Analysis of A Tall Building with Shear Wall of RCC and Steel Plate

Download Full-Text PDF Cite this Publication

Text Only Version

Analysis of A Tall Building with Shear Wall of RCC and Steel Plate

Ashish Kumar Gupta [1], Dr. Saleem Akhtar [2], Dr. Aslam Hussain [3] [1] Student of ME Structural Engineering, Department of Civil Engineering

[2] Prof. Department of Civil Engineering

[3] Assistant Prof. Department of Civil Engineering University Institute Of Technology,

Rajiv Gandhi Proudyogiki Vishwavidyalaya, Bhopal, (M.P.)

Absrtract:- Tall Structures are most influenced by lateral forces in seismic prone areas. The most significant basis to be considered in the design of the tall structures is to oppose lateral forces which can cause instability and sudden failure of the structure. In this manner it is necessitated that structure ought to have enough lateral stability to oppose lateral forces and to control the lateral displacement of the building. The shear wall is one of the most generally utilized lateral loads opposing System in elevated structures Shear wall has high in-plane stiffness and quality which can be utilized to all the while opposing enormous horizontal loads and support gravity loads. The incorporation of the Shear wall has turned out to be inescapable in multi-storeys working to oppose lateral forces. It is exceptionally important to decide the successful, effective and ideal location of the shear wall. In this paper, seismic analysis has been done on G+ 10 storeys building in Zone IV. The analysis has been done considering shear wall of RCC and steel plate. Parameters like axial load, displacement, Overturning moment, stiffness etc. are determined for different location of shear wall.

Keywords Shear wall, Seismic loading, lateral loading

1. INTRODUCTION

The basic role of all kinds of structural systems utilized in a building type structures is to support gravity loads. The most widely recognized loads resulting from the impact of gravity are dead load, live load and snow load. Other than these vertical loads, buildings are likewise exposed to lateral loads brought about by the wind, impact load or seismic tremors. Following are the various structural systems:

  1. Structural frame systems: the structural system comprises of frames. Floor slabs, beams, and columns are the essential components of the structural system. Such frames can carry gravity loads while giving satisfactory stiffness.

  2. Structural wall systems: in this kind of structures, all the vertical members are made of structural walls, generally called shear walls.

  3. Shear wallframe systems (double systems): the system comprises of reinforced Concrete frames interacting with reinforced concrete shear walls.

Shear wall is a structural part in a reinforced concrete framed structure to oppose lateral forces, for example, wind forces. Shear walls are commonly utilized in tall structures subject to the lateral breeze and seismic forces. In reinforced concrete framed structures the impact of wind forces increase as the height of the structure increases.

    1. LITERATURE REVIEW

      Author name

      Name of Journal

      Title name

      Research finding

      Peter Timler et al. (1998)1

      The Structural Design of Tall Buildings, 1998

      Volume-7, PP. 233249

      Experimental and analytical studies of steel plate shear walls as applied to the design of tall buildings

      In this study, three variations of a steel framed office building were used as case studies. Competitive reinforced concrete designs were also performed for economic comparisons.

      Astaneh-Asl (2001)2

      SEAONC Seminar, November 2001, San Francisco. PP. 1-18

      Seismic Behaviour and Design of Steel Shear Walls

      Seismic design of steel shear walls including provisions on

      how to establish strength of the wall as well as provisions on detailing to ensure sufficient ductility are made.

      Burcu Burak (2013)3

      Journal of Structural Engineering 2013, Volume-139, PP. 1928-

      1937.

      Effect of shear wall area to floor area ratio on the seismic behaviour of reinforced concrete buildings

      The results obtained from the nonlinear time history analyses including roof drift, inter story drift, and the base shear responses are evaluated to obtain the effect of shear wall area to floor area ratio on the seismic performance of RC buildings that have no torsional irregularities.

      Sumit Pawah (2014)4

      International Journal of Emerging Technology and Advanced Engineering (IJETAE), 2014,

      PP. 244- 252

      steel plate shear wall – a lateral load resisting system

      Provision of part shear walls in zone V is not enough to keep maximum displacements within permissible limits, whether it is a beam slab framed structure or framed structure with flat slabs with drop.

      R.Resmi and S.Yamini Roja (2016)6

      International Journal of Applied Engineering Research, 2016, ISSN NO.

