GB 50009-2001 - 2006 Load Code for the Building Design, China

NATIONAL STANDARD OFGB THE PEOPLE’S REPUBLIC OF CHINA 中华人民共和国国家标准 GB 50009-2001 Load Code for the Design of Building Structures 建筑结构荷载规范 (2006 Edition) Issued on January 10, 2002 Jointly Issued by Implemented on March 01, 2002 the Ministry of Construction (MOC) and the General Administration of Quality Supervision, Inspection and Quarantine (GAQSIQ) of the People’s Republic of China Notice of Issuing Load Code for the Design of Building Structures JIANBIAO [2002] No.10 In accordance with Notice of Printing and Distributing the Establishment and Amendment Plan of Project Construction Standard of 1997 (JIANBIAO [1997] No.108) issued by the Ministry of Construction, the Load Code for the Design of Building Structures jointly developed by the Ministry of Construction and related departments has been authorized by related departments as a national standard, with the number of GB 50009- 2001 and will be implemented from March 1, 2002. Among which, articles 1.0.5, 3.1.2, 3.2.3, 3.2.5, 4.1.1, 4.1.2, 4.3.1, 4.5.1, 4.5.2, 6.1.1, 6.1.2, 7.1.1 and 7.1.2 are compulsory ones and shall be executed strictly. At the same time, the original Load Code for Building Structures (GBJ9-87) shall be terminated on December 31, 2002. The Code is in the charge of the Ministry of Construction that is responsible for the interpretation of compulsory articles. The China Architecture Research Institute will be responsible for the interpretation of technical contents. In addition, the Code shall be published by China Architecture & Building Press (CABP) with the organization of Research institute of Standards & Norms. Ministry of Construction P. R. China July 20, 2001 Foreword This Code has been overall revised in accordance with Notice of Printing and Distributing of the Establishment and Amendment of Building Construction of 1997 (JIANBIAO [1997] No.108) issued by the Ministry of Construction and the Load Code for the Design of Building Structures (GBJ 9-87) jointly approved by China Architecture Scientific Research Institute and related departments. During the process of revising, the team has carried out monographic study, summarized design experience in recent years, referred to related contents of foreign norms and international standards, widely asked for opinions from related departments all over the country and finalized after repeated amendment. This Code can be divided into seven chapters and seven appendices. Primary contents revised are as follows: 1. In accordance with the rule of combination stated in Unified Standard for Reliability Design of Building Structures and getting rid of Wind Combination, the combination controlled by permanent load effect was added to the load fundamental combination. In the limit design of regular service, for the short-term effect combination, characteristic and frequent combinations are listed and at the same time, the frequent value coefficient was added to the variable load. For all combination values of variable loads, respective combination value coefficient is listed. 2. Partial adjustment and amendment of floor live load. 3. Adjustment has been made to roofing rectangular distribution live load that permits no person on the roof and provisions on roof gardens and helicopter pad load have been added. 4. Character of service for crane has been changed into work classes of cranes. 5. According to new observation data, statistics of wind pressure and snow pressure from national weather stations has been collected. At the same time, the basic value of wind and snow load recurrence interval has been changed from 30 years to 50 years. In the appendix, the 10-year, 50-year and 100-year wind pressure and snow pressure in main stations all over the country have been listed. 6. One Type has been added to the terrain roughness. 7. For the wind pressure altitude variation coefficient of buildings in a mountainous area, compensation factors have been given for the consideration of terrain conditions. 8. Specific provisions have been made to wind load of envelop enclosure members. 9. The interactive influences between buildings in architectural complex have been put forward. 10. For flexible structures, the test requirements for crosswind vibration have been added. This Code may be revised as required. Information and contents revised will be published on the journal of Standardization of Engineering Constructions. The compulsory articles in this Code shall be executed strictly. In order to improve the quality of this Code, units shall sum up experience and collect background information. For feedback of related opinions and suggestions, please contact: China Architecture Scientific Research Institute (No.30 East Road, North Third Ring). Chief Development Organization: China Architecture Technical Research Institute Participating Development Organizations: Construction Department of Tongji University, Building Design Institute, Beijing International Design Institute of China Light Industry, Beijing: China Institute of Architecture Standard Design Press, Beijing Institute of Architectural Design and China Weather Scientific Research Institute Chief Drafting Staffs: Chen Jifa, Hu Dexin, Jin Xinyang, Zhang Xiangting, Gu Zicong, Wei Caiang, Cai Yiyang, Guan Guixue, Xue Hang Contents 1. General Principles ................................................................................................................. 1 2. Terms and symbols ................................................................................................................ 1 2.1 Terms ........................................................................................................................... 1 2.2 Main symbols............................................................................................................... 3 3. Classification of loads and combination of load effect ......................................................... 4 3.1 Classification of loads and representative values of a load ......................................... 4 3.2 Load combination ........................................................................................................ 5 4. Live load of floors and roofs ................................................................................................. 7 4.1 Rectangular distribution live load on floors of civilian buildings ............................... 7 4.2 Floor live load of industrial buildings........................................................................ 10 4.3 Roof live load............................................................................................................. 10 4.4 Roofing dust load........................................................................................................11 4.5 Construction and repair load as well as handrail horizontal load .............................. 13 4.6 Dynamic coefficient................................................................................................... 14 5. Crane load............................................................................................................................ 14 5.1 Vertical and horizontal load of cranes........................................................................ 14 5.2 The combination of several cranes ............................................................................ 15 5.3 Dynamic coefficient of crane loads ........................................................................... 15 5.4 The combination value, frequent value and quasi-permanent value of crane loads .. 15 6. Snow load ............................................................................................................................ 16 6.1 The characteristic value/nominal value and reference snow pressure of snow loads 16 6.2 Coefficient of snow distribution over the roof........................................................... 17 7. Wind load ............................................................................................................................ 20 7.1 The characteristic value/nominal value and reference wind pressure of wind loads . 20 7.2 Variation coefficient of wind pressure altitude .......................................................... 21 7.3 Wind load coefficient................................................................................................. 22 7.4 Downwind vibration and wind vibration coefficient ................................................. 36 7.5 Gustiness factor.......................................................................................................... 38 7.6 Crosswind vibration................................................................................................... 39 Appendix A Deadweight of Commonly-used Materials and Members................................... 41 Appendix B Method for Deciding the Floor Isoeffect Rectangular Distribution Live Load... 55 Appendix C Floor live load of industrial buildings................................................................. 60 Appendix D Measurement Method of Fundamental Snow Pressure and Wind Pressure........ 66 Appendix E Empirical Formula for the Structure Which is Natural Vibration Period .......... 108 Appendix F Approximation of the Structural Mode Factor....................................................111 Appendix G Wording Explanation .........................................................................................113 1. General Principles 1.0.1 This Code is designed to meet demands in building structure design and requirements of secure application and economic feasibility. 1.0.2 This Code is applicable to the building structure design. 1.0.3 This Code has been made in accordance with principles stated in Unified Standard for Reliability Design of Building Structures (GB 50068-2001). 1.0.4 Effects involved with the building structure design include direct effect (combination of loads) and indirect effect (including subbase deformation, concrete shrinkage, welding deformations, temperature fluctuation or effects caused by earthquakes). In this Code, only provisions on combination of loads are stated. 1.0.5 The design reference period adopted in this Code is 50 years. 1.0.6 Effects or combination of loads involved with the building structure design shall be in accordance with this Code as well as other current national provisions. 2. Terms and symbols 2.1 Terms 2.1.1 Permanent load During the utilization period of structures, the value of the combination of loads shall have no change with the passage of time or the variation is negligible compared with the average, or the variation is monotonous and tends to the limitation. 2.1.2 Variable load During the utilization period of structures, the value of combination of loads shall be changed with the passage of time and the variation is negligible compared with the average. 2.1.3 Accidental load During the utilization period of the structure, the combination of loads does not necessarily appear, but one it appears, the value is great but the duration is short. 2.1.4 Representative values of a load The value of combination of loads adopted during the design for the checking of limiting state, such as characteristic value/nominal value, combination value, frequent value and quasi- permanent value. 2.1.5 Design reference period The time parameter selected for deciding the representative value of the variable load. 2.1.6 Characteristic value/nominal value The basic representative value of loads refers to the maximum characteristic value (such as typical value, mode, median or some place value) of statistical distribution of loads in the design reference period. 2.1.7 Combination value 1 the quasi. 2. 2. it can be simplified.1. The equivalent uniform live load refers to the load effect received by the structure can keep in line with the evenly distributed load of the actual load effect.17 Quasi.1.1. provisions for all kinds of design values of a load have been made.1. during the design reference period. the exceeded total time is the minimum ratio or the exceeded frequency is the value of the combination of loads of the assigned frequency. distortion and crack 2. 2.9 Quasi. the characteristic value/nominal value or combination value adopted is the combination of representative values of a load.16 Frequent combinations In the regular service limiting state.1.1.permanent value adopted by the variable load is the combination of the representative values of a load. the combination of permanent effect and variable effect 2. 2.15 Characteristic/nominal combination In the regular service limiting state. to guarantee the built-in reliability. In the practical situation.1.13 Fundamental combination In the limit of bearing capacity state.14 Accidental combination In the limit of bearing capacity state. 2. the actual load of continuous distribution above or under the floor is always by substituted by the evenly distributed load. It refers to the floor space of the calculated member load. variable effect and an accidental combination 2.1. the exceeded total time is about half of the value of combination of loads in the design reference period.8 Frequent value For variable load.19 Tributary area The tributary area is adopted during the calculation of the beam column members.20 Dynamic coefficient 2 . during the design reference period. 2.10 Design value of a load The arithmetic product of the representative values of a load and the partial load factor.1.The value of combination of loads that makes the load effect exceed probability during the design reference period and make the solitude appearance of the combination of loads has a unified value of combination of loads or make the structure has unified value of combination of loads with reliability index stated in the provision.12 Load combination In the limit design. such as internal force.1.1. 2. It shall be divided by the zero line of the floor slab. the combination of permanent effect.11 Load effect Reaction of structures or structural elements caused by the combination of loads.permanent combinations In the regular service limiting state.18 Equivalent uniform live load During the structure design. 2. the frequent value or permanent value is adopted in the variable load is the combination of representative values of a load.1.1. 2. 2.permanent value For variable load. S——load effect combination design value.1. βgz——Gust coefficient at height Z.23 Terrain roughness When the wind passes 2km range before reaching the structure. Qk——characteristic value/nominal value of variable load. T——Natural vibration period of structures. sk——Characteristic value/nominal value of snow load. βz——Gust coefficient at height Z. γQ——Subentry coefficient of variable load. GGk——characteristic value/nominal value of permanent load effect. SA——Downwind load effect.Structures and members that receives dynamic load. 3 . 2.2 Main symbols Gk——characteristic value/nominal value of permanent load. α——Angle of gradient.21 Reference snow pressure The reference pressure of snow load shall be decided by the maximum value of the 50-year period calculated from the probability statistics according to the observation data from the deadweight of snow on the local open and equitable terrain. Re——Reynolds number.1. s0——reference snow pressure. w0——reference wind pressure. 2.22 Reference wind pressure The reference pressure of wind load shall be decided by the maximum wind speed for a 50-year period calculated from the probability statistics according to the observation data of average speed in 10min at 10m on the local open and equitable terrain. νcr——Critical wind velocity of crosswind sympathetic vibration. St——Strouhai number. B——Windward width of structures. SC——Crosswind load effect. wk——characteristic value/nominal value of wind load. SQk——characteristic value/nominal value of the variable load effect. γG——Subentry coefficient of permanent load. when designed according to the static force. γ0——Structure significance coefficient. R——The design value of resisting power of structural members. 2. the class used to describe the distribution pattern of irregular barriers on the ground. H——Top height of structures.2-4).1. Also.2. ψc——combination value coefficient of the variable load. relevant air density shall be considered and the wind pressure shall be calculated according to the formula (D. 2. shall adopt the value that is the ratio of the maximum power effect of structures or members and relevant static force effect. roof live load and dust load.5 The design of limit of bearing capacity state or the regular service limiting state shall adopt the combination value as the representative value of the variable loads. such as blasting power and force of percussion. such as floor live load. frequent value or quasi. ξ——Aggrandizement coefficient of wind load pulsation.1.2 During the design of building structures. φz——Structural vibration mode coefficient. Variable load. Accidental load. the representative value shall be the characteristic value/nominal value. η——Coefficient of wind load terrain and physiognomy amendment. for commonly-used materials and members. it shall be the upper value or the lower range value according to the advantage or disadvantage state to members. different combinations of loads shall adopt different representative values.1. the representative value shall be decided according to the utilization characteristics of building structures. 3. earth pressure and prestress. 3. 2.1.1 The structural combination of loads can be divided into three kinds: 1.1. 3. it shall be decided according to appendix 1 of this Code. crane load. While for variable loads.1. ψq——quasi-permanent value coefficient of variable load. concrete thin-wall members) with major changes in deadweight.3 Permanent load characteristic value/nominal value: for structural deadweight. wind load and snow load. µr——Coefficient of snow distribution over the roof µz——Variation coefficient of wind pressure altitude. 3. Classification of loads and combination of load effect 3. 4 .1. Note: For commonly-used materials and members. 3.