CN102174893B - Testing method for laying ballastless tracks in early stage before overall completion of super long tunnel - Google Patents
Testing method for laying ballastless tracks in early stage before overall completion of super long tunnel Download PDFInfo
- Publication number
- CN102174893B CN102174893B CN 201110062272 CN201110062272A CN102174893B CN 102174893 B CN102174893 B CN 102174893B CN 201110062272 CN201110062272 CN 201110062272 CN 201110062272 A CN201110062272 A CN 201110062272A CN 102174893 B CN102174893 B CN 102174893B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- hole
- construction
- center line
- control
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Abstract
The invention relates to a testing method for laying ballastless tracks in the early stage before overall completion of a super long tunnel. In the traditional tunnel construction method, a tunnel is dug in two directions both from the left cave and the right cave; and tracks are laid after the tunnel is finished; and the traditional construction method has the disadvantages of low construction progress, long construction period, low efficiency and risks of potential safety hazards. In the invention, multiple inclined shafts are arranged along the direction of a main cave; with the inclined shafts as a boundaries, the main cave construction is carried out in two directions by sections and the ballastless tracks are laid before the cave is dug through; a horizontal control network and a vertical control network are established to carry out measurement and data acquisition, the mathematical model of curve fitting is used to carry out centerline fitting so as to confirm the deviation between a through centerline and a theoretical centerline and carry out assessment to determine theoretical position of the centerline of sections dug through latterly; tracks of the through sections are laid according to the fitted centerline, the sections under construction are measured and guided according to the fitted centerline to ensure that the centerline of the sections dug through latterly is consistent to the centerline of the sections with tracks laid. The method greatly accelerates construction progress and ensures smoothness and collinearity of the tracks laid in the early stage.
Description
Technical field
The present invention relates to lay in advance before a kind of super long tunnel integral body connects the Metrical Method of non-fragment orbit.
Background technology
In the Environment in Railway Engineering Construction, the normal method that adopts of constructing tunnel is drilling and blasting method, respectively arranges a tunnel professed machine construction corps at the tunnel inlet and outlet cave, finishes the excavation of portal, and finishes start tunneling, carries out tunnel and Double to driving.After the whole perforation in tunnel and piercing error adjustment, just begin the laying construction of the whole paragraph non-fragment orbits in tunnel, and begin the construction of other facility in the hole.For than long tunnel even super long tunnel, such constructure scheme and construction arrange, and construction speed is slow, and the construction period is long, inefficiency, and construction location is far away apart from the hole when tunnel piercing, the safety hidden danger that the construction existence is very large.Adopt the constructure scheme of " long tunnel hand-to-hand fight in tights ", the different paragraphs in positive hole arrange a plurality of inclined shafts along the tunnel, to increase excavated section.Except from two ends, tunnel entrance construction driving, construction corps also is set excavates from each inclined shaft, long tunnel is divided into some sections, realize the bidirectional construction of each sections; Before the tunnel does not also have whole the perforation, from the two ends, tunnel, in the tunnel sections that has connected, lay in advance non-fragment orbit, can not only the reduction of erection time, can also improve the safety of construction, but the ride comfort of the non-fragment orbit that each sections is laid in advance and collinearity will be difficult to guarantee that described collinearity refers to refer to each segmental construction center line on the same line, that is construction midline keeps uniqueness.This mainly comprises the reason of following two aspects:
The piercing error in A, tunnel is inevitable, and numerical values recited can't accurately be estimated, by theoretical center line construction, can not satisfy the track laying condition.
Although before constructing tunnel, set up high-precision independent construction control net, also set up the construction control traverse net in the hole, because measure error inevitably exists, there is certain piercing error in the tunnel that causes excavating in opposite directions, comprises lateral direction penetrating error and elevation piercing error.The size of piercing error has determined the precision of tunnel holing through.Connect the poor requirement of limit and the requirement of tunnel clearance if piercing error surpasses, piercing error just need to be adjusted, and constructing tunnel just can not satisfy the track laying condition like this.Therefore, the accurate perforation in tunnel is the prerequisite of laying non-fragment orbit.
The diversity of B, construction midline causes non-fragment orbit to adjust.
Constructing tunnel adopts a plurality of excavated section constructions, because the existence of measure error, each paragraph construction midline strictly says not point-blank with the Tunnel Design theoretical midline deviation is arranged all.If lay non-fragment orbit according to connecting the paragraph construction midline, the non-fragment orbit that will cause laying with later paragraph can't smooth-goingly be connected, even can't adjust at all, may cause the engineering correction, does over again even discard, and causes waste and construction delay.Therefore, before the tunnel is non-through completely, implements in advance to have connected paragraph and lay non-fragment orbit, acquire a certain degree of difficulty and risk.
Summary of the invention
The purpose of this invention is to provide in the super long tunnel section construction, guarantee before the tunnel holing through to lay in advance before whole perforation of a kind of super long tunnel of the in advance ride comfort of broken-up laying non-fragment orbit and collinearity the Metrical Method of non-fragment orbit.
The technical solution adopted in the present invention is:
Lay in advance the Metrical Method of non-fragment orbit before the whole perforation of super long tunnel, when Extra Long Tunnel Construction, positive hole arranges the inclined shaft of a plurality of sections along the tunnel, except from two ends, tunnel entrance construction driving, construction corps also is set to begin to excavate from each inclined shaft, the tunnel is divided into some sections, carry out bidirectional construction from each sections, the construction of auxiliary positive hole, before positive hole, tunnel does not also have whole the perforation, from Zheng Dong two ends, tunnel, in the tunnel sections that has connected, lay in advance non-fragment orbit, for ride comfort and the collinearity that satisfies each sections track arranges following testing step:
A, positive hole import and export and slope mouth arrange a plurality of horizontal control points and bench mark in the tunnel, a plurality of traverse stations arranged in a crossed manner in inclined shaft and positive hole, set up outside the high-precision hole, SURVEYING CONTROL NETWORK in the hole, set up the fixed observer pier, improve the construction survey precision, it is minimum to guarantee respectively to excavate the paragraph tunnel through error, thereby guarantees the condition that non-fragment orbit is laid in enforcement in advance in the tunnel;
B, determine the deviation of constructing tunnel center line and tunnel theory center line, and assess.Set up the Mathematical Modeling of line position match, under the prerequisite that satisfies track clearance and code requirement, carry out centerline fit, determine theoretical position and the control method laid a railway track center line and connect afterwards the location center line in the tunnel;
C, tunnel have connected the paragraph non-fragment orbit and have laid with the construction of the line midline after the match, and the line midline of Hot work in progress excavation paragraph after by match carries out the construction survey guiding, and the construction midline that connects paragraph after guaranteeing is consistent with the center line of the paragraph of laying a railway track;
D, CP III control point is set in the tunnel, sets up rail control network, track laying is carried out construction control.Rail control network height measurement and horizontal control survey merge, and adopt free survey station Trigonometric Leveling to measure the elevation at CP III control point.
