International Journal of Electrical, Electronics and Computer Systems (IJEECS)
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INTERACTION OF BUILDING FRAME WITH PILE
1
Raksha J. Khare, 2H.S.Chore
1
P.G. Student, 2Professor and Head
Department of Civil Engineering, Datta Meghe College of Engineering, Navi Mumbai, India
Email: 1rakshakharee@gmail.com, 2chorehs@gmail.com
were focused on the interaction of frames with combined
footings. In the meantime, much work is available on pile
foundation (single as well as pile group), but
comparatively little work, except Buragohain et al. [6],
was reported on the analysis of framed structures resting
on pile foundations to account for the soil-structure
interaction. The work reported by Buragohain et al. [6]
was based on simplified approach. Ingle and Chore [10]
emphasized the necessity of interaction analysis for
building frames resting on pile foundation based on a
more rational approach and realistic assumptions and
subsequently, Chore [11] reported the comprehensive
interaction analysis of a single storeyed building frame
having two bays and supported on the pile groups.
Pursuant to this, Chore and co-authors [12] reported the
interaction analyses for the building frame considered in
the afore-mentioned work (Chore, [13,14, 15, 16, and 17].
These analyses include the coupled and uncoupled
approaches. The building frame was modeled using 3-D
finite element idealizations while the sub-structure was
idealized using 3-D as well as simplified idealizations
based on the theory postulated by Desai et al [18]. The
published work considered linear as well as non-linear
behavior (p-y curve approach) of the soil. However, on
the backdrop of the relatively lesser work found on the
interaction analysis of multi-storeyed frames resting on
pile foundation, the analysis of four storeyed building
frame having two bays are reported in the present study.
The effect of spacing of piles is evaluated on the
displacement of the frame.
Abstract- The effect of soil-structure interaction on a four
storeyed frame (G+3), two-bay frame resting on pile group
embedded in the cohesive soil is examined in this paper. For
the purpose of the analysis, simplified idealizations made in
the theory of finite elements are used. The slab provided for
all storeys including that at ground is idealized as three
dimensional four-nodded shell elements. Beams and
columns of the superstructure frame are idealized as three
dimensional two-nodded beam elements. Pile of the
sub-structure is idealized as three dimensional six-nodded
beam elements.The finite element based software program
in ETABS is used for the purpose of analysis. The effect of
single pile when fixed and with effect of soil structure
interaction on the response of superstructure is studied. The
response of the superstructure considered include
displacement at top of frame and moment in column.
Index Terms- Cohesive, foundation- frame, soil-structure
interaction, superstructure.
I. INTRODUCTION
The framed structures are normally analyzed with their
bases considered to be either completely rigid or hinged.
However, the foundation resting on deformable soils also
undergoes deformation depending on the relative
rigidities of the foundation, superstructure and soil.
Interactive analysis is, therefore, necessary for the
accurate assessment of the response of the superstructure.
Numerous interactive analyses have been reported in the
1960-70”s studies such as Chameski [1], Morris [2], Lee
and Harrison [3], Lee and Brown [4], King and
Chandrasekaran [5], Buragohain et al. [6], and in more
recent studies such as Subbarao et al. [7], Deshmukh and
Karmarkar [8] and Dasgupta et al. [9]. While a majority of
these analyses have been presented either for the
interaction of frames with isolated footings or for the
interaction of frames with raft foundation, few of them
.
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International Journal of Electrical, Electronics and Computer Systems (IJEECS)
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Table I:Material Properties.
II. MODELLING OF THE SUPER- AND
SUB-STRUCTURES
Material Properties
The slab of the frame is idealized as three dimensional
four-nodded shell elements. Beams and columns of the
superstructure frame are idealized as three dimensional
two-nodded beam elements. Pile of the sub-structure is
idealized as three dimensional six-nodded beam elements.
Grade of Concrete used for
the Frame Elements
Young’s Modulus of
Elasticity for Frame
Elements
Grade of Concrete Grade
used for Pile
Young‟s Modulus of
Elasticity for Foundation
Elements.
