CN103105308A - Method of fault-striding buried pipeline in-situ test - Google Patents
Method of fault-striding buried pipeline in-situ test Download PDFInfo
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- CN103105308A CN103105308A CN2013100226446A CN201310022644A CN103105308A CN 103105308 A CN103105308 A CN 103105308A CN 2013100226446 A CN2013100226446 A CN 2013100226446A CN 201310022644 A CN201310022644 A CN 201310022644A CN 103105308 A CN103105308 A CN 103105308A
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Abstract
The invention discloses a method of fault-striding buried pipeline in-situ test. The method comprises the following steps: selecting a test field, pouring a counter-force device (1), and arranging a horizontal moving device (5), a vertical moving device (6) and a displacement meter; arranging a test device on a test pipeline (14); connecting a data collecting device with a data collecting system; processing the test pipeline (14), placing the test pipeline (14) into an excavated ditch, and fixing the test pipeline (14) on the horizontal moving device (5); tamping backfilled soil in layers and measuring a displacing pointer, the planer coordinates and vertical elevation of a small wood pile; preloading and debugging the devices; and formally loading collected test data, and finally obtaining a test result after managing and analyzing the data. The invention provides a novel original-position original-type original-shape reverse fault dislocation quantity applying method. The method gives consideration to influence of factors such as connectors of the test pipeline and a load state, conforms to the actual stress state of the buried pipeline, and is more reliable and effective in analysis result.
Description
Technical field
The present invention relates to the lifeline engineering technical field of preventing and reducing natural disasters, refer in particular to a kind of for the test unit of check across the effect of tomography buried pipeline in-situ test trap-up, specifically a kind of across tomography buried pipeline test method.
Background technology
Buried pipeline occupies important position in modern production, life, be important lifeline engineering.The destruction of buried pipeline, not only economic loss own is huge, and can cause serious secondary disaster, all can produce great impact to the recovery of shaking the rear disaster relief, production, life and civil order etc.The buried pipeline system is typical line, net engineering, inevitably need pass through some antidetonations unfavorable or dangerous regions, and crossover fault is exactly buried pipeline one of the key project problem that solves of having to face and need.Need reliably accurately the actual data of destroying as Research foundation across tomography buried pipeline stress performance and failure mechanism, data acquisition is the most reliable, the most direct method is actual seismic observation or test, and test is the most effective method in practical engineering application.
Now both at home and abroad about studying across the main model test method that adopts of tomography buried pipeline test.There is following subject matter in existing buried pipeline model test method: 1. method adopts native case to load, equivalent-simplification the edge-restraint condition of pipeline; 2. method adopts non junction tubing as research object more, has ignored actual pipe joint connection function effect; 3. test tubing and mostly be the unloaded operation state; 4. in model test method due to the equivalent convergent-divergent of model, have inevitable physical size effect.Existing test method faces a lot of problems, but key issue is how to go to make test model more to conform to the eaerthquake damage actual conditions, and in this case stress performance and failure mechanism across the trap-up buried pipeline is studied.
Summary of the invention
The objective of the invention is for existing deficiency across tomography buried pipeline test method, propose a kind ofly to consider the actual joint of buried pipeline, apply transmission medium in buried pipeline and have original position prototype original state characteristics across tomography buried pipeline test method.