Lay in advance the Metrical Method of non-fragment orbit before the whole perforation of described super long tunnel, it is characterized in that:
In the described steps A, tunnel import and export, slope mouth are respectively laid 3 horizontal control points, 3 bench marks.Be that the net form of positive hole import and export, slope mouth is optimized to the hole pass point, guarantee into hole direction point, advance the hole fillet rationally, reliable;
A plurality of traverse stations arranged in a crossed manner in the inclined shaft, place, some position arranges the fixed observer pier;
Every 400m intersects and lays the couple of conductor point in the positive hole, described each tunnel, every a transverse passage-way in I threaded list road, II line Tunnel wall outside respectively buries 1 fixed observer pier underground, fixation measuring instrument on it;
Positive hole inside conductor cloth is made as intersection two-conductor line form, sets up the horizontal control network of measuring in the hole.Vertical control point is chosen as far as possible and is taken into account with inner plane control point, hole, condition do not possess yet can be separately in tunnel wall or gutter place's reconnaissance and bury underground.Every 200m～500m 1 pair of bench mark is set, sets up vertical control network in the hole by the second-order levelling precision.
Lay in advance the Metrical Method of non-fragment orbit before the whole perforation of described super long tunnel, it is characterized in that:
In the described steps A, hole outerplanar control net is measured and is adopted the GPS metering system to carry out, and vertical control network is measured and adopted the method for Data Processing in Rigorous Trigonometric Leveling to carry out outside the hole;
In the inclined shaft, the inner plane control survey of positive hole adopts to have and automatically sights total powerstation and carry out according to third-class traverse mode;
The Data Processing in Rigorous Trigonometric Leveling method is adopted in height measurement in the inclined shaft, and the second-order levelling method is adopted in height measurement in the positive hole.
Lay in advance the Metrical Method of non-fragment orbit before the whole perforation of described super long tunnel, it is characterized in that:
Among the described step B, according to the existing tunnel construction midline coordinate of actual measurement, adopt the method for regression analysis that the constructing tunnel center line is carried out rational match adjustment;
At first on the basis of control net, gather the coordinate and the elevation that have excavated the section of finishing line construction center line in the hole, every 100m～200m surveys a centerline; The inspection of tunnel center line take the actual measurement the construction midline position as benchmark, utilize the theoretical midline coordinate in whole tunnel, and the curve element of entrance end carries out;
Determine the deviation of constructing tunnel center line and tunnel theory center line, and assess.Set up the Mathematical Modeling of line position match, under the prerequisite that satisfies track clearance and code requirement, carry out centerline fit, determine theoretical position and the control method laid a railway track center line and connect afterwards the location center line in the tunnel.
Elevation in the hole is assessed, relatively poor as the assessment foundation according to the discrepancy in elevation between bench mark according to the height value that tunnel inside conductor point place gathers, assess by the requirement of former measurement grade; Relatively poor than elevation in the calibration hole and former survey elevation according to the difference size, can be considered to solve in the construction error of reserving.
Lay in advance the Metrical Method of non-fragment orbit before the whole perforation of described super long tunnel, it is characterized in that:
Among the described step C, mention construction midline two essential conditions consistent with the center line of the paragraph of laying a railway track that connect paragraph after guaranteeing: the tunnel has connected the laying of paragraph non-fragment orbit and has constructed with the line midline after the match; The line midline of Hot work in progress excavation paragraph after by match carries out the construction survey guiding.
Lay in advance the Metrical Method of non-fragment orbit before the whole perforation of described super long tunnel, it is characterized in that:
Among the described step D, the basis employing Free Station corner intersection of net control in the control survey of hole inner orbit control network plane in the hole, the CP III press the interval per 50 meters to a laying, and bury underground along the tunnel wall both sides, can be embedded in the tunnel side wall position;
According to the elevation at free survey station triangulated height method measurement CP III control point, vertical angle and CP III horizontal control network horizontal direction, oblique distance are measured simultaneously observation.
The present invention has following beneficial effect:
The present invention sets up outside the high-precision hole, SURVEYING CONTROL NETWORK in the hole, sets up hole inner orbit control net and is used for track laying.Improve the construction survey precision, it is minimum to guarantee respectively to excavate the paragraph tunnel through error.Determine the deviation of constructing tunnel center line and tunnel theory center line, and assess.Set up the Mathematical Modeling of line position match, under the prerequisite that satisfies track clearance and code requirement, carry out centerline fit, determine theoretical position and the control method laid a railway track center line and connect afterwards the location center line in the tunnel.Connecting the laying of paragraph non-fragment orbit constructs with the line midline after the match, the center line of Hot work in progress excavation paragraph after by match measured guiding, the center line that connects paragraph after guaranteeing is consistent with the center line of the paragraph of laying a railway track, thereby guarantee the condition that non-fragment orbit is laid in enforcement in advance in the tunnel, effectively guaranteed ride comfort and the collinearity of laying in advance track before the whole perforation in tunnel.
Description of drawings
Fig. 1 is that inclined shaft inside conductor point point position is buried schematic diagram underground.
Fig. 2 is that inside conductor point point position, positive hole is buried schematic diagram underground.
Fig. 3 is inclined shaft and positive hole inside conductor framework connection local relation figure.
Fig. 4 is hole inside conductor limit type of attachment figure outside the hole.
Fig. 5 is construction midline and theoretical midline graph of a relation.
