PARAMETRIC STUDY OF RCC, STEEL AND COMPOSITE...

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International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 4, July-August 2016, pp. 127–147 Article ID: IJCIET_07_04_011

Available online at

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ISSN Print: 0976-6308 and ISSN Online: 0976-6316

© IAEME Publication

PARAMETRIC STUDY OF RCC, STEEL AND

COMPOSITE STRUCTURES UNDER

SEISMIC LOADING

Bhavin H. Zaveri , Bhargav K.Panchotiya, Smit U. Patel

(B.Tech, Department of Civil Engineering, CGPIT,

Uka Tarsadia University, Bardoli, Gujarat, India)

Pratik A. Bilimoria

(M.Tech, Applied Mechanics Department, SVNIT, Surat, Gujarat, India)

ABSTRACT

In this research work low rise building comparisons are taken into

consideration in which same seismic conditions are applied to all the structures

and analysis results have been compared to check the suitability of RCC, steel

and composite low rise buildings under seismic conditions.

Here RCC, steel and composite buildings have been modelled and analysed

on the same grid pattern and same external loads are applied on the all three

buildings. Sections of RCC building elements are determined using IS 456 and

that of steel structure are determined using IS 1893. For composite building,

due to unavailability of Indian codes, sections are determined using ANSI

codes. For determination of sections first manual calculations have been

performed and then they are applied in the software ETABS v.15 along with

similar seismic and external loading conditions. These three buildings are

compared on the basis of uniform factor of safety between 2 to 3.After the

scrutinisation of the results we have concluded that instead of composite and

steel structures, RCC structure should be selected for the low rise building

construction, because we have observed more deformations in steel structure

and more stiffness in composite structure.

Key words: Parametric Study, Composite, Comparison Aspects, Storey Drift,

Lateral Acceleration, Base shear, seismic loading, Overturning Moment, Beam

forces, Column forces.

Cite this Article: Bhavin H. Zaveri, Bhargav K.Panchotiya, Smit U. Patel and

Pratik A. Bilimoria. Parametric Study of RCC, Steel and Composite Structures

Under Seismic Loading. International Journal of Civil Engineering and

Technology, 7(4), 2016, pp.127–147.

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Parametric Study of RCC, Steel and Composite Structures Under Seismic Loading


1. INTRODUCTION

Now a days RCC structures and steel structures are generally constructed but a new

form of structures known as composite structures also come into considerations. It is

very difficult to know that in case of a low rise buildings as well as high rise buildings

which type of structure will be more economical and also provides considerable

strength. Generally high rise buildings are preferred to be constructed as a steel

structure and low rise as RCC structures but composite structures can make our

structure more economical and strong. In our research work, parametric study of Steel,

RCC and Composite structure is made for low rise (G+5) storey. For that some review

and research papers are studied for the reference before selection of various sections for

these three structures. Using the manual calculations, the beam and column sections of

Steel, RCC and Composite buildings are decided in such a way that factor of safety can

be common. ETABS v.15 is used for the parametric study in which, low rise G+5

building is taken and then dead load, live load and super imposed dead load are applied

along with the seismic load. All the necessary load combinations are formed. Shear

wall of 150 mm is also provided. Here in case of composite building, beams are

provided of RCC and columns are provided of composite CFST (Concrete filled steel

tubes).And after the analysis, beam forces, column forces, joint displacements, storey

accelerations, storey drifts, storey maximum displacements, storey stiffness and storey

shear are compared.

2. MODELLING DETAILS IN ETABS SOFTWARE

2.1. Common grid details

Grid system (G+5) Storey along with terrace Height of one storey : 3m

Built up area : 20 m × 20 m Diaphragm : Rigid

Figure 2.1 3D view

Bhavin H. Zaveri, Bhargav K.Panchotiya, Smit U. Patel and Pratik A. Bilimoria


Figure 2.2 2D view

2.2. Beam and Column labels

Here in the case of beams two edge beams and two interior beams are selected and for

columns, two corner columns, two edge columns and two interior columns are selected

for comparison purpose.

