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Similar standardsGB 50009-2012: Load code for the design of building structures---This is an excerpt. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.), auto-downloaded/delivered in 9 seconds, can be purchased online: https://www.ChineseStandard.net/PDF.aspx/GB50009-2012GB NATIONAL STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA UDC P GB 50009-2012 Load Code for the Design of Building Structures Issued on: MAY 28, 2012 Implemented on: OCTOBER 1, 2012 Issued by. Ministry of Housing and Urban-Rural Construction of the People’s Republic of China; General Administration of Quality Supervision, Inspection and Quarantine of the People’s Republic of China. NATIONAL STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA Load Code for the Design of Building Structures GB 50009−2012 Chief Development Department. Ministry of Housing and Urban-Rural Development of the People’s Republic of China Approval Department. Ministry of Housing and Urban-Rural Development of the People’s Republic of China Implementation Date. October 1, 2012 Beijing 2012 Table of Contents1 General Provisions... 8 2 Terms and Symbols... 9 3 Classification and Combination of Loads... 15 4 Permanent Load... 20 5 Live Load on Floors and Roofs... 21 6 Crane Load... 28 7 Snow Load... 30 8 Wind Load... 34 9 Thermal Action... 62 10 Accidental Load... 641 General Provisions1.0.1 This code is formulated with a view to adapting the need of the building structure design and meeting the requirements of safety and usability, economy and rationality. 1.0.2 This code is applicable to the structural design of building engineering. 1.0.3 This code is formulated in accordance with the basic principles specified in the national standard “Unified Standard for Reliability Design of Engineering Structures” GB 50153−2008. 1.0.4 The actions concerned in the building structure design shall cover direct action (load) and indirect action. This code only specifies load and thermal action, and the provisions for the relevant variable load are also applicable to the thermal action. 1.0.5 The loads concerned in the building structure design shall not only comply with this code, but also those in the current relevant ones of the nation.2 Terms and Symbols2.1 Terms 2.1.1 Permanent load Load of which the value does not vary with time during the structure use period, or of which the variation may be neglected compared with the average value, or of which the variation is monotonous and trends to the limit. 2.1.2 Variable load Load of which the value varies with time during the structure use period, and of which the variation cannot be neglected compared with the average value. 2.1.3 Accidental load Load which does not always occur within the design working life of the structure, but its quantity value is very large once occurred and its duration is very short. 2.1.4 Representative values of a load They are used to check the quantity value of loads adopted in the limit state in the design, such as characteristic value, combination value, frequent value and quasi-permanent value. 2.1.5 Design reference period Time parameter which is selected to determine the representative value of variable load. 2.1.6 Characteristic value/nominal value Basic representative value of load and characteristic value of maximum load statistical distribution within the design reference period (such as mean, mode, median or quantile value). 2.1.7 Combination value For variable load, load value which can make the exceedance probability of the combined load effect within the design reference period consistent with the corresponding probability when this load occurs separately; or load value which can make the combined structure have a unified reliability index.3 Classification and Combination of Loads3.1 Classification of Loads and Representative Values of Loads 3.1.1 The loads of the building structures may be classified into. 1 Permanent load, including structure self-weight, soil pressure, prestress, etc.. 2 Variable load, including live load on floor, live load on roof and ash load, crane load, wind load, snow load, thermal action, etc.. 3 Accidental load, including explosive force, impact force, etc.. 3.1.2 In the design of building structures, the different loads shall adopt different representative values according to the following requirements. 1 For permanent load, the characteristic value shall be its representative value; 2 For variable load, the characteristic value, combination value, frequent value or quasi- permanent value shall be its representative value according to the design requirements; 3 For accidental load, its representative value shall be determined according to the use characteristics of the building structures. 3.1.3 The determination of the representative value of variable load shall adopt 50-yeardesign reference period. 3.1.4 The characteristic values of loads shall be adopted according to the requirements of each chapter of this code. 3.1.5 In the design of limit state of bearing capacity or the design of limit state of normal use according to the characteristic combination, for variable load, the combination value or characteristic value shall be its representative value according to the specified load combination. The combination value of variable load shall be the characteristic value of variable load multiplied by the load combination value coefficient. 