ψf——frequent value coefficient of variable load. Note: Deadweight refers to the combination of loads (gravitation) caused by the weight of materials. it shall be decided according to the design size of structural members and the deadweight of unit volume of materials. For permanent loads. refer to Appendix A. ν——Impact coefficient of wind load pulsation. ζ——Structural damping ratio.6 If the regular service limiting state is designed according to the frequent combinations. The combination value of variable loads refers to the variable load characteristic value/nominal value multiplied by the combination value coefficient of combination of loads. such as dead load. for materials and members (including field fabricated heat insulators. 3. For accidental loads.4 The characteristic value/nominal value of variable loads shall be adopted according to provisions in this Code. µs——Wind load coefficient. Permanent load. 3. combination value. the representative value shall be the characteristic value/nominal value.1 Classification of loads and representative values of a load 3.permanent value according to different design requirements. 2.2.2. 2) Combination controlled by the permanent load effect: 5 . The frequent value of variable loads shall adopt the variable load characteristic value/nominal value multiplied by the frequent value coefficient of combination of loads.2 Load combination 3.5. γG——Subentry coefficient of permanent load shall be adopted according to Article 3.2.3 For the design value (S) of the fundamental combination of loads and load effect. The following design expression shall be adopted: γ0S ≤R (3. the combination of loads (effect) shall adopt the fundamental combination or accidental combination of load effect.2 For the limit of bearing capacity state. SQ1k is the controller of all variable load effects. quasi-permanent value shall be adopted as the representative value. γQi——The ith subentry coefficient of variable load.2. 3.2. R——The design value of resisting power of structural members shall be decided by related design specifications of building structures.permanent value shall adopt the characteristic value/nominal value of variable loads multiplied by the quasi-permanent value coefficient of combination of loads. The design shall take the most disadvantaged combination for the combination of loads (effect).5. 3. If it is designed according to the quasi-permanent combinations. to be adopted according to Article 3. it shall be decided by the most disadvantaged value from the following combination values: 1) Combination controlled by the variable load effect. SQik——The load effect value calculated according to variable load characteristic value/nominal value Qik. n——The number of variable loads forming the combination.2. S——The design of load effect combination. the quasi-permanent value shall be adopted as the representative value of variable loads. The variable load quasi. γQi is the subentry coefficient of variable load Q1. ψci——The combination value coefficient of the variable load Qi shall be adopted according to provisions in chapters.1 The design of building structures shall be in accordance with the combination of loads arising in the construction during the utilization process. SGk——The load effect value calculated according to the permanent load characteristic value/nominal value Gk.2) Where.the frequent value.3-1) Where. 3. (3. γ0——Structure significance coefficient. according to the limit of bearing capacity state and the regular service limiting state. 4) 2) The combination controlled by the permanent load effect shall be adopted according to formula (3. 3. ——for the combination controlled by the permanent load effect. according to different design requirement. acceleration and stress. frequent combinations or quasi-permanent combinations may be adopted and the design shall be carried out according to the following design expression: S≤C (3.6 For the design value of accidental combination and load effect combination. each variable load effect shall be taken as SQ1k and the most disadvantaged load effect combination shall be selected. 3. 3.2. the reduction rule may be adopted in the fundamental combination and the most disadvantaged value shall be selected according to the following combination values: 1) Combination controlled by variable load effect. select 1. 1) If the effect causes disadvantages to the structure. it shall be in accordance with the following provisions: the representative value of the accidental loads doesn't multiply subentry coefficient. the formula of design value of the load effect shall be decided by contrary provisions.4 For common bents and frame structures.3.(3. slippage or floating calculation. amplitude.2. if it appears together with the accidental loads and other combinations of loads. shall be adopted 6 . crack. If the SQ1k can't be decided distinctively.4.2. select 1. Subentry coefficient of variable load: ——Generally.2.2. select 1.0.2. ——for the combination controlled by the variable load effect. ——For the characteristic value/nominal value of the live load of industrial housing floor greater than 4kN/m2.35. such as the limitation of distortion.3-2). the representative value shall be adopted according to the observational data and project experience. Subentry coefficient of permanent load. select 1. the load subentry coefficient shall be adopted according to provisions in related design codes for structures. For the overturn. C——The limitation of structures or structural members when they are in regular service. Under different circumstances.5 The subentry coefficient of combination of loads in the fundamental combination shall be adopted according to the following provisions: 1.7) Where.3-2) Note: 1 The design value of fundamental combination is applicable to the linear load effect. 3.2. 2) If the effect causes advantages to the structure. (3. select 1. 2. 3.2.2. the characteristic/nominal combination. 2.7 In the regular service limiting state. ψqi——The quasi value coefficient of the variable load Qi shall be adopted according to provisions in chapters.9 The design value (S) of frequent combinations and load effect combinations shall be adopted according to the following formula: (3.2.10 The design value (S) of quasi-permanent combinations and load effect combinations shall be adopted according to the following formula: (3.10) Note: The design value of the combination is applicable to the linear combination of loads and load effect.2. ψf1——The frequent coefficient of variable load Q1 shall be adopted according to provisions in chapters. Live load of floors and roofs 4.2.1. 3. 4. 7 .8 The design value (S) characteristic/nominal combination and load effect combinations shall be adopted according to the following formula: (3.2.8) Note: The design value of the combination is applicable to the linear combination of loads and load effect.1 Rectangular distribution live load on floors of civilian buildings 4.1.9) Where.1.2. frequent value and quasi-permanent value coefficient of the rectangular distribution live load on floors of civilian buildings shall be adopted according to Table 4.2.1 The characteristic value/nominal value. combination value. 3. Note: The design value of the combination is applicable to the linear combination of loads and load effect. 3.according to related design codes for building structures. 0 0. nursery and 1 kindergarten.7 0.4 2.5 0.6 Kitchen (1) Ordinary.Table 4.5 0. Fire-fighting vehicles. ports.5 0.8 7.5 (2) People may be gathering. 3. (2) Schoolrooms. 3. restaurants. 2 Dining restaurant.5 (2) Bleachers without fixed seats. 2. 2.3 (1) Gymnasia and stages for performance.6 0. nursery.7 0.5 (2) Restaurant.1.7 (1) Civilian building in item 1.0 0. toilets and wash rooms: 10 Corridors. 8 (2) Two-way slab building covers (the span 4.6 0.5 6m) Carriages.6 0.0 0. 4.7 0. policlinic of hospitals. hotels.7 0.5 0.6 0.0 0.7 0.5 (1) Residential buildings.6 0.6 no less than 6m*6m) and flat slab floor (the dimension of column grids no less than 6m * 2. (1) Stack rooms.9 0.9 0. office buildings. (3) Fire-control fire escapes and other civilian buildings.3 0.1 the characteristic value/nominal value.7 0.5 3.7 0. 2.0 0.7 0.7 0.6 20.5 3. policlinic rooms of hospitals. bleachers with fixed seats.7 0. combination value.5 0.5 0.0 0.5 (2) Ballrooms.7 0. schoolrooms.7 0. hotels.7 0. 11 kindergarten and residential buildings.5 2.5 0. (1) Stores. stations. hallways.9 0.0 0.7 0.7 0. 2. (2) Office buildings.0 0.5 0.7 0. 4.5 0. frequent value and quasi-permanent value coefficient of rectangular distribution live load on floors of civilian buildings Item Type Characteristic Combination Frequent Quasi-permanent value/nominal value value value coefficient value (kN/m2) coefficient ψc coefficient ψf ψq 0.7 0.5 0.6 0.7 0. (2) Stack rooms with dense tanks. (2) Public laundries.0 0. 7 5.4 (2) Other civilian buildings. archives for playhouse. Auditoria. boardrooms.7 0.8 (1) 3 rooms.3 3. testing labs. dormitories.7 0.0 0.7 0. Balcony: 12 8 . general materials. Fire-fighting vehicles. 9 Bathrooms.6 0. 4 5 airport halls and waiting rooms.5 3.6 0.4 2.5 0. hospital wards.7 0.0 0.5 0.0 Fan houses and elevator towers Automobile passages and parking rooms: (1) one-way slab building covers (the span no less than 2m) Carriages.7 0. reading rooms.6 0. staircases: (1) Dormitories. archival repository and 6 store rooms.7 0. exhibition halls. 4.0 12.6 35.3 (1) In common situation.7 0. cinema and 2.0 0.5 0.6 0.9 0. hospital wards.5 0.0 0. 2) Items 1(2)-7 shall adopt the discount coefficient the same as that of the girders of floors. walls. the discount coefficient shall be adopted the same as that of the building. if the height of bookshelves is greater than 2 m. according to the equivalence principle of structural effect.1. for one-way slabs. columns and foundations of floors.1.9. The fixed partition and deadweight shall be taken as permanent combination of loads.Note: 1. select 0.2 For the design of girders.5kN.9. 2. select 0. the live loads shall be adopted according to practical situations. select 0. shall be calculated according to a concentrated load of 1. 4) In items 9-12. for the live load of stack rooms in item 6. For girders of two-way slabs.55 Note: If the tributary area of floor girders exceeds 25m2. if the tributary area of girders exceeds 25m2. The discount coefficient during the design of floor girders. Table 4. 1) In item 1(1). 2) In items 1(2)-7. select 0. 4) For items 9-12.00 (0.5kN/m2. All live loads in this Table are applicable for natural service conditions. 4. 5.1.8.9. volumes and foundations 1 2-3 4-5 6-8 9-20 ≥20 The discount coefficient of live loads total on each floor above the calculation section 1. 3. 4. 3) In item 8. For two-way slabs and flat slab floors. the coefficient shall adopt the one in the parentheses.85 0. the weight of non-fixed partitions shall take 1/3 the weight of the wall as the additive value (kN/m2) which shall be no less than 1.6. select 0. the discount coefficient shall be the same as that of the buildings.60 0. columns and foundations: 1) Item 1(1) shall be adopted according to Table 4. If requirements in this Table are not met. 4. if the tributary area of girders exceeds 50m2.8. The live load for staircases in item 11. select 0.1 shall be multiplied by the discount coefficient: 1.5. 3) In item 8. the characteristic value/nominal value of live loads on the floors in Table 4. All combinations of loads do not contain the deadweight of partitions and the combination of loads for the second fixture and fitting.2 Discount coefficient of live loads according to different floors Number of floors above the calculation section of walls. For girder of one-way slabs.1.0 kN/m2 of the live loads on floors. the live load for stack rooms shall be decided according to a height no less than 2. The live load for carriages in item 8 is applicable to carriages holding fewer than 9 persons. select 0. The live load of fire-fighting vehicles is applicable to oversize vehicles with the full load of 300kN.90) 0. Note: The tributary area of floor girders is decided by the real area within the range extending 1/2 case bay to both sides of the girder. The discount coefficient of designing walls. If the working load is extremely large. under the following circumstances. for the precast stair footfall slabs. If the position of partitions can be moved freely. junior beam of one-way slabs and vittae of trough plates. 9 .3 The partial loads on floor structures shall be converted into isoeffect rectangular distribution live loads according to Appendix B.65 0.2. 2.70 0.1. the partial load of wheels shall be converted to the equivalent uniform live load. 4. 2. If necessary.5 0. general purpose tools.3 Roof live load 4. 4.2.5 0 2. it shall be adopted according to the practical situation. the roof live loads shall be decided according the possible depth of 10 .5 value/nominal value (kN/m2) 1 2 3 Roof without holding persons Roof holding persons Roof garden Note: 1. For common smith shops.3.4 3.7 0.2.2 The operation combination of loads. pipelines.3.3.0kN/m2.7 and the quasi-permanent value coefficient no less than 0. For roofs holding persons.5kN/m2. under no circumstance shall the combination value and the frequent value coefficient be less than 0. However. construction measures shall be adopted. including operating personnel.5 0.7 0. 3.7 0. The floor isoeffect rectangular distribution live load shall be decided by the method stated in Appendix B. Note: 1.1 Roof rectangular distribution live load Characteristic Item Type Combination value Frequent value Quasi-permanent value coefficient ψc coefficient ψf coefficient ψq 0.3 The combination value coefficient. transportation tools or possibly-removed partitions shall be considered according to the practical situation and can be substituted by the isoeffect rectangular distribution live load.4. the partial load produced by the equipment.1 The roof rectangular distribution live load on the horizontal projection surface shall be adopted according to Table 4. For different structures. if there are not enough materials.2kN/m2. Table 4.6 0.0 0.1. instrumentation production workshops. The staircase live load in production workshops shall be adopted according to the practical situation and shall be no less than 3. frequent value coefficient and quasi. The roof rectangular distribution live load can't be considered together with the snow load.2. according to related design specifications.0 0. if they are used for other purposes. semiconductor device workshops. cotton spinning and knitting workshops. preparing shops in tire plants and grain processing workshops. For roofs without holding persons.6. if the construction load is comparatively large. 2. For seeper combination of loads caused by the disturbance of roof drainage or blockage. the characteristic value/nominal value shall be increased or decreased by 0.1 During the production utilization or the installation repair of floors of industrial buildings.2 Floor live load of industrial buildings 4.permanent value coefficient of floor live loads of industrial buildings shall be adopted according to the practical situation besides values given in Appendix C. relevant floor live loads shall be adopted. small amount of raw materials and the deadweight of finished products on areas without equipment of floors ( including working platforms) of industrial buildings shall be considered as the rectangular distribution live load and adopt 2. 4. it shall be adopted according to Appendix C. 4. At the same time. the partial load characteristic value/nominal value is 60kN and the active area is 0.30m.1 During the design of workshops that release mass dust and their neighboring buildings. 4. medium and heavy types: ——Light-type: the maximum take-off weight is 2t. the partial load characteristic value/nominal value and active area shall be selected according to various requirements of light.2 The combination of loads of parking apron for helicopters shall be considered as the partial load according to the gross weight of the helicopter. partial load characteristic value/nominal value is 20kN and the active area is 0.30m * 0.25m.25m * 0. for roofs of machinery. cement and metallurgy workshops with certain dedusting facilities.1-1 and 4.4 Roofing dust load 4. ——Heavy-type: the maximum take-off weight is 6t. ——Medium-type: the maximum take-off weight is 4t. 11 . the roof dust load on the horizontal projection surface shall be adopted according to Table 4. 4.6 and the quasi-permanent value coefficient shall be 0. The combination value coefficient of loads shall be 0. 4. If there is no technical information of aircraft types.7.seepers.3. partial load characteristic value/nominal value is 40kN and the active area is 0. the frequent value coefficient 0. The partial load shall be decided according to the practical maximum lifting loads of helicopters.1-2. The live load on roof gardens does not include the material deadweight of earth materials.4.4.20m.0kN/m2.20m * 0. commonly. its isoeffect shall be no lower than 5. 30 0.9 0. material sheds and distribution substations) Note: 1. For item 2. drying rooms and fragmentation rooms) Workshops without dust sources in 8 cement mills ( compressor plants.30 - - 1.20 0.75 1. 3. the dust load shall be adopted according to roofs out of breastplates in workshops. 2. the evenly distributed load of soot formation shall be only applicable to the roof slope α≤25°. If neighboring buildings are within this range.50 0. The combination of loads of ash removal facilities shall be considered additionally.75 0.4.8 breastplates breastplates 0.00 - - 0.1-1 Roof dust load Characteristic value/nominal value Combination (kN/m2) Item Type Roofs without breastplate 1 2 3 4 5 6 Foundry in machinery plants ( cupola) Melting house ( oxygen converter) Manganese and ferrochrome workshops Silicon and ferrotungsten workshops Sintering chambers of sintering plants and primary mixing rooms Propylaea and other workshops in sintering plants Roofs with breastplate Within Out of Frequent Quasi-permanent value value value coefficient coefficient coefficient ψc ψf ψq 0.30 0. In the Table. 12 .00 0. If 25°<α<45°.30 0.5 0. 