Among the figure, 1-traverse station, 2-fixed observer pier, 3-I threaded list road, 4-II threaded list road, the horizontal tunnel of 5-, 6-inclined shaft hole, the positive hole of 7-, control point outside the 8-hole, 9-tunnel theory center line, 10-constructing tunnel center line.
Specific embodiments
The present invention will be described in detail below in conjunction with accompanying drawing and specific embodiments.
The present invention is applied in the super long tunnel construction and adopts in the constructure scheme of segmented construction.The different paragraphs in positive hole arrange a plurality of inclined shafts along the tunnel, to increase excavated section.Except from two ends, tunnel entrance construction driving, construction corps also is set excavates from each inclined shaft, long tunnel is divided into some sections, realize the bidirectional construction of each sections; Before positive hole, tunnel does not also have whole the perforation, from the two ends, tunnel, in the tunnel sections that has connected, lay in advance non-fragment orbit, such constructure scheme can not only shorten the constructing tunnel duration, can also improve the safety of construction.
The prerequisite that the tunnel is whole lays non-fragment orbit before connecting in advance is, each sections track is connected smoothly, guarantees that each sections track can form ride comfort and the collinearity of complete track after connection.Lay in advance the Metrical Method of non-fragment orbit before the present invention has proposed for this reason that super long tunnel is whole and connects, set up, the SURVEYING CONTROL NETWORK hole in high-precision the hole outside, set up the hole inner orbit and control net for track laying.Rely on high-precision measuring apparatus, by setting up the fixed observer pier, set up suitable control net net, improve the construction survey precision, it is minimum to guarantee respectively to excavate the paragraph tunnel through error.
Determine the deviation of constructing tunnel center line and former theoretical center line, and assess.Simultaneously under the prerequisite that satisfies track clearance and code requirement, set up the Mathematical Modeling of line position match, carry out centerline fit, connect theoretical position and the control method of location center line after determining.Connect the paragraph non-fragment orbit and lay with the construction of the line midline after the match, the center line of Hot work in progress excavation paragraph after by match measured guiding, and the center line that connects paragraph after guaranteeing is consistent with the center line of the paragraph of laying a railway track.Thereby guarantee the condition that non-fragment orbit is laid in enforcement in advance in the tunnel.
The concrete steps of Metrical Method are as follows:
(1) set up outside the high-precision hole, SURVEYING CONTROL NETWORK in the hole
1, hole outerplanar, vertical control network are set up
1) tunnel import and export, slope mouth respectively have 3 horizontal control points, 3 bench marks.
2) hole outerplanar control net is measured and is adopted the GPS metering system to carry out.
3) the vertical control network measurement adopts the method for Data Processing in Rigorous Trigonometric Leveling to carry out outside the hole.
4) control the requirement of net measuring technique outside the hole
A, horizontal control network
Horizontal control network is undertaken by dynamical surveying mode by the required precision that GPS among " railway engineering satellite positioning surveys standard " TB10054-2010 nets second-class net.
The certainty of measurement control of horizontal control network is pressed the relatively middle error in the most weak limit, GPS second-class net control point less than 1/180000, and error is not more than 1.3 in the most weak edge direction ".GPS receiver nominal accuracy is not less than 5mm+1ppm, and simultaneous observation receiver number is 6, and GPS fieldwork observation index such as table 1 are listed.
Table 1 GPS fieldwork observation index
B, vertical control network
Vertical control network is undertaken by the required precision of national second-order levelling.Vertical control network measure to adopt accurate photoelectricity Trigonometric Leveling outside the hole, measures the discrepancy in elevation between adjacent bench mark according to the subtend measuring method.
Accurate photoelectricity trigonometric heighting instrument adopts to have sights total powerstation and supporting prism carries out automatically, and the angle measurement of instrument nominal accuracy should not be lower than 0.5 ", range finding should not be lower than 1mm+2ppm.Total powerstation should can be installed reflecting prism at the total powerstation handle through special processing repacking, and the alignment error of reflecting prism must not be greater than 0.1mm.Total powerstation will be measured discrepancy in elevation translocation to the bench mark the time, must carry out translocation with special accurate prism centering rod.
The instrument direction of advance is pressed in bilateral observation, carries out first rear survey station observation, carries out front survey station observation again.Each is surveyed section and carries out the round survey of single prism or the observation of height biprism, adopts high and low two prisms, and each survey station observation can be checked, and has improved precision and reliability that survey station is observed.The observation of height biprism sequentially is: rear low, front low, and front height, rear height.Article one, after limit observation finishes, carry out lower limit observation, be noted that especially that at this moment the next stop instrument is motionless, be the rear station on lower limit, former rear instrument is adjourned to the front, is the next stop on lower limit, is even number of edges on a limit of surveying bilateral observation on the section.
The opposite side observation length of side is generally at 200 ~ 500 m, and vertical angle generally is no more than 10 °.With interior 2 survey time of survey, 100 ~ 500 m surveyed for 4 survey time to the observation length of side at 100 m, and 500 ~ 800 m surveyed for 6 survey time, and 800 ~ 1000 m surveyed for 8 survey time.
Each survey time index error and vertical angle are relatively poor to be no more than 5 ", between the survey time range finding relatively poor 3 mm that are no more than, between the survey time discrepancy in elevation relatively poor ± 4S
1/2Mm(S is sight line length).Calculate respectively the discrepancy in elevation by height prism observation during biprism observation, discrepancy does not exceed ± 4S
1/2Mm, and on survey station, to check the poor of the height prism observation discrepancy in elevation.Surveying the round error of closure of height difference of surveying of section does not exceed ± 4L
1/2Mm (L is for surveying segment length).
The precise optoelectronic ranging trigonometric heighting should be measured temperature and air pressure in observation.Temperature is read to 0.5 ℃, and air pressure is read to 1.0hPa, and adds atmospheric correction in oblique distance.
After measuring the end of job, require to calculate the accident mean square error M of every kilometer measurement of the level with reference to measurement of the level
ΔM
ΔBy formula calculate:
In the formula: Δ---survey section round error of closure of height difference (mm);
L---survey segment length (km);
N---survey hop count.