3.1.6 In the design of limit state of normal use according to frequent combination, for variable load, the frequent value or quasi-permanent value shall be its representative value; in the design according to quasi-permanent combination, the quasi-permanent value of variable load shall be its representative value. The frequent value of variable load shall be the characteristic value of variable load multiplied by the frequent value coefficient. The quasi-permanent value of variable load shall be the characteristic value of variable load multiplied by the quasi-permanent value coefficient.4 Permanent Load4.0.1 The permanent load shall cover the self-weight of structural member, enclosure member, surface course and decoration, fixed equipment and long-term storage, the soil pressure and water pressure, as well as other loads required to be considered according to permanent load. 4.0.2 The characteristic value of the structure self-weight may be determined through calculation according to the design dimension of the structural member and the material self-weight in unit volume. 4.0.3 The unit self-weight of the general material and member may take its average value; for the material and member with larger self-weight variation, the characteristic value of the self-weight shall take the upper limit or lower limit according to the state unfavorable or favorable to the structure. The self-weight of commonly used materials and members in unit volume may be adopted according to Appendix A of this code. 4.0.4 The self-weight of the fixed partition may be considered according to permanent load, and that of the partition whose position may be flexibly arranged shall be considered according to variable load.5 Live Load on Floors and Roofs5.1 Uniformly Distributed Live Loads on Floors in Civil Buildings 5.1.1 The characteristic value of uniformly distributed live load on floors in civil buildings, and the combination value coefficient, frequent value coefficient and quasi-permanent value coefficient shall not be less than those specified in Table 5.1.1. 5.1.2 In the design of floor beam, wall, column and foundation, the reduction factor of characteristic value of live load on floors in Table 5.1.1 of this code shall not be less than the following requirements. 5.1.3 In the design of wall and column, the live load of fire engine in Item 8 of Table 5.1.1 of this code may be considered according to the actual conditions; in the design of foundation, the load of fire engine may not be considered. The live load of fire engine commonly using slab span may be adopted in accordance with Appendix B according to the reduction factor of covered soil thickness. 5.1.4 The local load on the floor structure may be converted to the equivalent uniformly distributed live load in accordance with Appendix C of this code. 5.2 Live Loads on Floors in Industrial Buildings 5.2.1 All the local loads on floors of industrial buildings, generated by equipment, pipeline, means of transport and removable partition during production use or installation overhaul shall be considered according to the actual conditions, or may be replaced with equivalent uniformly distributed live load. For the conditions that the equipment position is fixed, the structure may be calculated directly according to the fixed position, but the most unfavorable effect to the position change during equipment installation and maintenance shall be considered. The areas on the floors of industrial buildings, where more and heavier raw materials or finished products are stacked shall be considered according to the actual conditions; and the general stacking condition may be considered according to uniformly distributed live load or equivalent uniformly distributed live load. 5.2.2 The operation load of equipment-free area on the floors (including working platform) of industrial buildings, including the self-weight of operating personnel, general tool, sporadic raw materials and finished products, may be considered according to a uniformly distributed live load of 2.0kN/m2.The operation load and stacking load in the equipment area may not be considered. The live load of stair of production workshop may be adopted according to the actual conditions, but should not be less than 3.5kN/m2.The live load of visiting corridor of production workshop may adopt 3.5kN/m2. 5.2.3 The combination value coefficient, frequent value coefficient and quasi-permanent value coefficient of live load on floors of industrial buildings shall be adopted according to the actual conditions besides those specified in Appendix D of this code; however, in any case, the combination value and frequent value coefficient shall not be less than 0.7, and the quasi-permanent value coefficient shall not be less than 0.6. 5.3 Live Loads on Roofs 5.4 Ash Load on Roofs 5.4.1 In the design of plants with a mass of ash discharge during production and their adjacent buildings, for the plant roofs of machinery, metallurgy, cement, etc. with certain ash removal facilities and ensuring ash removal systems, the characteristic value of ash load on roofs in horizontal projection plane, and the combination value coefficient, frequent value coefficient and quasi-permanent value coefficient shall be adopted in accordance with those specified in Table 5.4.1-1 and Table 5.4.1-2 respectively. 