 Open Access
 Total Downloads : 47
 Authors : Pham Van Vinh
 Paper ID : IJERTV8IS090177
 Volume & Issue : Volume 08, Issue 09 (September 2019)
 Published (First Online): 30092019
 ISSN (Online) : 22780181
 Publisher Name : IJERT
 License: This work is licensed under a Creative Commons Attribution 4.0 International License
Dynamic Response of 3D FramePlate Subjected to Wind Load using Finite Element Method
Pham Van Vinh
Department of Mechanics
Le Quy Don Technical University Hanoi, Vietnam
AbstractThis paper studied the dynamic response of a 3D frameplate system subjected to wind load. The government equations were established using finite element method. The numerical results were carried out using the Newmark direct integration method. The influence of some parameters on the dynamic response of the system was also investigated and discussed. The numerical results of this work can be useful for calculating, design and examine in practical.
Keywords3D frameplate, dynamic response, wind load, finite element method.

INTRODUCTION
The tall building is vulnerable to wind loads due to their structural and aerodynamic characteristics, and their designs are frequently governed by wind loads over design loads. Due to the importance of wind load in tall building design, researchers have made attempts to analyze the dynamic response of the tall building as a complex system of frame and plate. Gu [1] analyzed the effect of a crosswind on a typical tall building. Holmes [2] studied the dynamic response of a lattice tower subjected to aerodynamic load with aerodynamic damping. Vibration and motion of a rectangular highrise building under wind load were investigated by Katagiri [3]. Jeong [4] investigated dynamic response of a tall building subjected to strong wind load using finite element method (FEM) with a frameplate system model. In [5], Park studied the dynamic response of a highrise building under wind load with the support of GPS. Kijewski [6] used a fullscale to study the behavior of tall building under wind load with a frameplate model. Aly [7] studied vibration and vibration control a highrise building under wind load with passive and active tuned mass damper. Kim [8] and Rosa et al. [9] applied the frameplate model to investigate the windinduced excitation control of a tall building with tuned mass dampers. Belloli et al. [10] studied the effects of wind load on a high slender tower using numerical and experimental method. Lin et al. [11] using FEM to investigate characteristics of wind forces acting on a tall building. Mendis et al. [12] studied the dynamic behavior of a tall building subjected to wind load. This paper aims to investigate the dynamic response of a 3D frameplate system subjected to wind load using FEM.

MODEL AND FINITE ELEMENT FORMULATION In this paper, an 8story 3D frameplate system under wind
Fig. 1. Model of 3D frameplate

Space beam element
The frame was described by space beam element (3D beam element). The space beam element has 2 nodes and 6 degrees of freedom per node, including ui , vi , wi , xi , yi , zi .
Fig. 2. Space beam element
Displacements in any position point of beam are expressed as follows
u(x, y, z) u0 (x) z y (x) yz (x)
load is considered as shown in Fig. 1. Hypothesis: the materials are linear elasticity, the deformation of the system is small, the plate satisfies ReissnerMindlin plate theory.
v(x, y, z) v0 (x) zx (x)
w(x, y, z) w0 (x) yx (x)
where: u, v and w are the displacements along
x, y and z
The bending strains of the plate are obtained as
directions; x is the rotation of crosssection about the
longitudinal axis x ; y
and z
denote rotations of the cross
u u0 y
x z
section about y and z axes.
The strain fields are obtained as following formulas
x
v
y y
x
v0 z
y
x
x
y
u u0 z y y z
u v
u0 v0 y
x
x x x x x
xy y x
y x z x
y
u w w
xz 0 y x y
The transverse shear deformation of the plate is obtained
z x x x as
u v v0 z x
xy y x x x z
w u w
The nodal displacement vector is
xz x z x y
w v w
qb u , v , w , ,
, , u , v , w , ,
, T
yz y z y x
e 1 1 1 x1
y1 z1 2 2 2 x2
y2 z 2
where
ui , vi , wi
are displacement of
ith node in
x, y, z
The linear elastic stressstrain relationship of plate is
directions, xi , yi ,zi
i ( i 1, 2 ).
are rotation about
x, y, z axes at node
defined as
b D b , s D s
The stiffness matrix of 3D beam element is
K b K b K b K b K b
x r xy xz
x r xy xz
b s
where
e e e e e
In which K
b ,K b , K
b and K b
are tension
1 0
E
x e r e
xy e
xz e
D
1 0
(compression) stiffness matrix, torsion stiffness matrix, bending stiffness matrix in the xy plane, and bending
b 1 2
0 0
1
stiffness matrix in the xz plane, respectively. The mass matrix of the beam element is
D
2
G 1 0
b b b b b
s 0 1
M e Mx e Mr e M xy e Mxz e
The nodal load vector of the beam element is expressed as
with G
E
2 1
is shear modulus of material.
f b f , f , f ,…, f , f , f T
In this paper, the plate is discretized by quadrilateral 4
e 1 2 3 10 11 12
In the global coordinate
e e e e
e e e e
K b T T K b T
node plate element, each node contains 6 degrees of freedom as in Fig. 3. The displacement and rotations in the element are interpolated from the nodal values as
e e e e
e e e e
M b T T M b T
4
u Ni
, ui
f b T T f b
i 1
e e e 4
where T
is the coordinate axes transition matrix.
v Ni , vi
e i 1
4

