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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
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=7&IType=4
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.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=7&IType=4
Parametric Study of RCC, Steel and Composite Structures Under Seismic Loading
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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
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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
Parametric Study of RCC, Steel and Composite Structures Under Seismic Loading
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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
Bhavin H. Zaveri, Bhargav K.Panchotiya, Smit U. Patel and Pratik A. Bilimoria
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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
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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
Bhavin H. Zaveri, Bhargav K.Panchotiya, Smit U. Patel and Pratik A. Bilimoria
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
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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
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
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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
Parametric Study of RCC, Steel and Composite Structures Under Seismic Loading
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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
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STOREY BEAM NO NATURE
V2 MAX M3 MIN M3 MAX
RCC STEEL COMPOSITE RCC STEEL COMPOSITE RCC STEEL COMPOSITE
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
Parametric Study of RCC, Steel and Composite Structures Under Seismic Loading
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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
Bhavin H. Zaveri, Bhargav K.Panchotiya, Smit U. Patel and Pratik A. Bilimoria
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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
.
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
Parametric Study of RCC, Steel and Composite Structures Under Seismic Loading
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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
.
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
Bhavin H. Zaveri, Bhargav K.Panchotiya, Smit U. Patel and Pratik A. Bilimoria
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Table 3.3Joint displacements (all dimensions are in mm)
STOREY
LOAD
UX MAX (X direction) UY MAX (Y direction) UZ MAX (Z direction)
RCC STEEL COMPOSITE RCC STEEL COMPOSITE RCC STEEL COMPOSITE
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
Parametric Study of RCC, Steel and Composite Structures Under Seismic Loading
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Table 3.4 Storey accelerations (all dimensions are in mm/sec2)
STOREY UX MAX (X direction) UY MAX (Y direction) UZ MAX (Z direction)
RCC STEEL COMPOSITE RCC STEEL COMPOSITE RCC STEEL COMPOSITE
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
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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
Parametric Study of RCC, Steel and Composite Structures Under Seismic Loading
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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)
It varies from 12.2 to 104.7 for RCC building,
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
It varies from 9870.11 to 11044.7 for RCC
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
It varies from 0.009349 to 0.007801 for RCC
building, 0.009962 to 0.009954 for steel
building and 0.00834 to 0.007609 for
composite building for respective storeys
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
It varies from 0.006085 to 0.010582 for RCC
building, 0.006253 to 0.00999 for steel
buildingand 0.005245 to 0.008689 for
composite building for respective storeys
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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
for composite building for respective storeys
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
It varies from 8.9 to 141.6 for RCC building,
9.6 to 128.2 for steel building and 8 to 120.1
for composite building for respective storeys
Table 4.5Storey shear (from table 3.7)
1) X direction
It varies from 9147.939 to 4833.91 for RCC
building, 6773.202 to 3642.696 for steel
building and 9449.193 to 6495.985 for
composite building for respective storeys
Here overall RCC
building shows
intermediate results.
2) Y direction
It varies from 11687.2 to 6474.143 for RCC
building, 8325.552 to 4752.128 for steel
building and 11866.78 to 6496.357 for
composite building for respective storeys
Table 4.6Storey stiffness (from table 3.8)
1) X direction
It varies from 842215.3 to 355728.2 for RCC
building, 602861 to 231394.1 for steel building
and 951916.8 to 379683 for composite
building for respective storeys
Here overall RCC
building shows
intermediate results.
