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

NATIONAL STANDARD OF

GB

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 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. 2.1.8 Frequent value For variable load, 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. 2.1.9 Quasi- permanent value For variable load, during the design reference period, the exceeded total time is about half of the value of combination of loads in the design reference period. 2.1.10 Design value of a load The arithmetic product of the representative values of a load and the partial load factor. 2.1.11 Load effect Reaction of structures or structural elements caused by the combination of loads, such as internal force, distortion and crack 2.1.12 Load combination In the limit design, to guarantee the built-in reliability, provisions for all kinds of design values of a load have been made. 2.1.13 Fundamental combination In the limit of bearing capacity state, the combination of permanent effect and variable effect 2.1.14 Accidental combination In the limit of bearing capacity state, the combination of permanent effect, variable effect and an accidental combination 2.1.15 Characteristic/nominal combination In the regular service limiting state, the characteristic value/nominal value or combination value adopted is the combination of representative values of a load. 2.1.16 Frequent combinations In the regular service limiting state, the frequent value or permanent value is adopted in the variable load is the combination of representative values of a load. 2.1.17 Quasi- permanent combinations In the regular service limiting state, the quasi- permanent value adopted by the variable load is the combination of the representative values of a load. 2.1.18 Equivalent uniform live load During the structure design, the actual load of continuous distribution above or under the floor is always by substituted by the evenly distributed load. 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. 2.1.19 Tributary area The tributary area is adopted during the calculation of the beam column members. It refers to the floor space of the calculated member load. It shall be divided by the zero line of the floor slab. In the practical situation, it can be simplified. 2.1.20 Dynamic coefficient 2

Structures and members that receives dynamic load, when designed according to the static force, shall adopt the value that is the ratio of the maximum power effect of structures or members and relevant static force effect. 2.1.21 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. 2.1.22 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. Also, relevant air density shall be considered and the wind pressure shall be calculated according to the formula (D.2.2-4). 2.1.23 Terrain roughness When the wind passes 2km range before reaching the structure, the class used to describe the distribution pattern of irregular barriers on the ground. 2.2 Main symbols Gk——characteristic value/nominal value of permanent load; Qk——characteristic value/nominal value of variable load; GGk——characteristic value/nominal value of permanent load effect; SQk——characteristic value/nominal value of the variable load effect; S——load effect combination design value; R——The design value of resisting power of structural members; SA——Downwind load effect; SC——Crosswind load effect; T——Natural vibration period of structures; H——Top height of structures; B——Windward width of structures; Re——Reynolds number; St——Strouhai number; sk——Characteristic value/nominal value of snow load; s0——reference snow pressure; wk——characteristic value/nominal value of wind load; w0——reference wind pressure; νcr——Critical wind velocity of crosswind sympathetic vibration; α——Angle of gradient; βz——Gust coefficient at height Z; βgz——Gust coefficient at height Z; γ0——Structure significance coefficient; γG——Subentry coefficient of permanent load; γQ——Subentry coefficient of variable load; ψc——combination value coefficient of the variable load; 3

ψf——frequent value coefficient of variable load; ψq——quasi-permanent value coefficient of variable load; µr——Coefficient of snow distribution over the roof µz——Variation coefficient of wind pressure altitude; µs——Wind load coefficient; η——Coefficient of wind load terrain and physiognomy amendment; ξ——Aggrandizement coefficient of wind load pulsation; ν——Impact coefficient of wind load pulsation; φz——Structural vibration mode coefficient; ζ——Structural damping ratio.

3. Classification of loads and combination of load effect 3.1 Classification of loads and representative values of a load 3.1.1 The structural combination of loads can be divided into three kinds: 1. Permanent load, such as dead load, earth pressure and prestress. 2. Variable load, such as floor live load, roof live load and dust load, crane load, wind load and snow load. 3. Accidental load, such as blasting power and force of percussion. Note: Deadweight refers to the combination of loads (gravitation) caused by the weight of materials.

3.1.2 During the design of building structures, different combinations of loads shall adopt different representative values. For permanent loads, the representative value shall be the characteristic value/nominal value. While for variable loads, the representative value shall be the characteristic value/nominal value, combination value, frequent value or quasi- permanent value according to different design requirements. For accidental loads, the representative value shall be decided according to the utilization characteristics of building structures. 3.1.3 Permanent load characteristic value/nominal value: for structural deadweight, it shall be decided according to the design size of structural members and the deadweight of unit volume of materials; for commonly-used materials and members, it shall be decided according to appendix 1 of this Code; for materials and members (including field fabricated heat insulators, concrete thin-wall members) with major changes in deadweight, it shall be the upper value or the lower range value according to the advantage or disadvantage state to members. Note: For commonly-used materials and members, refer to Appendix A.

3.1.4 The characteristic value/nominal value of variable loads shall be adopted according to provisions in this Code. 3.1.5 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. 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. 3.1.6 If the regular service limiting state is designed according to the frequent combinations, 4

the frequent value, quasi-permanent value shall be adopted as the representative value. If it is designed according to the quasi-permanent combinations, the quasi-permanent value shall be adopted as the representative value of variable loads. 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. The variable load quasi- permanent value shall adopt the characteristic value/nominal value of variable loads multiplied by the quasi-permanent value coefficient of combination of loads. 3.2 Load combination 3.2.1 The design of building structures shall be in accordance with the combination of loads arising in the construction during the utilization process, according to the limit of bearing capacity state and the regular service limiting state. The design shall take the most disadvantaged combination for the combination of loads (effect). 3.2.2 For the limit of bearing capacity state, the combination of loads (effect) shall adopt the fundamental combination or accidental combination of load effect. The following design expression shall be adopted: γ0S ≤R (3.2.2) Where, γ0——Structure significance coefficient; S——The design of load effect combination; R——The design value of resisting power of structural members shall be decided by related design specifications of building structures. 3.2.3 For the design value (S) of the fundamental combination of loads and load effect, it shall be decided by the most disadvantaged value from the following combination values: 1) Combination controlled by the variable load effect;

(3.2.3-1) Where, γG——Subentry coefficient of permanent load shall be adopted according to Article 3.2.5. γQi——The ith subentry coefficient of variable load. γQi is the subentry coefficient of variable load Q1, to be adopted according to Article 3.2.5. SGk——The load effect value calculated according to the permanent load characteristic value/nominal value Gk; SQik——The load effect value calculated according to variable load characteristic value/nominal value Qik. SQ1k is the controller of all variable load effects. ψci——The combination value coefficient of the variable load Qi shall be adopted according to provisions in chapters. n——The number of variable loads forming the combination. 2) Combination controlled by the permanent load effect:

5

(3.2.3-2) Note: 1 The design value of fundamental combination is applicable to the linear load effect. 2. If the SQ1k can't be decided distinctively, each variable load effect shall be taken as SQ1k and the most disadvantaged load effect combination shall be selected.

3.2.4 For common bents and frame structures, 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;

(3.2.4) 2) The combination controlled by the permanent load effect shall be adopted according to formula (3.2.3-2). 3.2.5 The subentry coefficient of combination of loads in the fundamental combination shall be adopted according to the following provisions: 1. Subentry coefficient of permanent load; 1) If the effect causes disadvantages to the structure, ——for the combination controlled by the variable load effect, select 1.2; ——for the combination controlled by the permanent load effect, select 1.35. 2) If the effect causes advantages to the structure, select 1.0. 2. Subentry coefficient of variable load: ——Generally, select 1.4; ——For the characteristic value/nominal value of the live load of industrial housing floor greater than 4kN/m2, select 1.3. 3. For the overturn, slippage or floating calculation, the load subentry coefficient shall be adopted according to provisions in related design codes for structures. 3.2.6 For the design value of accidental combination and load effect combination, it shall be in accordance with the following provisions: the representative value of the accidental loads doesn't multiply subentry coefficient; if it appears together with the accidental loads and other combinations of loads, the representative value shall be adopted according to the observational data and project experience. Under different circumstances, the formula of design value of the load effect shall be decided by contrary provisions. 3.2.7 In the regular service limiting state, according to different design requirement, the characteristic/nominal combination, frequent combinations or quasi-permanent combinations may be adopted and the design shall be carried out according to the following design expression: S≤C (3.2.7) Where, C——The limitation of structures or structural members when they are in regular service, such as the limitation of distortion, crack, amplitude, acceleration and stress, shall be adopted 6

according to related design codes for building structures. 3.2.8 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.

3.2.9 The design value (S) of frequent combinations and load effect combinations shall be adopted according to the following formula:

(3.2.9) Where, ψf1——The frequent coefficient of variable load Q1 shall be adopted according to provisions in chapters. ψqi——The quasi value coefficient of the variable load Qi shall be adopted according to provisions in chapters. Note: The design value of the combination is applicable to the linear combination of loads and load effect.

3.2.10 The design value (S) of quasi-permanent combinations and load effect combinations shall be adopted according to the following formula:

(3.2.10) Note: The design value of the combination is applicable to the linear combination of loads and load effect.

4. Live load of floors and roofs 4.1 Rectangular distribution live load on floors of civilian buildings 4.1.1 The characteristic value/nominal value, combination value, frequent value and quasi-permanent value coefficient of the rectangular distribution live load on floors of civilian buildings shall be adopted according to Table 4.1.1.

7

Table 4.1.1 the characteristic value/nominal value, combination value, 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

0.5

0.4

2.0

0.7 0.6

0.5

(1) Residential buildings, dormitories, hotels, office buildings, hospital wards, nursery and 1

kindergarten; (2) Schoolrooms, testing labs, reading rooms, boardrooms, policlinic rooms of hospitals.

2

Dining

restaurant,

archives

for

playhouse,

cinema

and

2.5

0.7

0.6

0.5

3.0

0.7

0.5

0.3

3.0

0.7

0.6

0.5

3.5

0.7

0.6

0.5

(2) Bleachers without fixed seats.

3.5

0.7

0.5

0.3

(1) Gymnasia and stages for performance;

4.0

0.7

0.6

0.5

(2) Ballrooms.

4.0

0.7

0.6

0.3

0.9

0.9

0.8

7.0

0.9

0.9

0.8

(1) 3

rooms,

general materials; Auditoria,

bleachers with fixed seats; (2) Public laundries. (1) Stores, exhibition halls, stations, ports,

4

5

airport halls and waiting rooms;

(1) Stack rooms, archival repository and 6

store rooms; (2) Stack rooms with dense tanks.

7

5.0 12.0

Fan houses and elevator towers Automobile passages and parking rooms: (1) one-way slab building covers (the span no less than 2m) Carriages; Fire-fighting vehicles;

8

(2) Two-way slab building covers (the span

4.0

0.7

0.7

0.6

35.0

0.7

0.7

0.6

no less than 6m*6m) and flat slab floor (the dimension of column grids no less than 6m *

2.5

0.7

0.7

0.6

20.0

0.7

0.7

0.6

Kitchen (1) Ordinary;

2.0

0.7

0.6

0.5

(2) Restaurant.

4.0

0.7

0.7

0.7

(1) Civilian building in item 1;

2.0

0.7

0.5

0.4

(2) Other civilian buildings.

2.5

0.7

0.6

0.5

2.0

0.7

0.5

0.4

2.5

0.7

0.6

0.5

3.5

0.7

0.5

0.3

(1) In common situation;

2.5

0.7

0.6

0.5

(2) People may be gathering.

3.5

6m) Carriages; Fire-fighting vehicles. 9

Bathrooms, toilets and wash rooms: 10

Corridors, hallways, staircases: (1) Dormitories, hotels, hospital wards, nursery, 11

kindergarten

and

residential

buildings; (2)

Office

buildings,

schoolrooms,

restaurants, policlinic of hospitals; (3) Fire-control fire escapes and other civilian buildings. Balcony: 12

8

Note: 1.

All live loads in this Table are applicable for natural service conditions. If the working load is extremely large,

the live loads shall be adopted according to practical situations. 2. for the live load of stack rooms in item 6, if the height of bookshelves is greater than 2 m, the live load for stack rooms shall be decided according to a height no less than 2.5kN/m2. 3. The live load for carriages in item 8 is applicable to carriages holding fewer than 9 persons. The live load of fire-fighting vehicles is applicable to oversize vehicles with the full load of 300kN. If requirements in this Table are not met, according to the equivalence principle of structural effect, the partial load of wheels shall be converted to the equivalent uniform live load. 4. The live load for staircases in item 11, for the precast stair footfall slabs, shall be calculated according to a concentrated load of 1.5kN. 5. All combinations of loads do not contain the deadweight of partitions and the combination of loads for the second fixture and fitting. The fixed partition and deadweight shall be taken as permanent combination of loads. If the position of partitions can be moved freely, 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 1.0 kN/m2 of the live loads on floors.

4.1.2 For the design of girders, walls, columns and foundations of floors, under the following circumstances, the characteristic value/nominal value of live loads on the floors in Table 4.1.1 shall be multiplied by the discount coefficient: 1. The discount coefficient during the design of floor girders; 1) In item 1(1), if the tributary area of girders exceeds 25m2, select 0.9; 2) In items 1(2)-7, if the tributary area of girders exceeds 50m2, select 0.9; 3) In item 8, junior beam of one-way slabs and vittae of trough plates, select 0.9; For girder of one-way slabs, select 0.6; For girders of two-way slabs, select 0.8. 4) For items 9-12, the discount coefficient shall be the same as that of the buildings. 2. The discount coefficient of designing walls, columns and foundations: 1) Item 1(1) shall be adopted according to Table 4.1.2. 2) Items 1(2)-7 shall adopt the discount coefficient the same as that of the girders of floors. 3) In item 8, for one-way slabs, select 0.5; For two-way slabs and flat slab floors, select 0.8. 4) In items 9-12, the discount coefficient shall be adopted the same as that of the building. 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.

Table 4.1.2 Discount coefficient of live loads according to different floors Number of floors above the calculation section of walls, 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

1.00 (0.90)

0.85 0.70 0.65 0.60 0.55

Note: If the tributary area of floor girders exceeds 25m2, the coefficient shall adopt the one in the parentheses.

4.1.3 The partial loads on floor structures shall be converted into isoeffect rectangular distribution live loads according to Appendix B.

9

4.2 Floor live load of industrial buildings 4.2.1 During the production utilization or the installation repair of floors of industrial buildings, the partial load produced by the equipment, pipelines, 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. Note: 1. The floor isoeffect rectangular distribution live load shall be decided by the method stated in Appendix B. 2. For common smith shops, instrumentation production workshops, semiconductor device workshops, cotton spinning and knitting workshops, preparing shops in tire plants and grain processing workshops, if there are not enough materials; it shall be adopted according to Appendix C.

4.2.2 The operation combination of loads, including operating personnel, general purpose tools, 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 2.0kN/m2. The staircase live load in production workshops shall be adopted according to the practical situation and shall be no less than 3.5kN/m2. 4.2.3 The combination value coefficient, frequent value coefficient and quasi- permanent value coefficient of floor live loads of industrial buildings shall be adopted according to the practical situation besides values given in Appendix C. However, under no circumstance shall the combination value and the frequent value coefficient be less than 0.7 and the quasi-permanent value coefficient no less than 0.6. 4.3 Roof live load 4.3.1 The roof rectangular distribution live load on the horizontal projection surface shall be adopted according to Table 4.3.1. The roof rectangular distribution live load can't be considered together with the snow load. Table 4.3.1 Roof rectangular distribution live load Characteristic Item

Type

Combination value

Frequent value

Quasi-permanent value

coefficient ψc

coefficient ψf

coefficient ψq

0.5

0.7

0.5

0

2.0

0.7

0.5

0.4

3.0

0.7

0.6

0.5

value/nominal value (kN/m2)

1

2 3

Roof without holding persons Roof holding persons Roof garden

Note: 1. For roofs without holding persons, if the construction load is comparatively large, it shall be adopted according to the practical situation. For different structures, according to related design specifications, the characteristic value/nominal value shall be increased or decreased by 0.2kN/m2. 2. For roofs holding persons, if they are used for other purposes, relevant floor live loads shall be adopted. 3. For seeper combination of loads caused by the disturbance of roof drainage or blockage, construction measures shall be adopted. If necessary, the roof live loads shall be decided according the possible depth of

10

seepers. 4. The live load on roof gardens does not include the material deadweight of earth materials.

4.3.2 The combination of loads of parking apron for helicopters shall be considered as the partial load according to the gross weight of the helicopter. At the same time, its isoeffect shall be no lower than 5.0kN/m2. The partial load shall be decided according to the practical maximum lifting loads of helicopters. If there is no technical information of aircraft types, commonly, the partial load characteristic value/nominal value and active area shall be selected according to various requirements of light, medium and heavy types: ——Light-type: the maximum take-off weight is 2t, partial load characteristic value/nominal value is 20kN and the active area is 0.20m * 0.20m. ——Medium-type: the maximum take-off weight is 4t, partial load characteristic value/nominal value is 40kN and the active area is 0.25m * 0.25m. ——Heavy-type: the maximum take-off weight is 6t, the partial load characteristic value/nominal value is 60kN and the active area is 0.30m * 0.30m. The combination value coefficient of loads shall be 0.7, the frequent value coefficient 0.6 and the quasi-permanent value coefficient shall be 0. 4.4 Roofing dust load 4.4.1 During the design of workshops that release mass dust and their neighboring buildings, for roofs of machinery, cement and metallurgy workshops with certain dedusting facilities, the roof dust load on the horizontal projection surface shall be adopted according to Table 4.4.1-1 and 4.4.1-2.

