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Code for design of tailings facilities
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GB 50863-2013
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Basic data | Standard ID | GB 50863-2013 (GB50863-2013) | | Description (Translated English) | Code for design of tailings facilities | | Sector / Industry | National Standard | | Classification of Chinese Standard | P70 | | Classification of International Standard | 73.010 | | Word Count Estimation | 127,154 | | Quoted Standard | GB 50191; GB 50290; GB 5085; GB 8978; GB 13456; GB 16297; GB 18306; GB 18598; GB 18599; GB 25465; GB 25466; GB 25467; GB 25468; GB/T 14848; GBJ 22; SL 191; SL 203; SL 274; SL 279; DL 5073; DL 5077 | | Regulation (derived from) | Department of Housing and Urban-Rural Development Bulletin No. 51 | | Issuing agency(ies) | Ministry of Housing and Urban-Rural Development of the People's Republic of China; General Administration of Quality Supervision, Inspection and Quarantine of the People's Republic of China | | Summary | This standard applies to metal and nonmetal mines in new construction, renovation and expansion of the alumina plant tailings facilities and stockpiling of wet red mud disposal design. This standard does not apply to the nuclear industry radioactive taili | GB 50863-2013: Code for design of tailings facilities---This is a DRAFT version for illustration, not a final translation. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.) will be manually/carefully translated upon your order.
1 Beneficiation process data such as tailings particle composition, tailings slurry weight concentration, and outlet elevation;
2 tailings quantity and physical and chemical properties of tailings;
3 Settling and thickening test data of tailings slurry;
4 Tailings water quality analysis and water treatment test data;
5 tailings hydraulic transport test or rheological test data;
6 tailings soil mechanics test data;
7 tailings dam test and seepage test data;
8 Meteorological and hydrological data;
9 Topographic maps, engineering geology and hydrogeological investigation (including earthquake-related parameters) data of the tailings reservoir area, dam site, along the drainage structure, dam building material site, and tailings conveying pipe and groove line;
10 Regional topographic maps, regional geological maps, distribution maps of mining rights and mineral points, etc. of the mining area and surrounding areas;
11 Residential areas upstream and downstream of the tailings pond, important industrial facilities, and industrial and agricultural economic survey data;
12 Agreement documents on the land occupied by the tailings pond, the demolition of houses and other facilities, and the pipeline crossing railways, highways, navigable rivers, etc.;
13 Hazardous categories of tailings and tailings water and other environmental protection materials;
14 Environmental function requirements of receiving water body.
1.0.7 The design of tailings facilities shall not only comply with this specification, but also comply with the current relevant national standards.
2 terms
2.0.1 tailings pond
It is used to store metal and non-metal mines for ore sorting and discharge tailings.
2.0.2 Whole storage capacity
The volume of the space enclosed below the dam crest level and above the bottom of the reservoir (excluding the volume of the dam not constructed of tailings).
2.0.3 effective storage capacity effective storage capacity
The space volume below the sedimentary beach surface and above the bottom of the reservoir for storing tailings (including suspended tailings slurry).
2.0.4 flood regulation storage capacity
The volume above the normal water level and below the design flood level that can accumulate flood.
2.0.5 total storage capacity
The full storage capacity at which the final crest elevation is designed.
2.0.6 tailings dam
Outer structures of tailings ponds that block tailings and water. It usually refers to the whole of initial dam and tailings accumulation dam.
2.0.7 starter dam
It is a dam built with soil, stone materials, etc., as the drainage or support body of the tailings accumulation dam.
2.0.8 Tailings accumulation dam embankment
The dam formed by the accumulation of tailings during the production process.
2.0.9 Upstream embankment method
The dam construction method of accumulating tailings in the upstream direction of the initial dam is characterized in that the axis of the accumulation dam crest moves to the upstream direction of the initial dam step by step.
2.0.10 centerline embankment method
The cyclone is used to separate the coarse tailing sand at the initial dam axis, and its characteristic is that the axis of the dam crest remains unchanged.
2.0.11 downstream embankment method
In the downstream direction of the initial dam, the cyclone is used to separate the coarse tailings to construct the dam, which is characterized in that the axis of the accumulation dam crest moves to the downstream direction of the initial dam step by step.
2.0.12 phreatic line
The position of the free surface of seepage water in the dam body, which is a curve on the cross section.
