CN107741381B - Device and method for detecting grouting compactness of slurry anchor lap joint connection node - Google Patents
Device and method for detecting grouting compactness of slurry anchor lap joint connection node Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 63
- 239000002002 slurry Substances 0.000 title claims abstract description 24
- 239000002184 metal Substances 0.000 claims abstract description 87
- 239000004567 concrete Substances 0.000 claims abstract description 31
- 239000011358 absorbing material Substances 0.000 claims abstract description 11
- 230000007547 defect Effects 0.000 claims description 30
- 239000000463 material Substances 0.000 claims description 14
- 230000005284 excitation Effects 0.000 claims description 5
- 239000011440 grout Substances 0.000 claims description 3
- 239000000843 powder Substances 0.000 claims description 3
- 238000001514 detection method Methods 0.000 abstract description 36
- 238000004140 cleaning Methods 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 20
- 238000005516 engineering process Methods 0.000 description 13
- 229910000831 Steel Inorganic materials 0.000 description 11
- 239000010959 steel Substances 0.000 description 11
- 238000010586 diagram Methods 0.000 description 9
- 238000010276 construction Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 6
- 230000008569 process Effects 0.000 description 6
- 239000011241 protective layer Substances 0.000 description 5
- 230000035939 shock Effects 0.000 description 4
- 238000007689 inspection Methods 0.000 description 3
- 238000009659 non-destructive testing Methods 0.000 description 3
- 238000012360 testing method Methods 0.000 description 3
- 238000009933 burial Methods 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 238000001228 spectrum Methods 0.000 description 2
- 230000001052 transient effect Effects 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000006978 adaptation Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
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- 230000004048 modification Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000003325 tomography Methods 0.000 description 1
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- G—PHYSICS
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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- G—PHYSICS
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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Abstract
The invention discloses a device and a method for detecting grouting compactness of a slurry anchor lap joint node. The auxiliary hair extension device comprises an auxiliary hair extension device body and wave-absorbing materials, wherein the wave-absorbing materials are adhered to the left side surface and the right side surface of the auxiliary hair extension device, and closed centering straight lines are drawn on the symmetrical axis positions of the other four surfaces. During detection, cleaning the surface of the vertical projection range of the metal corrugated pipe of the detected wall body, and finding the central line of the metal corrugated pipe of the prefabricated wall body; tightly attaching the attaching surface of the auxiliary transceiver to the surface of the wall body, so that the centering straight line of the surface of the auxiliary transceiver is tightly aligned with the vertical line drawn by the surface of the wall body; and then detecting the grouting compactness of the wall body by using an impact echo instrument, and finally judging the grouting compactness on a computer. By the device and the method, the grouting compactness of the metal corrugated pipe of the slurry anchor lap joint connection node in the fabricated concrete shear wall structure can be reliably detected.
Description
Technical Field
The invention belongs to the technical field of nondestructive testing of an assembled concrete structure, and particularly relates to a nondestructive testing device and method for detecting grouting compactness of a slurry anchor lap joint node in an assembled concrete shear wall structure.
Background
At present, based on the development requirement of new town and the reality of labor shortage in China, the push of building industrialization is already outstanding-! And developing the assembled concrete structure technology is an important way for realizing building industrialization. The shear wall structure and the frame structure are the most main two building forms in the assembled concrete structure, wherein the assembled shear wall structure occupies a larger proportion and is the main structural form of the commercial house in China at present. The main forms adopted for connecting vertical members in an assembled concrete shear wall structure are slurry anchor lap joint connection, grouting sleeve connection and the like, and the difficulty and the core of quality control of the assembled shear wall structure are grouting compactness of connecting nodes. In actual construction, the grouting quality at the joint is difficult to control due to the influence of numerous factors such as uneven personnel quality, mechanical fault of grouting, unreasonable grouting scheme and the like, so that the grouting compactness is also difficult to ensure, and the quality safety of the whole engineering is directly influenced. Therefore, the detection of grouting compactness becomes the key point and the core of the detection acceptance of the construction quality of the fabricated shear wall structure; how to effectively detect the grouting compactness in the assembled shear wall structure becomes a difficult problem to be solved in front of the quality detection personnel of the building engineering. Because the assembled shear wall structure is an emerging thing, a reliable and mature complete detection technology does not exist at present.