3 and 4 shall be adopted according to the roofs without breastplate in workshops.50 1.30 - 0. For items 1-4.9 0. If α≥45°. combined storehouses. mill 7 rooms.30 0. workshops. the value can be selected using the interpolation method. the dust load for items 1.00 0. the dust load shall apply only to roofs within the rad of 20m centered by the stack. the dust load may be neglected.50 - - Workshops with dust sources in cement mills ( kiln rooms.Table 4.75 0. For schools.4. the construction and repair load as well as the handrail horizontal load can be neglected.0m in the high-low span. 4.50 0. office buildings. bleachers. select 1. For light members or wide members. 2. If the distance between the roofs of neighboring buildings and the blast furnace is the intermediate value in the Table. it shall be calculated according to the practical situation. if the construction load exceeds the aforesaid combination of loads. dining rooms.1 During the design of roofing boards.1-1 Roof dust load Characteristic value/nominal 2 value(kN/m ) Blast Combination furnace volume ( m3) The distance between the roof and the blast furnace (m) ≤50 100 200 <255 0. Note 2 of Table 4.0. summers. reinforced concrete projecting eaves.5. playhouses.4.0m of the width of boards.0m of the width of boards. 4. the concentrated load (the deadweight of people and small tools) for construction and repair shall select 1.4. the characteristic value/nominal value of dust load shall be multiplied by the aggrandizement coefficient as stated: Within the dispersion of distribution that is twice the roof height difference but no greater than 6.0kN/m. auditoria. select 0.30 value Frequent value Quasi-permanent coefficient ψc coefficient ψf coefficient ψq 1.5 Construction and repair load as well as handrail horizontal load 4. cinema.5.5-3.0kN and shall be calculated in the most disadvantaged place. hotels. During the calculation of overturning of projecting eaves and rain hoods. For residential buildings. museums or palaestra.4.2 The handrail top horizontal combination of loads on the staircases. Note: 1.Table 4.0 value Note: 1. rain hoods and prefabricated joists.1-1 can be applicable to this Table as well. 13 .4. or temporary facilities like adding backing boards and supports shall be adopted. 4. nursery. kindergartens.0 1. during the design of roof boards and summers. 2. select 2.0m of cullis. During the calculation of intensity of the projecting eaves and rain hoods.50 - - 255-620 0. one concentrated load shall be taken into consideration in every 1.2 For places vulnerable for dust deposition on roofs.3 If the quasi.3 The dust load shall be considered with the snow load or roof live load but the one with a comparatively large value. a concentrated load shall be taken into consideration in every 2.30 - >620 1.00 0. the value can be selected according to the interpolation method. hospitals. balcony and roofs holding persons shall be adopted according to the following: 1. 4. select 1.5KN/m.75 0. 4. dormitories. 2. within the dispersion of distribution no greater than 3.permanent combinations of loads is adopted.5.0 1. stations. 14 .3.1. The dynamic load can only be transferred to the floor slabs and girders.6 Dynamic coefficient 4. the coefficient shall adopt 1.3 The combination of loads on roofs by helicopters shall be multiplied by the dynamic coefficient.4. with the direction same as that of the orbit. select 12% ——If the load-lifting capacity is between 16-50t. 2.1 The power calculation of building structure design. shall be calculated according to the static force after the deadweight of heavy objects or equipment is multiplied by the dynamic coefficient. porting and handling heavy objects shall adopt 1. The characteristic value/nominal value of transverse horizontal combination of loads shall adopt the percentage in the following of the sum of the weight of crane carriages and the load-lifting capacity and then the result shall be multiplied by the acceleration of gravity: 1) Flexible-hook cranes: ——If the load-lifting capacity is no larger than 10t.2 The dynamic coefficient for starting and stopping vehicles. if there are enough bases.1 Vertical and horizontal load of cranes 5. Note: 1. The skid with two opposite directions shall be taken into consideration. Its dynamic loads can only be transferred to the floor slabs and girders. The characteristic value/nominal value of vertical combination of loads of cranes shall be adopted according to 10% the total of maximum wheel pressures of all skid wheels that work on the same orbit. The point of application of this load shall lie on the point of contact between the skid wheel and the orbit. 2.1. 4.1 The characteristic value/nominal value of vertical loads of cranes shall adopt the maximum wheel pressure or the minimum wheel pressure of cranes according to relevant regulations. select 10% ——If the load-lifting capacity is no less than 75t. 5. For helicopters with hydraulic pressure tires. with the direction vertical with the orbit. The horizontal load of hand cranes and electric blocks can be taken no account of.6.4. Crane load 5. select 8% 2) For hard-hook crane: select 20%.6. 4.2 The longitudinal and transverse horizontal combination of loads of cranes shall be adopted according to the following provisions: 1.6. The horizontal load of suspending cranes can be neglected and received by related supports. 5. The transverse horizontal combination of loads shall be allocated evenly on both ends and transferred to the rail head by means of wheels on the orbit. for the bent frames for single-span or multi-span workshops. 15 . 5. Table 5. the dynamic coefficient shall be 1. the characteristic value/nominal value of the vertical load and horizontal load of several cranes shall be multiplied by the discount coefficient stated in Table 5. for the work class A6. the number of the cranes shall be no more than 2.1. the number shall be no more than 4. frequent value and quasi-permanent value coefficient of crane loads shall be adopted according to Table 5.2.8 0.90 0.2 During the calculation of bent frames. for the work class A1-A5 flexible-hook cranes. For the horizontal load of several cranes. the number of cranes for the combination and the discount coefficient of loads shall be considered according to the practical situation.1 During the calculation of intensity of crane beams and their connections.85 0. frequent value and quasi-permanent value of crane loads 5. 5.05.A8 flexible-hook cranes.2.2.1 When the vertical load of several cranes are considered during the counting of bent frames.95 0. while for multi-span ones.2 The combination of several cranes 5. 5.9 0. the vertical load of cranes shall be multiplied by the dynamic coefficient.4.3 Dynamic coefficient of crane loads 5.2. the dynamic coefficient shall be 1. the number of cranes for the single-span workshops shall be no more than 2.4 The combination value. Note: Particular instances shall be considered according to the practical situation. Concerning the suspending cranes (including electric hoists).2.85 Note: For the single-span or multi-span workshops of multi-layer cranes.1 The combination value.5.3. during the calculation of bent frames.4.1.2 the discount coefficient of combination of loads of several cranes The number of cranes for the combination 2 3 4 Work class of the crane A1-A5 A6-A8 0. hard-hook cranes and other special-type cranes. 6 0. µr——Coefficient of snow distribution over the roof S0——reference snow pressure (kN/m2). the influence of sample quantity shall be taken into consideration (please refer to Appendix D).2 in the local neighboring and open level surfaces.7 0. the reference snow pressure value can be decided according to the maximum snow pressure or snow depth materials.4.7 0.1.permanent value of crane loads shall be adopted.5 The combination value coefficient of snow loads shall select 0.1 The characteristic value/nominal value and reference snow pressure of snow loads 6.Table 5.7 0.1.6 0. the load of cranes shall be taken no account of.6 and the quasi-permanent value coefficient shall be 0. the frequent value coefficient 0. the quasi.95 0. in the regular service limit design of crane beams.1.2 The reference snow pressure shall be adopted according to the 50-year value listed in Appendix D.1. 6.4. the reference snow pressure shall be elevated and decided by related codes for structural design.A5 Work class A6-A7 Hard-hook cranes and flexible-hook cranes with the work class of A8 5. Also.5.2 During the design of bent frames in workshops.95 value Flexible-hook crane Work class A1-A3 Work class A4.permanent combinations of combinations of loads.1.7 0. in the quasi.1.5 0.7 0. 6.4.95 0. If there is also no snow pressure or snow depth material.2 and 0 respectively 16 . 6. 6.1) Sk = µrS0 Where. 6.1 The characteristic value/nominal value of snow load on the horizontal projection surface of the roof shall be calculated according to the following formula: (6.1 the combination value. it can be adopted as the snow load multiplied by the coefficient 1.7 0. During the analysis.4 The snow load of mountains shall be decided after the practical survey. frequent value and quasi-permanent value of crane loads Work class of the crane Combination value Frequent value Quasi-permanent coefficient ψc coefficient ψf coefficient ψq 0. the value can be decided according to the reference snow pressure in the neighboring places or long-term materials and by means of contrastive analysis over meteorological and terrain conditions. based on the definition of the reference snow pressure and making analysis over statistics. 0. If there is no survey material.1). Snow load 6.5. it can be approximately decided by the natioanl reference snow pressure distribution graph (appendix D. For structures sensitive to snow loads.3 If the reference snow pressure value of cities or construction sites is not listed in Appendix D. Sk——characteristic value/nominal value of the snow load (kN/m2).7. However. 2 Coefficient of snow distribution over the roof 6.according to snow load zoning I. 6.2. 17 .2.1 for different roofs.1 The coefficient of snow distribution over the roof shall be adopted according to Table 6.4 or Attached figure D. The snow load zonings shall be decided according to Appendix D. II and III.5.2. 2.Table 6.1 Distribution Coefficient of Snow Pressure Item Type 1 Single-span.75µr µr is adopted by Item 1 3 Arched roof Even distribution 4 The roof with skylight Uneven distribution 18 . gable roof 0. shed roof Roof Table and distribution coefficient µr of snow pressure Even distribution Uneven distribution 2 Single-span. gable or arched roof µr is adopted by the requirements of Item 1 and Item 3 8 High and low roof a=2h and 8m≥a≥4m 19 .Table 6. single slope roof (serrated roof) Even distribution Uneven distribution 7 Double-span.2.1 (Continued) Item Type Roof Table and distribution coefficient µr of snow pressure Even distribution Uneven distribution 5 The roof with skylight and breastplate Even distribution Uneven distribution 6 Multi-span. please refer to provisions in item 7.1 The characteristic value/nominal value of wind loads vertical to the surface of buildings shall be calculated according to the following formula: 1.1.1-2) wk=βgzµs1µzw0 Where. µz——Variation coefficient of wind pressure altitude w0——Reference wind pressure (kN/m2). 6. βgz——Gust coefficient at height Z.1 The characteristic value/nominal value and reference wind pressure of wind loads 7. the reference wind pressure shall be elevated and decided according to related codes for structural design. the influence of sample quantity shall be taken into consideration (please refer to Appendix D). 2. the 20 .Note: 1. only when 20°≤α≤30° of the single-span gable roofs. Wind load 7.1. wk——the characteristic value/nominal value (kN/m2) of the wind load. µs1——Partial wind pressure coefficient. 7.1. For roofing boards and purline.1. 3.2 The reference wind pressure shall be adopted according to the 50-year value listed in Appendix D.1-1) wk=βzµsµzw0 Where.1. 4. 7. For roof trusses and arch shells. During the analysis.3kN/m2. based on the definition of the reference wind pressure and making analysis over statistics. µs——Wind load coefficient. For frames and columns. 2. For high-rise buildings. the even distribution shall be adopted. the rectangular distribution shall be adopted. towering structures and other structures sensitive to wind loads. it shall adopt the most disadvantaged condition of the snow inhomogeneous distribution. In item 2. (7. Item 4 and item 5 shall be applicable to the general industrial workshop roofs with the gradient α≤25°. the reference wind pressure value can be decided according to the maximum wind speed materials. (7. it shall be adopted as the snow full-span rectangular distribution instance. 2.3 If the reference wind pressure value of cities and construction sites is not listed in Appendix D. βz——Wind vibration coefficient at height Z. the snow distribution conditions shall be adopted according to the following provisions: 1. 7.2. it shall be adopted according to the snow full-span rectangular distribution instances. For the double-span or gable or arched roof. During the calculation of envelop enclosures. 3. If there is also no wind speed material.1.2 During the design of supporting members of buildings structures and roofs. For snow distribution coefficient of multi-span roof. During the calculation of main bearing structures.4 but shall be no less than 0. inhomogeneous distribution instances and half-span evenly-distributed instances. if α≤25° or f/l≤0. 12 7.1 For level or small-undulant terrain.77 1.02 1.2.54 2.25 0.12 3.67 1.74 0.2.86 1. it can be approximately decided by the national reference wind pressure distribution graph (appendix D.80 1.94 2.64 2.61 200 2.20 1. countries.75 2.34 2.2. C and D classes: ——A-Class: offing sea surfaces.97 2. hills. ——B-Class: open countries.12 3.2.45 1. 0.40 2.61 2.91 ≥450 3.02 80 2.62 15 1.62 10 1.12 3.62 40 1.27 150 2.value can be decided according to the reference wind pressure in the neighboring places or long-term materials and by means of contrastive analysis over meteorological phenomena and terrain conditions.80 2.6.62 30 1. frequent value and quasi-permanent value coefficient of wind loads shall be 0. ——C-Class: cities with dense buildings. Table 7.95 1.70 1.14 0. and villages and suburbia with sparse buildings.00 0.74 0.00 0.27 1.12 3.2 Variation coefficient of wind pressure altitude 7.11 90 2. 7.13 0.1 Variation Coefficient µz of the Wind Pressure Height Height away from the ground or sea surface Types of ground roughness (m) A B C D 5 1.38 2.17 1.00 0.12 2.25 0.1.2. but also shall be adopted by considering the orographic conditions compensation and compensation factor 11 respectively on the basis of the following requirements: 21 .62 1.62 20 1. lakeshores and deserts. ——D-Class: cities with dense high-rise buildings.19 300 3.92 1.03 1.83 2.92 250 2. jungles.1.4 and 0 respectively.93 70 2. the variation coefficient of wind pressure altitude shall be decided according to Table 7.45 350 3. coasts.09 1.35 0.5.3). the variation coefficient of the wind pressure height may not be determined by roughness types of the equitable terrain on the basis of Table 7.2 For mountainous buildings.03 1.56 1.38 1.42 1.4 The combination value.1 based on different terrain roughness.12 3. islands.30 1. 7.52 1.68 400 3.54 1.99 2. The terrain roughness can be divided into A.74 0.73 50 2.84 0.19 100 2.63 1.12 2.12 2. B.12 3. Also.84 60 2.12 1. it takes 3.3.1 60~100 1. the compensation factors on the top may be adopted according to the following formula: η B = [1 + ktga(1 − z )]2 2.3.20~1. k——Coefficient.1~1. when tgα>0.3.3.2 Mountain Peak and Sidehill Schematic For other positions of the mountain peak and sidehill. but shall also consider the compensation factor shown in Table 7. tgα takes 0.2.2. Part C (ηA and ηC) is 1.3.4 for hillside. it may be adopted by referring to relevant data.2.5 H (7. H——Overall height of the peak or hillside (m). and takes 1.3 For high seas offing and insular buildings or structures.85.2. Table 7.5H. 2 When the building and structures have shapes different to those specified in Table 7.1. η=0. 2 For the blocking terrains like intermontaine basin and valley.1. while the compensation factors between A and B or between B and C are determined by linear interpolation of η.5H.3 Wind load coefficient 7.2.1 Shape coefficient of the wind load of the building and structures may be adopted according to the following requirements: 1 When the building and structures are similar to the shapes shown in Table 7.2. 7.2 for mountain peak.2 7.1.3.0 40~60 1.0~1. For the valley mouth and mountain pass concurrent with the wind direction. z takes 2. the variation coefficient of the wind pressure height may not only be determined by roughness type of A-type on the basis of Table 7. η=1.1 For the mountain peak and hillside. they may comply with figure 7.2. 22 . when z>2.75~0.3 Compensation Factor η of High Seas Offing and Island Distance away from the coast (km) η <40 1. Figure 7. z——Height from the calculated position of the building to the building ground.2.2) Where tgα——The slope of mountain peak or hillside on the windward side. m.50. compensation factor at Part A. it may be adopted by the requirements of this table. 3 When the building and structures have shapes different to those specified in Table 7. Table 7.1 and no reference available.1 the Shape Coefficient of Wind Loads Items 1 Type Shapes and shape coefficient µs Close-type grounding gable roof The median is calculated by interpolation method 2 Close-type gable roof The median is calculated by interpolation method 23 . 4 For important building and structures with complicated shapes. it should be determined by tunnel test.3.3. they shall be determined by tunnel test. 6 Close-type high and low gable roof µs of the windward slope. it is adopted by Item 2. 24 . 8 Close-type double-span gable roof µs of the windward slope.3. it is adopted by Item 2.Table 7. 7 Close-type gable roof with scuttle Arched roof with scuttle may be adopted by this Figure. it is adopted by Item 2.1 (Continued) Items Type 3 Close-type grounding arched roof Shapes and shape coefficient µs The median is calculated by interpolation method 4 Close-type arched roof The median is calculated by interpolation method 5 Close-type shed roof µs of the windward slope. 