CN103591982B - A kind of monitoring method of electric power tunnel structure problem - Google Patents
A kind of monitoring method of electric power tunnel structure problem Download PDFInfo
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- 238000012544 monitoring process Methods 0.000 title claims abstract description 144
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- 239000002689 soil Substances 0.000 claims description 37
- 238000004062 sedimentation Methods 0.000 claims description 36
- 238000009434 installation Methods 0.000 claims description 5
- 238000013461 design Methods 0.000 abstract description 3
- 238000012423 maintenance Methods 0.000 abstract description 2
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Abstract
The present invention relates to a kind of monitoring method of electric power tunnel structure problem, comprising: according to tunnel situation setting monitoring project; Monitor that importance rate is different to be divided into I, II, III tri-class by the type of monitoring section everywhere according to tunnel is omnidistance, I class section is attached most importance to monitoring section; II class section is common monitoring section; III class section is then the section increasing monitoring project for construction settlement record; According to the different corresponding monitoring projects of monitoring section type set; According to tunnel situation, corresponding monitoring element is laid to monitoring project; The Monitoring Data of monitoring element is transferred to digital processing platform and carries out analyzing and processing.Compared with prior art, the present invention not only designs and has laid monitoring section, also according to settlement monitoring data, the monitoring section of control settlement and convergent deformation has been added at Dangerous Place, dynamic monitoring tunnel structure problem, there is provided accurate state of health data in real time, visual and clearly for operation maintenance provides service.
Description
Technical field
The present invention relates to remote automation monitoring field, tunnel, especially relate to a kind of monitoring method of electric power tunnel structure problem.
Background technology
Electric power tunnel is the power tunnel engineering carried out to develop power cable tunnel network size in city.Most Tunnel Engineering whole process needs to realize passing through repeatedly to important feature.Because underground space relation is complicated, it is very big that safety of structure is subject to surrounding environment influence, and due to the impact of the design feature of electric power tunnel own, therefore before formulation monitoring scheme and curing system, need these characteristic analysis clear.
The long-term traffic-operating period of electric power tunnel is analyzed, foreseeable by problems faced following points:
(1) circuit mileage is long, and underground space relation is complicated, and influencing each other of different structure is long-term and complicated;
(2) according to existing engineering statistics, the disease of the Damage Structure safety such as soft soil tunnel may occur non-uniform settling under long-term operation condition, section of jurisdiction is opened, the section of jurisdiction changing of the relative positions, bolt falling, Material degradation, threatens the safety of operation and stablizes;
(3) passing through of electric power tunnel not only comprises passing through other tunnel lines existing; also comprise and passing through of circuit is planned to build to planning; be anticipated that; after electric power tunnel puts into operation; its periphery following still will carry out the construction of Other Engineering; and applying of soil excavation, structure certainly will produce the impacts such as soil disturbance on electric power surrounding enviroment, threaten the safe operation of structure;
(4) in view of the support function that electric system is played in the running of city, electric power tunnel its whether safe and reliable not only impact produce and with life, also often be related to all parts in whole city to run well, the entirety in city even may be caused to paralyse, so-called " pulling one hair and move the whole body ".Therefore ensure its safe and effective operation, avoid security incident to cause severe social negative effect, need stricter than general soft soil tunnel to administer and maintain measure.
Based on engineering practice and theoretical analysis, affect tunnel operation phase safe unfavorable factor and be divided into following a few class;
(1) Water And Earth Pressures is excessive or too small
As the external loads directly acting on tunnel structure, Water And Earth Pressures, determines the stress of tunnel agent structure.The change of any environmental load (neighbouring construction cause add off-load, accidental pollution event etc.), all can be showed by the change of Water And Earth Pressures.When Water And Earth Pressures is excessive, may cause the generation even structural damage of tunnel structure non-uniform settling, when Water And Earth Pressures is too small, when buoyancy is excessive, tunnel upward floating also will have a strong impact on its security, applicability and permanance.Soil pressure cell can be used in current engineering to imbed to measure Water And Earth Pressures.
