Search result: GB 50135-2019 (GB 50135-2006 Older version)
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Code for design of high-rising structures
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| Standard ID | GB 50135-2019 (GB50135-2019) | | Description (Translated English) | Code for design of high-rising structures | | Sector / Industry | National Standard | | Classification of Chinese Standard | P20 | | Classification of International Standard | 91.080.01 | | Word Count Estimation | 206,241 | | Date of Issue | 2019-05-24 | | Date of Implementation | 2019-12-01 |
GB 50135-2019 English name.Code for design of high-rising structures
1 General
1.0.1 This standard is formulated in order to achieve safety and applicability, advanced technology, economical rationality, quality assurance, and environmental protection in the design of high-rise structures.
1.0.2 This standard is applicable to tall steel and reinforced concrete structures, including broadcasting and television towers, tourist towers, communication towers, navigation towers, power transmission towers, petrochemical towers, atmospheric monitoring towers, chimneys, exhaust towers, water towers, mines Frames, observation towers, wind power towers, etc.
1.0.3 The design of high-rise structures should comprehensively consider issues such as fabrication, protection, transportation, on-site construction, and environmental impact and maintenance after completion.
1.0.4 The design of high-rise structures shall not only comply with the provisions of this standard, but also meet the provisions of the relevant current national standards.
2 Terms and symbols
2.1 Terminology
2.1.1 High-rising structure
Tall and slender structure.
2.1.2 steel tower
Self-supporting frame towering steel structure.
2.1.3 steel mast guyed steel mast
A towering steel structure made of columns and cables.
2.1.4 reinforced concrete cylindrical tower reinforced concrete cylindrical tower
It is a self-supporting high-rise structure with a cylindrical cross-section and reinforced concrete material.
2.1.5 prestressed anchor bolt prestressed anchor bolt
Anchored in the foundation through the anchor plate, it is used to connect the non-bonded prestressed anchor bolts of the superstructure.
2.1.6 Prestressed anchor rod in rock
A prestressed rock bolt consisting of a free section and an anchor section.
2.1.7 progressive collapse
Initial localized failure, which propagates from member to member, eventually leading to the collapse of the entire structure or of a portion of it disproportionate to the cause.
2.2 Symbols
2.2.1 Action and action effect.
Af—horizontal dynamic displacement amplitude of the tower under the action of wind pressure frequency;
b—basic ice thickness;
N——The design value of the tension force of the fiber rope;
q——the distributed gravity of the tower line;
qa——icing load per unit area;
ql——icing load per unit length;
l/rc—the bending deformation curvature at the representative section of the tower;
l/rdc——the seismic bending deformation curvature at the representative section of the tower;
SA——downwind wind load effect corresponding to the calculation of the critical wind speed in the across wind direction;
SL—wind vibration effect in the cross wind direction;
Swk—the effect of standard value of wind load;
△μ'—horizontal displacement difference between fiber rope layers;
Ve - the sum of the vertical components of the shear resistance on the sliding surface of the soil;
υcr——critical wind speed;
ω0——Basic wind pressure;
ωl—standard value of insulator string wind load;
ωk—the standard value of wind load acting on the unit projected area at the z height of the towering structure;
ω0, R—corresponding to the representative value of wind pressure with return period R;
ωx—standard value of horizontal wind load perpendicular to the direction of conductor and ground wire;
γ——Icing severity.
2.2.2 Calculation indicators.
C——corresponding limit value specified for deformation and cracks in towering structure design;
fw——design value of steel wire rope or steel strand strength;
fu - the minimum tensile strength of the anchor bolt after heat treatment;
Rt—the characteristic value of the pull-out bearing capacity of a single anchor;
σcrt—the local stability critical stress of the cylinder wall.