1 (Continued) Items Type Shapes and shape coefficientµs Close type unequal height 9 and unequal double spans gable roof Windward slope µs is adopted by Item 2. Close-type unequal height 10 and unequal three spans gable roof Windward slopeµs is adopted by Item 2 µs1 for the windward wall surface on the upper part of the midspan is adopted by the following provisions: µs1=0.6(1-2h1/h) when h1=h.3.6(1-2h1/h) when h1=h. µs1=-0.Table 7. µs1=-0.6 Close-type gable 11 roof with scuttle and cover Close-type gable 12 roof with scuttle and double cover Close-type unequal height 13 and unequal three midspans gable roof with scuttle Windward slope µs is adopted bt Item 2 µs1=0.6 25 . 2 When a>4h. Two opposite 17 close-type gable roof with canopy This Fig.3. µs=0. Close-type pitched 18 roof or arched roof with subsiding scuttle 26 . is applicable to that with s of 8~20mm.Table 7.1 (Continued) Items Type Shapes and shape coefficient µs Close-type double 14 span gable roof with scuttle µs for the second scuttle surface of the windward is adopted by the following requirements: When a≤4h. µs=0.6 15 Close-type gable roof with parapet When the parapet height is limited. the shape coefficient of the roof may be adopted as roof without parapet 16 Close-type gable roof with canopy µs of the windward slope is adopted by Item 2. and µs of windward slope is adopted by Item 2. 3. µs=0. (2) and (3) three sections. µs=0.6 20 Close-type roof with scuttle wind shield Close-type double 21 span roof with scuttle wind shield 22 Close type saw-tooth roof µs of windward slope is adopted by Item 2. µs=0. it may be regulated evenly in (1). Close-type 23 complicated multi-span roof µs of the scuttle surface is adopted by the following requirements: When a≤4h.1 (Continued) Items Type Shapes and shape coefficient µs Close-type gable roof 19 or arched roof with subsiding scuttle µs of the second scuttle surface of the windward is adopted by the following requirements: When a≤4h.6 27 . When the tooth surface increases or reduces. µs=0.Table 7.2 When a>4h.2 When a>4h. Table 7. is applicable to conditions that shape coefficient µs in Hm/H≥2 and s/H = 0.3.2~0.1 (Continued) Items Type Shapes and shape coefficient µs This Fig.4 Backing 24 close-type gable roof Shape coefficient µs： 28 . 4.3.2~0.1 (Continued) Items Type Shapes and shape coefficient µs Backing 25 close-type gable roof This Fig.Table 7. 29 . is applicable to conditions that shape coefficient µs in Hm/H≥2and s/H =0. with scuttle Single-sided 26 open type gable roof µs of the windward slope is adopted by Item 2. 2 Overall horizontal force to the roof caused by longitudinal wind loads. Table 7.1.Table 7. When the open area is as high as 50%. This Fig.3.10Aωh A is the horizontally-projected area of the roof. a is 0. a is 0. while ωh is the wind pressure at roof height h.1 (Continued) Items Type Shapes and shape coefficient µs With gable Open on in Shape coefficient µs Double-side open 27 type and four-side open type gable roof The median is calculated by interpolation method Note: 1 Roof of this Fig. the roof suction shall be increased. coefficient of the leeward wall surface is instead by -1.05Aωh When a<30°.1 (Continued) Items 29 Type Shed and gable Shapes and shape coefficient µs The median is calculated by interpolation method canopy The shape coefficient is adopted by Item 27 30 both . Is applicable to building with upper part concentrically open area≥10% and≤50%. Semi-open gable 28 roof of back and forth longitudinal wall µs of the windward slope is adopted by Item 2. When a≥30°. is allergic to wind. so to shall consider the sign reversal condition of µs when designing. 3 When the interior stockpiled articles or the building is on the hillside.3. and it may be adopted by Item 26 (s). 3 When the interior stockpiled articles or the building is on the hillside. and it may be adopted by Item 26 (a).1 (Continued) Items 31 32 Type Shapes and shape coefficient µs Members of sections Truss The shape coefficient of single truss is µst=φµs µs is the shape coefficient of the truss components.3. the roof suction shall be increased. φ=An/A is the breakwind coefficient of truss An is the net projected area of the truss member and node point breakwind 31 . (a) Regular polygon (including rectangular) plane (b) Y-shape plane 30 Close-type building and structures L-shape +-shape plane plane II-shape plane Sectional triangle plane Table 7. it is taken by Item 31 for shape steel and it is taken by Items 36 (b) for round pipeline members.The median is calculated by interpolation method Note: (b) and (c) shall consider Note 1 and Note 2 of Item 27. A=hl is the bounded area of the truss. 32 . and η is adopted by the following Table. n is the integral shape coefficient parallel to the truss µ stw = µ st 1 −η n 1 −η µst is the shape coefficient of the single truss. µs is adopted by the µs of angle tower pier by multiplied by 0.7 2.4 2.015.2 2.4 1.0 0.002.1 (Continued) Items 33 Type Shapes and shape coefficient µs Independent wall and fence (a) The profile coefficient µs when the angle tower pier is calculated integrally coefficient φ 34 Tower pier Triangle wind Rectangle Breakwind Wind direction ① Wind direction ② Single angle Angle direction ①②③ combination ≤0.2 2.8.7 2.0 1.9 1.9 2. When µsw0d2≥0.4 0.4 2.9 3.2 0.5 1.2 2.6 (b) The shape coefficient µs when the pipe and round steel tower pier is calculated integrally When µsw0d2≤0.3.8 0. The median is calculated by interpolation method 33 .3 2.9 2. µs is adopted by the µs of angle tower pier by multiplied by 0.6 2.6.Table 7.1 2.1 2.4 2.0 2. 1 (Continued) Items 35 Type Shapes and shape coefficient µs Rotating umbo (a) The shape coefficient µs of surface distribution when it is calculated locally Structures of circular 36 section (including chimney and tower) Values in the table are applicable to surface smooth conditions in µsw0d2≤0. (b) The shape coefficient µs when it is calculated integrally The median is calculated by interpolation method.3. △ is the prominent height of the surface 34 .Table 7. and d is in unit of m. w0 is in unit of kN/m2. therein.015. is applicable to condition in µsw0d2≤0. the interactive group effect of wind shall be considered. especially dense high-rise buildings is small. the single building coefficient µs shall be multiplied by the mutual interference aggrandizement coefficient which can be decided according to test data of similar cases. the forth pipe is 0.015 (a) up and down dual-pipe (b) back and forth dual-pipe 37 Rotating umbo µs listed in the table is the same of back and forth dual-pipes.2 If the space between multi-buildings. 35 .3.3 During the calculation of the enclosure members and their connections.3.1. it shall be adopted according to Table 7. For zones with positive pressure. it can be got from the tunnel test.Table 7.3. External surface 1. If necessary.3. 7.6 (c) close packing multi-pipe µs is the sum of all pipes The shape coefficient µsx of the horizontal component wx and the shape coefficient µsy of the vertical component wy of the wind loads: 38 Dragline 7. Commonly.1 (Continued) Items Type Shapes and shape coefficient µs This Fig. therein. the partial wind pressure coefficient µs1 shall be decided according to the following provisions: I. select -1. If the tributary area of members is less than 10m2 but greater than 1m2. and the structural natural vibration period shall be calculated by structural dynamics. —For overhung members.2 For general cantilever-type structure.0. or torsion-neglectable high-rise buildings with height of greater than 30m and depth-width ratio of greater than 1.1.4 Downwind vibration and wind vibration coefficient 7. select the smaller one but no less than 1. v——Influence coefficient of the ripple. II.5m.8. µs(A)=µs(1)+[µs(10)-µs(1)]logA 7. If the tributary area of the enclosed member is greater than or equal to 10m2. high-rise structures with basic natural vibration period T1 of more than 0.1 For building with height of more than 30m.1 of the building width or 0. select -2.1-1). µz——Variation coefficient of the wind pressure height 7. while the wind loads of the structure may be calculated by wind vibration coefficient on the basis of formula (7.4.0. such as cornice. select -1. Note: If the action width of wall corners and roof partial regions is 0.4 of the mean altitude of buildings. the external surface wind pressure shall be -0. if such high-rise structures as truss. The wind vibration calculation shall be made according to random vibration theory.3.2 or 0.2. Zone of negative pressure —For wall face.25s and wide span roofing structures. the partial wind pressure system coefficient µs (A) shall be decided according to the logarithm linear interpolation of the area. Internal surface For enclosed buildings. tower and chimney. they may only consider the impact of the first vibration mode. 7.4.4.4. 36 . —For roofing partial place (fastigium with periphery and roof slope greater than 10°). canopy and sun shield. they shall consider the impact of downwind vibration to the to the structure caused by the wind pressure pulse. and the wind vibration coefficientβz of the structure at height z may be worked out according to the following formula: βz=1+ ξvϕ z µz (7. φz——Mode factor. Note: The aforesaid partial wind pressure coefficient µs (1) is applicable for enclosed members with the tributary area (A) less than or equal to 1m2. Note: The basic approximate natural vibration period T1 may be calculated by Appendix E. may be determined by Table 7. the partial wind pressure system coefficient µs (10) shall be multiplied by the discount coefficient 0.5.2.2) Where ξ——Augmenting factor of the ripple.2.3 The augmenting factor of the ripple. select -2.4.8. —For wall corners. 83 C 0.20 0.36 Steel structure of building with filler wall 1.28 3.90 0.32 1.00 2.38.08 2.08 0.83 1.88 0.77 1.00 1.81 Concrete and masonry structure 1.38 2 ω0T 1(kNs /m ) 0. 2 When the width of the structure windward is larger.46 2.9 0.87 0. the influence coefficient of the ripple may be the ratio between the total height H and its windward width B.39 1.14 Steel structure of building with filler wall 1.19 1.88 1.09 3.85 3.80 1.79 Types of ground roughness B 0.85 0.34 1.4.89 0.17 1.54 1.00 2) When the width of the windward and crosswind side of the structure varies along the height in beeline or approach beeline.00 30. 0.01 1.4 0.96 2.4.04 0.32 1.4.83 0. while the mass varies along the height continuous and regularly.44 1.20 1.4-2.79 0.89 0.10 2.11 1.5 2.90 0.90 0.4. 7.01 1.84 0.72 0.93 0.4-1 shall be multiplied by compensation factor θB and θv again.4-2 Compensation Factor θυ BH/Bo 1 0.21 1.00 L 10 1.87 0.02 0.28 1.01 Concrete and masonry structure 1.82 0. ripple ratio may be determined according to Table 7.00 10.62 and 0.89 0.83 0.4 Influence coefficient of the ripple may be determined by the following conditions respectively.44 1. C-type and D-type.88 2.6 0.92 0.91 D 0.78 0.82 1. while for regions of A-type. Table 7.88 0.65 0.65 1.87 0.82 0.3 Augmenting Factor ξ of the Ripple 2 2 2 ω0T 1(kNs /m ) 0.00 4.9 0.73 0.81 0.84 0.30 5.4-1. θυ may be determined by Table 7.47 1.86 0.00 Steel structure 2.91 0.92 0。97 1.4-1 Influence Coefficient υ of the Ripple Total height 10 H(m) 20 30 40 50 60 70 80 90 100 150 200 250 300 350 400 450 A 0.69 1.91 0.77 0.53 3.Table 7.60 Note: BH and B0 are widths of the structures windward on the top and at the bottom.72 0.00 8.52 2.42 1.91 0. θB shall be the ratio between the width Bz at height z and the bottom width Bo of the structures windward. Table 7. it shall be replaced by local basic wind pressure being multiplied by 1.7 1.91 0.06 2 2 2 Note: when calculating ω0T 1.83 0. condition for spatial correlation of wind pressure along the width direction shall be considered (such as high-rise building).4.88 0.93 2.89 0.04 2.89 0.90 0.54 3.93 0.57 1.53 0. 1 The condition when the windward width of the structure is far less than its height such as high-rise structure.53 2.60 2.89 0.24 2.86 0.01 1.85 0. 37 .10 0.00 6.83 0.73 1.32 respectively.3 0.43 2. it may be determined by Table 7.2 ≤0.01 0.89 0.50 1. basic wind pressure may be replaced directly for regions with ground roughness of B-type.78 0.30 2.8 0.80 3.87 0.4.23 1.89 0.26 1.5 0.60 Steel structure 1.64 0.4.7 0.00 20.1 θυ 1.06 0.61 1. if the contour and mass are even along the aspect ratio.89 0.40 0.88 0.79 0.50 1.72 1.00 1.89 0. influence coefficient of the ripple shown in Table 7.79 0.14 1.47 1.91 4.87 0.84 0.4-3.42 3. 1) If the contour and mass are even along the aspect ratio.4. 54 0.51 0.39 B 0.44 0.49 0.31 B 0.46 0.36 0.40 0. gustiness factor shall be determined by Table 7.50 0.23 0.46 0.45 0.48 0.44 0.53 0.18 C 0.41 0.29 0.42 0.5 1.27 0.42 0.36 0.45 D 0.50 0.38 0.33 0.51 0.28 D 0.46 0.42 0.43 0.55 0. mass and rigidity vary continuously and regularly along the height.50 0.49 0.27 0.46 0.54 0.5.51 0.17 B 0.36 D 0.49 0.38 0.38 0.49 0.53 0.34 0.44 0.40 0.27 0.50 0.51 0.46 0.47 0.45 0.54 0.47 0.52 0.52 0.44 0.54 0.1 When calculating wind loads of curtain wall component (including door window) of the blind bearing the wind pressure.42 0.47 0.52 0.4.5.29 0.33 0.41 0. For cantilever-type high-rise structure with contour.53 0.30 0.0.0 5.46 0.28 0.22 0.22 A 0.40 0.55 0.27 0.52 0.33 0. 38 .48 0.21 0.36 0.24 0.43 0.24 0.31 0.43 0.36 B 0.Table 7.48 0.4.45 A 0.38 0.42 roughness ≤0.42 0. For other roof and wall face components.5 The mode factor shall be determined by power calculation of the structure.40 0.52 0.38 C 0.53 0.36 0.52 0.47 0.51 0.44 C 0.0 2.47 0.51 0.22 0.52 0.51 0.41 0.40 0.50 0.48 0.46 0.36 0.53 0.53 0.49 0.43 0. or the high-rise building even in aspect ratio.46 0.48 0.49 0.33 C 0.54 0.53 0.38 0.48 D 0.26 0.50 0.48 0.50 0.19 0.37 0.29 0.46 0.42 0. the mode factor may also be determined by relative height z/H on the basis of Appendix F.52 0.42 0.42 B 0.48 0.44 0.24 B 0.48 0.43 0.42 0.41 0.35 0.48 0.0 3.27 0.42 0.46 0.25 0.39 A 0.53 7.49 0.42 0.33 0.48 0.38 0.46 0.26 C 0.37 0.31 0.35 0.39 0.0 8.20 0.53 0. gustiness factor takes 1.6 0.43 0.35 0.44 0.5 Gustiness factor 7.42 0.43 0.49 0.53 0. 7.43 0.51 0.53 0.20 D 0.50 A 0.48 0.42 0.1.34 0.48 0.46 0.50 0.0 C 0.4-3 Influence Coefficient υ of the Ripple Total height H(m) Types of H/B ground ≤30 50 100 150 200 250 300 350 A 0.25 0.32 0，31 A 0.34 0.41 D 0.50 0.48 0.52 0.49 0. 4 Reynolds number Re may be determined by the following formula: Re=69000υD (7.54 1.2 times of the top wind speed υH of the structure is greater than υcr.30 3.50 1.5×106 and 1.1 For round section structure.49 1. crosswind vibration (swirl desquamation) for different Reynolds number Re shall be checked according to the following provisions. over. 2 When Re≥3.52 1.10 2. By then.99 2.44 1.60 1.critical fresh gale sympathetic vibration may occur.42 1.40 1.43 1.47 1. subcritical breeze sympathetic vibration may occur.52 1.55 300 1.6.41 1.66 1.21 40 1.56 1.89 80 1.01 60 1.53 1.63 1.3 2. 3 When the Reynolds number is 3×105≤Re<106.6.47 1.72 1.64 1.54 20 1.51 7.54 1.85 90 1.Table 7.5.94 70 1.47 1.46 1.42 1.6 Crosswind vibration 7.67 200 1. by then.8 150 1.2. 1 When Re<3×105 and the top wind speed υH of the structure is greater than υcr.09 50 1.83 2.60 1.1-2) vcr=D/TiSt 39 .6. resonance effect caused by crosswind load shall be considered by Article 7.21 10 1.39 30 1.88 2.69 1. it may take υcr value.58 1. supercritical wind vibration may occur.76 15 1.77 2.69 1.6.64 1.48 1.69 1.58 1.81 100 1.78 2.51 1.92 2.62 1.44 1.51 1. and it may not be treated.1-1) Where υ——Wind speed for calculation.1 Gustiness Factor βgz Ground level (m) Types of ground roughness A B C D 5 1.46 1. D——Diameter of the structural section (m) 5 The critical wind velocity υcr and structural top wind speed υH may be determined by the following formula: (7. anti-vibration measures may be adopted on the structure or the critical wind velocity υcr of the structure may be controlled to be no less than 15m/s.60 250 1.54 1.39 1.60 1. 02 -0.1-3) ρ Where Ti——Natural vibration period of the structural vibration mode i.6 0.2-2) Where: α——Ground roughness index.1 0.vH= 2000 µ H w0 (7.35 0 building 2 0.0 1 1.63 0.4 0. high vibration mode No. w0——Basic wind pressure (kN/m2). St——Strouhal number.12.21 0. ρ——Air density (kg/m3) 6 When the structure is reduced along the height section (inclination pitch is no greater than 0.33 0.16 -0.03 0. they are 0.82 0.2 The equivalent wind loads of vibration mode j caused by over-critical fresh gale sympathetic vibration at the height z may be determined by the following formula: (7.16.37 0 High-rise 2 0. when checking the subcritical breeze sympathetic vibration.4 For the structure of non-circular section.19 -0. the gross effect of wind loads may determine the crosswind load effect Sc and downwind load effect SA by the following formula: S= SC2 + S A2 (7.3 When checking crosswind vibration. or it may be determined by reference to the relevant information.9 1.8 0.30 0.54 1.30 -0.20 -0.94 0. 0. υH——Wind speed on top of the structure (m/s) Note: when checking the crosswind vibration.37 0.23 0.41 1.56 1.28 1.2 Table for λj Calculation Structure Vibration type mode No.22 and 0.15 0.6.6.33 -0.02).6.36 0 7. it takes 0. it takes basic natural vibration period T1.45 0.2 for circular sectional structure.16 0.00 0.23 0 4 0.05 -0.73 0. and it may take the first or second vibration mode for general cantilever-type structure.91 0.18 0 High-rise 1 1. C-type and D-type respectively.60 0. 40 .3 0. diameter at 2/3 structural height may be approximately adopted.27 0 structure 3 0.3) 7.52 0.2 may be determined by the following formula: H1=H× ( vcr 1 / a ) 1.7 0.09 -0.30 for A-type.31 1.36 -0.2 0.6.55 1.32 0.54 1. µH——Variation coefficient of the wind pressure height on top of the structure.2vH (7.56 1.49 1.42 1.06 -0.76 0.72 0.6.15 -0.6.49 1.20 0.6. 7.65 0. considered is no greater than 4.56 1. 