(2) structural internal force is excessive
Due to the effect of long duration load, will occur the fatigue effect of stress relaxation, when load-bearing is uneven, partial component is stressed unfavorablely causes local failure, thus threatens the safety of tunnel operation.That can use Reinforcement Stress-count in current engineering imbeds measuring structure internal force.
(3) section of jurisdiction dislocation
Section of jurisdiction has the displacement in 6 directions along longitudinal joint, circumferential weld, pathogenesis comprises that cross section deformation causes binding that block opens (longitudinal joint), non-uniform settling causes circumferential weld to open, assembled error when constructing, lifting jack extruding and extraneous loads change (earthquake, construction etc.), the excessive position of general dislocation can occur with the situation of joint fails, causes the incidence probability of percolating water greatly to increase.Existing monitoring means has measures the monodisplacement meter that seam is opened and the three direction displacement meter systems measuring section of jurisdiction three-D displacement.
(4) cross section deformation
The factor of section convergent deformation is caused to it is generally acknowledged load factor and non-uniform settling factor two class.The distortion (lifting jack extrudes, grouting pressure is excessive) that load factor causes when comprising construction, and the external load factor of operation phase (long term of existing load and the sudden loading such as earthquake, extraneous construction).Non-uniform settling then can make tunnel longitudinal stress uneven, and when original constrained, portion there will be the situation that section is crushed.The method evaluating section convergent deformation in current engineering measures horizontal diameter place Segment displacement.
(5) ordinate sedimentation
The reason of general sedimentation is mainly consolidation settlement and the secondary consolidation settlement of the soil body, and the reason of non-uniform settling then can be divided into uneven three kinds of the uneven and rigidity of structure of uneven, the soil nature of load.Non-uniform settling will cause the generation of several diseases such as cross section deformation, section of jurisdiction dislocation, bolt distortion, and when linear deformation is excessive, not only can affect the applicability of structure, its permanance and security also can be affected.Can carry out the monitoring of settling amount from structure self, the monitoring of layered soil sedimentation can be carried out in position with good conditionsi.
Therefore, the long term monitoring scheme of electric power tunnel should meet following basic demand: the parameter of monitoring has index meaning to reflection tunnel truth; The project of monitoring should be tried one's best automation collection data; Incorporation engineering actual progress situation; There is feasibility in engineering and economically.
Summary of the invention
Object of the present invention is exactly provide a kind of monitoring method of electric power tunnel structure problem to overcome defect that above-mentioned prior art exists.
Object of the present invention can be achieved through the following technical solutions: a kind of monitoring method of electric power tunnel structure problem, is characterized in that, the method comprises the following steps:
1) according to tunnel situation determination monitoring project;
2) monitor that importance rate is different to be divided into I, II, III tri-class by the type of monitoring section everywhere according to tunnel is omnidistance, I class section is attached most importance to monitoring section; II class section is common monitoring section; III class section is then the section increasing monitoring project for construction settlement record;
3) according to the different corresponding monitoring projects of monitoring section type selecting;
4) according to tunnel situation, corresponding monitoring element is laid to monitoring project;
5) Monitoring Data of monitoring element is transferred to digital processing platform and carries out analyzing and processing.
Step 1) described in monitoring project comprise segment joint joint open, tunnel outer soil pressure, duct piece connector bolt internal force, tunnel internal convergent deformation, the sedimentation of tunnel ordinate, soil layer layering horizontal shift, strata division sedimentation, tunnel structure hoop strain, tunnel in-plane displancement.
Step 2) described in I class section be underground space relation complexity through section with estimate through section, structure affects the strongest and responsive by extraneous load herein, needs emphasis to monitor; Described II class section is longitudinal minimum place of radius-of-curvature along the line, is out of shape more obvious herein, belongs to node location; Described III class section pointer, to construction settlement record, at sedimentation and the comparatively serious section of relative settlement, increases sedimentation and section convergent deformation two class monitoring project.
