TR.31.2.5 Chinese Static Seismic per GB50011-2001
General Format
The following general format should be used to generate loads in a particular direction.
DEFINE GB50011 2001 (ACCIDENTAL) LOAD
INTENSITY s1 { FREQUENT | RARE } GROUP i1 SCLASS i2 (DAMP f1) GFACTOR { 0.85 | 1.0 } (DELN f2) (SF f3) (PX f4) (PZ f5)
Where:
Parameter | Definition |
---|---|
INTENSITY s1 | the Fortification Intensity (ref. table 5.1.4-1). Acceptable values are 6, 7, 7A, 8, 8A, or 9. 7A represents 7 (0.15g), 8A represents 8 (0.30g). |
FREQUENT | RARE | Frequency of seismic action, as specified by FREQUENT or
RARE (ref. table 5.1.4-1). |
GROUP i1 | Design Seismic Group (ref. table 5.1.4-2). Acceptable values are 1,2, or 3. |
SCLASS i2 | Site-Class (ref. table 5.1.4-2). Acceptable values are 1, 2, 3, or 4. |
DAMP f1 | Damping ratio (default = 0.05 for 5% damping) |
GFACTOR |
Equivalent factor of gravity load of horizontal seismic action, as specified by 0.85 or 1.0 (ref. clause 5.2.1). The default value is 0.85. |
DELN f2 | δn , Additional seismic action factor at the top of the building (default as calculated from Table 5.2.1) |
SF f3 | Shear Factor, λ, Minimum seismic shear factor of the floor (default as calculated from Table 5.2.5) |
PX f4 | optional time period along the X direction |
PZ f5 | optional time period along the Z direction |
Generation of GB50011 Seismic Load
To apply the load in any load case, following command would be used
LOAD CASE i
GB LOAD { X | Y | Z } (f6) (ACC f7)
Where:
Parameter | Definition |
---|---|
LOAD i | load case number |
GB LOAD { X | Y | Z } f6 | An optional factor to multiply horizontal seismic load. |
ACC f7 | The multiplying factor for Accidental Torsion, to be used to multiply the accidental torsion load (default = 1.0). May be negative (otherwise, the default sign for MY is used based on the direction of the generated lateral forces). |
ACCIDENTAL
option is specified, the accidental torsion will be calculated per the GB
specifications. The value of the accidental torsion is based on the "center of mass"
for each level. The "center of mass" is calculated from the SELFWEIGHT, JOINT
WEIGHTs and MEMBER WEIGHTs you have specified. - When the seismic load is defined as per topic TR.32.12.2 Generation of Seismic Loads, then
currently only the accidental torsion
ACC
is supported,DEC
is not supported. - If the
ACCIDENTAL
option is specified, the accidental torsion will be calculated per the GB 50011-2001 specifications. The value of the accidental torsion is based on thecenter of mass
for each level. Thecenter of mass
is calculated from the selfweight, joint weights and member weights you have specified. - The seismic load generator can be used to generate lateral loads in the X and Z
directions for Y up and the X and Y directions for Z up; where Y up or Z up is
the vertical axis parallel to the direction of gravity loads (See the
SET Z UP
command in TR.5 Set Command Specification). - All vertical coordinates of the floors above the base must be positive and the vertical axis must be perpendicular to the floors.
- This method of seismic load generation is limited in use to buildings not taller than 40 meters, with deformations predominantly due to shear, and a rather uniform distribution of mass and stiffness in elevation. Alternately, for buildings modeled as a single-mass system, a simplified method such as this base shear method, may be used.
Gravity Loads for Design
In the computation of seismic action, the representative value of gravity load of the building shall be taken as the sum of characteristic values of the weight of the structure and members plus the combination values of variable loads on the structure. The combination coefficients for different variable loads shall be taken from the following table.
Type of Variable | land Combination coefficient | |
---|---|---|
Snow load | 0.5 | |
Dust load on roof | 0.5 | |
Live load on roof | Not considering | |
Live load on the floor, calculated according to actual state | 1.0 | |
Live load on the floor, calculated according to equivalent uniform state | Library, archives | 0.8 |
Other civil buildings | 0.5 | |
Gravity for hanging object of crane | Hard hooks | 0.3 |
Soft hooks | Not considering |
Seismic Influence Coefficient
This shall be determined for building structures according to the Intensity, Site-class, Design seismic group, and natural period and damping ratio of the structure. The maximum value of horizontal seismic influence coefficient shall be taken from Table 2.2; the characteristic period shall be taken as Table 2.3 according to Site-class and Design seismic group, that shall be increased 0.05s for rarely earthquake of Intensity 8 and 9.
