SY/T 0053-1997 Specification for geotechnical engineering investigation of oil and gas pipelines
Some standard content:
People's Republic of China
Tianchi Natural Gas Industry Standard
Specification for Rock Engineering Investigation of Oil and Gas Pipeline
SY/T 0053--97
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Petroleum and Natural Gas Industry Standard of the People's Republic of China P
SY/T0053-97
Specification for Geotechnical Engineering Investigation of Oil and Gas Pipeline
Standardforoil&gastranportationpipelineinvestigationofgeotechnicalengineering1997-06-27 Issued
1997-09-01 Implementation
Issued by China National Petroleum Corporation
This standard shall replace SYJ53-89 from the date of implementation. This standard is under the jurisdiction of the Petroleum Planning and Design Institute of China National Petroleum Corporation. The main editor of this standard is China Petroleum and Natural Gas Pipeline Survey and Design Institute. The participating drafting unit is the Survey and Design Institute of Sichuan Petroleum Administration Bureau. The main drafters are Zhou Liangchen, Wang Sande, Chen Zhiling, Li Hongxun, Min Jun. 1 General provisions
2 Terms and symbols
2.: Terms
2.2 Symbols
3 General provisions
4 Line survey
4.1 Line selection survey
4.2 Resilience survey
4.3 Detailed group
5 Line survey in poor geological areas
5! Sliding glass
5.2 Collapse
5.3 Rock bath
5.4 Fracture
5.5 Strong earthquake zone and earthquake liquefaction
6 Line investigation in special geological areas
6.1 Collapsible soil
6.2 Saline rock and soil
? Investigation of crossing and spanning engineering
1.1 General provisions
7.2 Site investigation
7.3 Preliminary investigation
7.4 Detailed shooting
*+++19
Standard for oil & gas transportatin pipelineinestigationof getechncalengineeringSI/T 0053-97
Editing unit: China National Petroleum and Natural Gas Pipeline Survey and Design InstituteApproving department: China National Petroleum Corporation Petroleum Industry Press
1997 Beijing
China National Petroleum Corporation Document
(97) CNPC Technical Supervision No. 330
Notice on the approval and release of two oil and gas industry standards, including "Health, Safety and Environmental Management System for Oil and Gas Industry"
To all relevant units:
Two oil and gas industry standards, including "Health, Safety and Environmental Management System for Oil and Gas Industry" (draft): Already reviewed and approved: Now approved as oil and gas industry standards and released. The numbers and names of the standards are as follows: Serial Number
1SYT6276-1997 Health, Safety and Environmental Management System for Natural Gas Industry
2SY/T005397
Specification for Geotechnical Investigation of Oil and Gas Pipelines
(Replacement of SYI53-89)
The above standards are effective from September 1, 1997 China National Petroleum Corporation
June 27, 1997
This standard is written by our institute after revising the original "Specification for Geotechnical Investigation of Oil and Gas Pipelines\SYJ53-89" in accordance with the arrangement of China National Petroleum Corporation (96) Zhongyou Jijianzi No. 52 "Notice on Issuing the 1996 Petroleum and Natural Gas National Standard and Industry Standard Formulation and Revision Project Plan". During the revision process, the opinions of relevant units were solicited, and the scientific research results of the petroleum system and domestic research in recent years were summarized and combined with the experience in engineering practice.
This revision has made significant supplements and modifications to the original specifications. The main contents are: 1. It puts forward new requirements for the goals and tasks of engineering investigation, that is, it is not limited to providing geological data, but more involves the analysis and demonstration of the treatment, transformation and utilization of the site foundation rock and soil, so as to reflect that the investigation should serve the whole process of engineering construction. 2. In the investigation work, it is necessary to adapt to local conditions and adopt comprehensive exploration methods, especially to solve the effective application of remote sensing and engineering geophysical exploration in geotechnical engineering investigation work, and to complement and verify each other through various means: learn from each other's strengths and overcome weaknesses, so as to achieve the purpose of high investigation quality, reduce investigation costs and shorten investigation cycle. 3. In the route investigation in poor geological and special geological sections, the investigation requirements of landslide karst, faults and deserts are added. Fourth, the static penetration test and soil shear wave velocity value are added to distinguish the seismic filtration of saturated sand and silt. Fifth, the geotechnical analysis and evaluation are strengthened: the treatment method of trench and scouring foundation in collapsible loess sections is added. Sixth, an appendix is added: the judgment of liquefaction of saturated sand and saturated silt in pipeline lines. In the process of implementing this specification, if it is found that there is a need for modification and supplement, please send your opinions and relevant materials to our institute (No. 22, Jinguang Road, Langfang City, Hebei Province: Postal Code 065000) for reference in the future revision. 8 Large-scale storage tanks
Appendix A, the relationship between the number of standard penetration test blows and the internal friction angle of the soil density
Record B Child-type dynamic penetration test
++++++ 54
Appendix. Evaluation of environmental water and soil for steel damage Appendix D Identification of liquefaction of saturated sand and silt in pipeline lines
Appendix E Technical requirements for deformation and settlement observation of foundation of large storage tanks 65 Explanation of standard words and terms
Appendix Explanation of provisions of the Geotechnical Engineering Investigation Specification for Oil and Gas Pipelines 721 General
1.0.1 This specification is formulated to meet the special requirements of geotechnical engineering investigation for oil and gas pipelines, to achieve advanced technology, economic rationality, safety and applicability, and to ensure quality.
