GB 55001-2021 PDF English
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GB 55001-2021: Unified standard for reliability design of engineering structures---This is an excerpt. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.), auto-downloaded/delivered in 9 seconds, can be purchased online: https://www.ChineseStandard.net/PDF.aspx/GB55001-2021
GB
NATIONAL STANDARD OF THE
PEOPLE’S REPUBLIC OF CHINA
UDC
P GB 55001-2021
General code for engineering structures
Issued on. APRIL 09, 2021
Implemented on. JANUARY 01, 2022
Issued by. Ministry of Housing and Urban-Rural Development of PRC;
State Administration for Market Regulation.
Table of Contents
Foreword... 3
1 General... 6
2 Basic requirements... 6
2.1 Basic requirements... 6
2.2 Safety level and design service life... 8
2.3 Structural analysis... 9
2.4 Action and combination of actions... 10
2.5 Material and geotechnical properties AND structural geometric parameters 11
3 Structural design... 12
3.1 Design method of partial coefficient in limit state... 12
3.2 Other design methods... 17
4 Structural action... 17
4.1 Permanent action... 17
4.2 Floor and roof live loads... 18
4.3 Crowd load... 24
4.4 Crane load... 24
4.5 Snow load and icing load... 25
4.6 Wind load... 26
4.7 Temperature action... 28
4.8 Accidental actions... 29
4.9 Water flow force and ice pressure... 29
4.10 The action of specialized fields... 30
Appendix A Symbols... 32
1 General
1.0.1 In order to implement the construction policy in engineering construction,
ensure the safety, applicability, durability of the project structure, meet the
needs of normal use and green development of construction projects, this Code
is hereby formulated.
1.0.2 The engineering structure must implement this Code.
1.0.3 Whether the technical methods and measures, which are adopted in the
engineering construction, meet the requirements of this Code, shall be
determined by the relevant responsible entities. Among them, innovative
technical methods and measures shall be demonstrated AND meet the relevant
performance requirements in this Code.
2 Basic requirements
2.1 Basic requirements
2.1.1 The structure must meet the following requirements, within the design
service life.
2.1.2 The structure system shall have a reasonable force transmission path,
which can transmit the various actions, that the structure may bear, from the
point of action to the force-resisting members.
2.1.3 When accidental events, such as explosions, collisions, rare earthquakes,
etc. as well as human errors, that may be encountered, the structure shall
maintain the overall stability. There shall be no destructive consequence, that
is not commensurate with the cause. In the event of a fire, the structure shall
be able to maintain the bearing capacity and overall stability, within the specified time.
2.1.4 According to the impact of environmental conditions on durability,
structural materials shall take corresponding protective measures.
2.1.5 The structural design shall include the following basic contents.
2.1.6 The structure shall be constructed, in accordance with the design
documents. During the construction process, technical measures and
management measures shall be taken, to ensure construction quality and
construction safety.
2.1.7 The structure shall be used, according to the purpose, which is specified
in the design. It shall check the structure regularly; carry out necessary
maintenance and repair. The following behaviors, that affect the safety of the
structure, are strictly prohibited.
2.1.8 Before dismantling the structure or its components, it shall formulate a
detailed dismantling scheme and plan; establish an emergency plan for
unexpected situations, that may occur during the dismantling process. The
demolition of the structure shall follow the principles of reduction, resource
utilization, recycling.
2.2 Safety level and design service life
2.2.1 In structural design, different safety levels shall be adopted, according to
2.3 Structural analysis
2.3.1 The action effects of structural members and their connections shall be
determined, by a structural analysis method, that considers factors such as
mechanical equilibrium conditions, deformation coordination conditions,
material time-varying characteristics, stability.
2.3.2 The calculation model, which is used in the structural analysis, shall be
able to reasonably reflect the effect of the structure, under the action of related
factors. The simplifications or assumptions, which are used in the analysis, shall
be based on theory and engineering practice. If there is no mature experience,
the rationality shall be verified through tests. The boundary conditions set during
the analysis shall conform to the actual situation of the structure.
