Some standard content:
Record number: 3081-1999
Petroleum and natural gas industry standard of the People's Republic of China SY/T 51711999
Specifications for petroleum geophysical exploration
The codes for surveys in the petroleumgeophysical exploration
1999- 05 - 17 Issued
State Bureau of Petroleum and Chemical Industry
1999-12-01 Implementation
Cited standards
Requirements for geophysical point setting out measurement
Preparation work
Encrypted control measurement
Geophysical line measurement
Data processing and data collation
Technical summary report
12 Data acceptance and archiving
Appendix A (Appendix to the standard)
Appendix B (Appendix to the standard)bZxz.net
Appendix C (Prompt Appendix D (Informative Appendix)
Measurement results evaluation index and text data binding order Geophysical measurement results storage data format
Geophysical measurement results data standard storage format example Geophysical measurement results collation format example
SY/TS171-1999
This standard is based on SY/T5171-93 "Petroleum Geophysical Measurement Specifications", and after extensively soliciting opinions from the geophysical measurement community, in order to adapt to the needs of market economy and the development of new technologies and new equipment. This standard stipulates the application of new technologies, and on the basis of P1/90 and SPS formats, in combination with my country's actual situation, stipulates the geophysical measurement results data format, aiming to transmit the geophysical exploration measurement results data to the processing center in a universal standard format.
This standard replaces SYT5171-93 from the date of entry into force. Appendix A and Appendix B of this standard are both standard appendices. Appendix C and Appendix I of this standard are both informative appendices. This standard is proposed by China National Petroleum Corporation. This standard is under the jurisdiction of the Petroleum Geophysical Exploration Professional Standardization Committee. The drafting units of this standard are: Exploration Department of Petroleum Geophysical Exploration Bureau, Geological Survey Department of Sichuan Petroleum Administration Bureau. The drafters of this standard are Lei Yingchun, Sun Shaobin, and Song Jianmin. This standard was first issued in September 1993.
1 Scope
Petroleum and Natural Gas Industry Standard of the People's Republic of China Petroleum Geophysical Survey Code
SY/T5171—1999
Replaces SY/T5171--93
The codes for surveys in the petroleum geophysical exploration This standard specifies the working methods and quality requirements for petroleum geophysical exploration. This standard is applicable to onshore petroleum geophysical survey work, and shallow sea petroleum geophysical survey work can refer to this standard. 2 Referenced standards
The provisions contained in the following standards constitute the provisions of this standard through reference in this standard. When this standard is published, the versions shown are all valid. All standards are subject to revision. Parties using this standard should explore the possibility of using the latest versions of the following standards. CH2001-92 Specification for Global Positioning System (GPS) Measurement SY/T5775-1995 Technical Specification for Seismic Surveying in Mountainous Areas SY/T5927-94 Specification for Global Positioning System (GPS) Measurement for Petroleum Geophysical Exploration SY/T6291-1997 Technical Specification for Dynamic Measurement of Global Satellite Positioning System for Petroleum Geophysical Exploration 3 Definitions
This standard adopts the following definitions.
3.1 Two-dimensional seismic exploration measurement
Measurement, setting out and data processing work in conjunction with two-dimensional seismic exploration. 3.2 Three-dimensional seismic exploration measurement
Measurement, setting out and data processing work in conjunction with three-dimensional seismic exploration. 3.3 Satellite positioning point
Control point determined using satellite geodetic technology. 4 General Provisions
4.1 The task of petroleum geophysical survey is: according to the geophysical design, use satellite positioning, theodolite traverse and other survey methods to lay out the physical points of the deployed petroleum geophysical exploration line (survey network) to the field, and provide survey results and drawings that meet the requirements for geophysical field construction, data processing and interpretation.