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Table 4.4.1-1 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

0.9

0.9

0.8

breastplates breastplates

0.5

0.75

0.30

-

0.75

0.30

0.75

1.00

0.30

0.30

0.50

0.30

0.50

1.00

0.20

0.30

-

-

1.00

-

-

0.50

-

-

Workshops with dust sources in cement mills ( kiln rooms, mill 7

rooms, combined storehouses, drying rooms and fragmentation rooms) Workshops without dust sources in

8

cement mills ( compressor plants, workshops, material sheds and distribution substations)

Note: 1. In the Table, the evenly distributed load of soot formation shall be only applicable to the roof slope α≤25°. If α≥45°, the dust load may be neglected. If 25°<α<45°, the value can be selected using the interpolation method. 2. The combination of loads of ash removal facilities shall be considered additionally. 3. For items 1-4, the dust load shall apply only to roofs within the rad of 20m centered by the stack. If neighboring buildings are within this range, the dust load for items 1, 3 and 4 shall be adopted according to the roofs without breastplate in workshops. For item 2, the dust load shall be adopted according to roofs out of breastplates in workshops.

12

Table 4.4.1-1 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

0.50

-

-

255-620

0.75

0.30

-

>620

1.00

0.50

0.30

value Frequent

value Quasi-permanent

coefficient ψc

coefficient ψf

coefficient ψq

1.0

1.0

1.0

value

Note: 1. Note 2 of Table 4.4.1-1 can be applicable to this Table as well. 2. If the distance between the roofs of neighboring buildings and the blast furnace is the intermediate value in the Table, the value can be selected according to the interpolation method.

4.4.2 For places vulnerable for dust deposition on roofs, during the design of roof boards and summers, 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 6.0m in the high-low span, select 2.0; within the dispersion of distribution no greater than 3.0m of cullis, select 1.4. 4.4.3 The dust load shall be considered with the snow load or roof live load but the one with a comparatively large value. 4.5 Construction and repair load as well as handrail horizontal load 4.5.1 During the design of roofing boards, summers, reinforced concrete projecting eaves, rain hoods and prefabricated joists, the concentrated load (the deadweight of people and small tools) for construction and repair shall select 1.0kN and shall be calculated in the most disadvantaged place. Note: 1. For light members or wide members, if the construction load exceeds the aforesaid combination of loads, it shall be calculated according to the practical situation, or temporary facilities like adding backing boards and supports shall be adopted. 2. During the calculation of intensity of the projecting eaves and rain hoods, one concentrated load shall be taken into consideration in every 1.0m of the width of boards. During the calculation of overturning of projecting eaves and rain hoods, a concentrated load shall be taken into consideration in every 2.5-3.0m of the width of boards.

4.5.2 The handrail top horizontal combination of loads on the staircases, bleachers, balcony and roofs holding persons shall be adopted according to the following: 1. For residential buildings, dormitories, office buildings, hotels, hospitals, nursery, kindergartens, select 0.5KN/m. 2. For schools, dining rooms, playhouses, cinema, stations, auditoria, museums or palaestra, select 1.0kN/m. 4.5.3 If the quasi- permanent combinations of loads is adopted, the construction and repair load as well as the handrail horizontal load can be neglected.

13

4.6 Dynamic coefficient 4.6.1 The power calculation of building structure design, if there are enough bases, shall be calculated according to the static force after the deadweight of heavy objects or equipment is multiplied by the dynamic coefficient. 4.6.2 The dynamic coefficient for starting and stopping vehicles, porting and handling heavy objects shall adopt 1.3. Its dynamic loads can only be transferred to the floor slabs and girders. 4.6.3 The combination of loads on roofs by helicopters shall be multiplied by the dynamic coefficient. For helicopters with hydraulic pressure tires, the coefficient shall adopt 1.4. The dynamic load can only be transferred to the floor slabs and girders.

5. Crane load 5.1 Vertical and horizontal load of cranes 5.1.1 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. 5.1.2 The longitudinal and transverse horizontal combination of loads of cranes shall be adopted according to the following provisions: 1. 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, with the direction same as that of the orbit. 2. 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, select 12% ——If the load-lifting capacity is between 16-50t, select 10% ——If the load-lifting capacity is no less than 75t, select 8% 2) For hard-hook crane: select 20%. 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, with the direction vertical with the orbit. The skid with two opposite directions shall be taken into consideration. Note: 1. The horizontal load of suspending cranes can be neglected and received by related supports. 2. The horizontal load of hand cranes and electric blocks can be taken no account of.

14

5.2 The combination of several cranes 5.2.1 When the vertical load of several cranes are considered during the counting of bent frames, the number of cranes for the single-span workshops shall be no more than 2, while for multi-span ones, the number shall be no more than 4. For the horizontal load of several cranes, for the bent frames for single-span or multi-span workshops, the number of the cranes shall be no more than 2. Note: Particular instances shall be considered according to the practical situation.

5.2.2 During the calculation of bent frames, 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 5.2.2. Table 5.2.2 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

0.9 0.85 0.8

0.95 0.90 0.85

Note: For the single-span or multi-span workshops of multi-layer cranes, during the calculation of bent frames, the number of cranes for the combination and the discount coefficient of loads shall be considered according to the practical situation.

5.3 Dynamic coefficient of crane loads 5.3.1 During the calculation of intensity of crane beams and their connections, the vertical load of cranes shall be multiplied by the dynamic coefficient. Concerning the suspending cranes (including electric hoists), for the work class A1-A5 flexible-hook cranes, the dynamic coefficient shall be 1.05; for the work class A6- A8 flexible-hook cranes, hard-hook cranes and other special-type cranes, the dynamic coefficient shall be 1.1. 5.4 The combination value, frequent value and quasi-permanent value of crane loads 5.4.1 The combination value, frequent value and quasi-permanent value coefficient of crane loads shall be adopted according to Table 5.4.1.

15

Table 5.4.1 the combination value, 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

0.7

0.6

0.5

0.7

0.7

0.6

0.7

0.7

0.7

0.95

0.95

0.95

value

Flexible-hook crane Work class A1-A3 Work class A4- A5 Work class A6-A7 Hard-hook cranes and flexible-hook cranes with the work class of A8

5.4.2 During the design of bent frames in workshops, in the quasi- permanent combinations of combinations of loads, the load of cranes shall be taken no account of. However, in the regular service limit design of crane beams, the quasi- permanent value of crane loads shall be adopted.

6. Snow load 6.1 The characteristic value/nominal value and reference snow pressure of snow loads 6.1.1 The characteristic value/nominal value of snow load on the horizontal projection surface of the roof shall be calculated according to the following formula: (6.1.1) Sk = µrS0 Where, Sk——characteristic value/nominal value of the snow load (kN/m2); µr——Coefficient of snow distribution over the roof S0——reference snow pressure (kN/m2). 6.1.2 The reference snow pressure shall be adopted according to the 50-year value listed in Appendix D.4. For structures sensitive to snow loads, the reference snow pressure shall be elevated and decided by related codes for structural design. 6.1.3 If the reference snow pressure value of cities or construction sites is not listed in Appendix D, the reference snow pressure value can be decided according to the maximum snow pressure or snow depth materials, based on the definition of the reference snow pressure and making analysis over statistics. During the analysis, the influence of sample quantity shall be taken into consideration (please refer to Appendix D). If there is also no snow pressure or snow depth material, 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. Also, it can be approximately decided by the natioanl reference snow pressure distribution graph (appendix D.5.1). 6.1.4 The snow load of mountains shall be decided after the practical survey. If there is no survey material, it can be adopted as the snow load multiplied by the coefficient 1.2 in the local neighboring and open level surfaces. 6.1.5 The combination value coefficient of snow loads shall select 0.7, the frequent value coefficient 0.6 and the quasi-permanent value coefficient shall be 0.5, 0.2 and 0 respectively 16

according to snow load zoning I, II and III. The snow load zonings shall be decided according to Appendix D.4 or Attached figure D.5.2. 6.2 Coefficient of snow distribution over the roof 6.2.1 The coefficient of snow distribution over the roof shall be adopted according to Table 6.2.1 for different roofs.

17

Table 6.2.1 Distribution Coefficient of Snow Pressure Item

Type

1

Single-span, shed roof

Roof Table and distribution coefficient µr of snow pressure

Even distribution Uneven distribution

2

Single-span, gable roof

0.75µr

µr is adopted by Item 1

3

Arched roof

Even distribution

4

The roof with skylight

Uneven distribution

18

Table 6.2.1 (Continued) Item

Type

Roof Table and distribution coefficient µr of snow pressure


5

The roof with skylight and breastplate


6

Multi-span, single slope roof (serrated roof)


7

Double-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

Note: 1. In item 2, only when 20°≤α≤30° of the single-span gable roofs, the even distribution shall be adopted. 2. Item 4 and item 5 shall be applicable to the general industrial workshop roofs with the gradient α≤25°. 3. For the double-span or gable or arched roof, if α≤25° or f/l≤0.1, the rectangular distribution shall be adopted. 4. For snow distribution coefficient of multi-span roof, please refer to provisions in item 7.

6.2.2 During the design of supporting members of buildings structures and roofs, the snow distribution conditions shall be adopted according to the following provisions: 1. For roofing boards and purline, it shall adopt the most disadvantaged condition of the snow inhomogeneous distribution. 2. For roof trusses and arch shells, it shall be adopted according to the snow full-span rectangular distribution instances, inhomogeneous distribution instances and half-span evenly-distributed instances. 3. For frames and columns, it shall be adopted as the snow full-span rectangular distribution instance.

7. Wind load 7.1 The characteristic value/nominal value and reference wind pressure of wind loads 7.1.1 The characteristic value/nominal value of wind loads vertical to the surface of buildings shall be calculated according to the following formula: 1. During the calculation of main bearing structures, (7.1.1-1) wk=βzµsµzw0 Where, wk——the characteristic value/nominal value (kN/m2) of the wind load; βz——Wind vibration coefficient at height Z; µs——Wind load coefficient; µz——Variation coefficient of wind pressure altitude w0——Reference wind pressure (kN/m2). 2. During the calculation of envelop enclosures, (7.1.1-2) wk=βgzµs1µzw0 Where, βgz——Gust coefficient at height Z; µs1——Partial wind pressure coefficient. 7.1.2 The reference wind pressure shall be adopted according to the 50-year value listed in Appendix D.4 but shall be no less than 0.3kN/m2. For high-rise buildings, towering structures and other structures sensitive to wind loads, the reference wind pressure shall be elevated and decided according to related codes for structural design. 7.1.3 If the reference wind pressure value of cities and construction sites is not listed in Appendix D, the reference wind pressure value can be decided according to the maximum wind speed materials, based on the definition of the reference wind pressure and making analysis over statistics. During the analysis, the influence of sample quantity shall be taken into consideration (please refer to Appendix D). If there is also no wind speed material, the 20

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. Also, it can be approximately decided by the national reference wind pressure distribution graph (appendix D.5.3). 7.1.4 The combination value, frequent value and quasi-permanent value coefficient of wind loads shall be 0.6, 0.4 and 0 respectively. 7.2 Variation coefficient of wind pressure altitude 7.2.1 For level or small-undulant terrain, the variation coefficient of wind pressure altitude shall be decided according to Table 7.2.1 based on different terrain roughness. The terrain roughness can be divided into A, B, C and D classes: ——A-Class: offing sea surfaces, islands, coasts, lakeshores and deserts; ——B-Class: open countries, countries, jungles, hills, and villages and suburbia with sparse buildings; ——C-Class: cities with dense buildings; ——D-Class: cities with dense high-rise buildings. Table 7.2.1 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

1.17

1.00

0.74

0.62

10

1.38

1.00

0.74

0.62

15

1.52

1.14

0.74

0.62

20

1.63

1.25

0.84

0.62

30

1.80

1.42

1.00

0.62

40

1.92

1.56

1.13

0.73

50

2.03

1.67

1.25

0.84

60

2.12

1.77

1.35

0.93

70

2.20

1.86

1.45

1.02

80

2.27

1.95

1.54

1.11

90

2.34

2.02

1.62

1.19

100

2.40

2.09

1.70

1.27

150

2.64

2.38

2.03

1.61

200

2.83

2.61

2.30

1.92

250

2.99

2.80

2.54

2.19

300

3.12

2.97

2.75

2.45

350

3.12

3.12

2.94

2.68

400

3.12

3.12

3.12

2.91

≥450

3.12

3.12

3.12

3.12

7.2.2 For mountainous buildings, the variation coefficient of the wind pressure height may not be determined by roughness types of the equitable terrain on the basis of Table 7.2.1, but also shall be adopted by considering the orographic conditions compensation and compensation factor 11 respectively on the basis of the following requirements:

21

1 For the mountain peak and hillside, the compensation factors on the top may be adopted according to the following formula:

η B = [1 + ktga(1 −

z )]2 2.5 H

(7.2.2)

Where tgα——The slope of mountain peak or hillside on the windward side; when tgα>0.3, tgα takes 0.3; k——Coefficient, it takes 3.2 for mountain peak, and takes 1.4 for hillside; H——Overall height of the peak or hillside (m); z——Height from the calculated position of the building to the building ground, m; when z>2.5H, z takes 2.5H;

Figure 7.2.2 Mountain Peak and Sidehill Schematic

For other positions of the mountain peak and sidehill, they may comply with figure 7.2.2, compensation factor at Part A, Part C (ηA and ηC) is 1, while the compensation factors between A and B or between B and C are determined by linear interpolation of η. 2 For the blocking terrains like intermontaine basin and valley, η=0.75~0.85; For the valley mouth and mountain pass concurrent with the wind direction, η=1.20~1.50. 7.2.3 For high seas offing and insular buildings or structures, the variation coefficient of the wind pressure height may not only be determined by roughness type of A-type on the basis of Table 7.2.1, but shall also consider the compensation factor shown in Table 7.2.3. Table 7.2.3 Compensation Factor η of High Seas Offing and Island Distance away from the coast (km)

η

<40

1.0

40~60

1.0~1.1

60~100

1.1~1.2

7.3 Wind load coefficient 7.3.1 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 7.3.1, it may be adopted by the requirements of this table; 2 When the building and structures have shapes different to those specified in Table 7.3.1, it may be adopted by referring to relevant data;

22

3 When the building and structures have shapes different to those specified in Table 7.3.1 and no reference available, it should be determined by tunnel test; 4 For important building and structures with complicated shapes, they shall be determined by tunnel test. Table 7.3.1 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

Table 7.3.1 (Continued) Items

Type

3

Close-type grounding arched roof



4

Close-type arched roof


5

Close-type shed roof µs of the windward slope, it is adopted by Item 2.

6

Close-type high and low gable roof

µs of the windward slope, it is adopted by Item 2.

7

Close-type gable roof with scuttle

Arched roof with scuttle may be adopted by this Figure.

8

Close-type double-span gable roof

µs of the windward slope, it is adopted by Item 2.

24


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, 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(1-2h1/h) when h1=h, µs1=-0.6

25


Type


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=0.2 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.

Two opposite 17

close-type gable roof with canopy This Fig. is applicable to that with s of 8~20mm, and µs of windward slope is adopted by Item 2.

Close-type pitched 18

roof or arched roof with subsiding scuttle

26


Type


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, µs=0.2 When a>4h, 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. When the tooth surface increases or reduces, it may be regulated evenly in (1), (2) and (3) three sections.

Close-type 23

complicated multi-span roof µs of the scuttle surface is adopted by the following requirements: When a≤4h, µs=0.2 When a>4h, µs=0.6

27


Type


This Fig. is applicable to conditions that shape coefficient µs in Hm/H≥2 and s/H = 0.2~0.4

Backing 24

close-type gable roof

Shape coefficient µs：

28


Type


Backing 25

close-type gable roof

This Fig. is applicable to conditions that shape coefficient µs in Hm/H≥2and s/H =0.2~0.4;

with scuttle

Single-sided 26

open type gable roof

µs of the windward slope is adopted by Item 2.

29


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. is allergic to wind, so to shall consider the sign reversal condition of µs when designing; 2 Overall horizontal force to the roof caused by longitudinal wind loads; When a≥30°, a is 0.05Aωh When a<30°, a is 0.10Aωh A is the horizontally-projected area of the roof, while ωh is the wind pressure at roof height h; 3 When the interior stockpiled articles or the building is on the hillside, the roof suction shall be increased, and it may be adopted by Item 26 (s).

Semi-open gable 28

roof of back and forth longitudinal wall

µs of the windward slope is adopted by Item 2. This Fig. Is applicable to building with upper part concentrically open area≥10% and≤50%. When the open area is as high as 50%, coefficient of the leeward wall surface is instead by -1.1.


29

Type

Shed and gable



canopy

The shape coefficient is adopted by Item 27

30

both

The median is calculated by interpolation method Note: (b) and (c) shall consider Note 1 and Note 2 of Item 27. 3 When the interior stockpiled articles or the building is on the hillside, the roof suction shall be increased, and it may be adopted by Item 26 (a). (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


31

32

Type


Members of sections

Truss

The shape coefficient of single truss is µst=φµs µs is the shape coefficient of the truss components; it is taken by Item 31 for shape steel and it is taken by Items 36 (b) for round pipeline members. 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=hl is the bounded area of the truss.

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, and η is adopted by the following Table.