2.0.13 critical position of the phreatic line
It refers to the wetting line of the dam body when the anti-sliding stability safety factor of the dam body can meet the minimum requirements of this code.
2.0.14 Controlled position of the phreatic line
The maximum infiltration line of the dam body that meets the requirements of the critical infiltration line and the minimum burial depth infiltration line in the downstream slope of the tailings accumulation dam.
2.0.15 normal production level nonmal production level
The water level in the tailings pond that can meet the production backwater and discharge requirements.
2.0.16 deposited beach
The surface layer of the sedimentary body formed by hydraulic alluvial tailings is divided into two parts. above water and below water according to the water surface of the catchment area in the reservoir.
2.0.17 beach crest
The intersection of the sedimentary beach and the outer slope of the sub-dam.
2.0.18 beach width
The horizontal distance from the water edge in the library to the top of the beach.
2.0.19 Safe super high free height
Under non-earthquake operating conditions, the tailings accumulation dam is the height difference between the beach top elevation and the design flood level; the retaining dam and the one-time damming tailings dam are the sum of the design flood level plus the maximum wave rise and the maximum wind-backed water level The height difference from the dam crest level. Under seismic operating conditions, the tailings accumulation dam is the height difference between the beach top elevation and the normal production water level plus the sum of seismic settlement and seismic choke height; the retaining dam and one-time damming tailings dam are the normal production water level plus the maximum wave climb height, the height difference between the sum of the maximum wind-backed water surface height, seismic settlement and seismic backwater height, and the dam crest elevation.
2.0.20 flood regulation height
Refers to the height difference between the initial water level of normal flood discharge and the design flood level.
2.0.21 tailings dam height tailings dam height
Upstream dam construction refers to the height difference between the crest of the accumulation dam and the original ground at the initial dam axis; midline and downstream dam construction refers to the height difference between the dam crest and the original ground at the dam axis.
2.0.22 Total dam height total dam height
The dam height at which the final stacking elevation is designed.
2.0.23 embankment height or accumulation height
The upstream tailings dam is the height difference between the tailings accumulation dam crest and the initial dam crest; the midline and downstream tailings dams are the height difference between the tailings accumulation dam crest and the original ground at the axis of the dam crest.
2.0.24 water dam of tailings pond
The dam body that retains water for a long time or longer period often refers to the main dam and auxiliary dam without tailings dam.
2.0.25 length of tailings pond
The distance from the top of the beach (the dam axis for the initial dam) to the farthest waterside of the tailings pond along the vertical direction of the dam axis; distance.
2.0.26 one-step constructed dam
Refers to the tailings dam constructed in one go or in stages using all damming materials other than tailings.
3 tailings pool
3.1 Site selection
3.1.1 Tailings ponds should not be located in the following areas.
1 Scenic spots, nature reserves, drinking water source protection areas;
2 Mineral mining areas prohibited by national law.
3.1.2 The site selection of the tailings pond shall be comprehensively determined through technical and economic comparison of multiple schemes, and shall meet the following requirements.
1 It is not suitable to be located in the upstream of large industrial and mining enterprises, large water sources, important railways and highways, aquatic bases and large residential areas;
2 It should not be located on the windward side of the dominant wind direction in residential areas;
3 No or less farmland should be occupied, and no or less residents should be relocated;
4.It is not suitable to be located on the valuable ore deposit;
5 The catchment area should be small and have sufficient storage capacity;
6 The upstream wet tailings pond should have sufficient initial and final lengths;
7 The amount of dam construction should be small, and the production management should be convenient;
8.Areas with complex geological structures and severe adverse geological phenomena should be avoided;
9 The conveying distance of tailings should be short, self-flowing or with small head.
3.1.3 When two or more tailings ponds are built in the same valley, the mutual relationship and influence between each tailings pond should be fully demonstrated during the subsequent design of the ponds.
3.1.4 When tailings are stored in abandoned open pits and depressions, a special safety demonstration should be conducted; when there is mining activity in the lower part of the open pit, tailings should not be stored.
3.2 Storage capacity
3.2.1 The required effective storage capacity of the tailings pond should be determined according to the following formula.
In the formula. V - the effective storage capacity of the required tailings pond (m3);
W——the amount of tailings to be stored within the design life of the tailings pond (t);
ρd—the average bulk dry density of tailings in the tailings pool (t/m3).
