CN114922174B - Prestressed anchor cable for detecting underwater condensation hardening process of anchoring body and detection method - Google Patents
Prestressed anchor cable for detecting underwater condensation hardening process of anchoring body and detection method Download PDFInfo
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- CN114922174B CN114922174B CN202210621310.XA CN202210621310A CN114922174B CN 114922174 B CN114922174 B CN 114922174B CN 202210621310 A CN202210621310 A CN 202210621310A CN 114922174 B CN114922174 B CN 114922174B
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- 238000001514 detection method Methods 0.000 title claims abstract description 66
- 238000004873 anchoring Methods 0.000 title claims abstract description 56
- 238000000034 method Methods 0.000 title claims abstract description 39
- 238000009833 condensation Methods 0.000 title claims abstract description 10
- 230000005494 condensation Effects 0.000 title claims abstract description 10
- 238000002955 isolation Methods 0.000 claims abstract description 62
- 239000004568 cement Substances 0.000 claims abstract description 28
- 238000012360 testing method Methods 0.000 claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 14
- 238000005345 coagulation Methods 0.000 claims abstract description 14
- 230000015271 coagulation Effects 0.000 claims abstract description 14
- 239000010959 steel Substances 0.000 claims abstract description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 7
- 238000007405 data analysis Methods 0.000 claims abstract description 4
- 238000010276 construction Methods 0.000 claims description 19
- 238000011088 calibration curve Methods 0.000 claims description 9
- 239000002002 slurry Substances 0.000 claims description 7
- 230000000694 effects Effects 0.000 claims description 6
- 239000003673 groundwater Substances 0.000 claims description 6
- 238000009413 insulation Methods 0.000 claims description 6
- 238000004364 calculation method Methods 0.000 claims description 3
- 238000004904 shortening Methods 0.000 claims description 3
- 238000000926 separation method Methods 0.000 claims description 2
- 238000011897 real-time detection Methods 0.000 abstract description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 239000000654 additive Substances 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000005067 remediation Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N27/00—Investigating or analysing materials by the use of electric, electrochemical, or magnetic means
- G01N27/02—Investigating or analysing materials by the use of electric, electrochemical, or magnetic means by investigating impedance
- G01N27/04—Investigating or analysing materials by the use of electric, electrochemical, or magnetic means by investigating impedance by investigating resistance
- G01N27/041—Investigating or analysing materials by the use of electric, electrochemical, or magnetic means by investigating impedance by investigating resistance of a solid body
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- 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
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A90/00—Technologies having an indirect contribution to adaptation to climate change
- Y02A90/30—Assessment of water resources
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Electrochemistry (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a prestressed anchor cable for detecting the underwater condensation hardening process of an anchor body, which comprises a grouting pipe, an isolation frame and steel strands, wherein the isolation frame is provided with an exhaust hole, a grouting pipe hole for the grouting pipe to pass through and a steel strand hole for the steel strands to pass through, and the prestressed anchor cable also comprises two multi-core detection cables, wherein one insulating wire core in each multi-core detection cable is exposed and fixed on one isolation frame. The detection method comprises the following steps of S1, calibration test, S2, field detection, S3 and data analysis. The advantages are that: by applying the circuit principle, the feedback process basically has no delay, and the real-time detection of the coagulation hardening process of the anchoring body can be realized; the detection function of the coagulation hardening process of the cement paste at the underwater anchoring section is realized, and the requirements of rapidness and accuracy are met; and comparing the standard result curve obtained by the calibration test with the standard result curve to obtain the influence degree of the underground water in the anchor hole on the state of the anchor body.
Description
Technical field:
the invention relates to a prestressed anchor cable for detecting an underwater condensation hardening process of an anchor body and a detection method, and belongs to the field of construction of prestressed anchor cables.
The background technology is as follows:
in the reinforcement engineering of the prestressed anchor cable side slope, the condition that underground water exists in an anchor hole directly influences the construction quality of an anchor section, and the concrete is that the underground water influences the setting and hardening process of cement paste, so that the process of increasing the strength of the anchor body is different from the normal condition, and finally the time selection of tensioning the prestressed anchor cable is influenced.