5.4.2 For the area on the roof where it is easy to form ash heap, in the design of roof slab and purlin, the characteristic value of ash load should be multiplied by an amplified coefficient specified below. 1 2.0 shall be taken within the distribution width two times the roof height difference at high- low span but not greater than 6.0m; 2 1.4 shall be taken within a distribution width not greater than 3.0m at the gutter. 5.4.3 The ash load shall be considered simultaneously with the larger one between the snow load and the uniformly distributed live load on unaccessible roof. 5.5 Construction and Maintenance Loads, Horizontal and Vertical Loads on Railings 5.5.1 The construction and maintenance loads shall be adopted according to the following requirements. 5.5.2 The characteristic value of live loads on railings of stairs, stands, balconies, accessible roofs, etc. shall not be less than the following requirements. 5.6 Dynamic Coefficient 5.6.1 The dynamic calculation in the design of building structures may be in accordance with static calculation method after the self-weight of heavy object or equipment multiplied by a dynamic coefficient, in the presence of adequate criteria. 5.6.2 The dynamic coefficient of carrying and handling heavy objects and of vehicle starting and braking may adopt 1.1~1.3; and its dynamic load only transfers to floor slab and beam. 5.6.3 The load of helicopter on roofs shall also be multiplied by a dynamic coefficient; 1.4 may be taken for the helicopter with hydraulic tyre undercarriage; and the dynamic load only transfers to floor slab and beam.6 Crane Load6.1 Vertical and Horizontal Crane Loads 6.1.1 The characteristic value of vertical load of crane shall adopt the maximum wheel pressure or the minimum wheel pressure of the crane. 6.1.2 The longitudinal and transverse horizontal load of crane shall be adopted according to the following requirements. 6.2 Combination of Multi-cranes 6.2.1 Where the calculated bent frame considers the vertical loads of multi-cranes, for each bent frame of single-span plant of single-layer crane, the number of cranes participating in combination should not be more than 2, and should not be more than 4 for each bent frame of multi-span plant of single-layer crane; the single-span plant of double-layer crane should be combined according to the number of upper-layer and lower-layer cranes not more than 2 respectively; the multi-span plant of double-layer crane should be combined according to the number of upper-layer and lower-layer cranes not more than 4 respectively; where the lower-layer crane is at full load, the upper-layer crane shall be calculated according to no load; where the upper-layer crane is at full load, the lower-layer crane shall not be counted in. In consideration of the horizontal loads of multi-cranes, the number of cranes participating in combination shall not be more than 2 for each bent frame of single-span or multi-span plant. 6.2.2 In the calculation of bent frame, the characteristic value of vertical and horizontal loads of multi-cranes shall be multiplied by a reduction factor specified in Table 6.2.2.7 Snow Load7.1 Characteristic Value of Snow Load and Reference Snow Pressure 7.1.1 The characteristic value of snow load on roofs in horizontal projection plane shall be calculated according to the following formula. 7.1.2 The reference snow pressure shall adopt the snow pressure with 50-year recurrence interval, which is determined according to the method specified in this code; for the structure sensitive to snow load, the snow pressure with 100-year recurrence interval shall be adopted. 7.1.3 The reference snow pressure of all the cities throughout the country shall be adopted according to the value with a recurrence interval R of 50 years in Table E.5 of Appendix E of this code. Where the reference snow pressure of a city or construction site is not given in Table E.5 of this code, the reference snow pressure shall be determined through statistical analysis according to the method specified in Appendix E of this code, in accordance with the local annual maximum snow pressure or snow depth data, and on the basis of the definition of reference snow pressure; and the analysis shall consider the influence of sample size. In the absence of local snow pressure and snow depth data, the reference snow pressure may be determined through comparative analysis on meteorological and topographic conditions according to the reference snow pressure or long-term data specified for nearby areas, or determined approximately according to Annexed Figure E.6.1 Distribution Map of Reference Snow Pressure throughout the Country in Appendix E of this code. 7.1.4 The snow load in mountain area shall be determined through actual investigation. In the absence of measured data, the snow load may be adopted according to the snow load value of local adjacent open and flat ground surface multiplied by a coefficient of 1.2. 7.1.5 The combination value coefficient of snow load may take 0.7; the frequent value coefficient may take 0.6; the quasi-permanent value coefficient shall take 0.5, 0.2 and 0 respectively according to Zones I, II and III of snow load; the snow load zones shall be adopted in accordance with those specified in Appendix E.5 or Annexed Figure E.6.2 of this code.8 Wind Load8.1 Characteristic Value of Wind Load and Reference Wind Pressure 8.1.1 The characteristic value of wind load vertical to the building surface shall be determined according to the following requirements. 