7/23/2019 HW609-3

1/7

12/6/2015

Earthquake Analysis | Eng. Abdelghani Asalai

UNIVERSITY

OF TRIPOLICE609ASSIGNMENT III

Lecturer: Dr . Ramadan Murad

7/23/2019 HW609-3

2/7

1 | P a g e

A tall building of 10 stories with plan as shown in the Figure, its required to determine deflections. Max

story drift and force in the core and frames for earthquake load. Using the Given data.

Core

5.0m

3.0m

3.0m

3.0m

3.0m

3.0m

3.0m

3.0m

3.0m

3.0m

6@7.5m

3@7.5m

Force direction

7/23/2019 HW609-3

3/7

2 | P a g e

Earthquake parameters:

E =2.18*106kN/m

2

Z= 2

W = 37500kN

Wi= 3750

K=0.0461

Tn = 1

Section properties

Core Dimensions : 3*2.5*0.2 m

Frame 1: Ic=146765 cm4 , Ig= 169000 cm

4

Frame 2: Ic=275140 cm4 , Ig= 169000 cm

4

h1 = 5m hi = 3m

Solution:

= 115 = 1151 =0.0667

Earthquake shear force acting on building is

==20.04610.0667137500=230.5

Force acting on building roof:

= 0 . 0 7 0 . 2 5 =0.071230.5=16.14

7/23/2019 HW609-3

4/7

3 | P a g e

= 230.516.14 3 7 5 0 5693750 =5.79 = 230.516.14 3 7 5 0 8

693750= 9.27

= 230.516.14 375011693750 =12.75 = 230.516.14 375014693750 = 16.22 = 230.516.14 375017693750 =19.70

=230.516.14 375020

693750 =23.17

= 230.516.14 375023693750 =26.65 = 230.516.14 375026693750 =30.13 = 230.516.14 375029693750 =33.60

= 230.516.14 375032693750 =37.08

= + = 230.5 Section Properties

= 12 1 + 1For Frame 1

= 122.18103(

13 1690001007.5+ 14 1467651003 )

= 4381.22

For Frame 2

7/23/2019 HW609-3

5/7

4 | P a g e

= 122.18103

(

1

3 169000

1007.5+ 1

4 275140

1003 )

= 4977.51

= 4 4381.22 + 2 4977.51 = 28672.5 Height of building =5+9*3 = 32 m

= 3 2 . 512 2.62.112 = 1.9

=

= 3228672.5

2.1810 1.9 =2.66

From Variation Chart for Horizontal Displacement

= 1 0.3 = 8 = 7.232

82.1810 1.9 0.3 = 0.0684 Where: V = 230.5/32 = 7.2 kN/m

Max Story Drift

max = 6

=2.66 , 0.53 0.29 = 7.232

62.1810 1.9 0.29=2.7510Determination of Bending Moment In Wall and Frame

= 2 Consider determining bending moment at Z = 12.5 m in the middle of height between the 3

rdand

4th

story.

7/23/2019 HW609-3

6/7

5 | P a g e

Using the Variation Chart for bending moment we get:

= 12.532 =0.39 , =2.66 0.05Moment in wall at Z=12.5 is

. = 7.2322 0.05=184.32 .The total moment in the set of frames at level 12.5 meter from the base is given by:

= 2

.

=7.2 3212.5

2 184.32 = 1184.58 .

The moment in the individual frames is obtained from the total moment in proportion to their

shear rigidities.

Moments in Frame 1:

= 4381.2228672.5 1184.58 = 181.00 . Moments in Frame 2:

= 4977.5128672.5 1184.58 = 205.64 . Shear Force in Wall and Frame:

= , , Consider determining the shear force at Z= 12.5 m

=0.39From the variation shear chart for wall and frames we find that K4 = 0.25

:- Shear in the Core at Z= 12.5m is

. = 7.2 32 0.25 = 57.6 Total shear in set of frames is as follows:

7/23/2019 HW609-3

7/7

6 | P a g e

= = 7 . 2 3212.5 57.6 = 82.8

The shear in individual frames is obtained from total shear in set of frames in proportion to their

rigidities:

1 = = 4381.2228672.5 82.8=12.65

2 = = 4977.5128672.5 82.8=14.37