Poisson‟s Ratio (μc )
III. NUMERICAL PROBLEM
A four storeyed (G+3) space frame resting on pile
foundation is considered for the purpose of the parametric
study.. The frame, 9 m high, is 10 m  10 m in plan with
each bay of dimension 5m  5m. The height of each storey
is 3 m. The slab, 200 mm thick, is provided at the top as
well as at the floor level. The slab at the top is supported
by beams, 300 mm wide and 400 mm deep, which in turn
rest on columns of size 300 mm  300 mm. The extruded
model for single pile arrangement is shown in Figure 1.
Figure 2 shows the arrangement of column and
beams.While dead load is considered according to unit
weight of the materials of which the structural
components of the frame are made up. A lateral load of
1000 kN is assumed to act at the joints of the frame.
Corresponding
Values
M-20 (Characteristic
Comp Strength: 20
MPa)
0.25491 × 108 kPa
M-40
0.3605 × 108 kPa
0.15
Young‟s modulus of
elasticity (Es)
4267 kN/m²
Poisson‟s ratio (μs)
0.45
Modulus of subgrade
reaction (Kh)
6667 kN/m3.
Figure 2: Plan view showing beam and column position.
IV. RESULT AND DISCUSSION
Figure 1: Extruded model for single pile.
In the parametric study conducted for the specific frame
presented here, the responses of the superstructure
considered for the comparison include the horizontal
displacement of the frame at the respective storey level,
for both fixed base and soil-structure interaction (SSI)
cases. The displacements of frame evaluated in respect of
single pile and the Fixed Base condition is shown in Table
II
The properties of the concrete for the superstructure
elements and sub-structure element (according to Indian
specification) are given in Table I. The corresponding
Young’s modulus of elasticity and Poisson’s ratio are also
given in Table I. A soft cohesive soil is considered in the
analysis.
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International Journal of Electrical, Electronics and Computer Systems (IJEECS)
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The effect of soil-structure interaction (SSI) on B.M. at
top and bottom of superstructure columns of the specific
frame is evaluated. The percentage increase or decrease in
moments in columns of the frame is evaluated. The
absolute maximum moments in columns obtained in view
of SSI and those obtained considering the column bases to
be fixed are also compared. The corresponding change in
moments with respect to the moments obtained
considering fixed column bases is also shown in Table III
-VIII.
Storey
Height (m)
12
9
6
3
0
Fixed
Base
408.68
328.61
213.23
115.28
0
SSI
569.20
488.67
332.72
207.54
117.61
% Variation
39.23
48.71
56.04
80.03
100.00
Storey
Height (m)
12
9
6
3
0
SSI
17.31
Fixed
Base
-451.12
-1469.66
-748.09
1034.76
-855.22
SSI
-452.88
-947.3
-782.60
1502.82
1300.00
%
Variation
0.39
-35.5
4.61
45.23
-220.99
The effect of SSI is found to increase the maximum
positive moment in columns by 7.27 % with respect to
absolute maximum positive moment obtained in view of
Fixed Base condition. The corresponding increase in
maximum negative moment in columns is found to be in
the range of 0.35- 36.28 % except at storey level two
where moment decreases by 1.35 %.
Table III: Values of moments (kN-m) and corresponding
increase due to SSI in column C-4
Fixed Base
1763.02
Table V : Values of moments (kN-m) and increase due to
SSI in column-8 (front column in the leading row)
At each storey, the displacement is found to increase from
bottom to top. The corresponding values of the
displacement at first storey, second storey, third storey
and top storey of the frame are found to be 115.28 mm
,231.22 mm, 328.61 mm 134.49 mm and 408.68 mm
when the column bases are assumed to be fixed . With the
incorporation of the effect of soil-structure interaction
into the analysis, the maximum values of displacement are
117.64 mm, 207.54 mm, 332.72 mm, 488.67 mm and
569.00 mm at corresponding storeys. The percentage
increase in displacement due to consideration of the effect
of SSI are 100 %, 80.03 %, 56.04 %, 48.709 %,39.23 %
for the respective storeys.