Step 3) described in refer to that the monitoring project of I class section comprises segment joint joint open, tunnel outer soil pressure, duct piece connector bolt internal force, tunnel internal convergent deformation, the sedimentation of tunnel ordinate, soil layer layering horizontal shift, strata division sedimentation, tunnel structure hoop strain, tunnel in-plane displancement according to the different corresponding monitoring projects of monitoring section type set; The monitoring project of II class section comprises segment joint joint open, duct piece connector bolt internal force, the sedimentation of tunnel ordinate, tunnel structure hoop strain, tunnel in-plane displancement; The monitoring project of III class section comprises the sedimentation of tunnel internal convergent deformation, tunnel ordinate.
Step 4) describedly lay corresponding monitoring element according to monitoring project and comprise monitoring segment joint joint open and lay crack gauge; Monitoring tunnel outer soil pressure lays soil pressure cell; Monitoring pipe strip terminal bolt internal force lays bolt stress tester; Monitoring tunnel internal convergent deformation lays hook and convergence chi; Total powerstation is laid in the sedimentation of monitoring tunnel ordinate; In monitoring, automatic tiltmeter is laid in earthing layering horizontal shift; Laminated settlement meter is laid in the sedimentation of monitoring strata division; Strainometer is laid in the hoop strain of monitoring tunnel structure; Monitoring tunnel in-plane displancement adopts total powerstation.
Described laying crack gauge refers to that installing ring, to crack gauge four, is total to installation shaft to crack gauge six at six seam crossings altogether on 0,90,180,270 degree of tunnel circumference;
Lay pressure cell to refer to have laying three pressure cells altogether on each monitoring section, be located at top directly over outside tunnel, level place, the left side and level place, the right respectively;
Lay bolt stress tester to refer on the bolt of monitoring section joint, lay bolt stress tester;
Lay convergence chi to refer to lay convergence measuring point end to end along section circumference;
Lay automatic tiltmeter to refer to lay in tunnel outer side, buried depth requires to reach tunnel bottom;
Lay laminated settlement meter to refer to lay in tunnel outer side, buried depth requires to reach tunnel bottom;
Lay strainometer finger ring to survey on 0,90,180,270 degree of four point to being arranged in tunnel, each monitoring section lays four stress gauges altogether;
Lay electronic total station to refer to choose reference point according to specification, be laid near active well and ventilating shaft, survey station is laid in tunnel, and each survey station at least must can see other a survey station in tunnel, survey station all should be laid completely in tunnel, and measuring point place arranges reflecting piece, and reflecting piece is arranged on inside tunnel and 0,90,180,270 degree of position has four altogether, measuring point is along uniform completely, and every ten meters arrange a measuring point.
Compared with prior art, the disease incidence faced may be proposed operation monitoring method by the engineering-environment that the present invention is directed to residing for electric power tunnel, the monitoring point of the different monitoring project of monitoring section has been laid in design, and according to the settlement monitoring data of the phase of having constructed, added the monitoring section of control settlement and convergent deformation at Dangerous Place.The inventive method dynamic monitoring tunnel structure problem, provides health status comprehensive evaluation and early warning, in real time visual and clearly for operation maintenance provides service.
Embodiment
Below in conjunction with specific embodiment, the present invention is described in detail.
A monitoring method for electric power tunnel structure problem, is characterized in that, the method comprises the following steps:
1) according to tunnel situation determination monitoring project;
2) monitor that importance rate is different to be divided into I, II, III tri-class by the type of monitoring section everywhere according to tunnel is omnidistance, I class section is attached most importance to monitoring section; II class section is common monitoring section; III class section is then the section increasing monitoring project for construction settlement record;
3) according to the different corresponding monitoring projects of monitoring section type selecting;
4) according to tunnel situation, corresponding monitoring element is laid to monitoring project;
5) Monitoring Data of monitoring element is transferred to digital processing platform and carries out analyzing and processing.
Step 1) described in monitoring project comprise segment joint joint open, tunnel outer soil pressure, duct piece connector bolt internal force, tunnel internal convergent deformation, the sedimentation of tunnel ordinate, soil layer layering horizontal shift, strata division sedimentation, tunnel structure hoop strain, tunnel in-plane displancement.