The objective of the invention is to solve by the following technical programs:
A kind of across tomography buried pipeline in-situ test method, it is characterized in that the step of described test method employing is as follows:
Counterforce device is also built in A, optional test place, then horizontal movement device and vertical motion device is erected in counterforce device, simultaneously displacement meter is placed on the setting position in horizontal movement device and vertical motion device;
B, paste resistance strain gage in advance on the test pipeline, and will be nested with the cuff of pointer on the test pipeline;
C, horizontal movement device is connected with data acquisition system (DAS) by wire respectively with pressure transducer, resistance strain gage and displacement meter in the vertical motion device;
D, according to the excavation of pipeline construction standard experimental field pipe trench, adopt steel flange to seal rear external in order to input the pump of circulation medium at the both ends of test pipeline, arrange at the medium inlet end in addition and will test pipeline after tensimeter, media outlet end arrange valve and be placed in pipe trench, an end of wherein testing pipeline is arranged on horizontal movement device;
The backfill soil on pipeline top is tested in E, backfill and tamping in layers, adopt simultaneously method that transit and spirit-leveling instrument combine to measure planimetric coordinates and the vertical elevation of the displacement pointer that stretches out the earth's surface, then predetermined ground surface soil body cracking district measures the little timber of earth's surface distortion according to certain pitch arrangement in pilot region, and adopts method that transit and spirit-leveling instrument combine to measure planimetric coordinates and the vertical elevation of little timber;
F, after being debugged, instrument and loading system will can normally move with testing instruments equipment in circulation medium input test pipeline;
Formally load after G, check normally, the mode that process of the test adopts displacement to control is carried out, acquisition test data after every grade of loading stop loading data acquisition after reaching the criterion of failure of test pipeline, at last the data that gather are carried out drawing the result after finishing analysis.
Counterforce device in described steps A comprise the formed by integrally casting moulding the counter-force pedestal, be vertically set on horizontal reacting force wall and vertical counter force wall on the counter-force pedestal; The vertical motion device comprises loading supporting plate, loading distribution beam, vertical lifting jack and pressure transducer, drag-line by vertical setting between the loading distribution beam that be arranged in parallel up and down and loading supporting plate is fixedly linked, vertical lifting jack is arranged on vertical counter-force coping, and the pressure transducer that vertical lifting jack arranges by its top contacts to be connected with the loading distribution beam vertical motion device is loaded the location; Horizontal movement device comprises loading push pedal, carriage, level jack and pressure transducer, the sidewall of carriage is welded on the sidewall that loads push pedal, and the pressure transducer that horizontally disposed level jack is arranged between carriage and horizontal reacting force wall and level jack arranges by its top is connected with the sidewall contact of carriage horizontal movement device is loaded the location.
Displacement meter in described steps A respectively with the vertical motion device in vertical lifting jack and the level jack in horizontal movement device be arranged in parallel.
All be provided with the pre-embedded steel slab that is respectively used to place vertical lifting jack and level jack on vertical counter force wall in described steps A and horizontal reacting force wall.
In described steps A, the bottom of counter-force pedestal is provided with the foundation beam that moves for antiskid, and described foundation beam and counter-force pedestal, vertical counter force wall and the moulding of horizontal reacting force wall formed by integrally casting consist of counterforce device.
Resistance strain gage in described step B and cuff shift to install on the test pipeline, and the outside of resistance strain gage is provided with protective layer, and the pointer of cuff arranges straight up and the pointer outside is provided with protective casing.
Data acquisition system (DAS) in described step C comprises automatic data collection statical strain indicator, 1/4th bridge circuit automatic data collection analytic systems and hand data collection instrument, wherein resistance strain gage is connected to the automatic data collection statical strain indicator, horizontal displacement meter and pressure transducer are connected to 1/4th bridge circuit automatic data collection analytic systems, and the vertical displacement meter is connected to the hand data collection instrument.
Backfill compaction rate in described step e must not be less than 80%.
Displacement in described step G is controlled with the control displacement of vertical displacement as test, and completes every one-level according to the mode that first applies horizontal shift and apply vertical displacement and load.
Experimental data collection in described step G needs to carry out after every grade of loading is completed 2-5 minute, little timber and represent the horizontal shift of pointer of pipeline displacement and vertical displacement utilizes differential technique to calculate after adopting transit and spirit-leveling instrument to measure after every grade of loading wherein, the criterion of failure of test pipeline is as the criterion with the range that reaches capacity of the vertical lifting jack in the vertical motion device.
The present invention has the following advantages compared to existing technology:
The present invention proposes a kind of trap-up dislocation amount applying method of new original position prototype original state, this loading method is convenient, flexibly, and repeatedly repeated application is in correlation test; And the impact of the physical presence factors such as the load condition of this test method consideration test pipeline and developmental tube wire terminal, the actual forced status of more approaching test pipeline, analysis result is more reliable effectively.
