GB 50009-2012_English: PDF (GB50009-2012)
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Load code for the design of building structures
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| Standard ID | GB 50009-2012 (GB50009-2012) | | Description (Translated English) | Load code for the design of building structures [Quasi-Official / Academic version - scanned PDF, translated by Standard Committee / Research Institute in China] | | Sector / Industry | National Standard | | Classification of Chinese Standard | P20 | | Classification of International Standard | 91.080 | | Word Count Estimation | 263,248 | | Older Standard (superseded by this standard) | GB 50009-2001 | | Quoted Standard | GB 50038; GB 50153 | | Drafting Organization | China Academy of Building Research | | Administrative Organization | China Architectural Scientific Academy | | Regulation (derived from) | Bulletin of the Ministry of Housing and Urban No. 1405 | | Summary | This Chinese standard applies to the construction of the structural design. | | Standard ID | GB 50009-2001 (GB50009-2001) | | Description (Translated English) | Load code for the design of building structures | | Sector / Industry | National Standard | | Classification of Chinese Standard | P20 | | Classification of International Standard | 91.08 | | Word Count Estimation | 96,995 | | Date of Issue | 2002/1/10 | | Date of Implementation | 2002/3/1 | | Drafting Organization | China Building Science Acedemy | | Regulation (derived from) | Ministry of Construction issued Bulletin No. 458; Housing and Urban-Rural Development Ministry Bulletin No. 1405 | | Summary | This Standard is applicable to the structural design of construction projects. |
GB 50009-2012
GB
NATIONAL STANDARD OF THE
PEOPLE’S REPUBLIC OF CHINA
UDC
P GB 50009-2012
Load Code for the Design of Building Structures
ISSUED ON: MAY 28, 2012
IMPLEMENTED ON: OCTOBER 1, 2012
Issued by: Ministry of Housing and Urban-Rural Construction of the People’s Republic
of China;
General Administration of Quality Supervision, Inspection and Quarantine
of the People’s Republic of China.
Table of Contents
1 General Provisions ... 8
2 Terms and Symbols ... 9
2.1 Terms ... 9
2.2 Symbols ... 11
3 Classification and Combination of Loads ... 15
3.1 Classification of Loads and Representative Values of Loads ... 15
3.2 Combination of Loads ... 15
4 Permanent Load ... 20
5 Live Load on Floors and Roofs ... 21
5.1 Uniformly Distributed Live Loads on Floors in Civil Buildings ... 21
5.2 Live Loads on Floors in Industrial Buildings ... 23
5.3 Live Loads on Roofs ... 24
5.4 Ash Load on Roofs ... 25
5.5 Construction and Maintenance Loads, Horizontal and Vertical Loads on Railings ... 26
5.6 Dynamic Coefficient ... 27
6 Crane Load ... 28
6.1 Vertical and Horizontal Crane Loads ... 28
6.2 Combination of Multi-cranes ... 28
6.3 Dynamic Coefficients of Crane Loads ... 29
6.4 Combination Value, Frequent Value and Quasi-permanent Value of Crane Load ... 29
7 Snow Load ... 30
7.1 Characteristic Value of Snow Load and Reference Snow Pressure ... 30
7.2 Distribution Factor for Roof Snow Load ... 30
8 Wind Load ... 34
8.1 Characteristic Value of Wind Load and Reference Wind Pressure ... 34
8.2 Exposure Factor for Wind Pressure ... 35
8.3 Shape Factor of Wind Load ... 36
8.4 Along-wind Vibration and Dynamic Response Factor ... 57
8.5 Across-wind and Wind-induced Torsional Vibration ... 59
8.6 Gust Factor ... 61
9 Thermal Action ... 62
9.1 General Requirements ... 62
9.2 Reference Air Temperature ... 62
9.3 Uniform Temperature Action... 63
10 Accidental Load ... 64
10.1 General Requirements ... 64
10.2 Explosion ... 64
10.3 Impact ... 65
Appendix A Self-weight of Commonly Used Materials and Members ... 66
Appendix B Reduction Factor of Fire Engine Load Accounting for the Influence of Covered
Soil ... 78
Appendix C Determination Method of Equivalent Uniformly Distributed Live Loads on
Floors ... 79
Appendix D Live Loads on Floors of Industrial Buildings ... 83
Appendix E Determination Method of Reference Snow Pressure, Wind Pressure and
Temperature ... 88
Appendix F Empirical Formula for Fundamental Natural Period of Structures ... 118
F.1 High-rise Structures ... 118
F.2 Tall Buildings ... 120
Appendix G Approximate Vibration Mode Shape of Structures ... 121
Appendix H Equivalent Wind Load for Across-wind and Torsional Vibration ... 123
H.1 Equivalent Wind Load for Across-wind Vibration of Structures of Circular Section ... 123
H.2 Equivalent Wind Load for Across-wind Vibration of Structures of Rectangular Section . 124
H.3 Equivalent Wind Load for Torsional Vibration of Structures of Rectangular Section ... 129
Appendix J Acceleration of Wind Induced Along-wind and Across-wind Vibration for Tall
Buildings ... 131
J.1 Calculation of Acceleration of Along-wind Vibration ... 131
J.2 Calculation of Acceleration of Across-wind Vibration ... 132
Explanation of Wording in this Code ... 134
List of Quoted Standards ... 135
1 General Provisions
1.0.1 This code is formulated with a view to adapting the need of the building structure design and
meeting the requirements of safety and usability, economy and rationality.