2.2.3 Geometric parameters.
A——The cross-sectional area of the component, the cross-sectional area of the steel wire rope or steel strand of the fiber rope, the cross-sectional area of the tower tube, and the area of the bottom surface of the foundation;
A1——calculated value of insulator string bearing wind pressure area;
d——the outer diameter of the conductor or ground wire or the calculated outer diameter when covered with ice, the diameter of circular section members, stay ropes, cables, and overhead lines, the outer diameter of the calculated section of the tower, and the diameter of the circular plate (ring)-shaped foundation bottom plate Outer diameter, bolt diameter;
d0 - the inner diameter of the petrochemical tower;
H—total height of towering structure;
h——the distance between fiber ropes and the height of ribs;
H1——the initial height of resonance critical wind speed;
hcr—critical depth calculated by soil weight method;
ht——uplifting depth on foundation;
l0——the calculated length of the shaft between the elastic support points;
rc—the average radius of the bottom section of the cylinder;
rco——section core distance (radius);
t - the thickness of the connecting piece, the thickness of the cylinder wall;
α0——uplift resistance angle calculated by soil weight;
θ—the angle between the wind direction and the direction of the conductor or ground wire (°), the angle between the tower column and the vertical line;
λ0——Converted slenderness ratio of the shaft between the elastic support points;
ф—half angle of the compression zone of the section.
2.2.4 Calculation coefficient and others.
A0—converted cross-sectional area of the horizontal section of the tower;
B1—wind load increase coefficient when icing;
B2——Wind load increase coefficient when the transmission tower components are covered with ice;
fR - the maximum rotation frequency of the wind rotor within the normal operating range;
fR, m—passage frequency of m wind rotor blades;
f0, n - the nth order natural frequency of the tower (in the state of the complete machine);
f0,1——the first-order natural frequency of the tower (in the state of the complete machine);
g—crest factor;
I10——10m high turbulent flow;
Re - Reynolds number;
St - Stroller number;
a1——the correction coefficient of ice coating thickness related to the member diameter;
a2—height increment coefficient of ice thickness;
at——half-angle coefficient of tensile reinforcement;
βz——wind vibration coefficient at height z, wind vibration coefficient of high transmission tower;
γ0——Importance coefficient of towering structure;
γR1——uplift stability coefficient of soil weight;
γR2—the pullout stability coefficient of foundation weight;
ε1—influence coefficient of wind pressure fluctuation and wind pressure altitude change;
ε2——Influence coefficient of mode shape and structure shape;
εq—coefficient that comprehensively considers wind pressure fluctuation, height change and mode shape influence;
λj——resonance region coefficient;
μs—coefficient of wind load shape;
μsc—the shape factor of the wire or ground wire;
μsn——shape coefficient component perpendicular to the beam;
μsp——shape coefficient component parallel to the beam;
μz—coefficient of wind pressure altitude change at height z;
ξ——the pulsation increase coefficient, the stiffness reduction coefficient when the lattice mast shaft is pressed against the bent member;
Ф——wind protection coefficient;
ψ—inhomogeneous strain coefficient of longitudinal tensile steel bars between cracks, shape coefficient of annular foundation bottom plate;
ψwE—coefficient of combined value of wind load in basic seismic combination;
ωhs, ωhp—characteristic coefficients of the horizontal section of the tower;
ωv—characteristic coefficient of the vertical section of the tower.
3 Basic Regulations
3.0.1 This standard adopts the limit state design method based on probability theory, measures the reliability of structural components with reliability indicators, and uses the design expressions of partial coefficients for design.
3.0.2 The design reference period adopted in this standard is 50 years.
3.0.3 The design service life of towering structures shall meet the following requirements.
1 The design service life of particularly important towering structures should be 100 years;
2 The design service life of general high-rise structures should be 50 years;
3 For communication towers built on existing buildings or structures, the design service life should match the subsequent design service life of the existing structure;
4 The design service life of the wind power tower should match the design service life of the power generation equipment;
5 For towering structures with other special requirements, the service life should be determined according to specific conditions.
3.0.4 Towering structures shall meet the following functional requirements within the specified design service life.
1 During normal construction and use, it can bear various loads and functions that may occur;
2 In normal use, it has good working performance;
3 Under normal maintenance, it has sufficient durability;
4 When accidental events occur, the structure can maintain the necessary overall stability, and there will be no damage consequences that do not correspond to the cause, so as to prevent continuous collapse of the structure.
3.0.5 In the design of high-rise structures, different safety levels should be adopted according to the possible consequences of structural damage and the severity of endangering human life, causing economic losses, and causing social and environmental impacts. The division of safety levels for towering structures shall comply with the provisions in Table 3.0.5 and shall comply with the following provisions.