Accident mean square error (M except every kilometer height measurement
Δ) outside the inspection, height measurement also must satisfy shown in the table 2 " come and go survey that the relatively poor limit of the discrepancy in elevation is poor, the closed difference of height difference limit is poor and and the relatively poor limit of original discrepancy in elevation achievement poor " requirement.
Table 2 measurement of the level poor demand limit
C, GPS observation data processing requirements
The GPS observation data need in time be processed and quality analysis, checks whether it meets standard and technical design requirement.When Baselines is defective, analyze reason, the benefit of carrying out in case of necessity baseline is surveyed and is resurveyed.
After Baselines is qualified, carry out the asynchronous loop closing error of baseline and repetitive baseline is relatively poor checks.The asynchronous baseline cyclic co-ordinate component closing error that is comprised of different period baseline vector limits should meet table 3.
Table 3 baseline quality inspection limit is poor
When check finding that observation data can not meet the demands, the reply achievement is carried out multianalysis, should mend in case of necessity to survey or resurvey.
Above-mentioned is the middle error precision index of respective level GPS net about relatively poor " s " that checks in the item of baseline asynchronous ring and repetitive baseline, represents with following formula:
In the formula, (when carrying out asynchronous loop when checking, d is the average length of side of ring to d for distance value take kilometer as unit; When carrying out that repetitive baseline is relatively poor to be checked, d is base length); A, b are the grading index of GPS net, and wherein a is the fixed error coefficient, and b is the proportional error coefficient.
After the requirements of Baselines meets code requirement, can carry out the overall adjustment of GPS control net.Should be with the three-dimensional baseline vector of individual baseline and variance thereof, covariance matrix as observation information, for starting at data, carry out three-dimensional without the constraint adjustment with the three-dimensional coordinate of the WGS-84 of a point.According to the identical coordinate system of construction and start at benchmark and carry out three-dimensional constraining adjustment or two-dimensional constrains adjustment to three-dimensional without the observation after the constraint adjustment, obtain final coordinate results.
2, hole inner plane, vertical control network are set up
1) technical design of hole inner plane control net
A, measuring method: positive hole horizontal control network adopts intersection two-conductor line mode to lay, and inclined shaft horizontal control network intersection single conductor comes and goes observation.The inclined shaft wire forms the closed in itself ring at intersection control point, positive hole and is connected with positive hole wire, and the certainty of measurement grade is third-class.For increase checks condition, can construction wire be strengthened translocation in the Free Station mode every certain paragraph and check.
B, measuring apparatus: adopt to have and automatically sight total powerstation and supporting prism carries out, the instrument angle measurement accuracy is not less than 1 ", range accuracy is not less than (1mm+2ppm * D).
C, since hole inside conductor observation condition poor, the length of side is shorter, in order to improve the wire angle measurement accuracy, the traverse station that the transverse passage-way (the about 420m of transverse passage-way spacing) of being separated by in traverse station and the positive hole in the inclined shaft is located and inclined shaft and positive hole infall traverse station should adopt the form of setting up fixed observer pier and forced centering plate to bury underground.One-sided 400 meters centering piers also satisfy the length requirement of CPII.
D, traverse technical requirements see Table 4.
Table 4 traverse technical requirements
The full survey time method observation water straight angle is adopted in E, traverse, and survey station observation poor demand limit sees Table 5.
Table 5 survey station observation limit is poor
F, measured level distance is after atmospheric correction, additive constant, multiplying constant correct and correct apart from naturalization, as calculating service range.Air pressure, temperature should be surveyed respectively note at survey station and speculum station, get two ends average and carry out atmospheric correction.
2) foundation of hole inner plane control net
A, reconnaissance, laying of markstone
Space and traffic impact in the inclined shaft hole are considered in the reconnaissance of control net in inclined shaft hole, tunnel and the positive hole, according to intersecting reconnaissance about every 200m as traverse station, bury the fixed observer pier underground in the inclined shaft hole.Inside conductor point point position, inclined shaft hole is buried schematic diagram underground and is seen Fig. 1.
Lay the couple of conductor point in the positive hole, each tunnel about 400m.Be laid in each transverse passage-way place between two tunnels (about the about 420m of transverse passage-way spacing), wherein every a transverse passage-way in I threaded list road, II line Tunnel wall outside respectively buries 1 fixed observer pier underground, positive hole inside conductor point point is buried schematic diagram underground and is seen Fig. 2.
The fixed observer pier can be buried underground according to condition in the Tunnel and be the cylindrical reinforced concrete pier, and body diameter is advisable with 200mm, highly is not more than 1000mm.
If be not easy to bury underground the fixed observer pier in the hole, can the fixed observer simple rack be set at the Tunnel wall, be used for setting up instrument or prism.Support should adopt the mutual Combination Welding of angle iron, guarantees to have strong support, and it is firm to bury underground.
Other traverse station can be buried underground and be ground plain conductor dot mark in the hole, or directly punches at cable channel interior wall top and bury the stainless steel sign underground.
B, Traverse Network figure
Intersection single conductor form came and went observation about the inside conductor point tie-in of inclined shaft hole, tunnel was pressed.Positive hole inside conductor cloth is made as intersection two-conductor line form, every about 2km, increases by one group of Free Station plotted point in the middle of the tunnel, and the closure of the excess observation component of increase net, increase wire checks condition, improves bulk strength and the precision of net.Inclined shaft and positive hole inside conductor framework connection local relation figure are as shown in Figure 3.
Finish control measurement outside the hole after, choose the best and enter hole contact limit, be used in the hole, passing and calculate coordinate and orientation.Be to improve transmitting accuracy, choose two and advance contact limit, hole simultaneously direction of transfer and coordinate in the hole.This contact method can make on the one hand with the hole outside control net the hole inside conductor that contacts consist of closure and check condition, on the other hand, data are transmitted in two limits the hole outside in the hole, with the penetrating accuracy of raising hole inside conductor.Hole inside conductor limit type of attachment figure as shown in Figure 4 outside the hole.
C, Traverse Network observation
Total powerstation is automatically sighted in the observation employing of hole inside conductor net and supporting prism carries out according to table 1 traverse technical requirements, and azimuth observation adopts the wholecircle direction method to observe.Poor table 2 regulation of pressing of survey station observation limit is carried out.