The present invention sends out shake basement rock and soil body far-end boundary condition by the trap-up that is provided as of horizontal movement device and vertical motion device, vertical lifting jack and level jack have realized vertical dislocation amount and the horizontal dislocation amount of trap-up, and in have the test pipeline of transmission medium to meet the actual state of burying underground of buried pipeline, have without adding in advance breaking joint, without soil boundary and the real characteristics that rupture, can be widely used in the demonstration test across trap-up buried pipeline stress performance and failure mechanism.
Description of drawings
Accompanying drawing 1 is test unit structural representation of the present invention;
Accompanying drawing 2 is counterforce device structural representation of the present invention;
Accompanying drawing 3 is placed on the structural representation that loads on supporting plate for the force transmission mechanism of horizontal movement device that the present invention adopts;
Accompanying drawing 4 is developmental tube line resistance foil gauge deployment scenarios schematic diagram of the present invention;
Accompanying drawing 5 is developmental tube line resistance foil gauge deployment scenarios sectional view of the present invention;
Accompanying drawing 6 is test pipeline cuff deployment scenarios schematic diagram of the present invention;
Accompanying drawing 7 is measured the little timber deployment scenarios schematic diagram of earth's surface distortion for the present invention.
Wherein: 1-counterforce device; 2-counter-force pedestal; 3-vertical counter force wall; 4-horizontal reacting force wall; 5-horizontal movement device; 6-vertical motion device; 7-loading supporting plate; 8-drag-line; 9-loading distribution beam; 10-vertical lifting jack; 11-loading push pedal; 12-carriage; 13-level jack; 14-test pipeline; 15-resistance strain gage; 16-cuff; 17-pre-embedded steel slab; 18-foundation beam.
Embodiment
The present invention is further illustrated below in conjunction with accompanying drawing and embodiment.
As shown in Fig. 1-7: a kind of across tomography buried pipeline in-situ test method, the step that this test method adopts is as follows:
A, counterforce device 1 is also built in the optional test place, wherein counterforce device 1 comprises the counter-force pedestal 2 of formed by integrally casting moulding, vertical counter force wall 3, horizontal reacting force wall 4 and foundation beam 19, wherein vertical counter force wall 3 and horizontal reacting force wall 4 also can adopt vertical reaction frame and horizontal reacting force frame, two vertical counter force walls 3 lay respectively at the both sides of horizontal reacting force wall 4 and vertical counter force wall 3 and horizontal reacting force wall 4 and are " Contraband " shape and are vertically set on the upper surface of counter-force pedestal 2, the bottom that foundation beam 18 is positioned at counter-force pedestal 2 is used for preventing that counterforce device 1 from use producing slippage, also be embedded with respectively pre-embedded steel slab 17 in addition on the sidewall of the top of vertical counter force wall 3 and horizontal reacting force wall 4, pre-embedded steel slab 17 is buried underground when counterforce device 1 formed by integrally casting moulding, then horizontal movement device 5 and vertical motion device 6 are erected at that counterforce device 1 is interior sends out shake basement rock and soil body far-end boundary condition as trap-up, vertical motion device 6 comprises loading supporting plate 7, load distribution beam 9, vertical lifting jack 10 and displacement transducer, drag-line 8 by vertical setting between the loading distribution beam 9 that be arranged in parallel up and down and loading supporting plate 7 is fixedly linked and loads supporting plate 7, drag-line 8 and loading distribution beam 9 consist of the force transmission mechanism of vertical motion devices 6, the base of vertical lifting jack 10 is arranged on the pre-embedded steel slab 18 of vertical counter force wall 3 top pre-pluggeds, the pressure transducer that vertical lifting jack 10 arranges by its top contacts to be connected with loading distribution beam 9 vertical motion device 6 is loaded the location to realize the vertical dislocation amount of trap-up, horizontal movement device 5 comprises loading push pedal 11, carriage 12, level jack 13 and displacement transducer, wherein load push pedal 11, carriage 12 consists of the force transmission mechanism of horizontal movement device 5, the sidewall of carriage 12 is welded on the sidewall that loads push pedal 11, wherein horizontally disposed level jack 13 is arranged between carriage 12 and horizontal reacting force wall 4, the base of level jack 16 