SY/T 5025-1999 Specification for derricks and foundations for drilling and well repair
Some standard content:
ICS75.180.10
Registration number: 3070—1999
Petroleum and natural gas industry standard of the People's Republic of ChinaSY/T50251999
Specification for drilling and well servicing structuresPublished on 1999-05-17
National Bureau of Petroleum and Chemical Industry
Implemented on 1999-12-01
SY/T 5025—199g
API Foreword
1 Scope
2 Examination Documents
Marking and Information
Standard Ratings
Design Loads
Design Specifications
Interface Requirements:
Quality Control
11 Documents
Appendix A (Standard Appendix) Additional Requirements
Appendix B (Standard Appendix) Standard Tower Mast Appendix (Suggestive Appendix) Standard Translation Index from
SY/T 5025---1999
This standard is equivalent to API Spec 4F <Specifications for Masts and Substructures for Drilling and Well Repairing> (2nd Edition, June 1, 1995). When this standard is equivalent to API Spec: 4F, the sin page, "Special Notes" and Appendix C "API License Marking Instructions" of API Spec 4F are deleted.
The equivalent adoption of API Spec 4F can make the design and manufacturing standards of my country's oil drilling and well repairing derricks, bases and overhead cranes in line with international standards and foreign advanced standards, so as to meet the requirements of international trade, technical and economic exchanges, as well as the implementation and adoption of international standards and foreign advanced standards.
When this standard is equivalent to API Spec 4F and converted into this industry standard, the entire text of API Spec 4F is adopted, and its comprehensive writing format and method are retained. The Chinese standards equivalent to the relevant referenced standards in API Spec 4F are explained in the form of annotations. Compared with SY5025-91 "Derricks and Bases for Oil Drilling Rigs", this standard adds chapters such as factory materials, welding requirements and quality control, and deletes the method of indicating the model of derricks and bases and the content of technical parameters of oil drilling rig derricks and bases. Appendix A and Appendix B of this standard are both standard appendices, and Appendix C of this standard is a prompt appendix.
This standard replaces SY5025-91 from the date of entry into force. This standard is issued by the National Oil Drilling and Production Equipment and! The standard is proposed and managed by the standardization technical committee. Drafting unit of this standard: Baoji Oil Machinery Factory c Main drafters of this standard Huang Yuehua Zhang Bowen Hou Guangping Quan Dexiang Ma Zhonghai SY/T 5025-1999
This specification is managed by the API (American Petroleum Institute) Drilling and Well Repair Equipment Standardization Committee. The parts of this specification that have changed from the previous API version are marked with black machine symbols. 1) The effective date of this specification shall be based on the date printed on the cover, and it can be adopted voluntarily from the date of publication. 1) The black bar symbol I of the original specification was deleted during editing. 1 Scope Standard of the People's Republic of China for Petroleum and Natural Gas Industry Specification for Drilling and Well Servicing Masts and Substructures SY/T 5025—1999 Replaces SY5025—91 This standard applies to the design, manufacture and use of tower derricks, portable derricks, overhead cranes and substructures for drilling and well servicing. It includes various provisions on equipment marking, standard ratings, design loads, design specifications, materials, welding requirements, quality control and documentation. Definitions of common terms are included in Chapter 3. 1.1 Purpose 1.1.1 The purpose of this standard is to provide a unified design and assessment method for steel structures used in drilling and well servicing operations for the petroleum industry. This standard applies to all new designs of tower derricks, special derricks, portable derricks and substructures. 1.1.2 Products manufactured to AI'1 Spec 4A, 4D or 4E need not comply with all the requirements of this standard. This standard is intended to meet the requirements of current and future operating conditions (such as deeper drilling, offshore drilling on floating units, and the response to earthquakes, storms and other severe conditions).
1.1.3 This standard is intended to provide manufacturers and users with a common understanding of the ratings and capabilities of various steel structures used in drilling and repair operations.