At present, for grouting construction of an underwater anchoring section, the research direction is mainly in terms of cement paste materials and grouting technology, and the main purpose is to ensure the strength of a final anchoring body, a reasonable time determination method for tensioning an anchor rope in the process is not proposed at present, after grouting of the anchoring section is completed, if the structure of the anchoring section is directly damaged by early tensioning, the whole construction period is increased by excessively conservative delay tensioning, meanwhile, when a groundwater infiltration channel in a hole is remarkably developed, a slurry loss phenomenon can be generated when a large flow velocity seepage phenomenon exists, and the grouting effect of the anchoring section is greatly influenced; because the anchor cable grouting is a hidden project, the grouting process and effect are difficult to visually monitor and detect, the final anchor body state can only be indirectly reflected through tensioning and subsequent drawing tests, and the anchor cable with problems in the tensioning process or the subsequent drawing tests is difficult to carry out project remediation again, so that the anchor cable is basically disabled.
Technical specifications of rock-soil anchor rods and shotcrete support engineering (GB 50086-2015) specify that when the anchor rod construction is carried out in a rock stratum which is developed in cracks and is rich in underground water, when the water seepage rate around the drill hole of an anchoring section is large, consolidation grouting or other methods are adopted for treatment, but a method for checking the treatment process and the final effect is lacking at present.
The invention comprises the following steps:
a first object of the present invention is to provide a prestressed anchorage cable for detecting the underwater setting and hardening process of an anchoring body, which detects the setting and hardening process of a cement paste in an underwater anchoring section.
The second object of the invention is to provide a prestress detection method for detecting the underwater setting and hardening process of the anchoring body, wherein the prestress detection method is used for detecting the setting and hardening process of the underwater anchoring section cement paste.
The invention is implemented by the following technical scheme:
the prestress anchor cable for detecting the underwater condensation hardening process of the anchoring body comprises a grouting pipe, at least two isolation frames, at least two steel strands, wherein the isolation frames are provided with exhaust holes, grouting pipe holes for the grouting pipe to pass through and steel strand holes for the steel strands to pass through, the prestress anchor cable further comprises two multi-core detection cables, each multi-core detection cable is formed by fixing one insulating wire core on one isolation frame in a naked mode, and tightening hoops are arranged on the outer sides of the grouting pipe, the steel strands and the multi-core detection cables between the two isolation frames.
Preferably, the center of the isolation frame is provided with the grouting pipe hole, more than two exhaust holes are uniformly distributed on the disc surface of the isolation frame, and the edge of the isolation frame is uniformly provided with the steel strand holes.
Preferably, two multicore detection cables pass through the slip casting tube hole, each insulated wire core is naked to be fixed in slip casting tube hole and one between the exhaust hole the isolation frame quotation.
The method for detecting the prestressed anchor cable in the underwater condensation hardening process of the anchoring body comprises the following steps,
s1, performing a calibration test, placing a calibration device in an environment consistent with the humidity and the temperature of a construction site, and injecting cement slurry manufactured by using the same cement ratio according to the types, the labels and the admixture mixing amount of cement used in engineering from the top opening of the calibration device until the cement slurry is over a separation frame in the calibration device; testing the positions of the isolation frames and the whole resistance of the isolation frames by using an ohmmeter according to a certain time interval, and recording the resistance value and test time data; when the cement paste reaches the initial setting state and the final setting state quickly, shortening the test time interval, and continuing to measure the interval until the resistivity is not changed continuously and repeatedly; according to the calibration test, a calibration curve of the relation between the resistance value of the standard cement paste and the time variation can be obtained, and the resistance values corresponding to the initial setting, final setting and stable hardening processes are obtained again;
s2, performing on-site detection, namely performing resistance detection on the multi-core detection cable by using an ohmmeter according to a certain time interval after grouting construction of the cable feeding and anchoring section is completed; the detection mode comprises two modes, namely, connecting two insulated wire cores on one isolation frame with an ohmmeter, measuring the resistance of a certain depth position of an anchoring section, and connecting the insulated wire cores on the isolation frame representing two adjacent depth positions in the same multi-core detection cable with the ohmmeter, and measuring the resistance of the anchoring section within a certain depth range;
s3, data analysis, namely comparing the relation curve of the resistance value measured in the step S2 and the time with the calibration curve obtained in the step S1, and judging the coagulation state of a certain depth position or depth range of the current anchor body, wherein the coagulation state can be specifically divided into non-initial-final-hardening stages; if the initial setting time and the final setting time measured on site are both greatly different from the corresponding time of the calibration curve, the effect of groundwater in the anchor hole on the coagulation of the anchoring body is obvious; if the on-site detection result shows that the detection result of a position where the anchoring body exists still does not reach the final setting resistance after the grouting construction is completed for 12 hours, the fact that cement paste is likely to run off due to groundwater seepage is indicated, grouting at the anchoring section does not meet the requirement, and measures such as secondary grouting are needed; when the field detection result judges that the whole length of the anchoring body is in a stable hardening state, the whole length of the anchoring body is in a stretching regulation after grouting in the conventional anchor cable construction is completed for 7 days, calculation is started at the current time, and the stretching requirement can be met after 7 days.