1.0.2 This code is applicable to the structural design of building engineering.
1.0.3 This code is formulated in accordance with the basic principles specified in the national
standard “Unified Standard for Reliability Design of Engineering Structures” GB 50153−2008.
1.0.4 The actions concerned in the building structure design shall cover direct action (load) and
indirect action. This code only specifies load and thermal action, and the provisions for the relevant
variable load are also applicable to the thermal action.
1.0.5 The loads concerned in the building structure design shall not only comply with this code, but
also those in the current relevant ones of the nation.
3 Classification and Combination of Loads
3.1 Classification of Loads and Representative Values of Loads
3.1.1 The loads of the building structures may be classified into:
1 Permanent load, including structure self-weight, soil pressure, prestress, etc..
2 Variable load, including live load on floor, live load on roof and ash load, crane load, wind
load, snow load, thermal action, etc..
3 Accidental load, including explosive force, impact force, etc..
3.1.2 In the design of building structures, the different loads shall adopt different representative
values according to the following requirements:
1 For permanent load, the characteristic value shall be its representative value;
2 For variable load, the characteristic value, combination value, frequent value or quasi-
permanent value shall be its representative value according to the design requirements;
3 For accidental load, its representative value shall be determined according to the use
characteristics of the building structures.
3.1.3 The determination of the representative value of variable load shall adopt 50-yeardesign
reference period.
3.1.4 The characteristic values of loads shall be adopted according to the requirements of each
chapter of this code.
3.1.5 In the design of limit state of bearing capacity or the design of limit state of normal use
according to the characteristic combination, for variable load, the combination value or characteristic
value shall be its representative value according to the specified load combination. The combination
value of variable load shall be the characteristic value of variable load multiplied by the load combination
value coefficient.
3.1.6 In the design of limit state of normal use according to frequent combination, for variable load,
the frequent value or quasi-permanent value shall be its representative value; in the design according
to quasi-permanent combination, the quasi-permanent value of variable load shall be its representative
value. The frequent value of variable load shall be the characteristic value of variable load multiplied
by the frequent value coefficient. The quasi-permanent value of variable load shall be the characteristic
value of variable load multiplied by the quasi-permanent value coefficient.
3.2 Combination of Loads
3.2.1 In the design of the building structures, load combination shall be carried out according to the
limit state of bearing capacity and the limit state of normal use respectively based on the loads possibly
emerging simultaneously on the structure during the use process, and the respective most unfavorable
combination shall be taken for design.
3.2.2 For the limit state of bearing capacity, the effect design value of load combination shall be
7 Snow Load
7.1 Characteristic Value of Snow Load and Reference Snow Pressure
7.1.1 The characteristic value of snow load on roofs in horizontal projection plane shall be
calculated according to the following formula:
Sk=μrs0 (7.1.1)
Where Sk——The characteristic value of snow load (kN/m2);
μr——The distribution factor for roof snow load;
s0——The reference snow pressure (kN/m2).
7.1.2 The reference snow pressure shall adopt the snow pressure with 50-year recurrence
interval, which is determined according to the method specified in this code; for the structure
sensitive to snow load, the snow pressure with 100-year recurrence interval shall be adopted.
7.1.3 The reference snow pressure of all the cities throughout the country shall be adopted according
to the value with a recurrence interval R of 50 years in Table E.5 of Appendix E of this code. Where
the reference snow pressure of a city or construction site is not given in Table E.5 of this code, the
reference snow pressure shall be determined through statistical analysis according to the method
specified in Appendix E of this code, in accordance with the local annual maximum snow pressure or
snow depth data, and on the basis of the definition of reference snow pressure; and the analysis shall
consider the influence of sample size. In the absence of local snow pressure and snow depth data, the
reference snow pressure may be determined through comparative analysis on meteorological and
topographic conditions according to the reference snow pressure or long-term data specified for
nearby areas, or determined approximately according to Annexed Figure E.6.1 Distribution Map of
Reference Snow Pressure throughout the Country in Appendix E of this code.