1 The safety level of towering structures shall be adopted in accordance with the requirements in Table 3.0.5.
Table 3.0.5 Safety Levels of Towering Structures
Note. 1 For special high-rise structures, their safety level can be determined separately according to specific conditions;
2 For wind power towers, the safety level shall be Class II.
2 The structural importance coefficient γ0 shall be adopted according to the following provisions.
1) For structural components with a safety level of Class I, it shall not be less than 1.1;
2) For structural components with a safety level of Class II, it should not be less than 1.0;
3) For structural components with a safety level of three, it should not be less than 0.9.
3.0.6 Towering structures shall be designed according to the limit state method, except that the fatigue design adopts the allowable stress method.
3.0.7 For the limit state of bearing capacity, towering structures and components shall be designed according to the basic combination and accidental combination of load effects.
1 The basic combination shall adopt the most unfavorable combination in the following limit state design expressions.
1) Combination of variable load effect control.
2) Combination of permanent load effect control.
In the formula. γ0——importance coefficient of high-rise structure, determined according to the provisions of Clause 2 of Article 3.0.5 of this standard;
γGj—the jth permanent load sub-item factor, adopted according to Table 3.0.7-1;
γQ1, γQi—the sub-item coefficients of the first variable load and other i-th variable loads, generally 1.4; when the variable load effect is beneficial to the structure, the sub-item coefficient is 0;
γLi——the adjustment factor of the i-th variable load considering the design service life, where γL1 is the adjustment factor considering the design service life of the dominant variable load Q1;
SGjk——the load effect value calculated according to the jth permanent load standard value Gjk;
SQiK——the load effect value calculated according to the i-th variable load standard value QiK;
ψQi—coefficient of combination value of variable load Qi, value shall be taken according to industry standard, and shall be adopted according to Table 3.0.7-2 when there is no special requirement in industry standard;
m—the number of permanent loads participating in the combination;
n - the number of variable loads participating in the combination;
R(γk, fk, ak)——structural resistance;
γR—subitem coefficient of structural resistance, its value should meet the structural design standards of various materials;
fk—standard value of material properties;
ak——Standard value of geometric parameters. When the variation of geometric parameters has obvious influence on structural members, an additional value △a can be added or decreased to consider its adverse effects.
Table 3.0.7-1 Sub-item factor of permanent load
Note. γG of wire or rope tension in the initial state is 1.4.
Table 3.0.7-2 Variable load combination value coefficient table in different load basic combinations
Note. 1 G represents permanent load such as self-weight, W, A, I, T, L represent wind load, installation and maintenance load, ice load, temperature effect and live load of tower roof or platform respectively;
2 For tall structures with towers or platforms, when the quasi-permanent value of the live load on the top of the tower and the outer platform surface plus the combined value of the snow load is greater than the combined value of the live load, the combined live load value of the platform is changed to the quasi-permanent value, that is, ψCL is changed to is 0.40, and the snow load combination coefficient ψCS is 0.70 in combination Ⅰ, Ⅲ and Ⅳ;
3 In the combination II, ψCW can be taken as 0.25～0.70, that is, generally taken as 0.25, but 0.25W0≥0.15kN/m2; for the area with strong winter wind after icing, the corresponding value should be selected according to the survey;
4 In combination Ⅲ, ψCW may be taken as 0.60, but when the temporarily fixed structure encounters strong wind, ψCW=1.00 shall be taken, and the calculation shall be carried out according to the temporarily fixed condition;
5 In the table, ψCW, ψCA, ψCI, ψCT, and ψCL are wind loads, installation and maintenance loads, ice loads, temperature effects, and variable load combination coefficients of live loads on tower roofs or platforms, respectively.
2 The following regulations shall be complied with when adopting accidental combination design.
1) In the limit state check calculation of the accidental combination bearing capacity of towering structures, the representative value of accidental action shall not be multiplied by the sub-item coefficient, and the variable load that occurs simultaneously with the accidental action shall adopt an appropriate representative value according to the observation data and engineering experience;
2) The specific expressions and parameters should be determined according to the current relevant national standards.