1.2 Product Specification Levels (PSL)
This standard proposes requirements for two product specification levels. The technical and quality requirements of these two product specification levels are different. PSL1 is the current common practice in manufacturing. All requirements of this standard apply to PSL1 unless otherwise specified as PSL2. PSL2 includes all the requirements of PSL1 plus further quality control requirements. 1.3 Supplementary Requirements (SR)
Supplementary requirements are only applicable when specified by the parties in the contract. Appendix A (Standard Appendix) gives the additional requirements of this standard.
2 Referenced Documents
2.1 Standards
2.1.1 General
This standard refers in whole or in part to other AP standards and industry standards: All standards are subject to revision, and the parties using technical standards should explore the possibility of using the latest version of the referenced standards. 2.1.2 Requirements
The requirements of the standards referenced in this standard should ensure the safety and interchangeability of the products. 2.1.3 Alternative Standards
Other nationally or internationally recognized standards may be used, but it should be shown that they can meet or exceed the requirements of the referenced standards. 2.1.4 Referenced standards
1) 2.1.1 According to the [S0/F(:] Guidelines, part = adds "\ The parties who will use this standard should discuss the possibility of using the latest version of the standard used to modify the terms.
Approved by the State Administration of Petroleum and Chemical Industry on May 17, 1999, implemented on December 1, 1999
SY/T 5025--1999
The provisions contained in the following standards constitute the provisions of this standard through reference in this standard. !) GB/T9445 Technical Qualification Certification for Nondestructive Testing Personnel AISC Code for Steel Structures of Buildings
APIRP 2A-WSD Recommended Practice for Planning, Design and Construction of Fixed Offshore Platforms - Working Stress Design
APISpec8A Specification for Drilling and Production Lifting Equipment API Spcc 8C Specification for drilling and oil production lifting equipment (PSI.1 and PSr.2)AP1Spcc9A Specification for wire ropes
APIRP9B Recommended practice for the application, maintenance and use of wire ropes for drilling and oil productionASVTTC-1A Recommended practice for the qualification of non-photographic test personnelASIMA37U Standard methods and definitions for mechanical testing of steel productsASIMA578 Specification for direct ultrasonic testing of steel plates and composite steel plates for special purposesAWSII.I Specification for welding of steel structures
2.2 Other reference documents
AHS Specification for construction and classification of offshore drilling rigs (1991 edition)3 Definitions
This standard uses the following definitions2.
3.1 Angle of roll or pitch Angle of roll or pitch The angle of movement from the vertical to one side.
3.2 Critical chain components nmpanentsComponents that are necessary to maintain structural stability and bear the main loads. 3.Critical well
Welds connecting critical components.
3.4Crown block assemblyThe fixed pulley assembly installed on the top of the derrick3.5Date of manufactureThe date can be selected by the manufacturer between the time of initial manufacture and delivery. 3.6Derrick
A semi-permanent structure cut into a square or rectangle, whose components form a lattice structure or truss structure on all four sides. Because the derrick does not contain a lifting device, it must be assembled into a complete structure at the working location. It can be used with or without guy ropes. 3.7Design loaddesignload
The force or combination of forces that the structure is designed to withstand, which produces stress in all components that does not exceed the allowable stress. 3.8Dynamic loadingdynamic loading
The load added to the structure due to movement, which is different from the static load. 3.9Erection load kad
The load generated in the portable well and its supporting structure when the derrick is raised or lowered 3.10 Guide tracks and dollies are devices used to keep the traveling system in the correct position relative to the derrick under various changes, and the telescopic guide dollies can move the traveling equipment horizontally between the drilling position and the return position. 1) The note of 2.1.4 in API Spec 4F is rewritten as the equivalent term "The provisions contained in the following standards constitute the provisions of this standard through reference in this standard" according to the third part of the ISO/EC guidelines. 2) Except for 3.18, 3.19 and 3.25, the definitions of other terms follow the original meaning of APSpX:4F. 2
3.11 Guyline
SY/T 5025—1999