4.2 All control points arranged according to national or industry standards can be used as the starting basis for the geophysical exploration of the work area. 4.3 National control points and other control points of corresponding accuracy can be used as the basis for solving coordinate conversion parameters. 4.4 The final results of the plane coordinates and elevations of the physical points temporarily adopt the 1954 Beijing coordinate system and the 1956 Yellow Sea elevation system. Special areas use the coordinate system required by the geophysical design. 4.5 When the scale of petroleum geophysical exploration mapping is greater than or equal to 1:10000, the plane coordinates of the physical points are calculated by three-degree zoning according to Gaussian conformal projection (TM projection, central meridian projection scale factor is 1); when it is less than 1:10000, the plane coordinates of the physical points are calculated by six-degree zoning according to Gaussian conformal projection. In special areas, the projection and zoning method required by the geophysical exploration design can be used to calculate the plane coordinates of the physical points. 4.6 Theodolite traverse survey and GPS real-time differential (RTK, RTT) survey can be used for coordinate surveying of physical points; post-differential and other measurement methods that can meet the accuracy of non-seismic exploration can be used for gravity, magnetic, electrical, geochemical and seismic exploration shot deviation measurement. Approved by the State Administration of Petroleum and Chemical Industry on May 17, 1999, and implemented on December 1, 1999
SY/T5171-—1999
4.7 Survey lines with coordinate azimuths between (45°±180°) and (135°±180°) (including 45°±180° and 135°±180°) are east-west survey lines, and survey lines with azimuths between (135°±180°) and (225°±180) are north-south survey lines. 4.8 Physical point numbering should be consistent with the geophysical design, and can be done with meter pile numbers or simplified pile numbers. The survey lines in the entire work area increase from west to east and from south to north, and negative pile numbers are not allowed (special areas shall be numbered according to the geophysical design requirements). 4.9 The point distance and line distance of geophysical survey lines shall be calculated according to the distance inversely calculated from the plane coordinates. 4.10 Use obvious and easy-to-preserve materials to mark physical points, and write the survey line number and physical point number on the mark. After each section of the survey line is surveyed and calculated and checked to be correct, the "Survey Line Qualification Notice", survey line sketch and physical point results should be provided in a timely manner. 4.11
4.12 When the geophysical exploration lines constructed in the same year intersect, the elevation of the intersecting survey lines can be checked by combining the conductor points and physical points of the survey lines surveyed earlier near the intersection point with the survey lines surveyed later, or by calculating the elevation difference of the survey line intersection points indoors. 4.13 On the exploration results map, the mean error requirements of the plane position of the geophysical exploration line relative to the nearest control point of the work area are as follows: a) 2D seismic, gravity, magnetic, and electrical exploration are not greater than 0.4mm. b) 3D seismic exploration is not greater than 0.2mm. c) Geochemical exploration is not greater than 1mm.
4.14 The mean error requirements of the elevation of the physical point relative to the nearest control point of the work area are shown in Table 1. Table 1
Mean error of physical point elevation
Scale
Mean error
Plains, hills
Field sounding
Continuous electromagnetic partial surface method
Magnetotelluric
1:25000
1:50000
4.15Twice the mean error is used as the tolerance index for each item in this standard. 5 Requirements for geophysical surveying of physical point setting out
5.1 Geophysical survey
1:100 000
1:200 000
5.1.1 The coordinates and elevations of the receiving point and the excitation point should be measured. Interpolation can be performed on beaches and flat areas if the geophysical surveying accuracy requirements are met.
5.1.2 When surveying a straight line, the survey line can be offset at a small angle to avoid obstacles. The difference between the azimuth of each turning section and the azimuth of the designed survey line shall not be greater than 8°. The turning point must be the receiving point, and the maximum vertical distance of the offset design survey line should be less than 1/4 of the survey line distance. The maximum offset distance for general survey and overview survey should be less than 1km. The full coverage endpoint of the survey line should return to the original survey line position. 5.1.3 When surveying a curved survey line, a planar position sketch of the excitation point and the receiving point should be drawn and provided. 5.1.4 A three-dimensional seismic exploration should provide a variable view position sketch. 5.1.5 When the survey line is lost, the lost track stake number is calculated within the stake number of the entire survey line. The lost track coordinates can be obtained by interpolation, but the final result must be marked.