3.2.2 The average bulk dry density of tailings in the tailings pond should be determined according to the test or the measured data of similar tailings ponds; when there is a lack of data, the hydraulic alluvial tailings with tailings particle density ρg of 2.7t/m3 can be determined according to the table 3.2.2 Selected; for tailings with other densities, the values in Table 3.2.2 should be multiplied by the correction factor β. The β value can be determined according to the following formula.
Table 3.2.2 Average bulk dry density of tailings (t/m3)
Note. Original tailings refers to the tailings discharged from the concentrator without natural or mechanical classification; the definition of the name of the original tailings is determined in accordance with Appendix A of this specification.
3.2.3 The effective storage capacity and flood control storage capacity of the tailings reservoir shall be calculated and determined according to the sedimentary beach surface and reservoir bottom topography with different slopes of the tailings.
The slope it of the tailings sedimentary beach can be determined according to the physical properties of the tailings, the topography of the tailings pond and the ore-drawing conditions of other tailings ponds with similar ore-drawing conditions or determined by experiments. When there is a lack of data, it can be calculated according to Appendix B of this specification. When calculating the effective storage capacity, a larger value of 1.0it~1.2it can be taken, and a smaller value of 0.8it~1.0it can be taken when calculating the storage capacity for flood regulation.
3.3 Grades of tailings ponds and structures
3.3.1 The grade of the tailings pond shall be determined according to Table 3.3.1 according to the final full storage capacity of the tailings pond and the final dam height. The design grades of tailings ponds in each service period shall be determined according to Table 3.3.1 according to the full storage capacity and dam height of the period. When the grade difference of the tailings pond grade determined according to the full storage capacity of the tailings pond and the dam height is the first grade, the higher one shall prevail;.
When tailings are stored in open-air abandoned mining pits and depressions, and no tailings dams are built around them, the grade may not be determined; when tailings dams are built, the grades of tailings ponds should be determined according to the height of the dam and its corresponding storage capacity.
Except for first-class dams, for tailings dams whose accidents will cause serious disasters to important downstream towns, industrial and mining enterprises, main railway lines or expressways, etc., the design level can be raised to a first-class level after full demonstration.
Table 3.3.1 Design grades for each service period of tailings ponds
3.3.2 The grade of the tailings pond structure shall be determined according to Table 3.3.2 according to the grade and importance of the tailings pond.
Table 3.3.2 Grades of tailings pond structures
Note. 1 The main structures refer to structures that will cause downstream disasters after accidents, such as tailings dams and drainage structures;
2 Secondary structures refer to permanent structures other than the main structures;
3 Temporary structures refer to structures temporarily used during the construction period.
3.4 Monitoring facilities
3.4.1 The tailings pond should be equipped with necessary safety and environmental monitoring facilities according to the design grade, tailings dam construction method, nature of tailings and tailings water pollutants, topographic and geological conditions, and geographical environment. Third-class and above tailings ponds should be equipped with safety monitoring facilities that combine manual monitoring and automatic monitoring.
3.4.2 The selection of monitoring instruments and facilities should be reliable, durable, economical and applicable, and strive to be technologically advanced.
3.4.3 Safety monitoring items should include the following.
1 The water level of the wet discharge tailings pond, the elevation of the beach top, the length of the dry beach, the depth of the infiltration line, the slope and displacement of the dam body shall be monitored;
2 Rainfall should also be monitored for wet discharge tailings ponds of grade four and above; pore water pressure, seepage water volume and water quality should be monitored when necessary for wet discharge tailings ponds of grade three and above.
3.4.4 Safety monitoring facilities should be arranged according to the following principles.
1 It should fully reflect the operating status of the tailings pond;
2 The layout of tailings dam displacement monitoring points should extend to a certain range beyond the dam foot;
3 Monitoring facilities should be added to the dam abutment and bedrock fault zone, and the pipe buried in the dam.
3.4.5 Environmental monitoring items should include the following.
1 Monitoring the amount and composition of tailings entering the warehouse, and the water volume and composition of discharged tailings;
2 Water quality monitoring of tailings pond groundwater and surrounding water bodies.
3.4.6 The layout of environmental protection monitoring facilities should meet the requirements to reflect the operating conditions of the tailings pond.