32


33

Type


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 ≤0.1

2.6

2.9

3.1

2.4

0.2

2.4

2.7

2.9

2.2

0.3

2.2

2.4

2.7

2.0

0.4

2.0

2.2

2.4

1.8

0.5

1.9

1.9

2.0

1.6

(b) The shape coefficient µs when the pipe and round steel tower pier is calculated integrally When µsw0d2≤0.002, µs is adopted by the µs of angle tower pier by multiplied by 0.8; When µsw0d2≥0.015, µs is adopted by the µs of angle tower pier by multiplied by 0.6. The median is calculated by interpolation method

33


35

Type


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≤0.015, therein, w0 is in unit of kN/m2, and d is in unit of m. (b) The shape coefficient µs when it is calculated integrally

The median is calculated by interpolation method; △ is the prominent height of the surface

34


Type

Shapes and shape coefficient µs This Fig. is applicable to condition in µsw0d2≤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, therein, the forth pipe is 0.6 (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

7.3.2 If the space between multi-buildings, especially dense high-rise buildings is small, the interactive group effect of wind shall be considered. Commonly, 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. If necessary, it can be got from the tunnel test. 7.3.3 During the calculation of the enclosure members and their connections, the partial wind pressure coefficient µs1 shall be decided according to the following provisions: I. External surface 1. For zones with positive pressure, it shall be adopted according to Table 7.3.1. 35

2. Zone of negative pressure —For wall face, select -1.0; —For wall corners, select -1.8; —For roofing partial place (fastigium with periphery and roof slope greater than 10°), select -2.2; —For overhung members, such as cornice, canopy and sun shield, select -2.0. Note: If the action width of wall corners and roof partial regions is 0.1 of the building width or 0.4 of the mean altitude of buildings, select the smaller one but no less than 1.5m.

II. Internal surface For enclosed buildings, the external surface wind pressure shall be -0.2 or 0.2. 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. If the tributary area of the enclosed member is greater than or equal to 10m2, the partial wind pressure system coefficient µs (10) shall be multiplied by the discount coefficient 0.8. If the tributary area of members is less than 10m2 but greater than 1m2, the partial wind pressure system coefficient µs (A) shall be decided according to the logarithm linear interpolation of the area. µs(A)=µs(1)+[µs(10)-µs(1)]logA

7.4 Downwind vibration and wind vibration coefficient 7.4.1 For building with height of more than 30m, high-rise structures with basic natural vibration period T1 of more than 0.25s and wide span roofing structures, they shall consider the impact of downwind vibration to the to the structure caused by the wind pressure pulse. The wind vibration calculation shall be made according to random vibration theory, and the structural natural vibration period shall be calculated by structural dynamics. Note: The basic approximate natural vibration period T1 may be calculated by Appendix E.

7.4.2 For general cantilever-type structure, if such high-rise structures as truss, tower and chimney, or torsion-neglectable high-rise buildings with height of greater than 30m and depth-width ratio of greater than 1.5, they may only consider the impact of the first vibration mode, while the wind loads of the structure may be calculated by wind vibration coefficient on the basis of formula (7.1.1-1), 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

(7.4.2)

Where ξ——Augmenting factor of the ripple; v——Influence coefficient of the ripple; φz——Mode factor; µz——Variation coefficient of the wind pressure height 7.4.3 The augmenting factor of the ripple; may be determined by Table 7.4.3.

36

Table 7.4.3 Augmenting Factor ξ of the Ripple 2

2

2

ω0T 1(kNs /m )

0.01

0.02

0.04

0.06

0.08

0.10

0.20

0.40

0.60

Steel structure

1.47

1.57

1.69

1.77

1.83

1.88

2.04

2.24

2.36

Steel structure of building with filler wall

1.26

1.32

1.39

1.44

1.47

1.50

1.61

1.73

1.81

Concrete and masonry structure

1.11

1.14

1.17

1.19

1.21

1.23

1.28

1.34

1.38

2

ω0T 1(kNs /m )

0.80

1.00

2.00

4.00

6.00

8.00

10.00

20.00

30.00

Steel structure

2.46

2.53

2.80

3.09

3.28

3.42

3.54

3.91

4.14

Steel structure of building with filler wall

1.88

1.93

2.10

2.30

2.43

2.52

2.60

2.85

3.01

Concrete and masonry structure

1.42

1.44

1.54

1.65

1.72

1.7

1.82

1.96

2.06

2

2

2

Note: when calculating ω0T 1, basic wind pressure may be replaced directly for regions with ground roughness of B-type, while for regions of A-type, C-type and D-type, it shall be replaced by local basic wind pressure being multiplied by 1.38, 0.62 and 0.32 respectively.

7.4.4 Influence coefficient of the ripple may be determined by the following conditions respectively. 1 The condition when the windward width of the structure is far less than its height such as high-rise structure; 1) If the contour and mass are even along the aspect ratio, ripple ratio may be determined according to Table 7.4.4-1. Table 7.4.4-1 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 0.78 0.83 0.86 0.87 0.88 0.89 0.89 0.89 0.89 0.89 0.87 0.84 0.82 0.79 0.79 0.79 0.79 Types of ground roughness

B 0.72 0.9 0.83 0.85 0.87 0.88 0.89 0.89 0.90 0.90 0.89 0.88 0.86 0.84 0.83 0.83 0.83 C 0.64 0.73 0.78 0.82 0.85 0.87 0.88 0.90 0.91 0.91 0.93 0.93 0.92 0.91 0.90 0.89 0.91 D 0.53 0.65 0.72 0.77 0.81 0.84 0.87 0.89 0.91 0.92 0。97 1.00 1.01 1.01 1.01 1.00 1.00

2) When the width of the windward and crosswind side of the structure varies along the height in beeline or approach beeline, while the mass varies along the height continuous and regularly, influence coefficient of the ripple shown in Table 7.4.4-1 shall be multiplied by compensation factor θB and θv again. θB shall be the ratio between the width Bz at height z and the bottom width Bo of the structures windward; θυ may be determined by Table 7.4.4-2. Table 7.4.4-2 Compensation Factor θυ BH/Bo

1

0.9

0.8

0.7

0.6

0.5

0.4

0.3

0.2

≤0.1

θυ

1.00

L 10

1.20

1.32

1.50

1.5

2.08

2.53

3.30

5.60

Note: BH and B0 are widths of the structures windward on the top and at the bottom.

2 When the width of the structure windward is larger, condition for spatial correlation of wind pressure along the width direction shall be considered (such as high-rise building); if the contour and mass are even along the aspect ratio, the influence coefficient of the ripple may be the ratio between the total height H and its windward width B, it may be determined by Table 7.4.4-3.

37

Table 7.4.4-3 Influence Coefficient υ of the Ripple Total height H(m)

Types of H/B

ground

≤30

50

100

150

200

250

300

350

A

0.44

0.42

0.33

0.27

0.24

0.21

0.19

0.17

B

0.42

0.41

0.33

0.28

0.25

0.22

0.20

0.18

C

0.40

0.40

0.34

0.29

0.27

0.23

0.22

0.20

D

0.36

0.37

0.34

0.30

0.27

0.25

0.24

0.22

A

0.48

0.47

0.41

0.35

0.31

0.27

0.26

0.24

B

0.46

0.46

0.42

0.36

0.36

0.29

0.27

0.26

C

0.43

0.44

0.42

0.37

0.34

0.31

0.29

0.28

D

0.39

0.42

0.42

0.38

0.36

0.33

0.32

0，31

A

0.50

0.51

0.46

0.42

0.38

0.35

0.33

0.31

B

0.48

0.50

0.47

0.42

0.40

0.36

0.35

0.33

C

0.45

0.49

0.48

0.44

0.42

0.38

0.38

0.36

D

0.41

0.46

0.48

0.46

0.46

0.44

0.42

0.39

A

0.53

0.51

0.49

0.42

0.41

0.38

0.38

0.36

B

0.51

0.50

0.49

0.46

0.43

0.40

0.40

0.38

C

0.48

0.49

0.49

0.48

0.46

0.43

0.43

0.41

D

0.43

0.46

0.49

0.49

0.48

0.47

0.46

0.45

A

0.52

0.53

0.51

0.49

0.46

0.44

0.42

0.39

B

0.50

0.53

0.52

0.50

0.48

0.45

0.44

0.42

roughness

≤0.5

1.0

2.0

3.0

5.0

8.0

C

0.47

0.50

0.52

0.52

0.50

0.48

0.47

0.45

D

0.43

0.48

0.52

0.53

0.53

0.52

0.51

0.50

A

0.53

0.54

0.53

0.51

0.48

0.46

0.43

0.42

B

0.51

0.53

0.54

0.52

0.50

0.49

0.6

0.44

C

0.48

0.51

0.54

0.53

0.52

0.52

0.50

0.48

D

0.43

0.48

0.54

0.53

0.55

0.55

0.54

0.53

7.4.5 The mode factor shall be determined by power calculation of the structure. For cantilever-type high-rise structure with contour, mass and rigidity vary continuously and regularly along the height, or the high-rise building even in aspect ratio, the mode factor may also be determined by relative height z/H on the basis of Appendix F. 7.5 Gustiness factor 7.5.1 When calculating wind loads of curtain wall component (including door window) of the blind bearing the wind pressure, gustiness factor shall be determined by Table 7.5.1. For other roof and wall face components, gustiness factor takes 1.0.

38

Table 7.5.1 Gustiness Factor βgz Ground level (m)

Types of ground roughness A

B

C

D

5

1.69

1.88

2.30

3.21

10

1.63

1.78

2.10

2.76

15

1.60

1.72

1.99

2.54

20

1.58

1.69

1.92

2.39

30

1.54

1.64

1.83

2.21

40

1.52

1.60

1.77

2.09

50

1.51

1.58

1.3

2.01

60

1.49

1.56

1.69

1.94

70

1.48

1.54

1.66

1.89

80

1.47

1.53

1.64

1.85

90

1.47

1.52

1.62

1.81

100

1.46

1.51

1.60

1.8

150

1.43

1.47

1.54

1.67

200

1.42

1.44

1.50

1.60

250

1.40

1.42

1.46

1.55

300

1.39

1.41

1.44

1.51

7.6 Crosswind vibration 7.6.1 For round section structure, crosswind vibration (swirl desquamation) for different Reynolds number Re shall be checked according to the following provisions. 1 When Re<3×105 and the top wind speed υH of the structure is greater than υcr, subcritical breeze sympathetic vibration may occur. By then, 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. 2 When Re≥3.5×106 and 1.2 times of the top wind speed υH of the structure is greater than υcr, over- critical fresh gale sympathetic vibration may occur; by then, resonance effect caused by crosswind load shall be considered by Article 7.6.2. 3 When the Reynolds number is 3×105≤Re<106, supercritical wind vibration may occur, and it may not be treated. 4 Reynolds number Re may be determined by the following formula: Re=69000υD (7.6.1-1) Where υ——Wind speed for calculation, it may take υcr value; 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: (7.6.1-2) vcr=D/TiSt

39

vH=

2000 µ H w0

(7.6.1-3)

ρ

Where Ti——Natural vibration period of the structural vibration mode i; when checking the subcritical breeze sympathetic vibration, it takes basic natural vibration period T1; St——Strouhal number, it takes 0.2 for circular sectional structure; µH——Variation coefficient of the wind pressure height on top of the structure; w0——Basic wind pressure (kN/m2); ρ——Air density (kg/m3) 6 When the structure is reduced along the height section (inclination pitch is no greater than 0.02), diameter at 2/3 structural height may be approximately adopted. 7.6.2 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: (7.6.2-1) Wczj=|λj|vcr2φzj/12800ξj（KN/m2） Initial point height H1 of the critical wind velocity shown in Table 7.6.2 may be determined by the following formula: H1=H× (

vcr 1 / a ) 1.2vH

(7.6.2-2)

Where: α——Ground roughness index, they are 0.12, 0.16, 0.22 and 0.30 for A-type, B-type, C-type and D-type respectively; υH——Wind speed on top of the structure (m/s) Note: when checking the crosswind vibration, high vibration mode No. considered is no greater than 4, and it may take the first or second vibration mode for general cantilever-type structure.

Table 7.6.2 Table for λj Calculation Structure

Vibration

type

mode No.

H1/H 0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1

1.56

1.55

1.54

1.49

1.42

1.31

1.15

0.94

0.68

0.37

0

High-rise

2

0.83

0.82

0.76

0.60

0.37

0.09

-0.16

-0.33

-0.38

-0.27

0

structure

3

0.52

0.48

0.32

0.06

-0.19

-0.30

-0.21

0.00

0.20

0.23

0

4

0.30

0.33

0.02

-0.20

-0.23

0.03

0.16

0.15

-0.05

-0.18

0

High-rise

1

1.56

1.56

1.54

1.49

1.41

1.28

1.12

0.91

0.65

0.35

0

building

2

0.73

0.72

0.63

0.45

0.19

-0.11

-0.36

-0.52

-0.53

-0.36

0

7.6.3 When checking crosswind vibration, 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

(7.6.3)

7.6.4 For the structure of non-circular section, equivalent wind loads of the crosswind vibration should be determined by the tunnel test of the air elastic model; or it may be determined by reference to the relevant information.

40

Appendix A Deadweight of Commonly-used Materials and Members Table A.1 Deadweight of Commonly-used Materials and Members Item

Deadweight

Remarks

4

Varying according to water ratios

4-5


5-6


6-7


Holm oak, Chinese locust

7-8


Oak, eucalyptus, beefwood

8-9


Common wooden batten, sandal wood

5


Sawdust

2-2.5

With preservatives, 3kN/m3

Fiber board

4-5

Cork board

2.5

Chipboard

6

1. Timber (kN/m3) Cedar wood Fir, spruce, Korean pine, China Armand pine, hemlock, Mongolian Scotch Pine, alder, toon, poplar, Chinese ash Chinese red pine, Burma pine, Chinese pine, red pine, Guangdong pine, alder, sweetgum, wear the willow, common sassafras, Qinling Mountain larch and Xinjiang larch Northeast larch, Dacrydium cupressinum, elm, birch, Manchurian ash, chinaberry,

ailanthus

2. Peeler ( kN/m2) Veneer three-ply ( poplar)

0.019

Veneer three-ply ( basswood)

0.028

Veneer three-ply ( Manchurian ash)

0.028

Veneer five-layer plywood ( poplar)

0.03

Veneer five-layer plywood ( basswood)

0.034

Veneer five-layer plywood ( Manchurian ash)

0.04

Cane fiber board (counted based on 10mm)

Commonly-used thicknesses are

0.03

13mm, 15mm, 19mm and 25mm

Sound screen (counted based on 10mm)

0.03

Xylolite slab (counted based on 10mm)

0.12

Commonly-used thicknesses are 13mm and 20mm Commonly-used thicknesses are 6mm and 20mm

3. metal mineral products (kN/m3)

41

Cast iron

72.5

Wrought iron

77.5

Iron ore scrap

27.6

Hematite

25-30

Steel

78.5

Tough pitch, red copper

89

Brass, gunmetal

89

Sulphide copper ore

42

Aluminium

27

Aluminium alloy

28

Zinc

70.5

Sub-zinc mine

40.5

Lead

114

Galena

74.5

Gold

193

Platinum

213

Silver

105

Tin

73.5

Nickel

89

Mercury

136

Tungsten

189

Magnesium

18.5

Antimony

66.6

Crystal

29.5

Borax

17.5

Sulphur ore

20.5

Asbestos mine

24.6

Asbestos

10

Asbestos

4

Kaolin

22

Gypsum mine

25.5

Gypsum

13-14.5

Compaction Incoherence, dampness no bigger than 15%

Hunch stockpile φ=30°

42

Thin stockpile φ=40° Gypsum powder

9 4. Earth, Sand, Grit, Rock ( kN/m3)

Humus soil

15-16

Dry, φ=40°; wet, φ=35°, extremely wet, φ=25°

Clay

13.5

Dry, soft, void ratio is 1.0

Clay

16

Dry, φ=40°, compaction

Clay

18

Wet, φ=35°, compaction

Clay

20

Extremely wet, φ=25°, compaction

Grit

12.2

Dry, soft

Sandy soil

16

Dry, φ=35°, compaction

Sandy soil

18

Wet, φ=35°, compaction

Sandy soil

20

Extremely wet, φ=25°, compaction

Sandy soil

14

Dry, fine sand

Sandy soil

17

Dry, fine sand

Pebble

16-18

Dry

Clay with pebble

17-18

Dry, soft

Sand with pebble

15-17

Dry, soft

Sand with pebble

16-19.2

Dry, compaction

Sand with pebble

18.9-19.2

Wet

Pumice

6-8

Dry

Pumice filling materials

4-6

Sandstone

23.6

Shale

28

Shale

14.8

Slabstone stow

Marlstone

14

φ=40°

Granite, marble

28

Granite

15.4

Limestone

26.4

Limestone

15.2

Mussel bed

14

Dolomite

16

Talcum

27.1

Flint

35.2

Slabstone stow

Slabstone stow

Slabstone stow, φ=48°

43

Toniciidae

27.6

Basalt

29.5

Feldspar

25.5

Hornblende, verdantique

30

Hornblende, verdantique

17.1

Slabstone stow

Blinding

14-15

Stow

Rock meal

16

Clay nature or limy

Bubbly clay

5-8

Filling material, φ=35°

Kieselguhr filling material

4-6

Diabase board

29.5 5. Brick and Brickbat (kN/m3)

Common brick

18

240mm×115mm×53mm(684 pieces/m3)

Common brick

19

Made by machine

Clinker

21-21.5

230mm×110mm×65mm (609 pieces/m3)