The principle of the shock echo method (see fig. 1-2) is known to use a short mechanical shock to generate a low frequency stress wave that is reflected back and forth between the surface of the component, the surface of an internal defect or the bottom boundary of the surface of the component, thereby generating a transient resonance whose resonance frequency can be identified in the amplitude spectrum, and to use this to determine the depth of the internal defect of the structure or component and the thickness of the component. The shock elastic wave propagates into the structure and is reflected back by the defective surface or the bottom surface of the member. Thus, the shock elastic wave is reflected back and forth between the surface of the component, the surface of the internal defect or the boundary of the bottom surface to generate transient resonances whose resonance frequencies can be distinguished in the amplitude spectrum (frequency versus corresponding amplitude plot derived from the waveform by fast fourier transformation) for determining the depth of the internal defect and the thickness of the component. The method has the advantages of no influence of metal pipelines, large test range, low requirement on external operation environment and the like. In view of the numerous advantages of the impact echo method, scientific researchers in China compile industry specifications of the detection industry of the building engineering in China, namely JGJ/T411-2017 of the technical specification of detecting concrete defects by the impact echo method, on the basis of summarizing a large number of research achievements at home and abroad, and the standards are formally implemented in China from the beginning of 11 months 1 in 2017. The standard classifies the application of the impact echo method in the field of building structure quality detection, namely the impact echo method is mainly used for detecting the following four aspects: (1) detecting the thickness and internal defects of the concrete member; (2) grouting defects of the prestressed pipeline are detected; (3) detecting a grouting defect behind the tunnel lining; (4) and detecting the quality of the concrete joint surface. Wherein "(2) the grouting defect detection of the prestressed pipeline" is the same as "the detection of grouting compactness of the grouting anchor lap joint node" in the fabricated shear wall structure, and the actual situation is large in different ways-! The differences are mainly represented in that:
on one hand, the domestic assembled building is still in a sprouting stage in the programming process, and the assembled building adopting a novel steel bar connection mode (mainly adopting a grouting anchor lap joint technology and a grouting sleeve connection technology) is almost absent, so that the application of an impact echo method detection technology in an assembled structure is not considered by a standardization programming group, and a target main body aimed at by the standardization is a cast-in-place concrete structure building; on the other hand, the technical principle of the impact echo method determines that the impact echo method cannot be directly applied to nondestructive testing of an assembled shear wall structure. The main reasons are described as follows:
the principle of detecting grouting quality of the prestressed pipeline by an impact echo method is to judge grouting fullness by utilizing different frequency-signal amplitude curves obtained by stress waves under different grouting working conditions. As shown in fig. 3, fig. 3 can be divided into four cases:
(1) the concrete has no prestressed pipeline, and the signal amplitude-frequency curve at the moment has only one peak point, and the corresponding maximum peak value is f; (2) the concrete is provided with a prestressed pipeline, the grouting of the pipeline is compact, at the moment, the signal amplitude-frequency curve only has one peak point, and the corresponding maximum peak value is also f; (3) the prestressed pipeline is arranged in the concrete but the grouting of the pipeline is not compact, and the thickness of the protective layer of the prestressed pipeline is d d The signal amplitude-frequency curve at this time hasTwo peak points, the corresponding maximum peak values are f and f respectively d The method comprises the steps of carrying out a first treatment on the surface of the (4) The concrete has prestressed pipeline, but the pipeline is not grouted, at this time, the signal amplitude-frequency curve has two peak points, and the correspondent maximum peak values are f and f respectively v After the frequency-signal amplitude diagram of the bridge prestressed pipeline to be detected is obtained, the grouting compactness of the prestressed pipeline can be qualitatively analyzed through empirical comparison, and the process is the general principle of detecting the grouting quality of the prestressed pipeline by an impact echo method.
Notably, are: in the detection process, when the thickness of the protective layer of the prestressed pipeline is smaller, the detection result is very non-ideal and has almost no reference value; in addition, the diameter of the prestressed pipe must not be too small for the above-mentioned detection. In general, the inner diameter of a corrugated pipe for forming a prestressed pipe in a bridge structure is generally 60-132 mm (see JG225-2007 in China Specification, metal corrugated pipe for prestressed concrete), the diameter is larger, and only one row of prestressed pipes is arranged in the horizontal direction of the cross section of a prestressed beam in the general bridge structure; in addition, the prestressed pipeline is approximately horizontal along the span direction of the prestressed beam; the thickness of the concrete protective layer outside the prestressed pipeline is generally more than or equal to 100mm. The characteristics of the prestressed girder in the bridge structure determine that good effect can be obtained when grouting defect detection is carried out on the prestressed pipeline in the prestressed girder by adopting an impact echo method.