3.0.8 In the seismic design of towering structures, the basic combination shall adopt the following limit state expressions.
In the formula. S——the design value of the internal force combination of the structural member, including the design value of the combined bending moment, axial force and shear force, etc.;
γEh, γEv—sub-item coefficients of horizontal and vertical seismic action, adopted according to the provisions in Table 3.0.8;
γw—— wind load sub-item coefficient, take 1.4;
SGE——the effect of the representative value of gravity load, which can be adopted according to the provisions of Article 4.4.13 of this standard;
SEhk—the effect of the standard value of horizontal seismic action;
SEvk—the effect of the standard value of vertical seismic action;
Swk—the effect of standard value of wind load;
ψwE—coefficient of wind load combination value in the basic combination of seismic resistance, which can be taken as 0.2; for wind power towers, it can be taken as 0.7;
R—resistance, calculated according to the relevant provisions of the corresponding chapters of this standard;
γRE——Seismic adjustment coefficient of bearing capacity, to be taken according to relevant standards.
Table 3.0.8 Partial coefficients of earthquake action
3.0.9 For the limit state of normal service, according to different design requirements, the combination of short-term effects of loads (standard combination or frequent combination) and long-term effect combination (quasi-permanent combination) should be used for design, and the effects of deformation, cracks, etc. The representative value should comply with the following formula.
Sd≤C (3.0.9-1)
In the formula. Sd——representative value of deformation, crack and other effects;
C——The corresponding limit values specified by the design for deformation, cracks, acceleration, amplitude, etc., shall comply with the provisions of Article 3.0.11 of this standard.
1 standard combination.
2 frequently encountered combinations.
3 quasi-permanent combinations.
In the formula. ψf1——frequent value coefficient of the first variable load, to be taken according to Table 3.0.9;
ψqi — quasi-permanent value coefficient of the i-th variable load, to be taken according to Table 3.0.9.
Table 3.0.9 Combination value, frequent value and quasi-permanent value coefficient table of variable loads commonly used in towering structures
Note. 1 The division of snow load should be carried out according to the current national standard "Code for Loading of Building Structures" GB 50009;
2 The ψc of the wind load is only used as 0.2 in the seismic calculation.
3.0.10 When the towering structure is designed according to the limit state of normal service, the representative value of the variable load can be selected according to Table 3.0.10.
Table 3.0.10 Representative values of variable loads when high-rise structures are designed according to the limit state of normal service
2 When calculating the natural frequency, the influence of the foundation should be considered;
3 For the same type of tower, it is advisable to do on-site dynamic measurement or monitoring;
4 When calculating the natural frequency, in order to consider the influence of uncertain factors, the frequency should have a fluctuation of ±5%.
3.0.14 Geotechnical investigation shall be carried out before the foundation design of towering structures.
3.0.15 Under the following conditions, high-rise steel structures may not be subjected to seismic checks.
1 The fortification intensity is 6 degrees, towering steel structure and its foundation;
2 The fortification intensity is less than or equal to 8 degrees, and the steel tower without tower and its foundation in Category I and II sites;
3 Steel masts with fortification intensity less than 9 degrees.
3.0.16 For towering structures, the horizontal seismic action in the two main axis directions and the diagonal direction shall be calculated separately, and the seismic check calculation shall be carried out.
3.0.17 The mode-shape decomposition response spectrum method shall be adopted for the earthquake action calculation of towering structures. For high-rise structures of key fortification and special fortification, the time-history analysis method should be used for checking calculation, and the selection of seismic waves should be carried out in accordance with the current national standard "Code for Seismic Design of Buildings" GB 50011.
3.0.18 The calculation of the torsional seismic effect of towering structures shall adopt a spatial model.
4 Load and action
4.1 Classification of load and action
4.1.1 The loads and actions on towering structures can be divided into the following three categories.
1 Permanent load and function. self-weight of the structure, weight of fixed equipment, material weight, soil weight, earth pressure, tension of cable or fiber rope in the initial state, prestress inside the structure, deformation of the foundation, etc.;
2 Variable loads and effects. wind loads, dynamic effects of mechanical equipment, icing loads, frequent earthquake effects, snow loads, installation and maintenance loads, live loads on tower floors or platforms, temperature effects, etc.;
3.Accidental load and action. cable breakage, impact, explosion, rare earthquake action, etc.