      0973-4562 Vol. 11 No.3 ,

      PP. 369-370

      A review on performance of shear wall

      Shear wall provided along the periphery of the structure is found to be more effective.

    2. OBJECTIVES OF THE PRESENT STUDY

      1. To prepare 3D model of a tall building for detailed analysis.

      2. To perform analysis of a tall building without shear wall.

      3. To perform analysis of the tall building using RCC shear wall.

      4. To perform analysis of the tall building using steel plate shear wall.

      5. To compare the results of analysis of the tall building with and without shear walls.

      6. To draw suitable conclusion from the above analysis.

    3. SCOPE OF STUDY

The accuracy and the ability of the proposed structure are tested by static lateral load analysis in shear wall-frame system. In order to check the validity of the proposed models are executed on taken into consideration structural systems, in which shear walls are modelled via wall factors of ETABS [2015]. This analysis of lateral load resisting members in a building will assist us to increase the stability of structure against displacement and to decreases bending moment in vertical members (column).

2. METHODOLOGY

Table 1. Description of member used

200mm (steel plate shear wall)

RCC Frame

Steel Frame

Design data of building

Dimension

Dimension

Plan dimension

25m*25m

25m*25m

No. of bay x-direction No. of bay Y-direction

5 Bay

5 Bay

5 Bay

5 Bay

No. of storey

G+10

G+10

Typical storey height

3000mm

3000mm

Bottom storey height

3000mm

3000mm

Size of column

800*800(auto selected)

ISHB400-2(auto selected)

Size of beam

200*600(auto selected)

ISHB400-2(auto selected)

Thickness of slab

200mm

200mm

Thickness of shear wall

200mm (concrete Shear wall)

Table 2. Material property

Material

Concrete Frame

Steel Frame

Concrete

M-30

Steel

HYSD500

HYSD500

Shear Wall

M-30

HYSD500

    1. STEPS FOR ANALYSIS AND DESIGN OF STRUCTURAL ELEMENTS

      1. We choose Indian code for design.

        Etabs>file>new model>use built -in setting with>set (display unit, steel design code, concrete code section database)

      2. Selection of Grid Plan. No. of Grid Lines in X and Y-Direction are 5. Spacing in X and Y-Direction is 5m. No. Of Storeys in Building are 10. Height of typical Storey and Bottom Storey is 3m.

      3. Selection of grid dimensions and defining the material properties of the building section.

        Define>Material Properties>Add New Material>Material Properties Data

      4. Defining material properties and section properties of the building section.

        Define>sectional properties>frame section>frame properties>add new properties >choose concrete>frame section properties data

      5. Defining the slab properties of the building section.

        Define>sectional properties>slabs properties>slabs properties data

      6. Selection of beam and column section from toolbar, draw the building frame section.

        Quick draw beam>properties of beam section>select beam properties> draw the beam>Quick draw column>properties of column section>select column properties>draw the column>Quick draw slab>properties of slabs>select the slabs properties>draw the slab

      7. Drawing the wall of the building.

        Quick Draw wall> properties of wall section>select wall properties> draw the wall

      8. Designing the shear wall.

        Wall of the building>assign>shell>pier label>choose>P1>apply>select wall of building>assign>shell>spandrel label>choose S1>select wall of building>assign>shell>wall auto mesh option>shell assignment wall auto mesh option>advanced modify/auto mesh rectangular>select wall of building>assigning the load

        1. THREE-DIMENSIONAL MODELING FOR ANALYSIS The following eight models are taken for analysis purpose:

          Model 1: In this model, no shear wall has been provided at the concrete frame building.

          Model 2: In this model, the Concrete Shear wall has been provided at the corners of the buildings.

          Model 3: In this model, the Concrete shear wall has been provided at the corner of the R.C.C building in the tubular form throughout ten storeys.

          Model 4: In this model, the concrete shear wall has been provided at the middle (tubular form) and at the corners of the R.C.C building throughout ten storeys.

          Model 5: In this model, no shear wall has been provided at steel frame building.

          Model 6: In this model, the steel plate shear wall has been provided at the corner of the steel building.

          Model 7: In this model, the steel plate shear wall has been provided at the corner of the building in the tubular form.