0.2-1) Wczj=|λj|vcr2φzj/12800ξj（KN/m2） Initial point height H1 of the critical wind velocity shown in Table 7.83 0.11 -0. H1/H 0 0. equivalent wind loads of the crosswind vibration should be determined by the tunnel test of the air elastic model.12 0.52 -0.5 0.19 -0.6.6.48 0.53 -0. B-type.38 -0.68 0. Table 7. metal mineral products (kN/m3) 41 .1 Deadweight of Commonly-used Materials and Members Item Deadweight Remarks 4 Varying according to water ratios 4-5 Varying according to water ratios 5-6 Varying according to water ratios 6-7 Varying according to water ratios Holm oak. red pine. Burma pine.019 Veneer three-ply ( basswood) 0.028 Veneer five-layer plywood ( poplar) 0. elm. beefwood 8-9 Varying according to water ratios Common wooden batten. Chinese pine. 3kN/m3 Fiber board 4-5 Cork board 2. Mongolian Scotch Pine. toon. alder.028 Veneer three-ply ( Manchurian ash) 0.5 With preservatives.5 Chipboard 6 1.034 Veneer five-layer plywood ( Manchurian ash) 0. poplar. Dacrydium cupressinum. ailanthus 2. common sassafras.03 Xylolite slab (counted based on 10mm) 0. wear the willow. spruce. 19mm and 25mm Sound screen (counted based on 10mm) 0. alder.04 Cane fiber board (counted based on 10mm) Commonly-used thicknesses are 0. chinaberry.12 Commonly-used thicknesses are 13mm and 20mm Commonly-used thicknesses are 6mm and 20mm 3.03 Veneer five-layer plywood ( basswood) 0. Guangdong pine. hemlock. sandal wood 5 Varying according to water ratios Sawdust 2-2. eucalyptus. Peeler ( kN/m2) Veneer three-ply ( poplar) 0. Manchurian ash. China Armand pine. Chinese ash Chinese red pine. birch. Timber (kN/m3) Cedar wood Fir. Qinling Mountain larch and Xinjiang larch Northeast larch. 15mm.Appendix A Deadweight of Commonly-used Materials and Members Table A. Chinese locust 7-8 Varying according to water ratios Oak. Korean pine.03 13mm. sweetgum. 5 Borax 17.Cast iron 72.5 Sub-zinc mine 40.5 Iron ore scrap 27.6 Crystal 29.5 Tough pitch.5 Sulphur ore 20.5 Lead 114 Galena 74.5 Wrought iron 77.6 Hematite 25-30 Steel 78.6 Asbestos 10 Asbestos 4 Kaolin 22 Gypsum mine 25.5 Antimony 66.5 Gypsum 13-14.5 Gold 193 Platinum 213 Silver 105 Tin 73.5 Asbestos mine 24.5 Compaction Incoherence. dampness no bigger than 15% Hunch stockpile φ=30° 42 . red copper 89 Brass. gunmetal 89 Sulphide copper ore 42 Aluminium 27 Aluminium alloy 28 Zinc 70.5 Nickel 89 Mercury 136 Tungsten 189 Magnesium 18. φ=35°.1 Flint 35. soft Sandy soil 16 Dry.2 Slabstone stow Slabstone stow Slabstone stow.Thin stockpile φ=40° Gypsum powder 9 4. φ=25°. compaction Clay 20 Extremely wet. compaction Sandy soil 18 Wet. φ=25°.2 Dry. φ=40°. φ=35°. fine sand Sandy soil 17 Dry.6 Shale 28 Shale 14. compaction Grit 12. Earth. φ=35°.4 Limestone 15.4 Limestone 26. soft Sand with pebble 16-19. compaction Clay 18 Wet.2 Mussel bed 14 Dolomite 16 Talcum 27. φ=25° Clay 13. Grit. soft. compaction Sand with pebble 18.8 Slabstone stow Marlstone 14 φ=40° Granite. φ=40°. wet. compaction Sandy soil 14 Dry.2 Dry.2 Wet Pumice 6-8 Dry Pumice filling materials 4-6 Sandstone 23. compaction Sandy soil 20 Extremely wet.5 Dry.9-19. φ=48° 43 .0 Clay 16 Dry. void ratio is 1. soft Sand with pebble 15-17 Dry. Rock ( kN/m3) Humus soil 15-16 Dry. marble 28 Granite 15. φ=35°. Sand. fine sand Pebble 16-18 Dry Clay with pebble 17-18 Dry. extremely wet. verdantique 30 Hornblende.5 230mm×110mm×65mm (609 pieces/m3) Red clinker 20. φ=35° Kieselguhr filling material 4-6 Diabase board 29. Brick and Brickbat (kN/m3) Common brick 18 240mm×115mm×53mm(684 pieces/m3) Common brick 19 Made by machine Clinker 21-21.0-8. 200mm 390mm×290mm×190mm 390mm×190mm×190mm.0 7.3 300mm×250mm×110mm(121 pieces/m3) Cement hollow block 9.8 290mm×290mm×140mm(85 pieces/m3) Cement hollow block 10.5 Breeze brick 12-14 Soot brick 14-15 Clay butt 12-15 Sawdust brick 9 Cinder hollow block 10 290mm×290mm×140mm(85 pieces/m3) Cement hollow tile 9.0 Dry and weight degree Haydite building block Pulverized fuel ash light hollow brick 5. 400m. width 150. verdantique 17.5 Hornblende.6 Basalt 29. 250mm.5 5.5 Feldspar 25.0 Hard slag: soot: lime = 75:15:10 Slag: carbide slag: soot=30:40:30 Length 600.5 Slag brick 18.0-16. 390mm×240mm×190mm 44 .4 Firebrick 19-22 230mm×110mm×65mm(609 pieces/m3) Acidproof ceramic tile 23-25 230mm×113mm×65mm(590 pieces/m3) Sand-lime brick 18 Sand: ash= 92:8 Cinder block 17-18. height 250.1 Slabstone stow Blinding 14-15 Stow Rock meal 16 Clay nature or limy Bubbly clay 5-8 Filling material.Toniciidae 27.6 300mm×250mm×160mm(83 pieces/m3) Press-powder coal-dust brick 14.0 6. φ=30° Quicklime powder 12 Stow.Press-powder coal ash aerocrete block 5. Lime.5 Plain concrete 22-24 Cinder concrete 20 Breeze concrete 16-17 Lime: earth =3:7. φ=30° Cement 16 In bags. Cement. compaction. cinder. cinder.5 Cement mortar 20 Cement. mortar 13 Lime soil 17. grit.5 Concrete hollow small block 11.5 Lightweight incoherence. Mortar and Concrete ( kN/m3) Quicklime block 11 Stow.5 Bulkload. φ=40° Slag cement 14. tamping Bumping down or not bumping down For bearing 45 .5 Lime.12kN/m2 Thickness 5mm 6.5 Lime mortar.4 Lime: sawdust=1:3 Lime concrete 17. cement lime mortar 17 Cement. mortar 14 Calcareous slag 10-12 Cement slag 12-14 Cement. lime. pebble Cement 12. grout 5-8 Asbestos cement mortar 19 Expanded perlite mortar 7-15 Gypsum mortar 12 Rubble concrete 18.8 200mm×200mm×24mm(1042 pieces/m3) Porcelain facing brick 19.8 390mm×190mm×190mm Rubble 12 Stow Cement tile 19.5 Straw lime slurry 16 Paper lime slurry 16 Lime sawdust 3. φ=35° White lime cream 13. φ=20° Cement 14.8 150mm×150mm×8mm(5556 pieces/m3) Ceramic mosaic 0. Breeze concrete 10-14 Iron-aggregate concrete 28-65 Pumice concrete 9-14 Bituminous concrete 20 Macroporosity concrete without sand 16-19 Foamed concret 4-6 Aerocrete 5.5-7.5 Reinforcement concrete 24-25 Rubble reinforced concrete 20 Steel-web cement 25 Water glass acid proof concrete 20-23.5 Pulverized fuel ash pottery pebble concrete For filling Monolith For load-carrying members 19.5 7. pitch, coal ash, butter grain (kN/m3) Petroleum asphalt 10-11 According to relative density Tar 12 Coal pitch 13.4 Coal tar 10 Anthracite 15.5 Whole Anthracite 9.5 Massive stockpile, φ=30° Anthracite 8 Shiver stockpile, φ=35° Tobacco smalls 7 Stockpile, φ=15° Coal briquette 10 Stockpile Lignite 12.5 Lignite 7-8 Turf 7.5 Turf 3.2-3.4 Xylanthrax 3-5 Coal coke 12 Coal coke 7 Cinder 10 Coal ash 6.5 Coal ash 8 Stockpile Stockpile Stockpile, φ=45° Compaction 46 Plumbago 20.8 Coal wax 9 Oil wax 9.6 Crude oil 8.8 Kerosene 8 Kerosene 7.2 Lubricating oil 7.4 Gasoline 6.7 Gasoline 6.4 Animal oil, vegetable oil 9.3 Bean oil 8 In bulk, relative density 0.82-0.89 In bulk, relative density 0.72-0.76 Large barrel, per barrel 360kg 8. Misc ( kN/m3) Simple glass 25.6 Steel glass 26 Cellular glass 3-5 Glass wool 0.5-1 Rock wool 0.5-2.5 Pitch glass wool 0.8-1 coefficient of heat conductivity 0.035- 0.047 [ W/( m·K)] Glass wool board ( pipe socket) 1-1.5 coefficient of heat conductivity 0.035- 0.047 [ W/( m·K)] Fiberglass reinforced plastics 14-22 Slag wool 1.2-1.5 Slag wool manufactured product (board, For insulating layer filling material Incoherence, coefficient of heat conductivity 0.0310.044 [ W/( m·K)] 3.5-4 coefficient of heat conductivity 0.041- 0.052 [ W/( m·K)] Asphalt slag wool 1.2-1.6 coefficient of heat conductivity 0.041- 0.052 [ W/( m·K)] Asphalt slag wool 1.2-1.6 coefficient of heat conductivity 0.041- 0.052 [ W/( m·K)] Expanded perlite powder lot 0.8-2.5 Cement perlite products 3.5-4 Expanded vermiculite 0.8-2 coefficient of heat conductivity 0.052- 0.07 [ W/( m·K)] Pitch vermiculite manufactured product 3.5-4.5 coefficient of heat conductivity 0.81- 0.105 [ W/( m·K)] 4-6 coefficient of heat conductivity 0.093- 0.14 [ W/( m·K)] brick and tube) Cement vermiculite manufactured product Dry, soft, coefficient of heat conductivity 0.052- 0.076 [ W/( m·K)] Intensity 1N/mm2, soft, coefficient of heat conductivity 0.058- 0.081 [ W/( m·K)] 47 Polyvinyl choride board (tube) 13.6-16 Polystyrene foam 0.5 Asbestos board 13 Emulsified asphalt 9.8-10.5 Flexible rubber 9.3 White phosphorus 18.3 Rosin 10.7 Magnetism 24 Alcohol 7.85 100% (net) Alcohol 6.6 In bulk, relative density 0.79-0.82 Hydrochloric acid 12 Concentration 40% Nitric acid 15.1 Concentration 91% Vitriol 17.9 Concentration 87% Alkali 17 Concentration 60% Ammonium chloride 7.5 Stockpile in bags Urea 7.5 Stockpile in bags Ammonium bicarbonate 8 Stockpile in bags Water 10 The maximum density at 4℃ Ice 8.96 Books 5 Glazed printing paper 10 Newspaper 7 Rice paper 4 Cotton, cotton yarn 4 Straw 1.2 Debris from demolition ( builders rubbish) coefficient of heat conductivity no greater than 0.035 [ W/( m·K)] Water ratio no greater than 3% Weight in average when impacted 15 9. Foodstuff (kN/m3) Rough rice 6 φ=35° Rice 8.5 Loose keeping Grain legumes 7.5-8 φ=20° Grain legumes 6.8 In bags 48 8 Sandstone Dry building of stone 20.8 Granite.4 Granite.5-14 49 .Wheat 8 φ=25° Flour 7 Corn 7.6 Granule loose keeping Salt 8.5 Encasement Vino. sorghum 7 Bulkload Millet.8 φ=28° Millet.5 Bulkload Granulated sugar 7 In bags 10.6 Limestone Grout ashlar 22. level on the upper and lower surface Grout rubble ashlar 24 Limestone Grout rubble ashlar 20.4 Sandstone Grout rubble ashlar 24.1 In bags Granulated sugar 7.5 In bags Fresh fruit 3.8 Granite. each piece 28kg Rock salt 10 In bulk Salt 8. soy sauce. oil.6 Sandstone Building of common bricks 18 Grouting brick 19 Building of clinkers 21 Grouting firebrick 22 Grouting slag brick 21 Grouting tar scrap 12. sorghum 6 In bags Sesame 4. vinegar 4 In bottles and encasement Bean cake 9 Round-cake placement.5 Bulkload Fresh fruit 3 Encasement Peanut 2 With shells. square fossil Grout ashlar 25. Masonry Envelope ( kN/m3) Grout ashlar 26. in bags Tin can 4. level on the upper and lower surface Dry building of stone 20 Limestone Dry building of stone 17. no insulating layer Two layers of 12mm thistle board.Adobe block brickwork Clay brick hollow bucket masonry envelope Clay brick hollow bucket masonry envelope Clay brick hollow bucket masonry envelope Clay brick hollow bucket masonry envelope Pulverized fuel ash spume block masonry envelope Concrete 16 17 Filling smashed debris in the center 13 Full 12.34 Thickness 20mm Imitation stone wall face 0. keel included Pedion rendering lath partition 0. cement grit Terrazzo wall face 0. no insulating layer Four layers of 12mm thistle board.5 Thickness 25mm.5 Thickness 25mm. keel included 0.27 0.7 25mm compo foundation included 12. no insulating layer C-format lightgage steel joist partition 0.54 Three layers of 12mm thistle board. compo foundation included Cement printed wall face 0.50. foundation included Lime grit whitewash 0. foundation included External galling wall face 0. with 50mm rock heated boards filled in the center Tiling wall face 0.5 Thickness 25mm.55 Thickness 25mm.38 Two layers of 12mm paper cream boards.5 Pulverized fuel ash: carbide slag: debris cream=74:22:4 17 Ash: sand: earth=1:1:9-1:1:4 11. foundation included Hydroborocalcife wall face 0.32 0.5 No load 15 Able to bear load 8-8. Door and Window (kN/m2) Plank truss 0.36 Thickness 20mm. Partition and Wall Face (kN/m2) Bifacial rendering lath partition 0. span (L) in m 50 .007×span Counted based on the horizontal projected area of roof. with 50mm rock wool heated boards filled in the center Four layers of 12mm thistle board.9 Thickness of line on each face: 16-24mm.43 0.07+0.49 0. Roof Truss. with 50mm rock heated boards filled in the center Three layers of 12mm thistle board.5 Thickness of line: 16-24mm. with handstone spreading on Waterproof layer 0.9-1.4-0. Roof (kN/m2) Clay plain tile roofing 0. with handstone spreading on For eight layers.12+0. deadweight of wire glass and frames included Glass brick roof 0.Steel roof truss 0.35-0.2-0. deadweight of wire glass and frames included 51 . four brushing of oil on three.16 Counted in thickness of 10mm Asbestos board tile 0. including supports.18 The deadweight of tile Corrugated asbestos sheet 0.13 0.24 Corrugated iron 0.3-0.3 mm Slate roofing 0.5 No scuttle.15kN/m2 For four layers.06 Thickness 1.1 Tile roofing 0.0mm Glass roof 0.4 9.35-0.4-0.05 No.25-0.5 Slate roofing 0.35 0.46 Thickness 6.3 Steel-frame glazing 0.1mm Wheat straw marl roof 0. span (L) in m 13.4 Counted according to real area.3 Linoleum waterproof layer (modified asphalt waterproof coiled material included) 0.3 9.5mm.71 Thickness 9.1 Thickness 8mm Dormer window 0. with handstone spreading on For six layers. twice brushing of oil on each.55 Cement plain tile roofing 0.2 1820mm×725mm×8mm Galvanized sheet metal 0. counted based on the horizontal projected area of roof.5mm Slate roofing 0.65 Deadweight of frames included 0. 0.3 Lucite roofing 0.12-0.55 Small grey tile roofing 0. three brushing of oil on two.05 Brushing oil twice for each layer of linoleum 0.71 Thickness 12.26 Color steel plate pantile 0.5-0.2 Steel-iron door 0. the same in the following Including incubation and weight of light fixtures.5 Wood door 0.6mm color steel plate Arch-form color steel plate roofing 0.5mm.05 No.011×span Wooden frame glazing 0.1-0. 18 Acoustic celotex board hover 0.12 Two layers of 9mm thistle boards. suspending wood included Thickness 25mm.2 Average thickness of lime: 20mm. no deadweight of grid Cement grit foundation included 52 . no insulating layer 0.25 Suspending wood included Three-ply hover 0.17 Acoustic celotex board hover 0. the deadweight of bridging and nails.1-0. suspending wood and weather strips included Thickness 30mm.12 0.55 The deadweight of grid Thickness 25mm.48 Suspending wood included Dealt hover 0. suspending wood and weather strips included Thickness 13mm. suspending wood and weather strips included Thickness 10mm.2 Thickness 50mm.15 Suspending wood and weather strips included Fiber board suspended ceiling 0.2 Deal flooring 0.18 Suspending wood included Straw board hover 0.55 Reed plastered ceiling 0. suspending wood and weather strips included Thickness 20mm.45 Staff lathed ceiling 0. no insulating layer Two layers of 9mm thistle boards.17 One layer of 9mm thistle board.26 Fiber board suspended ceiling 0.20 0.18 Small tile floor 0. with 50mm rock wool board insulating layers V-mode lightgage steel joist suspended ceiling 0.29 Acoustic celotex board hover 0. suspending wood and weather strips included 0. with 50mm rock wool board insulating layers One layer of 15mm mineral wool abatvoix. Hover (kN/m2) Steel-web plastering suspended ceiling 0. suspending wood included Average thickness of lime: 25mm. no insulating layer One layer of 9mm thistle board.25 V-mode lightgage steel joist and aluminium alloy joist suspended ceiling Cinder sawdust insulating layer on the hover 0. Floor ( kN/m2) Floor grid 0. mixture of cinder: sawdust=1:5 15.45 Grit firring hover 0.14.2 Hardwood flooring 0. 15 Plating thickness: 60mm. carvel built 60mm sand bedding course. plating thickness: 0.28 Thickness 20mm Cast iron floor 4-5 60mm broken-stone course and 60mm surface layer Clinker floor 1.15 50-250mm 0. tow layers of color steel plates.13 Wave height: 173mm. width: 600mm. plating thickness: 0. Z-type keel rock wool core material 1. steel plate thickness: 0.11 Two layers.6mm 0. 76mm thick Magnesite flooring 0. plating thickness: 0.135 Wave height: 70mm.16 Plating thickness: 80mm.6mm 0.02-0.6mm 17.5 included 60mm sand bedding course and 53mm surface layer. steel plate thickness: 0.6mm Multimode V-115 0.6mm and 0. Building Profiling Steel Plate (kN/m2) Solitary wave-type V-300 (S-30) 0. for floor surface Wood block floor 0.6mm and the thickness of polyphenyl hexylene core material: 25mm 0.8mm Double-wave W-550 0.12-0.3 Black tile floor surface 1.1 Clinker floor 3.079 Wave height: 35mm. plating thickness: 0.Thickness of brick: 25mm. tow layers of color steel plates. steel plate thickness: 0.03 Oilcloth.25 GRC enforced cement polyphenyl compound heated board GRC double partition board the thickness of polyphenyl hexylene core material: Plating thickness: 100mm. side built Sand block house. thickness: 60mm 53 .8mm Tricrotism V-200 0.7 Antiseptic oil cream paving.13 0.14 Plating thickness: 40mm.6 Terrazzo floor 0. 115mm surface layer. carvel built 16. the thickness of color steel plates: 0.6mm Metal thermal insulating material (polyurethane) composite plate Color steel plate with polyphenyl hexylene heated board Two layers.11 Wave height: 130mm. Z-type keel rock wool core material Plating thickness: 120mm. cement grit foundation Cement tile floor 0.65 10mm surface layer and 20mm compo foundation Oilcloth 0.24 Color steel plate rock wool sandwich board 0. plating thickness: 1mm Multimode V-125 0.065 Wave height: 35mm. the thickness of color steel plates: 0.7-2. Architectural Panel (kN/m2) Color steel plate metal curtain wall board 0.3 Length: 2400-2800mm. 11 Steel-net rock wool filler composite plate (GY board) Calcium silicate board 1.17 3000mm× 600mm× 60mm Lightweight GRC heated board 0.0-1.35 Length: 2400-2800mm. thickness: 60mm Lightweight GRC double partition board 0. width: 600mm. high-strength cement foamed core Standard specifications: 3000mm * 1000 (1200. thickness: 80mm 0.7-0.14 3000mm× 600mm× 60mm Lightweight large wall panel (outer space board series) Lightweight large wall panel (outer space board series). thickness: 60mm 0.GRC interior wall board 0.45 Length: 2500-3000mm.95 olefine insulating layer. width: 600mm.08 Plating thickness: 6mm 0.14 Thickness: 75mm Gypsum perlite hollow slat 0. 1500)mm.9 0. the thickness of compo on each surface: 20mm Beehive composite plate 0.10 Plating thickness: 8mm 0. thickness of bifacial ferro-cement mortar: 25mm respectively 0.5 GRC wallboard 0.4 Thickness: 100mm 0.12 Plating thickness: 10mm Plating thickness: 100mm.1 6000mm×1500mm×120mm. high-strength cement foaming Core materials.45 Thickness: 120mm 0. different steel skeletons and cold-drawn wire nets according to various distances and loads Thickness: 10mm Thickness of rock wool core material: 50mm.5 20%.30% greater than the deadweight of glass in unit area 54 . wire mesh with polyphenyl Cypress board 0.17 3000mm×600mm×60mm Reinforced cement gypsum polyphenyl heated board Glass curtain wall 1. 