4.1.2 The load and action shall be determined according to the following principles.
1 Only the standard values of wind load, icing load and earthquake action are listed;
2 The effect of mechanical vibration is calculated and provided by mechanical professionals according to the law of mechanical operation;
3 Other loads shall be carried out according to the current national standard "Code for Building Structure Loads" GB 50009.
4.2 Wind load
4.2.1 The standard value of wind load acting vertically on the unit calculation area of the towering structure surface shall be calculated according to the following formula.
ωk=βzμsμzω0 (4.2.1)
In the formula. ωk——the standard value of wind load acting on the unit projected area at z height of the towering structure (kN/m2);
ω0——Basic wind pressure (kN/m2), the value shall not be less than 0.35kN/m2;
μz—coefficient of wind pressure altitude change at height z;
μs—coefficient of wind load shape;
βz—wind vibration coefficient at height z.
4.2.2 The basic wind pressure ω0 should be based on the local open and flat ground, 10m high from the ground, 50-year return period, and 10min average annual maximum wind speed. And should meet the provisions of Article 4.2.1 of this standard.
4.2.3 When the basic wind pressure value of the city or construction site is not given on the national basic wind pressure map of the current national standard "Code for Building Structure Loads" GB 50009, the basic wind pressure value can be based on the local annual maximum wind speed data, According to the definition of basic wind pressure, it is determined through statistical analysis, and the influence of sample size should be considered in the analysis. When there is no local wind speed data, it can be determined according to the basic wind pressure or long-term data specified in the nearby area, through comparative analysis of meteorological and topographical conditions; it can also be determined according to the national basic wind pressure distribution map in the current national standard "Code for Building Structure Loads" GB 50009 Sure.
4.2.4 The wind pressure at a height of 10m in mountainous and remote areas shall be determined through field investigation and comparative observation and analysis. In general, it can be adopted by multiplying the basic wind pressure in the nearby area by the following adjustment coefficient.
1 For closed terrain such as intermountain basins and valleys, the adjustment coefficient is 0.75 to 0.85;
2 For valley passes and mountain passes that are consistent with the wind direction, the adjustment coefficient is 1.20~1.50.
4.2.5 For the 10m-high wind pressure on the coastal sea surface and islands, when there is no actual data, it may be adopted by multiplying the basic wind pressure on the adjacent land by the adjustment coefficient specified in Table 4.2.5.
Table 4.2.5 Basic wind pressure adjustment coefficients for sea surface and islands
4.2.6 The height variation coefficient of wind pressure, for flat or slightly undulating terrain, should be determined according to Table 4.2.6 according to the category of ground roughness.
Table 4.2.6 Wind pressure height variation coefficient μz
1 Ground roughness can be divided into four categories. A, B, C, and D.
1) Category A refers to offshore sea, islands, coasts, lake shores and desert areas;
2) Category B refers to fields, villages, jungles, hills and towns with sparse houses;
3) Category C refers to urban areas with dense building groups;
4) Class D refers to urban areas with dense building groups and high housing.
2 When determining the ground roughness category of urban areas, when there is no actual measurement data, it can be determined according to the following principles.
1) With the proposed high-rise structure as the center, the density of buildings and structures within the influence range of the windward semicircle with a radius of 2km is used to distinguish the roughness category,...
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UDC
NATIONAL STANDARD
OF THE PEOPLE'S REPUBLIC OF· CHINA
Code for Design of High-rising Structures
ISSUED ON. DECEMBER 11 , 2006
IMPLEMENTED ON. MAY 1, 2007
.Jointly Issued by .Ministry of Construction of the People's Republic of China
General Administration of Quality Supenision, Inspection
and Quarantine of the People's Republic of China
NATIONAL STANDARD
OF THE PEOPLE'S REPUBLIC OF CHINA
Code for Design of High-rising Structures
Ch ief Development Department. Shanghai Urban Construction and Communications Commission
Approval Department. Ministry of Construction of the People's Republic of China
Implementation Date. May 1, 2007
Beijing 2007
Announcement of the Ministry of Construction of the
People's Republic of China
No. 524
Notice on Publishing the National Standard of "Code for Design of
High-rising Structures"
"Code for Design of High-rising Structures" has been approved as a national standard
with a serial number of GB 50135-2006, and will be implemented since May 1, 2007.