Preferably, the calibration device is of a cuboid groove structure with an open top, the length of the calibration device is greater than the distance between the isolation frames of the anchor cable anchoring section, the width of the calibration device is consistent with the diameter of the isolation frames, the height of the calibration device is greater than the diameter of the isolation frames, two multi-core detection cables penetrate through the grouting pipe holes, two multi-core detection cables are led out of an insulation wire core at the position of each isolation frame respectively, an insulation layer at the front end of the insulation wire core is peeled off, and the isolation device is wound and fixed in the position close to the grouting pipe holes.
Preferably, in the step S1, the resistance at the position of each isolation frame is tested by an ohmmeter according to a certain time interval, namely, two insulation wire cores on one isolation frame are connected with the ohmmeter, and the resistance at a certain depth position of the anchoring section is measured; and testing the whole resistance of the section by using an ohmmeter according to a certain time interval, namely connecting an insulating wire core on the isolation frame representing two adjacent depth positions in the same multi-core detection cable with the ohmmeter, and measuring the resistance within a certain section range of the calibration device.
The invention has the advantages that: compared with the prior art, the device has the advantages of simple structure, convenient use, no delay in the feedback process by applying the circuit principle, and realization of real-time detection of the coagulation hardening process of the anchoring body; the detection function of the coagulation hardening process of the cement paste at the underwater anchoring section is realized, and the requirements of rapidness and accuracy are met; realizing the continuous detection function of the coagulation hardening process of the whole length range of the anchoring section; the reasonable tensioning time determination when the anchor cable has an underwater anchoring section is realized; the influence degree of the underground water in the anchor hole on the state of the anchor body can be obtained by comparing the standard result curve obtained by the calibration test, a basis is provided for whether secondary grouting is needed, and the optimal tensioning time after the hardening is started can be judged; the device not only can detect the state of the anchoring body at a certain depth of the anchoring section, but also can detect the whole state of the anchoring body between any two isolation frames, has two functions of point detection and line detection, and the detection range comprises the full-length range of the anchoring section; the device has simple circuit principle, only two detection lines are needed to be added in the anchor cable structure, the conductive wires are led out and fixed at the position of the isolation frame of the anchoring section, and the implementation process only needs to connect the detection lines with the ohmmeter, so that the main process steps of anchor cable construction are not changed basically; due to the setting of the calibration test, the method of the device can be suitable for different cement paste types and different construction environment conditions, and has wide application range.
Description of the drawings:
fig. 1 is a schematic overall structure of embodiment 1.
FIG. 2 is a schematic view of section A-A of FIG. 1.
FIG. 3 is a schematic view of section B-B of FIG. 1.
Fig. 4 is a schematic cross-sectional view of a multi-core detection cable.
FIG. 5 is an overall schematic of the calibration device.
Fig. 6 is a schematic view of section C-C of fig. 5.
The specific embodiment is as follows:
in order that the above objects, features and advantages of the invention will be readily understood, a more particular description of the invention will be rendered by reference to the appended drawings. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. The invention may be embodied in many other forms than described herein and similarly modified by those skilled in the art without departing from the spirit or scope of the invention, which is therefore not limited to the specific embodiments disclosed below.
Example 1: as shown in fig. 1 to 4, a prestressed anchor cable for detecting the underwater condensation hardening process of an anchoring body comprises a grouting pipe 1, at least two isolation frames 2 and at least two steel strands 3, wherein grouting pipe holes 21 for the grouting pipe 1 to pass through are formed in the center of the isolation frames 2, more than two exhaust holes 22 are uniformly distributed on the disc surface of the isolation frames 2, and steel strand holes 23 for the steel strands 3 to pass through are uniformly formed in the edge of the isolation frames 2; the multi-core detection cable assembly further comprises two multi-core detection cables 5, the two multi-core detection cables 5 penetrate through grouting pipe holes 21, an insulating wire core 51 in each multi-core detection cable 5 is exposed and fixed on the disc surface of an isolation frame 2 between the grouting pipe holes 21 and an exhaust hole 22 of the isolation frame 2, and a tightening hoop 4 is arranged on the outer sides of the grouting pipe 1, the steel stranded wires 3 and the multi-core detection cables 5 between the two isolation frames 2.