Figure 2.3 Beam Labels



Figure 2.4 Column Labels

2.3. MATERIAL DETAILS

Table 2.1 Rebar Details Table 2.2 Steel Details (Fe 415)

Weight per unit volume 78.5 3/K N m Weight per unit volume 78.5 3/K N m

Mass per unit volume 8004.7

3/Kg m Mass per unit volume

8004.73/Kg m

Modulus of elasticity, E 52 1 0× MPa Modulus of elasticity, E 52 1 0× MPa

Coefficient of thermal

expansion, A

0.0000117 C-1

Poisson’s ratio, µ 0.3

Minimum yield strength,

yF

415 Mpa Coefficient of thermal

expansion, A

0.0000117 C-1

Minimum tensile strength,

uF

620.53 Mpa Shear modulus, G 76923.08 MPa

Expected yield strength,

y ef

455.05 Mpa Minimum yield strength,

yF

415 MPa

Expected tensile strength,

ueF

682.58 Mpa Minimum tensile strength,

uF

450 MPa

Directional symmetry type Uniaxial Effective yield strength,

y ef

379.5 MPa

Effective tensile strength,

ueF

495 MPa

Directional symmetry

type

Isotropic


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2.4. Structural details

Table 2.4 Steel Beam

Property

Material

Section shape

Source

Total depth

Top flange width

Top flange thickness

Bottom flange width

Bottom flange thickness

Web thickness

Fig. 2.5Beam Section

Table 2.3

Weight per unit volume

Mass per unit volume 2549.29

Modulus of elasticity, E

Poisson’s ratio, U

Table 2.6 Top cover plate for column

Material

Width

Thickness



Steel Beam Section

Table 2 5Steel Column Section

ISMB 250 Property

Fe 415 Material

Steel I/wide flange Section type BU I cover plate

Indian Total depth

250 mm Top flange width

125 mm Top flange

thickness

12.5 mm Bottom flange

width

125 mm Bottom flange

thickness

12.5 mm Web thickness

6.9 mm

Beam Section

Fig. 2.5 Column Section

Table 2.3 Concrete Material Details(M25)

25 3/K N m Coefficient of thermal

expansion, A

2549.29 3/Kg m

Shear modulus, G

25000 MPa Concrete tube compressive

strength, fck

0.2

Top cover plate for column Table 2.7 Bottom cover plate for column

Fe 415 Material

200 mm Width

10 mm Thickness


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5Steel Column Section

ISMB 250with

cover plates

Fe 415

BU I cover plate

250 mm

125 mm

12.5 mm

125 mm

12.5 mm

6.9 mm

Column Section

0.0000099 c-1

10416.67 MPa

25 MPa

Bottom cover plate for column

Fe 415

200 mm

10 mm

Parametric Study of RCC, Steel

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Table 2.10 Longitudinal bars

Clear cover for confinement bars

Number of longitudinal bar along

3-dir face

Number of longitudinal bar along

2-dir face

longitudinal bar size

longitudinal bar area

Table 2.8 Concrete Beam section

Property

Section shape

Depth

Width

Cover to top bars

Cover to bottom bars

Longitudinal &

confinement bars property

Beam Section

(reinforcement is auto considered by software)

Table 2.12 Composite beam section

Property 460 mm

Section shape Rectangular

Depth

Width

Cover to top bars

Cover to bottom bars

Longitudinal &

confinement bars

property

f RCC, Steel and Composite Structures Under Seismic Loading


Longitudinal bars Table 2.11 Confinement bars

Clear cover for confinement bars 20 mm Confinement bar size

Number of longitudinal bar along 3 Confinement bar area

Number of longitudinal bar along 5 Longitudinal spacing of

confinement bars

10 mm Confinement bar size

79 mm2 Confinement bar area

Concrete Beam section Table 2.9 Concrete Column Section

460 mm × 230

mm

Property 460 mm

Concrete

rectangular

Section shape

460 mm Depth

230 mm Width

60 mm Longitudinal &

confinement bars

property

60 mm Confinement bars

Rebar Reinforcement

configuration

Beam Section

(reinforcement is auto considered by software)

Column Section

Composite beam section Table 2.13 Composite column section

460 mm × 230 mm Property Composite column

Rectangular Section shape Filled steel tube

460 mm Total depth

230 mm Total width

60 mm Web thickness

60 mm Flange thickness

Rebar Fill material

nd Composite Structures Under Seismic Loading

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Confinement bars

Confinement bar size 8 mm

Confinement bar area 50 mm2

Longitudinal spacing of

confinement bars

150 mm

Confinement bar size 8 mm

Confinement bar area 50 mm2

Concrete Column Section

460 mm × 230 mm

Concrete

rectangular

460 mm

230 mm

Rebar

Ties

Rectangular

Column Section

Composite column section

Composite column

Filled steel tube

330 mm

230 mm

14 mm

14 mm

Concrete



Table 2.14Slabs Details Table 2.15Seismic Details

135 mm thick membrane All floors Eccentricity ratio 0.05

150 mm thick membrane Water tank base slab Response reduction,

R

5

200 mm thick membrane Lift machine base

slab

Seismic zone factor 0.16

135 mm thick membrane

with one way distribution

Stairs Silt type (3) Dense soil

150 mm Shear wall thickness Importance faces 1

2.5. Loading details

Table 2.16 Load Pattern Table 2.17 Load Case

Load Type Self-weight

multiplier Codes

Dead Linear static

Dead Dead 1 Live Linear static

Live Live 0 SIDL Linear static

EQX Seismic 0 IS 1893:2002 EQ X Response spectrum

EQX Seismic 0 IS 1893:2002 EQ Y Response spectrum

SIDL Super dead 0 EQ X Linear modal history

1= to be calculated by software

0= Applied externally

EQ Y Linear modal history



3. RESULTS

Table 3.1 Beam reactions (beam no. indicates the label of beam) (all units are in KN)