8.1.2 The reference wind pressure shall adopt the wind pressure with 50-year recurrence interval, which is determined according to the method specified in this code, but shall not be less than 0.3kN/m2.For the tall buildings, high-rise structures and other structures sensitive to wind load, the reference wind pressure value shall be increased properly, shall meet the requirements of the relevant code for the design of structures. 8.1.3 The reference wind pressure of all the cities throughout the country shall be adopted according to the value with a recurrence interval R of 50 years in Table E.5 of Appendix E of this code. Where the reference wind pressure of a city or construction site is not given in Table E.5 of this code, the reference wind pressure shall be determined through statistical analysis according to the method specified in Appendix E of this code and in accordance with the definition of reference wind pressure and the local annual maximum wind speed data; and the analysis shall consider the influence of sample size. In the absence of local wind speed data, the reference wind pressure may be determined through comparative analysis on meteorological and topographic conditions according to the reference wind pressure or long-term data specified for nearby areas, or determined approximately according to Annexed Figure E.6.3 Distribution Map of Reference Wind Pressure throughout the Country in Appendix E of this code. 8.1.4 The combination value coefficient, frequent value coefficient and quasi-permanent value coefficient of wind load may take 0.6, 0.4 and 0.0 respectively. 8.2 Exposure Factor for Wind Pressure 8.2.1 For the flat or slightly undulant topography, the exposure factor for wind pressure shall be determined in accordance with those specified in Table 8.2.1 according to the terrain roughness category. The terrain roughness may be classified into A, B, C and D categories. Category A refers to the offshore sea surface and sea island, coast, lakeshore and desert areas; Category B refers to open country, village, underwood, hill, villages and towns with sparse houses; Category C refers to city proper with dense building complex; Category D refers to city proper with dense building complex and taller buildings. 8.2.2 For the buildings in mountain areas, the exposure factor for wind pressure may be determined in accordance with those specified in Table 8.2.1 of this code according to the flat terrain roughness category, besides, the correction of the topographic conditions shall also be considered; and the correction coefficient η shall be adopted according to the following requirements.9 Thermal Action9.1 General Requirements 9.1.1 The thermal action shall consider the factors such as air temperature variation, solar radiation and heat source use; the thermal action acting on structures or members shall be expressed with temperature variation. 9.1.2 In the calculation of thermal action effect of structures or members, the coefficient αT of linear expansion of materials shall be adopted. The coefficient of linear expansion of commonly used materials may be adopted in accordance with those specified in Table 9.1.2. 9.1.3 The combination value coefficient, frequent value coefficient and quasi-permanent value coefficient of thermal action may take 0.6, 0.5 and 0.4 respectively. 9.2 Reference Air Temperature 9.2.1 The reference air temperature may adopt the monthly average maximum air temperature Tmax and monthly average minimum air temperature Tmin with 50-year recurrence interval, which are determined according to the method specified in Appendix E of this code; the reference air temperature values of the cities throughout the country may be adopted according to Table E.5 in Appendix E of this code. Where the reference air temperature value of a city or construction site is not given in Appendix E of this code, the reference air temperature value may be determined through statistical analysis according to the method specified in Appendix E based on the air temperature data recorded by local meteorological station. In the absence of local air temperature data, the reference air temperature may be determined through comparative analysis on meteorological and topographic conditions according to the reference air temperature specified for nearby areas, or determined approximately according to Figure E.6.4 and Figure E.6.5 in Appendix E of this code. 9.2.2 For the structures such as metal structures which are sensitive to air temperature variation, the influence of extreme air temperature should be considered; the reference air temperature Tmax and Tmin may be properly increased or decreased according to the local climate conditions. 9.3 Uniform Temperature Action 9.3.1 The characteristic value of uniform temperature action shall be determined according to the following requirements. ......Source: Above contents are excerpted from the full-copy PDF -- translated/reviewed by: www.ChineseStandard.net / Wayne Zheng et al. 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