          Model 8: In this model, the steel plate shear wall has been provided at the middle (tubular form) and corner of the building.

          Plan Elevation Plan Elevation MODEL-1 MODEL-2

          Plan Elevation Plan Elevation MODEL-3 MODEL-4

          Plan Elevation Plan Elevation MODEL-5 MODEL-6

          Plan Elevation Plan Elevation MODEL-7 MODEL-8

          Figure1. Various models taken for analysis purpose

        2. ANALYSIS AND RESULTS

          Structural analysis is done for all the eight models. Parameters obtained through analysis include maximum storey deflection, maximum storey drift, storey shear, overturning moments generated while applying earthquake load on the structure. Results are shown below in tabular and graphical form.

            1. MAXIMUM STOREY DISPLACEMENT

              The values of maximum storey displacement, as mentioned in IS 1893(part 1): 2002, for various models are given below.

              Table 3. Maximum storey displacement (mm)

              Storey

              Model1

              Model2

              Model3

              Model4

              Model5

              Model6

              Model7

              Model8

              Storey10

              25.95

              25.816

              25.239

              21.24

              13.005

              9.959

              8.949

              7.738

              Storey9

              24.827

              24.713

              24.155

              20.179

              11.68

              8.884

              7.938

              7.227

              Storey8

              23.058

              22.966

              22.437

              18.682

              10.161

              7.7

              6.838

              6.484

              Storey7

              20.773

              20.701

              20.213

              16.737

              8.566

              6.476

              5.715

              5.605

              Storey6

              18.102

              18.05

              17.613

              14.407

              6.954

              5.243

              4.597

              4.667

              Storey5

              15.162

              15.126

              14.75

              11.786

              5.367

              4.036

              3.516

              3.725

              Storey4

              12.051

              12.029

              11.721

              8.98

              3.862

              2.897

              2.507

              2.819

              Storey3

              8.852

              8.841

              8.606

              6.115

              2.496

              1.87

              1.608

              1.974

              Storey2

              5.632

              5.63

              5.473

              3.373

              1.337

              1.007

              0.858

              1.202

              Storey1

              2.577

              2.478

              2.399

              1.092

              0.468

              0.356

              0.301

              0.509

              Base

              0

              0

              0

              0

              0

              0

              0

              0

              MAX. STOREY DISPLACEMENT

              30

              20

              10

              0

              Model1

              Model2 Model3 Model4 Model5 Model6 Model7 Model8

              MAX. STOREY DISPLACEMENT

              30

              20

              10

              0

              Model1

              Model2 Model3 Model4 Model5 Model6 Model7 Model8

              STOREY

              STOREY

              DISPLACE MENT (mm)

              DISPLACE MENT (mm)

              Figure 1. Maximum Storey Displacement at different storeys for various models

              Comparing all the models, it has been found that the highest displacement value occurred at the 10th storey in model-1 & lowest value in model-8. The value of displacement increases with height, There is abrupt reduction in the values of displacement, as shown in the table 3 due to the replacement of concrete shear wall with the steel plate shear wall (SPSW).

            2. MAXIMUM STOREY DRIFT

              The values of maximum storey drift obtained for various models after analysis, as per IS 1893(part 1): 2002, are given in table 5 and shown graphically in figure 3.

              Table 4. Maximum storey drifts (mm)

