V. GB 50011-2001 Static Seismic - Case1
Calculate the base shear and its distribution along the height using the equivalent lateral force method in GB 50011-2001 using the default equivalent gravity load factor for horizontal seismic action.
Details
The section of all members is HW300X300, and the seismic weight for each floor is assumed as 280 kN applied as joint weight of 70 kN to nodes 2, 3, 5, 6, 8, 9, and 11 to 16. S
Validation
The effective weight of the structure:
The max value of the horizontal seismic influence for a "frequent" earthquake with intensity of 8, ɑmax = 0.16 (Table 5.1.4-1)
The characteristic period, Tg = 0.4s (Table 5.1.4-2)
The power index of the curvilinear decrease section:
The damping adjustment factor:
Tg < T < 5Tg
The horizontal seismic influence coefficient corresponding to the fundamental period of the structure:
The characteristic value of the total horizontal seismic action of the structure:
| (Eq. 2.5) |
T = 0.467 < 1.4Tg = 0.56
Additional seismic action factors at the top of the building δn = 0
Additional horizontal seismic action applied at top of the building ΔFn = δn × FEk = 0
Characteristic value of horizontal seismic action applied at the ith mass:
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments | |
|---|---|---|---|---|---|
| Story Shear, Fi (kN) | 1st | 16.541 | 16.563 | negligible | |
| 2nd | 33.082 | 33.126 | negligible | ||
| 3rd | 49.623 | 49.689 | negligible | ||
| Base Shear, V (kN) | 99.246 | 99.377 | negligible | ||
STAAD.Pro Input File
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\06 Loading\GB 50011\GB 50011 2001 Static Seismic - Case1.std is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 18-May-15
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0
2 0 4 0
3 4 4 0
4 4 0 0
5 0 8 0
6 4 8 0
7 0 0 5
8 0 4 5
9 4 4 5
10 4 0 5
11 0 8 5
12 4 8 5
13 0 12 0
14 4 12 0
15 0 12 5
16 4 12 5
MEMBER INCIDENCES
1 1 2
2 2 3
3 3 4
4 2 5
5 5 6
6 6 3
7 2 8
8 3 9
9 5 11
10 6 12
11 7 8
12 8 9
13 9 10
14 8 11
15 11 12
16 12 9
17 5 13
18 6 14
19 11 15
20 12 16
21 13 14
22 13 15
23 14 16
24 15 16
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+07
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-05
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 27579
ISOTROPIC STEEL
E 2.05e+08
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-05
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY CHINESE
1 TO 24 TABLE ST HW300X300
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 4 7 10 FIXED
DEFINE REFERENCE LOADS
LOAD R1 LOADTYPE Dead TITLE DL
JOINT LOAD
2 3 5 6 8 9 11 TO 16 FY -70
END DEFINE REFERENCE LOADS
DEFINE GB50011 2001 LOAD
INTENSITY 8 FREQUENT GROUP 2 SCLASS 2 PX 0.467
REFERENCE LOAD Y
R1 1.0
LOAD 1 LOADTYPE Seismic TITLE EL-X DIR
GB50011 LOAD X 1
PERFORM ANALYSIS PRINT LOAD DATA