Red clinker

20.4

Firebrick

19-22


Acidproof ceramic tile

23-25


Sand-lime brick

18

Sand: ash= 92:8

Cinder block

17-18.5

Slag brick

18.5

Breeze brick

12-14

Soot brick

14-15

Clay butt

12-15

Sawdust brick

9

Cinder hollow block

10


Cement hollow tile

9.8


Cement hollow block

10.3


Cement hollow block

9.6


Press-powder coal-dust brick

14.0-16.0

Dry and weight degree

Haydite building block

Pulverized fuel ash light hollow brick

5.0 6.0 7.0-8.0

Hard slag: soot: lime = 75:15:10

Slag: carbide slag: soot=30:40:30

Length 600, 400m, width 150, 250mm, height 250, 200mm 390mm×290mm×190mm 390mm×190mm×190mm, 390mm×240mm×190mm

44

Press-powder coal ash aerocrete block

5.5

Concrete hollow small block

11.8

390mm×190mm×190mm

Rubble

12

Stow

Cement tile

19.8


Porcelain facing brick

19.8


Ceramic mosaic

0.12kN/m2

Thickness 5mm

6. Lime, Cement, Mortar and Concrete ( kN/m3) Quicklime block

11

Stow, φ=30°

Quicklime powder

12

Stow, φ=35°

White lime cream

13.5

Lime mortar, cement lime mortar

17

Cement, lime, cinder, mortar

14

Calcareous slag

10-12

Cement slag

12-14

Cement, cinder, mortar

13

Lime soil

17.5

Straw lime slurry

16

Paper lime slurry

16

Lime sawdust

3.4

Lime: sawdust=1:3

Lime concrete

17.5

Lime, grit, pebble

Cement

12.5

Lightweight incoherence, φ=20°

Cement

14.5

Bulkload, φ=30°

Cement

16

In bags, compaction, φ=40°

Slag cement

14.5

Cement mortar

20

Cement, grout

5-8

Asbestos cement mortar

19

Expanded perlite mortar

7-15

Gypsum mortar

12

Rubble concrete

18.5

Plain concrete

22-24

Cinder concrete

20

Breeze concrete

16-17

Lime: earth =3:7, tamping

Bumping down or not bumping down

For bearing

45

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


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


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


Asphalt slag wool

1.2-1.6


Asphalt slag wool

1.2-1.6


Expanded perlite powder lot

0.8-2.5

Cement perlite products

3.5-4

Expanded vermiculite

0.8-2


Pitch vermiculite manufactured product

3.5-4.5


4-6


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


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

Wheat

8

φ=25°

Flour

7

Corn

7.8

φ=28°

Millet, sorghum

7

Bulkload

Millet, sorghum

6

In bags

Sesame

4.5

In bags

Fresh fruit

3.5

Bulkload

Fresh fruit

3

Encasement

Peanut

2

With shells, in bags

Tin can

4.5

Encasement

Vino, soy sauce, oil, vinegar

4

In bottles and encasement

Bean cake

9

Round-cake placement, each piece 28kg

Rock salt

10

In bulk

Salt

8.6

Granule loose keeping

Salt

8.1

In bags

Granulated sugar

7.5

Bulkload

Granulated sugar

7

In bags

10. Masonry Envelope ( kN/m3) Grout ashlar

26.4

Granite, square fossil

Grout ashlar

25.6

Limestone

Grout ashlar

22.4

Sandstone

Grout rubble ashlar

24.8

Granite, level on the upper and lower surface

Grout rubble ashlar

24

Limestone

Grout rubble ashlar

20.8

Sandstone

Dry building of stone

20.8

Granite, level on the upper and lower surface


20

Limestone


17.6

Sandstone

Building of common bricks

18

Grouting brick

19

Building of clinkers

21

Grouting firebrick

22

Grouting slag brick

21

Grouting tar scrap

12.5-14

49

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

12.5

No load

15

Able to bear load

8-8.5

Pulverized fuel ash: carbide slag: debris cream=74:22:4

17

Ash: sand: earth=1:1:9-1:1:4

11. Partition and Wall Face (kN/m2) Bifacial rendering lath partition

0.9

Thickness of line on each face: 16-24mm, keel included

Pedion rendering lath partition

0.5

Thickness of line: 16-24mm, keel included

0.27

0.32 0.38

Two layers of 12mm paper cream boards, no insulating layer Two layers of 12mm thistle board, with 50mm rock heated boards filled in the center Three layers of 12mm thistle board, no insulating layer

C-format lightgage steel joist partition 0.43 0.49 0.54

Three layers of 12mm thistle board, with 50mm rock wool heated boards filled in the center Four layers of 12mm thistle board, no insulating layer Four layers of 12mm thistle board, with 50mm rock heated boards filled in the center

Tiling wall face

0.5

Thickness 25mm, compo foundation included

Cement printed wall face

0.36

Thickness 20mm, cement grit

Terrazzo wall face

0.55

Thickness 25mm, foundation included

Hydroborocalcife wall face

0.5


Lime grit whitewash

0.34

Thickness 20mm

Imitation stone wall face

0.50.5


External galling wall face

0.7

25mm compo foundation included

12. Roof Truss, Door and Window (kN/m2) Plank truss

0.07+0.007×span

Counted based on the horizontal projected area of roof, span (L) in m

50

Steel roof truss

0.12+0.011×span

Wooden frame glazing

0.2-0.3

Steel-frame glazing

0.4-0.5

Wood door

0.1-0.2

Steel-iron door

0.4-0.5

No scuttle, including supports, counted based on the horizontal projected area of roof, span (L) in m

13. Roof (kN/m2) Clay plain tile roofing

0.55

Cement plain tile roofing

0.5-0.55

Small grey tile roofing

0.9-1.1

Tile roofing

0.5

Slate roofing

0.46

Thickness 6.3 mm

Slate roofing

0.71

Thickness 9.5mm

Slate roofing

0.71

Thickness 12.1mm

Wheat straw marl roof

0.16

Counted in thickness of 10mm

Asbestos board tile

0.18

The deadweight of tile

Corrugated asbestos sheet

0.2

1820mm×725mm×8mm

Galvanized sheet metal

0.05

No.24

Corrugated iron

0.05

No.26

Color steel plate pantile

0.12-0.13

0.6mm color steel plate

Arch-form color steel plate roofing

0.3

Lucite roofing

0.06

Thickness 1.0mm

Glass roof

0.3

9.5mm, deadweight of wire glass and frames included

Glass brick roof

0.65

Deadweight of frames included

0.05

Brushing oil twice for each layer of linoleum

0.25-0.3 Linoleum waterproof layer (modified asphalt waterproof coiled material included)

0.3-0.35

0.35-0.4

Counted according to real area, the same in the following

Including incubation and weight of light fixtures, 0.15kN/m2

For four layers, twice brushing of oil on each, with handstone spreading on For six layers, three brushing of oil on two, with handstone spreading on For eight layers, four brushing of oil on three, with handstone spreading on

Waterproof layer

0.1

Thickness 8mm

Dormer window

0.35-0.4

9.5mm, deadweight of wire glass and frames included

51

14. Hover (kN/m2) Steel-web plastering suspended ceiling

0.45

Staff lathed ceiling

0.45

Grit firring hover

0.55

Reed plastered ceiling

0.48

Suspending wood included

Dealt hover

0.25


Three-ply hover

0.18


Straw board hover

0.15

Suspending wood and weather strips included

Fiber board suspended ceiling

0.26

Fiber board suspended ceiling

0.29

Acoustic celotex board hover

0.17


0.18


0.2

Average thickness of lime: 20mm, suspending wood included Average thickness of lime: 25mm, suspending wood included

Thickness 25mm, suspending wood and weather strips included Thickness 30mm, suspending wood and weather strips included Thickness 10mm, suspending wood and weather strips included Thickness 13mm, suspending wood and weather strips included Thickness 20mm, suspending wood and weather strips included

0.12 0.17

One layer of 9mm thistle board, no insulating layer One layer of 9mm thistle board, with 50mm rock wool board insulating layers

V-mode lightgage steel joist suspended ceiling

0.20 0.25

V-mode lightgage steel joist and aluminium alloy joist suspended ceiling Cinder sawdust insulating layer on the hover

0.1-0.12

Two layers of 9mm thistle boards, no insulating layer Two layers of 9mm thistle boards, with 50mm rock wool board insulating layers One layer of 15mm mineral wool abatvoix, no insulating layer

0.2

Thickness 50mm, mixture of cinder: sawdust=1:5

15. Floor ( kN/m2) Floor grid

0.2

Hardwood flooring

0.2

Deal flooring

0.18

Small tile floor

0.55

The deadweight of grid Thickness 25mm, the deadweight of bridging and nails, no deadweight of grid

Cement grit foundation included

52

Thickness of brick: 25mm, cement grit foundation

Cement tile floor

0.6

Terrazzo floor

0.65

10mm surface layer and 20mm compo foundation

Oilcloth

0.02-0.03

Oilcloth, for floor surface

Wood block floor

0.7

Antiseptic oil cream paving, 76mm thick

Magnesite flooring

0.28

Thickness 20mm

Cast iron floor

4-5

60mm broken-stone course and 60mm surface layer

Clinker floor

1.7-2.1

Clinker floor

3.3

Black tile floor surface

1.5

included

60mm sand bedding course and 53mm surface layer, carvel built 60mm sand bedding course, 115mm surface layer, side built Sand block house, carvel built

16. Building Profiling Steel Plate (kN/m2) Solitary wave-type V-300 (S-30)

0.13

Wave height: 173mm, plating thickness: 0.8mm

Double-wave W-550

0.11


Tricrotism V-200

0.135

Wave height: 70mm, plating thickness: 1mm

Multimode V-125

0.065


Multimode V-115

0.079


17. Architectural Panel (kN/m2) Color steel plate metal curtain wall board

0.11

Two layers, the thickness of color steel plates: 0.6mm and the thickness of polyphenyl hexylene core material: 25mm

0.14

Plating thickness: 40mm, steel plate thickness: 0.6mm

0.15


0.16


Metal thermal insulating material (polyurethane) composite plate

Color steel plate with polyphenyl hexylene heated board

Two layers, the thickness of color steel plates: 0.6mm and 0.12-0.15

50-250mm 0.24

Color steel plate rock wool sandwich board 0.25 GRC enforced cement polyphenyl compound heated board GRC double partition board

the thickness of polyphenyl hexylene core material:

Plating thickness: 100mm, tow layers of color steel plates, Z-type keel rock wool core material Plating thickness: 120mm, tow layers of color steel plates, Z-type keel rock wool core material

1.13

0.3

Length: 2400-2800mm, width:

600mm, thickness:

60mm

53

GRC interior wall board

0.35

Length: 2400-2800mm, width: 600mm, thickness: 60mm

Lightweight GRC double partition board

0.17

3000mm× 600mm× 60mm

Lightweight GRC heated board

0.14

3000mm× 600mm× 60mm

Lightweight large wall panel (outer space board series) Lightweight large wall panel (outer space board series), thickness: 80mm

0.7-0.9

0.4

Thickness: 100mm

0.45

Thickness: 120mm

0.5

GRC wallboard

0.11

Steel-net rock wool filler composite plate (GY board)

Calcium silicate board

1.1

6000mm×1500mm×120mm, high-strength cement foamed core Standard specifications: 3000mm * 1000 (1200, 1500)mm, high-strength cement foaming Core materials, different steel skeletons and cold-drawn wire nets according to various distances and loads

Thickness: 10mm Thickness of rock wool core material: 50mm, thickness of bifacial ferro-cement mortar: 25mm respectively

0.08

Plating thickness: 6mm

0.10

Plating thickness: 8mm

0.12

Plating thickness: 10mm Plating thickness: 100mm, wire mesh with polyphenyl

Cypress board

0.95

olefine insulating layer, the thickness of compo on each surface: 20mm

Beehive composite plate

0.14

Thickness: 75mm

Gypsum perlite hollow slat

0.45

Length: 2500-3000mm, width: 600mm, thickness: 60mm

0.17

3000mm×600mm×60mm

Reinforced cement gypsum polyphenyl heated board Glass curtain wall

1.0-1.5

20%- 30% greater than the deadweight of glass in unit area

54

Appendix B Method for Deciding the Floor Isoeffect Rectangular Distribution Live Load B.0.1 The isoeffect rectangular distribution live load for floor (plate, junior beam and main beam) shall be decided according to the internal force (e.g.: bending moment, shearing force etc.), deformation and crack as required on the designed control position. In a typical case, it may be decided by the internal force. B.0.2 The isoeffect rectangular distribution live load of continuous beam and plate may be calculated by single-span simple support. However when calculating the internal force, it shall be considered in a stream. B.0.3 When there is great difference in the floor live load due to the difference of production, overhauling, mounting process and structural arrangement, the isoeffect rectangular distribution live load shall be decided on the basis of regions. B.0.4 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.0.4-1)

Where, l——is the lamellar span; b——is the effective distribution width of the plate load, to be determined according to B.o.5 of this appendix; Mmax——is the absolute maximum moment of the simple-support one-way slab, to be determined by the most disadvantaged arrangement of equipments. When calculating Mmax, 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. B.0.5 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, the effective distribution width b of the load on the simply supported plate is: (Figure B.0.5-1)

55

Non-supported edge

Support Figure B.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, bcy≤0.6l, bcx≤l: b=bcy+0.7l

(B.0.5-1)

b=0.6bcy+0.94l

(B.0.5-2)

(2) When bcx≥bcy,0.6l
Support Figure B.0.5-2 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
2 bcy+0.73l 3

(2) When bcx2.2l, bcx≤l: b=bcy Where, l——is the lamellar span; bcx——is the calculated width when the load's working face is in parallel with the plate span;

56

bcy——is the calculated width when the load's working face is perpendicular to the plate span; btx =btx+2s+h bty =bty+2s+h Where, btx——is the width when the load's working face is in parallel with the plate span; bty——is the width when the load's working face is perpendicular to the plate span; s——is the underlayer thickness; h——is the lamellar thickness. 3 When the partial load acts on the non-supported edge of the plate, namely: d
(B.0.5-5)

Where, b′——is the effective distribution width after deduction; d——is the distance between the center of load's working face and the non-supported edge. 4 When the two partial load is adjacent but e
Support Figure B.0.5-3 Effective Distribution Width of the Two Adjacent Partial Loads

b′=b/2+e/2

(B.0.5-6)

Where, e——is the spacing between the center of two partial loads. 5 The effective distribution width of the partial load on the cantilever plate is (Figure B.0.5-4):

57

Figure B.0.5-4 Effective Distribution Width of the Partial Load on the Plate for Cantilever

b=bcy+2x

(B.0.5-7)

Where, x——is the spacing from the center of partial load's working face to the support. B.0.6 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. B.0.7 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.0.7—1)

(B.0.7—2)

Where, S——is the junior beam spacing; l——is the junior beam span; Mmax and Vmax——is the absolute maximum moment and maximum shear of the simple-support junior beam, to be determined by the most disadvantaged arrangement of equipments. When calculating Mmax and Vmax according to the simply-supported beam, except for the partial load directly handed down to the junior beam, 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.

58

B.0.8 When the load is distributed uniformly, the isoeffect rectangular distribution live load on the main beam may be acquired through dividing the total load by the total load-bearing area. B.0.9 In a typical case, the isoeffect rectangular distribution live load on the post and the foundation may be the same as the main beam.

59

Appendix C Floor live load of industrial buildings C.0.1 The floor isoeffect rectangular distribution live load of smith shops, instrumentation production departments, semiconductor device workshops, cotton spinning and weaving workshops, preparing shops of tyre plants and grain processing workshops shall be decided according to C.0.1-C.0.6. Table C.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


coefficient

coefficient

coefficient

ψc

ψf

ψq

Board

Board

Beam

Beam

span

span

spacing

spacing

≥1.2m

≥2.0m

≥1.2m

≥2.0m

22.0

14.0

14.0

10.0

9.0

1.0

0.95

0.85

18.0

12.0

12.0

9.0

8.0

1.0

0.95

0.85

16.0

10.0

10.0

8.0

7.0

1.0

0.95

0.85

12.0

8.0

8.0

6.0

5.0

1.0

0.95

0.85

Girder

Representative

machine type

CW6180, X53K, X63W, B690, M1080, Z35A C6163, X52K, X62W, B6090, M1050A, Z3040 C6140, X51K, X61W, B6050, M1040, Z3025 C6132, X50A, X60W, B031-1, M1010, Z32K

Note: 1. The combination of loads listed in the form is applicable for one-way bearing field-cast girders and prefabricated trough plates. For trough plates, the board span listed in the form refers to the vittae spacing of trough plates. 2. The combination of loads listed in the form doesn't include the deadweight of partitions and suspended ceilings. 3. The combination of loads listed in the form has taken the equipment (including dynamic influence) and operation combination of loads in the installation, repair and regular service conditions. 4. During the design of walls, columns and foundations, the floor live load listed in the form shall adopt the same combination of loads as that of the designed girders.

60

Table C.0.2 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


coefficient

coefficient

coefficient

Girder

ψc

ψf

ψq

board Junior

Remarks

Board

Board

span

span

≥1.2m

≥2.0m

7.0

5.0

5.0

4.0

0.8

0.8

0.7

7.0

5.0

5.0

4.0

0.8

0.8

0.7

4.0

4.0

4.0

3.0

0.7

0.7

0.6

Products are assembled on the assembly table

7.0

5.0

5.0

4.0

0.8

0.8

0.7

Products are assembled on the floor

4.0

4.0

4.0

3.0

0.7

0.7

0.6

Products are assembled on the assembly table

7.0

5.0

5.0

4.0

0.8

0.8

0.7

4.0

4.0

4.0

3.0

1.0

0.95

0.85

7.0

7.0

7.0

6.0

1.0

0.95

0.85

beam)

Representative equipment H015

muller, ZD-450 and GZD300

film plating machine, Q8312 perspective buffing machine Representative equipment C0520A turning machine, universal tool maker's microscope

Representative equipment YM3608 hobbing machine, gem plain surface grinder

Note: See the note of Table C.0.1.

