table;
| beam column | Beam end equal cast-in-place | Beam end equal hinge joint |
| First order frequency | 36.16HZ | 27.90HZ |
| Second order frequency | 79.84HZ | 43.23HZ |
According to the frequency parameters shown in the table above, the graph a shown in fig. 2 is a first-order mode-shape graph of the beam end equivalent cast-in-place, and the graph B is a first-order mode-shape graph of the beam end equivalent hinge;
fig. 3 shows a diagram a showing a second order mode shape diagram of a beam end in an equivalent cast-in-place mode, and a diagram B showing a second order mode shape diagram of a beam end in an equivalent hinged mode.
According to the table and the figures 2 and 3, the connection quality of the beam-column node is closely related to the second-order frequency of the structure, and when the beam-column node is cast in situ, the second-order frequency is 2 times of the beam-column hinged frequency, so that the large difference is very convenient to identify;
as shown in fig. 4, the connection quality of the beam-column node is closely related to the second-order mode-vibration curvature of the structure, and when the beam-column node is cast in situ, the shape of the second-order mode-vibration curvature is close to a sinusoidal curve; when the connection quality is very poor, the second-order mode curvature curve is monotonously reduced, the difference is very obvious, and the identification is convenient.
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 (9)
1. A construction quality detection method for a fabricated concrete beam column joint is characterized by comprising the following steps: the method comprises the following steps:
(1) at least 8 acceleration sensors are uniformly distributed in the areas from the end parts of the two ends of the precast beam to 1/4;
(2) knocking any point except 1/2 point and 1/4 point of the precast beam by a force hammer knocking method;
(3) acquiring an acceleration signal of any acceleration sensor and a force pulse signal of a force hammer through a dynamic test analyzer, and acquiring a second-order test frequency f2 measurement ofAnd analyzing to obtain a second order vibration mode phi2(x) (ii) a Establishing a finite element analysis model, and calculating the second-order calculation frequency f of the beam2 meter(ii) a Wherein x represents any point of the precast beam;
(4) judgment of1＜f2 measurement of/f2 meter＜2If yes, the construction quality is provedOtherwise, performing step (5), wherein f is represented2 meterThe precast beam is connected according to the fixed end, and the second-order frequency is obtained according to finite element calculation,1a first threshold value is indicated which is,2represents a second threshold;
(5) judging whether the second-order mode-vibration curvature (x) of the point is monotonically decreased along the length direction of the precast beam or not, if so, indicating that the construction quality is unqualified, and otherwise, executing the step (6);
(6) judgment of
If so, the construction quality is qualified, otherwise, the construction quality is unqualified, wherein (0) represents the second-order mode-vibrating curvature of the end part of the precast beam, L represents the length of the precast beam,
representing the second order mode curvature of the point at precast beam 1/4,3representing a third threshold.
2. The method for detecting the construction quality of the fabricated concrete beam column joint as recited in claim 1, wherein: calculating the second-order mode shape curvature of any unit node in the n unit nodes by using a finite element method, wherein,
n is a positive integer, L represents the length of the precast beam, and L represents a unit node length.
3. The method for detecting the construction quality of the fabricated concrete beam column joint as claimed in claim 2, wherein the method comprises the following steps: and (5) judging that the mode-vibration curvature of any unit node is larger than that of the next unit node, if so, the second-order mode-vibration curvature of the point monotonically decreases along the length direction of the precast beam.
4. The method for detecting the construction quality of the fabricated concrete beam column joint as claimed in claim 2, wherein the method comprises the following steps:according to the step (6), the second-order mode-shape curvature of the end part of the precast beam is the second-order mode-shape curvature of the 1 st unit node, and the second-order mode-shape curvature of the point at the precast beam 1/4 is the first order mode-shape curvature
Second order mode curvature of unit node.
5. The method for detecting the construction quality of the fabricated concrete beam column joint as claimed in claim 2, 3 or 4, wherein the method comprises the following steps: one unit node length is 1/16 for the beam length.
6. The method for detecting the construction quality of the fabricated concrete beam column joint as recited in claim 1, wherein: in the step (4), the range of the first threshold is 0.9, and the range of the second threshold is 1.1.
7. The method for detecting the construction quality of the fabricated concrete beam column joint as claimed in claim 6, wherein the method comprises the following steps: the third threshold is 65%.
8. The method for detecting the construction quality of the fabricated concrete beam column joint as recited in claim 1, wherein: the precast beam is obtained by a finite element method according to the frequency of the solid end during connection,
the calculation equation is as follows:
m is a coordination mass matrix, K is a total stiffness matrix, M and K are both n-order real symmetric matrices, and M is positive definite;
let formula (1) have an exponential form of the solution:
q(t)＝estφ (2)
substituting the formula (2) into the formula (1) to obtain:
Kφ＝λMφ (3)
wherein λ ═ s2
Equation (3) is the frequency equation of the system, which corresponds to n different roots λr(r ═ 1,2, …, n) or circular frequencies, each circular frequency corresponding to a feature vector (i.e., mode shape) φrIt can be expressed as:
Kφr-λrMφr＝0 (4)
the boundary condition of the beam with two fixed ends is introduced into (4), and then the circular frequency lambda can be calculatedrHarmonic mode phir，
fr＝λr/2π (5)
When r is 2, the second order frequency f is corresponding to2 meterHarmonic mode phi2(x)。
9. The method for detecting the construction quality of the fabricated concrete beam column joint as recited in claim 1, wherein: according to the step (1), at least 4 acceleration sensors are uniformly arranged in the 1/4 area from the end part of each end of the precast beam to the middle part of the precast beam, and at least 8 acceleration sensors in total at both ends of the precast beam are connected to the signal receiving end of the dynamic test analyzer through data lines.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116905863A (en) * | 2023-09-14 | 2023-10-20 | 福建省中霖工程建设有限公司 | Method for reinforcing assembled building structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116905863A (en) * | 2023-09-14 | 2023-10-20 | 福建省中霖工程建设有限公司 | Method for reinforcing assembled building structure |
| CN116905863B (en) * | 2023-09-14 | 2023-11-21 | 福建省中霖工程建设有限公司 | Method for reinforcing assembled building structure |
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