The attention points of detecting concrete defects by using an impact echo method are that the rule of China, namely technical code for detecting concrete defects by using an impact echo method, JGJ/T411-2017 clearly indicates that the impact echo method is not applicable to the condition of too shallow or too deep pipeline burial depth in the rule of 6.1.4, and the attention points are based on that when the pipeline burial depth is too shallow, reflection is received corresponding to the maximum peak value f when stress waves meet defects in a signal amplitude-frequency curve in FIG. 3 d (f v ) Smaller, and almost difficult to judge, and therefore, cannot generally be used for judging grouting defect conditions. In the fabricated concrete shear wall structure, as shown in 4A' of fig. 4, the thickness of the shear wall is generally only 150-200 mm, the front and rear double rows of reinforcing bars of the wall are arranged vertically, the metal corrugated pipes in the shear wall are arranged at smaller intervals,the inner diameter of the metal corrugated pipe is generally 30 mm-40 mm, the diameter is smaller, meanwhile, the thickness of the concrete protective layer outside the metal corrugated pipe is generally only about 10mm, and is about 1/10 of the thickness of the protective layer of the prestressed girder metal corrugated pipe in the bridge structure, after the steel bars are inserted into the metal corrugated pipe and grouting materials are poured into the metal corrugated pipe, the size of cavities, bubbles and the like formed by the grouting materials in the metal corrugated pipe is smaller, namely the grouting defects of the grouting materials are smaller. The factors lead to larger discreteness and greatly reduced reliability of detection results when the nondestructive detection is carried out on grouting compactness in the assembled shear wall structure by directly adopting an impact echo method. Based on this, the person skilled in the detection field generally does not adopt the impact echo method to detect the grouting compactness in the assembled shear wall structure, but uses other technical means instead, such as an ultrasonic method, a ground penetrating radar method, a ray method, and the like, but the detection result is still not satisfactory. In conclusion, the related detection technology of grouting compactness in the assembled shear wall structure at home and abroad is still in an exploration stage, and a mature and reliable complete technology is not available at present.
Chinese patent CN 103499643B discloses a quantitative detection device and method for grouting fullness condition of prestressed pipe, the method includes positioning prestressed reinforcement, arranging prestressed pipe measuring line and measuring point, measuring average reflection time of impact echo bottoming in concrete member, measuring impact echo bottoming reflection time of prestressed pipe, calculating grouting fullness by using prestressed pipe grouting fullness calculation model, etc., which is still the detection problem of grouting fullness of prestressed pipe in "bridge structure" for the problem. The technical problem of the impact echo method applied to the assembled concrete shear wall structure is not involved.
Chinese patent CN 106556646a discloses a detection system for determining a damaged portion of a concrete structure by acoustic emission tomography, and the invention relates to a detection system for detecting an internal damage of a concrete structure by using acoustic emission technology. This is substantially different from the technical problem to be solved by the present invention.
Disclosure of Invention
Technical problems:
in order to overcome the problem that the technology of the impact echo method cannot be well suitable for detecting grouting compactness in an assembled shear wall structure, and simultaneously to expand the application range of the impact echo method, the technical problem is solved through measures such as technical improvement.
The technical scheme is as follows:
in order to achieve the technical effects, the invention provides a device for detecting grouting compactness of a slurry anchor lap joint connection node, which comprises an auxiliary transceiver 1, an impact echo instrument 2, a computer 6 and a detected wall body;
the auxiliary transceiver 1 is tightly attached to the surface of the detected wall, the impact echo instrument 2 is tightly attached to the outer surface of the symmetry plane of the detected wall, and the excitation contact on the impact echo instrument 2 is aligned to the center line position of the outer surface of the auxiliary transceiver 1. Further, the auxiliary hair extension device 1 comprises an auxiliary hair extension device body 11 and a wave absorbing material 12, the auxiliary hair extension device body 11 is rectangular, the wave absorbing material 12 is adhered to two symmetrical side surfaces of the auxiliary hair extension device body, a closed centering straight line 13 is drawn on the symmetrical axis position of the outer surface of the closed three-dimensional shape formed by the other four surfaces, and the centering straight line coincides with the axial center line of the metal corrugated pipe in the detected wall body.
Furthermore, the impact echo instrument 2 is a single-point or scanning type impact echo instrument with a data acquisition system, and the computer 6 is a portable notebook computer or a fixed desk computer.
Further, the material of the auxiliary transceiver body 11 is ordinary concrete, and the wave absorbing material 12 is a material capable of absorbing low-frequency impact elastic waves.
The invention also provides a method for detecting grouting compactness of the slurry anchor lap joint connection node, which comprises the steps of arranging an auxiliary transceiver on the outer side of a metal corrugated pipe of a wall in the detected assembly type shear; then, detecting on an auxiliary transceiver by using an impact echo instrument to obtain a frequency-amplitude spectrogram of grouting compactness of a metal corrugated pipe in the shear wall of the detected area, and removing pseudo data; and finally judging to obtain the grouting compactness value of the grouting material.