is placed on the pre-embedded steel slab 18 of pre-plugged on the sidewall of horizontal reacting force wall 4 and is connected with the sidewall contact of carriage 12 horizontal movement device 5 is loaded by the pressure transducer that its top arranges and locates to realize the horizontal dislocation amount of trap-up, in addition displacement meter is placed on the setting position in horizontal movement device 5 and vertical motion device 6, and the level jack 13 in horizontal displacement meter wherein and horizontal movement device 5 be arranged in parallel, the vertical displacement meter be arranged in parallel with vertical lifting jack 10 in vertical motion device 6, and the structural representation of above-mentioned test unit as Figure 1-3,
B, the method joint test pipeline 14 that welds by electric heating melting, wherein the T in Fig. 4 represents hot melting connector, P represents to measure the cross section, then resistance strain gage 15 and cuff 16 are shifted to install on test pipeline 14, wherein test four measuring points of each upper layout of measurement cross section P of pipeline 14, be to post four resistance strain gages 15 on each measurement cross section P, black region in Fig. 5 namely represents the position distribution of upper four resistance strain gages 15 of same cross section P, the outside of resistance strain gage 15 is provided with protective layer it is carried out anticollision, moisture-proof wrapping is processed, the mounting structure of cuff 16 as shown in Figure 6 in addition, cuff 16 consists of integral body after being connected by bolt by two of up and down, pointer on cuff 16 is positioned at slice and arranges straight up and the outside of pointer is provided with protective casing and produces distortion to prevent pointer to be subject to the extruding of surrounding soil,
C, by wire, resistance strain gage 15 is connected to that automatic data collection statical strain indicator, horizontal displacement meter and pressure transducer are connected to 1/4th bridge circuit automatic data collection analytic systems, the vertical displacement meter is connected to the hand data collection instrument respectively;
D, according to the excavation of pipeline construction standard experimental field pipe trench, adopt steel flange to seal rear external in order to input the pump of circulation medium at the both ends of test pipeline 14, arrange at the medium inlet end in addition and will test pipeline 14 after tensimeter, media outlet end arrange valve and be placed in pipe trench, an end of wherein testing pipeline 14 is arranged on horizontal movement device 5 to obtain the test effect of trap-up;
E, the backfill soil on pipeline 14 tops is tested in backfill and tamping in layers, and stablize sleeve position in backfilling process so that the pointer on cuff 16 is positioned at the home position of sleeve pipe as far as possible, require simultaneously the compacting rate of backfill soil must not be less than 80%, adopt in addition method that transit and spirit-leveling instrument combine to measure planimetric coordinates and the vertical elevation of the displacement pointer that stretches out the earth's surface, then predetermined ground surface soil body cracking is distinguished the little timber that measures the earth's surface distortion according to certain pitch arrangement in pilot region, the small frame of axes intersect shown in Figure 7 position namely represents the position of little timber, adopt simultaneously method that transit and spirit-leveling instrument combine to measure planimetric coordinates and the vertical elevation of little timber,
F, after being debugged, instrument and loading system will can normally move with testing instruments equipment in circulation medium input test pipeline 14;
G, formally load after check is normal, the mode that process of the test adopts displacement to control is carried out, and displacement is controlled with the control displacement of vertical displacement as test, simultaneously completing every one-level according to the mode that first applies horizontal shift and apply vertical displacement loads, acquisition test data after 2-5 minute are completed in every grade of loading, little timber and represent the horizontal shift of pointer of pipeline displacement and vertical displacement utilizes differential technique to calculate after adopting transit and spirit-leveling instrument to measure after every grade of loading wherein, namely stop loading data acquisition after reaching the criterion of failure of testing pipeline 14, the criterion of failure of test pipeline 14 is as the criterion with the range that reaches capacity of the vertical lifting jack 10 in vertical motion device 6, at last the data that gather are carried out drawing the result after finishing analysis.