Step 2) described in I class section be underground space relation complexity through section with estimate through section, structure affects the strongest and responsive by extraneous load herein, needs emphasis to monitor; Described II class section is longitudinal minimum place of radius-of-curvature along the line, is out of shape more obvious herein, belongs to node location; Described III class section pointer, to construction settlement record, at sedimentation and the comparatively serious section of relative settlement, increases sedimentation and section convergent deformation two class monitoring project.
Step 3) described in refer to that the monitoring project of I class section comprises segment joint joint open, tunnel outer soil pressure, duct piece connector bolt internal force, tunnel internal convergent deformation, the sedimentation of tunnel ordinate, soil layer layering horizontal shift, strata division sedimentation, tunnel structure hoop strain, tunnel in-plane displancement according to the different corresponding monitoring projects of monitoring section type set; The monitoring project of II class section comprises segment joint joint open, duct piece connector bolt internal force, the sedimentation of tunnel ordinate, tunnel structure hoop strain, tunnel in-plane displancement; The monitoring project of III class section comprises the sedimentation of tunnel internal convergent deformation, tunnel ordinate.
Step 4) describedly lay corresponding monitoring element according to monitoring project and comprise monitoring segment joint joint open and lay crack gauge; Monitoring tunnel outer soil pressure lays soil pressure cell; Monitoring pipe strip terminal bolt internal force lays bolt stress tester; Monitoring tunnel internal convergent deformation lays hook and convergence chi; Total powerstation is laid in the sedimentation of monitoring tunnel ordinate; In monitoring, automatic tiltmeter is laid in earthing layering horizontal shift; Laminated settlement meter is laid in the sedimentation of monitoring strata division; Strainometer is laid in the hoop strain of monitoring tunnel structure; Monitoring tunnel in-plane displancement adopts total powerstation.
Described laying crack gauge refers to that installing ring, to crack gauge four, is total to installation shaft to crack gauge six at six seam crossings altogether on 0,90,180,270 degree of tunnel circumference;
Lay pressure cell to refer to have laying three pressure cells altogether on each monitoring section, be located at top directly over outside tunnel, level place, the left side and level place, the right respectively;
Lay bolt stress tester to refer on the bolt of monitoring section joint, lay bolt stress tester;
Lay convergence chi to refer to lay convergence measuring point end to end along section circumference;
Lay automatic tiltmeter to refer to lay in tunnel outer side, buried depth requires to reach tunnel bottom;
Lay laminated settlement meter to refer to lay in tunnel outer side, buried depth requires to reach tunnel bottom;
Lay strainometer finger ring to survey on 0,90,180,270 degree of four point to being arranged in tunnel, each monitoring section lays four stress gauges altogether;
Lay electronic total station to refer to choose reference point according to specification, be laid near active well and ventilating shaft, survey station is laid in tunnel, and each survey station at least must can see other a survey station in tunnel, survey station all should be laid completely in tunnel, and measuring point place arranges reflecting piece, and reflecting piece is arranged on inside tunnel and 0,90,180,270 degree of position has four altogether, measuring point is along uniform completely, and every ten meters arrange a measuring point.
The method of testing of often kind of monitoring project is as follows:
1) segment joint joint open
Joint meter is connected across seam crossing, instrument first time frequency test value as original frequency, the frequency that later each sensor receives is as working as secondary frequency test value, by frequency test value and initial value relatively and go out the joint open of seam according to relevant formulae discovery, "+" represents that seam is opened, and "-" represents that seam closes.
2) tunnel outer soil pressure
The soil pressure of tunnel outer is as directly acting on tunnel structure, it is the immediate cause that tunnel structure produces disease, the change of outside soil pressure is the omen that tunnel structure produces disease, and therefore carrying out monitoring to the soil pressure of tunnel outer can make anticipation to the security performance of tunnel structure and the distortion of tunnel structure in advance.
Choose stable soil pressure cell, to lay or hole together with pressure cell being placed with outside section of jurisdiction when pipe sheet assembling laying, the frequency that after apparatus installation completes, frequency recorder records for the first time is designated as original frequency, test the frequency obtained is when secondary test value later at every turn, has been the change size of soil pressure by just can obtain measuring by corresponding reduction formula to the contrast of original frequency at every turn.