5.1.6 The following technical indicators shall be implemented in accordance with the provisions of the technical design and contract requirements: 2
SY/T 5171—1999
One-line spacing, excitation point spacing, receiving line spacing, excitation line spacing length and allowable range of flexibility; one-permitted offset range of receiving points and excitation points in the vertical survey line direction; the difference range between the measured coordinates and the designed coordinates of a full coverage endpoint; one-permitted range of the difference between the measured coordinates and the designed coordinates of three-dimensional seismic exploration, and the allowable range of the difference between the measured value and the theoretical value of the receiving point spacing, excitation point spacing and adjacent survey line spacing. 5.1.7 When conducting seismic exploration operations in mountainous areas (including hills), the provisions of SY/T5775 shall be implemented. 5.2 Gravity and magnetism
5.2.1 According to the design requirements, the positions of each gravity (magnetic) observation point shall be determined on the spot, and the plane coordinates and elevation shall be calculated. 5.2.2 In flat areas, gravity (magnetic) survey lines should be laid out as a regular survey network as much as possible; in mountainous areas or areas with poor visibility conditions, they can be laid out in broken lines, and the point distribution should be uniform
5.2.3 Gravity (magnetic) baseline observation points should be set up as much as possible in places with stable foundations, easy to find, convenient for joint measurement and little interference, and fixed signs should be buried.
5.3 Electrical method
All kinds of electrical exploration and measurement must lay out the design survey lines to the field according to the design requirements. Points should be laid out on flat and open ground, and should be as far away as possible from electromagnetic interference sources, high-voltage power transmission lines, telephone lines, radar stations, radio stations, factories, mines, railways, drilling platforms and other places with electrical facilities. 5.3.1 Field sounding method
5.3.1.1 Measure the coordinates and elevations of physical points. 5.3.1.2 The field source (AB) should be measured, and the deviation between the measured direction and the design direction shall not exceed 3°5.3.1.3 The measurement line is required to be laid out in a straight line. When encountering obstacles, various methods are used to bypass them and return to the original design position. When the coil position deviates from the measurement point, the coil position should be re-measured. 5.3.1.4
5.3.1.5 The measurement points should be marked with obvious signs, and the measurement line, measurement point number and date should be indicated. 5.3.2CEMP (Continuous Electromagnetic Profiling Method)
5.3.2.1 Measure the coordinates and elevation of the physical point. 5.3.2.2 Measure the electrode distance between each electrode, the distance measurement error shall not exceed 1%, and the height difference between electrodes shall be less than 10% of the electrode distance5.3.2.3 In one arrangement, the direction of the Ex electrode and the Hx horizontal magnetic bar is consistent with the direction of this section of the arrangement, and the direction of the Ey electrode and the Hy horizontal magnetic bar is perpendicular to the direction of this section of the arrangement.
5.3.3MT (magnetotelluric sounding)
5.3.3.1 According to the different exploration months and exploration accuracy, the coordinates and elevation of the measuring points can be measured, or measured from a topographic map of not less than 1:50000.
5.3.3.2 Measure the electrode distance between each electrode, the distance measurement error is not more than 1%, and the height difference between electrodes should be less than 10% of the electrode distance. 5.3.3.3 The directions of Ex electrode and Hx horizontal magnetic bar are consistent, and the directions of Hy electrode and Hy horizontal magnetic bar are consistent and perpendicular to the directions of Ex electrode and Hx horizontal magnetic bar.
5.4Geochemical exploration
According to the design requirements, measure the coordinates of the geochemical exploration points. The elevation can be measured, or measured from a topographic map of not less than the mapping scale. 6 Preparation
6.1 Data Collection
6.1.1 Collect topographic maps, control point results, coordinate conversion parameters, geoid difference values (maps) and other relevant data and maps within the survey area. Control point results should indicate the level, accuracy, system, type, etc. 6.1.2 Collect administrative division maps, traffic maps, underground pipelines or other underground facilities layout maps, meteorological data, etc. of the survey area and neighboring areas. 6.2 Survey the work area
The results of the designed geophysical survey lines and control points shall be displayed on the topographic map, and the work area shall be comprehensively surveyed. The tasks are:3-
SY/T5171---1999
Survey the positions of the control points in the work area and check the stability and reliability of their markings; understand the topography, landforms and administrative jurisdiction, industrial and agricultural layout, cultural and transportation conditions in the survey area; understand the influence of interference sources on satellite geodetic survey and the feasibility of conducting satellite geodetic survey operations; in conjunction with geophysical and geological personnel, determine the specific positions of the endpoints and turning points of the survey line according to the topography and geology of the designed survey line position. 6.3 Write a surveying technical design document
The contents of the surveying technical design document include:
a) Overview:
Overview of the survey area, surveying tasks and survey line layout; instrument models and conditions used.