3.5 Auxiliary facilities
3.5.1 Auxiliary facilities for tailings ponds should be equipped with damming machinery, working boats, engineering vehicles, traffic roads, duty rooms, emergency Facilities such as equipment storage, communication and lighting. If necessary, dormitories and simple meteorological and hydrological observation points in the reservoir area can be set up.
3.5.2 The duty room and dormitory of the tailings pond should avoid the downstream of the dam body.
4 tailings dam
4.1 General provisions
4.1.1 The selection of the tailings dam site should be based on the principles of small dam construction (heap) construction volume, large storage capacity and avoiding unfavorable engineering and hydrogeological conditions, combined with the source of dam construction materials, construction conditions, tailings clarification Factors such as distance and arrangement of drainage structures shall be determined through comprehensive demonstration.
4.1.2 The initial dam type selection shall meet the following requirements.
1 The initial dam should be constructed with local materials;
2 The initial dam of the upstream tailings pond should adopt the permeable dam type; the initial dam type of the midline and downstream tailings ponds can be determined according to the needs;
3 Tailings dams built at one time can be built in stages. The first phase dam should meet the relevant regulations of the initial dam, and the height of the later dam should always be greater than the tailings accumulation height requirements;
4 The impermeable dam type can be used for tailings ponds with special requirements.
4.1.3 The determination of the initial dam height shall meet the following requirements.
1 It can store at least the amount of tailings more than half a year after the concentrator is put into operation;
2 The tailings water should be clarified;
3 When the sedimentary beach top of the tailings accumulation dam is flush with the initial dam top, it shall meet the flood control standard requirements of the corresponding tailings pond;
4.When it is necessary to use the tailings pond to adjust and store water for production and supply in the initial stage of production, the required amount of adjusted and stored water should be stored;
5 In frozen areas, the requirements for ore discharge under ice shall be met;
6 The ratio of the initial dam height to the total dam height for a new upstream tailings dam should be 1/8 to 1/4.
4.1.4 The tailings dam must meet the requirements of seepage control and static and dynamic stability.
4.1.5 In case of the following situations, the foundation of the tailings dam should be specially studied and dealt with.
1 Sand and gravel foundation prone to tailings leakage;
2 Liquefiable soil, soft clay and collapsible loess foundation;
3 Karst development foundation;
4 Springs and mine shafts.
4.1.6 The choice of dam construction method for tailings accumulation dam shall meet the following requirements.
1 For areas with seismic fortification intensity of 7 degrees and below, upstream dam construction should be adopted; for areas with seismic fortification intensity of 8 to 9 degrees, downstream or midline dam construction should be adopted. Take anti-seismic measures;
2 For upstream tailings dam construction, the direct alluvial method can be used for dams with thicker tailings particles; the graded alluvial method should be used for dams with finer tailings particles;
3 The content of d≥0.074mm tailings particles used for dam construction after downstream or midline tailings grading should not be less than 75%, and the content of d≤0.02mm tailings particles should not be greater than 10%. When the tailings particles of the dam do not meet the above requirements, the dam building test shall be carried out. The rising speed of the dam should meet the requirements of the rising speed of the sedimentary beach;
4 When the tailings slurry weight concentration of the upstream dam exceeds 35% (excluding dry tailings), it is not suitable to use the alluvial method to build the dam directly;, tailings dam test research should be carried out;
5 For the wet tailings pond, when the whole tailings particles are extremely fine (d < 0.074mm content is greater than 85% or d < 0.005mm content is greater than 15%), it is advisable to build the dam at one time, and can be constructed in stages; when the whole tailings When the particles are very fine and tailings are used for dam construction, the tailings dam test should be carried out.
4.1.7 For upstream tailings damming, the direct alluvial damming method can be used for medium and coarse tailings, and the graded alluvial damming method should be used for finer tailings particles. Each phase of the sub-dam should be built with tailings, but also with waste rock and sand.
4.1.8 The retaining dam of the tailings pond shall be designed according to the corresponding reservoir dam design code according to the dam type, but the flood control standard shall not be lower than the provisions of this code.
