Earthquake Loading

Reference

Description

Result

Earth quake loading Calculation Design Specification :

Australian Standard-Structural Design Actions Part 4: Earthquake actions in Australia Australia/New Zealand Standard Structural Design Actions Part 0-General Principals

AS 1170-4 Figure 2.2

Design Procedure 01 Check for Structure location and Importance level 02 Check for compliance with definition for domestic structures Define the Soil class at site 03 Establish Earthquake design Category (EDC) 04 Perform Analysis as per EDC category 05 Structural Design

Step 1 AS/NZS1170 part 0: 2002 Importance level of the structure Table 3.2 Design Working Life Table 3.3 Annual probability of exceedence Annual probability of exceedence SLS

=

3

= = =

50 1/1000 1/25

Probability Factor kp

=

1.3

AS 1170-4 2007 Table 3.2

Hazard factor for the area Z KpZ

= =

0.09 0.117

AS 1170-4 Appendix A

Step 2

AS 1170-4 2007 Table 3.1

The structure doesn't comply with the catogory in type in Appendix A Soil class AS 1170-4 Clause 4.1

Ce

=

28.05

Step 3 Height of the building

AS 1170-4 Table 2.1

=

Hn

m

Earthquake design category EDC = II Hence use Clause 5.2 & 5.4 and Static analysis section 6 for load calculation and design.

Reference

Description

Result

Step 4 Load Calculation Example: Ground floor level Density of Concrete Dead load of slab

= = =

24 KN/m2 57.7 x 10.2 2850 KN

x

0.2 x

Super dead load / unit area Super imposed dead load

= = =

1 57.7 600

x

1

Weight of Walls Weight of Walls

= = =

Hence Total Permenant load / Gk

20KN/m3 (2 x 57.65 + 2.9 x 20 2600 KN = =

Imposed loading for office Imposed loading for crowd loading Total imposed load

=

=

0.3

Wi

=

Gk

W1

= =

6100 6880

+ +

2850 6100

+ KN

8x

10.2

) x 18

+

2600

600

= =

2.5 KN/m2 5 KN/m3

42.75 x x 10.2

10.2 x x 2.5

= ϕc

KN/m2 x 10.2 KN

2600

ϕc 0.3 x

24

5

+

x

14.9

KN

Qk 2600

Similary for all floors : Level G 1 2 3 4 5 6

Dead 2850 2000 2000 2000 2000 4450 750

S.dead 590 420 420 420 420 2020

Wall 2600 4400 3850 3000 2650 800 650

Imposed 2600 1050 1400 1050 1050 85

Gk 6100 6850 6300 5420 5100 8000 1400

Qk 2600 1050 1400 1050 1050 850 Total

ϕc 0.3 0.6 0.3 0.3 0.3 0.3 0.3

Wi 6880 7500 6750 5750 5450 8260 1400 41990

Reference Cl 6.2 AS 1170-4 2007

Description

Result

Horizontal equivalent static forces Base shear calculation

kp Z ChT1 T1 Sp

m Wt

= = = = = = =

Probability factor Earthquake hazard factor Spectral shape factor Fundemental period of vibration of the structure Structural performance factor Structural ductility factor Total seismic weight of the structure in KN

AS 1170-4 2007 Table 3.1

Probability Factor kp

=

1.3

Table 3.2

Hazard factor for the area Z

=

0.09

Fundemental period of vibration of the

=

T1

Cl 6.2.3 AS 1170-4 2007

hn = = Therefore Cl 6.4 AS 1170-4 2007 Table 6.4 Cl 6.5 AS 1170-4 2007 Table 6.5

Height form the base to upper most seismic weight 28.05

T1 =

1.68

Spectral shape factor ( Ch(T))

=

0.668

Structural performance factor

Sp =

Structural ductility factor

m

=

0.77 2

Total seismic weight of the structure

=

41990

KN

Base Shear V

=

1263.5

KN

Reference Cl 6.3 AS 1170-4 2007

Description

Result

Vertical distribution of horizontal forces

k Level Kp Ground 1.3 Level 1 1.3 Level 2 1.3 Level 3 1.3 Level 4 1.3 Level 5 1.3 Roof 1.3

Z 0.09 0.09 0.09 0.09 0.09 0.09 0.09

= KpZ 0.12 0.12 0.12 0.12 0.12 0.12 0.12

1.59 kt 0.11 0.11 0.11 0.11 0.11 0.11 0.11

hn 28.1 28.1 28.1 28.1 28.1 28.1 28.1

T1 (ChT1) 1.68 0.668 1.68 0.668 1.68 0.668 1.68 0.668 1.68 0.668 1.68 0.668 1.68 0.668

Sp M Wt Wi hi k Wi hi^k Fi 0.77 2 41990 6880 0 1.59 0 0 0.77 2 41990 7500 5.85 1.59 124405 55.41 0.77 2 41990 6750 10.1 1.59 264696 117.90 0.77 2 41990 5750 14.3 1.59 392856 174.99 0.77 2 41990 5450 18.5 1.59 561475 250.10 0.77 2 41990 8260 23.1 1.59 1212347 540.02 0.77 2 41990 1400 28.1 1.59 280764 125.06 E (Wi hi^k) 2836544 Base shear

Cl 5.4.2.1 AS1170.4 2007

The loads shall be applied in the two principle directions of the structure.

1263.5