The frame element internal forces are:

P, the axial force

V2, the shear force in the 1-2 plane

V3, the shear force in the 1-3 plane

T, the axial torque (about the 1-axis)

M2, the bending moment in the 1-3 plane (about the 2-axis)

M3, the bending moment in the 1-2 plane (about the 3-axis)

STOREY BEAM NO NATURE

V2 MAX M3 MIN M3 MAX

RCC STEEL COMPOSITE RCC STEEL COMPOSITE RCC STEEL COMPOSITE

1

1 EDGE 142.3059 80.1927 180.7231 -184.418 -73.6124 -268.6019 155.0964 42.4873 225.3516

5 EDGE 142.1601 80.1752 180.6 -184.563 -73.5799 -268.7196 154.8908 42.4699 225.1829

6 INTERIOR 127.4763 89.5788 150.1434 -128.315 -69.6722 -185.5203 90.0149 44.326 130.3494

10 INTERIOR 129.5262 89.4096 151.1776 -131.779 -69.3508 -187.7553 92.1696 44.3333 131.9709

2

1 EDGE 135.6988 77.1821 170.785 -182.17 -69.4694 -255.3281 143.9054 38.0501 204.379

5 EDGE 135.285 77.1453 170.5261 -182.1 -69.4018 -255.6105 143.0689 38.0128 204.0268

6 INTERIOR 149.0412 89.1572 181.1201 -189.285 -75.7667 -259.8687 139.5213 43.4854 194.7891

10 INTERIOR 152.4589 89.1587 182.865 -193.729 -75.8659 -264.1729 143.0068 43.3896 197.5128

3

1 EDGE 151.7611 79.5995 191.3263 -222.837 -72.9847 -301.1559 180.8063 41.4243 247.2124

5 EDGE 150.9489 79.5199 191.3228 -222.775 -72.8218 -301.2448 179.5986 41.3606 246.3371

6 INTERIOR 164.6332 93.4508 204.9582 -230.718 -82.5489 -310.6526 175.9006 46.9006 241.5151

10 INTERIOR 169.3388 93.4724 208.8201 -237.017 -82.7293 -316.6648 180.7467 46.7714 245.3226



STOREY BEAM NO NATURE

V2 MAX M3 MIN M3 MAX


4

1 EDGE 161.0077 82.4634 205.023 -247.919 -78.8905 -329.0934 202.6039 44.9547 272.283

5 EDGE 160.4782 82.361 205.0324 -247.875 -78.9377 -329.2336 201.0868 44.8722 271.1734

6 INTERIOR 174.2893 96.1607 218.9715 -256.419 -86.8781 -339.1742 197.2743 49.0073 266.2503

10 INTERIOR 180.9386 96.2071 223.6773 -264.197 -87.1932 -346.5485 203.2667 48.8541 270.9403

5

1 EDGE 165.7763 83.9279 209.2132 -259.008 -83.2293 -337.4869 211.4742 46.7735 278.971

5 EDGE 165.6398 83.8073 209.2261 -258.965 -83.2866 -337.6506 209.6979 46.6767 277.6699

6 INTERIOR 179.703 97.5175 223.373 -267.89 -90.4412 -347.9181 205.8155 50.3412 272.6879

10 INTERIOR 187.1533 97.5882 228.6213 -276.623 -91.8984 -356.0981 212.5334 50.2042 277.8439

6

1 EDGE 169.8401 85.3676 213.7978 -268.699 -87.6437 -347.2725 218.8997 48.7108 286.0278

5 EDGE 169.7261 85.2285 213.8483 -268.76 -87.7101 -347.5364 216.9973 48.5576 284.5735

6 INTERIOR 183.9136 98.9198 228.1005 -277.942 -94.8944 -358.1024 213.2291 52.2503 279.6518

10 INTERIOR 192.1336 99.0098 233.9188 -288.134 -96.5335 -367.5973 221.6488 52.1233 285.9812



Table 3.2Column reactions (column no. indicates the label of column) (all units are in KN)

STORE

Y

COL.

NO

NATURE

P MAX V2 MAX V3 MAX M2 MIN M2 MAX M3 MIN M3 MAX

RCC

STEE

L COM. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

.