              Storey

              Model1

              Model2

              Model3

              Model4

              Model5

              Model6

              Model7

              Model8

              Storey10

              0.000356

              0.000479

              0.000352

              0.000374

              0.000367

              0.000362

              0.000391

              0.000360

              Storey9

              0.000499

              0.000507

              0.000367

              0.000395

              0.000583

              0.000573

              0.000595

              0.000378

              Storey8

              0.000649

              0.000532

              0.000374

              0.000408

              0.000755

              0.000741

              0.000762

              0.000393

              Storey7

              0.000777

              0.000538

              0.000372

              0.000411

              0.000884

              0.000867

              0.00089

              0.000400

              Storey6

              0.000874

              0.000529

              0.00036

              0.000412

              0.000975

              0.000954

              0.00098

              0.000402

              Storey5

              0.000935

              0.000502

              0.000337

              0.000415

              0.001032

              0.00101

              0.001037

              0.000406

              Storey4

              0.000956

              0.000455

              0.0003

              0.000342

              0.001070

              0.001038

              0.001066

              0.000362

              Storey3

              0.000915

              0.000389

              0.00025

              0.000289

              0.001063

              0.001045

              0.001073

              0.000287

              Storey2

              0.000762

              0.000301

              0.000191

              0.000223

              0.001051

              0.001025

              0.001054

              0.000231

              Storey1

              0.000364

              0.000156

              0.0001

              0.000119

              0.000826

              0.0008

              0.000859

              0.00017

              Base

              0

              0

              0

              0

              0

              0

              0

              0

              STOREY DRIFT VALUE

              STOREY DRIFT VALUE

              0.0015

              0.001

              0.0005

              0

              STOREY DRIFT VALUE

              STOREY

              Model 1 Model2 Model3 Model4 Model5 Model6 Model7 Model8

              Figure 3. Maximum Storey Drift at different storeys for various models

              The highest values of drift occurred at 3rd storey in model-7 and the lowest value at the 1st storey in model-3.

            3. STOREY SHEARS

              The values of maximum storey shear obtained for various models, as per IS 1893(part1): 2002, are given in table 5 and shown graphically figure 4.

              Table 5. Storey shear (KN)