Therein, Articles 3.0.4, 4.2.1 , 4.4.1 , 5.1. 1, 5.1.2, 6.5.5, 6.5.6, 7.1.1, 7.1.3, 7.1.4, 7.2.5 and
7.4.1 are compulsory provisions and must be enforced strictly. The original "Code for Design
of High-rising Structures" GBJ 135-90 shall be abolished simultaneously.
Authorized by Standard and Ration Institute of the Ministry of Construction, this code is
published and distributed by China Planning Press .
Ministry of Construction of the People's Republic of China
December 11 , 2006
Foreword
According to the req uirements of Document Jian Biao [1999] No. 308 issued by the
Ministry of Construction - "Notice on Printing the Development and Revision Plan of
National Engineering Construction Standards in 1999", Tongji University and relevant design,
teaching, scientific research and construction unit compose a code revision group to make a
comprehensive revision for "Code for Design of High-rising Structures" GBJ 135 -90.
In the revision process. this draft was completed after repeated mod ification and
organization of contrast design by carrying out a lot of sectoral study, summing up design
experience in recent years and referring to relevant content of other codes both abroad and
home, and soliciting op inions of units all concerned nationwide via seminar, letter and other
ways.
The revised code comprises of 7 chapters and 4 Appendixes, with the main contents are.
extended the scope of application of code, including power transmission tower, communication
tower; according to the general format of this cycle of code revision, added Chapter 2 "Terms
and Symbols" ; coordinated with the relevant content of new code issued by the nation
recently; specified the representative value of the variable load when various high-rising
structures are designed according to normal use limit state; proposed technical conditions for
high-rising structures adopting vibration control; specified the calculation for the mast wind
vibration factor; specified the calculation for the temperature effect of high-ris ing structures
with tower; proposed Eiffel effect of steel tower and corresponding structural measures;
specified the radius-thickness ratio of the monotube tower; added calculation method for the
flexible flange; added code for design of prestressed concrete in the high-ris ing structures;
proposed foundation type-selection of the high-rising structures; added design and structural
requirements of pulling test foundation of high-rising structures; added provisions for the pile
fou ndation design of high-rising structures; added performance of common steel products in
the high-ris ing structures in the appendix.
The provisions printed in bold type are compulsory provisions and must be enforced
strictly.
The Ministry of Construction ts 111 charge of the administration of this code and the
explanation of the compulsory provisions, and Tongji University is in charge of the
explanation of the specific technical contents. All relevant organizations are kind ly requested
to sum up and accumulate your experiences in actual practices during the process of
implementing this code. The relevant opinions and advice, whenever necessary, can be posted
or passed on to national standard "Code for Design of High-rising structures" handling crew
of Department of Building Engineering·Tongji University (address. 1239 Siping Road,
Shanghai, 200092, China; Fax. +86-21 -65984889).
Ch ief Development Organization, Patiicipating Organizations and Major Drafting Staffs
of this code.
Chief Development Organization. Tongji Un iversity
Patiicipating Organizations. Radio, Film and Television Design and Research Institute)
China Academy of Building Research
Beijing Radio, TV & Film Equipment Plant
Luoyang Petrochemical Engineering Corporation/SINOPEC
Zhongye Changtian International Engineering Co., Ltd.
China Electronics Engineering Design Institute
China Southwestern Architectural Design Institute
Baotou Engineering and Research Corporation of Iron and
Steel Industry
Beijing General Municipal Engineering Design & Research
Institute
E lectrical Planning and Design Institute
East China Power Design Institute
Northwest Electric Power Design Institute
Northeast Electric Power Design Institute
Southwest Power Design Institute
Dalian University ofTechnology
Southeast University
Hunan University
Wuhan University ofTechnology
China Information Technology Consulting and Designing
Institute
Hebei Electric Power Design & Research Institute
Qingdao East Steel Tower Stock Co., Ltd.