5 The effective distribution width (b) of the partial load on the one-way slab may be calculated according to the following provisions: 1 When the long edge of the working face of the partial load is in parallel with the plate span.1 The isoeffect rectangular distribution live load for floor (plate.: bending moment.0. B. junior beam and main beam) shall be decided according to the internal force (e.o. B. shearing force etc. overhauling.0. the equipment load shall be multiplied by the power coefficient and deducted the bending moment caused by applying load on the span area of this plate. to be determined by the most disadvantaged arrangement of equipments.). the effective distribution width b of the load on the simply supported plate is: (Figure B.g.5 of this appendix. to be determined according to B.5-1) 55 .4-1) Where.Appendix B Method for Deciding the Floor Isoeffect Rectangular Distribution Live Load B.3 When there is great difference in the floor live load due to the difference of production.0. it may be decided by the internal force. mounting process and structural arrangement. When calculating Mmax.0.2 The isoeffect rectangular distribution live load of continuous beam and plate may be calculated by single-span simple support. B. b——is the effective distribution width of the plate load. Mmax——is the absolute maximum moment of the simple-support one-way slab. In a typical case. it shall be considered in a stream. the isoeffect rectangular distribution live load shall be decided on the basis of regions.4 The isoeffect rectangular distribution live load (qe) of the partial load (including concentrated load) on the one-way slab can be calculated according to the following formula: qe = 8M max bl 2 (B.0. However when calculating the internal force.0.0. deformation and crack as required on the designed control position. l——is the lamellar span. B. the effective distri6ution width (b) of the load on the simply supported plate is: (Figure B. bcx≤l: 2 When the long edge of the working face of the partial load is perpendicular to the plate span.5-1) b=0.0.0.94l (B.bcx≤l: b= 2 bcy+0.5-2) (2) When bcx≥bcy.Non-supported edge Support Figure B.0. 56 .73l 3 (2) When bcx<bcy.6l.2l. bcx≤l: b=bcy Where.2l. bcy≤0.bcy>2. bcx≤l: b=bcy+0.5-1 Effective Distribution Width of the Partial Load on the Simply Supported Plate (the long edge of the load's working face is in parallel with the plate span) (1) When bcx≥bcy.0.6l<bcy≤l.bcy≤2. bcx——is the calculated width when the load's working face is in parallel with the plate span.7l (B.6bcy+0.0. l——is the lamellar span.5-2 Effective Distribution Width of the Partial Load on the Simply Supported Plate (the long edge of the load's working face is perpendicular to the plate span) (1) When bcx<bcy.5-2) Support Figure B.0. 5 The effective distribution width of the partial load on the cantilever plate is (Figure B.0.5-4): 57 . 4 When the two partial load is adjacent but e<b.0. d——is the distance between the center of load's working face and the non-supported edge.5-3 Effective Distribution Width of the Two Adjacent Partial Loads b′=b/2+e/2 (B. s——is the underlayer thickness. b′——is the effective distribution width after deduction. the effective distribution width of load shall be deducted and it can be calculated according to the following formula (Figure B. e——is the spacing between the center of two partial loads.0. bty——is the width when the load's working face is perpendicular to the plate span.5-5) Where. the effective distribution width of the load shall be deducted.5-1). h——is the lamellar thickness.0. 3 When the partial load acts on the non-supported edge of the plate. namely: d<b/2 (Figure B.0.0.5-6) Where.bcy——is the calculated width when the load's working face is perpendicular to the plate span. btx——is the width when the load's working face is in parallel with the plate span. and it can be calculated according to the following formula: b′=1/2b+d (B. btx =btx+2s+h bty =bty+2s+h Where.5-3): Support Figure B. 0. to be determined by the most disadvantaged arrangement of equipments.6 The equivalent uniform load of two-way slab may be determined according to the absolute maximum moment of the plate simply supported on four sides. When calculating Mmax and Vmax according to the simply-supported beam.0.Figure B. Mmax and Vmax——is the absolute maximum moment and maximum shear of the simple-support junior beam. S——is the junior beam spacing.5-7) Where.0.7—2) Where.0.0. 58 . the live load (dynamic influence shall be considered for the equipment load and the operating load on the equipment area shall be deducted) brought over from the neighboring plate as well as the unloading effect from the junior beam adjacent on both sides shall also be considered. B.7—1) (B.7 The partial load on the junior beam (including the longitudinal rib of the trough plate) shall be the bigger value of the bending moment's and shearing force's isoeffect rectangular distribution live load: q eM = qeV = 8M max sl 2 2Vmax sl (B.5-4 Effective Distribution Width of the Partial Load on the Plate for Cantilever b=bcy+2x (B. except for the partial load directly handed down to the junior beam. B.0. x——is the spacing from the center of partial load's working face to the support. l——is the junior beam span. 0. 59 . the isoeffect rectangular distribution live load on the main beam may be acquired through dividing the total load by the total load-bearing area. the isoeffect rectangular distribution live load on the post and the foundation may be the same as the main beam. B.8 When the load is distributed uniformly.B.9 In a typical case.0. During the design of walls. M1080.0 6.0 8. 60 . B690.85 18.0.0 14. the board span listed in the form refers to the vittae spacing of trough plates. For trough plates.0 0.0m 22.0 0. X50A. 2. Table C. X62W. semiconductor device workshops. 4.0 1.85 16.0 10.0 7.2m ≥2. Z32K Note: 1. the floor live load listed in the form shall adopt the same combination of loads as that of the designed girders.0 1.0 0.0 10. X53K.0 9. Z3025 C6132. M1010.0. X60W. cotton spinning and weaving workshops. 3. M1050A.0 12.95 0. X52K.0 8. repair and regular service conditions.85 Girder Representative machine type CW6180.0 12. M1040.6.0.2m ≥2.Appendix C Floor live load of industrial buildings C.0 1.85 12. The combination of loads listed in the form has taken the equipment (including dynamic influence) and operation combination of loads in the installation.0. Z35A C6163.95 0. preparing shops of tyre plants and grain processing workshops shall be decided according to C. B031-1.0 10.95 0. X51K.0 1. X61W.1 The floor isoeffect rectangular distribution live load of smith shops.0 14.95 0.0m ≥1.0 5. Z3040 C6140. B6050.0 0.1 Floor Rectangular Distribution Live Load of Smith Shops Characteristic value/nominal value(kN/m2) Board Number 1 2 3 4 Item First-class metalwork Second-class metalwork Third-class metalwork Fourth-class metalwork Junior beam Combination value Frequent value Quasi-permanent value coefficient coefficient coefficient ψc ψf ψq Board Board Beam Beam span span spacing spacing ≥1.0 8. X63W. The combination of loads listed in the form is applicable for one-way bearing field-cast girders and prefabricated trough plates. instrumentation production departments.1-C.0 9. The combination of loads listed in the form doesn't include the deadweight of partitions and suspended ceilings. B6090.0 8. columns and foundations. 61 .0 0.0 5.0 4.0m 7.0 1.0 3.0 5.8 0.7 0.0 7.0 5.0 4.0 5.8 0.0 6.0 4.7 4.0.8 0.8 0.0 0.0 4.0 0.85 beam) Representative equipment H015 muller.0 4.0 1.1.0 0.0 5.6 Products are assembled on the assembly table 7. ZD-450 and GZD300 film plating machine.0 3.0 5.7 Products are assembled on the floor 4.95 0.0 3.0 0.7 0.0 0.7 0.85 7.0 4. gem plain surface grinder Note: See the note of Table C.2 Floor Rectangular Distribution Live Load of Instrumentation Production Department Characteristic value/nominal value(kN/m2) Number Workshop name 1 2 Optical manufacture Optical Large-type optical workshop instrument assembly Common optical 3 4 5 6 instrument assembly Large-type instrument assembly Common assembly Micron gear processing and crystal element (gem) processing Common optical 7 Workshop storehouses 8 instruments and meters instrument storehouse Large-type instrument storehouses Combination value Frequent value Quasi-permanent value coefficient coefficient coefficient Girder ψc ψf ψq board Junior Remarks Board Board span span ≥1.0 4.0 4.7 7.8 0.0. Q8312 perspective buffing machine Representative equipment C0520A turning machine.6 Products are assembled on the assembly table 7.95 0.0 5.7 0.2m ≥2.0 4.0 5. universal tool maker's microscope Representative equipment YM3608 hobbing machine.0 0.0 4.8 0.0 7.0 0.8 0.8 0.7 4.Table C. 0 1.85 9.0 0.85 4.0 1.0m ≥1.95 0.0 3.85 ≤3.0 0.0m 10.95 0.0 6.0 6.0 8.1.95 0.0 4.0 4.0 6.0 8.0-18.0 3.0-8.0.0 5.2m ≥2.0-12.0 Girder equipment ( KN) Note: See the note of Table C.0 5.0 0.0 1.0 4.85 14.0 5.0 0.3 Floor Rectangular Distribution Live Load of Semiconductor Device Workshop Characteristic value/nominal value(kN/m2) Number board Workshop name 1 2 3 Semiconductor device workshop 4 junior beam combination value frequent value quasi-permanent value coefficient coefficient coefficient ψc ψf ψq The deadweight of representative board board beam beam span span spacing spacing ≥1.0.2m ≥2.0 8.0 6.0 5.0 4.0 3.0 3.Table C. 62 .0 1.95 0. 507A 5.0 6.0 7.4 Weaving room Gripper 0.506.5 6.0 Card room Girder Combination value Frequent value Quasi-permanent value coefficient coefficient coefficient ψc ψf ψq FA201.0) (10.7 FA705.0) Spun yarn room 6.0 10.0 12.762 ZC-L-180 D3-1000-180 12.0m 12.0 8.0 9.4 Floor Rectangular Distribution Live Load of Cotton Spinning and Weaving Workshop characteristic value/nominal value(kN/m2) board Number 1 2 3 Workshop name junior beam board board board board span span span span ≥1.0 10.0 5.203 5.0 4.0 5.0 10.415A. 63 .0 FA221A FA401.0 Roving room 15.5 TP600-200 SOMET-190 Note: Values in the parentheses are applicable in the partial floor of reducer chain-drive section.8 GA615-150 GA615-180 GA731-190.5 6.0 6.0) (8.421 4.8 4 Thread-twisting room Beaming room Shuttle loom 5 Representative equipment 8.0 6.0 4.2m ≥2.0 8.0 GA013.0 loom 0.0m ≥1.0 (15.0 4.0 6.0 TJFA458A FA705.0.015 ESPERO 0.0) 8.721.0 Coning room (10.733-190 18.0 5.Table C.2m ≥2.5 5.5 4.0 6.0 5. 85 refining adhesion by Banbury mixer Note: 1.0 9.5m ≥3.0 9.5m ≥3. the combination of loads shall be decreased.0m frequent value value girder coefficient coefficient span spacing spacing spacing ≥2.0 8.0 GF031 roller brush machine GF011 scourer Roof 4 suspending jog 2.0 0.0 10.0.85 for black pigment processing Preparing Industrial chemicals shop 2 10.0 10.5 Floor Rectangular Distribution Live Load of Preparing Shops in Tyre Plants Characteristic value/nominal value(kN/m2) Number Workshop name board board board span span junior beam Combination Frequent value value coefficient coefficient ψc ψf Girder Quasi-permanent value coefficient ψq Representative equipment ≥1.0 12.0 14.0m Lowering of charge 1 14.0 6.0 12.0 6.0 2. Table C.0 4. During the design.0 6.0 2. The live load of lowering of charge for black pigment processing has taken the utilization of black pigment storehouse into consideration.0 12.0m ≥2.0 12.0 10.0 9.85 JMN10 drawbench MF011 flour mill SX011 oscillating Barley room 3 Flour and milling plant room screen 5.0 14. If it is not used for storehouse.0 4.0.0 6.0 1.0 12.0 0.0 8.0 5. 2. The combination of loads of motor hoists used for repair of Banbury mixers is neglected.0 12.1.0 12.0 10.0.0 strainers 5 Barley-washing workshops SL011 jog strainer wheat wasther 64 .0 4.0 1.6 Floor Rectangular Distribution Live Load of Grain Processing Workshop Characteristic value/nominal value(kN/m2) Board Number Workshop name junior beam board board board span span beam Drawing plant Grounding 2 room beam ≥2.0 4. Note: See the note of Table C.0 quasi-permanent value Representative coefficient equipment ψc ψf ψq 1.95 processing support.0m 1 beam combination 14.0 10. it shall be taken into consideration respectively.0m ≥2.95 0.0 5.Table C.0 6.95 0.0 9.2m ≥2. 0.0 8.0 12.0 0.0 9.0 9.0 12. 0 3.0 4.0 5.0 4. the girder live load shall be adopted as 10kN/m2.0 3.0 3.0 rubber roller hulling separator workshop plant combination 7 Dressing shops 4.0 5. If the drawing plants can't be full of grinding rollers. If the dressing shops in rice plants adopt SX011 oscillating screens. See the note of Table C.0 3.0 clearing screen Note: 1.1.0 4.0 4.Hulling separator and 6 milling Rice LG09 7. The combination of loads of roof suspending jog strainers has been considered under the condition that the equipment is suspended under the girder. 2. 4. 65 .0 6.0. the isoeffect rectangular distribution live load can be adopted according to the provisions of barley rooms in the flour mill. 3.0 3. If there is no record of the snow pressure. ——the snow distribution shall be uniform.2) Where. h ——is the snow depth which is the vertical depth of the snow form the snow surface to the ground (m).2 Fundamental Wind Pressure D.3.1. Snow pressure shall be calculated according the methods specified in D. ρ ——is the snow density (t/m3).Appendix D Measurement Method of Fundamental Snow Pressure and Wind PressureD. the observation area shall be representative. the observation area shall be representative. 66 .1. D. and the variation is to be large. When there is the record of the snow pressure at weather station.1 If the snow pressure is determined.1 Fundamental Snow Pressure D. it shall be surveyed and specially treated. all shall be adopted after being modified properly.2 Observation data of the wind speed shall meet the following requirements: 1 All record data shall be taken from the self-recording anemoscope.2. and the influence of the local torography and environment shall be avoided. As for the station where there is no snow record. The snow pressure shall be calculated according to the following formula: S = hρg (kNm2) (D. the snow pressure may be calculated according to the average snow density of the local. ——design project site shall be in the range of the torography of the observation area or shall be of the identical torography.2 Snow pressure is unit snow weight at horizontal area (kN/m2). Representativeness of the area shall meet the following contents: ——the torography around the observation area shall be open and flat.1. As for the data which are gotten from the non self-recording anemoscope. The maximum data of the snow pressure every year shall be the maximum snow pressure during the annual July to June of the ensuing year. D. the snow pressure shall be calculated directly according to the data of the snow pressure. snow time and the local geography and climatic conditions. g ——is the acceleration of gravity. D. 9.1 If the wind pressure is determined. Representativeness of the area shall meet the following contents: ——the torography around the observation area shall be open and flat. ——the meteorological characteristics in a large area of the local shall be reflected.8m/s2 The snow density changes with the snow depth. As for the area where the variation of snow is extremely large as well as a mountainous area with highland topography. the snow depth may be adopted indirectly for the calculation of the snow pressure.2. e ——is the aqueous vapor pressure (Pa). When it is unable to meet.3. The air density may be determined according to the following formula: ρ= 0.00125e −0. the data of the wind speed shall not be less than 10 years. Z ——is the actual height of the anemoscope (m). v z ——is the wind speed measured by the anemoscope (m/s).2.2) Where. probability distribution of the type-I extrema shall be adopted.1-1) Where.001276 ⎛ ρ − 0.28255 σ (D. When the cup anemoscope is used.2.2-3) When the maximum annual data of the wind speed are selected.2. fundamental wind pressure shall be according to the following formula: w0 = 1 2 ρv0 2 (D. Its distribution function is: F ( x ) = exp{− exp[− α (x − u )]} (D.00366t ⎝ 100000 ⎠ ( ) (D. it may be converted to the wind speed of the standard height according to the following formula: ⎛Z⎞ v = vz ⎜ ⎟ ⎝ 10 ⎠ α (D.2-2) Where. The relation of the parameter (µ) and average values (σ) of the distribution and the standard deviation shall be calculated according to the following formula: a= 1.2-4) D. t ——is the air temperature (℃).3 Statistic Calculation of the Snow Pressure and Wind Speed D. α——is the distributive scale parameter.0001z (t / m 3 ) (D. α ——is the roughness index of the ground at open and flat area. p ——is the air pressure (Pa).2.378e ⎞ 3 ⎜ ⎟ t/m 1 + 0. namely the distributive modus.1-2) 67 .3.1 As for the annual maximum value x of the snow pressure and wind speed. u ——is the distributive location parameter. Based on the local absolute height.2 If the difference between the height of the anemoscope and the standard height (10m) is too large.3. After the calculation of the 50-year fundamental wind speed (vo) and based on the requirements of D. the information usually shall be over 25 years.3. the air density also may be approximately calculated according to the following formula: ρ = 0. the modification of the air density which is affected by the temperature and air pressure must be considered. 3.3.3.11238 0.54034 250 1.2-2) And the factors (C1 and C2) in the formula shall refer to Table D.56002 35 1.4.5182 70 1.53086 90 1.57450 50 1.2 When the average values x and standard deviation s of the finite sample are taken as the approximate calculation of µ and σ.57240 45 1.2-1) C2 a (D.20649 0.3. 50 years and 100 years for all stations through the country may refer to Appendix D.14132 0.20649 0.54630 1000 1.2.3) D.02057 0.55688 25 1.55208 15 1.18536 0.3. Table D.26851 0.25880 0.9497 0.1-3) − D.16066 0.4952 60 1.52355 80 1.55477 20 1.55860 30 1.24292 0.57722 D.3.06283 0.4 The snow pressure and wind pressure whose return period is 10 years.28255 0.u=µ− 0.53622 100 1. The corresponding values of R at other return period shall be determined according to the following formula: x R = x10 + ( x100 − x10 )(ln R / ln 10 − 1) (D.09145 0.3.3.54362 500 1.2 C1 and C2 Factors n C1 C2 n C1 C2 10 0.3. it shall be: a= C1 s u= x− − (D.56878 40 1.4) 68 .3 The maximum snow pressure and the maximum wind speed XR average return period.15185 0.54853 ∞ 1.57722 a (D.12847 0.3. whose average return period is R may be determined according to the following formula: xR = u − 1 ⎡ ⎛ R ⎞⎤ ln ln⎜ ⎟ a ⎢⎣ ⎝ R − 1 ⎠⎥⎦ (D.19385 0.17465 0. 