1

1 CORNER

1879.

2 1078.9

1836.

0

292.

6 123.9 295.5 73.5 24.6 127.5

-

120.2 -39.0

-

232.1

112.

2 31.5 221.4

-

573.2 -267.9

-

601.3

560.

9 257.5 589.0

6 CORNER

1553.

5 944.0

1780.

4

114.

9 46.2 108.5 73.5 24.6 127.5

-

112.2 -31.5

-

221.3

120.

2 39.0 232.2

-

216.3 -86.9

-

209.6

204.

0 76.5 197.3

7 EDGE

1952.

8 1369.6

2244.

5

360.

9 142.1 366.2 46.9 17.9 80.3 -74.9 -26.5

-

143.0 65.0 22.7 129.6

-

639.3 -284.1

-

669.9

638.

9 284.2 669.9

8

INTERIO

R

2434.

7 2254.5

2442.

2

266.

4 105.3 273.0 49.3 15.2 91.3 -76.6 -22.8

-

153.2 77.2 23.8 153.8

-

474.0 -212.2

-

502.2

473.

1 212.2 502.0

11

INTERIO

R

2457.

4 2357.1

2524.

4 59.2 17.3 60.7 49.0 15.1 91.0 -76.9 -23.8

-

153.5 76.5 22.8 153.1

-

111.4 -35.1

-

118.5

108.

6 30.8 114.4

12 EDGE

1964.

6 1376.5

2243.

0

133.

9 45.7 125.7 47.0 17.9 80.4 -65.0 -22.8

-

129.4 75.0 26.6 143.1

-

234.9 -86.6

-

226.6

234.

4 86.6 226.5

2

1 CORNER

1588.

9 920.8

1577.

5

183.

1 58.7 188.7 69.9 24.5 98.7

-

104.1 -36.5

-

144.8 79.9 30.9 112.7

-

270.4 -87.2

-

283.0

232.

9 75.9 246.3

6 CORNER

1373.

8 823.2

1575.

3 78.5 25.2 74.2 70.0 24.5 98.8 -79.7 -30.9

-

112.5

104.

2 36.5 144.9

-

123.5 -44.9

-

120.0 86.0 34.9 83.2

7 EDGE

1700.

4 1163.8

1962.

6

307.

7 91.3 319.5 60.4 22.7 83.8 -95.1 -35.7

-

139.6 65.0 26.8 99.5

-

463.3 -137.6

-

484.4

460.

4 137.1 483.3

8

INTERIO

R

2054.

1 1906.9

2064.

3

237.

2 72.1 248.6 69.6 17.7 113.5

-

106.5 -25.0

-

179.6

107.

3 27.6 180.1

-

359.7 -110.8

-

380.3

354.

1 109.5 377.8

11

INTERIO

R

2057.

3 1988.1

2124.

4 83.4 25.7 88.4 67.9 17.6 112.2

-

104.6 -27.4

-

177.5

104.

3 25.1 177.8

-

137.4 -48.1

-

148.1

130.

1 34.5 136.3

12 EDGE

1711.

5 1170.4

1961.

0

116.

4 23.8 109.4 61.8 23.0 84.9 -66.7 -27.1

-

100.3 97.2 36.0 141.2

-

178.9 -38.1

-

170.3

175.

7 37.2 168.7

3 1 CORNER

1292.

7 758.6

1329.

4

184.

6 65.4 190.9 75.0 24.5 102.8

-

115.7 -37.7

-

164.0 90.3 29.7 132.8

-

272.8 -98.7

-

282.5

235.

3 82.2 247.4

6 CORNER 1160. 690.1 1331. 88.2 28.5 84.9 75.1 24.5 102.9 -90.0 -29.7 - 115. 37.7 164.1 - -48.6 - 101. 33.9 101.8



STORE

Y

COL.

NO

NATURE


RCC

STEE

L COM. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

.

9 7 132.5 9 139.0 137.0 5

7 EDGE

1422.

6 957.4

1646.

1

297.

5 95.4 311.7 77.7 27.1 106.2

-

119.7 -41.5

-

169.0 87.9 32.9 129.8

-

442.0 -143.0

-

463.3

434.

8 140.7 459.1

8

INTERIO

R

1683.

0 1564.2

1693.

6

238.

8 78.6 252.3 94.9 23.8 150.9

-

143.9 -35.3

-

232.9

141.

9 36.3 230.2

-

357.4 -119.6

-

378.4

344.

5 114.9 370.8

11

INTERIO

R

1673.

7 1626.6

1735.

9

110.

8 34.6 119.2 92.5 23.5 149.0

-

138.0 -36.0

-

226.4

140.