Provide lateral support to the derrick under the design load conditions. One end of the rope is connected to the derrick and the other end is connected to the anchor. 3.12 Guying pattern
The pattern of anchor points recommended by the manufacturer for the use and distance of the support door. 3.13 Height of tower derrick and mast with guy lines The minimum vertical distance from the top of the rig floor to the bottom of the trolley beam. 3.14 Height of mast with guy lines The minimum vertical distance from the ground to the bottom of the trolley beam. 3.15 Impact load impactlaading
The load caused by the sudden change of the motion state of the drilling rig components. 3.16 Mast
The truss structure consists of one or more sections, which is installed in a horizontal position close to the ground and then lifted to the working position. Two or more sections of the mast can be erected by telescopic or folding. 3.17 mast set up distance The distance from the center of the wellhead to a specified point on the mast structure specified by the manufacturer to assist in the installation of the drilling rig. 3.18 maxirmimTatedstatichook The combination of the deadweight of the traveling equipment and the rated static load applied to the traveling block in the kcad. This load is the maximum load that can be added to the mast structure when the number of traveling system ropes is specified and there are no drill pipe stands, sucker rods, and wind loads. The position of the dead anchor and winch is set. 3.19 maxirnuri raled wind velocity The maximum wind velocity that the mast assembly can withstand when subjected to wind force. 3.20 nominal wire rope assembly strength The nominal strength of the wire rope multiplied by the efficiency of the end fixing method recommended by API RP 9B. 3.21 period of roll, pitch or heave The time for one complete cycle.
3.22 Drill pipe inclination anglerinelean
The angle between the drill pipe stand and the plumb line at a typical position. 3.23 Product specification levelproxdrrt sperificatinn levelThe material and load control level of the main load-bearing parts of the entire equipment. 3.24 Acking platform
A platform set above the drilling platform and erected at a certain height, used to support the upper end of the stand horizontally. 3.25 Maximum rotary table loadrated static rotary loadThe maximum load that the base rotary table supports under the maximum static load of the rotary table. 3.26 Rated setback loadrated setback loadThe maximum weight of the pipe that can be supported in the base setback box. 3.27 Rod board
A platform set above the drilling platform and erected at a certain height, used to support the upper end of the sucker rod. 3.28 Static ack koad
See "maximum hook load".
1) API Spcc 4F is originally called the maximum rated static hook load. In order to be consistent with the terminology of other relevant domestic standards, this standard calls it the maximum hook load. 2) API Spoc 4F is originally called the maximum rated wind speed. This standard calls it the maximum wind speed. 3) Al1 Spec 4F is originally called the rated static load of the turntable or the maximum rated static load of the turntable. In order to be consistent with the terminology of other relevant domestic standards, this standard calls it the maximum turntable load.
3.29 Base suhstr:rtute
SY/T 5025—1999
The structure used to bear the maximum pseudo load, turntable load and root load is 4 Marking and information
4.1 Nameplate
The drilling and repair steel structure manufactured in accordance with this standard shall have a nameplate for identification. The nameplate shall contain at least the following information. The marking on the nameplate shall be in words or letters. The nameplate should be firmly fixed in a conspicuous position on the structure. 4. Derrick nameplate
a) Manufacturer's name;
b) Manufacturing address;
c) Manufacturing date (including year and month);
d) Factory number:
e) Derrick height (m);
1) Maximum hook load (KkN): The number of ropes and guy ropes of the traveling system (if any) should be indicated; g) Maximum wind speed (m/s): The stand and guy rope of the rated discharge capacity (if any) should be indicated; h) API specifications and Its edition; i) The manufacturer's guy wire drawing (for applicable structures): ) The nameplate should have the following warning words: Note: Adding speed, impact, discharge root or wind load will reduce the maximum hook load; k) The manufacturer's load distribution diagram (can be in the derrick calculation book): 1) Draw the relationship between maximum hook load and wind speed in accordance with the provisions of 5.1.6 and 5.3.5; m) Installation drawing of the light derrick with rope:
n) PSI2 (if used);
0) Additional requirement SR (if used).