2.4 Action and combination of actions
2.4.1 The structural actions shall be divided into permanent actions, variable
actions, accidental actions, according to the time-varying characteristics. Their
representative values shall meet the following requirements.
2.4.3 A unified design base period shall be adopted, when determining the
representative value of variable actions. When the design base period, which
is adopted by the structure, is not 50 years, the variable action value, which is
specified in this Code, shall be adjusted, in accordance with the principle of
consistency of the indicators.
2.4.4 For the various actions, that may appear during the construction and use
of the structure, BUT are not specified in this Code, the magnitude of the value
shall be determined, according to the design service life of the structure, the
design reference period, and the guaranteed rate.
2.5 Material and geotechnical properties AND structural
geometric parameters
2.5.1 When selecting structural material types and material specifications, for
structural design, it shall consider various environmental factors, that may affect
durability.
2.5.2 Material properties shall be determined, by standardized test methods.
Where there is a difference between the actual application conditions and the
test conditions, the test value shall be corrected.
3 Structural design
3.1 Design method of partial coefficient in limit state
3.1.1 The limit state, which involves personal safety and structural safety, shall
be regarded as the limit state of bearing capacity. When a structure or structural
member is in one of the following states, it shall be considered that the load-
bearing capacity limit state is exceeded.
3.1.2 The limit state, which involves the normal use function, the comfort of the
personnel, the appearance of the building, of the structure or structural unit,
shall be regarded as the normal use limit state. When a structure or structural
member is in one of the following states, it shall be deemed to have exceeded
the normal use limit state.
3.1.10 When the structure or structural member is designed, according to the
limit state of bearing capacity, the following requirements shall be met.
3.1.11 When the structure or structural member is designed, according to the
normal use limit state, the effect design value of the action combination shall
not exceed the effect limit, which is required by the design.
3.1.12 The structural importance factor γ0 shall not be less than the provisions
3.1.13 The partial coefficient of the action of the building structure shall be taken,
according to the following provisions.
3.1.14 The partial coefficient, for the permanent actions of highway bridge and
culvert structures, shall be adopted in accordance with Table 3.1.14.
3.1.15 The partial coefficients for the action of port engineering structure shall
be adopted, in accordance with Table 3.1.15.
3.1.16 The adjustment factor γL of the variable load of house construction,
considering the design service life, shall be adopted according to the following
requirements.
3.2 Other design methods
3.2.1 When adopting the allowable stress method for structural design, the
stress value of the structure, under the standard combination or seismic
combination, shall not exceed the allowable stress value of the material.
3.2.2 When the safety factor method is adopted for structural design, the effect
value of the structure, under the action standard combination or seismic
combination, after multiplied by the safety factor, shall not exceed the
resistance value of the structure or member.
3.2.3 For the fatigue failure of the structure or structural members AND the
design under normal use conditions, the corresponding fatigue load model and
check calculation expressions shall be adopted, according to the design requirements.
4 Structural action
4.1 Permanent action
4.1.1 The standard value of the self-weight of the structure shall be calculated
and determined, according to the design size of the structural member AND the
material density. For materials and members, which have large variations in
their own weight, the upper limit of the standard value of the dead weight is
taken, when it is unfavorable to the structure; the lower limit is taken, when it is
favorable for the structure.
4.2 Floor and roof live loads
4.2.1 When the equivalent uniform live load method is adopted for design, it
shall be ensured that, the load effect produced by it is equivalent to the most
unfavorable stacking situation. In the area with more or heavier stacking on the
building floor and roof, it shall consider the load, according to the actual situation.
4.2.2 The standard values of uniform live load, their combined value coefficients,
frequency coefficients, quasi-permanent value coefficients, on the floor of civil
buildings, under general use conditions, shall not be less than those specified
in Table 4.2.2.When the use load is large, the situation is special or there are
special requirements, it shall be adopted according to the actual situation.