1.0.2 This specification is applicable to the geotechnical engineering investigation of pipelines, crossings and large storage tanks for transporting oil, gas and other media. For the geotechnical engineering investigation of pump stations, heating stations, compressor stations, microwave relay stations and other ancillary projects of pipelines, it shall comply with the relevant provisions of the current national standard "Geotechnical Engineering Investigation Specification". 1.0.3 Geotechnical engineering investigation must be carried out according to the requirements of the investigation stage, correctly reflect the engineering geological conditions, and propose geotechnical engineering evaluation to provide a basis for design and construction. 1.0.4 Implementation of this specification: For the parts not specified: including power equipment foundation, subsidence loess, expansive soil, old soil and other geotechnical engineering investigations with special requirements, they should be carried out in accordance with the current national standards and relevant industry standards. 1.0.5 Reference standards:
GB12898-1991 National third and fourth leveling measurement specifications GB50021-94 Geotechnical engineering investigation specifications
GB50191-93 Structure seismic design specifications GBJ 11--89 Code for seismic design of buildings
GBJ25-90 Code for building in loess areas with obvious subsidenceSY(0051-92 Hydrogeology Engineering geology diagram 2 Terms and symbols
2.1 Terms
2.1.1 Geotechnical engineering Geotechnical engineering is a systematic work based on the theory of soil mechanics, rock mass mechanics and engineering geology. It uses various exploration and testing technologies to comprehensively improve, transform and utilize rock and soil bodies
2.1.2 Geomorphology
The undulating shape of the surface formed by the action of internal and external forces of the earth. 2.1.3 Geomorphic unit Landform Enit
The unit of landform divided according to the cause, shape and development process. 2.1.4 Fluvial terrace Terrace Terrain formed by alternating erosion and accumulation on both sides of the canal due to the rise and fall of the earth's crust
2.1.5 Gully Gully Grooves formed on the ground by intermittent surface water erosion 2.1.6 Active faults (cracks) Dislocation or cracking that has occurred due to strong earthquake activity since the Holocene. Active faults (cracks) may still occur within a certain period of time after the construction of the project. 21.7 causative faul
unstable structural fracture that may cause violent vibration in the near future and lead to earthquake 2.1.8 erosion depth
the maximum depth of riverbed erosion by water flow.
21.9 degrce of weathering the degree of decomposition and change of the original minerals, structure and structure of rocks under weathering. It is divided into strong weathering, moderate weathering and slight weathering. 2.1.10 seismic prospecting 12-
using pressure gauge to detect and record the fixed wave generated by artificial ground. 21.11 Geophysical exploration technology Refraction technology is a comprehensive method of detecting and identifying long-distance giant targets based on the electromagnetic radiation (emission, absorption, reflection) theory and various semi-scientific and scientific detectors. It can obtain the time, vibration isolation, waveform, etc., so as to distinguish and judge the new stratum interface, rock and soil properties and study the structure of this material. 2.1.12 Geotechnical engineering exploration grotechical Investigations, tests and monitoring, as well as engineering analysis, calculation and prediction of the data obtained, and on this basis, put forward targeted rock utilization, construction, reinforcement and other designs, construction measures or proposals, and the general term for the corresponding design benchmarks and parameters. 2.13 Basic intensity Basic intensity The basic intensity of a region refers to the maximum earthquake intensity that the area may encounter under general site and soil conditions in a certain period of time in the future. 2.1.14 Design intensity Design intensity The earthquake intensity determined as the basis for earthquake protection and fortification in a region according to the national approval authority. 2.1.15 Site The site of the pipeline refers to the location of the pipeline: a large area equivalent to 200m wide on both sides of the pipeline axis. 21.16 Site soil site Sojl
refers to the upper layer of rock under the site. When the pipeline is built on hard soil, the soil is hard soil. When it is built on other types of soil, it is based on the site range. The comprehensive assessment of the layers above 10 meters deep can be considered. The assessment is based on the principle that the upper ten layers have a greater impact, the lower ten layers have a smaller impact, and the layers with a larger depth have a larger impact, and the layers with a smaller depth have a smaller impact. The site along the pipeline can be divided into several sections to assess different soils.