3) technical design of vertical control network in the hole
Consider that the inclined shaft design grade is large, observation condition is poor in the hole, and the Data Processing in Rigorous Trigonometric Leveling method is adopted in height measurement in the inclined shaft hole, and the second-order levelling method is adopted in height measurement in the positive hole.
Accurate photoelectricity Trigonometric Leveling is adopted in height measurement in A, the inclined shaft hole
The inclined shaft gradient is large, and survey station quantity is many, and sight line is very short, and observation condition is poor, and it is very inconvenient to carry out measurement of the level in inclined shaft, and certainty of measurement also is affected.Because just playing the elevation biography, the interior height measurement of inclined shaft can be regarded as usefulness simultaneously, in order to ensure certainty of measurement, reduce the surveying work amount, height measurement intends adopting the Data Processing in Rigorous Trigonometric Leveling method to replace the second-order levelling method in the inclined shaft, bench mark can consider and planar conductor line point together some position that height measurement and plane survey are observed simultaneously.
Measuring apparatus, observation procedure and measuring technique require with B, vertical control network partial content in aforementioned hole outerplanar, the vertical control network foundation.
The levelling method is adopted in height measurement in B, the positive hole
Electronics or optical level are adopted in measurement of the level, and the instrument grade is not less than the S1(nominal accuracy: 1.0mm/km) level.By the elevation at each control point in second-order levelling technical requirements and the precision testing hole, and conform on the bench mark of import and export and slope mouth.The second-order levelling technical requirements sees Table 6, and observation technology requires to see Table 7.
Table 6 measurement of the level technical requirements
The requirement of table 7 observation technology
The digital fetch bit of observed reading and record: when using DS05 or DS1 level optical instrument, should read to remember to 0.05mm or 0.1mm; Use digital level should read to remember to 0.01mm.
4) foundation of vertical control network in the hole
Vertical control point is chosen and can be taken into account with inner plane control point, hole.If condition do not possess can be separately in tunnel wall or gutter place's reconnaissance and bury underground.Every 200m～500m 1 pair of bench mark is set.
The observation route of measurement of the level is same as the route of traverse substantially.By the elevation of each bench mark in the second-order levelling precision translocation hole, and conform on the bench mark of import and export and inclined shaft.
(2) set up the Mathematical Modeling of line position match, carry out the tunnel line centerline fit
The factor such as observation condition and observation procedure restricts the in-cavity construction control net of laying in the tunnel in measuring apparatus precision, operating personnel's level, the hole owing to being subjected to, the error that has in-cavity construction control net may cause the construction midline of each sections of tunnel and design center line to produce certain deviation, need to detect existing construction midline, assessment and analysis so that the method for taking the match of line position is carried out necessary correction or adjustment to it.According to the existing line Coordinate of central line of actual measurement, adopt the method for regression analysis that line midline is carried out rational match adjustment.
1, centerline data collection regulation
On the basis of hole inside conductor control net, gather the coordinate and the elevation that have excavated the section of finishing line construction center line.General every 100m～200m surveys a centerline.Five traverses such as grade are adopted in the location, tunnel behind tunnel holing through, conform to respectively to the dominating pair of vertices at tunnel import and export and inclined shaft place, and wire relative closing error of extreme length limit difference is 1/20000, and azimuth closure limit difference is 8
(n counts for putting mirror).
2, the assessment of tunnel center line
The inspection of tunnel center line utilizes the theoretical midline coordinate in whole tunnel, and the curve element of entrance end take the construction midline position of actual measurement as benchmark.Straight line location checks the lateral deviation of center line, determines whether to satisfy the gauge requirement.According to the requirement of tunnel specialty, the horizontal offset distance in location, tunnel is pressed below the 0.03m, respectively control between the 0.03m to 0.10m.
Construction midline and theoretical midline graph of a relation are as shown in Figure 5.
3, elevation assessment in the hole
1) the elevation assessment, is assessed with the requirement of former measurement grade according to the relatively poor conduct assessment of the discrepancy in elevation between bench mark foundation the tunnel ordnance bench mark in the hole.
2) relatively poor than elevation in the calibration hole and former survey elevation according to the difference size, can be considered to solve in the construction error of reserving.
4, lay a railway track that center line is determined and after connect paragraph and measure guiding
Plane, height variation according to tunnel holing through paragraph center line and former theoretical center line are analyzed, are assessed, and carry out centerline fit under the prerequisite that satisfies track clearance and code requirement, determine the theoretical position of laying a railway track center line and connect afterwards the location center line in the tunnel.
Tunnel holing through paragraph non-fragment orbit is laid and is constructed with the line midline after the match (center line of laying a railway track), the line midline (lay a railway track center line) of Hot work in progress excavation paragraph after by match measured guiding, and the center line of perforation paragraph is consistent with the center line of the paragraph of laying a railway track after guaranteeing.
(3) foundation of hole inner orbit control net (being equivalent to CP III control net)
1, the technical design of hole inner orbit control network plane control survey
According to theory analysis, the accuracy Design of hole inner orbit control net considers that super long tunnel connects the actual conditions that paragraph is laid non-fragment orbit in advance, and with reference to the related specifications requirement, consider that according to the requirement identical with five precision such as traverse such as grade the mean square error of angle observation of hole inner orbit control net is defined as 3.5 ".
Hole inner orbit control net can adopt the testing of free survey station linear－angular intersection.Employing has automatic target search, automatically sights, automatic Observation, automatic recording function, and its nominal accuracy should satisfy: in the orientation measurement error be not more than ± 1 ", mean square distance error is not more than ± (1mm+2ppm) total station survey.
The control survey of hole inner orbit control network plane is controlled the basis of net and is adopted Free Station corner intersection in the hole.The CP III press the interval per 50 meters to a laying.Bury observation prism forced centering sign underground.Sign is from cable trench top 30 cm, and the Free Station point is spaced apart 100m.
CP III point is buried underground along the tunnel wall both sides, can be embedded in the tunnel side wall position, also can be embedded near the gutter.