4.2 Minimum safe superelevation and minimum dry beach length of sedimentary beach
4.2.1 The height difference between the sedimentary beach top of the upstream tailings accumulation dam and the design flood level shall meet the requirements of the minimum safe superelevation value in Table 4.2.1.At the same time, the distance from the top of the beach to the water edge of the design flood level shall comply with the minimum dry beach length specified in Table 4.2.1.
Table 4.2.1 Minimum safe superelevation and minimum dry beach length of upstream tailings accumulation dam (m)
Note. 1.When the safety of tailings dams of grade 3 and below is demonstrated through seepage stability, the minimum dry beach length in the table can be reduced by up to 30%;
2 The minimum dry beach length in the earthquake zone should meet the relevant provisions of the current national standard "Code for Seismic Design of Structures" GB 50191.
4.2.2 The distance from the outer edge of the downstream and centerline tailings dam crests to the design flood level water edge should comply with the provisions in Table 4.2.2; at the same time, the height difference between the dam crest and the design flood level should comply with Table 4.2.1 minimum safe super high value regulation.
Table 4.2.2 Minimum beach length of downstream and centerline tailings dams (m)
Note. The minimum dry beach length in the earthquake zone should also comply with the relevant provisions of the current national standard "Code for Seismic Design of Structures" GB 50191.
4.2.3 The height difference between the tailings reservoir retaining dam crest and the design flood level shall not be less than the sum of the minimum safe superelevation value, maximum wind-backed water surface height and maximum wave climb in Table 4.2.1.The maximum wind-backed water surface height and maximum wave climb can be calculated according to the relevant provisions of the current industry standard "Code for Design of Roller-Compacted Earth-rock Dams" SL 274.
4.2.4 For the tailings ponds in the earthquake zone where the seismic horizontal acceleration is not less than 0.05g, the height difference between the beach top of the tailings accumulation dam and the normal production water level shall not be less than the minimum safe superelevation value and seismic settlement value in Table 4.2.1, The sum of the height of earthquake choke waves. The height difference between the retaining dam and tailings dam crest and the normal production water level shall not be less than the minimum safe superelevation value and seismic settlement value, seismic wave height, maximum wind height and water surface height in Table 4.2.1 The sum of the maximum wave climb values. The height of earthquake choking waves should be determined according to the relevant provisions of the current industry standard "Code for Seismic Design of Hydraulic Structures" SL 203.
4.3 Seepage control requirements and control measures
4.3.1 The design of tailings dams should carry out seepage calculations, and special seepage simulation tests should be carried out according to topographical conditions for Level 1 and Level 2 tailings dams. The seepage calculation shall be carried out according to the following requirements.
1 Newly built tailings dams do not need to perform dam seepage calculation in the feasibility study stage;
2 For the expanded or heightened tailings dam, the seepage calculation of the dam body shall be carried out in the feasibility study stage;
3 The seepage calculation of the dam body shall be carried out in the preliminary design stage.
4.3.2 The determination of the tailings dam seepage line should also analyze the influence of factors such as ore drawing, rainwater and earthquakes on the tailings dam seepage line.
4.3.3 The minimum burial depth of the seepage line on the downstream slope of the tailings accumulation dam shall meet the requirements in Table 4.3.3 in addition to the conditions for the anti-sliding stability of the dam slope.
Table 4.3.3 Minimum burial depth of tailings accumulation dam downstream slope seepage line (m)
Note. The minimum buried depth of the wetting line of an accumulation dam at any height can be determined by the interpolation method.
4.3.4 For tailings accumulation dams, the fitting method can be used to determine the critical infiltration line for each service period and each operating condition during design, and the control infiltration line should be determined in combination with the requirements in Table 4.3.3.
4.3.5 Seepage control measures for tailings dams must ensure that the soaking line is below the control soaking line.
4.3.6 The measures for reducing the soaking line shall be determined through comprehensive analysis in combination with the requirements of dam level, dam body stability calculation and seismic structure, and the following measures should be taken.
1 In the construction phase of the tailings pond, horizontal and vertical seepage drainage mats (gravel or geotechnical drainage mat), seepage drainage pipes (or blind ditch) and drainage wells are installed within the dam foundation of the tailings accumulation dam. system;
2 During the operation of the tailings dam, seepage drainage systems such as seepage pipes, blind ditches, mats, vertical plastic drainage boards or seepage wells shall be installed in due course as the dam rises;
3 The tailings dam is in operation,...
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