61

Table C.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

≥1.2m

≥2.0m

≥1.2m

≥2.0m

10.0

8.0

8.0

6.0

5.0

1.0

0.95

0.85

14.0-18.0

8.0

6.0

6.0

5.0

4.0

1.0

0.95

0.85

9.0-12.0

6.0

5.0

5.0

4.0

3.0

1.0

0.95

0.85

4.0-8.0

4.0

4.0

3.0

3.0

3.0

1.0

0.95

0.85

≤3.0

Girder

equipment ( KN)

Note: See the note of Table C.0.1.

62

Table C.0.4 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

≥1.2m

≥2.0m

≥1.2m

≥2.0m

12.0

8.0

10.0

7.0

Card room

Girder

Combination value

Frequent value


coefficient

coefficient

coefficient

ψc

ψf

ψq

FA201,203 5.0

Roving room

15.0

10.0

12.0

8.0

6.0

6.0

(15.0)

(10.0)

(8.0)

Spun yarn room

6.0

Coning room

(10.0)

8.0 5.0

FA221A FA401,415A,421

4.0

TJFA458A FA705,506,507A

5.0

5.0

5.0

4.0

GA013,015 ESPERO 0.8

4

Thread-twisting room Beaming room

Shuttle loom 5

Representative equipment

8.0

6.0

6.0

5.0

4.0

loom

0.7

FA705,721,762 ZC-L-180 D3-1000-180

12.5

6.5

6.5

5.5

4.4

Weaving room Gripper

0.8

GA615-150 GA615-180 GA731-190,733-190

18.0

9.0

10.0

6.0

4.5

TP600-200 SOMET-190

Note: Values in the parentheses are applicable in the partial floor of reducer chain-drive section.

63

Table C.0.5 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

≥1.2m ≥2.0m Lowering of charge 1

14.0

14.0

12.0

10.0

1.0

0.95

0.85

for black pigment processing

Preparing Industrial chemicals

shop 2

10.0

8.0

8.0

6.0

1.0

0.95

processing support,

0.85

refining adhesion by Banbury mixer

Note: 1. The combination of loads of motor hoists used for repair of Banbury mixers is neglected. During the design, it shall be taken into consideration respectively. 2. The live load of lowering of charge for black pigment processing has taken the utilization of black pigment storehouse into consideration. If it is not used for storehouse, the combination of loads shall be decreased. Note: See the note of Table C.0.1.

Table C.0.6 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

≥2.5m

≥3.0m

frequent

value

value

girder coefficient coefficient

span spacing spacing spacing

≥2.0m ≥2.5m ≥3.0m ≥2.0m 1

beam

combination

14.0

12.0

12.0

12.0

12.0

12.0

12.0

12.0

10.0

9.0

10.0

9.0

8.0

9.0

quasi-permanent value

Representative

coefficient

equipment

ψc

ψf

ψq

1.0

0.95

0.85

JMN10 drawbench MF011 flour mill SX011 oscillating

Barley room 3

Flour

and milling

plant

room

screen 5.0

5.0

4.0

5.0

4.0

4.0

4.0

GF031 roller brush machine GF011 scourer

Roof 4

suspending jog

2.0

2.0

2.0

6.0

6.0

6.0

6.0

14.0

12.0

10.0

10.0

9.0

9.0

9.0

strainers 5

Barley-washing workshops

SL011 jog strainer

wheat wasther

64

Hulling separator and

6

milling Rice

LG09 7.0

6.0

5.0

5.0

4.0

4.0

4.0

rubber

roller hulling separator

workshop

plant combination 7

Dressing shops

4.0

3.0

3.0

4.0

3.0

3.0

3.0

clearing screen

Note: 1. If the drawing plants can't be full of grinding rollers, the girder live load shall be adopted as 10kN/m2. 2. The combination of loads of roof suspending jog strainers has been considered under the condition that the equipment is suspended under the girder. 3. If the dressing shops in rice plants adopt SX011 oscillating screens, the isoeffect rectangular distribution live load can be adopted according to the provisions of barley rooms in the flour mill. 4. See the note of Table C.0.1.

65

Appendix D Measurement Method of Fundamental Snow Pressure and Wind PressureD.1 Fundamental Snow Pressure D.1.1 If the snow pressure is determined, the observation area shall be representative. Representativeness of the area shall meet the following contents: ——the torography around the observation area shall be open and flat; ——the snow distribution shall be uniform; ——design project site shall be in the range of the torography of the observation area or shall be of the identical torography. As for the area where the variation of snow is extremely large as well as a mountainous area with highland topography, it shall be surveyed and specially treated. D.1.2 Snow pressure is unit snow weight at horizontal area (kN/m2). When there is the record of the snow pressure at weather station, the snow pressure shall be calculated directly according to the data of the snow pressure. If there is no record of the snow pressure, the snow depth may be adopted indirectly for the calculation of the snow pressure. The snow pressure shall be calculated according to the following formula:

S = hρg (kNm2)

(D.1.2)

Where,

h ——is the snow depth which is the vertical depth of the snow form the snow surface to the ground (m); ρ ——is the snow density (t/m3); g ——is the acceleration of gravity; 9.8m/s2 The snow density changes with the snow depth, snow time and the local geography and climatic conditions; and the variation is to be large. As for the station where there is no snow record, the snow pressure may be calculated according to the average snow density of the local. Snow pressure shall be calculated according the methods specified in D.3. 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.2 Fundamental Wind Pressure D.2.1 If the wind pressure is determined, the observation area shall be representative. 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; and the influence of the local torography and environment shall be avoided. D.2.2 Observation data of the wind speed shall meet the following requirements: 1 All record data shall be taken from the self-recording anemoscope. As for the data which are gotten from the non self-recording anemoscope, all shall be adopted after being modified properly.

66

2 If the difference between the height of the anemoscope and the standard height (10m) is too large, 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,

Z ——is the actual height of the anemoscope (m); v z ——is the wind speed measured by the anemoscope (m/s);

α ——is the roughness index of the ground at open and flat area. When the cup anemoscope is used, the modification of the air density which is affected by the temperature and air pressure must be considered. The air density may be determined according to the following formula:

ρ=

0.001276 ⎛ ρ − 0.378e ⎞ 3 ⎜ ⎟ t/m 1 + 0.00366t ⎝ 100000 ⎠

(

)

(D.2.2-2)

Where, t ——is the air temperature (℃); p ——is the air pressure (Pa);

e ——is the aqueous vapor pressure (Pa). Based on the local absolute height, the air density also may be approximately calculated according to the following formula:

ρ = 0.00125e −0.0001z (t / m 3 )

(D.2.2-3)

When the maximum annual data of the wind speed are selected, the information usually shall be over 25 years. When it is unable to meet, the data of the wind speed shall not be less than 10 years. After the calculation of the 50-year fundamental wind speed (vo) and based on the requirements of D.3, fundamental wind pressure shall be according to the following formula:

w0 =

1 2 ρv0 2

(D.2.2-4)

D.3 Statistic Calculation of the Snow Pressure and Wind Speed D.3.1 As for the annual maximum value x of the snow pressure and wind speed, probability distribution of the type-I extrema shall be adopted. Its distribution function is:

F ( x ) = exp{− exp[− α (x − u )]}

(D.3.1-1)

Where, u ——is the distributive location parameter, namely the distributive modus; α——is the distributive scale parameter. 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=

1.28255

σ

(D.3.1-2)

67

u=µ−

0.57722 a

(D.3.1-3)

−

D.3.2 When the average values

x

and standard deviation s of the finite sample are taken

as the approximate calculation of µ and σ, it shall be:

a=

C1 s

u=

x−

−

(D.3.2-1)

C2 a

(D.3.2-2)

And the factors (C1 and C2) in the formula shall refer to Table D.3.2. Table D.3.2 C1 and C2 Factors n

C1

C2

n

C1

C2

10

0.9497

0.4952

60

1.17465

0.55208

15

1.02057

0.5182

70

1.18536

0.55477

20

1.06283

0.52355

80

1.19385

0.55688

25

1.09145

0.53086

90

1.20649

0.55860

30

1.11238

0.53622

100

1.20649

0.56002

35

1.12847

0.54034

250

1.24292

0.56878

40

1.14132

0.54362

500

1.25880

0.57240

45

1.15185

0.54630

1000

1.26851

0.57450

50

1.16066

0.54853

∞

1.28255

0.57722

D.3.3 The maximum snow pressure and the maximum wind speed XR average return period, whose average return period is R may be determined according to the following formula:

xR = u −

1 ⎡ ⎛ R ⎞⎤ ln ln⎜ ⎟ a ⎢⎣ ⎝ R − 1 ⎠⎥⎦

(D.3.3)

D.3.4 The snow pressure and wind pressure whose return period is 10 years, 50 years and 100 years for all stations through the country may refer to Appendix D.4. 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.3.4)

68

D.4 Snow pressure and wind pressure value in national cities Appendix D.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