4.2.3 The standard values of uniform live load, their combined value coefficients,
frequency coefficients, quasi-permanent value coefficients, on the floor of car
passages and passenger car parking garages, shall not be less than those
specified in Table 4.2.3.When the application conditions do not meet the
requirements of this Table, the local load of the wheel shall be converted into
an equivalent uniform load, according to the principle of effect equivalence.
4.3 Crowd load
4.3.1 The standard value of the crowd load of highway bridges shall be adopted,
in accordance with the following requirements.
4.3.1.For continuous structures with unequal spans, the maximum
calculated span shall prevail;
4.4 Crane load
4.5 Snow load and icing load
4.5.1 The standard value of snow load, on the horizontal projection surface of
the roof, shall be the product of the snow distribution coefficient of the roof area
AND the basic snow pressure.
4.5.2 The basic snow pressure shall be calculated, according to the snowfall
observation data, under open and flat terrain conditions, using an appropriate
probability distribution model, with a 50-year return period. For structures, that
are sensitive to snow loads, the snow load value shall be increased, according
to the ratio of the snow pressure to the basic snow pressure, during the 100-
year return period.
4.5.3 When determining the basic snow pressure, the annual maximum snow
pressure observation value shall be used, as the basis of analysis. Where there
is no snow pressure observation data, the calculation value of annual maximum
snow pressure shall be expressed as the product of regional average
equivalent snow density, multiplied by the observed value of annual maximum
snow depth, AND the acceleration of gravity.
4.5.4 The snow distribution coefficient of the roof shall be determined, according
to the roof form. At the same time, it shall consider various possible snow
distribution conditions, such as uniform distribution and non-uniform distribution.
When the snow sliding on the roof area is not blocked, the snow distribution
coefficient shall be 0, when the roof slope is greater than or equal to 60°.
4.5.5 When the snow distribution coefficient is adjusted, in consideration of the
favorable influence of the surrounding environment on the roof snow, the
adjustment factor shall not be lower than 0.90.
4.5.6 When calculating the icing load of tower mast structures, transmission
towers, steel cables, the load value shall be determined, according to the
thickness and the physical characteristics of the ice. To calculate the wind load
of the structure under icing conditions, it shall consider the adverse effects of
the increase in wind-shielding area and the change of wind resistance
coefficient, which are caused by icing. Meanwhile, it shall evaluate the dynamic
effects, which are caused by icing. When pedestrians may pass by below, it
shall evaluate the falling risk of icing AND take corresponding measures.
4.5.7 The combined value coefficient of the snow load shall be taken as 0.7;
the frequent value coefficient shall be taken as 0.6; the quasi-permanent value
coefficient shall be taken as 0.5, 0.2, 0, according to different climatic conditions.
4.6 Wind load
4.6.1 The standard value of wind load, which is perpendicular to the surface of
the building, shall be determined, based on the product -- of multiplying the
basic wind pressure, the wind pressure height change coefficient, the wind load
carrier form coefficient, the terrain correction coefficient, the wind direction
influence coefficient, -- considering the increase in wind load pulsation.
4.6.4 The shape factor shall be determined, according to the building form,
surrounding interference and other factors.
4.6.5 When the wind load amplification factor method is used, to consider the
increase effect of wind load pulsation, the wind load amplification factor shall
4.6.6 The terrain correction factor shall be adopted, in accordance with the
following provisions.
4.7 Temperature action
4.7.1 For the temperature actions, it shall consider factors, such as temperature
changes, solar radiation, use of heat sources, etc. The temperature action on
the structure or member shall be expressed by its temperature change.
4.7.2 When calculating the temperature action effect of a structure or
component, it shall use the linear expansion coefficient of the material.
4.7.3 For the basic temperature, it shall adopt the monthly average maximum
temperature and monthly average minimum temperature, during the 50-year
return period. For metal structures and other structures that are more sensitive
to temperature changes, it shall increase or decrease the basic temperature
appropriately.