PRINT ANALYSIS RESULTS
FINISH
STAAD.Pro Output
LOADING 1 LOADTYPE SEISMIC TITLE EL-X DIR ----------- ***************************************************************************** * * * EQUIV. SEISMIC LOADS AS PER SEISMIC DESIGN CODE FOR BUILDINGS * * (GB50011:2001) OF CHINA ALONG X * * T CALCULATED = 0.685 SEC. T USER PROVIDED = 0.467 SEC. * * T USED = 0.467 SEC. * * MAX. HORIZONTAL SEISMIC INFLUENCE COEFFICIENT = 0.160 * * CHARACTERISTIC PERIOD = 0.400 SEC. * * DAMPING RATIO = 0.050 POWER INDEX (GAMMA) = 0.900 * * DAMPING ADJUSTMENT FACTOR (ETA2) = 1.000 * * ADJUSTING FACTOR (ETA1) = 0.020 * * HORIZONTAL SEISMIC INFLUENCE COEFFICIENT (ALPHA1) = 0.139 (13.918%) * * MINIMUM SHEAR FACTOR AS PER SEC. 5.2.5 (LAMBDA) = 0.032 ( 3.200%) * * EQUIVALENT GRAVITY LOAD FACTOR FOR HORIZONTAL SEISMIC ACTION = 0.850 * * TOTAL HORIZONTAL SEISMIC ACTION = * * = 0.139 X 0.850 X 840.000 = 99.377 KN * * DESIGN BASE SHEAR = 1.000 X 99.377 * * = 99.377 KN * * ADDITIONAL SEISMIC ACTION FACTOR (DELTAN) = 0.000 * ***************************************************************************** CHECK FOR MINIMUM LATERAL FORCE AT EACH FLOOR [GB50011:5.2.5] LOAD - 1 FACTOR - 1.000 FLOOR LATERAL GRAVITY LAMBDA LAMBDA ADJUSTMENT HEIGHT (METE) LOAD (KN ) LOAD (KN ) (%) MIN (%) FACTOR ------------- ----------- ------------ ------ ------ ----------- 12.000 49.689 280.000 17.75 3.20 1.00 8.000 82.814 560.000 14.79 3.20 1.00 4.000 99.377 840.000 11.83 3.20 1.00 JOINT LATERAL TORSIONAL VERTICAL LOAD - 1 LOAD (KN ) MOMENT (KN -METE) LOAD (KN ) FACTOR - 1.000 ----- ------- --------- ----------- 2 FX 4.141 MY 0.000 FY 0.000 3 FX 4.141 MY 0.000 FY 0.000 8 FX 4.141 MY 0.000 FY 0.000 9 FX 4.141 MY 0.000 FY 0.000 ----------- ----------- ---------------- TOTAL = 16.563 0.000 0.000 AT LEVEL 4.000 METE STAAD SPACE -- PAGE NO. 5 5 FX 8.281 MY 0.000 FY 0.000 6 FX 8.281 MY 0.000 FY 0.000 11 FX 8.281 MY 0.000 FY 0.000 12 FX 8.281 MY 0.000 FY 0.000 ----------- ----------- ---------------- TOTAL = 33.126 0.000 0.000 AT LEVEL 8.000 METE 13 FX 12.422 MY 0.000 FY 0.000 14 FX 12.422 MY 0.000 FY 0.000 15 FX 12.422 MY 0.000 FY 0.000 16 FX 12.422 MY 0.000 FY 0.000 ----------- ----------- ---------------- TOTAL = 49.689 0.000 0.000 AT LEVEL 12.000 METE ************ END OF DATA FROM INTERNAL STORAGE ************ 85. PRINT ANALYSIS RESULTS ANALYSIS RESULTS STAAD SPACE -- PAGE NO. 6 JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = SPACE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 1 0.6474 0.0138 0.0000 0.0000 0.0000 -0.0014 3 1 0.6474 -0.0138 0.0000 0.0000 0.0000 -0.0014 4 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 5 1 1.4829 0.0215 0.0000 0.0000 0.0000 -0.0012 6 1 1.4829 -0.0215 0.0000 0.0000 0.0000 -0.0012 7 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 8 1 0.6474 0.0138 