2.1.17 Characteristic period The period reflected by the strong vibration of the surface under the action of seismic waves, determined according to the site type and near and far earthquakes.
2.1.18 Seismic effect seisntrceffect The dynamic response of various earthquake damages on the ground under certain earthquake effects.
2.1.19 Liquefaction of sand + liquefaction of When saturated sand is shaken, the particles tend to be close together, which increases the pore water pressure and reduces the effective stress. When the effective stress tends to zero, the shear strength of the sand disappears, causing ground subsidence, slope instability or foundation failure. 2.1.20 Liquefaction index is an indicator for determining the liquefaction level of sand or silt layers to select corresponding anti-liquefaction measures.
2.1 Symbols
b—foundation width;
DN—pipe diameter;
ci—foundation burial depth:
—soil layer thickness represented by the point
—shear rapid test point depth; standard penetration test point depth; d.-the depth of the first standard penetration point
d.-overlying non-liquefied soil Layer thickness
d.—Depth of groundwater level
E—Compression modulus:
FStability coefficient;:
—Standard value of bearing capacity:
H—Burial depth of pipeline:
Te—Chemical index:
——Generation index;
N—Normal measured hammer blows of standard penetration;
N—Standard chain impact effect benchmark value
N-——Normal hammer blows of standard penetration after correction by the supervisor: -4 -
NC,——Nau, the number of consecutive blows measured in heavy-duty (2) dynamic shaft probing test: Nau, the number of hammer blows measured in the dynamic probing test after the rod length correction. Na.5, the number of chain blows after the rod length correction and particle size correction. N15, the number of hammer blows in the ultra-heavy dynamic probing micro-test. N. Standard penetration chain blow number critical value
9e cone tip resistance reference value
A specific penetration resistance critical value;
o penetration sub-force reference value;
Aa r——critical value of male tip resistance
Per——critical value of shear velocity
W midpoint depth of weight function
Z.;
α—correction coefficient of penetration support length;
%—comprehensive influence coefficient of soil properties:
,——shadow coefficient of overlying non-liquefied soil layer;,—influence coefficient of groundwater level;
——compaction coefficient,
U clay content:
6—wall thickness of pipeline.
3-General provisions
3.0.1 The level of geotechnical engineering investigation for oil and gas pipelines shall be determined based on comprehensive analysis of site level and foundation level (the engineering silicon level is considered as level 1). 3.0.2 The site level shall be divided into three levels according to the complexity of the site and shall comply with the following provisions:
! The first-level site shall be one that meets one of the following conditions: 1) Sections that are dangerous to building earthquake resistance 2) Unfavorable geological phenomena are strongly developed 3) The geological environment has been or may be severely damaged 4) The topography and landforms are complex. 2 The second-level site shall be one that meets the following conditions 1) Sections that are unfavorable to building earthquake resistance 2) Unfavorable geological phenomena are generally developed 3) The geological environment has been or may be generally damaged 4) The topography and landforms are relatively complex. 3 The third-level site shall be one that meets the following conditions 1) Sections that are unfavorable to building earthquake resistance 2) Unfavorable geological phenomena are not developed 3) The geological environment has not been damaged 4) The topography and landforms are simple, starting from the first level to the second level. The third level shall be determined based on the most basic one. Article 2.3 The foundation grade is also determined according to this method.
