GB 51185-2016 English PDFUS$1559.00 · In stock
Delivery: <= 10 days. True-PDF full-copy in English will be manually translated and delivered via email. GB 51185-2016: Code for mine seismic design of coal industry Status: Valid
Basic dataStandard ID: GB 51185-2016 (GB51185-2016)Description (Translated English): Code for mine seismic design of coal industry Sector / Industry: National Standard Classification of Chinese Standard: P70 Word Count Estimation: 78,745 Date of Issue: 2016-08-18 Date of Implementation: 2017-04-01 Quoted Standard: GB 50011; GB 50032; GB 50077; GB 50191; GB 50223; GB 50260; GB 50556; GB 50592; GB 51044; GB 51144; GB 18306; JGJ 83; JTG B02; JTG/T B02-01; YD 5059 Regulation (derived from): Ministry of Housing and Urban - Rural Development Notice No.1276 of 2016 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 is applicable to the seismic design of mines, coal preparation plants, new construction, alteration and expansion projects and facilities with earthquake intensity of 6 degrees and above. GB 51185-2016: Code for mine seismic design of coal industry---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 General 1.0.1 In order to implement the National Earthquake Prevention and Disaster Mitigation Law, implement the policy of putting prevention first, rationally resist earthquakes, mitigate earthquake disasters, avoid casualties, reduce economic losses, and combine the characteristics of the coal industry, this specification is formulated. 1.0.2 This code is applicable to the seismic design of new construction, reconstruction and expansion projects and facilities of mines and coal preparation plants in areas with seismic fortification intensity of 6 degrees and above. 1.0.3 The seismic fortification intensity shall be determined by the current national standard "Zoning Map of Seismic Motion Parameters in China" GB 18306-2015 or the documents issued according to the authority stipulated by the state. For mine and coal preparation plant projects, the seismic fortification intensity should be selected according to the location of the industrial site. 1.0.4 The seismic design of mines and coal preparation plants shall meet the following requirements. 1 Focused and coordinated with each other, it is beneficial to post-earthquake recovery. 2 To prevent secondary earthquake disasters such as submerged mines, fires and explosions during major earthquakes. 3 Ensure the safety of the escape route and its water, electricity and ventilation facilities. 1.0.5 Mine and coal preparation plant projects should be designed with new concepts and concepts of seismic design in combination with their functions and characteristics. 1.0.6 The anti-seismic design of mines and coal preparation plants shall not only comply with this code, but also comply with the current relevant national standards. 2 Basic regulations2.1 Fortification classification 2.1.1 The anti-seismic fortification classification of mines and coal preparation plants shall meet the following requirements. 1 Lifeline-related projects that cannot be interrupted during an earthquake and need to be restored as soon as possible, and projects that may cause a large number of casualties and other major disaster consequences during an earthquake, and require improved fortification standards, should be classified as key fortifications (Category B). 2 Except for Category B and Category D, the project fortified according to standard requirements shall be standard fortification category (Category C). 3 For projects with few people and earthquake damage that will not cause secondary disasters, it is allowed to appropriately reduce their seismic measures compared with the requirements for seismic fortification intensity in the local area.. 2.1.2 The anti-seismic fortification classification of mines and coal preparation plants shall be determined according to Table 2.1.2 according to the characteristics of the industry, the casualties caused by damage, economic losses and the difficulty of recovery. Table 2.1.2 Seismic Fortification Classification of Mine and Coal Preparation Plant Engineering Note. 1 The unlisted mines and coal preparation plant projects are all Category C. 2 The seismic fortification classification of administrative and public buildings in mine engineering shall be determined according to the current national standards "Standards for Seismic Fortification Classification of Construction Engineering" GB 50223 and "Code for Design of Building Structures in Coal Mine" GB 50592. 2.2 Structural system 2.2.1 The engineering structure system of mines and coal preparation plants shall meet the following requirements. 1 It has a clear calculation diagram and a reasonable transmission path of earthquake action. 2 Avoid the loss of the seismic capacity of the whole structure due to the damage of some structures or components. 3.It has the necessary seismic bearing capacity, good deformation capacity and the ability to consume seismic energy. 4 Measures should be taken to improve the seismic capacity of the weak parts. 2.2.2 The engineering structure system of mines and coal preparation plants should meet the following requirements. 1 There are multiple anti-seismic lines. 