4.3 Base nameplate
a) Manufacturer's name;
b) Manufacturer's address;
c) Manufacturing date (including year and month);
d) Factory serial number;
e) Maximum turntable load;
f) Rated stand load;
i) Maximum combination of maximum turntable load and rated stand load;
h) API specification and edition followed for structural design and manufacturing:
i) PSL2 (if used) ;
i) Additional requirements SR (if applicable)
4.4 Overhead crane nameplate
a) Manufacturer's name:
b) Manufacturer's address:
c) Manufacturing date (including year and month);
d) Factory serial number;bzxZ.net
e) Maximum hook load;
) API specification and its edition followed by the structural design and manufacture;
h) Additional requirements SR (if applicable).
5 Standard ratings
SY/T 5025--1999
Each structure shall be calculated according to the following applicable load conditions. All structures shall be designed to meet or exceed the conditions specified in this standard. The following ratings do not include any impact margin. Acceleration, impact, root or wind load will reduce the maximum hook load. 5.1 Tower derrick
5.1.1 Maximum hook load at the specified number of ropes in the traveling system. 5.1.2 Maximum wind speed without stand (m/s). 5.1.3 Maximum wind speed with rated stand (m/s). 5.1.4 Maximum number of stand and drill pipe specifications with rated stand. 5.1.5 Maximum load of overhead crane.
5.1.6 Large hook load when wind speed changes from variable to maximum, stand is fully discharged, and the traveling system is the maximum number of ropes. 5.2 Portable derrick with guy rope
5.2.1 Maximum hook load at the specified number of ropes in the traveling system and the guy rope method specified by the manufacturer5.2.2 Maximum wind speed without stand (m/5). 5.2.3 Maximum wind speed with rated stand (m/s)5.2.4 Maximum number of stand and drill pipe specifications with rated stand. 5.3 Portable derrick without guy ropes
5.3.1 Maximum hook load at the specified number of ropes in the traveling system. 5.3.2 Maximum wind speed without stand (m/s) 5.3.3 Maximum wind speed with rated stand (m/s). 5.3.4 Maximum number of stands and drill pipe specifications with rated stand. 5.3.5 For the large hook load when the wind speed changes from zero to maximum, all stands are discharged, and the traveling system is at the maximum number of ropes, 5.4 Portable derrick and tower derrick under dynamic load conditions 5.4.1 Maximum hook load at the specified number of ropes in the traveling system. 5.4.2 Combined effects of hook load, wind load, hull motion and stand loads in the following conditions: a) Operation with partial stand;
b) Casing;
c) Waiting for weather;
d) Preservation equipment;
e) Towing.
5.5 Foundation
5.5.1 Maximum hook load (if applicable).
5.5.2 Maximum stand load,
5.5.3 Maximum turntable load on turntable beam. 5.5.4 Maximum combination of stand load and turntable beam load. 5.6 Foundation under dynamic load conditions
5.6.1 Maximum hook load.
5.6.2 Maximum stand load,
5.6.3 Maximum turntable load on turntable beam. 5.6.4 Maximum combination of stand load and turntable beam load. 5.6.5 Same as 5.4.2.
5.7 Overhead Crane Assembly
SY/T 5025—1999
Maximum hook load under the specified number of ropes in the traveling system. 6 Design Load
Each structure shall be designed according to the applicable load conditions listed, and the design of the structure shall meet or exceed the conditions specified in this standard. 6.1 Tower Mast
6.1.1 The operating load (without wind load) consists of the combined action of the following loads; a) The maximum hook load combined with the fast rope and dead rope loads under the given rope pulling conditions; b) The dead weight of the derrick assembly.
6.1.2 The wind load when there is no stand discharge is composed of the following loads: a) The derrick wind load caused by the maximum wind speed when there is no stand discharge; 1) The minimum wind speed for API No. 10 to No. 18A standard tower derrick is 47.8m/s (93kn)1, 2) The minimum wind headwind for API No. 19 to No. 25 standard tower derrick is 55m/s (107kn). 1) The dead weight of the derrick assembly.