Further, the method specifically comprises the following steps:
firstly, grinding the concrete on the wall surface of the detected wall metal corrugated pipe 52 in the vertical projection height range, removing residual powder and scraps, and drawing a metal corrugated pipe center line to the root part below the wall along the center line position of a grouting opening;
tightly attaching the attaching surface of the auxiliary transceiver to the surface of the wall body, so that a centering straight line 13 on the surface of the auxiliary transceiver 1 is tightly aligned with a vertical line drawn on the surface of the wall body;
step three, the impact echo instrument 2 is tightly attached to the outer surface of the auxiliary transceiver, an excitation contact on the impact echo instrument 2 is aligned to a centering straight line 13 on the outer surface of the auxiliary transceiver, then the impact echo instrument 2 is opened, the impact echo instrument 2 is slowly moved at a uniform speed from bottom to top, single-point acquisition or scanning is started on the corrugated pipe 52 connected with the slurry anchor in a lap joint manner, and frequency-amplitude data are acquired;
and step four, inputting the frequency-amplitude data acquired in the step three into a computer 6, firstly removing pseudo data generated by the stress wave when the auxiliary transmitter and receiver are reflected by the surface of the wall body, then generating a new frequency-amplitude curve, and finally judging grouting compactness.
As a preferred method for judging grouting compactness in the fourth step, the method comprises the following steps: and judging the position where the grouting defect occurs according to the amplitude value of the peak value in the frequency-amplitude curve and the occurrence frequency.
Further, the method is used for detecting prefabricated walls of the slurry anchor lap joint technology or prefabricated walls of concentrated constraint lap joint.
The method has the beneficial effects that the auxiliary transmitter is arranged on the outer side of the metal corrugated pipe of the detected assembled shear wall, then the impact echo instrument is used for detecting on the auxiliary transmitter, the frequency-amplitude spectrogram of the grouting compactness of the metal corrugated pipe in the shear wall in the detected area is obtained, and then the pseudo data is removed, so that the grouting compactness of the grouting material can be judged. The device and the method for detecting the grouting compactness of the metal corrugated pipe of the slurry anchor lap joint node have the advantages of simplicity, convenience and reliability, and the traditional technology of the impact echo method can be well applied to the new field of detection of the grouting compactness in an assembled shear wall structure by arranging the auxiliary transceiver, so that the application range of the impact echo method is greatly expanded.
Drawings
FIG. 1 is a schematic diagram of a prior art impact echo test system for detecting a concrete member;
FIG. 2 is a schematic diagram of the prior art for detecting internal defects of concrete by an impact echo method;
FIG. 3 is a general principle of the impact echo method for detecting the grouting quality of a prestressed pipeline in a bridge structure;
FIG. 4 is a schematic illustration of the detection of the grouting compactness of a metal bellows in a prefabricated shear wall using an impact echo method with and without an auxiliary transceiver;
FIG. 5 is a schematic diagram of the structure of the present invention;
FIG. 6 is a schematic diagram of an auxiliary transceiver;
FIG. 7 is a schematic diagram of an embodiment of the present invention;
FIG. 8 is a schematic diagram of a second embodiment of the present invention;
FIG. 9 is a schematic diagram of a third embodiment of the present invention;
FIG. 10 is a schematic view of an embodiment of a prefabricated wall body to which the method of the present invention is applied for concentrated constraint lap joints;
FIG. 11 is a diagram showing the detection result of the first embodiment;
reference numerals: 1-auxiliary transceiver, 2-impact echo instrument, 3-lower shear wall, 4-slurry layer, 5-upper shear wall, 6-computer, 31-lower shear wall dowel, 32 wall stirrup, 33-additional dowel, 51-upper shear wall longitudinal bar, 52-metal corrugated pipe, 53-grouting material, 53-upper shear wall stirrup and 54-spiral stirrup.
Detailed Description
The existing prefabricated wall body adopting the slurry anchor lap joint connection technology can be generally divided into three types according to the difference of vertical steel bar connection: (1) the vertical connection steel bars of the wall body are in double-row full connection, as shown in fig. 7, namely, a metal corrugated pipe 52 is correspondingly arranged at the lower part of each upper-layer shear wall longitudinal bar 51 on the upper-layer shear wall 5, when the wall body is constructed and installed, a slurry sitting layer 4 is paved at the top of the lower-layer shear wall 3, then the upper-layer shear wall 5 is hung, so that the lower-layer shear wall joint bars 31 on the lower-layer shear wall 3 just extend into the metal corrugated pipes 52 pre-buried on the upper-layer shear wall 5, then grouting materials 53 are poured (grouting materials can be used for replacing grouting materials 53, the construction is not needed, only the periphery of the bottom of the wall body of the upper-layer shear wall 5 is required to be sealed, grouting and slurry sitting are completed once), and the construction and installation of the wall body are completed after grouting is completed; (2) the vertical steel bars of the wall are double rows, but the slurry anchor lap joint is quincuncial, see figure 8; (3) the vertical steel bars of the wall body are double rows, but the lap joint connection of the slurry anchors is single row, in this case, the transverse central line position of the wall body stirrup 32 at the upper part of the lower layer shear wall 3 is uniformly provided with additional dowel bars 33, the transverse central line position of the wall body stirrup 32 at the lower part of the upper layer shear wall 5 is uniformly provided with metal corrugated pipes 52, at this time, the connection of the upper and lower shear walls is completed by inserting the additional dowel bars 33 on the lower layer shear wall 3 into the metal corrugated pipes 52 of the upper layer shear wall 5, and the rest processes are completely the same as those of (1) and (2). Typically, prefabricated wall parts have been inspected for quality by the corresponding parts before being transported to the construction site. In situ testing is typically performed 7 days after grouting is complete. The technical problem to be solved by the invention is mainly field detection of a construction site.