5 35.3 230.2

-

175.5 -59.2

-

190.4

172.

0 47.9 180.6

12 EDGE

1432.

4 963.2

1644.

6

130.

7 29.3 126.3 79.9 27.4 108.0 -91.0 -33.4

-

131.4

122.

8 42.0 171.6

-

200.7 -48.4

-

196.5

193.

3 45.5 191.8

4

1 CORNER 993.7 592.6

1059.

8

169.

8 63.1 177.4 86.3 27.9 115.8

-

131.5 -42.6

-

179.3

103.

9 34.2 145.8

-

243.8 -90.7

-

253.6

202.

7 83.9 215.7

6 CORNER 926.9 549.3

1061.

8 92.9 31.5 91.4 86.5 27.9 115.9

-

103.5 -34.2

-

145.4

131.

8 42.6 179.5

-

143.9 -53.0

-

144.2

102.

8 36.1 106.3

7 EDGE

1127.

0 750.9

1305.

5

276.

8 92.7 292.6 89.3 30.6 119.4

-

135.9 -46.6

-

184.7

101.

2 37.6 142.6

-

407.1 -135.6

-

429.1

397.

2 132.2 423.1

8

INTERIO

R

1317.

0 1223.6

1326.

3

230.

9 79.2 245.2

111.

7 28.2 173.7

-

168.4 -42.3

-

264.3

164.

7 42.8 260.0

-

342.0 -117.5

-

362.7

324.

1 110.8 351.9

11

INTERIO

R

1300.

8 1269.3

1354.

3

127.

5 41.1 137.8

108.

6 28.0 171.3

-

159.8 -42.3

-

255.1

164.

1 42.4 260.8

-

197.1 -66.8

-

213.9

196.

1 56.1 204.8

12 EDGE

1135.

0 755.7

1304.

1

141.

5 34.7 140.2 92.0 31.1 121.7

-

105.3 -38.2

-

144.8

139.

9 47.2 188.0

-

215.5 -56.5

-

215.5

205.

5 52.3 209.0

5

1 CORNER 701.7 426.2 775.2

149.

6 59.4 157.8 92.6 30.1 122.3

-

139.8 -45.5

-

185.3

110.

6 37.3 150.5

-

208.7 -81.6

-

217.8

172.

3 82.7 184.2

6 CORNER 680.2 402.9 776.8 96.4 34.8 96.8 92.8 30.1 122.4

-

110.1 -37.3

-

150.0

140.

2 45.5 185.5

-

147.2 -56.7

-

149.3

103.

7 40.1 109.8

7 EDGE 820.6 544.3 951.7

243.

3 85.8 259.1 95.8 32.9 126.1

-

144.6 -49.7

-

191.0

107.

7 40.8 147.2

-

353.0 -122.0

-

373.6

340.

8 117.7 366.1

8 INTERIO 954.9 884.7 962.0 212. 76.3 226.0 121. 31.1 184.7 - -46.8 - 176. 46.7 272.8 - -110.2 - 288. 101.5 315.2



STORE

Y

COL.

NO

NATURE


RCC

STEE

L COM. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

. RCC

STEE

L

COM

.

R 3 0 182.0 278.5 8 310.6 329.1 1

11

INTERIO

R 936.4 915.6 978.5

138.

0 45.7 148.4

117.

5 31.2 182.0

-

171.2 -46.3

-

267.3

176.

9 46.9 274.6

-

208.1 -71.6

-

225.7

209.

2 61.6 217.4

12 EDGE 826.7 548.0 950.6

148.

4 40.3 150.0 98.9 33.4 128.8

-

112.7 -41.4

-

149.9

149.

2 50.4 195.0

-

224.4 -64.1

-

228.1

212.

2 59.0 220.0

6

1 CORNER 424.4 262.6 485.6

123.

6 52.8 131.1 93.4 30.7 119.0

-

141.0 -46.4

-

180.7

110.

8 37.9 145.4

-

166.5 -69.0

-

173.6

149.

0 77.1 161.1

6 CORNER 428.8 253.5 486.7 93.1 34.5 93.9 93.6 30.7 119.1

-

110.2 -38.0

-

144.8

141.

4 46.5 180.9

-

144.5 -57.8

-

147.6

100.

4 38.4 107.8

7 EDGE 509.5 337.6 593.9

198.

9 73.7 212.6 96.7 33.5 122.9

-

145.9 -50.7

-

186.5

107.

7 41.5 141.9

-

284.6 -102.1

-

301.5

270.

9 100.9 293.1

8

INTERIO

R 594.8 546.9 599.1

182.

8 67.6 193.8

124.

1 32.5 184.4

-

186.4 -48.9

-

277.6

180.