7.1.4 The snow load in mountain area shall be determined through actual investigation. In the
absence of measured data, the snow load may be adopted according to the snow load value of local
adjacent open and flat ground surface multiplied by a coefficient of 1.2.
7.1.5 The combination value coefficient of snow load may take 0.7; the frequent value coefficient
may take 0.6; the quasi-permanent value coefficient shall take 0.5, 0.2 and 0 respectively according to
Zones I, II and III of snow load; the snow load zones shall be adopted in accordance with those
specified in Appendix E.5 or Annexed Figure E.6.2 of this code.
7.2 Distribution Factor for Roof Snow Load
7.2.1 The distribution factor for roof snow load shall be adopted in accordance with those specified
in Table 7.2.1 according to the roof type of different categories.
7.2.2 In the design of building structures and supporting members of roofs, the snow distribution
condition shall be adopted according to the following requirements:
1 The roof slab and purlin shall be adopted according to the most unfavorable condition of
nonuniform snow distribution;
8 Wind Load
8.1 Characteristic Value of Wind Load and Reference Wind Pressure
8.1.1 The characteristic value of wind load vertical to the building surface shall be determined
according to the following requirements:
1 In the calculation of main load-carrying structures, the characteristic value of wind
load shall be calculated according to the following formula:
wk=βzμsμzw0 (8.1.1-1)
Where wk——The characteristic value of wind load (kN/m2);
βz——The dynamic response factor at z height;
μs——The shape factor of wind load;
μz——The exposure factor for wind pressure;
w0——The reference wind pressure (kN/m2).
2 In the calculation of enclosure structures, the characteristic value of wind load shall be
calculated according to the following formula:
wk=βgzμslμzw0 (8.1.1-2)
Where βgz——The gust factor at z height;
μsl——The local shape factor of wind load.
8.1.2 The reference wind pressure shall adopt the wind pressure with 50-year recurrence
interval, which is determined according to the method specified in this code, but shall not be less
than 0.3kN/m2. For the tall buildings, high-rise structures and other structures sensitive to wind
load, the reference wind pressure value shall be increased properly, shall meet the requirements
of the relevant code for the design of structures.
8.1.3 The reference wind pressure of all the cities throughout the country shall be adopted according
to the value with a recurrence interval R of 50 years in Table E.5 of Appendix E of this code. Where
the reference wind pressure of a city or construction site is not given in Table E.5 of this code, the
reference wind pressure shall be determined through statistical analysis according to the method
specified in Appendix E of this code and in accordance with the definition of reference wind pressure
and the local annual maximum wind speed data; and the analysis shall consider the influence of
sample size. In the absence of local wind speed data, the reference wind pressure may be determined
through comparative analysis on meteorological and topographic conditions according to the reference
wind pressure or long-term data specified for nearby areas, or determined approximately according to
Annexed Figure E.6.3 Distribution Map of Reference Wind Pressure throughout the Country in
Appendix E of this code.
8.1.4 The combination value coefficient, frequent value coefficient and quasi-permanent value
coefficient of wind load may take 0.6, 0.4 and 0.0 respectively.
3 Other conditions shall be valued according to μsl of open buildings.
Note: 1 The opening ratio of dominant opening refers to the ratio of the area of single dominant opening to the whole area of this
wall;
2 μsl shall take the value of corresponding dominant opening position.
8.3.6 For the wind tunnel test of building structures, the test equipment, test methods and data
processing shall meet the requirements of the relevant codes.
8.4 Along-wind Vibration and Dynamic Response Factor
8.4.1 For the buildings with height greater than 30m and height-width ratio greater than 1.5 and
various high-rise structures with fundamental natural period T1 greater than 0.25s, the along-wind
vibration influence of wind pressure fluctuation on structures shall be considered. The response
calculation of along-wind vibration shall be carried out according to the theory of random vibration of
structures. For the structures meeting the requirements of Article 8.4.3 of this code, the along-wind
load may be calculated through dynamic response factor method.
Note: 1 The natural vibration period of structures shall be calculated according to the structural dynamics; the approximate
fundamental natural period T1 may be calculated according to Appendix F;
2 The acceleration of along-wind vibration of tall buildings may be calculated according to Appendix J of this code.
8.4.2 For the flexible roof structures sensitive to wind or with span greater than 36m, the wind
vibration influence of wind pressure fluctuation on structures shall be considered. The wind vibration
response of roof structures should be determined through calculation according to the random
vibration theory based on the wind tunnel test results.