Below by embodiment, in-situ test method of the present invention is further detailed.
The present embodiment optional test place is in Nanjing, and adopts simulation Nanjing public supply mains to carry out verification experimental verification.The concrete steps of this test are as follows:
Counterforce device 1 is also built in A, optional test place, then horizontal movement device 5 and vertical motion device 6 is erected in counterforce device 1, simultaneously displacement meter is placed on the setting position in horizontal movement device 5 and vertical motion device 6;
B, developmental tube is selected Nanjing urban water supply polyethylene pipe commonly used, the method joint test pipeline 14 that welds by electric heating melting, then resistance strain gage 15 and cuff 16 are shifted to install on test pipeline 14, wherein test four measuring points of each upper layout of measurement cross section P of pipeline 14, be to post four resistance strain gages 15 on each measurement cross section P, the outside of resistance strain gage 15 is provided with protective layer it is carried out anticollision, moisture-proof wrapping is processed, consider the actual loading situation of test pipeline under faulting, arrange that along developmental tube line length direction resistance strain gage 15 spacing in cross section is taken as 500mm near tomography causes the soil body zone of fracture, arrange that along developmental tube line length direction resistance strain gage 15 spacing in cross section increases to 1000mm away from fault region, consider simultaneously the first dress stress effect of hot melting connector T, the resistance strain gage 15 of the hot melting connector T left and right sides arranges that the spacing in cross section is taken as 500 mm, to arrange straight up and be provided with diameter in the outside of pointer be 500mm to the pointer of cuff 16 in addition, length is that the PVC protective casing of 1000mm produces distortion to prevent the extruding that pointer is subject to surrounding soil,
C, respectively by wire with automatic data collection statical strain indicator, horizontal displacement meter and the pressure transducer that resistance strain gage 15 is connected to respectively 60 interfaces and two 20 interfaces be connected to 1/4th bridge circuit automatic data collection analytic systems, the vertical displacement meter is connected to the hand data collection instrument;
D, supply water with HDPE pipe construction standard excavation pipe trench according to Nanjing, pipe trench adopts artificial straight-arm excavation, bottom of trench to surface distance is taken as 1200mm, then will test the both ends of pipeline 14 adopts steel flange to seal rear external make-up water pump, arrange at water inlet in addition that tensimeter, water delivering orifice arrange valve in order to can observe at any time variation in water pressure in test, on-site hoisting test pipeline 14 in place after the bottom of trench backfill is smooth, an end of wherein testing pipeline 14 is arranged on horizontal movement device 5 to obtain the test effect of trap-up;
E, the backfill soil on pipeline 14 tops is tested in backfill and tamping in layers, and stablize sleeve position in backfilling process so that the pointer on cuff 16 is positioned at the home position of sleeve pipe as far as possible, require simultaneously the compacting rate of backfill soil must not be less than 80%, adopt in addition method that transit and spirit-leveling instrument combine to measure planimetric coordinates and the vertical elevation of the displacement pointer that stretches out the earth's surface, then predetermined ground surface soil body cracking is distinguished the little timber that measures the earth's surface distortion according to certain pitch arrangement in pilot region, adopt simultaneously method that transit and spirit-leveling instrument combine to measure planimetric coordinates and the vertical elevation of little timber,
F, instrument and loading system are debugged after, will can normally move with testing instruments equipment in water input test pipeline 14 by water pump, wherein the water supply pressure size is for putting into domestic water standard hydraulic pressure in the working-yard;
G, formally load after check is normal, the mode that process of the test adopts displacement to control is carried out, being divided into 8 grades loads, load step as shown in Table 1, and displacement is controlled with the control displacement of vertical displacement as test, simultaneously completing every one-level according to the mode that first applies horizontal shift and apply vertical displacement loads, acquisition test data after 3 minutes are completed in every grade of loading, little timber and represent the horizontal shift of pointer of pipeline displacement and vertical displacement utilizes differential technique to calculate after adopting transit and spirit-leveling instrument to measure after every grade of loading wherein, namely stop loading data acquisition after reaching the criterion of failure of testing pipeline 14, the criterion of failure of test pipeline 14 is as the criterion with the range that reaches capacity of the vertical lifting jack 10 in vertical motion device 6, at last the data that gather are carried out drawing the result after finishing analysis.The result demonstration, this test method successfully to having carried out experimental study across trap-up urban water supply polyethylene pipe under service state, has been carried out verification experimental verification to stress performance and failure mechanism across the trap-up buried pipeline.