54.0

0.30

0.45

0.50

0.25

0.40

0.45

II

Tianjin City

3.3

0.30

0.50

0.60

0.25

0.40

0.45

II

Tanggu

3.2

0.40

0.55

0.60

0.20

0.35

0.40

II

Shanghai

2.8

0.40

0.55

0.60

0.10

0.20

0.25

III

Chongqing

259.1

0.25

0.40

0.45

shijiazhuang

80.5

0.25

0.35

0.40

0.20

0.30

0.35

II

Wei County

909.5

0.20

0.30

0.35

0.20

0.30

0.35

II

Xingtai City

76.8

0.20

0.30

0.35

0.25

0.35

0.40

II

Fengning

659.7

0.30

0.40

0.45

0.15

0.25

0.30

II

Weichang

842.8

0.35

0.45

0.50

0.20

0.30

0.35

II

Zhangjiakou

724.2

0.35

0.55

0.60

0.15

0.25

0.30

II

Huailai

536.8

0.25

0.35

0.40

0.15

0.20

0.25

II

Chengde

377.2

0.30

0.40

0.45

0.20

0.30

0.35

II

Zunhua

54.9

0.30

0.40

0.45

0.25

0.40

0.50

II

Qinglong

227.2

0.25

0.30

0.35

0.25

0.40

0.45

II

Qinhuangdao

2.1

0.35

0.45

0.50

0.15

0.25

0.30

II

Beijing

Tianjin

Hebei

69

Shanxi

Ba County

9.0

0.25

0.40

0.45

0.20

0.30

0.35

II

Tangshan City

27.8

0.30

0.40

0.45

0.20

0.35

0.40

II

Yueting

10.5

0.30

0.40

0.45

0.25

0.40

0.45

II

Baoding

17.2

0.30

0.40

0.45

0.20

0.35

0.40

II

Raoyang

18.9

0.30

0.35

0.40

0.20

0.30

0.35

II

Cangzhou

9.6

0.30

0.40

0.45

0.20

0.30

0.35

II

Huanghua

6.6

0.30

0.40

0.45

0.20

0.30

0.35

II

Nangong

27.4

0.25

0.35

0.40

0.15

0.25

0.30

II

Taiyuan

778.3

0.30

0.40

0.45

0.25

0.35

0.40

II

Youyu

1345.8

0.20

0.30

0.35

II

Datong

1067.2

0.35

0.55

0.65

0.15

0.25

0.30

II

Hequ

861.5

0.30

0.50

0.60

0.20

0.30

0.35

II

Wuzhai

1401.0

0.30

0.40

0.45

0.20

0.25

0.30

II

Xing County

1012.6

0.25

0.45

0.55

0.20

0.25

0.30

II

Yuanping

828.2

0.30

0.50

0.60

0.20

0.30

0.35

II

Lishi

950.8

0.30

0.45

0.50

0.20

0.30

0.35

II

Yangquan

741.9

0.30

0.40

0.45

0.20

0.35

0.40

II

Yushe

1041.4

0.20

0.30

0.35

0.20

0.30

0.35

II

Xi County

1052.7

0.25

0.35

0.40

0.20

0.30

0.35

II

70

Inner Mongolia

Jiexiu

743.9

0.25

0.40

0.45

0.20

0.30

0.35

II

Linfen

449.5

0.25

0.40

0.45

0.15

0.25

0.30

II

Changye County

991.8

0.30

0.50

0.60

Yuncheng City

376.0

0.30

0.40

0.45

0.15

0.25

0.30

II

Yangcheng

659.5

0.30

0.45

0.15

0.25

0.30

0.35

II

Hohhot

1063.0

0.35

0.55

0.60

0.25

0.40

0.45

II

Labadalin, Eyou Banner

581.4

0.35

0.50

0.60

0.35

0.45

0.50

I

Tuli River, Ykeshi City

732.6

0.30

0.40

0.45

0.40

0.60

0.70

I

Manchuria City

661.7

0.50

0.65

0.70

0.20

0.30

0.35

I

Hailaer City

610.2

0.45

0.65

0.75

0.35

0.45

0.50

I

Elunchun Xiaoergou

286.1

0.30

0.40

0.45

0.35

0.50

0.55

I

Right Banner, Xinbaerhu

554.2

0.45

0.60

0.65

0.25

0.40

0.45

I

Amugulang, Left Banner, Xinbaerhu

642.0

0.40

0.55

0.60

0.25

0.35

0.40

I

Boketu, Yakeshi City

739.7

0.40

0.55

0.60

0.35

0.55

0.65

I

Zhalantun City

306.5

0.30

0.40

0.45

0.35

0.55

0.65

I

Aershan, Keyouyi Front Banner

1027.4

0.35

0.50

0.55

0.45

0.60

0.70

I

Suolun, Keyouyi Front Banner

501.8

0.45

0.55

0.60

0.25

0.35

0.40

I

Wulanhaote City

274.7

0.40

0.55

0.60

0.20

0.30

0.35

I

East Wuzhumuqin Banner

838.7

0.35

0.55

0.65

0.20

0.30

0.35

I

71

Ejina Banner

940.50

0.40

0.60

0.70

0.05

0.10

0.15

II

Guaizi River, Ejina Banner

960.0

0.45

0.55

0.60

0.05

0.10

0.10

II

Bayanmaodao, Azuo Banner

1328.1

0.40

0.55

0.60

0.05

0.10

0.15

II

Alashan Right Banner

1510.1

0.45

0.55

0.60

0.05

0.10

0.10

II

Erlianhaote City

964.7

0.55

0.65

0.70

0.15

0.25

0.30

II

Narenbaolige

1181.6

0.40

0.55

0.60

0.20

0.30

0.35

I

Mandula, Damao Banner

1225.2

0.50

0.75

0.85

0.15

0.20

0.25

II

Abaga Banner

1126.1

0.35

0.50

0.55

0.25

0.35

0.40

I

Left Banner, Sunite

1111.4

0.40

0.50

0.55

0.25

0.35

0.40

I

Hailisu, Back Banner, Wulate

1509.6

0.45

0.50

0.55

0.10

0.15

0.20

II

Hailiutu, Middle Banner, Wulate

1288.0

0.45

0.60

0.65

0.20

0.30

0.35

II

Bailing Temple

1376.6

0.50

0.75

0.85

0.25

0.35

0.40

II

Siziwang Banner

1490.1

0.40

0.60

0.70

0.30

0.45

0.55

II

Huade

1482.7

0.45

0.75

0.85

0.15

0.25

0.30

II

Shanba, Back Banner, Hangjin

1056.7

0.30

0.45

0.50

0.15

0.20

0.25

II

Baotou City

1067.2

0.35

0.55

0.60

0.15

0.25

0.30

II

Jining City

1419.3

0.40

0.60

0.70

0.25

0.35

0.40

II

Jilantai, Left Banner, Alashan

1031.8

0.35

0.50

0.55

0.5

0.10

0.15

II

Linhe City

1039.3

0.30

0.50

0.60

0.15

0.25

0.30

II

72

Liaoning

Etuoke Banner

1380.3

0.35

0.55

0.65

0.15

0.20

0.20

II

Dongsheng City

1460.4

0.30

0.50

0.60

0.25

0.35

0.40

II

atengxilian

1329.3

0.40

0.50

0.55

0.20

0.30

0.35

II

Bayanhaote

1561.4

0.40

0.60

0.70

0.15

0.20

0.25

II

West Wuzhumuqin Banner

995.9

0.45

0.55

0.60

0.30

0.40

0.45

I

North Zhalutelu

265.0

0.40

0.55

0.60

0.20

0.30

0.35

II

East Balin Left Banner

484.4

0.40

0.55

0.60

0.20

0.30

0.35

II

Xilinhaote City

989.5

0.40

0.55

0.60

0.25

0.40

0.45

I

Linxi

799.0

0.45

0.60

0.70

0.25

0.40

0.45

I

Kailu

241.0

0.40

0.55

0.60

0.20

0.30

0.35

II

Tongliao City

178.5

0.40

0.55

0.60

0.20

0.30

0.35

II

Duolun

1245.4

0.40

0.55

0.60

0.20

0.30

0.35

I

Wudan, Wengniute Banner

631.8

0.20

0.30

0.35

II

Chifeng City

571.1

0.30

0.55

0.65

0.20

0.30

0.35

II

Baoguotu, Aohan Banner

400.5

0.40

0.50

0.55

0.25

0.40

0.45

II

Shenyang City

42.8

0.40

0.55

0.60

0.30

0.50

0.55

I

Zhangwu

79.4

0.35

0.45

0.50

0.20

0.30

0.35

II

Fuxin City

144.0

0.40

0.60

0.70

0.25

0.40

0.45

II

Kaiyuan

98.2

0.30

0.45

0.50

0.30

0.40

0.45

I

73

Qingyuan

234.1

0.25

0.40

0.45

0.35

0.50

0.60

I

Chaoyang City

169.2

0.40

0.55

0.60

0.30

0.45

0.55

II

Yebaishou, Jianping County

421.7

0.30

0.35

0.40

0.25

0.35

0.40

II

Heishan

37.5

0.45

0.65

0.75

0.30

0.45

0.50

II

Jinzhou City

65.9

0.40

0.60

0.70

0.30

0.40

0.45

II

Anshan City

77.3

0.30

0.50

0.60

0.30

0.40

0.45

II

Benxi City

185.2

0.35

0.45

0.50

0.40

0.55

0.60

I

Zhangdang, Fushun City

118.5

0.30

0.45

0.50

0.35

0.45

0.50

I

Huanren

240.3

0.25

0.30

0.35

0.35

0.50

0.55

I

Suizhong

15.3

0.25

0.40

0.45

0.25

0.35

0.40

II

Xingcheng City

8.8

0.35

0.45

0.50

0.20

0.30

0.35

II

Yingkou City

3.3

0.40

0.60

0.70

0.30

0.40

0.45

II

Xiongcaohekou, Gai County

20.4

0.30

0.40

0.45

0.25

0.40

0.45

II

Caohekou, Benxi County

233.4

0.25

0.45

0.55

0.35

0.55

0.60

I

Xiuyan

79.3

0.30

0.45

0.50

0.35

0.50

0.55

II

Kuandian

260.1

0.30

0.50

0.60

0.40

0.60

0.70

Dandong City

15.1

0.35

0.55

0.65

0.30

0.40

0.45

II

Wafangdian City

29.3

0.35

0.50

0.55

0.20

0.30

0.35

II

Pikou, Xinjin County

43.2

0.35

0.50

0.55

0.25

0.30

0.35

II

74

Jilin

Zhuanghe

34.8

0.35

0.50

0.55

0.25

0.35

0.40

II

Dalian City

91.5

0.40

0.65

0.75

0.25

0.40

0.45

II

Changchun City

236.8

0.45

0.65

0.75

0.25

0.35

0.40

I

Baicheng City

155.4

0.45

0.65

0.75

0.15

0.20

0.25

II

Qian’an

146.3

0.35

0.45

0.50

0.15

0.20

0.25

II

Front Guoerluosi

134.7

0.30

0.45

0.50

0.15

0.25

0.30

II

Tongyu

149.5

0.35

0.50

0.55

0.15

0.20

0.25

II

Changling

189.3

0.30

0.45

0.50

0.15

0.20

0.25

II

Sanchakou, Fuyu City

196.6

0.35

0.55

0.65

0.20

0.30

0.35

I

Shuangliao

114.9

0.35

0.50

0.55

0.20

0.30

0.35

I

Siping City

164.2

0.40

0.55

0.60

0.20

0.35

0.40

I

Yantongshan Mountain, Panshi County

271.6

0.30

0.40

0.45

0.25

0.40

0.45

I

Jilin City

183.4

0.40

0.50

0.55

0.30

0.45

0.50

I

Jiaohe

295.0

0.30

0.45

0.50

0.40

0.65

0.75

I

Dunhua City

523.7

0.30

0.45

0.50

0.30

0.50

0.60

I

Meihekou City

339.9

0.30

0.40

0.45

0.30

0.45

0.50

I

Huadian

263.8

0.30

0.40

0.45

0.40

0.65

0.75

I

Jingyu

549.2

0.25

0.35

0.40

0.40

0.65

0.70

I

Donggang, Fusong County

774.2

0.30

0.40

0.45

0.60

0.90

1.05

I

75

Heilongjiang

Yanji City

176.8

0.35

0.50

0.55

0.35

0.55

0.65

I

Tonghua City

402.9

0.30

0.50

0.60

0.50

0.80

0.90

I

Linjiang, Hunjiang City

332.7

0.20

0.30

0.35

0.45

0.70

0.80

I

Ji’an City

177.7

0.20

0.30

0.35

0.45

0.70

0.80

I

Changbai

1016.7

0.35

0.45

0.50

0.40

0.60

0.70

I

Harbin City

142.3

0.35

0.55

0.65

0.30

0.45

0.50

I

Mohe

296.0

0.25

0.35

0.40

0.50

0.65

0.70

I

Tahe

296.0

0.25

0.35

0.40

0.50

0.65

0.70

I

Xinlin

494.6

0.25

0.35

0.40

0.40

0.50

0.55

I

Huma

177.4

0.30

0.50

0.60

0.35

0.45

0.50

I

Jiagedaqi

371.7

0.25

0.35

0.40

0.40

0.55

0.60

I

Heihe City

166.4

0.35

0.50

0.55

0.45

0.60

0.65

I

Nenjiang River

242.2

0.40

0.55

0.60

0.40

0.55

0.60

I

Sunwu

234.5

0.40

0.60

0.70

0.40

0.55

0.60

I

Beian City

269.7

0.30

0.50

0.60

0.40

0.55

0.60

I

Keshan Mountain

234.6

0.30

0.45

0.50

0.30

0.50

0.55

I

Fuyu

162.4

0.30

0.40

0.45

0.25

0.35

0.40

I

Qiqihar

145.9

0.35

0.45

0.50

0.25

0.40

0.45

I

Hailun

239.2

0.35

0.55

0.65

0.30

0.40

0.45

I

76

Shandong

Mingshui

249.2

0.35

0.45

0.50

0.25

0.40

0.45

I

Yichun City

240.9

0.25

0.35

0.40

0.45

0.60

0.65

I

Hegang City

227.9

0.30

0.40

0.45

0.45

0.65

0.70

I

Fujin

64.2

0.30

0.45

0.50

0.35

0.45

0.50

I

Tailai

149.5

0.30

0.45

0.50

0.20

0.30

0.35

I

Suihua City

179.6

0.35

0.55

0.65

0.35

0.50

0.60

I

Anda City

149.3

0.35

0.55

0.65

0.20

0.30

0.35

I

Tieli

210.5

0.25

0.35

0.40

0.50

0.75

0.85

I

Jiamusi City

81.2

0.40

0.65

0.75

0.45

0.65

0.70

I

Yilan

100.1

0.45

0.65

0.75

Baoqing

83.0

0.30

0.40

0.45

0.35

0.50

0.55

I

Tonghe

108.6

0.35

0.50

0.55

0.50

0.75

0.85

I

Shangzhi

189.7

0.35

0.55

0.60

0.40

0.55

0.60

I

Jixi City

233.6

0.40

0.55

0.65

0.45

0.65

0.75

I

Hulin

100.2

0.35

0.45

0.50

0.50

0.70

0.80

I

Mudanjiang City

241.4

0.35

0.50

0.55

0.40

0.60

0.65

I

Suifenhe City

496.7

0.40

0.60

0.70

0.40

0.55

0.60

I

Ji’nan

51.6

0.30

0.45

0.50

0.20

0.30

0.35

II

Dezhou City

21.2

0.30

0.45

0.50

0.20

0.35

0.40

II

77

Huimin

11.3

0.40

0.50

0.55

0.25

0.35

0.40

II

Yangjiaogou, Shouguang County

4.4

0.30

0.45

0.50

0.15

0.25

0.30

II

Longkou City

4.8

0.45

0.60

0.65

0.25

0.35

0.40

II

Yantai City

46.7

0.40

0.55

0.60

0.30

0.40

0.45

II

Weihai City

46.6

0.45

0.65

0.75

0.30

0.45

0.50

II

Chengshantou,Rongcheng City

47.7

0.60

0.70

0.75

0.25

0.40

0.45

II

Zhaocheng, Zi County

42.7

0.35

0.45

0.50

0.25

0.35

0.40

II

Mountain Tai , Tai’an City

1533.7

0.65

0.85

0.95

0.40

0.55

0.60

II

Tai’an City

128.8

0.30

0.40

0.45

0.20

0.35

0.40

II

Zhandian, Zibo City

34.0

0.30

0.40

0.45

0.30

0.45

0.50

II

Qiyuan

304.5

0.30

0.35

0.40

0.20

0.30

0.35

II

Weifang City

44.1

0.30

0.40

0.45

0.25

0.35

0.40

II

Laiyang City

30.5

0.30

0.40

0.45

0.15

0.25

0.30

II

Qingdao City

76.0

0.45

0.60

0.70

0.15

0.20

0.25

II

Haiyang

65.2

0.40

0.55

0.60

0.10

0.15

0.15

II

Shidao, Rongcheng City

33.7

0.40

0.55

0.65

0.10

0.15

0.15

II

Heze City

49.7

0.25

0.40

0.45

0.20

0.30

0.35

II

Yanzhou City

51.7

0.25

0.40

0.45

0.25

0.35

0.45

II

Linyi

87.9

0.30

0.40

0.45

0.25

0.40

0.45

II

78

Jiangsu

Rizhao City

16.1

0.30

0.40

0.45

Ju County

107.4

0.25

0.35

0.40

0.20

0.35

0.40

II

Nanjing City

8.9

0.25

0.40

0.45

0.40

0.65

0.75

II

Xuzhou City

41.0

0.25

0.35

0.40

0.25

0.35

0.40

II

Ganyu

2.1

0.30

0.45

0.50

0.25

0.35

0.40

II

Xuyi

34.5

0.25

0.35

0.40

0.20

0.30

0.35

II

Huaiyang City

17.5

0.25

0.40

0.45

0.25

0.40

0.45

II

Sheyang

2.0

0.30

0.40

0.45

0.15

0.20

0.25

III

Zhenjiang

26.5

0.30

0.40

0.45

0.25

0.35

0.40

III

Wuxi

6.7

0.30

0.45

0.50

0.30

0.40

0.45

III

Taizhou

6.6

0.25

0.40

0.45

0.25

0.35

0.40

III

Lianyungang

3.7

0.35

0.55

0.65

0.25

0.40

0.45

II

Yancheng

3.6

0.25

0.45

0.55

0.20

0.35

0.40

III

Gaoyou

5.4

0.25

0.40

0.45

0.20

0.30

0.40

III

Dongtai City

4.3

0.30

0.40

0.45

0.20

0.30

0.35

III

Nantong City

5.3

0.30

0.45

0.50

0.15

0.25

0.30

III

Lusi, Qidong County

5.5

0.35

0.50

0.55

0.10

0.20

0.25

III

Changzhou City

5.3

0.30

0.45

0.50

0.15

0.25

0.30

III

Liyang

7.2

0.25

0.40

0.45

0.30

0.50

0.55

III

79

Zhejiang

Dongshan, WuCounty

17.5

0.30

0.45

0.50

0.25

0.40

0.45

III

Hangzhou City

41.7

0.30

0.45

0.50

0.30

0.45

0.50

III

Tianmu Mountain, Lin’an County

1505.9

0.55

0.70

0.80

0.100

0.160

0.185

II

Zhapu, Pinghu County

5.4

0.35

0.45

0.50

0.25

0.35

0.40

III

Cixi City

7.1

0.30

0.45

0.50

0.25

0.35

0.40

III

shengsi

79.6

0.85

1.30

1.55

Shengshan Mountain, Shengsi County

124.6

0.95

1.50

1.75

Zhoushan City

35.7

0.50

0.85

1.00

0.30

0.50

0.60

III

Jinhua City

62.6

0.25

0.35

0.40

0.35

0.55

0.65

III

Shengxian

104.3

0.25

0.40

0.50

0.35

0.55

0.65

III

Ningbo City

4.2

0.30

0.50

0.60

0.20

0.30

0.35

III

Shipu, Xiangshan County

128.4

0.75

1.20

1.40

0.20

0.30

0.35

III

Quzhou City

66.9

0.25

0.35

0.40

0.30

0.50

0.60

III

Lishui City

60.8

0.20

0.30

0.35

0.30

0.45

0.50

III

Longquan

198.4

0.20

0.30

0.35

0.35

0.55

0.65

III

Kuocang Mountain, Linhai City

1383.1

0.60

0.90

1.05

0.40

0.60

0.70

III

Wenzhou City

6.0

0.35

0.60

0.70

0.25

0.35

0.40

III

Hongjia, Jiaojiang City

1.3

0.35

0.55

0.65

0.20

0.30

0.35

III

Xiadachen, Jiaojiang City

86.2

0.90

1.40

1.65

0.25

0.35

0.40

III

80

Anhui

jiangxi

Kanmen, Yuhuan County

95.9

0.70

1.20

1.45

0.20

0.35

0.40

III

Beiji, Ruian City

42.3

0.95

1.60

1.90

Hefei City

27.9

0.25

0.35

0.40

0.40

0.60

0.70

II

Dangshan

43.2

0.25

0.35

0.40

0.25

0.40

0.45

II

Haozhou City

37.7

0.25

0.45

0.55

0.25

0.40

0.45

II

Xiu County

25.9