45 0.30 II Beijing Tianjin Hebei 69 .45 0.5 0.45 0.30 0.20 0.0 0.50 0.8 0.20 0.25 0.35 II Wei County 909.35 0.25 0.25 0.30 0.4 Snow pressure and wind pressure value in national cities Appendix D.20 0.40 0.30 0.2 0.1 0.40 0.15 0.40 II Shanghai 2.35 0.30 0.35 0.40 0.60 0.40 0.40 0.25 0.45 0.15 0.40 0.2 0.40 0.25 0.30 0.1 0.30 0.30 0.25 0.8 0.15 0.9 0.D.40 0.35 0.35 II Zunhua 54.30 0.4 50-year Snow Pressure and Wind Pressure in Cities All over the Country Wind pressure (kN/m2) Name of cities/provinces City name Snow pressure(kN/m2) Elevation (m) Snow load quasi-permanent value coefficient zoning n=10 n=50 n=100 n=10 n=50 n=100 54.35 0.35 0.8 0.25 0.40 II Fengning 659.20 0.35 0.55 0.30 0.20 0.25 II Chengde 377.20 0.25 0.40 0.40 0.50 0.45 0.45 II Tianjin City 3.10 0.30 0.55 0.25 0.25 III Chongqing 259.35 0.45 II Tanggu 3.40 0.35 0.35 II Zhangjiakou 724.30 II Weichang 842.30 0.40 0.20 0.30 0.60 0.5 0.45 0.3 0.25 0.50 0.7 0.30 II Huailai 536.2 0.60 0.25 0.50 0.60 0.15 0.55 0.20 0.2 0.8 0.35 0.45 II Qinhuangdao 2.25 0.45 shijiazhuang 80.50 II Qinglong 227.35 II Xingtai City 76.20 0. 8 0.9 0.35 II Huanghua 6.15 0.35 0.30 0.35 II Nangong 27.30 0.40 0.25 0.55 0.5 0.30 0.40 0.25 0.35 0.30 0.30 0.40 0.35 II 70 .25 0.Shanxi Ba County 9.25 0.6 0.50 0.35 II Tangshan City 27.4 0.60 0.30 0.50 0.30 II Yuanping 828.35 0.3 0.40 0.30 0.60 0.20 0.45 0.0 0.20 0.25 0.45 0.40 0.35 0.20 0.30 0.40 0.45 0.25 0.35 0.2 0.65 0.35 0.25 0.20 0.40 II Youyu 1345.25 0.40 0.35 II Yangquan 741.20 0.30 0.30 II Hequ 861.40 II Yushe 1041.30 0.40 0.40 0.35 II Lishi 950.15 0.20 0.30 0.45 0.40 0.8 0.20 0.2 0.20 0.35 II Datong 1067.40 0.20 0.40 II Yueting 10.30 II Taiyuan 778.30 0.20 0.20 0.45 0.45 0.30 0.20 0.35 0.20 0.6 0.30 0.50 0.25 0.40 0.35 II Wuzhai 1401.2 0.30 0.0 0.6 0.20 0.45 0.30 0.7 0.30 II Xing County 1012.4 0.40 0.30 0.30 0.35 II Cangzhou 9.20 0.8 0.30 0.45 0.35 0.25 0.9 0.30 0.30 0.45 II Baoding 17.45 0.45 0.20 0.40 II Raoyang 18.30 0.5 0.35 0.45 0.55 0.35 II Xi County 1052.30 0. Ykeshi City 732.30 0.0 0.35 0.20 0.45 0.65 I Aershan.45 0.55 0.45 0.35 0.35 0.5 0.45 0.55 0.40 0.60 0.6 0.35 0.30 0.40 0.60 0.2 0.35 I East Wuzhumuqin Banner 838.40 0.45 0.30 0. Eyou Banner 581.50 I Tuli River.35 0.35 0.50 0.9 0.40 0.55 0.25 0.45 0.55 I Right Banner.55 0.25 0.40 0.60 0.30 0.55 0.30 0.45 0.25 0.35 0.35 0.25 0.40 0.5 0.45 II Labadalin. Keyouyi Front Banner 1027.35 0.45 0.65 0.75 0.55 0.50 I Elunchun Xiaoergou 286.Inner Mongolia Jiexiu 743.0 0.35 I Hailaer City 610.60 0.7 0.25 0. Left Banner.8 0.20 0.50 0.1 0.70 I Suolun.35 II Linfen 449.4 0.40 0.65 0.7 0.15 0.30 0.60 0.60 0.45 I Amugulang.30 0.15 0.2 0.55 0.65 0.65 0.20 0.45 0.5 0. Keyouyi Front Banner 501.35 0.35 II Hohhot 1063.40 0.30 II Yangcheng 659.8 0.50 0.40 I Boketu.20 0.70 I Manchuria City 661.50 0.60 0.60 Yuncheng City 376.45 0.50 0.7 0.40 I Wulanhaote City 274.35 0.40 0.35 I 71 .30 II Changye County 991.25 0.25 0.55 0.45 0.45 0.40 0. Xinbaerhu 642.25 0.7 0.65 I Zhalantun City 306.55 0.60 0. Xinbaerhu 554.30 0.45 0.40 0.30 0.30 0. Yakeshi City 739.40 0.70 0.4 0.25 0.30 0.0 0.15 0.60 0. 50 0.15 II Linhe City 1039.45 0.55 0.60 0.45 0.25 0.40 0.75 0.7 0.35 0.35 0.3 0.55 0.55 0. Wulate 1509.0 0.6 0.50 0.20 II Hailiutu.40 I Hailisu.Ejina Banner 940. Ejina Banner 960.15 II Alashan Right Banner 1510.85 0.05 0.60 0.25 0.5 0.50 0. Back Banner.60 0.55 0.45 0.10 0.10 0. Alashan 1031. Middle Banner.20 0.2 0.40 II Siziwang Banner 1490.30 II 72 .10 0. Back Banner.10 0.60 0.55 0.45 0.1 0.35 0.25 0.15 0.15 0.55 0.1 0.70 0.15 0.55 0.55 0.55 II Huade 1482.50 0.35 0. Sunite 1111.20 0.45 0. Azuo Banner 1328.70 0.15 0. Left Banner.60 0.60 0.15 II Guaizi River.6 0. Wulate 1288.4 0.70 0.25 0.30 0.40 II Jilantai.30 0.40 0.65 0.25 II Baotou City 1067.35 0.45 0.35 0.85 0.55 0.25 0.8 0.60 0.20 0.50 0.35 I Mandula.30 0.60 0.6 0.1 0.3 0.55 0.10 0.1 0.05 0.10 II Erlianhaote City 964.25 0.7 0.75 0.10 0.75 0.50 0.15 0.15 0.30 II Narenbaolige 1181.35 0.05 0.10 II Bayanmaodao.50 0.15 0.60 0.45 0.60 0.40 0.7 0.40 0.2 0.65 0.40 0. Hangjin 1056.30 0.25 0.40 0.25 II Abaga Banner 1126.30 0.05 0. Damao Banner 1225.25 0.50 0.40 I Left Banner.35 II Bailing Temple 1376.0 0.30 II Shanba.85 0.70 0.50 0.30 II Jining City 1419.20 0. 35 0.40 0.55 0.60 0.50 0.35 0.5 0.25 0.60 0.40 0.2 0.20 0.55 0.20 0.65 0.30 0.20 0. Aohan Banner 400.35 II Duolun 1245.60 0. Wengniute Banner 631.55 I Zhangwu 79.40 0.4 0.4 0.40 0.55 0.55 0.45 I Kailu 241.50 0.30 0.35 II Bayanhaote 1561.45 II Kaiyuan 98.9 0.30 0.35 II Fuxin City 144.20 0.20 0.40 0.35 I Wudan.60 0.35 II East Balin Left Banner 484.50 0.40 0.30 0.40 0.60 0.60 0.5 0.40 0.40 0.8 0.40 II atengxilian 1329.8 0.5 0.30 0.0 0.30 0.45 I North Zhalutelu 265.20 0.45 0.0 0.30 0.70 0.50 0.55 0.70 0.55 0.55 0.55 0.35 II Tongliao City 178.40 0.30 0.3 0.65 0.45 II Shenyang City 42.1 0.0 0.20 II Dongsheng City 1460.30 0.40 0.35 0.4 0.60 0.20 0.30 0.35 II Chifeng City 571.4 0.45 0.35 II Xilinhaote City 989.20 0.50 0.60 0.40 0.55 0.25 0.40 0.60 0.55 0.45 0.55 0.25 II West Wuzhumuqin Banner 995.40 0.20 0.40 0.20 0.35 II Baoguotu.30 0.30 0.60 0.45 0.40 0.55 0.15 0.4 0.30 0.30 0.60 0.40 0.45 I Linxi 799.25 0.20 0.60 0.3 0.25 0.15 0.25 0.45 I 73 .0 0.30 0.50 0.70 0.Liaoning Etuoke Banner 1380. 3 0.50 0.Qingyuan 234.50 0.50 0.50 II Jinzhou City 65.25 0.8 0.60 0.70 0.30 0.35 0.60 I Xiuyan 79.5 0.30 0.40 0.50 0. Xinjin County 43.35 0.30 0.60 I Chaoyang City 169.9 0.3 0.30 0.45 0.45 II Wafangdian City 29.40 0.55 0.40 II Heishan 37.25 0.40 0.45 0.35 II 74 .50 I Huanren 240.20 0.25 0.35 0.30 0. Benxi County 233.55 0.55 0.45 0.35 0.55 I Suizhong 15.60 0.55 0. Jianping County 421.35 0.40 0.40 0.35 0.45 0. Gai County 20.30 0.25 0.40 0.45 0.35 0.45 II Anshan City 77.50 0.35 0.35 0.30 0.60 I Zhangdang.30 0.50 0.40 0.35 0.25 0.25 0.3 0.30 0.40 0.40 0.25 0.2 0.45 II Benxi City 185.65 0.65 0.35 0.20 0.45 0.45 0.30 0.50 0.50 0.1 0.40 0.1 0.45 II Caohekou.40 0.55 0.4 0.50 0.25 0.30 0.45 0.35 II Pikou.7 0.45 II Xiongcaohekou.45 0. Fushun City 118.40 0.2 0.30 0.50 0.35 0.5 0.45 0.75 0.50 0.45 0.70 0.4 0.45 0.40 II Xingcheng City 8.40 0.30 0.30 0.3 0.55 II Yebaishou.60 0.2 0.40 0.60 0.70 Dandong City 15.55 II Kuandian 260.3 0.30 0.60 0.35 0.3 0.30 0.60 0.35 II Yingkou City 3.55 0.1 0.55 0.35 0. 45 0.4 0.60 0.25 0.40 0.35 0.35 0.2 0.60 0.65 0.8 0.45 0.55 0.15 0.40 0.50 0.40 0.55 0.30 0.55 0.35 I Siping City 164.20 0.70 I Donggang.45 0.40 I Yantongshan Mountain.45 II Changchun City 236.25 II Sanchakou.35 0.50 0.50 0.7 0.2 0.40 0.65 0.45 0.75 I Jingyu 549.25 0. Fusong County 774.35 0.65 0.35 0.5 0.75 I Dunhua City 523.6 0.20 0.65 0.50 0.35 0.55 0.5 0.45 0.15 0.25 II Front Guoerluosi 134.40 0.30 0.50 0.90 1.30 0.30 0.65 0.8 0.75 0.50 0.30 II Tongyu 149.15 0.40 0.4 0.20 0.25 II Changling 189.50 I Huadian 263.8 0.20 0.35 I Shuangliao 114.3 0.45 0.30 0.50 0.45 I Jilin City 183.50 0.30 0.40 0.40 0.30 0.25 II Qian’an 146.9 0.65 0.35 0.30 0.40 0.45 0.40 I Baicheng City 155.6 0.30 0.7 0.60 I Meihekou City 339.30 0.15 0.40 0.2 0.40 0.Jilin Zhuanghe 34. Fuyu City 196.35 0.50 I Jiaohe 295.45 0.25 0.40 II Dalian City 91.45 0.25 0.15 0.20 0.25 0.3 0.75 0.45 0.9 0.45 0.65 0.25 0.20 0.45 0.05 I 75 .55 0.75 0.40 0.55 0.50 0. Panshi County 271.30 0.20 0.45 0.30 0.0 0.35 0.40 0.30 0.50 0. 25 0.40 0.7 0.50 0.6 0.50 0.40 0.25 0.50 0.45 0.30 0.60 0.7 0.65 0. Hunjiang City 332.40 0.45 0.60 0.65 0.70 I Tahe 296.30 0.2 0.8 0.60 0.40 0.60 0.55 0.60 I Heihe City 166.25 0.60 I Beian City 269.35 0.55 0.35 0.70 I Xinlin 494.35 0.50 0.55 0.50 I Jiagedaqi 371.55 0.65 0.50 0.40 0.40 0.30 0.30 0.35 0.70 0.4 0.80 0.0 0.30 0.35 0.40 0.35 0.40 0.55 0.35 0.45 0.60 I Keshan Mountain 234.20 0.70 0.90 I Linjiang.9 0.50 0.40 0.40 0.45 0.55 0.25 0.65 0.60 I Sunwu 234.25 0.35 0.2 0.20 0.35 0.25 0.60 0.7 0.40 0.50 0.40 0.30 0.50 I Mohe 296.9 0.60 0.30 0.40 I Qiqihar 145.7 0.55 0.45 0.50 0.55 0.7 0.6 0.55 I Huma 177.40 0.50 0.80 I Changbai 1016.Heilongjiang Yanji City 176.65 I Tonghua City 402.45 I Hailun 239.50 0.5 0.35 0.35 0.70 0.45 0.55 0.50 0.45 0.35 0.45 0.3 0.40 0.35 0.0 0.4 0.45 I 76 .35 0.50 0.35 0.30 0.45 0.4 0.65 I Nenjiang River 242.70 I Harbin City 142.30 0.50 0.55 I Fuyu 162.60 0.55 0.40 0.30 0.80 I Ji’an City 177. 40 0.45 0.45 0.35 0.30 0.45 0.30 0.50 0.40 0.55 0.55 0.2 0.50 0.30 0.50 0.2 0.40 II 77 .60 I Anda City 149.35 0.55 I Tonghe 108.45 I Yichun City 240.45 0.70 I Fujin 64.40 0.7 0.6 0.65 0.30 0.40 0.50 0.35 0.65 I Suifenhe City 496.45 0.40 0.50 0.35 0.75 0.9 0.50 0.2 0.35 0.1 0.45 0.60 I Jixi City 233.75 0.65 0.30 0.3 0.35 0.50 0.5 0.75 I Hulin 100.85 I Jiamusi City 81.85 I Shangzhi 189.45 0.55 0.30 0.50 0.60 0.25 0.45 0.20 0.60 0.35 0.60 0.45 0.65 0.65 0.50 0.35 I Tieli 210.25 0.65 0.55 0.55 0.40 0.30 0.20 0.Shandong Mingshui 249.55 0.50 0.2 0.50 0.6 0.0 0.50 0.35 I Suihua City 179.65 0.35 0.75 0.50 I Tailai 149.40 0.35 0.35 0.35 II Dezhou City 21.50 0.45 0.65 I Hegang City 227.70 0.60 0.40 0.55 0.55 0.65 0.40 0.7 0.40 0.25 0.45 0.60 I Ji’nan 51.65 0.75 Baoqing 83.4 0.45 0.6 0.20 0.40 0.30 0.35 0.30 0.5 0.6 0.35 0.9 0.80 I Mudanjiang City 241.45 0.20 0.2 0.70 I Yilan 100.45 0.35 0.70 0. 70 0.85 0.60 0.8 0.40 0.40 0.45 0.25 0.45 0.45 0.55 0.40 0.55 0.30 0.55 0.75 0.30 0.25 0.45 II Linyi 87.15 0.25 0.45 II Zhaocheng.45 0.7 0.15 II Shidao.20 0.15 0.55 0. Zi County 42.30 0.0 0.15 II Heze City 49.40 0.40 II Laiyang City 30.30 II Qingdao City 76.50 0.30 0.25 0.60 0.15 0.60 0.75 0.7 0.10 0.25 0.25 0.60 0.15 0.4 0.6 0.65 0.40 0.30 0.50 II Qiyuan 304.1 0.5 0.25 0.3 0.25 0.Rongcheng City 47.45 0.45 II Weihai City 46.45 0.35 0.30 0. Shouguang County 4.20 0.30 0.7 0.20 0.30 0.60 0.7 0.30 II Longkou City 4.45 II 78 .40 0.40 II Yangjiaogou.8 0.55 0.40 0.40 0.45 0.40 0.25 0.60 II Tai’an City 128.50 0.0 0.10 0.65 0.40 0.45 0.45 0.50 II Chengshantou.Huimin 11.7 0.40 0.35 II Yanzhou City 51.45 0.9 0.25 0.50 0.40 0. Zibo City 34. Tai’an City 1533.35 0.35 0.25 II Haiyang 65.40 II Mountain Tai .35 0.25 0.30 0.45 0.40 II Yantai City 46.2 0.40 II Zhandian.40 0.40 0.65 0.30 0.65 0.45 0.35 0.40 0.5 0.45 0.15 0. Rongcheng City 33.30 0.35 II Weifang City 44.7 0.40 0.30 0.20 0.7 0.70 0.95 0.45 0.35 0.35 0.35 0. 25 0.75 II Xuzhou City 41.40 0.25 III Zhenjiang 26.45 0.40 0.35 0.30 0.10 0.45 0.30 0.Jiangsu Rizhao City 16.45 0.0 0.35 0.40 0.20 0.7 0.3 0.25 0.40 0.0 0.35 0.25 III Changzhou City 5.55 III 79 .50 0.35 II Huaiyang City 17.30 0.5 0.65 0.40 0.45 0.6 0.35 0.40 0.45 II Yancheng 3.25 0.50 0.40 0.45 0.1 0.30 0.3 0.45 0.35 0.5 0.40 III Lianyungang 3.40 0.3 0.30 0.45 II Sheyang 2.25 0.1 0.40 II Ganyu 2.25 0.50 0.15 0.45 0.30 0.30 0.25 0.40 0.40 0.5 0.40 III Gaoyou 5.15 0.5 0.30 0.30 0.30 III Liyang 7.4 0.20 0.25 0.50 0.35 0.7 0.35 0.25 0.40 III Dongtai City 4.40 0.45 0.25 0.40 0.30 0.2 0.30 III Lusi.20 0.45 0.45 Ju County 107.20 0.30 0.45 0.6 0.40 0.40 0.25 0.15 0.25 0.25 0.25 0.40 0.45 0.45 0.40 III Wuxi 6.40 II Xuyi 34.35 0.20 0.50 0.25 0.20 0.55 0.35 0.25 0.30 0.45 0.20 0. Qidong County 5.45 III Taizhou 6.40 II Nanjing City 8.25 0.9 0.35 0.50 0.30 0.55 0.25 0.35 0.40 0.65 0.35 III Nantong City 5.4 0.55 0. 35 0. Xiangshan County 128.55 Shengshan Mountain.30 0.25 0.35 III Xiadachen.50 0.4 0.30 0.55 0.25 0.45 0.55 0.35 0.50 1.30 0.35 III Quzhou City 66.40 III Cixi City 7.60 III Jinhua City 62.65 0.7 0.20 0.6 0.1 0.60 0.90 1.40 1.30 0.45 0.4 0.60 0. Jiaojiang City 86.00 0.85 1.30 0.4 0.50 0. Lin’an County 1505.55 0.35 0.20 0.40 III 80 .3 0.2 0.25 0.100 0.6 0.30 0.35 0.20 0. Jiaojiang City 1.95 1.80 0.60 III Lishui City 60.75 1.30 0.90 1.50 0.2 0.20 1.45 0.3 0.70 III Wenzhou City 6.45 0.85 1.185 II Zhapu.35 0.45 III Hangzhou City 41.45 0.70 0.50 0.5 0.40 III shengsi 79.160 0.65 III Ningbo City 4.30 0.9 0.75 Zhoushan City 35.6 0.40 III Hongjia.7 0.60 0.20 0.9 0. Pinghu County 5.50 III Longquan 198.25 0.35 0.20 0.40 0.35 0.8 0.45 0.35 0.55 0.35 0.30 0.35 0.Zhejiang Dongshan.50 III Tianmu Mountain.40 0.35 0.35 0.65 III Shengxian 104.40 0.65 III Kuocang Mountain.0 0.30 0.50 0.30 0.25 0. WuCounty 17.70 0. Shengsi County 124.40 0.50 0.30 1.50 0.30 0.50 0.60 0.55 0.40 0.30 0.50 0.65 0.25 0.25 0.1 0.35 III Shipu.35 0.35 0.25 0. Linhai City 1383.40 0.05 0. 40 0.40 0.55 0.20 0.6 0.40 0.20 0.70 0. Ruian City 42.95 1.45 0.60 1.30 0.35 0.35 0.40 0.25 0.40 0.40 0.50 III Huangshan City 142.45 II Xiu County 25.55 III Huang Mountain 1840.30 0.40 0.50 III 81 .25 0.60 0.8 0.40 0.30 0.60 II Nanchang City 46.55 0.45 II Shou County 22.4 0.4 0.40 0.45 0.35 0.35 0.25 0. Yuhuan County 95.20 0.35 0.40 0.35 0.8 0.50 0.40 0.40 0.50 0.7 0.1 0.45 0.90 Hefei City 27.40 0.60 0.50 II Anqing City 19.9 0.35 0.65 II Chao County 22.25 0.7 0.45 0.35 0.55 0.35 0.5 0.50 0.55 II Bangbu City 18.25 0.45 0.Anhui jiangxi Kanmen.40 0.25 0.40 0.25 0.55 0.25 0.70 II Dangshan 43.35 0.60 0.45 II Liuan City 60.30 0.60 II Huo Mountain 68.20 0.3 0.55 II Chu County 25.9 0.3 0.40 0.30 0.9 0.45 II Haozhou City 37.7 0.40 0.25 0.40 0.45 0.20 0.45 0.25 0.35 0.35 0.50 III Fuyang City 30.50 0.30 0.25 0.20 1.35 0.70 1.40 0.35 0.25 0.7 0.40 III Ningguo 89.2 0.80 0.7 0.25 0.35 0.25 0.25 0.45 0.40 0.40 III Beiji.4 0.30 0.25 0.50 III Xiushui 146.35 0. 25 0.Fujian Yichun City 131.80 0.70 0.30 0.30 0.3 0.8 0.8 0.20 0.35 0.9 0.60 0.35 0.60 0.30 0.25 0.35 0.35 0.25 0.85 Shaowu City 191.25 0.5 0.70 III Pucheng 276.8 0.35 0.45 III Lushan Mountain 1164.1 0.50 0.20 0.40 0.45 III Ji’an 76.35 Fuzhou City 83.35 0.35 0.45 III Ninggang 263.35 0.30 0.60 0.35 0.35 0.20 0.30 0.30 0.20 0.70 III Jingdezhen City 61.40 III Guangchang 143.55 0.20 0.9 0.30 0.30 0.40 0.25 0.70 III 82 .35 0.8 0.9 0.30 0.40 III Qixian Mountain.1 0.40 0.40 0.40 0.1 0.30 0.30 0.20 0.35 0.2 0.45 0.40 0. Qianshan County 1401.4 0.20 0.40 0.3 0.35 0.20 0.50 III Xunwu 303.35 0.85 III Boyang 40.40 III Zhangshu City 30.45 0.45 0.35 0.20 0.30 0.35 0.25 0.30 0.75 0.20 0.5 0.5 0.25 0.20 0.40 0.45 0.35 0.35 0.1 0.20 0.30 0.35 0.40 III Nancheng 80.70 0.55 0.60 III Yushan Moutnain 116.30 0.35 0.25 0.55 III Ganzhou City 123.55 0.40 III Jiujiang 36.30 0.30 0.35 0.55 0.25 0.4 0.20 0.35 0.35 0.45 III Guixi 51.50 III Suichuan 126.25 0.25 0.35 0. 2 0.30 0. Dehua County 1653.35 0.40 0.25 0.35 0.10 Changting 310.40 III Fuding 36.9 0.80 0.40 0.5 0.25 0.6 0.30 0.50 0.40 0.30 0.20 II 83 .80 1.55 0.20 0.60 III Nanping City 125.45 Xi’an City 397.20 0.50 0.25 0.35 0.50 0.35 0.55 III Jian’ou 154.50 III Pingtan 32.20 0.50 III Pingnan 896. Fuding County 106.20 0.25 0.40 0.35 0.8 0.30 1.20 0.9 0.4 0.35 Yong’an City 206.25 0.35 0.45 0.60 Chongwu 21.45 Jiuxian Mountain.20 0.35 0.30 0.6 0.90 Dongshan Mountain 53.40 0.4 0.25 0.25 0.25 1.5 0.15 0.75 1.25 0.90 Xiamen City 139.9 0.35 0.35 0.45 0.90 Taining 342.5 0.30 II Wuqi 1272.25 0.70 0.60 0.90 0.0 0.15 0.75 1.25 0.35 0.45 Longyan City 342.40 0.30 II Yulin City 1057.shanxi Jianyang 196.20 0.25 0.3 0.35 0.25 0.45 Taishan.20 0.40 0.25 0.9 0.80 0.40 0.6 0.30 III Shanghang 197.50 0.3 0.80 0.5 0.0 0.00 1. 30 III Shangzhou City 742.35 0.7 0.35 0.45 0.60 Anxi 1170.35 0.5 0.35 II Luochuan 1158.55 0.25 0.20 0.35 0.8 0.15 0.40 0.30 0.55 0.8 0.20 0.25 II 84 .25 0.20 0.30 0.45 0.30 0.30 0.10 0.40 0.35 III Ankang City 290.20 0.40 0.3 0.75 II Lueyang 794.30 0.20 0.30 0.7 0.15 0.20 0.35 0.35 0.30 0.15 0.50 0.35 0.10 0.15 0.25 0.35 III Shiquan 484.20 0.2 0.25 III Foping 1087.35 0.20 0.35 II Zhen’an 693.25 0.8 0.20 0.25 0.35 0.30 0.15 0.20 0.35 0.40 0.20 0.30 0.20 0.55 0.60 0.25 0.4 0.30 0.35 0.40 0.gansu Hengshan 1111.40 0.40 0.15 0.50 0.25 0.30 0.20 0.35 0.9 0.4 0.45 0.25 0.7 0.30 II Hua Mountain.20 0.20 III Lanzhou City 1517.20 0.40 0.70 0.20 0.10 0.15 0.20 0.30 II Suide 929.35 0.25 II Baoji City 612.40 II Yan’an City 957.20 0. Huayin City 2064.35 0.20 II Jihede 966.8 0.30 0.30 0.9 0.35 0.9 0.30 0.40 II Tongchuan City 978.0 0.15 0.15 III Hanzhong City 508.2 0.25 II Wugong 447.25 0.2 0.10 0.40 0.30 II Changwu 1206.40 0.50 0.15 0.5 0.25 0.45 0. 15 0.30 0.60 II Jingyuan 1398.25 II Hezuo.30 II Xifeng Town 1421.25 0.50 0.10 0.15 0.35 0.30 0.55 II Huajialing 2450.7 0.35 0.9 0.40 0. Xiahe County 2910.25 0.25 II Linxia City 1917.30 0.15 0.65 0.30 0.30 0.15 0.55 0.35 II Zhangwei City 1482.30 0.25 0.6 0.30 0.60 0.40 0.20 0.0 0.25 II Mazong Mountain 1962.45 0.60 II Jingtai 1630.55 0.50 0.35 0.35 0.10 0.35 0.0 0.40 0.25 0.25 0.4 0.1 0.45 II Maqu 3471.7 0.30 0.45 II Wudu 1079.30 0.15 0.60 0.40 0.2 0.20 0.30 II Lintao 1886.05 0.55 0.10 0.20 0.55 0.20 II 85 .0 0.20 0.35 0.20 II Dunhuang 1139.25 0.35 0.5 0.40 0.30 II Pingliang City 1346.45 0.10 II Wuqiaoling 3045.20 0.2 0.0 0.20 0.Jiuquan City 1477.25 0.35 0.25 0.20 0.25 II Minqin 1367.10 0.15 0.25 0.40 0.35 0.35 0.45 0.40 0.20 0.35 0.0 0.7 0.6 0.20 0.10 0.55 0.45 II Huan County 1255.30 0.30 0.25 0.15 II Wuwei City 1530.20 0.6 0.35 0.50 0.15 0.15 0.20 0.25 0.15 0.6 0.35 0.40 0.40 0.15 III Tianshui City 1141.30 0.40 0.1 0.05 0.35 0.05 0. 20 II Xining City 2261.15 0.10 0.20 0.10 0.25 II Dingxin.4 0.30 0.25 0.20 0.10 0. Jinta County 1177.10 II Taole 1101.20 II Yinchuan City 1111.15 0.15 0.15 0.25 0.05 0.30 0.10 0.45 II Xiji 1916.15 0.75 0.0 0.05 0.30 0.15 II Gaotai 1332.15 0.0 0.7 0.35 0.10 0.25 II Huining 2012.05 0.0 0.25 II ningxia qinghai 86 .10 0.35 0.25 II Yongchang 1976.35 II Haiyuan 1854.0 0.40 0.30 0.45 II Tongxin 1343.40 0.15 0.8 0.1 0.30 0.15 II Shandan 1764.25 II Huinong 1091.2 0.25 0.15 0.30 0.45 0.2 0.45 0.6 0.10 0.20 0.40 0.Yumen City 1526.4 0.20 II Yanchi 1347.50 0.5 0.35 II Min County 2315.3 0.20 0.9 0.30 0.40 0.40 0.45 0.10 0.15 II Zhongning 1183.20 0.65 0.35 0.1 0.20 0.40 0.20 0.30 0.35 0.2 0.35 0.10 0.15 II Guyuan 1753.10 II Zhongwei 1225.20 0.10 0.35 0.2 0.20 0.05 0.30 0.15 0.20 II Yuzhong 1874.05 0.25 0.6 0.20 0.70 0.65 0.40 0. 15 0.05 0.10 0.35 0.40 0.15 II Xiaozaohuo.30 0.20 0.25 0.10 II Lenghu 2733.40 0.10 0.20 0.45 0.9 0.30 0.15 II Wudaoliang.25 0. Geermu City 2767.40 0. Dulan County 2790.15 0.6 0.20 0.4 0.05 0.2 0.40 0.25 0.10 0.15 0.1 0.05 0.20 II Tongde 3289.35 II 87 .10 0.25 0.40 0.20 0.10 0.35 0.2 0.30 0.10 0.30 0. Qilian County 3180.25 0.45 0.5 0.45 0.15 II Guide 2237.10 0.10 II Yeniugou.40 0.40 0.25 0.25 0.0 0.45 0.25 0.5 0.15 0.20 0.10 II Dulan 3191.20 II Qilian 2787.40 0.40 0.40 0.15 0.50 0.30 0.45 0.60 0.35 0.1 0.35 0.6 0.35 0.0 0.35 0. Tangula Mountain 4612.45 0.2 0.25 0.30 0.15 0.0 0.40 0.20 0.20 0.10 0.35 0.20 0.30 0.25 II Gonghexianqia 2835.25 0.Mangya 3138.45 0.25 0.35 0.10 0.10 0.4 0.05 0.35 0.4 0.0 0.20 II Gangcha 3301.0 0.30 0.10 0.15 0.15 0.30 0.30 0.30 II Menyuan 2850.10 II Minhe 1813.30 II Geermu City 2807.05 0.55 0.10 II Dachaidan 3173.25 0.30 II Xinghai 3323.50 0.35 0.35 0.30 II Chaka.25 II Nuomuhong.60 0.40 0.15 II Delingha City 2918.35 0. WulanCounty 3087.55 0.20 0.10 0.5 0.30 0.40 0. 