Storey
Height (m)
-682.81
-525.79
-1387.34
-997.31
%
Variation
-0.93
-1.33
32.57
8.71
SSI
The effect of SSI is found to decrease the maximum
positive moment in columns by 9.75 % with respect to
absolute maximum positive moment obtained in view of
Fixed Base condition. The corresponding increase in
maximum negative moment in columns is found to be in
the range of 14.63- 15.22 % except at the top of the frame
where it is found to decrease by 16.53 %.
Table II: Values of displacements (mm) and
corresponding increase due to SSI .
Storey
Height (m)
12.00
9.00
6.00
3.00
0.00
Fixed
Base
-689.2
-532.88
-1046.5
-917.39
1502.8
2
For The effect of SSI is found to increase the maximum
positive moment in columns by 11.33 % with respect to
absolute maximum positive moment obtained in view of
Fixed Base condition. The corresponding decrease in
maximum negative moment in columns is found to be in
the range of 0.12- 0.63 % except at storey level one where
it increases by 43.81 %.
%
Variation
12
-548.12
-452.56
-17.43
9
-828.72
-942.45
13.72
6
-653.78
-762.74
16.66
3
-1413.66
-1523.88
7.79
0
1083.50
1020.00
-5.86
The effect of SSI is found to increase the maximum
positive moment in columns in the range of 1.71- 2.1 %
except at the top of the frame where it decreases by 0.21%
with respect to absolute maximum negative moment
obtained in view of fixed base condition. The
corresponding decrease in maximum positive moment in
columns is found to be 22.06 %.
Table VI: Values of moments (kN-m) and increase due
to SSI in column No-5 (Central column in the
intermediate row)
Storey
Height (m)
12
9
6
3
Table IV: Values of moments (kN-m) and increase due
to SSI in column -7 (front column in the leading row)
Fixed
Base
SSI
%
Variation
-352.62
-748.09
-1225.82
1023.82
-346.65
-739.24
-668.22
1423.08
-1.6
-1.18
-45.48
38.99
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International Journal of Electrical, Electronics and Computer Systems (IJEECS)
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0
-786.92
-918.19
[3]
16.68
Table VII: Values of moments (kN-m) and increase due
to SSI in column No-9 (front column in the intermediate
row) .
Storey
Fixed
SSI
%
Height
Base
Variation
( m)
12
-568.27
-587.46
3.37
9
-422.88
-482.32
14.05
6
-1247.0
-1304.30
4.58
3
-752.37
-898.10
19.36
0
1494.69
1300.00
-13.0
REFERENCES
The effect of SSI is found to decrease the maximum
positive moment in columns by 21.57 % with respect to
absolute maximum positive moment obtained in view of
Fixed Base condition. The corresponding increase in
maximum negative moment in columns is found to be in
the range of 0.33- 2.47 %.
[1]
Chameski, C. Structural Rigidity in Calculating
Settlements,
Journal of Soil Mechanics and
Foundation Engineering, ASCE, 82 (1), 1956, 1-9.
[2]
Morris, D. “Interaction of Continuous Frames and
Soil Media”, Journal of Structural Engineering
Division, ASCE, 5, 1966, 13-43.
[3]
Lee, I.K. and Harrison, H.B. “Structures and
Foundation Interaction Theory”, In: Proc. ASCE,
96 (ST 2), 1970, 177-198.
[4]
Lee, I.K. and Brown, P.T. “Structures and
Foundation Interaction Analysis”, Journal of
Structural Engineering Division, ASCE, 11, 1972,
2413-2431.
[5]
King, G.J.W. and Chandrasekaran, V.S.
“Interactive Analysis of a Rafted Multistoreyed
Space Frame Resting on an Inhomogeneous Clay
Stratum”, Proceedings International Conference
on Finite Element Methods, Australia, 1974,
493-509.
[6]
Buragohain,
D.N.,
Raghavan,
N.
and
Chandrasekaran, V.S. “Interaction of Frames with
Pile Foundation”, In: Proc. Int. Symposium on
Soil- Structure Interaction, Roorkee (India), 1977,
109-115.
[7]
Subbarao, K.S., Shrada Bai, H. and Raghunatham,
B.V. “Interaction Analysis of Frames with Beam
Footing”, In: Proc. Indian Geotechnical
Conference, Roorkee (IGC-1985), India, 1, 1985,
389-395.