Earthquake influence | Intensity 6 | Intensity 7 | Intensity 8 | Intensity 9 |
---|---|---|---|---|
Frequent earthquake | 0.04 | 0.08 (0.12) | 0.16(0.24) | 0.32 |
Rarely earthquake | - | 0.50(0.72) | 0.90(1.20) | 1.40 |
Earthquake Group | Site class | |||
---|---|---|---|---|
I | II | III | IV | |
1 | 0.25 | 0.35 | 0.45 | 0.65 |
2 | 0.30 | 0.40 | 0.55 | 0.75 |
3 | 0.35 | 0.45 | 0.65 | 0.90 |
Calculation of Seismic Influence Coefficient
The design base shear is computed in accordance with the equations shown below.
The damping adjusting and forming parameters on the building seismic influence coefficient curve (Fig.2.1) shall comply with the following requirements:
-
The damping ratio of building structures shall select 0.05 except otherwise provided, the damping adjusting coefficient of the seismic influence coefficient curve shall select 1.0, and the coefficient of shape shall conform to the following provisions:
- Linear increase section, whose period (T) is less than 0.1 s;
- Horizontal section, whose period form 0. is thought to characteristic period, shall select the maximum value (αmax);
- Curvilinear decrease section, whose period from characteristic period thought to 5 times of the characteristic period, the power index (γ) shall choose 0.9.
- Linear decrease section, whose period from 5 times characteristic period thought to 6s, the adjusting factor of slope (η1) shall choose 0.02.
-
When the damping adjusting and forming parameters on the seismic influence coefficient curve shall comply with the following requirements:
-
The power index of the curvilinear decreased section shall be determined according to the following equation E2.1
-
The adjusting factor of slope for the linear decrease section shall be determined from following equation:
-
The damping adjustment factor shall be determined according to the following equation:
-
Calculation of Horizontal Seismic Action
Characteristic Value of Horizontal Seismic Action
When the base shear force method is used, only one degree of freedom may be considered for each story; the characteristic value of horizontal seismic action of the structure shall be determined by the following equations:
Tg (s) | T1 > 1.4Tg | T1 ≤ 1.4Tg |
Tg ≤ 0.35 | 0.08T1 + 0.07 | 0 |
0.35 < Tg ≤ 0.55 | 0.08T1 + 0.01 | |
Tg > 0.55 | 0.08T1 − 0.02 |
Horizontal Seismic Shear Force Verification
The horizontal seismic shear force at each floor level of the structure shall comply with the requirement of the following equation:
Structures | Intensity 7 | Intensity 8 | Intensity 9 |
---|---|---|---|
structures with obvious torsion effect or fundamental period is less than 3.5s | 0.16 (0.024) | 0.032 (0.048) | 0.064 |
Structures with fundamental period greater than 5.0s | 0.012 (0.018) | 0.024 (0.032) | 0.040 |
- The values may be selected through interpolation method for structures whose fundamental period is between 3. 5s and 5s.
- Values in the brackets are used at the regions with basic seismic acceleration as 0.15g and 0.30g respectively.
Notes
- Structures having the oblique direction lateral-force-resisting members and the oblique angel to major orthogonal axes is greater than 150, the horizontal seismic action along the direction of each lateral-force-resisting member shall he considered respectively. So we could consider this though the item, the action of the oblique member could be multiplied by this factor as design force.
-
Eccentricity: similar to UBC code. The eccentricity value of gravity center on each floor should be ei = ±0.05Li ,
- Structures having obviously asymmetric mass and stiffness distribution, the torsion effects caused by both two orthogonal horizontal direction seismic action shall be considered; and other structures, it is permitted that a simplified method, such as adjusting the seismic effects method, to consider their seismic torsion effects.
Example
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 12-Oct-09
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 9 0; 3 0 3 0; 4 0 6 0;
MEMBER INCIDENCES
1 1 3; 2 3 4; 3 4 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
END DEFINE MATERIAL
MEMBER PROPERTY CHINESE
1 TO 3 TABLE ST HW400X400
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
DEFINE GB50011 2001 LOAD
INTENSITY 7 FREQUENT GROUP 2 SCLASS 3 DAMP 0.06 AV 0.03 PX 1.5 PZ 0.6
SELFWEIGHT 1
JOINT WEIGHT
2 TO 4 WEIGHT 10
LOAD 1
GB50011 LOAD X 1
PERFORM ANALYSIS PRINT LOAD DATA
PRINT ANALYSIS RESULTS
PRINT SUPPORT REACTION LIST 1
PRINT JOINT DISPLACEMENTS LIST 1 TO 4
PERFORM ANALYSIS PRINT STATICS CHECK
FINISH