3) duct piece connector bolt internal force
Duct piece connector is the relatively weak link of tunnel structure, and therefore the internal force of track bolt also should be one of project of tunnel long term monitoring, and this programme determines the stressed of bolt by the strain measuring bolt.
Bolt stress tester adopts ultrasonic reflections technology, according to the bolt relativeness that length and stress and its velocity of sound are propagated under different stressing conditions, measures the stress and strain after bolted accurately and fast.During application, probe is placed on bolt two ends and tests his sound wave thus converse the strain of bolt, calculate the stress of bolt.Install the rear frequency at every turn recorded as measured value, by comparing and measuring value and initial value just can draw the variation tendency of bolt internal stress.
4) tunnel internal convergent deformation
The convergent deformation of tunnel internal reflects the stressed of structure to a great extent, and excessive convergent deformation can affect the using function of structure, is therefore necessary to monitor the convergent deformation of tunnel internal.
Measured the distance change of position, tunnel by hook, and then carry out according to apparatus installation position the convergent deformation that geometric analysis calculates tunnel cross section.
5) the ordinate sedimentation in tunnel
In soft soil tunnel, the sedimentation in tunnel is the main cause causing tunnel defect, and excessive settling amount or non-uniform settling all can cause the diseases such as the distortion of tunnel structure, crack and joint open.
Test macro surveys end by reference point and a series of measuring point end forms jointly, and the monitor value of the monitor value and reference point that compare measuring point just can convert and obtain the elevation difference of measuring point relative to reference point, and then obtains bulk settling and the non-uniform settling amount in tunnel.
6) upper overburden layer layering horizontal shift
Inclinometer pipe has been laid in boring, installs tiltmeter and automatic detection device, and each measured value can be the horizontal level that reference draws stratum according to the coordinate on inclinometer pipe top, and then draws the layering horizontal shift of overburden layer on tunnel.
7) soil body delaminating deposition
Sedimentation pipe has been laid in boring, closely knit with fine sand backfill, measure mouth of pipe absolute altitude with spirit-leveling instrument, primary firm ring position measured value is as initial value simultaneously, later each test value, as when secondary measurement result, then does the delaminating deposition amount contrasting and can draw stratum with initial value.
8) push pipe section hoop strain
Install strainometer before pipe sheet assembling, the frequency recorded as initial value, the assembled good frequency that obtains measured afterwards as measured value, by the strain size of relevant position, section of jurisdiction can be obtained with the contrast of initial value.
9) tunnel in-plane displancement
Reference point is chosen on request near active well or relay station, and multiple survey station is set along tunnel, the position of survey station can be recorded by reference point, then in tunnel, arranges monitoring section at a certain distance, monitoring section installs reflecting piece, and the position of measuring point is determined by corresponding survey station.
Claims (6)
1. a monitoring method for electric power tunnel structure problem, is characterized in that, the method comprises the following steps:
1) according to tunnel situation determination monitoring project;
2) monitor that importance rate is different to be divided into I, II, III tri-class by the type of monitoring section everywhere according to tunnel is omnidistance, I class section is attached most importance to monitoring section; II class section is common monitoring section; III class section is then the section increasing monitoring project for construction settlement record;
3) according to the different corresponding monitoring projects of monitoring section type selecting;
4) according to tunnel situation, corresponding monitoring element is laid to monitoring project;
5) Monitoring Data of monitoring element is transferred to digital processing platform and carries out analyzing and processing.
2. the monitoring method of a kind of electric power tunnel structure problem according to claim 1, it is characterized in that, step 1) described in monitoring project comprise segment joint joint open, tunnel outer soil pressure, duct piece connector bolt internal force, tunnel internal convergent deformation, the sedimentation of tunnel ordinate, soil layer layering horizontal shift, strata division sedimentation, tunnel structure hoop strain, tunnel in-plane displancement.