The survey mark of control net must reach following requirement: have forced centering, adopt prism special and supporting sign connector, indicate that the mismachining tolerance of connector is not more than 0.05mm.Can settle and flatten prism thereon, the elevation on the sign can be delivered to exactly the prism center, can calibrate the functions such as round level(l)ing bubble on the prism, and can long preservation, indeformable, volume is little, simple in structure, easy for installation.Prism repeatability alignment error, interchangeability alignment error are at X, Y, three directions of Z all must not be greater than 0.3mm.
Nominal accuracy is adopted in rail control network plane observation: ± 1 ", ± (1mm+2ppm) automatically sight total powerstation 4 survey time of observation.Mean square error of angle observation is not more than 2.5 ", mean square distance error is not more than 2mm.The observation water straight angle requires: semiobservation makes zero to differ from and is not more than 6 ", 2C is relatively poor to be not more than 9 ", same direction is relatively poor between each survey time to be not more than 6 ".
2, the technical design of hole inner orbit control net height process control measurement
The rail control network height measurement can be adopted the method that merges with horizontal control survey, i.e. free survey station Trigonometric Leveling.According to the measurement that free survey station triangulated height method is measured CP III point height, adopt Trigonometric Leveling, vertical angle and CP III horizontal control network horizontal direction, oblique distance are measured simultaneously observation.According to the unidirectional triangle discrepancy in elevation of the free survey station after correcting through spheric and atmospheric aberration to each CP III point, calculate the discrepancy in elevation between CP III consecutive points.Its observation main technical requirements sees Table 8, and the precision index after the adjustment sees Table 9.
The main technical requirements of the free survey station triangulated height of table 8 rail control network fieldwork observation
Precision index behind the free survey station adjustment of trigonometric leveling nekwork of table 9 rail control network
Select suitable data when data are processed, consist of closed hoop, the error equation of drawing up discrepancy in elevation observation by the indirect adjustment method carries out compensating computation, reaches the precision of precise leveling.The free survey station trigonometric heighting adjustment of control network of CP III control net is calculated and is adopted special-purpose data processing software to carry out.
Claims (5)
1. lay in advance the Metrical Method of non-fragment orbit before the whole perforation of super long tunnel, it is characterized in that: when Extra Long Tunnel Construction, the inclined shaft (6) of a plurality of sections is set along tunnel Zheng Dong (7), except from two ends, tunnel entrance construction driving, construction corps also is set to begin to excavate from each inclined shaft (6), the tunnel is divided into some sections, carry out bidirectional construction from each sections, the construction of auxiliary positive hole (7), before tunnel Zheng Dong (7) does not also have whole the perforation, from tunnel Zheng Dong (7) two ends, in the tunnel sections that has connected, lay in advance non-fragment orbit, for ride comfort and the collinearity that satisfies each sections track arranges following testing step:
A, at tunnel Zheng Dong (7) import and export and slope mouth a plurality of horizontal control points and bench mark are set, a plurality of traverse stations arranged in a crossed manner (1) in inclined shaft (6) He Zhengdong (7), set up outside the high-precision hole, SURVEYING CONTROL NETWORK in the hole, set up fixed observer pier (2), improve the construction survey precision, it is minimum to guarantee respectively to excavate the paragraph tunnel through error, thereby guarantees the condition that non-fragment orbit is laid in enforcement in advance in the tunnel;
B, determine the deviation of constructing tunnel center line (10) and tunnel theory center line (9), and assess;
Set up the Mathematical Modeling of line position match, under the prerequisite that satisfies track clearance and code requirement, carry out centerline fit, determine theoretical position and the control method laid a railway track center line and connect afterwards the location center line in the tunnel;
C, tunnel have connected the paragraph non-fragment orbit and have laid with the construction of the line midline after the match, and Hot work in progress excavation paragraph carries out the construction survey guiding by the line midline of match, and the construction midline that connects paragraph after guaranteeing is consistent with the center line of the paragraph of laying a railway track;
D, CP III control point is set in the tunnel, sets up rail control network, track construction is controlled, rail control network vertical control survey and horizontal control survey merge, and adopt free survey station Trigonometric Leveling to measure the elevation at CP III control point.
2. lay in advance the Metrical Method of non-fragment orbit before the whole perforation of super long tunnel according to claim 1, it is characterized in that:
In the described steps A, tunnel import and export, slope mouth are respectively laid 3 horizontal control points, 3 bench marks,
Be that the net form of positive hole import and export, slope mouth is optimized to the hole pass point, guarantee into hole direction point, advance the hole fillet rationally, reliable;
A plurality of traverse stations arranged in a crossed manner (1) in the inclined shaft (6), place, some position arranges fixed observer pier (2);
Every 400m intersects and lays couple of conductor point (1) in described each tunnel Zheng Dong (7), every a transverse passage-way (5) in I threaded list road (3), Dong Bi outside, II threaded list road (4) respectively buries 1 fixed observer pier (2) underground, fixation measuring instrument on it;
Positive hole (7) inside conductor cloth is made as intersection two-conductor line form, sets up the horizontal control network of measuring in the hole;
Vertical control point is chosen as far as possible and is taken into account with inner plane control point, hole, condition do not possess yet can be separately in tunnel wall or gutter place's reconnaissance and bury underground;
Every 200m～500m 1 pair of bench mark is set, sets up vertical control network in the hole by the second-order levelling precision.
3. lay in advance the Metrical Method of non-fragment orbit before the whole perforation of super long tunnel according to claim 1 and 2, it is characterized in that:
In the described steps A, hole outerplanar control net is measured and is adopted the GPS metering system to carry out, and vertical control network is measured and adopted the method for Data Processing in Rigorous Trigonometric Leveling to carry out outside the hole;
In the inclined shaft (6), the inner plane control survey of positive hole (7) adopt have automatically sight, automatic Observation, self registering total powerstation carry out according to third-class traverse mode;
The Data Processing in Rigorous Trigonometric Leveling method is adopted in the interior height measurement of inclined shaft (6), and the second-order levelling method is adopted in the interior height measurement in positive hole (7).