4.7.4 The standard value of the uniform temperature action shall be determined,
according to the following requirements.
4.7.6 The highest initial average temperature and the lowest initial average
temperature of the structure shall be determined, according to the temperature,
when the structure is closed or when the constraint is formed, OR according to
the unfavorable conditions, that may occur during the construction of the
structure.
4.7.7 The combined value coefficient, frequency value coefficient, quasi-
permanent value coefficient of the temperature effect shall be 0.6, 0.5, 0.4,
respectively.
4.8 Accidental actions
4.8.1 When accidental action is used as the leading action of the structural
design, it shall consider two working conditions. when accidental action occurs
AND after accidental action occurs. In the case of allowing partial damage to
the structure, it shall be ensured that the structure does not cause continuous
collapse, due to partial damage.
4.8.2 When calculating the explosion load, according to the static method, it
shall follow the principle that the load effects of the static load and the dynamic
load are equivalent.
4.8.3 The equivalent static load of a conventional explosive explosion shall be
multiplied by the dynamic amplification factor, in accordance with the principle
of internal force equivalence, on the basis of the dynamic load.
4.8.4 For the equivalent static load of a gas explosion, it shall consider the
influence of factors, such as the area of the opening plate and the volume of
the explosion space; it shall take the value, according to the most unfavorable conditions.
4.8.5 The calculation of collision load shall be determined, according to the
mass, speed, collision time, point of action of the collision object.
4.9 Water flow force and ice pressure
4.9.1 For structures that are subjected to water flow actions, such as port
projects and bridges, it shall calculate the action of water flow force. The water
flow force shall be calculated, according to the product of multiplying the water
flow resistance coefficient, the water flow energy, the projected area of the
component.
4.9.2 The water flow resistance coefficient shall be determined, according to
the form of beams, trusses, piers, columns and other structures. When the
distances between different structures and components are relatively close, it
shall also consider the mutual influence.
4.9.3 When the direction of action of the water flow force is consistent with the
direction of the water flow, the position of the resultant force's action point shall
be calculated, according to the following provisions.
4.9.4 The ice load, which actions on the port engineering structure, shall be
determined, according to the actual situation of the local ice slush AND the
structural form of the port engineering. For important projects OR the ice load
that is difficult to calculate and determine, it shall be determined through special
research, such as ice force physical model tests.
4.9.5 The point of action of static ice pressure shall be 1/3 of the ice thickness,
below the ice surface.
4.9.6 The ice pressure and water pressure, within the thickness of the ice layer,
during freezing period, shall not be considered at the same time.
4.10 The action of specialized fields
4.10.1 The aerodynamic pressure and aerodynamic suction, which are caused
by the railway train, shall be applied to the affected building structure, as a
moving surface load.
4.10.5 The wave force, which is borne by ports and hydraulic structures, shall
be calculated and determined, according to different structural forms such as
straight wall type, slope type, pile foundation and pier column, high-pile wharf
panel, etc., combined with wave form and action mode. When the structure or
terrain is complex, the wave force on the structure shall be determined, through
special studies, such as model tests.
4.10.6 Ship loads, which action on fixed mooring and berthing structures, shall
include the following.
4.10.7 The residual water head, which is used in calculating the residual water
pressure of the port engineering structure, shall be determined, according to
factors such as the change of the water level, the drainage conditions of the
wharf, the permeability of the filler.
4.10.11 The earth pressure of the retaining structure shall be calculated,
according to the active earth pressure AND the passive earth pressure, based
on the characteristics of the earth retaining structure. The siltation pressure of
the water retaining structure shall be determined, by calculation, based on the
hydrological and silt characteristics of the river, the balance period of reservoir
siltation or the design service life, the layout of the hub.
......
Source: Above contents are excerpted from the full-copy PDF -- translated/reviewed by: www.ChineseStandard.net / Wayne Zheng et al.
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