0.0000 0.0000 0.0000 -0.0014 9 1 0.6474 -0.0138 0.0000 0.0000 0.0000 -0.0014 10 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 11 1 1.4829 0.0215 0.0000 0.0000 0.0000 -0.0012 12 1 1.4829 -0.0215 0.0000 0.0000 0.0000 -0.0012 13 1 2.0484 0.0240 0.0000 0.0000 0.0000 -0.0007 14 1 2.0484 -0.0240 0.0000 0.0000 0.0000 -0.0007 15 1 2.0484 0.0240 0.0000 0.0000 0.0000 -0.0007 16 1 2.0484 -0.0240 0.0000 0.0000 0.0000 -0.0007 STAAD SPACE -- PAGE NO. 7 SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 -24.84 -83.72 0.00 0.00 0.00 64.44 4 1 -24.84 83.72 0.00 0.00 0.00 64.44 7 1 -24.84 -83.72 0.00 0.00 0.00 64.44 10 1 -24.84 83.72 0.00 0.00 0.00 64.44 STAAD SPACE -- PAGE NO. 8 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 1 1 1 -83.72 24.84 -0.00 -0.00 0.00 64.44 2 83.72 -24.84 0.00 0.00 0.00 34.94 2 1 2 -0.00 -37.23 -0.00 0.00 0.00 -74.45 3 0.00 37.23 0.00 -0.00 0.00 -74.45 3 1 3 83.72 24.84 -0.00 -0.00 0.00 34.94 4 -83.72 -24.84 0.00 0.00 0.00 64.44 4 1 2 -46.49 20.70 -0.00 -0.00 0.00 39.51 5 46.49 -20.70 0.00 0.00 0.00 43.30 5 1 5 0.00 -31.16 -0.00 0.00 0.00 -62.31 6 0.00 31.16 0.00 -0.00 0.00 -62.31 6 1 6 46.49 20.70 -0.00 -0.00 0.00 43.30 3 -46.49 -20.70 0.00 0.00 0.00 39.51 7 1 2 -0.00 -0.00 0.00 0.00 -0.00 -0.00 8 0.00 0.00 -0.00 -0.00 -0.00 -0.00 8 1 3 0.00 0.00 0.00 0.00 -0.00 0.00 9 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 9 1 5 0.00 -0.00 0.00 0.00 -0.00 -0.00 11 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 10 1 6 -0.00 0.00 0.00 0.00 -0.00 0.00 12 0.00 -0.00 -0.00 -0.00 -0.00 0.00 11 1 7 -83.72 24.84 -0.00 -0.00 0.00 64.44 8 83.72 -24.84 0.00 0.00 0.00 34.94 12 1 8 0.00 -37.23 -0.00 0.00 0.00 -74.45 9 0.00 37.23 0.00 -0.00 0.00 -74.45 13 1 9 83.72 24.84 -0.00 -0.00 0.00 34.94 10 -83.72 -24.84 0.00 0.00 0.00 64.44 14 1 8 -46.49 20.70 -0.00 -0.00 0.00 39.51 11 46.49 -20.70 0.00 0.00 0.00 43.30 15 1 11 0.00 -31.16 -0.00 0.00 0.00 -62.31 12 0.00 31.16 0.00 -0.00 0.00 -62.31 STAAD SPACE -- PAGE NO. 9 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 16 1 12 46.49 20.70 -0.00 -0.00 0.00 43.30 9 -46.49 -20.70 0.00 0.00 0.00 39.51 17 1 5 -15.34 12.42 -0.00 -0.00 0.00 19.01 13 15.34 -12.42 0.00 0.00 0.00 30.68 18 1 6 15.34 12.42 0.00 -0.00 -0.00 19.01 14 -15.34 -12.42 -0.00 0.00 -0.00 30.68 19 1 11 -15.34 12.42 -0.00 -0.00 0.00 19.01 15 15.34 -12.42 0.00 0.00 0.00 30.68 20 1 12 15.34 12.42 0.00 -0.00 -0.00 19.01 16 -15.34 -12.42 -0.00 0.00 -0.00 30.68 21 1 13 -0.00 -15.34 -0.00 0.00 0.00 -30.68 14 0.00 15.34 0.00 -0.00 0.00 -30.68 22 1 13 0.00 -0.00 0.00 -0.00 -0.00 -0.00 15 -0.00 0.00 -0.00 0.00 -0.00 -0.00 23 1 14 -0.00 0.00 0.00 -0.00 -0.00 0.00 16 0.00 -0.00 -0.00 0.00 -0.00 0.00 24 1 15 0.00 -15.34 -0.00 0.00 0.00 -30.68 16 0.00 15.34 0.00 -0.00 0.00 -30.68 ************** END OF LATEST ANALYSIS RESULT **************