[8]
Deshmukh, A.M. and Karmarkar, S.R.
“Interaction of Plane Frames with Soil, In: Proc.
Indian Geotechnical Conference”, (IGC-1991),
Surat, India, 1, 1991, 323-326.
[9]
Dasgupta, S., Dutta, S.C. and Bhattacharya, G.
“Effect of Soil- Structure Interaction on Building
Frames on Isolated Footings”, Journal of
Structural Engineering, SERC, Chennai (India),
26(2), 1998, 129-134.
[10]
Ingle, R.K. and Chore, H.S. “Soil- Structure
Interaction Analysis of Building Frames- An
Table VIII: Values of moments (kN-m) and increase due
to SSI in column No-6 (central column in the trailing row)
Storey
Height
( m)
12
9
6
3
0
Fixed
Base
SSI
%
Variation
-362.44
-755.63
-758.26
-1327.94
-354.67
-752.37
-673.91
-1423.82
-2.14
-0.43
-11.12
912.48
928.92
1.80
7.22
The effect of SSI is found to decrease the maximum
positive moment in columns by 9.33 % with respect to
absolute maximum positive moment obtained in view of
Fixed Base condition. The corresponding increase in
maximum negative moment in columns is found to be in
the range of 0.35- 36.28 % except at storey level two
where it decreases by 1.35 %.
V. CONCLUSION
[1]
[2]
The effect of the soil- structure interaction in the
columns placed in the leading row seems to be less
and that in the columns placed on the right hand
side, the effect appears to be more.
The effect of soil-structure interaction
on
displacement of the frame at different storey
levels under consideration is significant.
Displacement is less for the fixed condition and
increases when SSI is taken into account .
The moment at top of columns placed in the
leading and intermediate rows is found to increase
on positive side and in the trailing row, the
moment is found to increase on negative side. For
all the columns at bottom, decrease in negative
moment is observed.
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_______________________________________________________________________
Overview”, Journal of Structural Engineering,
SERC, Chennai (India), 34 (5), 2007, 201-209.
Proc. Indian Geotechnical Conference, Surat,
India, I, 323-326.
[11]
Chore H.S and R.K.Ingle, „Interactive Analysis of
Building Frame Supported on Pile Foundation
Using Simplified Finite Element Analysis‟ Journal
of Structural Engineering (JoSE), SERC Chennai,
34 (6), 2008, 460-464.
[21]
D. Daniel Thangaraj and K. llamparuthi (2012):
“Numerical analysis of soil-mat foundation and
space frame system”, Interaction and Multiscale
and
Mechanics
(IMM),An
International
Journal,Vol.5(3)
[12]
Chore H.S and R.K.Ingle, „Effect of Soil-Structure
Interaction on Response of Building Frame‟,
Journal of Structural Engineering (JoSE), SERC
Chennai, 35 (3), 2008, 147-155.
[22]
Dutta, S.C., Maiti, A. and Moitra, D. (1999):
“Effect of Soil- Structure Interaction on Column
Moment of Building Frames”, Journal of the
Institution of Engineers (India), 80, 1-7.
[13]
Chore H.S and R.K.Ingle, „Soil Structure
Interaction Analysis of Building Frame Supported
on Pile Group‟, Asian Journal of Science and
Technology for Development (AJSTD), Thailand,
25 (2), 2008, 457-467.
[23]
Godbole, P.N., Viladkar, M.N. and Noorzaei,
J.(1991): “A Modified Frontal Solver with
Multi-Element and Variable Degrees of Freedom
Features”, Computers and Structures, 39(5),
525-534.
[14]
Chore H.S, R.K.Ingle and V.A.Sawant, , „Building
Frame-Pile Foundation-Soil Interactive Analysis‟,
Interaction and Multiscale and Mechanics (IMM),
An International Journal, Techno Press Group, 2
(4), 2009, 397-411.
[24]
Goschy, B. (1978): “Soil-Foundation-Structure
Interaction.” Journal of the Structural Division,
ASCE, 104 (ST 5), 749-761.