0.25

0.40

0.50

0.25

0.40

0.45

II

Shou County

22.7

0.25

0.35

0.40

0.30

0.50

0.55

II

Bangbu City

18.7

0.25

0.35

0.40

0.30

0.45

0.55

II

Chu County

25.3

0.25

0.35

0.40

0.25

0.40

0.45

II

Liuan City

60.5

0.20

0.35

0.40

0.35

0.55

0.60

II

Huo Mountain

68.1

0.20

0.35

0.40

0.40

0.60

0.65

II

Chao County

22.4

0.25

0.35

0.40

0.40

0.60

0.50

II

Anqing City

19.8

0.25

0.40

0.45

0.20

0.35

0.40

III

Ningguo

89.4

0.25

0.35

0.40

0.30

0.50

0.55

III

Huang Mountain

1840.4

0.50

0.70

0.80

0.35

0.45

0.50

III

Huangshan City

142.7

0.25

0.35

0.40

0.30

0.45

0.50

III

Fuyang City

30.6

0.35

0.55

0.60

II

Nanchang City

46.7

0.30

0.45

0.55

0.30

0.45

0.50

III

Xiushui

146.8

0.20

0.30

0.35

0.25

0.40

0.50

III

81

Fujian

Yichun City

131.3

0.20

0.30

0.35

0.25

0.35

0.45

III

Ji’an

76.4

0.25

0.30

0.35

0.25

0.35

0.45

III

Ninggang

263.1

0.20

0.30

0.35

0.30

0.45

0.50

III

Suichuan

126.1

0.20

0.30

0.35

0.30

0.45

0.55

III

Ganzhou City

123.8

0.20

0.30

0.35

0.20

0.35

0.40

III

Jiujiang

36.1

0.25

0.35

0.40

0.30

0.40

0.45

III

Lushan Mountain

1164.5

0.40

0.55

0.60

0.55

0.75

0.85

III

Boyang

40.1

0.25

0.40

0.45

0.35

0.60

0.70

III

Jingdezhen City

61.5

0.25

0.35

0.40

0.25

0.35

0.40

III

Zhangshu City

30.4

0.20

0.30

0.35

0.25

0.40

0.45

III

Guixi

51.2

0.20

0.30

0.35

0.35

0.50

0.60

III

Yushan Moutnain

116.3

0.20

0.30

0.35

0.20

0.35

0.40

III

Nancheng

80.8

0.25

0.30

0.35

0.20

0.35

0.40

III

Guangchang

143.8

0.20

0.30

0.35

0.30

0.45

0.50

III

Xunwu

303.9

0.25

0.30

0.35

Fuzhou City

83.8

0.40

0.70

0.85

Shaowu City

191.5

0.20

0.30

0.35

0.25

0.35

0.40

III

Qixian Mountain, Qianshan County

1401.9

0.55

0.70

0.80

0.40

0.60

0.70

III

Pucheng

276.9

0.20

0.30

0.35

0.35

0.55

0.70

III

82

shanxi

Jianyang

196.9

0.25

0.35

0.40

0.35

0.50

0.55

III

Jian’ou

154.9

0.25

0.35

0.40

0.25

0.35

0.40

III

Fuding

36.2

0.35

0.70

0.90

Taining

342.9

0.20

0.30

0.35

0.30

0.50

0.60

III

Nanping City

125.6

0.20

0.35

0.45

Taishan, Fuding County

106.6

0.75

1.00

1.10

Changting

310.0

0.20

0.35

0.40

0.15

0.25

0.30

III

Shanghang

197.9

0.25

0.30

0.35

Yong’an City

206.0

0.25

0.40

0.45

Longyan City

342.3

0.20

0.35

0.45

Jiuxian Mountain, Dehua County

1653.5

0.60

0.80

0.90

0.25

0.40

0.50

III

Pingnan

896.5

0.20

0.30

0.35

0.25

0.45

0.50

III

Pingtan

32.4

0.75

1.30

1.60

Chongwu

21.8

0.55

0.80

0.90

Xiamen City

139.4

0.50

0.80

0.90

Dongshan Mountain

53.3

0.80

1.25

1.45

Xi’an City

397.5

0.25

0.35

0.40

0.20

0.25

0.30

II

Yulin City

1057.5

0.25

0.40

0.45

0.20

0.25

0.30

II

Wuqi

1272.6

0.25

0.40

0.50

0.15

0.20

0.20

II

83

gansu

Hengshan

1111.0

0.30

0.40

0.45

0.15

0.25

0.30

II

Suide

929.7

0.30

0.40

0.45

0.20

0.35

0.40

II

Yan’an City

957.8

0.25

0.35

0.40

0.15

0.25

0.30

II

Changwu

1206.5

0.20

0.30

0.35

0.20

0.30

0.35

II

Luochuan

1158.3

0.25

0.35

0.40

0.25

0.35

0.40

II

Tongchuan City

978.9

0.20

0.35

0.40

0.15

0.20

0.25

II

Baoji City

612.4

0.20

0.35

0.40

0.15

0.20

0.25

II

Wugong

447.8

0.20

0.35

0.40

0.20

0.25

0.30

II

Hua Mountain, Huayin City

2064.9

0.40

0.50

0.55

0.50

0.70

0.75

II

Lueyang

794.2

0.25

0.35

0.40

0.10

0.15

0.15

III

Hanzhong City

508.4

0.20

0.30

0.35

0.15

0.20

0.25

III

Foping

1087.7

0.25

0.30

0.35

0.15

0.25

0.30

III

Shangzhou City

742.2

0.25

0.30

0.35

0.20

0.30

0.35

II

Zhen’an

693.7

0.20

0.30

0.35

0.20

0.30

0.35

III

Shiquan

484.9

0.20

0.30

0.35

0.20

0.30

0.35

III

Ankang City

290.8

0.30

0.45

0.50

0.10

0.15

0.20

III

Lanzhou City

1517.2

0.20

0.30

0.35

0.10

0.15

0.20

II

Jihede

966.5

0.45

0.55

0.60

Anxi

1170.8

0.40

0.55

0.60

0.10

0.20

0.25

II

84

Jiuquan City

1477.2

0.40

0.55

0.60

0.20

0.30

0.35

II

Zhangwei City

1482.7

0.30

0.50

0.60

0.05

0.10

0.15

II

Wuwei City

1530.9

0.35

0.55

0.65

0.15

0.20

0.25

II

Minqin

1367.0

0.40

0.50

0.55

0.05

0.10

0.10

II

Wuqiaoling

3045.1

0.35

0.40

0.45

0.35

0.55

0.60

II

Jingtai

1630.5

0.25

0.40

0.45

0.35

0.55

0.60

II

Jingyuan

1398.2

0.20

0.30

0.35

0.15

0.20

0.25

II

Linxia City

1917.0

0.20

0.30

0.35

0.15

0.25

0.30

II

Lintao

1886.6

0.20

0.30

0.35

0.30

0.50

0.55

II

Huajialing

2450.6

0.30

0.40

0.45

0.25

0.40

0.45

II

Huan County

1255.6

0.20

0.30

0.35

0.15

0.25

0.30

II

Pingliang City

1346.6

0.25

0.30

0.35

0.15

0.25

0.30

II

Xifeng Town

1421.0

0.20

0.30

0.35

0.25

0.40

0.45

II

Maqu

3471.4

0.25

0.30

0.35

0.15

0.20

0.25

II

Hezuo, Xiahe County

2910.0

0.25

0.30

0.35

0.25

0.40

0.45

II

Wudu

1079.1

0.25

0.35

0.40

0.05

0.10

0.15

III

Tianshui City

1141.7

0.20

0.35

0.40

0.15

0.20

0.25

II

Mazong Mountain

1962.7

0.10

0.15

0.20

II

Dunhuang

1139.0

0.10

0.15

0.20

II

85

Yumen City

1526.0

0.15

0.20

0.25

II

Dingxin, Jinta County

1177.4

0.05

0.10

0.15

II

Gaotai

1332.2

0.05

0.10

0.15

II

Shandan

1764.6

0.15

0.20

0.25

II

Yongchang

1976.1

0.10

0.15

0.20

II

Yuzhong

1874.1

0.15

0.20

0.25

II

Huining

2012.2

0.20

0.30

0.35

II

Min County

2315.0

0.10

0.15

0.20

II

Yinchuan City

1111.4

0.40

0.65

0.75

0.15

0.20

0.25

II

Huinong

1091.0

0.45

0.65

0.70

0.05

0.10

0.10

II

Taole

1101.6

0.05

0.10

0.10

II

Zhongwei

1225.7

0.30

0.45

0.50

0.05

0.10

0.15

II

Zhongning

1183.3

0.30

0.35

0.40

0.10

0.15

0.20

II

Yanchi

1347.8

0.30

0.40

0.45

0.20

0.30

0.35

II

Haiyuan

1854.2

0.25

0.30

0.35

0.25

0.40

0.45

II

Tongxin

1343.9

0.20

0.30

0.35

0.10

0.10

0.15

II

Guyuan

1753.0

0.25

0.35

0.40

0.30

0.40

0.45

II

Xiji

1916.5

0.20

0.30

0.35

0.15

0.20

0.20

II

Xining City

2261.2

0.25

0.35

0.40

0.15

0.20

0.25

II

ningxia

qinghai

86

Mangya

3138.5

0.30

0.40

0.45

0.05

0.10

0.10

II

Lenghu

2733.0

0.40

0.55

0.60

0.05

0.10

0.10

II

Yeniugou, Qilian County

3180.0

0.30

0.40

0.45

0.15

0.20

0.20

II

Qilian

2787.4

0.30

0.35

0.40

0.10

0.15

0.15

II

Xiaozaohuo, Geermu City

2767.0

0.30

0.40

0.45

0.05

0.10

0.10

II

Dachaidan

3173.2

0.30

0.40

0.45

0.10

0.15

0.15

II

Delingha City

2918.5

0.25

0.35

0.40

0.10

0.15

0.20

II

Gangcha

3301.5

0.25

0.35

0.40

0.20

0.25

0.30

II

Menyuan

2850.0

0.25

0.35

0.40

0.15

0.25

0.30

II

Geermu City

2807.6

0.30

0.40

0.45

0.10

0.20

0.25

II

Nuomuhong, Dulan County

2790.4

0.35

0.50

0.60

0.05

0.10

0.10

II

Dulan

3191.1

0.30

0.45

0.55

0.20

0.25

0.30

II

Chaka, WulanCounty

3087.6

0.25

0.35

0.40

0.15

0.20

0.25

II

Gonghexianqia

2835.0

0.25

0.35

0.40

0.10

0.15

0.15

II

Guide

2237.1

0.25

0.30

0.35

0.05

0.10

0.10

II

Minhe

1813.9

0.20

0.30

0.35

0.10

0.10

0.15

II

Wudaoliang, Tangula Mountain

4612.2

0.35

0.45

0.50

0.20

0.25

0.30

II

Xinghai

3323.2

0.25

0.35

0.40

0.15

0.20

0.20

II

Tongde

3289.4

0.25

0.30

0.35

0.20

0.30

0.35

II

87

xinjiang

Zeku

3662.8

0.25

0.30

0.35

0.30

0.40

0.45

II

Tuohe, Geermu City

4533.1

0.40

0.50

0.55

0.25

0.35

0.40

I

Zhiduo

4179.0

0.25

0.30

0.35

0.15

0.20

0.25

II

Zaduo

4066.4

0.25

0.35

0.40

0.20

0.25

0.30

I

Qumacai

4231.2

0.25

0.35

0.40

0.15

0.25

0.30

I

Yushu

3681.2

0.20

0.30

0.35

0.15

0.20

0.25

II

Maduo

4273.3

0.30

0.40

0.45

0.25

0.35

0.40

I

Qingshuihe River, Chengduo County

4415.4

0.25

0.30

0.35

0.20

0.25

0.30

I

Jimai, Dari County

3967.5

0.25

0.35

0.40

0.20

0.25

0.30

I

Henna

3500.0

0.25

0.40

0.45

0.20

0.25

0.30

II

Jiuzhi

3628.5

0.20

0.30

0.35

0.10

0.20

0.30

II

Banma

3750.0

0.20

0.30

0.35

0.15

0.20

0.25

II

Angqian

3643.7

0.25

0.30

0.35

0.10

0.20

0.25

II

Tuole, Qilian County

3367.0

0.30

0.40

0.45

0.20

0.25

0.30

II

Renxiamu, Maqin County

4211.1

0.30

0.35

0.40

0.15

0.25

0.30

I

Urumchi

917.9

0.40

0.60

0.70

0.60

0.80

0.90

I

Aletai City

735.3

0.40

0.70

0.85

0.85

1.25

1.40

I

Alashankou, Bole City

284.8

0.95

1.35

1.55

0.20

0.25

0.25

I

Kelamayi City

427.3

0.65

0.90

1.00

0.20

0.30

0.35

I

88

Yining City

662.5

0.40

0.60

0.70

0.70

1.00

1.15

I

Zhaosu

1851.0

0.25

0.40

0.45

0.55

0.75

0.85

I

Dabancheng, Urumchi County

1103.5

0.55

0.80

0.90

0.15

0.20

0.20

I

Bayinbuluke, Hejing County

2458.0

0.25

0.35

0.40

0.45

0.65

0.75

I

Tulufan City

34.5

0.50

0.85

1.00

0.15

0.20

0.25

II

Akesu City

1103.8

0.30

0.45

0.50

0.15

0.25

0.30

II

Kuche

1099.0

0.35

0.50

0.60

0.15

0.25

0.30

II

Kuerle City

931.5

0.30

0.45

0.50

0.15

0.25

0.30

II

Wuqia

2175.7

0.25

0.35

0.40

0.35

0.50

0.60

II

Kashi City

1288.7

0.35

0.55

0.65

0.30

0.45

0.50

II

Ahe City

1984.9

0.25

0.35

0.40

0.25

0.35

0.40

II

Pishan

1375.4

0.20

0.30

0.35

0.15

0.20

0.25

II

Hetian

1374.6

0.25

0.40

0.45

0.10

0.20

0.25

II

Minfeng

1409.3

0.20

0.30

0.35

0.10

0.15

0.15

II

Andihe, Minfeng County

1262.8

0.20

0.30

0.35

0.05

0.05

0.05

II

Yutian

1422.0

0.20

0.30

0.35

0.10

0.15

0.15

II

Hami

737.2

0.40

0.60

0.70

0.15

0.20

0.25

II

Haba River

532.6

0.55

0.75

0.85

I

Jimunai

984.1

0.70

1.00

0.15

I

89

Fuhai

500.9

0.30

0.45

0.50

I

Fuyun

807.5

0.65

0.95

1.05

I

Tacheng

534.9

0.95

1.35

1.55

I

Hebukesaier

1291.6

0.25

0.40

0.45

I

Qinghe

1218.2

0.55

0.80

0.90

I

Tuoli

1077.8

0.55

0.75

0.85

I

Beita Mountain

1653.7

0.55

0.65

0.70

I

Wenquan

1354.6

0.35

0.45

0.50

I

Jinghe River

320.1

0.20

0.30

0.35

I

Wusu

478.7

0.40

0.55

0.60

I

Shijiazi

442.9

0.50

0.70

0.80

I

Caijia Lake

440.5

0.40

0.50

0.55

I

Qitai

793.5

0.55

0.75

0.85

I

Baluntai

1752.5

0.20

0.30

0.35

II

0.20

0.30

0.35

II

Qijiaojing Kumishi

922.4

0.05

0.10

0.10

II

Yanqi

1055.8

0.15

0.20

0.25

II

Baicheng

1229.2

0.20

0.30

0.35

II

Luntai

976.1

0.15

0.25

0.30

II

90

Henan

Tuergete

3504.4

0.35

0.50

0.55

II

Bachu

1116.5

0.10

0.15

0.20

II

Keeping

1161.8

0.05

0.10

0.15

II

Alaer

1012.2

0.05

0.10

0.10

II

Tieganlike

846.0

0.10

0.15

0.15

II

Ruoqiang

888.3

0.10

0.15

0.20

II

Tajike

3090.9

0.15

0.25

0.30

II

Shache

1231.2

0.15

0.20

0.25

II

Qiemo

1247.5

0.10

0.15

0.20

II

Hongliu River

1700.0

0.10

0.15

0.15

II

Zhengzhou City

110.4

0.30

0.45

0.50

0.25

0.40

0.45

II

Anyang City

75.5

0.25

0.45

0.55

0.25

0.40

0.45

II

Xinxiang City

72.7

0.30

0.40

0.45

0.20

0.30

0.35

II

Sanmenxia City

410.1

0.25

0.40

0.45

0.15

0.20

0.25

II

Lushi

568.8

0.20

0.30

0.35

0.20

0.30

0.35

II

Mengjin

323.3

0.30

0.45

0.50

0.30

0.40

0.50

II

Luoyang City

137.1

0.25

0.40

0.45

0.25

0.35

0.40

II

Luanchuan

750.1

0.20

0.30

0.35

0.25

0.40

0.45

II

Xuchang City

66.8

0.30

0.40

0.45

0.25

0.40

0.45

II

91

hubei

Kaifeng City

72.5

0.30

0.45

0.50

0.20

0.30

0.35

II

Xixia

250.3

0.25

0.35

0.40

0.20

0.30

0.35

II

Nanyang City

129.2

0.25

0.35

0.40

0.30

0.45

0.50

II

Baofeng

136.4

0.25

0.35

0.40

0.20

0.30

0.35

II

Xihua

52.6

0.25

0.45

0.55

0.30

0.45

0.50

II

Zhumadian City

82.7

0.25

0.40

0.45

0.30

0.45

0.50

II

Xiyang City

114.5

0.25

0.35

0.55

0.65

0.55

0.65

II

Shangqiu City

50.1

0.20

0.35

0.45

0.30

0.45

0.50

II

Gushi

57.1

0.20

0.35

0.40

0.35

0.50

0.60

II

Wuhan City

23.3

0.25

0.35

0.40

0.30

0.50

0.60

II

Yun County

201.9

0.20

0.30

0.35

0.20

0.30

0.35

II

Fang County

434.4

0.20

0.30

0.35

0.20

0.30

0.35

III

Laohekou City

90.0

0.20

0.30

0.35

0.25

0.35

0.40

II

Zaoyang City

125.5

0.25

0.40

0.45

0.25

0.40

0.45

II

Badong

294.5

0.15

0.30

0.35

0.15

0.20

0.25

III

Zhongxiang

65.8

0.20

0.35

0.25

0.25

0.35

0.40

II

Macheng City

59.3

0.20

0.35

0.35

0.45

0.35

0.55

II

Enshi City

457.1

0.20

0.30

0.35

0.15

0.20

0.25

III

Lucongpo, Badong County

1819.3

0.30

0.35

0.40

0.55

0.75

0.85

III

92

hunan

Wufeng County

908.4

0.20

0.30

0.35

0.25

0.35

0.40

III

Yichang City

133.1

0.20

0.30

0.35

0.20

0.30

0.35

III

Jingzhou, Jiangling City

32.6

0.20

0.30

0.35

0.25

0.40

0.45

II

Tianmen City

34.1

0.20

0.30

0.35

0.25

0.35

0.45

II

Laifeng

459.5

0.20

0.30

0.35

0.15

0.20

0.25

III

Jiayu

36.0

0.20

0.35

0.45

0.25

0.35

0.40

III

Yingshan

123.8

0.20

0.30

0.35

0.25

0.40

0.45

III

Huangshi City

19.6

0.25

0.35

0.40

0.25

0.35

0.40

III

Changsha City

44.9

0.25

0.35

0.40

0.30

0.45

0.50

III

Sangzhi

322.2

0.20

0.30

0.35

0.25

0.35

0.40

III

Shimen

116.9

0.25

0.30

0.35

0.25

0.35

0.40

III

Nan County

36.0

0.25

0.40

0.50

0.30

0.45

0.50

III

Yueyang City

53.0

0.25

0.40

0.50

0.35

0.55

0.65

III

Jishou City

206.6

0.20

0.30

0.35

0.55

0.30

0.35

III

Yuanling

151.6

0.20

0.30

0.35

0.20

0.35

0.40

III

Changed City

35.0

0.25

0.40

0.50

0.30

0.50

0.60

II

Anhua

128.3

0.20

0.30

0.35

0.30

0.45

0.50

II

Yuanjiang City

36.0

0.25

0.40

0.45

0.35

0.55

0.65

III

Pingjiang

106.3

0.20

0.30

0.35

0.25

0.40

0.45

III

93

Guangdong

Zhijiang

272.2

0.20

0.30

Xuefeng Mountain

1404.9

Shaoyang City

248.6

0.20

0.30

Shuangfeng

100.0

0.20

Nanyue

1265.9

Tongdao

0.35

0.25

0.35

0.45

III

0.50

0.75

0.85

II

0.20

0.30

0.30

0.35

III

0.30

0.35

0.25

0.40

0.45

III

0.60

0.75

0.85

0.45

0.65

0.75

III

341.0

0.20

0.30

0.35

0.15

0.25

0.30

III

Wugang

341.0

0.20

0.30

0.35

0.15

0.30

0.35

III

Lingling

172.6

0.25

0.40

0.45

0.15

0.25

0.30

III

Hengyang City

103.2

0.25

0.40

0.45

0.20

0.35

0.40

III

Dao County

192.2