2 48.4 270.9

-

265.8 -96.6

-

279.8

240.

0 89.6 263.9

11

INTERIO

R 577.6 564.3 606.4

136.

1 45.5 145.6

120.

4 32.6 181.6

-

174.3 -47.9

-

265.1

180.

9 49.0 273.5

-

206.7 -72.0

-

223.3

208.

5 62.2 215.0

12 EDGE 513.6 340.1 593.3

147.

8 42.1 150.5

100.

0 34.1 125.5

-

113.2 -42.2

-

144.7

150.

9 51.5 190.6

-

225.2 -68.3

-

231.1

211.

8 62.6 222.1



Table 3.3Joint displacements (all dimensions are in mm)

STOREY

LOAD

UX MAX (X direction) UY MAX (Y direction) UZ MAX (Z direction)


1

ALL 28 29.9 25 18.3 18.8 15.7 7.2 6.4 6.3

HORIZONTAL 18.7 19.9 16.7 12.2 12.5 10.5 5.4 4.7 4.6

VERTICAL 0 0 0 0.002062 0.001153 0.0012 1.1 1.7 0.6

2

ALL 62.9 67.5 58 39.3 39.9 34.8 12.8 11.4 11.1

HORIZONTAL 42.1 45 38.7 26.2 26.6 23.2 9.3 8.2 7.7

VERTICAL 0 0 0 0.008492 0.004618 0.005242 2 3.1 1.2

3

ALL 96.8 105.3 90.6 58.2 58.8 51.9 16.8 15.3 14.4

HORIZONTAL 65.4 70.2 60.4 40.2 39.2 34.6 11.9 10.6 9.5

VERTICAL 0 0 0 0.01921 0.01018 0.01232 2.7 4.3 1.6

4

ALL 128.2 141.8 121 79.2 75 68.5 19.5 18 16.5

HORIZONTAL 87.5 94.6 80.6 61.1 53 50.6 13.3 12.1 10.5

VERTICAL 0 0 0 0.03357 0.01742 0.022 3.3 5.3 2

5

ALL 155.6 175.3 147.7 109.9 98.3 94.2 21.1 19.7 17.6

HORIZONTAL 107.5 118.3 98.5 82.9 73.1 67.7 14 13 11

VERTICAL 0 0 0.1 0.02607 0.03386 3.8 6 2.3

6

ALL 177.8 204.1 169.6 141.6 128.2 120.1 21.9 20.7 18.1

HORIZONTAL 124.6 139.9 114.3 104.7 93.6 84.6 14.2 13.4 11.2

VERTICAL 0 0 0 0.1 0.03653 0.04727 4.1 6.5 2.5



Table 3.4 Storey accelerations (all dimensions are in mm/sec2)

STOREY UX MAX (X direction) UY MAX (Y direction) UZ MAX (Z direction)


1 10026.0 10036.6 9947.9 9870.1 9841.9 9838.5 844.7 848.3 857.4

2 10306.3 10310.6 10146.8 9990.9 9919.2 9901.9 1114.1 1112.5 1135.1

3 10590.7 10602.2 10370.4 10148.0 10064.5 9987.3 1231.6 1195.5 1476.1

4 10878.1 10928.3 10623.7 10394.0 10266.3 10099.0 1661.2 1605.9 1760.4

5 11744.1 12456.4 12232.6 10702.9 10514.5 10287.6 2280.1 2256.4 2109.5

6 13231.0 14445.6 13730.1 11044.7 10793.1 11131.7 2768.8 2802.4 2716.2

Table 3.5 Storey drifts(all dimensions are in mm) Table 3.6 Storey max displacements (all dimensions are in mm)

STOREY DIRECTION

MAXIMUN DISPLACEMENT

RCC STEEL COMPOSITE

1 X 28 29.9 25

Y 8.9 9.6 8

2 X 62.9 67.5 58

Y 26.6 22.6 23.7

3 X 96.8 105.3 90.6

Y 50.8 44 44.5

4 X 128.2 141.8 121

Y 79.2 69.8 68.5

5 X 155.6 175.3 147.7

Y 109.9 98.3 94.2

6 X 177.8 204.1 169.6

Y 141.6 128.2 120.1

STOREY

DRIFT

DIRECTION

MAXIMUN DRIFT

RCC STEEL COMPOSITE

1 X 0.009349 0.009962 0.00834

Y 0.006085 0.006253 0.005245

2 X 0.011646 0.012551 0.011017

Y 0.007029 0.007045 0.006361

3 X 0.011388 0.012713 0.010925

Y 0.008065 0.007157 0.00695

4 X 0.010637 0.012352 0.010277

Y 0.009488 0.008613 0.008035

5 X 0.009408 0.01141 0.009139

Y 0.010288 0.009533 0.008572

6 X 0.007801 0.009954 0.007609

Y 0.010582 0.00999 0.008689


Table 3.7 Storey shear (all units are in KN)