8.4.3 For general vertical cantilever structures, e.g. Tall buildings and high-rise structures such as
framework, tower frame and chimney, only the influence of the first vibration mode of the structures
may be considered; the along-wind load of the structures may be calculated according to Formula
(8.1.1-1). The dynamic response factor βz at z height may be calculated according to the following
formula:
Z10z 121 RBgI (8.4.3)
Where g——The peak factor, taking 2.5;
I10——The nominal turbulence intensity of 10m height, taking 0.12, 0.14, 0.23 and 0.39
corresponding to Category A, B, C and D terrain roughness respectively;
R——The resonant component factor of fluctuating wind load;
Bz——The background component factor of fluctuating wind load.
8.4.4 The resonant component factor of fluctuating wind load may be calculated according to the
following formula:
3/42
1 )1(6 x
πR (8.4.4-1)
8.4.6 The space correlation coefficient of fluctuating wind load may be determined according to the
following requirements:
1 The correlation coefficient in vertical direction may be calculated according to the following
formula:
H H 60e6010 60/
(8.4.6-1)
Where H——The total height of structure (m), shall not be greater than 300m, 350m, 450m and
550m corresponding to Category A, B, C and D terrain roughness respectively.
2 The correlation coefficient in horizontal direction may be calculated according to the following
formula:
B B 50e5010 50/
(8.4.6-2)
Where B——The windward side width of structure (m), B≤2H.
3 For high-rise structures with smaller windward side width, the correlation coefficient in
horizontal direction may take ρx=1.
8.4.7 The coefficient of vibration mode shall be determined according to structure dynamic calculation.
For the high-rise structures of vertical cantilever type, whose shape, mass and rigidity vary continuously
and regularly along the height, and the relatively uniform tall buildings along the height, the
coefficient of vibration mode φ1 (z) may also be determined according to Appendix G of this code in
accordance with the relative height z/H.
8.5 Across-wind and Wind-induced Torsional Vibration
8.5.1 For the tall buildings with obvious across-wind vibration action effect and the structures of
slender circular section, the influence of across-wind vibration should be considered.
8.5.2 The equivalent wind load of across-wind vibration may be adopted according to the following
requirements:
1 For the tall buildings and high-rise structures with complex plane or elevation shape, the
equivalent wind load ωLk of across-wind vibration should be determined through a wind tunnel test, or
determined according to the relevant data;
2 For the tall buildings and structures of circular section, the equivalent wind load ωLk of
across-wind vibration caused by trans-critical strong wind resonance (vortex shedding) may be
determined according to Appendix H.1 of this code;
3 For the tall buildings of rectangular section and of concave or chamfered rectangular section,
the equivalent wind load ωLk of across-wind vibration may be determined according to Appendix H.2
of this code.
Note: The acceleration of across-wind vibration of tall buildings may be calculated according to Appendix J of this code.
8.5.3 For the structures of circular section, the across-wind vibration (vortex shedding) shall be
checked for different Reynolds numbers Re according to the following requirements:
1 Where Re< 3×105 and the wind speed υH at the top of the structures is greater than υcr, the
subcritical breeze resonance may occur. In this case, antivibration measures may be taken structurally
or the critical wind speed υcr of the structures may be controlled as no less than 15m/s.
2 Where Re≥3.5×106 and 1.2 times the wind speed υH at the top of the structures is greater than
υcr, the crossing critical strong wind resonance may occur; in this case, the equivalent wind load of
across-wind vibration shall be considered.
3 Where 3×105≤Re< 3.5×106, the wind vibration beyond critical range may not be handled.
4 The Reynolds number Re may be determined according to the following formula:
Re=69000υD (8.5.3-1)
Where υ——The wind speed for calculation, taking the critical wind speed value υcr;
D——The diameter of structure section (m), where the structure section reduces along the
height (inclination not greater than 0.02), the diameter at 2/3 structure height may be
approximately taken.
5 The critical wind speed υcr and the wind speed υH at the top of the structures may be
determined according to the following formulae:
StT
cr (8.5.3-2)
0HH 2000 (8.5.3-3)
Where Ti——The natural vibration period of the ith vibration mode of structure, taking the
fundamental natural period Ti in the checking of subcritical breeze resonance;
St——The Strouhal number, taking 0.2 for the structures of circular section;
μH——The exposure factor for wind pressure at the top of structure;
ω0——The reference wind pressure (kN/m2);
ρ——The air density (kg/m3).