The invention solves the technical problems according to the technical principle that: by arranging the auxiliary transmitter on the prefabricated shear wall to be detected, on one hand, the transmission path of stress waves on an impact source is increased, and the grouting compactness of the front row of metal bellows of the prefabricated shear wall can be conveniently detected; on the other hand, the wave absorbing materials are arranged on the two sides of the auxiliary transmitter, so that the effective detection range of the stress wave excited on the impact source is contracted, the excited stress wave is mainly concentrated in the left and right range of a certain column of the tested reinforcing steel bars, and the problem that the compactness of the metal corrugated pipe is difficult to judge due to the fact that the receiving sensor receives excessive interference signals is avoided. The technical principle of the present invention will be described in detail.
When the grouting compactness of the prefabricated shear wall metal bellows is detected by directly using the impact echo instrument, the following impact echo instrument is assumedThe stress wave excited on the impact source of (a) is P respectively 1 、P 2 、P 3 、P 4 、P 5 ……P n Corresponding angles with the horizontal line are alpha respectively 1 、α 2 、α 3 、α 4 、α 5 ……α n The corresponding peak amplitude values on the corresponding frequency-signal amplitude curves are f respectively 1 、f 2 、f 3 、f 4 、f 5 …… f n . Because the thickness of the prefabricated shear wall is smaller (generally less than or equal to 200 mm), the peak amplitude on the frequency-signal amplitude curve obtained in practice is difficult to distinguish, and meanwhile, as the angle alpha increases, the influence of the rear row of metal bellows in the adjacent row on the pre-detection metal bellows increases, so that an ideal frequency-signal amplitude curve is difficult to obtain in practice. The above reasons can also explain that the conventional impact echo method is not suitable for detecting the grouting compactness of the connecting node metal bellows in the fabricated shear wall structure.
As shown in fig. 4A, when the grouting compactness of the prefabricated shear wall metal bellows is performed by attaching an auxiliary connector to the surface of the prefabricated wall, it is assumed that the stress waves excited from the impact source of the impact echo apparatus are P 1 、P 2 、P 3 、P 4 、P 5 ……P n Corresponding angles with the horizontal line are alpha respectively 1 、α 2 、α 3 、α 4 、α 5 ……α n When alpha is n When=90°, P n Can be reflected directly along a straight line without being received by a receiving sensor; when alpha is n At > 90 DEG, P n Can be directly absorbed by the wave-absorbing materials at the two sides of the auxiliary transceiver without reflection. Therefore, after the auxiliary transceiver is arranged, the effective stress wave received by the receiving sensor can be greatly reduced, so that the peak amplitude on the actually obtained frequency-signal amplitude curve is easier to distinguish, and simultaneously, when alpha is as n At > 90 DEG, P n Can be directly absorbed by the wave absorbing material, so that the influence of the rear row metal bellows of the adjacent row on the metal bellows to be detected is almost small, as shown by 4B in figure 4, an ideal frequency-signal amplitude curve can be obtained easily in practice, and correspondingly, the metal can be easily distinguishedGrouting compactness of the corrugated pipe. In conclusion, the auxiliary transceiver is arranged on the surface of the precast concrete, so that the traditional impact echo instrument can be conveniently used for detecting the grouting compactness of the metal corrugated pipe of the precast shear wall connection node.