2 Reasonable distribution of stiffness and bearing capacity; avoid excessive stress concentration or plastic deformation concentration due to local weakening or mutation forming weak parts. 3 It is not advisable to adopt a self-heavy cantilever structure. 4 The dynamic characteristics of the structure in the two main axis directions should be similar. 2.2.3 When mines and coal preparation plants are under earthquake action, the seismic support system of the structure should be able to ensure the integrity and stability of the structure, and should be able to reliably transmit the horizontal earthquake action. 2.3 Seismic isolation and energy dissipation 2.3.1 The seismic isolation and energy dissipation design can be used in mines and coal preparation plants that have high requirements for seismic safety and use functions. 2.3.2 Mine and coal preparation plant projects classified as Class B for seismic fortification shall meet the following requirements. 1 When the seismic fortification intensity is 8 degrees, the seismic isolation and energy dissipation design should be adopted. 2 When the seismic fortification intensity is 9 degrees, the seismic isolation and energy dissipation design shall be adopted. 2.3.3 The seismic isolation and energy dissipation design shall comply with the provisions of the current national standard "Code for Seismic Design of Buildings" GB 50011. 2.4 Materials and Construction 3.4.3 When one of the following conditions is met, the impact of the dislocation of the seismic fault on the mine and coal preparation plant can be ignored. 1 The seismic fortification intensity is less than 7 degrees. 2 Inactive breaks. 3 The seismic fortification intensity is 7 degrees, 8 degrees and the thickness of the soil layer covering the hidden fault is greater than 60m, or the seismic fortification intensity is 9 degrees and the thickness of the soil layer covering the hidden fault is greater than 90m. 3.4.4 For mines and coal preparation plant projects that do not meet the conditions in Article 3.4.3 of this code, the main fault zone should be avoided, and the avoidance distance should not be less than the provisions in Table 3.4.4. Table 3.4.4 Minimum Avoidance Distance of Seismic Fracture (m) Note. 1 The avoidance distance refers to the distance between the fracture edge and the proposed ground construction project, and the width of the fracture zone should be deducted during calculation. 2 Applicable to bridges and their sub-bridge engineering categories in road and bridge engineering. 4 General plan and off-site roads 4.1 Site selection 4.1.1 The selection of construction sites for mines and coal preparation plants shall meet the following requirements in addition to the requirements in Chapter 3 of this code. 1.Adverse geological effects such as mountain collapses, landslides, debris flows, ground subsidence, goaf subsidence, active fault zones, and ground fissures should be dealt with or avoided. 2 It is not suitable to be located in the downstream area of the reservoir where the flood control standard is lower than that of mines and coal preparation plants. When it is unavoidable, measures should be taken to prevent secondary disasters from flooding the wellhead and the site. 4.1.2 The selection of industrial sites should not affect the timely water supply after the earthquake. 4.2 General layout 4.2.1 The ground works classified as Category B and C for fortification should be arranged in the favorable area of the site for earthquake resistance. 4.2.2 The mine main substation and the site substation greater than or equal to 35kV should be arranged separately, and the distance between the pole position of the incoming and outgoing lines and the adjacent ground engineering should not be less than the cornice height of the ground engineering. 4.2.3 In the vicinity of densely populated administrative and public works, public areas should be used as emergency shelters. 4.2.4 In addition to the wellhead room, anti-collapse measures shall be taken for the projects adjacent to the shaft opening used as a safety exit. 4.2.5 The distance between the protruding outer edge of the water tower and adjacent category B projects and projects with intensive personnel access shall be greater than 1/2 of the height of the water tower. The distance between the masonry chimney and adjacent Class B projects and projects with intensive access to personnel should be greater than 1/3 of the chimney height. 4.2.6 The distance between the masonry fence and the protruding outer edge of important outdoor equipment and the edge of the road surface of the fire exit shall be greater than the height of the fence. 4.2.7 The main pipelines for water supply, power supply and distribution, ventilation, and compressed air in the site should be arranged on both sides of the road. 4.3 Roads and bridges 4.3.1 The location selection of mine roads and bridges should take advantage of the favorable areas for earthquake resistance, and avoid the following areas. 1 Areas where landslides and collapses may occur during earthquakes. 2 Karst areas such as underground rivers and caves that may collapse during earthquakes. 3 The mined-out areas of coal mines that have been mined out and the planned coal mining will generate new mined-out areas. 