15 0. Qilian County 3367.30 0.30 0.30 I Henna 3500.15 0.20 0.45 0.45 0.25 0.25 1.0 0.25 II Tuole.20 0.35 1.2 0.10 0.0 0.4 0.25 II Maduo 4273.35 0.20 0.35 0.80 0. Bole City 284.20 0.20 0.25 II Zaduo 4066.40 0.60 0.60 0.40 0.40 0.25 0.0 0.35 0.25 0.4 0.30 I Urumchi 917.40 0.30 0.30 II Jiuzhi 3628.30 0.70 0.25 0.20 0.40 0.30 0.3 0.30 I Yushu 3681.40 0.45 II Tuohe.35 0.1 0.35 0.25 0.35 0.25 0.30 II Renxiamu.35 0.xinjiang Zeku 3662.40 0.1 0. Maqin County 4211.25 0.35 0.10 0.25 0.30 0.25 0.00 0.30 0.8 0.30 0.65 0.20 0.45 0.30 0.85 1.25 0.25 0.25 0.25 0.40 0. Dari County 3967.25 0.30 I Jimai.25 0.35 0.20 0.20 0.95 1.40 I Qingshuihe River.55 0.70 0.30 0.30 0.5 0. Geermu City 4533.0 0.85 0.20 0.25 0.90 I Aletai City 735.40 0.20 0.3 0.20 0.40 I Zhiduo 4179.35 0.50 0.40 I Alashankou.90 1.30 II Banma 3750.20 0.55 0.40 0.25 II Angqian 3643.15 0.5 0. Chengduo County 4415.30 0.2 0.25 0.3 0.7 0.35 I 88 .40 0.20 0.15 0.30 I Qumacai 4231.35 0.25 0.9 0.35 0.20 0.8 0.25 I Kelamayi City 427.15 0.35 0. 25 II Hetian 1374.5 0.70 1.25 0.80 0.35 0.35 0.45 0.15 0.40 0.60 0.45 0.35 0.30 0.15 I 89 .20 0.70 1.15 I Zhaosu 1851.20 0.00 0.2 0.60 0. Hejing County 2458.85 1.0 0.45 0.10 0.35 0.55 0.20 0.7 0.40 0.0 0.15 II Andihe.60 0.25 0.20 0.05 0.25 II Haba River 532.15 0.20 0.40 0.85 I Dabancheng.35 0.40 0.15 0.20 0.75 0.30 0.05 0.25 0.40 0.30 0.55 0.65 0.0 0.50 II Ahe City 1984.25 0.45 0.6 0.30 0.00 1.65 0.70 0.05 II Yutian 1422.15 II Hami 737.20 0.50 0. Minfeng County 1262.50 0.40 II Pishan 1375.10 0.25 0.35 0.6 0.40 0.3 0.75 0.15 0.35 0.35 0.30 0.40 0.Yining City 662.70 0.5 0.4 0.20 0.30 0.15 0.7 0.8 0.15 0.90 0.55 0.25 0.30 0.25 0.85 I Jimunai 984.55 0.35 0.25 0.1 0.30 II Kuche 1099.25 II Minfeng 1409.45 0.5 0.8 0.35 0.5 0.25 II Akesu City 1103.30 II Wuqia 2175.50 0.9 0.35 0.45 0.15 0.15 0.15 0.75 I Tulufan City 34.00 0.50 0.25 0.30 II Kuerle City 931.0 0.20 0.50 0.10 0. Urumchi County 1103.60 II Kashi City 1288.20 I Bayinbuluke. 35 0.1 0.5 0.45 I Qinghe 1218.90 I Tuoli 1077.35 1.05 0.35 I Wusu 478.55 0.20 0.75 0.50 0.6 0.2 0.55 I Hebukesaier 1291.85 I Beita Mountain 1653.4 0.10 II Yanqi 1055.80 I Caijia Lake 440.55 0.30 0.20 0.1 0.8 0.80 0.7 0.40 0.35 II Luntai 976.95 1.10 0.2 0.8 0.35 II 0.70 I Wenquan 1354.65 0.30 0.55 0.45 0.15 0.35 II Qijiaojing Kumishi 922.40 0.20 0.15 0.9 0.7 0.30 0.55 0.20 0.50 I Jinghe River 320.95 1.5 0.30 II 90 .25 II Baicheng 1229.50 I Fuyun 807.55 I Qitai 793.50 0.5 0.75 0.9 0.30 0.Fuhai 500.65 0.25 0.55 0.20 0.6 0.9 0.5 0.60 I Shijiazi 442.85 I Baluntai 1752.40 0.25 0.45 0.05 I Tacheng 534.70 0.30 0. 25 0.8 0.1 0.10 0.30 0.25 0.20 0.4 0.10 II Tieganlike 846.25 0.40 0.30 0.30 0.15 0.20 II Hongliu River 1700.45 II 91 .25 0.55 0.10 0.45 0.10 0.15 0.45 0.1 0.10 0.2 0.7 0.0 0.55 II Bachu 1116.5 0.40 0.45 II Xuchang City 66.35 II Mengjin 323.25 II Qiemo 1247.40 II Luanchuan 750.45 0.40 0.45 II Anyang City 75.35 II Sanmenxia City 410.20 II Tajike 3090.35 0.40 0.40 0.25 0.20 0.5 0.15 II Ruoqiang 888.1 0.9 0.15 0.40 0.30 0.3 0.2 0.20 0.10 0.Henan Tuergete 3504.30 0.30 0.05 0.50 0.15 0.30 0.25 II Lushi 568.8 0.15 II Zhengzhou City 110.45 0.45 0.0 0.10 0.20 0.15 II Alaer 1012.30 0.15 0.45 0.3 0.25 0.35 0.15 0.20 0.20 0.20 II Keeping 1161.5 0.25 0.15 0.50 0.4 0.25 0.40 0.05 0.40 0.50 II Luoyang City 137.35 0.40 0.25 0.10 0.8 0.50 0.45 II Xinxiang City 72.30 II Shache 1231.35 0.30 0.15 0.45 0. 25 0.20 0.35 0.35 0.20 0.25 III Lucongpo.50 II Gushi 57.30 0.25 0.30 0.30 0.1 0.25 0.30 0.20 0.20 0.40 0.40 0.35 II Nanyang City 129.55 0.45 0.4 0.3 0.35 0.35 0.50 II Xiyang City 114.35 0.55 0.45 0.35 II Xixia 250.35 0.30 0.35 0.20 0.50 II Zhumadian City 82.50 0.30 0.30 0.45 0.35 0.5 0.hubei Kaifeng City 72.5 0.30 0.15 0.40 0.35 0.45 0.2 0.30 0.45 0.25 0.5 0.25 0.45 0.7 0.20 0.60 II Wuhan City 23.35 0.30 0.35 II Fang County 434.25 0.6 0.9 0.3 0.30 0.45 0.35 0.55 II Enshi City 457.15 0.35 III Laohekou City 90.50 0.25 0.35 II Xihua 52.55 0. Badong County 1819.30 0.1 0.45 II Badong 294.25 0.40 0.25 0.20 0.50 0.60 II Yun County 201.35 0.20 0.35 0.40 0.35 0.35 0.20 0.25 0.20 0.40 II Zaoyang City 125.20 0.5 0.40 II Macheng City 59.50 II Baofeng 136.40 0.35 0.35 0.75 0.40 0.35 0.35 0.45 0.55 0.45 0.1 0.40 0.45 0.30 0.65 0.8 0.30 0.65 II Shangqiu City 50.20 0.20 0.30 0.15 0.35 0.25 III Zhongxiang 65.0 0.30 0.20 0.20 0.40 0.3 0.85 III 92 .4 0.3 0.25 0.25 0.30 0. 55 0.60 II Anhua 128.45 0.6 0.30 0.25 0.40 III Nan County 36.50 II Yuanjiang City 36.25 0.35 0.35 0.50 III Yueyang City 53.25 0.40 0.35 0.25 0.20 0.25 0.35 0.25 0.45 II Laifeng 459.8 0.30 0.45 0.20 0.6 0.45 0.25 0.9 0.45 0.20 0.40 III Shimen 116.40 0.30 0.35 0.25 0.30 0.6 0.30 0.20 0.35 0.40 III Yichang City 133.25 0.40 0.4 0.3 0.30 0.3 0.50 0.30 0.hunan Wufeng County 908.35 0.40 0.35 0.20 0.35 0.25 0.20 0.40 0.30 0.20 0.30 0.45 III 93 .45 II Tianmen City 34.30 0.6 0.35 0.35 0. Jiangling City 32.35 III Yuanling 151.0 0.35 0.35 0.5 0.40 0.40 0.40 0.25 0.0 0.35 0.50 0.9 0.30 0.25 0.20 0.35 0.35 0.40 III Yingshan 123.35 0.35 0.65 III Pingjiang 106.0 0.35 0.20 0.30 0.25 III Jiayu 36.50 III Sangzhi 322.20 0.1 0.45 0.30 0.35 0.20 0.2 0.20 0.50 0.35 0.40 III Changsha City 44.55 0.45 III Huangshi City 19.1 0.0 0.0 0.30 0.20 0.30 0.40 III Changed City 35.35 0.20 0.25 0.20 0.30 0.40 0.35 0.15 0.25 0.35 0.50 0.25 0.65 III Jishou City 206.35 III Jingzhou.55 0.25 0.30 0.30 0. 45 0.35 0.20 0.20 0.6 0.45 Fogang 67.25 0.35 0.25 0.35 0.30 0.20 0.30 0.75 0.60 Nanxiong 133.30 0.5 0.30 Shuangfeng 100.75 III 341.30 0.20 0.2 0.35 0.3 0.20 0.30 0.40 0.30 0.20 0.25 0.20 0.40 0.15 0.30 Xuefeng Mountain 1404.0 0.45 III 0.20 0.20 0.30 0.15 0.35 III 0.30 0.30 0.2 0.45 III 0.25 0.50 0.65 0.40 0.20 0.25 0.35 Guangning 56.85 0.20 0.45 0.20 0.30 0.50 0.8 0.20 0.40 0.8 0.30 0.30 III Hengyang City 103.20 0.40 III Dao County 192.8 0.8 0.85 II 0.35 Mei County 87.Guangdong Zhijiang 272.35 0.30 III Wugang 341.60 0.9 Shaoyang City 248.9 Tongdao 0.0 0.30 0.25 0.45 0.6 0.30 0.30 0.9 0.35 94 .6 0.35 0.35 Shaoguan 69.0 0.35 Lian County 97.30 0.35 0.35 0.35 III Guangzhou City 6.35 III Lingling 172.20 Nanyue 1265.25 0.15 0.45 0.25 III Binzhou City 184.35 0.20 0.6 0.35 Lianping 214.75 0.20 0.2 0. 50 0.55 0.60 Heyuan 40.75 1.3 0.20 0.95 Xinyi 84.50 0.05 1.9 0.1 0.1 0.90 Shanwei 4.85 0.45 0.50 0.35 0.75 0.6 0.20 0.35 0.1 0.45 0.35 0.85 1.30 0.65 Shenzhen City 18.35 Shantou City 1.45 0.95 Huilai 12.60 Wuhua 120.20 0.90 Nan’ao 7.60 0.9 0.45 0.3 0.30 0.30 0.70 Luoding 53.9 0.45 0.2 0.80 0.35 0.50 0.35 Taishan 32.5 0.00 Zhanjiang City 25.80 Shangchuan island.80 Dianbai 11.50 0.4 0.30 0.80 0.25 0.8 0.95 Yangjiang 23.75 0.guangxi Gaoyao 7.20 Xuwen 67.7 0.6 0.2 0.70 0.75 0.35 Huiyang 22.55 0.35 95 .3 0.90 Nanning City 73.20 0.4 0. Taishan City 21.30 0.6 0.70 0.40 Guilin City 164. 25 0.20 0.4 0.45 0.55 0.35 Guiping 42.45 0.85 Qiongzhong 250.5 0.70 0.50 0.35 Baise City 173.85 1.75 0.45 0.35 Dongxin 18.30 0.30 0.5 0.35 Yulin 81.75 0.20 0.5 0.0 0.55 Jingxi 739.30 0.70 1.35 Longzhou 128.20 0.7 0.40 0.1 0.90 Beihai City 15.30 0.35 Mengshan Mountain 145.Hainan Liuzhou City 96.85 1.30 0.30 0.45 0.05 96 .35 Heshan Mountain 108.20 0.9 0.0 0.15 Haikou City 14.50 0.7 0.20 0.20 0.8 0.8 0.30 0.30 0.05 Sanya City 5.20 0.55 Qionghai Sea 24.90 Dongfang 8.30 0.85 1.20 0.8 0.30 0.75 0.4 0.90 Weizhou island 55.8 0.2 0.00 Dan County 168.35 Wuzhou City 114.2 0.35 Lingshan Mountain 66.3 0.00 1.45 0.20 0.8 0. 10 0.50 II Ruoergai 3439.20 0.50 0.20 Shanhu island 4.Sichuan Lingshui 13.05 Xisha island 4.1 0.25 0.35 0.15 0.35 Jiulong 2987.35 0.35 Kangding 2615.6 0.20 0.35 0.30 0.35 Yaan City 627.0 0.30 0.20 0.55 II Hanyuan 795.30 0.70 1.8 0.0 0.20 0.20 0.15 III Shiqu 4200.15 0.20 0.30 0.4 0.50 0.30 0.30 0.30 III Mianyang City 470.3 0.25 0.40 0.45 0.40 III Leibo 1474.30 Chengdu City 506.20 0.45 II Ganzi 3393.30 0.20 0.30 0.7 1.85 1.30 0.05 1.5 0.30 0.35 0.30 0.10 1.20 III Zhaojue 2132.35 0.25 0.20 0.40 0.0 0.25 0.9 0.30 0.45 II Dujiangyan City 706.20 III Yuexi 1659.30 0.20 0.30 0.9 0.35 0.25 0.0 0.0 0.25 0.7 0.30 0.20 0.20 0.7 0.35 0.35 III 97 .20 III Ziyang 357.6 0.15 0.80 2.45 0.35 Yanyuan 2545.35 III Yibin City 340.10 0.30 0.20 0.50 0.30 0.20 0.20 0.35 0.30 0.35 0.25 0.35 0.35 0.35 0.30 0.10 0.35 0.40 0.35 0.8 0.9 0. 40 0.0 0.9 0.35 0.35 Daxian City 310.9 0.30 0.30 0.45 II Daofu 2957.20 0.30 0.3 0.35 Liangping 454.10 0.1 0.35 Luzhou City 334.25 0.30 0.25 0.15 0.40 III Suining City 278.30 0.30 0.20 0.8 0.30 0.15 III Langzhong 382.50 Fuling City 273.20 0.6 0.25 0.20 0.7 0.40 0.20 0.30 0.45 Fengjie 607.20 0.1 0.30 0.20 0.35 Xuyong 377.4 0.35 0.2 0.5 0.30 0.35 Neijiang City 347.20 0.35 III Huili 1787.2 0.20 0.50 0.35 0.20 0.30 0.20 0.45 II 98 .40 0.1 0.35 Wanxian City 186.30 0.35 Nanchong City 309.30 0.2 0.6 0.20 0.30 0.Xichang City 1590.9 0.15 0.25 II Seda 3893.35 Bazhong 358.35 Dege 3201.20 0.20 0.40 0.35 0.35 Wanyuan 674.20 0.5 0.15 0.3 0.35 0.25 II Aba 3275.20 0. 40 III Pan County 151.25 III Bijie 1510.30 0.35 0.25 0.2 0.15 II Litang 3948.50 0.5 0.25 0.55 II Jinfo Mountain 1905.15 II Songpan 2850.7 0.30 0.15 0.35 0.7 0.15 0.20 0.9 0.35 II Xinlong 3000.20 0.3 0.20 0.35 0.15 0.35 0.9 0.20 0.2 0.20 0.25 III Sinan 416.20 0.0 0.25 0.25 0.25 0.Guizhou Maerkang 2664.35 III Ermei Mountain 3047.25 III Weining 2237.6 0.35 III 99 .30 0.0 0.35 0.10 0.30 III Zunyi City 843.20 III Xishui 1180.20 0.10 0.30 II Hongyuan 3491.35 0.40 0.10 0.15 0.35 0.40 0.50 0.25 0.30 0.10 0.20 0.30 0.8 0.15 0.10 0.3 0.20 0.35 0.35 0.20 0.9 0.45 III Tongzi 972.50 0.20 0.20 0.15 0.30 0.45 II Xiaojin 2369.4 0.35 0.35 0.30 0.20 0.25 0.40 0.35 0.15 0.60 II Guiyang City 1074.2 0.7 0.40 0.15 0.4 0.20 III Meitan 791.6 0.35 0.60 II Daocheng 3727.10 0.30 0.30 0.20 0.25 III Tongren 279.30 0. 35 0.20 0.40 III Tengchong 1654.35 0.35 Lushui 1804.5 0.30 0.35 0.Yunnan Canxi 1251.20 0.20 0.50 0.25 0.40 III Luodian 440.60 0.20 0.7 0.35 100 .80 0.35 0.30 0.9 0.15 0.35 III Deqin 3485.35 Dushan 1013.40 0.25 0.20 0.25 0.35 III Kaili City 720.6 0.25 III Anshun City 1392.40 Huize 2109.3 0.30 0.30 0.20 0.30 0.85 1.20 0.20 0.30 0.10 0.5 0.35 0.35 0.25 0.9 0.3 0.6 0.55 0.35 0.30 0.20 0.35 0.35 0.20 0.20 0.40 0.20 III Kunming City 1891.30 0.30 III Lijiang 2393.20 0.35 III Rongjiang 285.90 1.3 0.5 0.30 0.15 0.0 0.30 0.20 0.1 0.40 0.35 0.30 0.05 II Gongshan 1591.20 0.30 0.4 0.8 0.35 III Xingren 1378.35 III Huaping 1244.25 0.15 0.20 0.90 II Weixi 2325.35 0.40 0.30 0.2 0.25 0.15 0.8 0.50 0.35 0.5 0.20 0.20 0.00 II Zhongdian 3276.30 0.35 0.25 0.30 0.25 III Sansui 610.35 0.65 III Zhaotong City 1949.30 0.20 0.3 0. 35 Mengding 511.20 0.8 0.50 Mengzi 1300.50 Luxi 1704.20 0.4 0.75 Yuanmou 1120.0 0.35 Jingdong 1162.25 0.40 0.25 0.45 0.40 0.7 0. Qujing City 1898.7 0.30 0.6 0.35 Jiangcheng 1119.9 0.35 Jinghong 552.40 0.9 0.7 0.20 0.7 0.65 0.40 0.35 Dali City 1990.3 0.5 0.35 Yiliang 1532.30 0.25 0.35 0.25 0.25 0.5 0.20 0.30 0.2 0.35 0.20 0.20 0.Baoshan City 1653.3 0.35 0.50 Simao 1302.40 Zhanyi.30 0.4 0.55 Yuanjiang 400.30 0.5 0.30 0.35 Yuxi 1636.45 III 101 .20 0.35 Ruili 776.45 0.1 0.20 0.1 0.30 0.25 0.20 0.40 Chuxiong City 1772.35 Mengla 631.30 0.25 0.45 Lincang 1502.30 0.25 0.30 0.25 0.30 0.20 0.35 Lancing 1054.40 0. 35 I Pulan 3900. Naidong County 3551.15 0.0 0.50 0.25 0.30 0.35 wenshan 1271.30 0.80 I Shenzha 4672.0 0.30 0.Tibet Pingbian 1414.0 0.25 III 102 .1 0.30 0.45 I Rikaze City 3836.15 0.30 0.30 0.10 0.50 0.20 0.20 0.25 0.0 0.20 I Dangxiong 4200.35 I Naqu 4507.0 0.0 0.20 III Suo County 4022.90 0.25 0.15 0.35 0.7 0.0 0.9 0.35 0.25 0.45 0.40 II Nimu 3809.8 0.30 0.20 0.15 I Gaize 4414.20 0.20 II Linzhi 3000.6 0.10 0.70 0.10 0.45 0.15 0.30 0.40 Lhasa City 3658.40 0.20 0.25 0.30 I Anduo 4800.15 0.35 0.25 0.30 0.35 0.15 0.40 0.0 0.75 0.20 0.65 0.20 0.35 Guangnan 1249.0 0.10 0.15 III Longzi 3860.40 0.50 0.30 0.15 III Geer 4278.30 0.35 0.20 0.20 0.20 0.15 0.0 0.15 0.15 III Bange 4700.6 0.0 0.20 0.15 0.20 0.10 0.15 III Zedang.30 I Changdu 3306.10 0.55 0.45 0.0 0.45 0.35 0.4 0.35 0.20 0.35 0. 35 0.0 0.70 0.70 0.35 I Dingri 4300.25 0.30 1.40 0.0 0.85 Xinzhu 8.85 Jiayi 20.1 0.70 0.85 2.95 Taidong 10.80 0.0 1.0 0.55 0.80 0.25 0.15 0.50 0.0 0.50 0.85 2.10 1.25 0.90 Hualian 14.55 0.80 II Dingqing 3873.40 III Chayu 2327.65 III Taipei 8.05 1.0 0.50 0.Taiwan Nielamu 3810.65 0.35 0.85 1.80 0.90 1.35 0.35 0.0 0.40 103 .0 0.40 II Bomi 2736.05 Hengchun 24.0 0.10 0.0 0.40 0.70 0.50 0.0 0.70 1.20 Ali Mountain 2406.10 0.55 Gangshan 10.0 0.0 0.80 0.6 0.0 0.80 III Pali 4300.95 Magong 22.0 1.30 II Jiangzi 4040.90 3.50 0.30 Taizhong 78.15 III Cuona 4280.95 Yilan 9.0 0.0 0.25 0. 0 0.0 0.75 0.40 57.00 Hong Kong 50.90 Hong Kong Macao 104 .95 Henglan island 55.0 0.85 1.60 0.90 0.Tainan 14.0 0.95 1.80 0.25 1.85 0. 1 National Reference Snow Pressure Distribution Graph (kN/m2) 105 . Wind Pressure Distribution and Snow Load Quasi-permanent Value coefficient Distribution Graph D.5.D5 National Reference Snow Pressure. 2 Snow Load Quasi-permanent Value coefficient Zoning Map (kN/m2) 1-1-46-1 106 .5.Permanent Value Subarea coefficient D. 3 National Reference Wind Pressure Distribution Graph (kN/m2) 1-1-46-2 107 .D.5. 23 + 0.1. 108 . Where.1. H ——is the total height from the base slab or the top surface of the stereobate to the top surface of the tower of the equipment (m). T1 = 0. H ——is the chimney height (m). d ——is the outside diameter at the 1/2 height of the chimney.53 + 0.1.2.1.2) If it is H 2 / D0 ≥ 700 .2 Specific Structure 1 Chimney 1) Brick chimney whose height is not exceeding 60m: T1 = 0. 2 Petrochemical industry tower (Figure E.35 + 0.2-2) 3) Reinforced concrete chimney whose height is exceeding 150m but not larger that 210m: T1 = 0.22 × 10 − 2 H2 d (E.1.2) 1) Cylindrical base tower (the wall thickness of the tower shall not be larger than 30mm) If it is H 2 / D0 < 700 .85 × 10 −3 H 2 / D 0 (E.2-1) 2) Reinforced concrete chimney whose height is not exceeding 150m: T1 = 0.2.10 × 10 − 2 H2 d (E.1.007-0.Appendix E Empirical Formula for the Structure Which is Natural Vibration Period E. E.08 × 10 − 2 H2 d Where.25 + 0.1) T1 = 0.1.41 + 0.99 × 10 −3 H 2 / D 0 (E.013) H Steel structure may take high value while the reinforced concrete structure may take low value.1 High-rise Structure E.1 General Information T1=(0. the basic natural vibration period of the main tower (namely the tower whose period is the longest) may be adopted as the basic natural vibration period T1 of each tower which is vertical with the direction. E.25 + 0. (c) Base tower with rectangle (plate-type) framework. the height of each section may be taken as weight.3) B 109 .2.D0 ——is the outside diameter of the equipment tower (m).1. Figure E1.2. As for the basic natural vibration period T1 of each tower which is vertical with the align direction. n——is building storey.10)n (E.3) 3) Basic natural vibration period of the various equipment towers whose wall thickness is larger than 30mm shall be calculated according to the relevant theoretical equation.2 Foundation Type of the Equipment Tower (a) Cylindrical base tower.1.1 General Condition 1 Steel structure T1=(0. it may be gotten through that the basic natural vibration period multiplies reduction coefficient 0.2.53 × 10 −3 H2 3 (E.2 High-rise Building E.1.15)n (E.2.2.9.2 Specific Structure 1 Framework and frame-shear wall structure of reinforced concrete T1 = 0.40 × 10 −3 H 2 / D 0 (E.1. as for variable diameter tower.2. E. The weighted average of the outside diameter shall be taken. (b) Cylinder base tower.10-0.56 + 0. (d) Base tower with ring frame 2) Framework base tower (the wall thickness shall not be larger than 30mm) T1 = 0.1) 2 Reinforced concrete structure T1=(0.05-0. 4) When several towers are connected with the platform in a row.2) Where. 1.2.2 Reinforced concrete shear wall structure T1 = 0. H——is the building total height (m).03 + 0.4) Where. 110 .03 3 H B (E. B——is the building width (m). 3 0. the structural modus factor shall be calculated according to the structural dynamics.Appendix F Approximation of the Structural Mode Factor F.61 -0.6 0.7 0.00 1.59 -0.34 -0.4 0.2 As for the high-rise building with larger width at the windward.39 0.8 0.32 -0.1. 111 .1 Based on the actual engineering.71 0.09 0.75 0.48 0.40 0.1.52 0.71 0. Here. the first four corresponding modus factors are listed.1.1.33 0. the frequency of the vibration mode from 1 to 4 shall be checked.30 0.86 0.02 0. Therefore.23 -0.1 Modus Factor of the High-rise Structure Relative height Modus SN z/H 1 2 3 4 0.5 0.64 0.66 -0.46 -0.1.59 -0.53 0.05 1.53 0. The approximation of the modus factors from the first to the fourth of the former are given.00 1.2.23 -0.02 -0.43 0.00 F.1. only the impact of the first vibration type may be considered when it is down in wind.40 -0.1 As for the high-rise structure whose windward width is far less than its height.1 0.07 -0. Table F.79 0. only the approximation of modus factors of the aforesaid three kinds high-rise structures are given. while the first modus factor of the latter is given.23 -0. the modus factor may be adopted according to F. As for the resonance response which is crosswind. the modus factor may be adopted according to Table F.9 0.2 0.68 0.06 -0.14 -0. F.00 1.32 0.76 -0.0 1. when the shear wall and framework play the leading role. In a typical case. as for the two types of high-rise structures whose section does not change with the height and that whose section does changes with the height regularly. 44 0.74 0.46 0.09 0.26 0.02 0.6 0.8 0.7 0.3.45 0.1.3 0.29 0.2 0.02 0.2 Modus Factor of High-rise Building Relative height Modus SN z/H 1 2 3 4 0.63 -0.86 0.1.0 0.3 As for the high-rise structure whose section changes regularly with the height.80 1.22 -0.51 0.6 0.06 0.48 -0.38 0.00 1.86 0.30 0.37 0.16 0.27 -0.71 0.17 -0. the first modus factor may adopted according to Table F.2 0.58 -0.5 0.13 0.01 0.02 1.05 0.08 -0.29 0.5 0.69 0.70 -0.55 0.9 0.17 -0.19 0.1 0.18 -0.4 0.00 1.1.00 1.68 0.03 0.0 1.40 0.7 0.0 1.00 1.45 -0.00 1.14 0.1 0.9 0.8 0.01 0.8 0.00 1.06 0.59 0. Table F.50 0.6 0.00 1.46 0.3 The First Modus Factor of the High-rise Structure Relative height High-rise structure BH/Bo=1.23 0.68 0.03 0.09 0.2 0.31 0.4 0.04 0.67 -0.3 0.58 0.86 0.34 -0.63 -0.41 0.61 0.07 0.38 -0.27 -0.11 0.Table F.83 0.57 0.12 0.1.21 0.34 0.73 0.21 0.00 z/H 112 .62 0.02 -0.4 0.85 0.33 0.66 0.0l 0.79 0.00 F.47 0.49 0.32 0. G. "shall not" for negation. 113 .2 Words denoting a strict requirement under normal conditions: "Shall" is used for affirmation. "should not" for negation.1 Words denoting a very strict or mandatory requirement: "Must" is used for affirmation. "must not" for negation. G. the following wording conditions are explained as below: G.3 Words denoting a permission of a slight choice or an indication of the most suitable choice when conditions permit: "Should" is used for affirmation.0.0. In order to discriminate the provisions of this Code. sometimes with the conditional permit.Appendix G Wording Explanation 1.0. "May" is used to express the option available.