Embodiment one:
when the vertical steel bars of the wall to be inspected are connected in double rows (as shown in fig. 7 in particular), the upper row grouting openings of the metal bellows 52 of the upper layer shear wall 5 are found firstly, then concrete on the surface of the wall within the vertical projection height range is ground flat, residual powder or scraps are removed, and the cleaning and flatness of the concrete on the surface of the wall are fully ensured. Drawing a metal corrugated pipe center line along the position of the center line of the grouting opening of the metal corrugated pipe 52 to the lower side of the wall until the root of the upper layer shear wall 5 is reached; the second step is to closely attach the attaching surface of the auxiliary transceiver 1 to the surface of the cleaned upper layer shear wall 5, so that the centering straight line 6 on the surface of the auxiliary transceiver 1 is strictly aligned with the vertical line drawn on the surface of the wall; and thirdly, the impact echo instrument 2 is tightly attached to the outer surface of the auxiliary transceiver, an excitation contact on the impact echo instrument is aligned to a centering straight line 6 on the outer surface of the auxiliary transceiver 1, then the impact echo instrument 2 is opened, the impact echo instrument 2 is slowly moved from bottom to top at a uniform speed, scanning is started on the metal corrugated pipe 52 connected with the slurry anchor in a lap joint mode, and frequency-amplitude data are obtained through scanning and acquisition. And fourthly, programming on a computer 6, inputting the frequency-amplitude data acquired in the third step into the program, firstly removing the pseudo data generated by the stress wave when the auxiliary transceiver 1 and the surface of the upper shear wall 5 are reflected, then generating a new frequency-amplitude curve, and finally judging the grouting compactness. The detection result of fig. 11 can be obtained according to the position where the grouting defect of the metal bellows 5 occurs.
As can be seen from fig. 11, when the vertical steel bars of the wall to be inspected are connected in double rows, the defects of the metal bellows 5 can be specifically classified into the following four cases.
Working condition one: the front row of metal corrugated pipes are not compact in grouting, and the rear row of metal corrugated pipes are compact in grouting. At the moment, a part of stress wave excited by the impact source is transmitted to the interface defect of the receiving sensor and the wall surface and reflectedThen is received by a receiving sensor; a part of stress wave is transmitted to the outer surface of the front row of metal corrugated pipes and is received by the receiving sensor after being reflected; the stress wave also transmits to the rear surface of the prefabricated shear wall and is received by the receiving sensor after being reflected. Accordingly, three distinct peaks, respectively defined as peak f, are formed on the frequency-signal amplitude plot f 、f、f d Wherein f f The false wave crest is formed when stress wave passes through the interface defect of the receiving sensor and the front surface of the prefabricated shear wall, and has no effect on judging the grouting compactness of the metal corrugated pipe, so the false wave crest is eliminated. When the measured frequency peak value f caused by the sum of the thicknesses of the auxiliary transceiver and the prefabricated wall body of the embedded metal corrugated pipe is basically the same as the frequency peak value f caused by the sum of the thicknesses of the auxiliary transceiver and the prefabricated wall body of the non-embedded metal corrugated pipe, or slightly drifts to low frequency and another high frequency peak value f appears d And when the grouting of the front row of metal corrugated pipes of the wall is not compact, the grouting of the rear row of metal corrugated pipes is compact.
And in the second working condition, grouting of the front row of metal corrugated pipes is not compact, and grouting of the rear row of metal corrugated pipes is not compact. At the moment, a part of stress waves excited by the impact source can be transmitted to the interface defect position of the receiving sensor and the wall surface, and the reflected stress waves are received by the receiving sensor; a part of stress wave is transmitted to the outer surface of the front row of metal corrugated pipes and is received by the receiving sensor after being reflected; a part of stress wave is transmitted to the outer surface of the rear row of metal corrugated pipes, and is received by the receiving sensor after being reflected; the stress wave also transmits to the rear surface of the prefabricated shear wall and is received by the receiving sensor after being reflected. Accordingly, four distinct peaks, respectively defined as peak f, are formed on the frequency-signal amplitude plot f 、f、f v 、f d Wherein f f The false wave crest is formed when stress wave passes through the interface defect of the receiving sensor and the front surface of the prefabricated shear wall, and has no effect on judging the grouting compactness of the metal corrugated pipe, so the false wave crest is eliminated. When the frequency peak value f caused by the sum of the measured thicknesses of the auxiliary transceiver and the prefabricated wall body of the embedded metal corrugated pipe is equal to the measured thicknesses of the prefabricated wall body of the auxiliary transceiver and the non-embedded metal corrugated pipeThe sum causes a frequency peak f which is substantially the same or slightly drifts to low frequency and appears as two high frequency peaks f with similar values v 、f d And when the grouting of the front row of metal corrugated pipes of the wall is not compact, the grouting of the rear row of metal corrugated pipes is not compact.