4.The bedrock in the river bed has a section where the weak structural surface inclined to the river channel is deeply cut. 5 Seismogenic fault section. 4.3.2 When the mine road route must pass through the seismogenic fault, it should be laid on the narrower part of the fracture zone; when the route must be parallel to the seismogenic fault, it should be laid on the footwall of the fault. The route design should adopt the design scheme of low fill and shallow excavation. 4.3.3 When there is an earthquake-induced fracture within the scope of the bridge project site, the impact of the earthquake-induced fracture on the project shall be evaluated, and the following requirements shall be met. 1 When Article 3.4.3 of this code is complied with, the influence of earthquake-induced fracture dislocation on the bridge may not be taken into account. 2 When Article 3.4.3 of this code cannot be met, the following measures should be taken. 1) For extra-large bridges with a single-span span of more than 150m, the main fault should be avoided, and the distance from the edge of the pier to the edge of the main fault zone should be greater than 300m and 500m respectively in areas where the seismic fortification intensity is 8 degrees and 9 degrees; 2) Small and medium-sized bridges should adopt structures with small spans that are easy to repair. When the bridge position cannot avoid earthquake fracture, all piers should be arranged on the same footwall of the fault. 4.3.4 The mine road and its bridges, culverts, retaining and other projects shall be designed according to the seismic fortification category and earthquake action. 4.3.5 The design of anti-seismic and anti-seismic measures for mine road (highway) engineering and its bridges, tunnels, culverts, retaining and other projects shall comply with the current industry standard "Seismic Code for Highway Engineering" JTG B02 and "Detailed Rules for Seismic Design of Highway Bridges" JTG/ The provisions of TB02-01.5 Downhole engineering5.1 General provisions 5.1.1 The tunnel engineering should avoid active faults. 5.1.2 The wellbore should be selected in areas with stable bedrock, relatively thin topsoil, and good engineering geological conditions, and should avoid dangerous areas. 5.1.3 For the slope engineering near the wellhead with a rock slope height exceeding 30m and soil slope height exceeding 15m, special seismic design shall be carried out. 5.2 Shaft support 5.2.1 Shaft shaft support method should meet the following requirements. 1 When the seismic fortification intensity is 6 or 7, reinforced concrete structures shall be adopted within 30m below the ground surface. 2 When the seismic fortification intensity is 8 degrees or above, reinforced concrete structures shall be adopted within 50m below the ground surface. 5.2.2 The supporting method of shaft and adit for inclined shaft shall meet the following requirements. 1 When the seismic fortification intensity is 6 or 7, reinforced concrete structures shall be adopted within 20m of buried depth. 2 When the seismic fortification intensity is 8 degrees or above, reinforced concrete structures shall be adopted within 30m of buried depth. 5.2.3 Wind tunnels and safety exits should adopt reinforced concrete structures. 5.2.4 When the underground roadway passes through faults and broken zones, it is advisable to adopt an arched section, and it is advisable to take strengthening support measures. 5.2.5 The openings of inclined shafts and flat pits shall be provided with pit gates. The connecting section between the end wall and the tunnel door should be poured as a whole or short steel bars should be added at the connecting joint. 5.3 Safety exit 5.3.1 When the seismic fortification intensity is 8 degrees or above, the ladder room shall be arranged in a switchback type. 5.3.2 When the seismic fortification intensity is 9 degrees, a rest point should be set every.200m in the vertical shaft as a safety exit. Forms of platforms between ladders. 5.4 Underground main drainage 5.4.1 When the seismic fortification intensity is 8 degrees and above, the layout of the underground main drainage pump room should reserve one or two pump positions according to the hydrogeological conditions and water inflow. 5.4.2 For mines that extend horizontally downwards, it is advisable to retain the drainage engineering facilities on the upper level. 5.4.3 When the seismic fortification intensity is 9 degrees, on the basis of the normal drainage system, a submersible pump with an independent power supply system and a drainage capacity not less than the maximum water inflow should be configured. 5.5 Lifting facilities 5.5.1 In earthquake fortified areas, mines with full vertical shaft development and a depth of more than 500m, when the auxiliary shaft has only one set of lifting equipment, the lifting equipment for traffic tanks should be installed and the emergency lifting requirements should be met. 5.5.2 When the seismic fortification intensity is 8 degrees and above, when the mine hoisting equipment adopts multi-rope hoists, it should adopt floor-standing arrangement. 5.5.3 The overhead crane in the hoisting machine room should have anti-fall measures. 