3. the monitoring method of a kind of electric power tunnel structure problem according to claim 2, it is characterized in that, step 2) described in I class section be underground space relation complexity through section with estimate through section, structure affects the strongest and responsive by extraneous load herein, needs emphasis to monitor; Described II class section is longitudinal minimum place of radius-of-curvature along the line, is out of shape more obvious herein, belongs to node location; Described III class section pointer, to construction settlement record, at sedimentation and the comparatively serious section of relative settlement, increases sedimentation and section convergent deformation two class monitoring project.
4. the monitoring method of a kind of electric power tunnel structure problem according to claim 2, it is characterized in that, step 3) described in refer to that the monitoring project of I class section comprises segment joint joint open, tunnel outer soil pressure, duct piece connector bolt internal force, tunnel internal convergent deformation, the sedimentation of tunnel ordinate, soil layer layering horizontal shift, strata division sedimentation, tunnel structure hoop strain, tunnel in-plane displancement according to the different corresponding monitoring projects of monitoring section type selecting; The monitoring project of II class section comprises segment joint joint open, duct piece connector bolt internal force, the sedimentation of tunnel ordinate, tunnel structure hoop strain, tunnel in-plane displancement; The monitoring project of III class section comprises the sedimentation of tunnel internal convergent deformation, tunnel ordinate.
5. the monitoring method of a kind of electric power tunnel structure problem according to claim 2, is characterized in that, step 4) describedly lay corresponding monitoring element according to monitoring project and comprise monitoring segment joint joint open and lay crack gauge; Monitoring tunnel outer soil pressure lays soil pressure cell; Monitoring pipe strip terminal bolt internal force lays bolt stress tester; Monitoring tunnel internal convergent deformation lays hook and convergence chi; Total powerstation is laid in the sedimentation of monitoring tunnel ordinate; Automatic tiltmeter is laid in monitoring soil layer layering horizontal shift; Laminated settlement meter is laid in the sedimentation of monitoring strata division; Strainometer is laid in the hoop strain of monitoring tunnel structure; Monitoring tunnel in-plane displancement adopts total powerstation.
6. the monitoring method of a kind of electric power tunnel structure problem according to claim 5, it is characterized in that, described laying crack gauge refers to that installing ring, to crack gauge four, is total to installation shaft to crack gauge six at six seam crossings altogether on 0,90,180,270 degree of tunnel circumference;
Lay soil pressure cell to refer to have laying three soil pressure cells altogether on each monitoring section, be located at top directly over outside tunnel, level place, the left side and level place, the right respectively;
Lay bolt stress tester to refer on the bolt of monitoring section joint, lay bolt stress tester;
Lay convergence chi to refer to lay convergence measuring point end to end along section circumference;
Lay automatic tiltmeter to refer to lay in tunnel outer side, buried depth requires to reach tunnel bottom;
Lay laminated settlement meter to refer to lay in tunnel outer side, buried depth requires to reach tunnel bottom;
Lay strainometer finger ring to survey on 0,90,180,270 degree of four point to being arranged in tunnel, each monitoring section lays four stress gauges altogether;
Lay total powerstation to refer to choose reference point according to specification, be laid near active well and ventilating shaft, survey station is laid in tunnel, and each survey station at least must can see other a survey station in tunnel, survey station all should be laid completely in tunnel, and measuring point place arranges reflecting piece, and reflecting piece is arranged on inside tunnel and 0,90,180,270 degree of position has four altogether, measuring point is along uniform completely, and every ten meters arrange a measuring point.
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| CN108344638A (en) * | 2018-01-24 | 2018-07-31 | 浙江大学城市学院 | A kind of compound mortar reinforces the indoor test method of existing subway tunnel structure effect |
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| CN110529184B (en) * | 2019-09-02 | 2021-05-11 | 石家庄铁道大学 | Monitoring system for stratum displacement and structural stress deformation in pipe curtain-structure method construction |
| CN110926439B (en) * | 2019-11-29 | 2021-08-31 | 华中科技大学 | Operation tunnel structure health monitoring system based on BIM technology |
| CN114777661B (en) * | 2022-04-08 | 2022-10-21 | 哈尔滨工业大学 | Tunnel section convergence deformation quantitative calculation method based on high-density measuring point strain |
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