Table one Nanjing feed pipe is across the load step of tomography buried pipeline in-situ test.
The present invention proposes a kind of trap-up dislocation amount applying method of new original position prototype original state, this loading method is convenient, flexibly, and repeatedly repeated application is in correlation test; And the impact of the physical presence factors such as the joint of this test method consideration test pipeline 14, load condition, the actual forced status of more approaching test pipeline 14, analysis result is more reliable effectively; The method is sent out shake basement rock and soil body far-end boundary condition by the trap-up that is provided as of horizontal movement device 5 and vertical motion device 6, vertical lifting jack 10 and level jack 13 have realized vertical dislocation amount and the horizontal dislocation amount of trap-up, and in have the test pipeline 14 of transmission medium to meet the actual state of burying underground of buried pipeline, have without adding in advance breaking joint, without soil boundary and the real characteristics that rupture, can be widely used in the demonstration test across trap-up buried pipeline stress performance and failure mechanism.
Above embodiment only for explanation technological thought of the present invention, can not limit protection scope of the present invention with this, every technological thought that proposes according to the present invention, and any change of doing on the technical scheme basis is within all falling into protection domain of the present invention; The technology that the present invention does not relate to all can be realized by prior art.
Claims (10)
1. one kind across tomography buried pipeline in-situ test method, it is characterized in that the step that described in-situ test method adopts is as follows:
Counterforce device (1) is also built in A, optional test place, then horizontal movement device (5) and vertical motion device (6) are erected in counterforce device (1), simultaneously displacement meter are placed on the setting position in horizontal movement device (5) and vertical motion device (6);
B, paste resistance strain gage (15) test pipeline (14) is upper pre-, and will be nested with the cuff (16) of pointer on the test pipeline;
C, pressure transducer, resistance strain gage (15) in horizontal movement device (5) and vertical motion device (6) are connected with data acquisition system (DAS) by wire respectively with displacement meter;
D, according to the excavation of pipeline construction standard experimental field pipe trench, to test the both ends of pipeline (14) adopts steel flange to seal rear external in order to input the pump of circulation medium, arrange at the medium inlet end in addition and will test pipeline (14) after tensimeter, media outlet end arrange valve and be placed in pipe trench, an end of wherein testing pipeline (14) is arranged on horizontal movement device (5);
The backfill soil on pipeline (14) top is tested in E, backfill and tamping in layers, adopt simultaneously method that transit and spirit-leveling instrument combine to measure planimetric coordinates and the vertical elevation of the displacement pointer that stretches out the earth's surface, then predetermined ground surface soil body cracking district measures the little timber of earth's surface distortion according to certain pitch arrangement in pilot region, and adopts method that transit and spirit-leveling instrument combine to measure planimetric coordinates and the vertical elevation of little timber;
F, after being debugged, instrument and loading system will can normally move with testing instruments equipment in circulation medium input test pipeline (14);
Formally load after G, check normally, the mode that process of the test adopts displacement to control is carried out, acquisition test data after every grade of loading stop loading data acquisition after reaching the criterion of failure of test pipeline (14), at last the data that gather are carried out drawing the result after finishing analysis.