6.1.3 The wind load when there is rated stand discharge is composed of the following loads: a) The derrick wind load, the maximum wind headwind is not less than 47.8m/s (93kn); b) The dead weight of the derrick assembly;
c) The horizontal load on the blue layer platform caused by the wind load of the stand, the maximum wind speed is not less than 47.8m/s (93kn); d) The horizontal load caused by the force of the drill pipe at the first layer platform. 6.2 Portable derrick with guy ropes
6.2.1 The operating load (without wind load) consists of the combined effect of the following loads: a) the maximum hook load combined with the quick rope and dead rope loads under given rope pulling conditions; b) the dead weight of the derrick assembly;
c) the horizontal and vertical components of the thin rope load.
6.2.2 The wind load is composed of the combined effects of the following loads: a) Wind load on the parallel rack when there are stand pipes, the maximum wind speed is not less than 30.8m/s (60kn): 1) The deadweight of the parallel rack assembly;
c) The horizontal load on the second-floor platform caused by the wind load acting on the rated stand pipes, the maximum wind speed is not less than 30.8m/s (60kn): d) The horizontal and vertical components of the guy rope load; e) At the derrick operator's operating table for lifting and lowering the sucker rods, the horizontal and vertical loads jointly generated by the wind load on the discharged sucker rods and the deadweight of the sucker rods, the maximum wind speed is not less than 30.8m/s (60km). 2.3 The wind load is composed of the following loads: a) The wind load of the parallel rack when there are roots discharged, the maximum wind speed is not less than 30.8m/s (60kn); b) The deadweight of the parallel rack assembly;
c) The horizontal load on the second-floor platform caused by the wind load acting on the rated roots, the maximum wind speed is not less than 30.8m/s (60km); d) The horizontal and vertical components of the guy rope load. 6.2.4 The wind load is composed of the following loads: a) The wind load of the parallel rack when there are roots discharged, the maximum wind speed is not less than 30,8m/s (60k); b) The deadweight of the parallel rack assembly;
c) The horizontal and vertical components of the guy rope load, 6.2.5 The installation load (without wind load) is composed of the following loads: 1) The wind value of this standard refers to the minimum wind speed that should be considered when setting. The wind speed should not exceed the value when it is used safely. If the user has special requirements, it should be indicated in the order contract.
SY/T 5025—1999
a) The force acting on the derrick and supporting structure caused by lifting or lowering the derrick; 1) From the water position to the working position;
2) From the working position to the horizontal position
b) The dead weight of the derrick assembly.
6.2.6 Rope-tying load
a) The maximum horizontal and vertical reaction forces generated by the rope under the load conditions of 6.2.1 to 6.2.5; b) The dead weight of the guy rope;
() The initial tension of the guy rope specified by the derrick manufacturer, 6.3 Portable lifting without tracing rope
6.3.1 The operating load is composed of the combined action of the following loads: a) The combined action of the maximum hook load and the fast rope and dead rope load under the given rope threading conditions; b) The dead weight of the derrick assembly.
6.3.2 Wind load without stand is composed of the following loads: a) Wind load on derrick without stand, the maximum wind speed is not less than 47.8m/s (93kn); b) Deadweight of derrick assembly.
6.3.3 Wind load with stand is composed of the following loads: a) Wind load on derrick with stand, the maximum wind speed is not less than 36m/s (70kn); h) Weight of derrick assembly:
c) Horizontal load generated by wind load on stand at platform, the maximum wind speed is not less than 36m/s (70kn); d) Horizontal load generated by drilling rod at platform - 6.3.4 Installation load (without wind load) is composed of the following loads: a) Force on the open frame and supporting structure generated by lifting or lowering the stand; 1) From horizontal position to working position;
2) From working position to horizontal position.
6) Deadweight of the mast assembly.
6.3.5 Mast handling load.
Supported at both ends of the mast assembly.