Example 2: the method for detecting the prestressed anchor cable in the underwater condensation hardening process of the anchoring body comprises the following steps,
s1, performing a calibration test, namely placing a calibration device 6 in an environment consistent with humidity and temperature of a construction site, wherein the calibration device 6 is of a cuboid groove structure with an opening at the top, and the length of the calibration device is longer than the distance between two isolation frames 2, and the distance between two isolation frames 2 is the same as the distance between two adjacent isolation frames 2 in the embodiment 1 as shown in fig. 5 and 6; the width is consistent with the diameter of the isolation frame 2, the height is larger than the diameter of the isolation frame 2, two multi-core detection cables 5 pass through the grouting pipe holes 21, one insulating wire core 51 is respectively led out from the two multi-core detection cables 5 at the position of each isolation frame 2, the outer insulating layer at the front end of the insulating wire core 51 is peeled off, and the two multi-core detection cables are wound and fixed in the adjacent grouting pipe holes 21; injecting cement slurry manufactured by the same cement-cement ratio according to the types, labels and additive types of cement used in engineering from the top opening of the calibration device 6 until the cement slurry is over the isolation frame in the calibration device; the position of each isolation frame 2 and the whole resistance of the section are tested by an ohmmeter according to a certain time interval, wherein the resistance of the position of each isolation frame 2 is tested by the ohmmeter according to a certain time interval, namely two insulation wire cores 51 on one isolation frame 2 are connected with the ohmmeter, and the resistance of a certain depth position of an anchoring section is measured; the whole resistance of the section is tested by an ohmmeter according to a certain time interval, namely, the insulated wire cores 51 representing two adjacent depth position isolation frames 2 in the same multi-core detection cable 5 are connected with the ohmmeter, and the resistance in a certain section range of the calibration device is measured; recording the resistance value and the test time data; when the cement paste reaches the initial setting state and the final setting state quickly, shortening the test time interval, and continuing to measure the interval until the resistivity is not changed continuously and repeatedly; according to the calibration test, a calibration curve of the relation between the resistance value of the standard cement paste and the time variation can be obtained, and the resistance values corresponding to the initial setting, final setting and stable hardening processes are obtained again;
s2, performing on-site detection, namely performing resistance detection on the multi-core detection cable 5 by using an ohmmeter according to a certain time interval after grouting construction of the cable feeding and anchoring section is completed; the detection mode comprises two modes, namely, connecting two insulating wire cores 51 on one isolation frame 2 with an ohmmeter, measuring the resistance of a certain depth position of an anchoring section, and connecting the insulating wire cores 51 representing two adjacent depth position isolation frames 2 in the same multi-core detection cable 5 with the ohmmeter, and measuring the resistance of a certain depth range of the anchoring section;
s3, data analysis, namely comparing the relation curve of the resistance value measured in the step S2 and the time with the calibration curve obtained in the step S1, and judging the coagulation state of a certain depth position or depth range of the current anchor body, wherein the coagulation state can be specifically divided into non-initial-final-hardening stages; if the initial setting time and the final setting time measured on site are both greatly different from the corresponding time of the calibration curve, the effect of groundwater in the anchor hole on the coagulation of the anchoring body is obvious; if the on-site detection result shows that the detection result of a position where the anchoring body exists still does not reach the final setting resistance after the grouting construction is completed for 12 hours, the fact that cement paste is likely to run off due to groundwater seepage is indicated, grouting at the anchoring section does not meet the requirement, and measures such as secondary grouting are needed; when the field detection result judges that the whole length of the anchoring body is in a stable hardening state, the whole length of the anchoring body is in a stretching regulation after grouting in the conventional anchor cable construction is completed for 7 days, calculation is started at the current time, and the stretching requirement can be met after 7 days.
