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GB 50135-2019 English PDF

GB 50135: Historical versions

Standard ID	USD	BUY PDF	Lead-Days	Standard Title (Description)	Status
GB 50135-2019	RFQ	ASK	3 days	Code for design of high-rising structures	Valid
GB 50135-2006	RFQ	ASK	13 days	Code for design of high-rising structures	Obsolete

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Basic data

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: 206,270
Date of Issue: 2019-05-24
Date of Implementation: 2019-12-01
Issuing agency(ies): Ministry of Housing and Urban-Rural Development of the People's Republic of China; State Administration for Market Regulation

GB 50135-2019: Code for design of high-rising structures

---This is a DRAFT version for illustration, not a final translation. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.) will be manually/carefully translated upon your order.
1 General 1.0.1 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 equipm......

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