6.4 Tower mast and portable mast under dynamic load conditions The user shall specify all conditions listed in 5.4. Forces due to wind and hull motion shall be calculated using the formulas in 7.2 and 7.3. 6.5 Foundation
6.5.1 Erection of the mast.
6.5.2 Moving, prying or lifting.
6.5.3 The base shall be designed according to the following conditions:
a) Maximum turntable load;
b) Rated stand load;
c) Combined action of maximum hook load, horse fast rope and dead rope load (where applicable);
d) Combination of maximum hook load and rated stand load (where applicable); ... and rated stand load (where applicable);
d) Combination of maximum turntable load and rated stand load;
f) Wind load caused by maximum wind speed acting from any direction on all exposed members with stand load (where applicable); Wind pressure and the resulting force shall be calculated according to the formula and table in 7.2; When the base is used to balance the force of guy ropes on the portable derrick, these forces generated by the guy ropes shall be considered in the design of the base;
g) Combination of the deadweight of all components with the above loads. 6. Foundation under dynamic load conditions
SY/T5025—1999
The forces due to wind and hull motion are calculated according to the formulas in 7.2 and 7.3. The user should specify all the conditions listed in 5.6. 6.7 Guide rails and guide trolleys
All loads generated by the associated equipment under various environmental and operating conditions applicable to the derrick. 6.8 Crane assembly
The maximum hook load combined with the fast rope and dead rope loads under given rope pulling conditions. 7 Design specifications
7.1 Allowable stresses
7.1.1 General
The AISC Code for Steel Structures for Buildings should be used as a guide for the design of these steel structures. The allowable stress design section of the code is usually regarded as an elastic design and will be used to determine the allowable stresses. AISC Code for Steel Structures of Buildings, Part 5, Chapter N, "Plastic Design" is explicitly not applicable. Except that current practice and experience do not require compliance with AISC regulations for "Members and Connections Subject to Fatigue Loads", the AIC should be the basis for the final determination of allowable stresses and acceptable stresses. In the individual members of a lattice or truss structure, the stresses caused by elastic deformation and joint rigidity are defined as secondary stresses. These secondary stresses can be taken as the difference between the following two stresses: one is assuming that the joint is completely rigid, and the load acts only on the joint Stress obtained by analysis: Another is the stress obtained by similar analysis based on the node as a hinge. The stress generated by the following factors: eccentric connection of the node, lateral load on the rods between the nodes, or the existence of external moments must be regarded as the principal stress. 7.1.1.1 When the secondary stress is calculated and added to the principal stress of each rod, the allowable stress can be increased by 20%. However, the principal stress shall not exceed the allowable stress value of 7.1.1
7.1.1.2 The ground load and related allowable stress are discussed specifically in 7.4. 7.1.2 Wind and dynamic stresses (caused by floating hull motion) When wind loads and dynamic loads act alone or in combination with the design dead and live loads, the allowable stress may be increased by one third over the stress value specified in 7.1.1, but the required cross-section for this calculation shall not be less than the required load area calculated for the dead, live and impact loads (if any) without taking into account the one-third stress increase. The purpose of this paragraph is to increase the allowable stress by one third for the dynamic loads caused by the floating hull motion, rather than by one third for the wind loads as stated in the AISC Code for Steel Structures of Buildings. 7.1.3 Wire ropes
The size and type of wire ropes shall comply with the provisions of API Spec 9A and API RP 9B: 7.1.3.1 The nominal strength of wire rope assemblies for hoisting and lowering shall not be less than 2.5 times the design load of the hoisting and lowering wire rope assemblies.
7.1.3.2 The nominal strength of the steel wire rope assembly used for the guy rope shall not be less than 2.5 times the design load of the guy rope assembly. 7.1.4 Crane axle
The crane axle, including the fast rope and dead rope pulley support shaft, shall be designed in accordance with AISC "Steel Structure Code for Buildings" (see 7.1.1), except that the bending yield safety factor is at least 1.67. The steel wire rope pulley and bearing shall be designed in accordance with API Spec 8A2), or API Spe: 8C (PSI1 and PSI2) as required by the user. 7.2 Wind load
The wind force shall act on the entire structure. The wind direction that can produce the maximum stress on each component of the structure must be determined and considered. The wind force for various design wind speeds shall be calculated according to formula (1), formula (2) and Tables 1 and 2, that is, the wind force formula:
1) SY 517/--1998 (Shibo Natural Gas Industry Steel Wire Rope Specification) may also be used. 2) SY/T5112-1999 (Specifications for drilling and oil production lifting equipment) 8
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