Plate element
w Ni , wi
According to ReissnerMindlin plate theory, the
displacement fields are written as following formulas
i 1
4
x Ni , xi
u(x, y, z) u0 (x, y) z y (x, y)
i 1
v(x, y, z) v0 (x, y) zx (x, y)
4
Ni , yi
w(x, y, z) w0 (x, y)
i 1
y
y
4
where
u0 , v0 , w0 correspond to displacements of midplane,
z Ni , zi
and
x , y correspond to rotation angle of the normal section
i 1
of the plate plane in the survey node.
where
Ni (s, t)
are the shape functions of the element in the
T 1 qpT N T N dV qp
e e V e
local coordinate system, which is determined by the coordinates of the element node as
2 e
The mass matrix of the plate element is expressed as
N s, t 1 1 1 , i 1, 4
M p
N T N dV
i 4 i i
e Ve
The nodal load vector of the plate element is expressed as
f b f , f f ,…, f , f , f T
e 1 2 3 22 23 24
In the global coordinate
e e e e
e e e e
K p T T K p T
e e e e
e e e e
M p T T M p T
f p T T f p
e e e
Fig. 3. Fournode plate element
The element node displacement qp is written as
where T e is the coordinate axes transition matrix.

Wind load
Under the influence of wind load, each plate element is
e affected by distributed lift force
Lw and distributed bending
qp u , v , w , ,
, ,…, u , v , w , ,
, T
moment Mw , which are obtained as
e 1 1 1 x1
y1 z1 4 4 4 x4
y4 z 4
Strains of the element are defined as
L 1 U 2 B KH * (K ) h KH * (K ) B K 2 H * (K )
w 2 a 1 U 2 U 3
z B qp , B qp
b b e s s e
M 1 U 2 B2 KA* (K ) h KA* B K 2 A* (K )
where Bb , Bs are straindisplacement matrices for bending
w 2 a 1 U 2 U 3
and shear contributions which are obtained by derivation of the shape functions as
where a is air density, U is wind velocity, B is the area of
i i
i i
crosssection, K is expressed as K B /U.
N1
0 x
0 … 0
N4 0
x
The functions A* (K ), H * (K )
are calculated as
B
0 0
N1
… 0 0
N4
H * (K )
F (k )
b y y
1 k
2G(k)
0 N1
N1
… 0
N4
N4
H * (K )
1 F (k )
2
4k k
y x
y x
H * (K )
F (k )
kG(k)
Bs
N1
x N1
N1
0 …
N1
0
0
N
N
x 4
N1
3
A* (K )
2k 2 2
F (k )
y 0
N1 … y 0
N4
1 4k
The train energy of a plate element is given by
A* (K )
1 F (k )
2G(k)
2 16k k
1
T D dV
T D dV
A* (K )
k 2 kG(k )
e V
b b b V
s s s
3 2
F (k )
2 e 2 e
8k 8 2
where is the shear correction factor, in general 5 / 6.
The element stiffness matrix is given as
e eb es
e eb es
K p K p K p
where
k K /2
0.500502k 3 0.5160k 2 0.2104k 0.02157
F (k)
V b b be
V b b be
1 BT D B dV
2