2 Liu Jianji anti-installation has a mark, unfavorable and dangerous area division according to the provisions of the "National Damage Standard Construction Technical Design Code" to determine
3.0.3 Foundation grade (for excavation engineering is rock and soil medium) should be divided into three levels according to the complexity of the foundation, and should meet the following provisions 1 Those who meet one of the following conditions are first-level foundations 1) There are many types of rock and soil, the properties change greatly, the groundwater project has a great impact, and special treatment is required
2) Many years of old soil, mixed subsidence. Special rock and soil with severe expansion, salinization, and pollution: and other situations, requiring special treatment of rock and soil: 2 Those who meet one of the following conditions are second-level foundations 1) There are many types of rock and soil, the properties change greatly, and the groundwater has an adverse effect on the project,
2) Special rock and soil other than those specified in the first paragraph of this article. 3Those that meet the following conditions are the third-level foundation
1) The type of rock and soil is single, and the nature does not change much: Groundwater has no effect on the project:
2) There is no special rock and soil:
3.0.4 Geotechnical engineering investigation level for oil and gas pipelines: Determined according to Table 3.0.4. Table 3.0.4 Geotechnical engineering investigation level for oil and gas pipelines Miscellaneous items for determining the investigation level
Geotechnical engineering auxiliary investigation level
Field investigation level
Foundation level
First to second level
Second or third level
3.0.5 Crossing and crossing projects are divided into three levels according to the size of the project: large, medium and small. Crossing projects are divided according to Table 3.0.5-1 and Table 3.0.5-2. Crossing projects are classified according to the conditions listed in Table 3.0.5-3.
Project grade
Table 3.0.5-1 Crossing channel, lake project grade beam, Chaorun special lease annual water level water surface width an)
:0℃~ 200
5 103~≤ 200
Changniu ancient standard depth
Not considering water depth
Not considering water depth
Not considering water depth
! When the maximum upstream flow in the water retaining period is greater than 2m/s, the grade of small and medium-sized projects is one level higher; large projects are not of high grade, but should be strengthened after construction and stabilization of pipes
2 When the pipe diameter is D25r: the grade of small projects is increased by - level: large projects are not increased by cracks, and the pipe structure measures are taken
: projects with sustained resolution requirements can be increased after planning and discussion, Table 3.0.5-Gully Crossing Engineering Grade Gully Degree Note: If the gully side is less than the listed length, the engineering grade of large and medium-sized projects will be reduced by one level, and the engineering grade of gully slope will be reduced by one level. Table 3.0.5-3 Engineering Grade Crossing Engineering Grade Total length Single section length>50~≤ 150 When the pipe diameter is D00r.m, central type engineering, etc., the grade will be upgraded by one level; large projects will not be upgraded but the construction measures should be strengthened. For projects with special requirements, the engineering grade can be upgraded after verification. 3.0.6 The work stages of geotechnical engineering investigation are divided as follows: 1 Line (site) investigation (or feasibility study investigation): should meet the requirements of determining the line plan and station site, selecting the crossing section of large and medium-sized crossing and spanning projects: preparing feasibility study reports,
2 Preliminary investigation (abbreviated as "detailed investigation"): should meet the requirements of preliminary design or expanded preliminary design.
3 Detailed investigation (abbreviated as detailed investigation): should meet the requirements of post-construction drawing design. For important projects with complex engineering geological conditions or special construction requirements, construction investigation should be carried out. For areas with simple engineering geological conditions or construction experience, the investigation stage can be appropriately simplified.
3.0.7 The issuance of survey tasks must be accompanied by a task book (or letter of entrustment) to clarify the purpose of the survey work, the survey stage, the scope of work, and the technical requirements, and attach necessary drawings.
3.0.8 When setting up survey points and field operations, pay attention to protecting farmland and crops; for drilling holes or exploration holes that hinder traffic, affect the safety of building foundations and embankments, and may deteriorate the water quality of nearby wells, they must be filled in accordance with regulations after identification.
3.0.9 According to the geotechnical conditions and engineering requirements of various places, static penetration test, dynamic penetration test, and other quick in-situ test methods can be used to verify the drilling and drilling work. When avoiding dry-mark continuous test and heavy dynamic penetration test, and testing the physical and mechanical properties of the site, they can be approved according to Appendix A and Appendix B respectively.