DY-Link Engineering & Technologies Co., Ltd.
Major Drafting Staffs. Wang Zhaomin, Ma Renle (The following are in a~phabetical
order)
Ma Xing, Niu Chunliang, Wang Jun, Wang Jianlei, Wang Mogeng,
Deng Hongzhou, Le Junwang, Gu Tianchun, Liu Dahu i,
He Yaozhang, He Jianping, He M injuan, Song Yupu,
Zhang Chunkui, Zhang Xiangting, Li Aiqun, Li Xilai ,
Yang Chuntian, Shen Zhirong, Xiao Kejan, Chen Junling,
Zhou Wei, Luo Mingda, Lou Yu, Jing Jianzhong, Zhao Dehou,
Tang Yude, Tang Guoan, Xia Fulai, Xu Chuanheng, Xu Huagang,
Qin Yifen, Huang Xin, Shu Xingping, Jiang Shoushi,
Jiang Yande, Han Huiru, Ju Jianying and Zhai Weilian
Contents
General Provisions ... 1
2 Terms and Sy1nbols ... 2
2.1 Terms ... 2
2 .2 Symbols ... 2
3 General Rules ... 10
4 Load and Action ... l6
4.1 Classification of Load and Action ... 16
4.2 Wind Loads ... 16
4.3 Ice Coating Load ... 33
4.4 Seismic Action and Seismic Checking ... 34
4.5 Temperature Effect and Action Effect ... 39
5 Steel Tower and Mast Structure ... 40
5.1 General Requirements ... 40
5.2 Inner Force Analysis on Steel Tower Mast Structure ... 40
5.3 Deformation and Monolithic Stabil ity of the Steel Tower Mast Structure ... 41
5.4 Cordelle ... 42
5.5 Axial Tensile Members and Axial Compressive Members ... 42
5.6 Eccentric Tension and Eccentric Compression Member ... 46
5.7 Welded joint Connection Calculation ... 50
5.8 Bolting Calculation ... 52
5.9 Calculation of Flange Plate Connecting ... 53
5.10 Construct Requirements for the Mast Structure of the Steel Tower ... 58
6 Concrete Cylindrical Tower ... 62
6.1 General Requirements ... 62
6.2 Calculation of the Distortion of the Tower Body and the Internal Force of the
Section of the Tower Drum ... 63
6.3 Calculation of the Ultimate Bearing Capacity of the Drum ... 70
6.4 Calculation of the Limit Service State ofthe Drum ... 73
6.5 Structure Requirement for Concrete Tower Cylinder... 80
7 Groundwork and Foundation ... 83
7.1 General Requirements ... 83
7.2 Groundwork Calculation ... 85
7.3 Foundation Design ... 90
7.4 Up-lift Resistance Stableness and Antiskid Stabilization of the Foundation ... 99
Appendix A Material and Connection ... 104
Appendix 8 Axial Compression Steei Member Stability Factor ... 109
Appendix C Under Eccentric Load Function, when Round, Ring Foundation Base are
Removed, the Foundation Pressure Calculation Factor r, ( ... 112
Appendix D Foundation and Anchor Slab Up-lift Resistance Stability Calculation ... I 14
Explanation of Wording in This code ... 119
1 General Provisions
1.0.1 This code is fonnulated with a view to ensure the safety, application, state-of-art
techno logy, economic feasibility and guarantee quality in the design of high-rising structures.
1.0.2 This code is applicable to the design of high-rising structures of steel and reinforced
concrete, including broadcasting tower, communication tower, navigation tower, transmission
tower, petrochemical tower, atmospheric monitoring tower, chimney, exhaust tower, water
tower, pithead, wind power generation tower and other structures.
1.0.3 This code is formulated based on the existing national standard "Unified Standard
Reliability Design of Building Structures" GB 50068.
1.0.4 When designing the high-rising structures and selecting structural plans, it is necessary
to consider the fabrication, transportation, installation and concreting, environmental impact
after construction and completion and maintaining.
1.0.5 When designing the high-rising structures, not only shall this code be applied, but
shall also cu...
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