8.5.4 For the tall buildings and high-rise structures with obvious wind-induced torsional vibration
action effect, the influence of wind-induced torsional vibration should be considered.
8.5.5 The equivalent wind load of wind-induced torsional vibration may be adopted according to the
following requirements:
1 For the tall buildings with complex shape and obviously eccentric mass or rigidity, the
equivalent wind load ωTk of wind-induced torsional vibration should be determined through a wind
tunnel test, or determined according to the relevant data;
determined according to the method specified in Appendix E of this code; the reference air temperature
values of the cities throughout the country may be adopted according to Table E.5 in Appendix E of
this code. Where the reference air temperature value of a city or construction site is not given in
Appendix E of this code, the reference air temperature value may be determined through statistical
analysis according to the method specified in Appendix E based on the air temperature data recorded
by local meteorological station. In the absence of local air temperature data, the reference air
temperature may be determined through comparative analysis on meteorological and topographic
conditions according to the reference air temperature specified for nearby areas, or determined
approximately according to Figure E.6.4 and Figure E.6.5 in Appendix E of this code.
9.2.2 For the structures such as metal structures which are sensitive to air temperature variation, the
influence of extreme air temperature should be considered; the reference air temperature Tmax and Tmin
may be properly increased or decreased according to the local climate conditions.
9.3 Uniform Temperature Action
9.3.1 The characteristic value of uniform temperature action shall be determined according to the
following requirements:
1 For the operating condition of structures at maximum temperature rise, the characteristic
value of uniform temperature action shall be calculated according to the following formula:
ΔTk=Ts,max−T0,min (9.3.1-1)
Where ΔTk——The characteristic value of uniform temperature action (℃);
Ts,max——The maximum average temperature of structure (℃);
T0,min——The minimum initial average temperature of structure (℃).
2 For the operating condition of structures at maximum temperature drop, the characteristic
value of uniform temperature action shall be calculated according to the following formula:
ΔTk=Ts,min−T0,max (9.3.1-2)
Where Ts,min——The minimum average temperature of structure (℃);
T0,max——The maximum initial average temperature of structure (℃).
9.3.2 The maximum average temperature Ts,max and the minimum average temperature Ts,min of the
structures should be determined according to the heat engineering principle in accordance with
reference air temperature Tmax and Tmin respectively. For the indoor structures with enclosure, their
average temperature shall consider the influence of indoor and outdoor temperature difference; for the
structures exposed outdoors or structures during construction period, the influence of solar radiation
should be considered according to the structure orientation and surface heat absorptivity.
9.3.3 The maximum initial average temperature T0,max and the minimum initial average temperature
T0,max of the structures shall be determined according to the structure healing or restraint forming time,
or determined according to the unfavorable condition based on the possible structure temperature
during construction.
10 Accidental Load
10.1 General Requirements
10.1.1 The accidental load shall cover the loads caused by explosion, impact, fire and other
accidental disasters. This chapter is only applicable to explosion and impact load.
10.1.2 Where the accidental load is used as the dominant load in structural design, the structure shall
be ensured without progressive collapse caused by accidental load under the condition that local
member damage is allowed for the structure.
10.1.3 The design value of accidental load may directly take the characteristic value of accidental
load determined according to the method specified in this chapter.
10.2 Explosion
10.2.1 The explosion load caused by explosive, gas and dust, etc. should be adopted according to
the equivalent static load.
10.2.2 Under the action of dynamic explosion load of routine explosive, the characteristic value of
equivalent uniformly distributed static load of structural members may be calculated according to the
following formula:
qce=Kdcpc (10.2.2)
Where qce——The characteristic value of equivalent uniformly distributed static load acting on
structural members;
pc——The maximum pressure of uniformly distributed dynamic load acting on structural
members, may be adopted according to the relevant requirements of Article 4.3.2
and Article 4.3.3 of the national standard “Code for Design of Civil Air Defence
Basement” GB 50038−2005;
Kdc——The dynamic coefficient, determined according to the principle of equivalent
maximum internal force based on the dynamic analysis result under the action of
uniformly distributed dynamic load for the members.
Note: For the explosion caused by other reasons, the equivalent uniformly distributed static load may be determined according to the
equivalent TNT charging quantity by reference to the method of this article.
10.2.3 For the building structures with access plate, where the ratio of the access plate area Av to the
explosion space volume V is 0.05~0.15, and the volume V is less than 1000m3, the equivalent uniformly
distributed static load pk of gas explosion may be calculated according to the following formula and
shall take the larger value:
pk=3+pV (10.2.3-1)
Vk 04.05.03
App (10.2.3-2)
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