3.0.10 In geotechnical engineering surveys of crossings and crossings: groundwater levels should be measured in boreholes on land. Groundwater levels are generally not measured in boreholes in other waters, but surface water levels should be measured. 3.0.11 In geotechnical engineering surveys of oil and gas pipelines: or focus on investigating and studying: List engineering geological conditions:
Distribution overview of geomorphic units along the pipeline
Distribution overview of layers and lithologies along the pipeline
Depth of groundwater levels along the pipeline and evaluation of their corrosion to metal pipelines ||tt ||4 The distribution range and development trend of adverse geological phenomena that affect the stability of the road, such as collapse, landslide, karst, gully, wrong burial, etc. In areas with seismic fortification intensity of 1 degree and above, when the line passes through the fault zone and the thickness of the Quaternary cover layer is less than [000㎡, pay attention to identifying the earthquake fault and conducting seismic effect evaluation
3.0.12 Indoor tests of various types of rock and soil shall comply with the delineation and degree of the current national standard "Geotechnical Engineering Inspection Code" and meet the following requirements 1 In areas with earthquake fortification intensity of 7 degrees or above, if there is clay and silt in the construction site, the percentage of clay particles with a particle size of less than 0.005mm should be analyzed. If conditions permit, the shear wave velocity of the soil layer should be measured to determine whether it can liquefy when it is buried.
2 The shear strength test of cohesive soil should be combined with the engineering properties, soil structural characteristics and drainage conditions of the foundation soil, and the corresponding test equipment and methods should be adopted. 1) For uniform cohesive soil, direct shear test can be used. The test method should be determined according to the load type, loading speed and drainage conditions of the foundation soil. 2) For cohesive soil with cracks, triaxial shear test is suitable;
3) When determining the stability of the foundation, the consolidated undrained shear test (pre-consolidation test) should be used.
4) When building a large storage tank on soft soil, the triaxial shear test and the cross-plate shear test should be used according to the mechanical characteristics. 5) When the design needs to consider the influence of the actual consolidation degree of the foundation soil at the beginning of construction or at the time of completion on the pre-strength, it is advisable to conduct shear strength tests based on the different shrinkage degrees of the soil.
6) Soil that was originally in an unsaturated state: If it will be flooded during construction or after completion, a shear strength test under saturated state should be conducted. 3.0.13 When the water level of the groundwater in the construction site during the flood season is less than the foundation burial depth, groundwater samples should be taken to determine the effect of water on the corrosion of the concrete structure. 3.0.14 When the water level of groundwater in the half-water period of the line section is lower than the design depth of the pipeline, it is advisable to take groundwater samples (in the section crossing the river, it is advisable to take surface water samples): determine the corrosiveness of environmental water to the remaining pipes. Generally, the following items are measured: pH, free CO, dissolved oxygen, HS: SO, CI and total mineralization, and the evaluation method of the corrosiveness of environmental water to metal pipes can be performed according to Record C. 3.0.15 The collated data should meet the following requirements: 1. The classification of rock and soil layers must be determined based on the identification of their age, composition and characteristics made in field geological work and the results of indoor tests. 2. For the same soil layer, when its physical and mechanical properties change significantly in the horizontal or vertical direction, it should be determined based on indicators that clearly reflect the change in soil quality (such as 1) The geology unit is divided into several engineering geological units with similar physical and mechanical properties according to soil quality conditions. The statistics of various physical and mechanical indicators of the same engineering geological unit shall be carried out in accordance with the relevant provisions of the current national standard "Geotechnical Engineering Investigation Code" according to soil quality conditions. The analysis and evaluation of geotechnical engineering shall be based on engineering geological mapping, exploration and testing: combined with the characteristics and requirements of the project, and may include the following contents: 1) The stability and geological suitability of the site: 2) Provide relevant parameters of the site stratum structure and groundwater for geotechnical engineering design, and the design parameters of the engineering state of the rock and soil body; 3) Predict the impact of the construction project on the existing project, and the construction of the project. Environmental changes caused by environmental changes, and the impact of environmental changes on the project 4) Provide proposals for foundation and base design 5) Predict geotechnical engineering problems that may arise during the construction process: and propose corresponding prevention and control measures and reasonable construction methods, 5 Drawing drawings and text descriptions should comply with the requirements of the current petroleum and natural gas industry standard "Hydrogeological and Engineering Geological Illustrations and Schematics" 12
4 Line survey
41 Line selection survey
4.1.1 The line selection survey stage should collect information and conduct key field surveys to understand the starting and ending points of the line and the control points that must be passed, the general questions and main engineering geological problems of the engineering geology and hydrogeology of each line plan: provide engineering geological data for the preparation of the design task book.
4.1.2 The direction of the line should be selected based on the geotechnical engineering principles: Combined with the project situation, a safe and economical line direction plan with good terrain and geological conditions should be selected. 4.1.3 The following preparatory work should be carried out during the line selection and investigation stage: "Collect regional geology, engineering geology, hydrogeology, earthquake, hydrology, meteorology and aerial remote sensing photos and other information on the area through which the line passes: 2 Indoor analysis and research and geological interpretation work
Write an outline for the investigation and line selection work.