[25]
Hora, M. and Patel, A.N.(2005): “Computational
Methodology for Non-linear Soil-Structure
Interaction Analysis of Infilled Building Frames”,
Proc. International Geotechnical Conference, St.
Petersburg. I, 175-18
[26]
Hora, M.(2006): “Nonlinear interaction analysis
of infilled building frame-soil system”, Journal of
Structural Engineering (S.E.R.C.), Chennai, 33(4),
309-318.
[27]
Hora, M. and Sharma, A.(2007): “Elasto-plastic
analysis of building frame-soil interaction
system”, Journal of Structural Engineering, 34(2),
124-139.
[28]
Puglisi, M., Uzcategui, M.U. and Julio, F.L.
(2009):
“Modeling of masonry of in-filled
frames: Part I- The plastic concentrator”,
Engineering Structures, 31 (1), 113-118.
[29]
Shreeram Babu and Narsimhan, S.L (2000):
“Effect of Non-homogeneity of Soil on Framed
Structures Resting on Isolated Footings”, Proc.
National Seminar on Soil- Structure Interaction
Problems, Kakinada, India, 87-96.
[30]
Sriniwasraghavan, R. and Chandrasekaran,
K.S.(1983): “Settlement Analysis for Combined
Effect of Superstructure-Footings-Soil System”,
Journal of Institution of Engineers (India), 6,
194-198.
[15]
[16]
[17]
Chore H.S, R.K.Ingle and V.A. Sawant: „Building
Frame- Pile Foundation- Soil Interaction Analysis:
A Parametric Study‟, Interaction and Multiscale
Mechanics: An International Journal, Techno
Press Group, 3 (1), 2010, 49-73.
Chore H.S and R.K.Ingle, “F. E. Analysis of
Building Frame Supported on Pile Foundation
Using Simplified Models”, Proceedings of the
National
Conference
on
Infrastructure
Development in Civil Engineering (IDCE-2008),
NIT Hamirpur, 179-182, 2008.
Chore H.S and V.A. Sawant, “Effect of SoilStructure Interaction on Response of Building
Frame”, Proceedings of the National Conference
on Urban Infrastructure Development- Issues and
Challenges (NCUID-2008), M.V.S.R. College of
Engineering, Hyderabad,
[18]
Desai, C.S. and Abel, J.F. “Introduction to Finite
Element Method”, CBS Publishers, New Delhi,
1974.
[19]
Desai, C.S., Kuppusamy, T., and Allameddine,
A.R. “Pile Cap- Pile Group- Soil Interaction,
Journal of Structural Engineering Division”,
ASCE, 107 (ST 5), 1981, 817-834.
[20]
Deshmukh, A.M. and Karmarkar, S.R.(1991):
“Interaction Analysis of Plane Frame with Soil”,
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_______________________________________________________________________
[31]
Stavridis, L.T.(2002): “Simplified Analysis of
Layered Soil-Structure Interaction”, Journal of
Structural Engineering, ASCE, 128(2), 224-23
[32]
Subbarao, K.S., Shrada Bai, H. and Raghunatham,
B.V.(1985), “Interaction Analysis of Frames with
Beam Footing”, Proc. Indian Geotechnical
Conference, Roorkee, India, I, 389-395.
[33]
Subbarao, K.S. and Ramesh Babu, R. (1985): “An
experimental study of portal frame-soil
interaction.”,
Proc.
Indian
Geotechnical
Conference,Roorkee, I, 397-401.
[34]
Ungureanu,
N.
(1977):
“Framed
structure-foundation beam-soil interaction,” Proc.
Int. Symp.Soil-Structure Interaction, Roorkee,
101-108.
[35]
Viladkar, M.N., Godbole, P.N. and Noorzaei,
J.(1991): “Soil-Structure Interaction in Plane
Frames Using Coupled Finite-Infinite Elements”,
Computers and Structures, 39(5), 535-546.
[36]
Viladkar, M.N., Ranjan, G. and Sharma,
R.P.(1993): “Soil-Structure Interaction in the
Time Domain”, Computers and Structures, 46(3),
429-442.
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