              Storey

              Location

              MODEL1

              MODEL2

              MODEL3

              MODEL4

              MODEL5

              MODEL6

              MODEL7

              MODEL8

              Storey10

              Top

              679.712

              1216.1166

              1280.79

              1206.65

              314.68

              348.432

              381.77

              330.241

              Bottom

              679.712

              1216.1166

              1280.79

              1206.65

              314.68

              348.432

              381.77

              330.241

              Storey9

              Top

              1330.53

              2428.4462

              2594.65

              2436.34

              570.691

              655.902

              740.816

              609.864

              Bottom

              1330.53

              2428.4462

              2594.65

              2436.34

              570.691

              655.902

              740.816

              609.864

              Storey8

              Top

              1844.76

              3386.3363

              3632.77

              3407.94

              772.972

              898.841

              1024.51

              830.8

              Bottom

              1844.76

              3386.3363

              3632.77

              3407.94

              772.972

              898.841

              1024.51

              830.8

              Storey7

              Top

              2238.46

              4119.7209

              4427.58

              4151.83

              927.843

              1084.84

              1241.71

              999.954

              Bottom

              2238.46

              4119.7209

              4427.58

              4151.83

              927.843

              1084.84

              1241.71

              999.954

              Storey6

              Top

              2527.71

              4658.534

              5011.52

              4698.35

              1041.63

              1221.49

              1401.28

              1124.23

              Bottom

              2527.71

              4658.534

              5011.52

              4698.35

              1041.63

              1221.49

              1401.28

              1124.23

              Storey5

              Top

              2728.58

              5032.7099

              5417.03

              5077.89

              1120.64

              1316.39

              1512.1

              1210.53

              Bottom

              2728.58

              5032.7099

              5417.03

              5077.89

              1120.64

              1316.39

              1512.1

              1210.53

              Storey4

              Top

              2857.14

              5272.1824

              5676.56

              5320.79

              1171.21

              1377.13

              1583.02

              1265.77

              Bottom

              2857.14

              5272.1824

              5676.56

              5320.79

              1171.21

              1377.13

              1583.02

              1265.77

              Storey3

              Top

              2929.45

              5406.8857

              5822.54

              5457.42

              1199.66

              1411.29

              1622.92

              1296.84

              Bottom

              2929.45

              5406.8857

              5822.54

              5457.42

              1199.66

              1411.29

              1622.92

              1296.84

              Storey2

              Top

              2961.59

              5466.7538

              5887.43

              5518.15

              1212.3

              1426.47

              1640.65

              1310.65

              Bottom

              2961.59

              5466.7538

              5887.43

              5518.15

              1212.3

              1426.47

              1640.65

              1310.65

              Storey1

              Top

              2969.63

              5481.7208

              5903.65

              5533.33

              1215.46

              1430.27

              1645.08

              1314.1

              Bottom

              2969.63

              5481.7208

              5903.65

              5533.33

              1215.46

              1430.27

              1645.08

              1314.1

              Base

              Top

              0

              0

              0

              0

              0

              0

              0

              0

              Bottom

              0

              0

              0

              0

              0

              0

              0

              0

              STOREY SHEAR DISTRIBUTION

              DIAGRAM

              STOREY SHEAR DISTRIBUTION

              DIAGRAM

              10000

              5000

              0

              10000

              5000

              0

              Story1St0oryS9toryS8toryS7toryS6toryS5toryS4toryS3toryS2tory1Base

              STOREY

              Story1St0oryS9toryS8toryS7toryS6toryS5toryS4toryS3toryS2tory1Base

              STOREY

              MODEL1

              MODEL2 MODEL3 MODEL4 MODEL5 MODEL6 MODEL7 MODEL8

              MODEL1

              MODEL2 MODEL3 MODEL4 MODEL5 MODEL6 MODEL7 MODEL8

              STOREY SHEAR (KN)

              STOREY SHEAR (KN)

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Top

              Figure 4. Storey Shear at different storeys for various models

              The highest value of storey shear at the 1st storey in model-3 and the lowest value at the 10th storey in model-5.

            4. OVERTURNING MOMENTS

              The values of maximum overturning moments obtained for various models, as per IS 1893(part 1): 2002, are given table 6 and shown graphically figure 5.

              OVERTURNING MOMENT

              (KN)

              OVERTURNING MOMENT

              (KN)

              Table 6. Overturning moments (KN-m)

              Storey

              MODEL1

              MODEL2

              MODEL3

              MODEL4

              MODEL5

              MODEL6

              MODEL7

              MODEL8

              Storey10

              0

              0

              0

              0

              0

              0

              0

              0

              Storey9

              2039.14

              3648.35

              3842.36

              3619.9418

              944.039

              1045.3

              1145.31

              990.724

              Storey8

              6030.73

              10933.7

              11626.3

              10928.9472

              2656.11

              3013

              3367.76

              2820.31

              Storey7

              11565

              21092.7

              22524.6

              21152.7682

              4975.03

              5709.52

              6441.28

              5312.71

              Storey6

              18280.4

              33451.9

              35807.3

              33608.245

              7758.55

              8964.05

              10166.4

              8312.58

              Storey5

              25863.5

              47427.5

              50841.9

              47703.3057

              10883.4

              12628.5

              14370.3

              11685.3

              Storey4

              34049.3

              62525.6

              67093

              62936.9662

              14245.4

              16577.7

              18906.6

              15316.9

              Storey3

              42620.7

              78342.1

              84122.7

              78899.3307

              17759

              20709.1

              23655.6

              19114.2

              Storey2

              51409

              94562.8

              101590

              95271.5911

              21358

              24943

              28524.4

              23004.7

              Storey1

              60293.8

              110963

              119253

              111826

              24994.9

              29222.4

              33446.3

              26936.6

              Base

              69202.7

              127408

              136964

              128426

              28641.2

              33513.2

              38381.5

              30878.9

              OVERTURNING MOMENT

              DISTRIBUTION DIAGRAM

              150000

              100000

              50000

              0

              MODEL1

              MODEL2 MODEL3 MODEL4 MODEL5 MODEL6 MODEL7 MODEL8

              OVERTURNING MOMENT

              DISTRIBUTION DIAGRAM

              150000

              100000

              50000

              0

              MODEL1

              MODEL2 MODEL3 MODEL4 MODEL5 MODEL6 MODEL7 MODEL8

              STOREY

              STOREY

              Figure 5. Overturning Moment at different storeys for various models

              Comparison of the models, the value of highest overturning moment is at the base in model-3 while the lowest value at the base in model-5. The value of maximum overturning moment decreases with increase in height.

            5. Storey Stiffness

          The values of maximum storey stiffness obtained for various models, as per IS 1893(part 1): 2002, are given table 7 and shown graphically figure 6.