b) Technical basis:
Based technical specifications;
-Geophysical prospecting technical design;
Scale of seismic exploration mapping in the survey area;
-Coordinate system and projection method of the final survey results. c) Operation methods and technical requirements:
-Plan for encrypting control points;
Construction methods;
Allowable deviation range of vertical survey lines of physical points; Track distance, excitation point distance, receiving line distance, excitation line distance and allowable range of flexibility: allowable range of difference between the measured coordinates and the designed coordinates of the endpoints of two-dimensional survey lines; Requirements for the position of turning points:
Allowable range of difference between the measured coordinates and the designed coordinates of three-dimensional receiving points and excitation points, allowable range of distance error between adjacent receiving points, excitation points and receiving lines, and excitation lines; Processing of empty tracks;
Surveying operations and data processing methods when encrypting excitation points or changing views; -Other technical requirements for geophysical surveying. d) Personnel and equipment:
The number of personnel and work groups planned to be deployed; the number of equipment.
e) Quality control measures:
-Main factors affecting the quality of survey construction and survey results and control measures; requirements for survey marks and protection measures.
f) Designed survey line position:
Starting and closing point numbers of two-dimensional seismic survey lines, design coordinates, azimuth, survey line length, etc.;-Origin of the starting coordinates of the three-dimensional seismic network, survey line design azimuth, construction boundary, one-time coverage boundary, full coverage boundary and line bundle relationship, starting and ending pile numbers of receiving lines and excitation lines, etc.;-Starting and closing point numbers of non-seismic survey lines, design coordinates, azimuth and survey line length, etc. g) Other requirements:
-Construction safety and environmental protection measures;
-Data processing and submission of results.
6.4 Instrument inspection
Measurement instruments used for production shall be subject to periodic inspection in accordance with the relevant provisions of the metrology law and obtain a certificate of conformity. 4-
7 Encrypted control measurement
SY/T5171--1999
7.1 If the existing control points in the work area cannot meet the needs, satellite positioning or conventional measurement (triangulation, traverse, leveling) and other methods can be used to deploy encrypted control points according to the work area conditions. 7.1.1 Deployment of encrypted control points by satellite positioning: a) Static, fast static, real-time dynamic and other methods can be used for deployment; b) Encrypted control points should be as consistent as possible with advanced control points with WGS-84 coordinates and local coordinates in or around the work area, and the points should be selected as far as possible on the commanding heights of the work area with good visibility to the sky and open terrain; c) When single-point positioning is used to solve the starting point of WGS-84 coordinates, there should be a reception time of more than 6 hours; d) In the work area, if control points are to be developed, they should be developed as far as possible on the grid points for solving coordinate conversion parameters. 7.1.2 Conventional surveying methods to lay out encrypted control points: 7.1.2.1 Analytical intersection method: It can be arranged in the form of front, side, rear, double point and side intersection. 7.1.2.2 Control line: It is laid out in the form of attached line, and the horizontal angle and zenith distance are measured by two rounds of measurement using J2-level instruments. Other requirements are shown in Table 2 and Table 3.
7.2 Use the global positioning system to lay out encrypted control points in accordance with the provisions of CH2001, SY/T5927, and SY/T6291. 7.3 Other methods that can meet the national control point requirements (such as GLONASS system and GPS, GLONASS dual-star system) can also be used to lay out encrypted control points.
8 Geophysical line survey
8.1 Determination of coordinates and elevation of physical points
a) From the traverse point and RTK point, use theodolite traverse coordinate setting, polar coordinate setting or straight line setting to measure; b) Use the dynamic measurement of the satellite positioning system to measure; c) Use other methods that can meet the requirements of geophysical exploration accuracy to measure. 8.2 Traverse
8.2.1 Traverse layout form
a) Attached traverse;
b) Closed traverse;
c) Branch traverse.