4.1.4 The following work should be carried out during the route selection and investigation stage: 1. Understand the regional topography, geological structure, stratum lithology, hydrogeology and other conditions, use natural and artificial outcrops to conduct geological description, investigate and understand the rock and soil types and thickness along the line and their corrosion to steel pipes, and provide engineering geological conditions of the areas through which various route plans pass:
2. For the mountain-crossing sections that control the route plan, survey and investigate the geological structure, lithology, hydrogeology and adverse geological phenomena, and recommend the route crossing plan; 3. For the special geological and adverse geological sections of each route plan: roughly understand their properties, investigate and analyze their development trends and the degree of harm to the construction of pipelines; 4. For the rivers that control the route plan: understand their strata: lithology, structure, stability of riverbed and slope, etc., and put forward suggestions for comparison of crossing and crossing plans; 5. Understand the distribution of relevant large reservoirs along the line, and the planned water levels in the long term and long term. 4.1.5 The geotechnical engineering survey report at the preliminary stage should briefly describe the topography, engineering geology, geological conditions and distribution of regional adverse geological phenomena of each route scheme and its impact on the route, and propose recommended plans and suggestions for the next step of investigation. 4.2 Preliminary investigation 4.2.1 During the preliminary investigation stage, the engineering geological conditions of the proposed route should be preliminarily evaluated through data collection, field investigation and engineering geological survey, and the engineering geological data required for preliminary design should be provided. 4.2.2 During the preliminary investigation stage, the data collected in the route selection survey should be analyzed, and additional data on regional geology, engineering geology, hydrogeology, basic earthquake intensity and new active faults and seismic faults in the area where the route passes should be collected. 4.2.3 Engineering geological survey work should include the following contents 1. Geomorphic units along the line:
? The origin, lithology and degree of formation within the buried depth of the pipeline and the first layer
3 Rock formation occurrence and weathering and fragmentation degree: the width of the gradual cracking trend that has a slight impact on the line and the characteristics of the new tectonic movement
4 The scope, nature and development trend of adverse geological phenomena along the line (such as landslides, bank collapses, debris flows, karst and gully development areas): 5 The distribution of wells and springs along the line, the depth of groundwater level and the freezing depth of soil, etc.
6 The stability of the river bank slope, the stratum lithology of the riverbed and both banks and the flood inundation range.
The survey work should be carried out within the belt range along the line: limited to 100m on both sides of the line. However, for areas with complex geological structures and major adverse geological conditions, the scope of investigation that may affect the project should be expanded to identify the hazards. 4.24 Engineering geological surveys should mainly use natural and artificial outcrops for geological surveys and descriptions. For important geological phenomena, it is necessary to draw sketches or take photos; in areas with complex geological conditions and outcrop conditions, convenient exploration means can be used to understand the terrain, lithology, and structure, etc. 4.2.5 The report for the preliminary survey stage should include the following main contents: 1. Describe the topographic and geomorphic conditions; 2. Describe the comparison of each plan and the development of geological conditions and adverse geological phenomena related to the project, judge their impact, and recommend the best route plan; 3. Propose the problems to be solved in the next survey. 4.26 For areas with complex topography, geomorphology and geological conditions, the following drawings should be compiled: 1. Engineering geological zoning map (1:5000~1:1000), including the main rock strata boundary lines, tectonic lines, representative rock strata occurrence, strata formation and age, and adverse strata. 1. Geological phenomena, their types, basic earthquake intensity, important boreholes and representative geological schematic surface diagrams or comprehensive support diagrams, etc. 2. Engineering geological section diagram (1:500~1:10000)) 4.3 Detailed investigation
4.3.1 The detailed investigation stage is to carry out investigation work on the determined line plan, which is to understand the engineering geology and hydrogeological conditions along the line in detail and provide relevant engineering geological data required for construction drawings.
4.3.2 The following information should be obtained before detailed investigation: 1. Topographic map with line direction
2. Diameter and pressure of oil and gas pipelines, laying methods and possible burial depth, etc. 4.3.3 The following preparations should be made during the detailed survey phase: 1. Study the route selection and preliminary survey report and other materials; 2. Collect relevant regional geology, engineering geology, hydrogeology and other materials along the route; 3. Develop a detailed survey outline; 4.3.4 The detailed survey includes the following contents: 1. Surveying and mapping work:
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