Table 3.8 Storey stiffness

STOREY DIRECTION

MAXIMUN STIFFNESS

RCC STEEL COMPOSITE

1 X 824215.32 602861 951916.781

Y 1986285.38 1725985 2215437.81

2 X 594579.394 426447.6 650216.145

Y 963022.709 795217.4 1108000.69

3 X 524029.822 372441.7 566210.063

Y 665820.47 535189.6 783613.264

4 X 469610.945 327092.1 507277.319

Y 510812.246 402595.8 613264.145

5 X 419285.533 282770.7 451510.068

Y 403658.066 314035.9 490163.225

6 X 355728.248 231394.1 379682.966

Y 306358.664 238024.4 374300.481

STOREY DIRECTION

MAXIMUM SHEAR

RCC STEEL COMPOSITE

1 X 9147.9386 6773.202 9449.1927

Y 11687.204 8325.552 11866.7761

2 X 8875.8913 6563.455 9186.388

Y 11406.6973 8130.407 11559.3378

3 X 8287.5425 6123.697 8588.8985

Y 10728.1185 7656.889 10883.3387

4 X 7431.5103 5501.494 7689.7025

Y 9681.1008 6930.936 9845.211

5 X 6299.1963 4689.698 6495.9845

Y 8294.7496 5983.349 8393.7896

6 X 4833.9097 3642.696 6495.9845

Y 6474.1431 4752.128 6496.3573



4. DISCUSSION

Table 4.1Joint displacements (from table 3.3)

1) X direction

(under the

action of

horizontal

loads)

It varies from 18.7 to 124.6 for RCC building,

19.9 to 139.9 for steel building and 16.7 to

114.3 for composite building for respective

storeys

Here RCC buildings

results are

intermediate in X

and Z direction.

Which indicates that

they are not as stiff

as composite and

not as deformable

as steel. Thus here it

shows better

seismic response.

But performance

can be improved in

Y direction.

2) Y direction

(under the

action of

horizontal

loads)


12.5 to 93.6 for steel building and 10.5 to 84.6

for composite building for respective storeys

3) Z direction

(under the

action of

vertical

loads)

It varies from 1.1 to 4.1 for RCC building, 1.7

to 6.5 for steel building and 0.6 to 2.5 for

composite building for respective storeys.

Table 4.2Storey accelerations (from table 3.4)

1) X direction

It varies from 10025.96 to 13231.02 for RCC

building, 10036.58 to 14445.59 for steel

building and 9947.87 to 13730.06 for

composite building for respective storeys

Here results seem

approximately

uniform for all

building but little

stiff results are

observed for

composite building.

If performance of

RCC is improved in

Y direction then it

can be proven the

better one.

2) Y direction


building, 9841.9 to 10731.1 for steel building

and 9838.5 to 11131.7 for composite building

for respective storeys

3) Z direction

In Z direction it shows erratical behaviour but

overall RCC shows intermediate behaviour.

Table 4.3 Storey drift (from table 3.5)

1) X direction





In X direction RCC

building shows

intermediate results

while in Y direction

steel building shows

intermediate results.

While composite

building shows

stiffer results, which

is not good for

seismic response.

2) Y direction



buildingand 0.005245 to 0.008689 for




Table 4.4Maximum storey displacements (from table 3.6)

1) X direction

It varies from 28 to 177.8 for RCC building,

29.9 to 204.1 for steel building and 25 to 169.6


In X direction RCC

building shows

intermediate results

while in Y direction



While composite

building shows

stiffer results, which

is not good for

seismic response.

2) Y direction


9.6 to 128.2 for steel building and 8 to 120.1


Table 4.5Storey shear (from table 3.7)

1) X direction





Here overall RCC

building shows


2) Y direction





Table 4.6Storey stiffness (from table 3.8)

1) X direction


building, 602861 to 231394.1 for steel building

and 951916.8 to 379683 for composite

building for respective storeys

Here overall RCC

building shows


And composite

building shows very

stiffer results which

attracts more

seismic forces and


least stiffer results

can cause

inconveniency to

residents.