And (3) working condition III: the front row of metal corrugated pipes are compact in grouting, and the rear row of metal corrugated pipes are compact in grouting. At the moment, a part of stress waves excited by the impact source can be transmitted to the interface defect position of the receiving sensor and the wall surface, and the reflected stress waves are received by the receiving sensor; the stress wave also transmits to the rear surface of the prefabricated shear wall and is received by the receiving sensor after being reflected. Accordingly, two distinct peaks, respectively defined as peak f, are formed on the frequency-signal amplitude plot f F, where f f The false wave crest is formed when stress wave passes through the interface defect of the receiving sensor and the front surface of the prefabricated shear wall, and has no effect on judging the grouting compactness of the metal corrugated pipe, so the false wave crest is eliminated. When the measured frequency peak value f caused by the sum of the thicknesses of the auxiliary transceiver and the embedded metal corrugated pipe prefabricated wall body is basically the same as the frequency peak value f caused by the sum of the thicknesses of the auxiliary transceiver and the non-embedded metal corrugated pipe prefabricated wall body, and no obvious high-frequency peak value appears later, the grouting compaction of the front row metal corrugated pipe of the wall body and the grouting compaction of the rear row metal corrugated pipe can be judged.
And (4) working condition four: the front row of metal corrugated pipes are compact in grouting, and the rear row of metal corrugated pipes are not compact in grouting. The front row of metal corrugated pipes are not compact in grouting, and the rear row of metal corrugated pipes are not compact in grouting. At the moment, a part of stress waves excited by the impact source can be transmitted to the interface defect position of the receiving sensor and the wall surface, and the reflected stress waves are received by the receiving sensor; a part of stress wave is transmitted to the outer surface of the rear row of metal corrugated pipes, and is received by the receiving sensor after being reflected; the stress wave also transmits to the rear surface of the prefabricated shear wall and is received by the receiving sensor after being reflected. Accordingly, three distinct peaks, respectively defined as peak f, are formed on the frequency-signal amplitude plot f 、f、f v Wherein f f Is a pseudo wave crest and is obtained by the stress wave passing through a receiving sensor and a prefabricationThe interface defect on the front surface of the shear wall is formed when the interface defect is formed, and has no effect on judging the grouting compactness of the metal corrugated pipe, so that the interface defect is eliminated. When the measured frequency peak value f caused by the sum of the thicknesses of the auxiliary transceiver and the prefabricated wall body of the embedded metal corrugated pipe is basically the same as the frequency peak value f caused by the sum of the thicknesses of the auxiliary transceiver and the prefabricated wall body of the non-embedded metal corrugated pipe, or slightly drifts to low frequency and another high frequency peak value f appears v And when the grouting of the front row of metal bellows of the wall body is compact, the grouting of the rear row of metal bellows is not compact.
Embodiment two:
as shown in figure 8, when the vertical steel bars of the wall to be detected are double rows, but the slurry anchor lap joint is distributed in a quincuncial shape, the preparation work and the detection process before detection are the same as those of the first embodiment. The detection result at this time is similar to that of the first embodiment. Specifically, when the metal bellows of the grout anchor lap joint is located near the side of the auxiliary hair extension device, two cases are divided: (1) grouting is compact, and only one obvious wave crest exists on the frequency-signal amplitude curve chart; (2) the grouting is not compact, and the situation is equivalent to the working condition I in the first embodiment, and the result and the judging method are identical to the working condition I.
When the metal bellows connected by the slurry anchor lap joint is positioned at one side far away from the auxiliary hair extension device, two situations can be divided: (1) the grouting is compact, the situation is equivalent to the working condition III in the first embodiment, and the result and the judging method are identical to the grouting; (2) the grouting is not compact, and the situation is equivalent to the working condition four in the first embodiment, and the result and the judging method are identical to the situation.
Embodiment III:
as shown in fig. 9, when the vertical steel bars of the wall to be inspected are double rows, but the slurry anchors are in lap joint connection in single row, the preparation work and the detection process before detection are the same as those of the first embodiment. The detection result at this time is similar to that of the first embodiment. Specifically, two cases can be distinguished: (1) the grouting is compact, the situation is equivalent to the working condition I in the first embodiment, and the result and the judging method are identical to the grouting; (2) the grouting is not compact, and the situation is equivalent to the working condition III in the first embodiment, and the result and the judging method are identical to the working condition III.
Embodiment four:
furthermore, the invention can be used for detecting the grouting compactness of the prefabricated wall body adopting the centralized constraint lap joint (see Chinese patent CN 104929279B in particular) besides the existing common prefabricated wall body adopting the slurry anchor lap joint technology. Specifically, as shown in fig. 10, a metal corrugated pipe 52 is reserved in the upper layer shear wall 5, the outer side of the metal corrugated pipe 52 is restrained by adopting a spiral stirrup 55, the lower layer shear wall dowel 31 of the lower layer shear wall 3 is inserted into the metal corrugated pipe 52, and then grouting material 53 is poured, so that lap joint connection of vertical steel bars of the prefabricated shear wall is realized. In this wall inspection, only the cross-sectional size of the auxiliary transceiver 1 is changed, and then the inspection can be performed according to the method of the third embodiment, and the inspection result is substantially the same as that of the third embodiment.