BT D B dV
V s s se
V s s se
2
k 3 1.035378k 2 0.251293k 0.021508
0.000146k 3 0.1224k 2 0.3272k 0.00199
G(k)
The kinetic energy of a plate element is given by
k 3 2.481481k 2 0.93453k 0.089318


Government equation of motion
q
qi1 qi qi 1 1q
The Hamilton principle is applied to obtain the equation of
i 1
(t)2
t
2 i
motion
t1
He Te e We dt 0
t 0
qi1 qi (1 )t qi t qi1
Step 5: Export and display results.
The differential equation of motion of element can be obtained as
M q C C ar q


RESULTS AND DISCUSSION
The 3D frameplate system including 25 vertical columns, 80 beams and 8 floors as shown in Fig. 1. For each story has a height of h 3m , total height level of the building H 24m
e e e e e
width W 20m, depth B 20m, crosssection of column is
e e
e e
e e
e e
K K ar q F
0.5m0.5m, beams are 0.2m0.3m, and floors thickness is
The equation of motion of 3D frameplate system is represented as follows
0.15m. Columns and floors are made of concrete with properties of E 3.52 1010 N /m2 , 2.80 103 kg /m3 ,
0.3. The end of 25 vertical columns are clamped. The
M q C q K q F where M ,C Csys Car ,K K sys K ar are the mass, damping and stiffness matrices of the system,
respectively. They are obtained by assembling all its element
matrix through the direct stiffness method and imposing the prescribed boundary conditions. The damping matrix is constructed by using the Rayleigh damping theory in following form:
velocity of wind is 50 m/s.
Results export: the central point of 8th floor (point A), the central point of 4th floor (point B). The horizontal acceleration, velocity and displacement of point A and B are shown in Fig. 4 Fig. 6.
[C] a[M ] b[K] Carwith a and b are calculated by using damping ratio and natural frequencies 1 , 2 as following formula
1 2
1 2
a 2
b
1 2 1
This is a secondary linear differential equation with time dependent coefficients. This equation is integrated using the Newmark direct integration method. The average constant
Fig. 4. The acceleration of point A and B
acceleration method is 0.25 and 0.5 which ensures
numerically unconditional stability is used.

Finite element algorithm
Step 1: Calculate the mass, damping, stiffness matrices and force vector.
Step 2: Set initial conditions.
Step 3: Calculate initial parameters.
Step 4: Conduct inter cycle in each time step,

Update the damping, stiffness matrices and force vector,

Calculate vector of displacement, velocity, acceleration responses using following formulas
1
1
qi 1 (t)2 [M ] t [C] [K ]
F[M ]
qi
qi 1 1q
Fig. 5. The velocity of point A and B
(t)2 t 2 i
[C] qi 1q 2 t qit
i
2
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Fig. 6. The displacement of point A and B
According to Fig. 4 Fig. 6, when the system subjected to wind load, it deforms and vibrates. The horizontal acceleration, velocity and displacement of point A is larger than point B.

Influence of the system height
The relationship between the system height H and the displacement of point A and B are shown in Fig. 7. It shows that the displacement of the system has a nonlinear dependence on the height of the system. The displacement of point A and B increase when increasing the height of the system. The displacement of point A increases faster than the displacement of point B, so when increasing the system height, the upper points will fluctuate greatly.
Fig. 7. The maximum displacement of point A and B depend on the height

Influence of the wind velocity
Influence of the wind velocity is shown in Figure 6. The velocity of wind has a great effect on the deflection of the system. It shows that the displacement of point A and B increase when increasing the wind velocity. When the wind velocity is slow, the displacement increases slowly then increases quickly when the wind velocity is large. Therefore, it can be seen that the strong wind greatly affects the behavior of the frameplate system.
Fig. 8. The maximum displacement of point A and B depend on the velocity


CONCLUSION
In this study, a 3D model of a frameplate system was developed and investigated. The algorithm and dynamic analysis program were established based on finite element method and Newmark direct integration method. The numerical results show that the wind load has a great effect on the dynamic response of model and can cause the dangerous status of the system. The results of this paper can be useful for calculation, design and selection of reasonable solutions for new design and reinforcement of modern tall buildings.
REFERENCES

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