4. lay in advance the Metrical Method of non-fragment orbit before the whole perforation of super long tunnel according to claim 1, it is characterized in that:
Among the described step B, according to the existing tunnel construction midline coordinate of actual measurement, adopt the method for regression analysis that the constructing tunnel center line is carried out rational match adjustment;
At first on the basis of control net, gather the coordinate and the elevation that have excavated the section of finishing line construction center line in the hole, every 100m～200m surveys a centerline; The inspection of tunnel center line take the actual measurement the construction midline position as benchmark, utilize the theoretical midline coordinate in whole tunnel, and the curve element of entrance end carries out;
Determine the deviation of constructing tunnel center line and tunnel theory center line, and assess;
Set up the Mathematical Modeling of line position match, under the prerequisite that satisfies track clearance and code requirement, carry out centerline fit, determine theoretical position and the control method laid a railway track center line and connect afterwards the location center line in the tunnel;
Elevation in the hole is assessed, relatively poor as the assessment foundation according to the discrepancy in elevation between bench mark according to the height value that tunnel inside conductor point place gathers, assess with the requirement of former measurement grade; Relatively poor than elevation in the calibration hole and former survey elevation according to the difference size, can be considered to solve in the construction error of reserving.
5. lay in advance the Metrical Method of non-fragment orbit before the whole perforation of super long tunnel according to claim 1, it is characterized in that:
Among the described step D, the basis employing Free Station corner intersection of net control in the control survey of hole inner orbit control network plane in the hole, the CP III press the interval per 50 meters to a laying, and bury underground along the tunnel wall both sides, can be embedded in the tunnel side wall position;
According to the elevation at free survey station triangulated height method measurement CP III control point, vertical angle and CP III horizontal control network horizontal direction, oblique distance are measured simultaneously observation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110062272 CN102174893B (en) | 2011-03-16 | 2011-03-16 | Testing method for laying ballastless tracks in early stage before overall completion of super long tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110062272 CN102174893B (en) | 2011-03-16 | 2011-03-16 | Testing method for laying ballastless tracks in early stage before overall completion of super long tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102174893A CN102174893A (en) | 2011-09-07 |
| CN102174893B true CN102174893B (en) | 2013-01-16 |
Family
ID=44518113
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201110062272 Active CN102174893B (en) | 2011-03-16 | 2011-03-16 | Testing method for laying ballastless tracks in early stage before overall completion of super long tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102174893B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111155383A (en) * | 2020-01-03 | 2020-05-15 | 中铁十五局集团路桥建设有限公司 | Large-span self-anchored steel box girder suspension bridge track lofting and measuring method |
Families Citing this family (28)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102787845B (en) * | 2012-07-19 | 2017-05-24 | 中铁十三局集团有限公司 | Segmented construction method of extra-long tunnels by adopting development machines to construct inclined shafts and headings first |
| CN103344297B (en) * | 2013-06-28 | 2015-12-02 | 中铁隧道集团一处有限公司 | The reservoir storage survey method of underground water seal cave depot |
| CN104280018A (en) * | 2013-07-10 | 2015-01-14 | 贵州省水利水电勘测设计研究院 | Distributing method and structure of GPS control points of water delivery line in mountain area outside tunnel hole |
| CN103541738B (en) * | 2013-09-27 | 2015-07-29 | 中铁第一勘察设计院集团有限公司 | The method for building up of extra-long tunnel independent construction control network |
| CN103742156B (en) * | 2014-01-13 | 2015-08-12 | 中国科学院武汉岩土力学研究所 | Unidirectional driving opportunity and mode defining method is changed in opposite directions before buried hard rock tunnel is through |
| CN103993890B (en) * | 2014-05-27 | 2016-03-02 | 中国铁路总公司 | A kind of railway tunnel inclined shaft formula emergency exit method for designing |
| CN104729489B (en) * | 2015-04-20 | 2017-03-01 | 中铁二局工程有限公司 | One kind how public turning point lateral intersection traverse survey method |
| CN105652281B (en) * | 2016-02-29 | 2018-04-20 | 武汉大学 | A kind of method and system for electro-optical distance measurement atmospheric correction |
| CN106840066A (en) * | 2017-01-13 | 2017-06-13 | 武汉大学 | A kind of long distance tunnel internal precision horizontal control network net type |
| CN106681374B (en) * | 2017-02-20 | 2019-11-26 | 中铁二十四局集团浙江工程有限公司 | It is a kind of automatically to sight control method |
| CN108759775A (en) * | 2018-03-14 | 2018-11-06 | 江苏恒久钢构有限公司 | A kind of method for building up of vertical control network |
| CN109459765B (en) * | 2018-12-12 | 2020-09-01 | 中铁二局集团有限公司 | High-precision tunnel independent control network establishment method based on existing GNSS control network |
| CN109855612A (en) * | 2019-04-02 | 2019-06-07 | 中铁十二局集团有限公司 | A kind of forced centering structure and its centering method for tunnel traverse survey inside tunnel |
| CN110132229B (en) * | 2019-05-10 | 2021-06-25 | 西南交通大学 | Method for measuring and processing triangular elevation of railway track control network |
| CN110260840B (en) * | 2019-06-28 | 2021-06-29 | 中铁大桥局集团有限公司 | Method and system for measuring absolute settlement of bridge pier of cross-sea long bridge |
| CN110308492B (en) * | 2019-07-03 | 2020-09-22 | 核工业航测遥感中心 | Method for extracting aerial geophysical prospecting data in center line of curved railway tunnel |
| CN110940322A (en) * | 2019-10-27 | 2020-03-31 | 中铁二院工程集团有限责任公司 | High-precision railway cross-activity fracture deformation monitoring method |