8.2.2 Traverse side length
The maximum side length of the traverse shall not exceed 2km, and the maximum side length of the continuous measurement shall not exceed 4km8.2.3 Traverse tolerance
The tolerances of the traverse are shown in Table 2, Table 4 and Table 5. When the length of the traverse is less than 10km, the traverse tolerance is calculated as 10km. In the table, n is the number of measuring stations; S is the length of the wire, in km. The length of the wire is halved during three-dimensional construction. Table 2 Main technical indicators of the wire
Drawing scale
1:10000
1:25000
1:50000
1:100000
Control wire
Total length of wire
Relative accuracy of total length
1/2500
1/2000
1/5000
Azimuth closure error
Elevation closure error
Instrument level
Mapping scale
1:50000
1:100000| |tt||1:200000
SY/T5171-1999
Table 3 Limit errors of horizontal angle and zenith distance observation values
Two times the collimation error
(2C error）
Traverse length
Drawing scale
1:10000
1:25000
1:50000
1:100000
8.2.4 Development of the conductor
The attached conductor can be developed once.
8.2.5 Technical requirements for conductor observation
8.2.5.1 Determination of side length:
Main technical indicators of gravity conductor
Relative accuracy of full length
1/2000
Table 5 Branch conductor
a) The side length of the conductor is measured by an infrared rangefinder: Azimuth closure error
Index difference Mutual error
Elevation closure error
Branch conductor length
b) Measure twice with a single gauge, to the nearest cm. The mutual error of the two times shall not exceed 5 cm. Take the arithmetic mean. 8.2.5.2 Angle measurement:
a) Horizontal angle and zenith distance are measured by theodolite or total station of not less than grade; b) Horizontal angle and zenith distance (middle wire method) are measured by one round of measurement; c) The limit errors of horizontal angle and zenith distance observation values in the same survey station are shown in Table 3: d) The elevation of the conductor is measured by straight compass and reverse compass. The limit error of the difference between straight compass and reverse compass elevation is calculated as 0.4S. When the side length of the conductor is less than 0.5km, the limit error of the difference between straight compass and reverse compass elevation is calculated as 0.5km. S is taken as km and the calculated result is m8.2.5.3 Instrument height and gauge elevation are taken to cm
8.2.6 Field correction
The following corrections should be carried out in the field as much as possible: a) Correction of distance projection onto the geoid; b) Correction of distance converted to the Gaussian plane; c) Correction of the earth curvature and atmospheric refraction difference during trigonometric height measurement. 8.2.7 Technical requirements for conductors in special areas
SY/T5171-1999
a) When conducting seismic exploration in mountainous areas (including hills), the technical indicators of the conductor shall comply with the provisions of SY/T5775; b) In special areas, with the approval of the technical competent department, the technical indicators of the conductor can be designed separately under the conditions specified in 4.13 and 4.14, but the accuracy of the conductor must be estimated first, and construction can only be carried out after confirming that it can meet the accuracy requirements. 8.3 Astronomical azimuth measurement
8.3.1 The starting and closing azimuths of the conductor can be measured by astronomical azimuth measurement, and the following methods can be used to determine the astronomical azimuth: a) Solar altitude method;
b) North Star arbitrary hour angle method;
c) Sun arbitrary hour angle method.
8.3.2 The azimuth observation shall be conducted for no less than three rounds. The observation time for each round shall not exceed 10 minutes. The time between rounds is unlimited. 8.3.3 On the day of observation, the time must be checked against Beijing time and the table error shall be determined. 8.3.4 When measuring the solar azimuth, the solar altitude shall not be less than 8°. When using the solar altitude method, observations shall generally not be made between 10:00 and 14:00 local time.
8.3.5 The longitude L, latitude B and elevation h (measured to 10m) of the station used to calculate the azimuth can be measured from a topographic map with a scale greater than or equal to 1:100000, and the temperature shall be measured to degrees. 8.3.6 The coordinate azimuth values calculated for each round shall not differ from each other by more than 1, and the arithmetic mean shall be taken as the final result. 8.4 Survey of physical points
8.4.1 When the coordinates and elevations (distance, horizontal angle, zenith distance) of physical points are measured by the theodolite traverse method, a single station half-circuit measurement is performed once.
8.4.2 When the global positioning system is used to dynamically measure and lay out the survey line, its main technical indicators are as follows: 8.4.2.1 Reference station.
a) The reference station established on the control point can be developed outward using the real-time differential (RTK) measurement method. The developed reference station needs to be verified.