2. according to claim 1 across tomography buried pipeline in-situ test method, it is characterized in that counterforce device (1) in described steps A comprise the formed by integrally casting moulding counter-force pedestal (2), be vertically set on horizontal reacting force wall (3) and vertical counter force wall (4) on counter-force pedestal (2); Vertical motion device (6) comprises loading supporting plate (7), loading distribution beam (9), vertical lifting jack (10) and pressure transducer, be fixedly linked by the vertical drag-line (8) that arranges between the loading distribution beam (9) that be arranged in parallel up and down and loading supporting plate (7), vertical lifting jack (10) is arranged on the top of vertical counter force wall (3), and the pressure transducer that vertical lifting jack (10) arranges by its top contacts to be connected with loading distribution beam (9) vertical motion device (6) is loaded the location; Horizontal movement device (5) comprises loading push pedal (11), carriage (12), level jack (13) and pressure transducer, the sidewall of carriage (12) is welded on the sidewall that loads push pedal (11), and horizontally disposed level jack (13) is arranged between carriage (12) and horizontal reacting force wall (4) and the pressure transducer of level jack (13) by its top setting is connected with the sidewall contact of carriage (12) loads the location to horizontal movement device (5).
3. according to claim 1 and 2 across tomography buried pipeline in-situ test method, it is characterized in that in described steps A displacement meter respectively with vertical motion device (6) in vertical lifting jack (10) and the level jack (13) in horizontal movement device (5) be arranged in parallel.
4. according to claim 2 across tomography buried pipeline in-situ test method, it is characterized in that all being provided with the pre-embedded steel slab (17) that is respectively used to place vertical lifting jack (10) and level jack (13) on vertical counter force wall (3) and the horizontal reacting force wall (4) in described steps A.
5. according to claim 2 across tomography buried pipeline in-situ test method, the bottom that it is characterized in that counter-force pedestal (2) in described steps A is provided with the foundation beam (18) that moves for antiskid, and described foundation beam (18) consists of counterforce device (1) with counter-force pedestal (2), vertical counter force wall (3) and horizontal reacting force wall (4) formed by integrally casting moulding.
6. according to claim 1 across tomography buried pipeline in-situ test method; it is characterized in that resistance strain gage (15) and cuff (16) in described step B shift to install on test pipeline (14); the outside of resistance strain gage (15) is provided with protective layer, and the pointer of cuff (16) arranges straight up and the pointer outside is provided with protective casing.
7. according to claim 1 across tomography buried pipeline in-situ test method, it is characterized in that the data acquisition system (DAS) in described step C comprises automatic data collection statical strain indicator, 1/4th bridge circuit automatic data collection analytic systems and hand data collection instrument, wherein resistance strain gage (15) is connected to the automatic data collection statical strain indicator, horizontal displacement meter and pressure transducer are connected to 1/4th bridge circuit automatic data collection analytic systems, and the vertical displacement meter is connected to the hand data collection instrument.
8. according to claim 1 across tomography buried pipeline in-situ test method, it is characterized in that the backfill compaction rate in described step e must not be less than 80%.
9. according to claim 1 across tomography buried pipeline in-situ test method, it is characterized in that the displacement in described step G controls with the control displacement of vertical displacement as test, and complete every one-level according to the mode that first applies horizontal shift and apply again vertical displacement and load.
10. according to claim 1 across tomography buried pipeline in-situ test method, it is characterized in that the experimental data collection in described step G needs to carry out after every grade of loading is completed 2-5 minute, little timber and represent the horizontal shift of pointer of pipeline displacement and vertical displacement utilizes differential technique to calculate after adopting transit and spirit-leveling instrument to measure after every grade of loading wherein, the criterion of failure of test pipeline (14) is as the criterion with the range that reaches capacity of the vertical lifting jack (10) in vertical motion device (6).
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107884015A (en) * | 2017-12-13 | 2018-04-06 | 天津大学 | A kind of lateral pipeclay effect test system and method with native face apparatus for leveling |
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| CN117571596B (en) * | 2023-11-30 | 2024-04-16 | 北京市科学技术研究院 | Buried pipeline structural hidden trouble simulation test device and method based on environment |
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