0.25

0.35

0.40

0.45

0.20

0.25

III

Binzhou City

184.9

0.20

0.30

0.35

0.20

0.30

0.35

III

Guangzhou City

6.6

0.30

0.50

0.60

Nanxiong

133.8

0.20

0.30

0.35

Lian County

97.6

0.20

0.30

0.35

Shaoguan

69.3

0.20

0.35

0.45

Fogang

67.8

0.20

0.30

0.35

Lianping

214.5

0.20

0.30

0.35

Mei County

87.8

0.20

0.30

0.35

Guangning

56.8

0.20

0.30

0.35

94

guangxi

Gaoyao

7.1

0.30

0.50

0.60

Heyuan

40.6

0.20

0.30

0.35

Huiyang

22.4

0.35

0.55

0.60

Wuhua

120.9

0.20

0.30

0.35

Shantou City

1.1

0.50

0.80

0.95

Huilai

12.9

0.45

0.75

0.90

Nan’ao

7.2

0.50

0.80

0.95

Xinyi

84.6

0.35

0.60

0.70

Luoding

53.3

0.20

0.30

0.35

Taishan

32.7

0.35

0.55

0.65

Shenzhen City

18.2

0.45

0.75

0.90

Shanwei

4.6

0.50

0.85

1.00

Zhanjiang City

25.3

0.50

0.85

0.95

Yangjiang

23.3

0.45

0.70

0.80

Dianbai

11.8

0.45

0.70

0.80

Shangchuan island, Taishan City

21.5

0.75

1.05

1.20

Xuwen

67.9

0.45

0.75

0.90

Nanning City

73.1

0.25

0.35

0.40

Guilin City

164.4

0.20

0.30

0.35

95

Hainan

Liuzhou City

96.8

0.20

0.30

0.35

Mengshan Mountain

145.7

0.20

0.30

0.35

Heshan Mountain

108.8

0.20

0.30

0.35

Baise City

173.5

0.25

0.45

0.55

Jingxi

739.4

0.20

0.30

0.35

Guiping

42.5

0.20

0.30

0.35

Wuzhou City

114.8

0.20

0.30

0.35

Longzhou

128.8

0.20

0.30

0.35

Lingshan Mountain

66.0

0.20

0.30

0.35

Yulin

81.8

0.20

0.30

0.35

Dongxin

18.2

0.45

0.75

0.90

Beihai City

15.3

0.45

0.75

0.90

Weizhou island

55.2

0.70

1.00

1.15

Haikou City

14.1

0.45

0.75

0.90

Dongfang

8.4

0.55

0.85

1.00

Dan County

168.7

0.40

0.70

0.85

Qiongzhong

250.9

0.30

0.45

0.55

Qionghai Sea

24.0

0.50

0.85

1.05

Sanya City

5.5

0.50

0.85

1.05

96

Sichuan

Lingshui

13.9

0.50

0.85

1.05

Xisha island

4.7

1.05

1.80

2.20

Shanhu island

4.0

0.70

1.10

1.30

Chengdu City

506.1

0.20

0.30

0.35

0.10

0.10

0.15

III

Shiqu

4200.0

0.25

0.30

0.35

0.30

0.45

0.50

II

Ruoergai

3439.6

0.25

0.30

0.35

0.30

0.40

0.45

II

Ganzi

3393.5

0.35

0.45

0.50

0.25

0.40

0.45

II

Dujiangyan City

706.7

0.20

0.35

0.35

0.15

0.25

0.30

III

Mianyang City

470.8

0.20

0.30

0.35

Yaan City

627.6

0.20

0.30

0.35

0.10

0.20

0.20

III

Ziyang

357.0

0.20

0.30

0.35

Kangding

2615.7

0.30

0.35

0.40

0.30

0.50

0.55

II

Hanyuan

795.9

0.20

0.30

0.35

Jiulong

2987.3

0.20

0.30

0.35

0.15

0.20

0.20

III

Yuexi

1659.0

0.25

0.30

0.35

0.15

0.20

0.20

III

Zhaojue

2132.4

0.25

0.30

0.35

0.25

0.35

0.40

III

Leibo

1474.9

0.20

0.30

0.35

0.20

0.30

0.35

III

Yibin City

340.8

0.20

0.30

0.35

Yanyuan

2545.0

0.20

0.30

0.35

0.20

0.30

0.35

III

97

Xichang City

1590.9

0.20

0.30

0.35

0.20

0.30

0.35

III

Huili

1787.1

0.20

0.30

0.35

Wanyuan

674.0

0.20

0.30

0.35

0.50

0.10

0.15

III

Langzhong

382.6

0.20

0.30

0.35

Bazhong

358.9

0.20

0.30

0.35

Daxian City

310.4

0.20

0.35

0.45

Fengjie

607.3

0.25

0.35

0.40

0.20

0.35

0.40

III

Suining City

278.2

0.20

0.30

0.35

Nanchong City

309.3

0.20

0.30

0.35

Liangping

454.6

0.20

0.30

0.35

Wanxian City

186.7

0.15

0.30

0.35

Neijiang City

347.1

0.25

0.40

0.50

Fuling City

273.5

0.20

0.30

0.35

Luzhou City

334.8

0.20

0.30

0.35

Xuyong

377.5

0.20

0.30

0.35

Dege

3201.2

0.15

0.20

0.25

II

Seda

3893.9

0.30

0.40

0.45

II

Daofu

2957.2

0.15

0.20

0.25

II

Aba

3275.1

0.25

0.40

0.45

II

98

Guizhou

Maerkang

2664.4

0.15

0.25

0.30

II

Hongyuan

3491.6

0.25

0.40

0.45

II

Xiaojin

2369.2

0.10

0.15

0.15

II

Songpan

2850.7

0.20

0.30

0.35

II

Xinlong

3000.0

0.10

0.15

0.15

II

Litang

3948.9

0.35

0.50

0.60

II

Daocheng

3727.7

0.20

0.30

0.35

III

Ermei Mountain

3047.4

0.40

0.50

0.55

II

Jinfo Mountain

1905.9

0.35

0.50

0.60

II

Guiyang City

1074.3

0.20

0.30

0.35

0.10

0.20

0.25

III

Weining

2237.5

0.25

0.35

0.40

0.25

0.35

0.40

III

Pan County

151.2

0.25

0.35

0.40

0.25

0.35

0.45

III

Tongzi

972.0

0.20

0.30

0.35

0.10

0.15

0.20

III

Xishui

1180.2

0.20

0.30

0.35

0.15

0.20

0.25

III

Bijie

1510.6

0.20

0.30

0.35

0.15

0.25

0.30

III

Zunyi City

843.9

0.20

0.30

0.35

0.10

0.15

0.20

III

Meitan

791.8

0.15

0.20

0.25

III

Sinan

416.3

0.20

0.30

0.35

0.10

0.20

0.25

III

Tongren

279.7

0.20

0.30

0.35

0.20

0.30

0.35

III

99

Yunnan

Canxi

1251.8

0.15

0.20

0.25

III

Anshun City

1392.9

0.20

0.30

0.35

0.20

0.30

0.35

III

Kaili City

720.3

0.20

0.30

0.35

0.15

0.20

0.25

III

Sansui

610.5

0.20

0.30

0.35

III

Xingren

1378.5

0.20

0.30

0.35

0.20

0.35

0.40

III

Luodian

440.3

0.20

0.30

0.35

Dushan

1013.3

0.20

0.30

0.35

III

Rongjiang

285.7

0.10

0.15

0.20

III

Kunming City

1891.4

0.20

0.30

0.35

0.20

0.30

0.35

III

Deqin

3485.0

0.25

0.35

0.40

0.60

0.90

1.05

II

Gongshan

1591.3

0.20

0.30

0.35

0.50

0.85

1.00

II

Zhongdian

3276.1

0.20

0.30

0.35

0.50

0.80

0.90

II

Weixi

2325.6

0.20

0.30

0.35

0.40

0.55

0.65

III

Zhaotong City

1949.5

0.25

0.35

0.40

0.15

0.25

0.30

III

Lijiang

2393.2

0.25

0.30

0.35

0.20

0.30

0.35

III

Huaping

1244.8

0.25

0.35

0.40

Huize

2109.5

0.25

0.35

0.40

0.25

0.35

0.40

III

Tengchong

1654.6

0.20

0.30

0.35

Lushui

1804.9

0.20

0.30

0.35

100

Baoshan City

1653.5

0.20

0.30

0.35

Dali City

1990.5

0.45

0.65

0.75

Yuanmou

1120.2

0.25

0.35

0.40

Chuxiong City

1772.0

0.20

0.35

0.40

Zhanyi, Qujing City

1898.7

0.25

0.30

0.35

Ruili

776.6

0.20

0.30

0.35

Jingdong

1162.3

0.20

0.30

0.35

Yuxi

1636.7

0.20

0.30

0.35

Yiliang

1532.1

0.25

0.40

0.50

Luxi

1704.3

0.25

0.30

0.35

Mengding

511.4

0.25

0.40

0.45

Lincang

1502.4

0.20

0.30

0.35

Lancing

1054.8

0.20

0.30

0.35

Jinghong

552.7

0.20

0.40

0.50

Simao

1302.1

0.25

0.45

0.55

Yuanjiang

400.9

0.25

0.30

0.35

Mengla

631.9

0.20

0.30

0.35

Jiangcheng

1119.5

0.20

0.40

0.50

Mengzi

1300.7

0.25

0.30

0.35

0.25

0.40

0.45

III

101

Tibet

Pingbian

1414.1

0.20

0.30

0.35

wenshan

1271.6

0.20

0.30

0.35

Guangnan

1249.6

0.25

0.35

0.40

Lhasa City

3658.0

0.20

0.30

0.35

0.10

0.15

0.15

III

Bange

4700.0

0.35

0.55

0.65

0.20

0.25

0.30

I

Anduo

4800.0

0.45

0.75

0.90

0.20

0.30

0.35

I

Naqu

4507.0

0.30

0.45

0.50

0.30

0.40

0.45

I

Rikaze City

3836.0

0.20

0.30

0.35

0.10

0.15

0.15

III

Zedang, Naidong County

3551.7

0.20

0.30

0.35

0.10

0.15

0.15

III

Longzi

3860.0

0.30

0.45

0.50

0.10

0.15

0.20

III

Suo County

4022.8

0.25

0.40

0.45

0.20

0.25

0.30

I

Changdu

3306.0

0.20

0.30

0.35

0.15

0.20

0.20

II

Linzhi

3000.0

0.25

0.35

0.40

0.10

0.15

0.15

III

Geer

4278.0

0.10

0.15

0.15

I

Gaize

4414.9

0.20

0.30

0.35

I

Pulan

3900.0

0.50

0.70

0.80

I

Shenzha

4672.0

0.15

0.20

0.20

I

Dangxiong

4200.0

0.25

0.35

0.40

II

Nimu

3809.4

0.15

0.20

0.25

III

102

Taiwan

Nielamu

3810.0

1.85

2.90

3.35

I

Dingri

4300.0

0.15

0.25

0.30

II

Jiangzi

4040.0

0.10

0.10

0.15

III

Cuona

4280.0

0.50

0.70

0.80

III

Pali

4300.0

0.50

0.70

0.80

II

Dingqing

3873.1

0.25

0.35

0.40

II

Bomi

2736.0

0.25

0.35

0.40

III

Chayu

2327.6

0.35

0.55

0.65

III

Taipei

8.0

0.40

0.70

0.85

Xinzhu

8.0

0.50

0.80

0.95

Yilan

9.0

1.10

1.85

2.30

Taizhong

78.0

0.50

0.80

0.90

Hualian

14.0

0.40

0.70

0.85

Jiayi

20.0

0.50

0.80

0.95

Magong

22.0

0.85

1.30

1.55

Gangshan

10.0

0.55

0.80

0.95

Taidong

10.0

0.65

0.90

1.05

Hengchun

24.0

0.70

1.05

1.20

Ali Mountain

2406.0

0.25

0.35

0.40

103

Tainan

14.0

0.60

0.85

1.00

Hong Kong

50.0

0.80

0.90

0.95

Henglan island

55.0

0.95

1.25

1.40

57.0

0.75

0.85

0.90

Hong Kong

Macao

104

D5 National Reference Snow Pressure, Wind Pressure Distribution and Snow Load Quasi-permanent Value coefficient Distribution Graph

D.5.1 National Reference Snow Pressure Distribution Graph (kN/m2)

105

Permanent Value Subarea

coefficient

D.5.2 Snow Load Quasi-permanent Value coefficient Zoning Map (kN/m2) 1-1-46-1

106

D.5.3 National Reference Wind Pressure Distribution Graph (kN/m2) 1-1-46-2

107

Appendix E Empirical Formula for the Structure Which is Natural Vibration Period E.1 High-rise Structure E.1.1 General Information T1=(0.007-0.013) H Steel structure may take high value while the reinforced concrete structure may take low value. E.1.2 Specific Structure 1 Chimney 1) Brick chimney whose height is not exceeding 60m:

T1 = 0.23 + 0.22 × 10 − 2

H2 d

(E.1.2-1)

2) Reinforced concrete chimney whose height is not exceeding 150m:

T1 = 0.41 + 0.10 × 10 − 2

H2 d

(E.1.2-2)

3) Reinforced concrete chimney whose height is exceeding 150m but not larger that 210m:

T1 = 0.53 + 0.08 × 10 − 2

H2 d

Where,

H ——is the chimney height (m); d ——is the outside diameter at the 1/2 height of the chimney. 2 Petrochemical industry tower (Figure 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 ,

T1 = 0.35 + 0.85 × 10 −3 H 2 / D 0

(E.1.2.1)

T1 = 0.25 + 0.99 × 10 −3 H 2 / D 0

(E.1.2.2)

If it is H 2 / D0 ≥ 700 ,

Where,

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); 108

D0 ——is the outside diameter of the equipment tower (m); as for variable diameter tower, the height of each section may be taken as weight. The weighted average of the outside diameter shall be taken.

Figure E1.2 Foundation Type of the Equipment Tower (a) Cylindrical base tower; (b) Cylinder base tower; (c) Base tower with rectangle (plate-type) framework; (d) Base tower with ring frame

2) Framework base tower (the wall thickness shall not be larger than 30mm)

T1 = 0.56 + 0.40 × 10 −3 H 2 / D 0

(E.1.2.3)

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. 4) When several towers are connected with the platform in a row, 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. As for the basic natural vibration period T1 of each tower which is vertical with the align direction, it may be gotten through that the basic natural vibration period multiplies reduction coefficient 0.9. E.2 High-rise Building E.2.1 General Condition 1 Steel structure T1=(0.10-0.15)n (E.2.1.1) 2 Reinforced concrete structure T1=(0.05-0.10)n (E.2.1.2) Where, n——is building storey. E.2.2 Specific Structure 1 Framework and frame-shear wall structure of reinforced concrete

T1 = 0.25 + 0.53 × 10 −3

H2 3

(E.2.1.3)

B

109

2 Reinforced concrete shear wall structure

T1 = 0.03 + 0.03 3

H B

(E.2.1.4)

Where, H——is the building total height (m); B——is the building width (m).

110

Appendix F Approximation of the Structural Mode Factor F.1 Based on the actual engineering, the structural modus factor shall be calculated according to the structural dynamics. Here, 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, only the approximation of modus factors of the aforesaid three kinds high-rise structures are given. The approximation of the modus factors from the first to the fourth of the former are given; while the first modus factor of the latter is given. In a typical case, only the impact of the first vibration type may be considered when it is down in wind. As for the resonance response which is crosswind, the frequency of the vibration mode from 1 to 4 shall be checked. Therefore, the first four corresponding modus factors are listed. F.1.1 As for the high-rise structure whose windward width is far less than its height, the modus factor may be adopted according to Table F.1.1. Table F.1.1 Modus Factor of the High-rise Structure Relative height

Modus SN

z/H

1

2

3

4

0.1

0.02

-0.09

0.23

-0.39

0.2

0.06

-0.30

0.61

-0.75

0.3

0.14

-0.53

0.76

-0.43

0.4

0.23

-0.68

0.53

0.32

0.5

0.34

-0.71

0.02

0.71

0.6

0.46

-0.59

-0.48

0.33

0.7

0.59

-0.32

-0.66

-0.40

0.8

0.79

0.07

-0.40

-0.64

0.9

0.86

0.52

0.23

-0.05

1.0

1.00

1.00

1.00

1.00

F.1.2 As for the high-rise building with larger width at the windward, when the shear wall and framework play the leading role, the modus factor may be adopted according to F.1.2.

111

Table F.1.2 Modus Factor of High-rise Building Relative height

Modus SN

z/H

1

2

3

4

0.1

0.02

-0.09

0.22

-0.38

0.2

0.08

-0.30

0.58

-0.73

0.3

0.17

-0.50

0.70

-0.40

0.4

0.27

-0.68

0.46

0.33

0.5

0.38

-0.63

-0.03

0.68

0.6

0.45

-0.48

-0.49

0.29

0.7

0.67

-0.18

-0.63

-0.47

0.8

0.74

0.17

-0.34

-0.62

0.9

0.86

0.58

0.27

-0.02

1.0

1.00

1.00

1.00

1.00

F.1.3 As for the high-rise structure whose section changes regularly with the height, the first modus factor may adopted according to Table F.1.3. Table F.1.3 The First Modus Factor of the High-rise Structure Relative

height

High-rise structure BH/Bo=1.0

0.8

0.6

0.4

0.2

0.1

0.02

0.02

0.0l

0.01

0.01

0.2

0.06

0.06

0.05

0.04

0.03

0.3

0.14

0.12

0.11

0.09

0.07

0.4

0.23

0.21

0.19

0.16

0.13

0.5

0.34

0.32

0.29

0.26

0.21

0.6

0.46

0.44

0.41

0.37

0.31

0.7

0.59

0.57

0.55

0.51

0.45

0.8

0.79

0.71

0.69

0.66

0.61

0.9

0.86

0.86

0.85

0.83

0.80

1.0

1.00

1.00

1.00

1.00

1.00

z/H

112

Appendix G Wording Explanation 1. In order to discriminate the provisions of this Code, the following wording conditions are explained as below: G.0.1 Words denoting a very strict or mandatory requirement: "Must" is used for affirmation; "must not" for negation. G.0.2 Words denoting a strict requirement under normal conditions: "Shall" is used for affirmation; "shall not" for negation. G.0.3 Words denoting a permission of a slight choice or an indication of the most suitable choice when conditions permit: "Should" is used for affirmation; "should not" for negation. "May" is used to express the option available, sometimes with the conditional permit.

113

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

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