5.5.4 The cage or skip should be installed horizontally and enter the well tower.6 mine surface engineering6.1 General provisions 6.1.1 When the seismic fortification intensity is 6, 7, or 8, the Category B project of the mine shall be calculated as one degree higher than the basic seismic fortification intensity of the area, and the seismic action calculation of the component section shall be carried out, and the corresponding seismic structure shall be adopted. measure. 6.1.2 The selection of ground engineering foundation and foundation type should meet the following requirements. 1 Except for the rock foundation, the embedding depth of the foundation on the natural foundation should not be less than 1/15 of the building height. 2 The embedding depth of the pile foundation (excluding pile length) should not be less than 1/18 of the building height. 3 The foundation of the same structural unit should not be placed on foundations with completely different properties, and it is not suitable to use natural foundations and pile foundations partly. 6.1.3 Class B and Class C projects are not allowed to be built in dangerous areas, and measures to eliminate risk factors should be taken when it cannot be avoided. 6.1.4 The plane and vertical layout of ground engineering should be simple, uniform, regular and symmetrical, the mass distribution and stiffness ratio should be uniform, and staggered floors should not be allowed. 6.1.5 When the ground engineering has a complex shape or a sudden change in stiffness, it is advisable to set up anti-seismic joints or take structural measures. 6.1.6 The non-structural components and the main structure shall be reliably connected, and their adverse effects on the main structure shall be taken into account. 6.1.7 The equipment support arranged on the floor shall be designed for earthquake resistance. 6.2 Derrick 6.2.1 The derrick shall adopt steel structure or reinforced concrete structure. 6.2.2 For the multi-rope hoisting derrick in areas with seismic fortification intensity of 8 degrees and above, the double-braced steel derrick should be adopted. 6.2.3 The vertical frame of the double-slanted steel derrick should adopt the hanging type, and the lower end of the vertical frame can be connected with the horizontal frame of the wellhead in a horizontally restrained and vertically slidable manner. 6.2.4 The seismic grade of the derrick shall be determined according to Table 6.2.4. Table 6.2.4 Seismic Grade of Derrick Note. The anti-seismic grade of key fortification (Class B) derricks is selected from the table according to the anti-seismic fortification intensity of the region. 6.2.5 The seismic action of the derrick shall be calculated according to the directions of the two principal axes, and shall meet the following requirements. 1 When the seismic fortification intensity is 6 degrees, the calculation of horizontal earthquake action may not be carried out. 2 When the seismic fortification intensity is 7 or 8, the horizontal earthquake action shall be calculated. 3 When the seismic fortification intensity is 9 degrees, the vertical seismic action shall be calculated for the derrick, and it shall be unfavorably combined with the horizontal seismic action. 6.2.6 When the derrick is calculated according to the limit state of bearing capacity, it shall meet the following requirements. 1 When only the horizontal earthquake action is calculated, the seismic checking calculation of the section shall meet the requirements of the following formula. S≤R／γRE (6.2.6-1) 2 When only the vertical seismic action is calculated, the seismic checking calculation of the section shall meet the requirements of the following formula. S≤R (6.2.6-2) In the formula. S——Design value of internal force of structural members under earthquake action; R——the design value of the bearing capacity of the structural member; γRE——seismic adjustment coefficient of bearing capacity, which should meet the provisions of the current national standard "Code for Seismic Design of Structures" GB 50191. 3 When the derrick is analyzed according to linear elasticity, the horizontal earthquake action may not act simultaneously with the vertical earthquake. Under rare earthquake action, when calculating the seismic action of elastic-plastic limit service state, the possibility of simultaneous existence of horizontal earthquake action and vertical earthquake should be calculated, and the sub-item coefficient of horizontal earthquake action can be 1.3, and the sub-item of vertical earthquake action The coefficient can be 0.5. 4 When calculating the earthquake action, the sub-item coefficient of lifting working load may be taken as 1.3, the sub-item coefficient of gravity load may be taken as 1.2, and the sub-item coefficient of other loads may be taken as 1.0. 5 In areas where the derrick h......Tips & Frequently Asked Questions:Question 1: How long will the true-PDF of GB 51185-2016_English be delivered?Answer: Upon your order, we will start to translate GB 51185-2016_English as soon as possible, and keep you informed of the progress. The lead time is typically 6 ~ 10 working days. 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