The above is only a preferred embodiment of the present invention, and the protection scope of the present invention is not limited to the above examples, and all technical solutions belonging to the concept of the present invention belong to the protection scope of the present invention. It should be noted that modifications and adaptations to the invention without departing from the principles thereof are intended to be within the scope of the invention as set forth in the following claims.
Claims (3)
1. The method for detecting grouting compactness of the slurry anchor lap joint node is characterized by comprising the steps of arranging an auxiliary transceiver outside a detected assembled shear wall metal corrugated pipe; then, detecting on an auxiliary transceiver by using an impact echo instrument to obtain a frequency-amplitude spectrogram of grouting compactness of a metal corrugated pipe in the shear wall of the detected area, and removing pseudo data; finally judging to obtain a grouting compactness value of the grouting material;
the device used by the method comprises an auxiliary transceiver (1), an impact echo instrument (2) and a computer (6) and a detected wall body; the auxiliary transceiver (1) is tightly attached to the surface of the detected wall, the impact echo instrument (2) is tightly attached to the outer surface of the auxiliary transceiver (1), and the outer surface is a symmetrical surface of the auxiliary transceiver tightly attached to the detected wall, so that an excitation contact on the impact echo instrument (2) is aligned to the center line position of the outer surface of the auxiliary transceiver (1); the auxiliary hair extension device (1) comprises an auxiliary hair extension device body (11) and a wave absorbing material (12), wherein the auxiliary hair extension device body (11) is rectangular in shape, the wave absorbing material (12) is adhered to two symmetrical side surfaces of the auxiliary hair extension device body, and a closed centering straight line (13) is drawn at the symmetrical axis position of the outer surface of a closed three-dimensional shape formed by the other four surfaces; the auxiliary hair extension device body (11) is made of ordinary concrete, and the wave absorbing material (12) is a material capable of absorbing low-frequency impact elastic waves; the method specifically comprises the following steps:
firstly, grinding the concrete on the wall surface of a detected wall metal corrugated pipe (52) within the vertical projection height range, removing residual powder and scraps, and drawing a metal corrugated pipe center line to the root part below the wall along the center line position of a grouting opening;
tightly attaching the attaching surface of the auxiliary transceiver to the surface of the wall body, so that a centering straight line (13) on the surface of the auxiliary transceiver (1) is tightly aligned with a vertical line drawn on the surface of the wall body;
thirdly, the impact echo instrument (2) is tightly attached to the outer surface of the auxiliary transceiver, an excitation contact on the impact echo instrument (2) is aligned to a centering straight line (13) on the outer surface of the auxiliary transceiver, then the impact echo instrument (2) is opened, the impact echo instrument (2) is slowly moved at a uniform speed from bottom to top, and single-point acquisition or scanning is started on a metal corrugated pipe (52) connected with a slurry anchor in a lap joint manner, so that frequency-amplitude data are obtained;
and step four, inputting the frequency-amplitude data acquired in the step three into a computer (6), firstly removing the pseudo data generated by the stress wave when the auxiliary transceiver is reflected by the surface of the wall body, then generating a new frequency-amplitude curve, and finally judging the grouting compactness.
2. The method for detecting grouting compactness of a grout anchor lap joint node according to claim 1, wherein the impact echo instrument (2) is a single-point or scanning type impact echo instrument with a data acquisition system, and the computer (6) is a portable notebook computer or a fixed desk computer.
3. The method for detecting grouting compactness of a lap joint node of a grout anchor according to claim 1, wherein the method for judging grouting compactness in the fourth step is as follows: and judging the position where the grouting defect occurs according to the amplitude value of the peak value in the frequency-amplitude curve and the occurrence frequency.
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| CN108693250A (en) * | 2018-05-14 | 2018-10-23 | 贵州省建材产品质量监督检验院 | A kind of method of impact echo detection wallboard splicing seams quality |
| CN108918660B (en) * | 2018-05-19 | 2020-12-25 | 徐光大 | Nondestructive detection method for sleeve grouting fullness of steel bar sleeve grouting connection joint |
| CN108896616B (en) * | 2018-06-14 | 2020-11-03 | 宁波大学 | Method for evaluating lap joint quality of reinforced concrete structure and reinforced concrete anchor |
| CN110455677A (en) * | 2019-09-07 | 2019-11-15 | 北京市政建设集团有限责任公司 | A kind of packaged type bridges bent cap node Grouted density detection method |
| CN110823926B (en) * | 2019-10-15 | 2022-03-29 | 中铁城建集团有限公司 | Method for detecting quality of complex steel plate shear wall node based on ground penetrating radar scanning |
| CN117607255B (en) * | 2023-11-27 | 2024-09-20 | 中铁五局集团机械化工程有限责任公司 | Performance monitoring method, system and device for prestressed concrete structure |
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