And composite
building shows very
stiffer results which
attracts more
seismic forces and
steel building shows
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
composite building for respective storeys
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
For steel it varies from 89.5788 to 98.9198
For composite it varies from 150.1434 to 228.1005
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
For steel it varies from -69.6722 to -94.8944
For composite it varies from -185.52 to -358.102
Parametric Study of RCC, Steel and Composite Structures Under Seismic Loading
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Table 4.7Beam Reactions (from table 3.1)
3) M3 MAX Beam
Labels
1 edge For RCC it varies from 143.9054 to 218.8997
For steel it varies from 38.0501 to 48.7108
For composite it varies from 204.379 to 286.0278
6 interior For RCC it varies from 90.0149 to 213.2291
For steel it varies from 44.326 to 52.2503
For composite it varies from 130.3494 to 279.6518
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
For steel it varies from 1078.934 to 262.5902
For composite it varies from 1836.023 to 485.6284
7 edge For RCC it varies from 1952.837 to 509.5297
For steel it varies from 1369.561 to 337.634
For composite it varies from 2244.505 to 593.9288
8 interior For RCC it varies from 2434.663 to 594.8397
For steel it varies from 2254.506 to 594.8397
For composite it varies from 2442.213 to 599.1081
2) V2 MAX Column
Labels
1 corner For RCC it varies from 292.5744 to 123.571
For steel it varies from 123.946 to 52.7536
For composite it varies from 295.5499 to 131.0849
7 edge For RCC it varies from 360.8574 to 198.9294
For steel it varies from 142.0558 to 73.7011
For composite it varies from366.2306 to 213.621
8 interior For RCC it varies from 266.4471 to 182.8306
For steel it varies from 105.2766 to 67.598
For composite it varies from 273.0027 to 193.7593
3) V3 MAX Column
Labels
1 corner For RCC it varies from 73.5086 to 93.4234
For steel it varies from 24.5786 to 30.6833
For composite it varies from 98.6902 to 118.9958
7 edge For RCC it varies from 46.9286 to 96.6893
For steel it varies from 17.9171 to 33.5465
For composite it varies from 80.3235 to 122.8599
8 interior For RCC it varies from 49.2509 to 124.1353
For steel it varies from 15.1846 to 32.4993
For composite it varies from 91.2652 to 184.3706
4) M2 MIN Column
Labels
1 corner For RCC it varies from -104.079 to -141.024
For steel it varies from -36.5201 to -46.4445
For composite it varies from -144.801 to -180.656
7 edge For RCC it varies from -74.892 to -145.919
For steel it varies from -26.5452 to -50.7189
For composite it varies from -139.602 to -186.498
8 interior For RCC it varies from -76.5893 to -186.38
For steel it varies from -22.7737 to -48.883
For composite it varies from -153.212 to -277.635
5) M2 MAX Column
Labels
1 corner For RCC it varies from 79.8651 to 110.7798
For steel it varies from 30.8963 to 37.935
For composite it varies from 112.7012 to 145.4042
7 edge For RCC it varies from 64.9831 to 107.7183
For steel it varies from 22.7272 to 41.5346
For composite it varies from 99.5119 to 141.8808
8 interior For RCC it varies from77.2211 to 180.2454
Bhavin H. Zaveri, Bhargav K.Panchotiya, Smit U. Patel and Pratik A. Bilimoria
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Table 4.7Beam Reactions (from table 3.1)
For steel it varies from 23.8277 to 48.3715
For composite it varies from 153.810 to 272.7635
6) M3 MIN Column
Labels
1 corner For RCC it varies from -573.242 to -166.482
For steel it varies from -267.922 to -68.9655
For composite it varies from -601.325 to -173.598
7 edge For RCC it varies from -639.276 to -284.552
For steel it varies from -284.105 to -102.126
For composite it varies from -669.933 to -301.457
8 interior For RCC it varies from -474.019 to -265.849
For steel it varies from -212.228 to -96.5853
For composite it varies from -502.234 to -279.843
7) M3 MAX Column
Labels
1 corner For RCC it varies from 560.9377 to 148.9508
For steel it varies from 257.4777 to 75.8506
For composite it varies from 589.0158 to 161.1427
7 edge For RCC it varies from 638.8542 to 270.9347
For steel it varies from 284.1521 to 100.9424
For composite it varies from 669.9405 to 293.0588
8 interior For RCC it varies from 473.0672 to 240.0187
For steel it varies from 212.1709 to 89.5917
For composite it varies from 502.0305 to 263.8574
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.
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