          Table 7. Storey Stiffness (KN/m)

          Storey

          MODEL1

          MODEL2

          MODEL3

          MODEL4

          MODEL5

          MODEL6

          MODEL7

          MODEL8

          Storey10

          322178.9

          329596.1

          332595.012

          647128.9

          639558.3

          881041.3

          1101660

          1245556

          Storey9

          375357.8

          393139.1

          419925.28

          1020658

          890550

          1603579

          2067826

          2372875

          Storey8

          389595.4

          421260.3

          454527.297

          1243490

          948562.8

          2138608

          2797246

          3253574

          Storey7

          396738.9

          436274

          472419.336

          1435918

          960919.7

          2568590

          3383377

          3982339

          Storey6

          401333.7

          446609.7

          484843.069

          1627437

          964577.7

          2952517

          3912037

          4655721

          Storey5

          405097.2

          455624.9

          495518.152

          1839425

          972456.2

          3360201

          4477972

          5388334

          Storey4

          408927.5

          465284.8

          506519.868

          2095096

          996908.1

          3883161

          5206674

          6338711

          Storey3

          413826.9

          477508

          519658.077

          2426784

          1067743

          4682063

          6325502

          7798968

          Storey2

          425504.1

          496227.2

          538402.522

          2899211

          1297464

          6198207

          8385944

          10513960

          Storey1

          555872.2

          611972.5

          651917.075

          4352119

          2731866

          12227370

          16045927

          20206529

          Base

          0

          0

          0

          0

          0

          0

          0

          0

          STOREY STIFFNESS DISTRIBUTION

          DIAGRAM

          25000000

          20000000

          15000000

          10000000

          5000000

          0

          MODEL1

          MODEL2 MODEL3 MODEL4 MODEL5 MODEL6 MODEL7 MODEL8

          STOREY STIFFNESS DISTRIBUTION

          DIAGRAM

          25000000

          20000000

          15000000

          10000000

          5000000

          0

          MODEL1

          MODEL2 MODEL3 MODEL4 MODEL5 MODEL6 MODEL7 MODEL8

          STOREY

          STOREY

          STOREY STIFFNESS (KN/m)

          STOREY STIFFNESS (KN/m)

          Figure 6. Storey stiffness at different storeys for various models

          Comparison of the models, the value of highest storey stiffness is at the first storey in model-8 while the least value at the storey first in model-1. The value of maximum storey stiffness decreases with increase in height.

        3. SUMMARY AND CONCLUSION

          Total 8-Models of the building were analysed. Model 1 to Model 4 consisted of concrete frame while Model-5 to Model-8 were of steel frame. Model-1 of concrete frame and Model-5 of steel frame were provided with no shear wall. Models 2 to 4 of concrete frame were provided with shear walls on different locations. Shear walls were provided in the models 6 to 8 of steel frame, on the same locations as for models 2 to 4. The various concrete and steel frame models 1 to 8 were analysed and compared for various parameters through linear static analysis method considering seismic effect.

          It has been observed that the values of storey displacement in concrete shear wall are more than steel plate shear walls (SPSW) while the values of storey stiffness in steel plate shear wall are more than concrete shear wall. When compared all 8-models for the best location in the building, the steel plate shear wall (SPSW) provided at the middle (tubular form) and corner of the building has been found the best. It has been concluded that steel plate shear wall system is comparatively more suitable than concrete shear wall system in a building.

        4. REFERENCES

  1. Peter Timler, Carlos E.Ventura and Reza Anjam (1998), Experimental and analytical studies of steel plate shear walls as applied to the design of tall buildings, The Structural Design of Tall Buildings, 1998, Volume-7, PP. 233249.

  2. Astaneh-Asl (2001) Seismic Behaviour and Design of Steel Shear Walls, SEAONC Seminar, November 2001, San Francisco. PP. 1-18.

  3. Burcu Burak (2013), Effect of shear wall area to floor area ratio on the seismic behaviour of reinforced concrete buildings Journal of Structural Engineering, 2013, Volume-139, PP. 1928-1937.

  4. Sumit Pawah (2014), Steel plate shear wall – a lateral load resisting system International Journal of Emerging Technology and Advanced Engineering IJETAE,2014, PP. 244- 252

  5. Chandra Shekar and Raj Shekar (2015), Analysis and design of multi storied building by using Etabs software International journal of scientific research, 2015, Volume-4, ISSN No. 2277-8179.

  6. R.Resmi and S.Yamini Roja (2016), A review on performance of shear wall International Journal of Applied Engineering Research, 2016, Volume-11, ISSN NO. 0973-4562, PP. 369-370.

Leave a Reply

Your email address will not be published. Required fields are marked *