The foregoing examples illustrate only a few embodiments of the invention, which are described in detail and are not to be construed as limiting the scope of the invention. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the invention, which are all within the scope of the invention. Accordingly, the scope of protection of the present invention is to be determined by the appended claims.
Claims (2)
1. The detection method for detecting the prestressed anchor cable in the underwater condensation hardening process of the anchoring body is characterized by further comprising two multi-core detection cables, wherein one insulating wire core in each multi-core detection cable is exposed and fixed on one isolation frame, and a tightening hoop is arranged on the outer sides of the grouting pipe, the steel strands and the multi-core detection cable between the two isolation frames; the center of the isolation frame is provided with the grouting pipe hole, more than two exhaust holes are uniformly distributed on the disk surface of the isolation frame, and the edge of the isolation frame is uniformly provided with the steel strand holes; two multi-core detection cables penetrate through the grouting pipe holes, and each insulated wire core is exposed and fixed on the surface of the isolation frame between the grouting pipe hole and one exhaust hole; which comprises the steps of the following steps of,
s1, performing a calibration test, placing a calibration device in an environment consistent with the humidity and the temperature of a construction site, and injecting cement slurry manufactured by using the same cement ratio according to the types, the labels and the admixture mixing amount of cement used in engineering from the top opening of the calibration device until the cement slurry is over a separation frame in the calibration device; testing the positions of the isolation frames and the whole resistance of the isolation frames by using an ohmmeter according to a certain time interval, and recording the resistance value and test time data; when the cement paste reaches the initial setting state and the final setting state quickly, shortening the test time interval, and continuing to measure the interval until the resistivity is not changed continuously and repeatedly; according to the calibration test, a calibration curve of the relation between the resistance value of the standard cement paste and the time variation can be obtained, and the resistance values corresponding to the initial setting, final setting and stable hardening processes are obtained again;
s2, performing on-site detection, namely performing resistance detection on the multi-core detection cable by using an ohmmeter according to a certain time interval after grouting construction of the cable feeding and anchoring section is completed; the detection mode comprises two modes, namely, connecting two insulated wire cores on one isolation frame with an ohmmeter, measuring the resistance of a certain depth position of an anchoring section, and connecting the insulated wire cores on the isolation frame representing two adjacent depth positions in the same multi-core detection cable with the ohmmeter, and measuring the resistance of the anchoring section within a certain depth range;
s3, data analysis, namely comparing the relation curve of the resistance value measured in the step S2 and the time with the calibration curve obtained in the step S1, and judging the coagulation state of a certain depth position or depth range of the current anchor body, wherein the coagulation state can be specifically divided into non-initial-final-hardening stages; if the initial setting time and the final setting time measured on site are both greatly different from the corresponding time of the calibration curve, the effect of groundwater in the anchor hole on the coagulation of the anchoring body is obvious; if the on-site detection result shows that the detection result of a position where the anchoring body exists still does not reach the final setting resistance after the grouting construction is completed for 12 hours, the fact that the cement paste is likely to run off due to the seepage of the underground water is indicated, the grouting of the anchoring section does not meet the requirement, and secondary grouting measures are needed; when the field detection result judges that the whole length of the anchor body is in a stable hardening state, the whole length of the anchor body is in tension after 7 days of grouting in the conventional anchor cable construction, the calculation is started at the current time, and the tension requirement can be met after 7 days;
in S1, testing the resistance at the position of each isolation frame by using an ohmmeter according to a certain time interval, specifically, connecting two insulation wire cores on one isolation frame with the ohmmeter, and measuring the resistance at a certain depth position of an anchoring section; the whole resistance of the section is tested by an ohmmeter according to a certain time interval, specifically, an insulating wire core on the isolation frame representing two adjacent depth positions in the same multi-core detection cable is connected with the ohmmeter, and the resistance in a certain section range of the calibration device is measured.
2. The method for detecting the prestressed anchor cable in the underwater condensation hardening process of the anchoring body according to claim 1, wherein the calibration device is of a cuboid groove structure with an open top, the length is larger than the distance between the isolation frames of the anchor cable anchoring section, the width is consistent with the diameter of the isolation frames, the height is larger than the diameter of the isolation frames, two multi-core detection cables pass through grouting pipe holes, at the position of each isolation frame, an insulating wire core is respectively led out by the two multi-core detection cables, an outer insulating layer at the front end of the insulating wire core is peeled off, and the insulating wire core is wound and fixed in the adjacent grouting pipe holes.
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