1) Verification method:
Re-measure the developed reference station or the physical point measured by it. - Rapid static post-processing comparison.
2) Verification tolerance:
AX≤0.2m; 4Y≤0.2m; Ah≤0.4mb) When laying out the physical detection line, the reference station should be verified every 50km. The verification point can be a control point or a physical point observed by different reference stations. The verification tolerance shall be implemented in accordance with the requirements of 8.4.2.3b). 8.4.2.2 Mobile station: The distance between the real-time differential mobile station and the reference station is generally not more than 15km. The distance can be appropriately relaxed for beaches and shallow seas. The distance between the post-differential mobile station and the reference station is generally not more than 50kmmo8.4.2.3 Re-measurement.
a) When the real-time differential measurement has one of the following situations, more than two physical points or a single control point should be re-measured twice for verification before construction can be carried out.
1) Before daily construction;
2) Move to a new reference station;
3) After the data or parameters in the receiver or controller are updated. b) The maximum limit of the coordinate difference between the re-measured and verified physical points and the original measured points is as follows: 1) Real-time phase differential measurement (RTK): AX≤0.6m;△Y≤0.6m;Ah≤1.0m
2) Real-time pseudo-range differential measurement (RTD):
3) Post-differential measurement:
SY/T5171—1999
AX≤1.0m;△Y≤1.0mAh≤1.5m
AX≤1.5m;△Y≤1.5m;Ah≤1.5mc) For the re-measurement of the entire work area, the real-time differential measurement shall not be less than 1% of the total, and the post-differential measurement shall not be less than 3% of the total. 8.4.2.4 Other methods: When the GPS dynamic measurement operation and theodolite traverse measurement method are used to lay out the physical detection line, the physical points laid out by real-time differential (RTK) measurement can be used as the starting and ending points of the theodolite traverse after verification according to the provisions of 2) in 8.4.2.1a). Theodolite traverse points cannot be used as reference stations for real-time differential and post-differential. 8.4.2.5 Other requirements for the layout of physical detection lines using the GPS dynamic measurement shall be implemented in accordance with the provisions of SY/T6291. 9 Recording
Depending on the measuring instrument used, manual recording or automatic recording by the instrument can be used. 9.1 Manual recording
9.1.1 The design of the original field record book should be simple and clear, with sequential numbering. 9.1.2 Field records must be true, accurate, and clear, with complete notes. The measurement data and related text must be recorded in pencil on the spot in a dedicated record book. If there is an error in the original data, it must be corrected on the spot. 9.1.3 Two related numbers shall not be crossed out in a row in a station. It is not allowed to be copied, altered or erased. If there is an error in the data that cannot be altered, the data shall be neatly crossed out and recorded again on a new line. The alteration regulations are shown in Table 6. Table 6 Alteration regulations for original field records
Record items
9.1.4 In the original field records, all calculations that need to be controlled by the station must be completed before the station is moved. Unalterable parts
(）and(\)
m and below
Instrument height, standard elevation
9.1.5 The beginning and end of each survey line, before and after the working interval, and when there are changes during construction, the records on the top of the record page shall be filled in column by column. 9.1.6 The situation of the survey line crossing obstacles, missing tracks, turning point numbers, etc. shall be clearly noted in the remarks column. 9.2 Automatic recording
9.2.1 When using magnetic cards, electronic handbooks, instrument memory, etc. for automatic recording, characters related to the survey line number should be used as the file name as much as possible. 9.2.2 After each magnetic card is recorded, it should be write-protected. The original data recorded automatically should have data protection measures. 9.2.3
10 Data processing and data collation
10.1 Data processing
10.1.1 The original field records should be fully checked, and the original records entered into the microcomputer should be fully proofread. 10.1.2 The original data recorded in the magnetic card or electronic notebook shall be edited according to the following principles: a) The station relationship can be edited if it is wrong, but other original data shall not be edited under any circumstances; b) If a station has multiple data with the same name, the unused data shall be annotated; c) For repeated parts of multiple traverses, the repeated parts can be copied and combined with the non-repeated parts to form a complete traverse, and the note shall be made in the note column; d) The editing of repeated data (such as re-measurement, supplementary measurement, measurement error, etc.) must have notes. 18
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