2) Y direction

It varies from 1986285 to 306358.7 for RCC

building, 1725985 to 238024.4 for steel

building and 2215438 to 374300.5 for


Table 4.7Beam Reactions (from table 3.1)

1) V2 MAX Beam

Labels

1 edge For RCC it varies from 142.3059 to 169.8401

For steel it varies from 80.1927 to 85.3676

For composite it varies from 180.7231 to 213.7978

6 interior For RCC it varies from 127.4763 to 183.9136



2) M3 MIN Beam

Labels

1 edge For RCC it varies from -184.418 to -268.699

For steel it varies from -73.6124 to -87.6437

For composite it varies from -268.602 to -347.273

6 interior For RCC it varies from -128.315 to -277.942






3) M3 MAX Beam

Labels







Here due to stiffness, composite building is attracting a large amount of forces under

seismic action and RCC building is showing intermediate results.

Table 4.8Column reactions (from table 3.2) 1) P MAX Column

Labels

1 corner For RCC it varies from 1879.23 to 424.3543









2) V2 MAX Column

Labels






For composite it varies from366.2306 to 213.621




3) V3 MAX Column

Labels










4) M2 MIN Column

Labels

1 corner For RCC it varies from -104.079 to -141.024









5) M2 MAX Column

Labels







8 interior For RCC it varies from77.2211 to 180.2454






6) M3 MIN Column

Labels

1 corner For RCC it varies from -573.242 to -166.482









7) M3 MAX Column

Labels










So overall, due to stiffness, composite building is attracting a large amount of forces

under seismic action and RCC building is showing intermediate results.

5. CONCLUSION

For given seismic conditions and low rise buildings, RCC construction can be better.

Because composite construction is much stiffer so resulted into attracting large

amount of seismic forces and so it is not suitable for these conditions. And Steel

construction is showing comparatively more deformations and very less stiffness

resulting into less convenient construction.

6. FUTURE SCOPE

CFST columns along with the steel beams should be checked as another option of

composite structure, if they can give better performance or not.

Structures can be compared with different orientations of columns.

Use these comparison aspects also for tall buildings with various options of composite

construction.

REFERENCES

[1] S. B. Cholekar, Basavalingappa S. M., Comparative Analysis of Multistoried

RCC and Composite Building due to Mass Irregularity, International Research

Journal of Engineering and Technology 02 (04), pp. 603–608,| July-2015.

[2] S. Koppad, S.V.Itti, Comparative study of RCC and composite multistoreyed

Buildings, International Journal of Engineering and Innovative Technology

(IJEIT), pp. 341–345, 3(5), November 2013

[3] Sattainathan.A, Nagarajan.N, Comparative study on the behavior of R.C.C., Steel

and composite structure, International Journal on Applications in Civil and

Environmental Engineering. 1(3), pp 21–26, March 2015



[4] D. R. Panchal and P. M. Marathe, Comparative Study of R.C.C., Steel and

Composite (G+30) storey building, Institute of Technology, Nirma University,

Ahmedabad – 382 481 , pp. 1–6, December, 2011

[5] P. Sangave, N. Madur, S. Waghmare, R. Shete, V. Mankondi, V. Gundla,

Comparative study of Analysis and design of R.C. and Steel Structures,

International Journal of Scientific & Engineering Research, 6(2), pp- 256–267,

February 2015

[6] P. Kolhe, R. Shinde, Time History Analysis of Steel and Composite Frame

Structure, IJREAT International Journal of Research in Engineering & Advanced

Technology, 3(2) April-May, 2015.

[7] K. Patel, S. Thakkar, Analysis of CFT, RCC and Steel Building Subjected to

Lateral Loading, Chemical, Civil and Mechanical Engineering Tracks of the 3rd

Nirma University International conference on engineering, Elsevier, pp 59 – 265,

year 2013

[8] N. m. Warade, P. J. Salunke, Comparative study on Analysis and Design of

Composite Structure, International Journal of Advance Research In Science and

Engineering IJARSE, ISSN-2319-8354(E), 2(12), pp 41–50, December, 2013

[9] IS 456:2000 Plain and reinforced concrete-code of Practice.

[10] AISC 360-10 Composite column design manual

[11] Karim M Pathan, Finite Element Analysis of 99.60 M High Roller Compacted

Concrete (RCC) Gravity Dam - Special Emphasis On Dynamic Analysis.

International Journal of Civil Engineering and Technology, 3(2), 2012, pp.387–

391.

[12] Esmaeil Asadzadeh, Prof. Mrs. A. Rajan, Mrudula S. Kulkarni and

Sahebaliasadzadeh, Finite Element Analysis For Structural Response of RCC

Cooling Tower Shell Considering Alternative Supporting Systems. International

Journal of Civil Engineering and Technology, 3(1), 2012, pp.82–98.

[13] Sidramappa Shivashankar Dharane, RCC Beam with Spiral Reinforcement.

International Journal of Civil Engineering and Technology, 5(8), 2014, pp.98–

100.

[14] IS 1893(part-1):2002 Criteria for earthquake resistant design of structures

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