| CN110793501A (en) * | 2019-11-19 | 2020-02-14 | 上海勘察设计研究院(集团)有限公司 | Subway tunnel clearance detection method |
| CN111006639A (en) * | 2019-12-16 | 2020-04-14 | 江苏苏州地质工程勘察院 | Interval tunnel penetration measurement method |
| CN111829494A (en) * | 2020-06-23 | 2020-10-27 | 中铁第一勘察设计院集团有限公司 | Reusable tunnel lead short edge transfer forced centering observation pillar and method thereof |
| CN111794731B (en) * | 2020-07-10 | 2023-03-14 | 中国水利水电第十二工程局有限公司 | Large-inclination long inclined shaft control measurement method |
| CN112066959B (en) * | 2020-08-31 | 2022-05-24 | 广船国际有限公司 | Method for mounting and measuring steel shell at end of immersed tunnel |
| CN112212843B (en) * | 2020-10-20 | 2022-07-12 | 中铁二院工程集团有限责任公司 | Method for synchronous measurement and joint adjustment of railway CP II and CP III control networks |
| CN113532396B (en) * | 2021-06-24 | 2022-11-18 | 中铁十一局集团有限公司 | Tunnel plane control measurement method |
| CN113532403B (en) * | 2021-07-29 | 2023-01-10 | 中交第一航务工程局有限公司 | Tunnel long-side wire penetration measuring method |
| CN113550785B (en) * | 2021-08-09 | 2022-09-06 | 中铁十一局集团电务工程有限公司 | Trackless measurement construction method for subway evacuation platform |
| CN114543772B (en) * | 2022-04-25 | 2022-07-08 | 中交第一航务工程局有限公司 | In-tunnel and out-tunnel contact measurement method of immersed tunnel and double-tunnel point-throwing contact measurement method |
| CN115539129A (en) * | 2022-10-17 | 2022-12-30 | 中铁二局第二工程有限公司 | Construction and operation integrated control network in tunnel and construction method thereof |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101281030A (en) * | 2008-05-28 | 2008-10-08 | 上海隧道工程股份有限公司 | Measurement method for enhancing tunnel lateral direction penetrating accuracy |
| CN101614127A (en) * | 2009-07-30 | 2009-12-30 | 上海市隧道工程轨道交通设计研究院 | The shield structure connects and crosses river locating tab assembly method in the construction |
| CN101685010A (en) * | 2008-09-27 | 2010-03-31 | 上海市机械施工有限公司 | Measuring method of ultra long haul shield tunnel |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3322716B2 (en) * | 1993-03-05 | 2002-09-09 | 株式会社フジタ | Tunnel construction method |
| JPH08270374A (en) * | 1995-03-31 | 1996-10-15 | Hazama Gumi Ltd | Blasting type tunnel construction method |
-
2011
- 2011-03-16 CN CN 201110062272 patent/CN102174893B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101281030A (en) * | 2008-05-28 | 2008-10-08 | 上海隧道工程股份有限公司 | Measurement method for enhancing tunnel lateral direction penetrating accuracy |
| CN101685010A (en) * | 2008-09-27 | 2010-03-31 | 上海市机械施工有限公司 | Measuring method of ultra long haul shield tunnel |
| CN101614127A (en) * | 2009-07-30 | 2009-12-30 | 上海市隧道工程轨道交通设计研究院 | The shield structure connects and crosses river locating tab assembly method in the construction |
Non-Patent Citations (8)
| Title |
|---|
| JP特开平6-257376A 1994.09.13 |
| JP特开平8-270374A 1996.10.15 |
| 丁东强.地下长距离盾构掘进施工中的平面导向测量技术.《建筑施工》.2005,第27卷(第07期),32-33. |
| 冷道远.高速铁路无砟轨道CPⅢ控制网测量技术.《隧道建设》.2009,第29卷(第02期),239-242. |
| 地下长距离盾构掘进施工中的平面导向测量技术;丁东强;《建筑施工》;20051231;第27卷(第07期);32-33 * |
| 杨成宽.隧道内双块式无碴轨道轨排架法施工测量控制技术.《铁道勘察》.2009,(第01期),4-7. |
| 隧道内双块式无碴轨道轨排架法施工测量控制技术;杨成宽;《铁道勘察》;20091231(第01期);4-7 * |
| 高速铁路无砟轨道CPⅢ控制网测量技术;冷道远;《隧道建设》;20090430;第29卷(第02期);239-242 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111155383A (en) * | 2020-01-03 | 2020-05-15 | 中铁十五局集团路桥建设有限公司 | Large-span self-anchored steel box girder suspension bridge track lofting and measuring method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102174893A (en) | 2011-09-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102174893B (en) | Testing method for laying ballastless tracks in early stage before overall completion of super long tunnel | |
| CN102953304B (en) | Precision measurement control method of metro track structure construction | |
| CN104251688B (en) | Pipe-jacking project utilizes laser straight line orientation survey engineering method | |
| CN101614127B (en) | Method for surveying river-crossing leveling during shield breakthrough construction | |
| CN104848845B (en) | Underground tunnel virtual double-lead control measurement method | |
| CN111623757A (en) | CPII control network measuring method in long and large tunnel with receiving well | |
| CN105716575A (en) | Method for rapid measurement of horizontal control network in engineering tunnel | |
| CN103541738B (en) | The method for building up of extra-long tunnel independent construction control network | |
| CN102607516B (en) | Method for measuring standard elevation in nuclear power engineering | |
| CN103115605A (en) | Subway shaft orientated measurement method based on connected triangle | |
| CN101685012A (en) | Measuring and calculating method of subway tunnel section | |
| CN110044326A (en) | Mountainous area highway application Trigonometric Leveling | |
| CN205300569U (en) | Tunnel warp monitoring facilities and system | |
| CN106123776A (en) | System and measuring method are measured in a kind of push pipe intelligence jacking | |
| CN108253930A (en) | One kind has runed more river subway tunnel TERM DEFORMATION monitoring method | |
| CN103196425A (en) | Estimation method of extra-long tunnel horizontal through error | |
| CN101705814B (en) | Advancing direction measurement method of vertical and slant orepasses | |
| CN105674967A (en) | Method for measuring rail transportation shaft relation | |
| CN102518013A (en) | Method for construction of measurement and pavement of GRP (ground reference point) of ballastless track reference network | |
| CN107063207A (en) | A kind of method that Multistage Control net measures power transmission cable tunnel axis | |
| CN101672640B (en) | Method for improving measurement precision by regulating prism | |
| CN102168806B (en) | Method for collecting position information of long-distance gas transporting pipeline | |
| CN206223091U (en) | A kind of push pipe intelligence jacking measuring system | |
| CN111550604A (en) | Pipeline detection method of directional director | |
| CN107101624B (en) | Geological deformation three-dimensional observation system, installation and embedding method and measurement method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |