Shear Wall

INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING

Volume 2, No 2, 2011

© Copyright 2010 All rights reserved Integrated Publishing services

Research article ISSN 0976 – 4399

Received on September, 2011 Published on November 2011 493

Solution of Shear Wall Location in Multi-Storey Building Anshuman. S

1, Dipendu Bhunia

2, Bhavin Ramjiyani

3

1- Assistant Professor, Civil Engineering Group, BITS Pilani, Rajasthan, India

2- Assistant Professor, Civil Engineering Group, BITS Pilani, Rajasthan, India.

3- Higher Degree student, Civil Engineering Group, BITS Pilani, Rajasthan, India

[email protected]

doi:10.6088/ijcser.00202010128

ABSTRACT

Shear wall systems are one of the most commonly used lateral-load resisting systems in high-

rise buildings. Shear walls have very high in-plane stiffness and strength, which can be used

to simultaneously resist large horizontal loads and support gravity loads, making them quite

advantageous in many structural engineering applications. There are lots of literatures

available to design and analyse the shear wall. However, the decision about the location of

shear wall in multi-storey building is not much discussed in any literatures.

In this paper, therefore, main focus is to determine the solution for shear wall location in

multi-storey building based on its both elastic and elasto-plastic behaviours. An earthquake

load is calculated and applied to a building of fifteen stories located in zone IV. Elastic and

elasto-plastic analyses were performed using both STAAD Pro 2004 and SAP V 10.0.5

(2000) software packages. Shear forces, bending moment and story drift were computed in

both the cases and location of shear wall was established based upon the above computations.

Keywords: linear behaviour of shear wall, Non-linear behaviour of shear wall, seismic

analysis, STAAD Pro 2004 and SAP V 10.0.5 (2000)

Introduction

Reinforced concrete framed buildings are adequate for resisting both the vertical and the

horizontal load acting on them. However, when the buildings are tall, beam and column sizes

workout quite heavy, so that there is lot of congestion at these joint and it is difficult to place

and vibrate concrete at these places, which fact, does not contribute to the safety of buildings.

These practical difficulties call for introduction of shear wall. The term „shear wall‟ is rather

misleading as such a walls behave like flexural members. They are usually used in tall

buildings and have been found to be of immense use to avoid total collapse of buildings

under seismic forces. It is always advisable to incorporate them in buildings built in region

likely to experienced earthquake of large intensity or high winds. The design of these shear

wall for wind are design as simple concrete walls. The design of these walls for seismic

forces requires special considerations as they should be safe under repeated loads. Shear

walls may become imperative from the point of view of economy and control of lateral

deflection. There are lots of literatures available [Cardan, B. (1961), Syngellakis et al. (1991),

Wight et al. (1991), Qiusheng et al. (1994), White et al. (1995) and Rosowsky, D.V. (2002)]

to design and analyse the shear wall. However, any of these literatures did not discuss much

about the location of shear wall in multi-storey building.

Hence, this paper has been described to determine the proper location of shear wall based on

its elastic and elasto-plastic behaviours. A RCC medium rise building of 15 stories subjected

to earthquake loading in Zone IV has been considered. In this regard, both STAAD Pro 2004

Solution of Shear Wall Location in Multi-Storey Building

Anshuman. S, Dipendu Bhunia, Bhavin Ramjiyani

International Journal of Civil and Structural Engineering

Volume 2 Issue 2 2011

494

and SAP V 10.0.5 (2000) software packages have been considered as two tools to perform.

Shear forces, bending moments and storey drifts have been calculated to find out the location

of shear wall in the building.

The plan of the building without shear wall as shown in Figure 1 has been considered to carry

out the study. Both STAAD PRO 2004 and SAP V 10.0.5 (2000) software packages have

been considered. The preliminary data as per the Table 1 is taken up for this study.

Figure 1: Plan of the Building without Shear Wall

Table 1: Preliminary Data

Zone IV

External wall 250mm thick

including Plaster

Ground storey

height

4.0m From

Foundation Internal wall

150mm thick

including Plaster

Floor to floor

height 3.35m

Grade of Concrete and

steel M20 and Fe 415

Size of exterior column 300×500 mm2

Number of

storeys FIFTEEN (G+14) Size of interior column 300×300 mm

2

Shear wall

thickness 300 mm

Size of beams in

longitudinal

and transverse direction

300×450 mm2

Depth of slab

150 mm

Ductility design

IS:13920-1993

Loading consideration

Dead Load (DL) and Live load (LL) have been taken as per IS 875 (Part 1) (1987) and IS 875

(Part 2) (1987), respectively. Seismic load calculation has been done based on the IS 1893

(Part 1) (2002)‟s approach.

Results and Discussions

It has been seen from Table 2 that the top deflection (when the seismic load direction is in the

shorter dimension) has been exceeded the permissible deflection, i.e. 0.004 times the total

height of the building [IS 1893 (Part 1) (2002)] in STAAD PRO 2004. It has been exceeded

for the load combinations 1.5(DL+EQ) and 0.9DL+1.5EQ, respectively.





495

Table 2: Maximum Deflection at the Roof without Shear Wall

Software Load

Combination

Calculated

Deflection

(mm)

Permissible Deflection

(mm)

[IS 1893 (Part 1)

(2002)]

STAAD PRO 2004

1.2(DL+LL+EQ) 187.976

203.6

1.5(DL+EQ) 235.725

0.9DL+1.5EQ 235.685

SAP V 10.0.5

(2000)

1.2(DL+LL+EQ) 158.71

1.5(DL+EQ) 198.4

0.9DL+1.5EQ 198.38

Similarly, bending moment and shear force were maximum at the ground level in 1st and 12

th

frames, respectively (Table 3).

Table 3: Maximum Bending Moment and Maximum Shear Force at the Ground Level

without Shear Wall

Frame No. Software Load

Combination

Calculated Bending

Moment

(kN-m)

Calculated

Shear Force

(kN)

1st and

12th

STAAD PRO

2004

1.2(DL+LL+E

Q) 238.041 110.49

1.5(DL+EQ) 294.134 136.43

0.9DL+1.5EQ 288.096 133.26

SAP V 10.0.5

(2000)

1.2(DL+LL+E

Q) 236.98 113.67

1.5(DL+EQ) 296.06 142.04

0.9DL+1.5EQ 302.65 145.26

Hence, for the above reason shear wall was provided in 1st and 12

th frames, respectively

(Figure 2).

Figure 2: Plan of the Building with Shear Wall in 1st and 12th frames

It has been observed from Table 4 that the roof deflection was well within the permissible

limit for all cases after providing the shear wall in 1st

and 12th

frames, respectively.





496

Table 4: Maximum Roof Deflection after Providing Shear Wall in the 1st and 12

th Frame

Software Load

Combination

Calculated Deflection

(mm) Permissible Deflection

(mm)

[IS 1893 (Part 1)

(2002)] Without

Shear Wall

With Shear

Wall

STAAD PRO

2004

1.2(DL+LL+E

Q) 187.976 123.59

203.6

1.5(DL+EQ) 235.725 154.49

0.9DL+1.5EQ 235.685 151.49

SAP V 10.0.5

(2000)

1.2(DL+LL+E

Q) 158.71 91.4

1.5(DL+EQ) 198.4 114.29

0.9DL+1.5EQ 198.38 114.29

It has also seen from Table 5 that both bending moment and shear force were increased at the

ground level in 1st and 12

th frames after providing shear wall in 1

st and 12

th frames.

Table 5: Maximum Bending moment and Shear Force at the Ground Level after providing

Shear Wall in the 1st and 12

th Frame

Software Load

Combination

Calculated

Bending Moment

(kN-m)

Calculated Shear Force

(kN)

STAAD PRO 2004

1.2(DL+LL+E

Q) 698.24 337.97

1.5(DL+EQ) 861.27 416.28

0.9DL+1.5EQ 854.41 412.29

SAP V 10.0.5 (2000)

1.2(DL+LL+E

Q) 630.90 308.57

1.5(DL+EQ) 778.78 380.24

0.9DL+1.5EQ 779.73 381.03

Further, shear walls have been provided in the interior frames, i.e. 6th

and 7th

frames as per

the following figure 3.

Figure 3: Plan of the Building with Shear Wall in 6th and 7th frames

It has been seen from the Table 6 that roof deflection was well within the permissible

deflection for all cases after providing the shear wall in 6th

and 7th






497

Table 6: Maximum Roof Deflection after Providing Shear Wall in the 6th

and 7th

Frame

Software Load

Combination

Calculated Deflection

(mm) Permissible

Deflection (mm)

[IS 1893 (Part 1)

(2002)] Without Shear

Wall

With Shear

Wall

STAAD PRO

2004

1.2(DL+LL+E

Q) 187.976 106.47

203.6

1.5(DL+EQ) 235.725 133.08

0.9DL+1.5EQ 235.685 135.47

SAP V 10.0.5

(2000)

1.2(DL+LL+E

Q) 158.71 84.72

1.5(DL+EQ) 198.4 105.91

0.9DL+1.5EQ 198.38 105.91

It has also seen from Table 7 that both bending moment and shear force were increased at the

ground level in 6th

and 7th

frames after providing shear wall in 6th

and 7th

frames.

Table 7: Maximum Bending Moment and Maximum Shear Force at the Ground Level after

providing Shear Wall in the 6th

and 7th

Frame

Software Load Combination

Calculated Bending

Moment

(kN-m)

Calculated Shear

Force

(kN)

STAAD

PRO 2004

1.2(DL+LL+EQ) 665.76 324.51

1.5(DL+EQ) 809.79 394.28

0.9DL+1.5EQ 803.14 389.25

SAP V

10.0.5

(2000)

1.2(DL+LL+EQ) 574.87 281.61

1.5(DL+EQ) 732.90 360.92

0.9DL+1.5EQ 729.19 358.67

Elasto-plastic analysis

Mahin and Bertero (1976) employed the wide-column frame analogy to assess the importance

of the strength and stiffness of the coupling beams on the elastic and nonlinear, static, and

dynamic responses of multi-story, coupled shear-wall models to severe earthquake excitation.

In wide column frame analogy shear wall has been modeled as a wide column having same

dimension of shear wall and shear wall is connected to frame by connecting beam. Here shear

walled frame has been modeled in SAP 2000 vs. 10 in which nonlinear analysis is done by

using inbuilt coefficient given by FEMA 356 (FEDERAL EMERGENCY MANAGEMENT

AGENCY) provisions. According to FEMA 356 the displacement of maximum displaced

column is restricted by 4% of height. Analysis is done for the design earthquake which has

the probability of occurrence is 100years and obtains the performance point. Performance

point gives the value of maximum displacement of column which occurs for design earth

quake intensity for particular zone i.e. zone IV. Resultant base shear-displacement curve has

been obtained for structure, which shows behavior of structure with respect to base shear.





498

Figure 3: Graph showing Hinge Formation Levels

In analysis hinge formation has been also been observed. Hinge formation levels are divided

as yield level (B), immediate occupancy level (IO), life safety level (LS), collapse level (CP),

full collapse level (E) [Figure 3]. At the immediate occupancy level structures have no sever

damage and structures can be used for further life of structure. Life safety level indicates

there will not be any casualty due to earthquake but structure cannot be used for further living.

At collapse level member will start to collapse and full collapse member will already collapse.

The elastic analysis has been extended to elasto-plastic analysis as per the criterion discussed

above. SAP2000 v10.0.5 software package has been considered to carry out this analysis.

Table 8 is showing the base shear and roof displacement at the performance point. It has been

observed that the performance point for both the conditions (Shear Wall provided in the 6th

and 7th

Frames and Shear Wall provided in the 1st and 12

th Frames) is lying within the IO

level.

Capacity Spectrum

Capacity spectrum is obtained as per IS 1893:2002 for Zone IV with medium soil.





499

Figure 4: Capacity Spectrum for shear wall in in 6th

and 7th

frame





500

Figure 5: Capacity Spectrum for shear wall in in 1st

and 12th

frame

Table 8: Base shear vs. Roof displacement at the performance point

Conditions

Parameters

Base Shear (kN) Roof Displacement

(mm)

Shear Wall provided in the 6th

and 7th Frames

912.677 0.0434

Shear Wall provided in the 1st

and 12th Frames

865.357 0.326

Graph shows that in Non-linear analysis performance point is small i.e. the behaviour of the

structure is within the elastic limit. Hence linear analysis is adequate for this structure.

Results for Shear wall in 6th

and 7th

frames

It has also seen from Table 9 that shear force was increased at the ground level in 6th

and 7th


and 7th

frames.





501

Table 9: Shear force for Shear wall in 6th

and 7th

frames

Storey

Level

Height

(m)

Shear force in shear wall for load combination

PUSH 2 (In kN )

Step 0 Step 1

Shear wall

1

Shear wall

2 Shear wall 1 Shear wall 2

14th

Roof level 52.40 - 6.608 - 6.608 - 36.369 - 49.586

14th Level 49.05 + 6.608 + 6.608 + 36.369 + 49.586

13th

14th Level 49.05 - 6.104 - 6.104 - 85.000 - 97.207

13th Level 45.70 + 6.104 + 6.104 + 85.000 + 97.207

12th

13th Level 45.70 - 6.714 - 6.714 - 132.821 - 146.249

12th Level 42.35 + 6.714 + 6.714 + 132.821 +146.249

11th

12th Level 42.35 - 6.983 - 6.983 - 181.334 - 195.299

11th

Level 39.00 + 6.983 + 6.983 + 181.334 + 195.299

10th

11th

Level 39.00 - 7.208 - 7.208 - 230.157 - 244.574

10th Level 35.65 + 7.208 + 7.208 + 230.157 + 244.574

9th

10th Level 35.65 - 7.383 - 7.383 - 279.180 - 293.948

9th Level 32.30 + 7.383 + 7.383 + 279.180 + 293.948

8th

9th Level 32.30 - 7.523 - 7.523 - 328.266 - 343.312

8th Level 28.95 + 7.523 + 7.523 + 328.266 + 343.312

7th

8th Level 28.95 - 7.625 - 7.625 - 377.267 - 392.516

7th Level 25.60 + 7.625 + 7.625 + 377.267 + 392.516

6th

7th Level 25.60 - 7.676 - 7.676 - 426 - 441.358

6th Level 22.25 + 7.676 + 7.676 + 426 + 441.358

5th

6th Level 22.25 - 7.651 - 7.651 - 474.242 - 489.544

5th Level 18.90 + 7.651 + 7.651 + 474.242 + 489.544

4th

5th Level 18.90 - 7.509 - 7.509 - 521.617 - 536.635

4th Level 15.55 + 7.509 + 7.509 + 521.617 + 536.635

3rd

4

th Level 15.55 - 7.187 - 7.187 - 567.604 - 581.977

3rd

Level 12.20 + 7.187 + 7.187 + 567.604 + 581.977

2nd

3

rd Level 12.20 - 6.563 - 6.563 - 611.447 - 624.572

2nd

Level 8.85 + 6.563 + 6.563 + 611.447 + 624.572

1st

2nd

Level 8.85 - 5.666 - 5.666 - 651.843 - 663.174

1st Level 5.50 + 5.666 + 5.666 + 651.843 + 663.174

Ground

1st Level 5.50 - 2.261 - 2.261 - 689.286 - 693.808

Ground

Level 1.50 + 2.261 + 2.261 + 689.286 + 693.808

Footing

Ground

Level 1.50 - 2.158 - 2.158 - 727.732 - 732.047

Footing

Level 0 + 2.158 + 2.158 + 727.732 + 732.047

It has also seen from Table 10 that bending moment was increased at the ground level in 6th

and 7th


and 7th

frames.

Table 10: Bending moment for Shear wall in 6th

and 7th

frames

Storey

Level

Height

(m)

Bending Moment in shear wall for load combination

PUSH 2 (In kN )

Step 0 Step 1

Shear wall Shear wall Shear wall 1 Shear wall 2





502

1 2

14th

Roof

level 52.40 + 11.782 + 11.782 + 63.369 + 86.932

14th Level 49.05 - 10.356 - 10.356 - 58.467 - 79.179

13th

14th Level 49.05 + 9.929 + 9.929 + 145.893 + 165.751

13th Level 45.70 - 10.520 - 10.520 - 138.854 - 159.894

12th

13th Level 45.70 + 11.171 + 11.171 + 225.789 + 248.131

12th Level 42.35 - 11.321 - 11.321 - 219.162 - 241.805

11th

12th Level 42.35 + 11.623 + 11.623 + 306.858 + 330.104

11th

Level 39.00 - 11.769 - 11.769 - 300.612 - 324.151

10th

11th

Level 39.00 + 12.018 + 12.018 + 388.278 + 412.315

10th Level 35.65 - 12.128 - 12.128 - 382.753 - 407.007

9th

10th Level 35.65 + 12.322 + 12.322 + 469.905 + 494.549

9th Level 32.30 - 12.412 - 12.412 - 465.355 - 490.178

8th

9th Level 32.30 +12.566 +12.566 + 551.499 + 576.631

8th Level 28.95 - 12.636 - 12.636 - 548.193 - 573.465

7th

8th Level 28.95 + 12.748 + 12.748 + 632.814 + 656.311

7th Level 25.60 - 12.795 - 12.795 - 631.029 - 656.618

6th

7th Level 25.60 + 12.851 + 12.851 + 713.536 + 739.237

6th Level 22.25 - 12.863 - 12.863 - 713.585 - 739.312

5th

6th Level 22.25 + 12.835 + 12.835 + 793.225 + 818.896

5th Level 18.90 - 12.796 - 12.796 - 795.485 - 821.077

4th

5th Level 18.90 + 12.638 + 12.638 + 871.226 + 896.502

4th Level 15.55 - 12.517 - 12.517 - 876.193 - 901.227

3rd

4

th Level 15.55 + 12.159 + 12.159 + 946.551 + 970.869

3rd

Level 12.20 - 11.916 - 11.916 - 954.922 - 978.754

2nd

3

rd Level 12.20 + 11.227 + 11.227 + 1017.803 + 1040.258

2nd

Level 8.85 - 10.757 - 10.757 - 1030.546 - 1052.061

1st

2nd

Level 8.85 + 9.732 + 9.732 + 1084.901 + 1104.372

1st Level 5.50 - 9.248 - 9.248 - 1098.766 - 1117.263

Ground

1st Level 5.50 + 5.567 + 5.567 + 1354.254 + 1365.388

Ground

Level 1.50 - 3.475 - 3.475 - 1402.894 - 1409.844

Footing

Ground

Level 1.50 + 2.215 + 2.215 + 457.035 + 461.465

Footing

Level 0 - 1.021 - 1.021 - 634.563 - 636.606


deflection for all cases after providing the shear wall in 6th

and 7th


Table 11: Storey drift of shear wall in 6th

and 7th

frames

STOREY

NO.

Height

( m )

Storey Drift of shear wall for load

combination

PUSH 2

(mm)





503

Step 0 Step 1

ROOF 52.40 0.0030 194

14TH

49.05 0.0002 170

13TH

45.70 0.0002 139.8

12TH

42.35 0.0001 134

11TH

39.00 0.0000 127..4

10TH

25.65 0.0000 119.9

9TH

32.30 0.0000 111.6

8TH

28.95 0.0000 102.6

7TH

25.60 0.0000 92.7

6TH

22.25 0.0000 82.2

5TH

18.90 0.0000 70.9

4TH

15.55 0.0000 59.1

3RD

12.20 0.0000 46.9

2ND

8.85 0.0000 34.2

1ST

5.50 0.0000 21.3

GROUND 1.50 0.0000 1.5

Results for Shear wall in 1st

and 12th

frames

It has also seen from Table 12 that shear force was increased at the ground level in 1st and

12th

frames after providing shear wall in 1st and 12

th frames.

Table 12: Shear force for shear wall in 1st and 12

th frame

Storey

Level

Height

(m)

Shear force in shear wall for load combination

PUSH 2 (In kN )

Step 0 Step 1

Shear wall

1

Shear wall


14th

Roof level 52.40 - 6.179 - 6.179 - 22.726 - 35.795

14th Level 49.05 + 6.179 + 6.179 + 22.726 + 35.795

13th

14th Level 49.05 - 2.129 - 2.129 - 59.632 - 63.918

13th Level 45.70 + 2.129 + 2.129 + 59.632 + 63.918

12th

13th Level 45.70 - 2.705 - 2.705 - 91.758 - 91.173

12th Level 42.35 + 2.705 + 2.705 + 91.758 + 91.173

11th

12th Level 42.35 - 2.799 - 2.799 - 124.576 - 130.178

11th

Level 39.00 + 2.799 + 2.799 + 124.576 + 130.178

10th

11th

Level 39.00 - 2.935 - 2.935 - 157.513 - 163.380

10th Level 35.65 + 2.935 + 2.935 + 157.513 + 163.380

9th

10th Level 35.65 - 3.055 - 3.055 - 190.516 - 196.623

9th Level 32.30 + 3.055 + 3.055 + 190.516 + 196.623

8th

9th Level 32.30 - 3.165 - 3.165 - 223.456 - 229.782

8th Level 28.95 + 3.165 + 3.165 + 223.456 + 229.782

7th

8th Level 28.95 - 3.256 - 3.256 - 256.192 - 262.701

7th Level 25.60 + 3.256 + 3.256 + 256.192 + 262.701

6th

7th Level 25.60 - 3.316 - 3.316 - 288.553 - 295.182

6th Level 22.25 + 3.316 + 3.316 + 288.553 + 295.182

5th

6th Level 22.25 - 3.325 - 3.325 - 320.312 - 326.960

5th Level 18.90 + 3.325 + 3.325 + 320.312 + 326.960





504

4th

5th Level 18.90 - 3.257 - 3.257 - 351.159 - 357.670

4th Level 15.55 + 3.257 + 3.257 + 351.159 + 357.670

3rd

4

th Level 15.55 - 3.074 - 3.074 - 380.655 - 386.802

3rd

Level 12.20 + 3.074 + 3.074 + 380.655 + 386.802

2nd

3

rd Level 12.20 - 2.702 - 2.702 - 408.206 - 413.608

2nd

Level 8.85 + 2.702 + 2.702 + 408.206 + 413.608

1st

2nd

Level 8.85 - 2.234 - 2.234 - 432.798 - 736.366

1st Level 5.50 + 2.234 + 2.234 + 432.798 + 736.366

Ground

1st Level 5.50 - 0.388 - 0.388 - 454.607 - 455.384

Ground

Level 1.50 + 0.388 + 0.388 + 454.607 + 455.384

Footing

Ground

Level 1.50 - 1.632 - 1.632 - 477.792 - 474.527

Footing

Level 0 + 1.632 + 1.632 + 477.792 + 474.527

It has also seen from Table 13 that bending moment was increased at the ground level in 1st

and 12th

frames after providing shear wall in 1st and 12

th frames.

Table 13: Bending moment for shear wall in 1st and 12

th frame

Storey

Level

Height

(m)

Bending Moment in shear wall for load combination

PUSH 2 (In kN )

Step 0 Step 1

Shear wall

1

Shear wall


14th

Roof level 52.40 + 13.361 + 13.361 + 37.465 + 65.808

14th Level 49.05 - 7.338 - 7.338 - 38.668 - 54.107

13th

14th Level 49.05 + 3.144 + 3.144 + 102.956 - 109.291

13th Level 45.70 - 3.989 - 3.989 - 96.811 - 104.835

12th

13th Level 45.70 + 4.529 + 4.529 + 156.377 - 165.444

12th Level 42.35 - 4.531 - 4.531 - 151.013 - 160.086

11th

12th Level 42.35 + 4.646 + 4.646 + 211.267 +220.565

11th

Level 39.00 - 4.731 - 4.731 - 206.064 - 215.529

10th

11th

Level 39.00 + 4.880 + 4.880 + 266.199 + 275.958

10th Level 35.65 - 4.951 - 4.951 - 261.487 - 271.367

9th

10th Level 35.65 + 5.084 + 5.084 + 321.148 + 331.311

9th Level 32.30 - 5.151 - 5.151 - 317.079 - 327.376

8th

9th Level 32.30 + 5.272 + 5.272 + 375.891 - 386.428

8th Level 28.95 - 5.331 - 5.331 - 372,689 - 383.342

7th

8th Level 28.95 + 5.431 + 5.431 + 430.188 + 441.045

7th Level 25.60 - 5.476 - 5.476 - 428.056 - 439.004

6th

7th Level 25.60 + 5.542 + 5.542 + 483.739 + 494.819

6th Level 22.25 - 5.566 - 5.566 - 482.914 - 494.040

5th

6th Level 22.25 + 5.575 + 5.575 + 536.142 + 547.288

5th Level 18.90 - 5.564 - 5.564 - 536.905 - 548.028

4th

5th Level 18.90 + 5.487 + 5.487 + 586.833 + 597.804

4th Level 15.55 - 5.422 - 5.422 - 589.551 - 600.392

3rd

4

th Level 15.55 + 5.219 + 5.219 + 635.012 + 645.447

3rd

Level 12.20 - 5.079 - 5.079 - 640.183 - 650.338

2nd

3

rd Level 12.20 + 4.669 + 4.669 + 679.624 + 688.962

2nd

Level 8.85 - 4.381 - 4.381 - 687.866 - 696.626





505

1st

2nd

Level 8.85 + 3.840 + 3.840 + 720.792 + 728.471

1st Level 5.50 - 3.643 - 3.643 - 729.081 - 736.366

Ground

1st Level 5.50 + 1.519 + 1.519 + 891.424 + 894.463

Ground

Level 1.50 - 0.035 - 0.035 - 927.003 - 927.073

Footing

Ground

Level 1.50 + 1.861 + 1.861 + 288.393 + 284.671

Footing

Level 0 - 0.587 - 0.587 - 428.294 - 427.119


deflection for all cases after providing the shear wall in 1st and 12

th frames, respectively.

Table 14: Storey drift of shear wall in 1st and 12

th frame

STOREY

NO.

Height

( m )

Storey Drift of shear wall for load

combination

PUSH 2

(mm)

Step 0 Step 1

ROOF 52.40 0.0031 102.9

14TH

49.05 0.0017 100.1

13TH

45.70 0.0004 96.7

12TH

42.35 0.0000 92.7

11TH

39.00 0.0000 88.1

10TH

25.65 0.0000 83.0

9TH

32.30 0.0000 77.2

8TH

28.95 0.0000 70.9

7TH

25.60 0.0000 64.0

6TH

22.25 0.0000 56.7

5TH

18.90 0.0000 48.8

4TH

15.55 0.0000 40.6

3RD

12.20 0.0000 32.1

2ND

8.85 0.0000 23.4

1ST

5.50 0.0000 14.5

GROUND 1.50 0.0000 1.0

Conclusions

The above study shows the idea about the location for providing the shear wall which was

based on the elastic and inelastic analyses in this paper.

It has been observed that the top deflection was reduced and reached within the permissible

deflection after providing the shear wall in any of the 6th

& 7th

frames and 1st and 12

th frames

in the shorter direction.





506

It has been also observed that the both bending moment and shear force in the 1st and 12

th

frame were reduced after providing the shear wall in any of the 6th

& 7th

frames and 1st and

12th

frames in the shorter direction.

It has been observed that the in inelastic analysis performance point was small and within the

elastic limit.

Thus result obtained using elastic analyses are adequate.

Hence, it can be said that shear wall can be provided in 6th

and 7th

frames or 1st and 12

th

frames in the shorter direction.

References

1. Bureau of Indian Standards: IS-875, part 1 (1987), dead loads on buildings and

Structures, New Delhi, India.

2. Bureau of Indian Standards: IS-875, part 2 (1987), live loads on buildings and

Structures, New Delhi, India.

3. Bureau of Indian Standards: IS-1893, part 1 (2002), “Criteria for Earthquake

Resistant Design of Structures: Part 1 General provisions and Buildings”, New

Delhi, India.

4. Bernhard Cardan (September 1961), “Concrete Shear Walls Combined with

Rigid Frames in Multistory Buildings Subject to Lateral Loads”, Journal of

American Concrete Institute, 58, pp 299-316,

5. Li Qiusheng, Cao hong and Li Guiqing “analysis of free vibrations of tall

buildings” ASCE.

6. David V. Rosowsky (November 2002), “Reliability-based seismic design of

wood shear walls” Journal of Structural Engineering” ASCE.

7. SAP2000: Advanced 10.0.5 (2006), static and Dynamic Finite Element Analysis

of Structures, Computers and Structures Inc., Berkeley, CA.

8. Stavros Syngellakis' and Idris A. Akintilo (1991), “nonlinear dynamics of

coupled shear walls using transfer matrices” ASCE.

9. Maurice W. White and J. Daniel Dolan (1995), “Nonlinear shear wall analysis”

Technical Notes, Journal of Structural Engineering” ASCE.

10. John Bolander Jr. and James K. Wight (1991), “Finite element modeling of

shearwall- dominant buildings” ASCE.

Shear Wall

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