Analysis of shear wall structures of variable thickness using continuous connection method.pdf

(259 KB) Pobierz
Microsoft Word - Czest05-ref15.doc
CMM-2005 – Computer Methods in Mechanics
June 21-24, 2005, Częstochowa, Poland
Analysis of shear wall structures of variable thickness using continuous connection method
Jacek Wdowicki and Elżbieta Wdowicka
Institute of Structural Engineering, Poznań University of Technology
Piotrowo 5, 60-965 Poznań
e-mail: jacek.wdowicki@put.poznan.pl
Abstract
The paper presents the analysis of shear wall structures of variable thickness using a variant of the continuum method. In the
continuous approach the horizontal connecting beams, floor slabs and vertical joints are substituted by continuous connections. The
differential equation systems for shear wall structure segments of constant cross-section are uncoupled by orthogonal eigenvectors.
The boundary conditions for the whole structure yield the system of linear equations for the determination of all constants of
integration. The results obtained by means of this method show good agreement with those available in literature.
Keywords: shear wall structures, variable thickness, continuous connection method, tall buildings
1. Introduction
where B (k) is n w × n w diagonal matrix, containing
continuous connection flexibilities, A (k) is n w × n w symmetric,
positive definite matrix, dependent on a structure, n w is the
number of continuous connections which substitute connecting
beam bands and vertical joints, N N(k) (z) is a vector containing
unknown functions of the shear force intensity in continuous
connections and f (k) (z) is a vector formed on the basis of given
loads for the k-th segment of shear wall structure.
The boundary conditions have the following form [7], [15],
[18], [20]:
In the construction of multistorey reinforced concrete
buildings, shear wall structures are commonly used for resisting
lateral loads due to wind and seismic effects. Two methods
appear to be particularly suitable for the analysis of this type of
structure, namely, the continuum method [7], [17], [20], [19],
[1] and the finite strip method [12], [3]. The continuum method
has proved itself to be extremely practical in structural analysis
and design of tall buildings [10].
It is quite common that a shear wall may have different
thickness along the height of a building. The upper portion of
the wall is subjected to much lower stress than the portion near
the support. Hence, several reductions of the thickness of the
wall, as it goes up, is a common design practice [2]. The
application of the continuum method to the analysis of coupled
shear walls with abrupt changes in the cross-section has been
considered in Ref. [16], [4], [5], [15], [14] with the use of the
analytical method of solving differential equations. In Ref. [11],
[10] the finite difference method has been used. Methods
proposed in Ref. [6], [18] are based on a transfer matrix
technique. In Ref. [9] the iterative technique, based on a
combination of the finite strip method and the continuum
method, has been presented. In Ref. [8] a macro-element for the
analysis of coupled shear wall systems has been introduced. Its
formulation is based on the classical continuum method. The
purpose of the paper is to present the effective algorithm of the
analysis of shear wall structures of variable thickness using the
continuous connection method.
N
N
(
(
0
=
w
,
w
=
−
B
−
1
S
T
E
z
0
,
N
(
h
)
=
B
B
−
1
)
N
(
h
),
N
(
k
)
k
k
+
1
(
k
N
(
k
+
1
k
(2)
N
′
(
h
)
=
N
′
(
h
),
N
(
k
)
k
N
(
k
+
1
k
N
N
(
n
h
)
(
H
)
=
0
where S E is n e × n w boolean matrix, related to interaction
between shear walls and continuous connections, z 0 is the vector
containing given settlements of shear walls, n e is the number of
shear walls, h k is the ordinate of k -th change of the cross-section
and H is the structure height.
After determination of unknown functions of shear force
intensity in continuous connections it is possible to obtain the
function of horizontal displacements of the structure as well as
its derivatives using the following equations:
z
∈
(
h
k
−
1
,
h
k
>
(3)
V
'
'
'
(
z
)
=
V
T
(
z
)
−
V
N
(
z
),
2. Governing differential equations
(
k
)
T
(
k
)
K
(
k
)
N
(
k
)
N
(
k
)
Equation formulations for a three-dimensional continuous
model of the shear wall structure with the constant cross-section
have been given in Ref. [20]. A structure, which changes its
thickness along the height, can be divided into n h segments,
each one having the constant cross-section. For k-th segment
the differential equations can be stated as follows:
where k is the index of a segment of the constant cross
section, V(z) is a vector containing the functions of horizontal
displacements of the structure, measured in the global ordinate
system 0XYZ and T K (z) is the vector of the functions of shear
forces and a torque due to the action of lateral loads.
Matrices V T , V N appearing in the above relation are
described by the following formulae:
z
∈
(
h
k
−
1
,
h
k
>
(1)
V
=
(
L
T
K
L
)
−
1 ,
V
=
V
L
T
C
B
N
′
(
z
)
−
A
N
(
z
)
=
f
(
z
),
T
Z
N
T
N
,
(
k
)
N
(
k
)
k
)
N
(
k
)
(
k
)
(
′
(
349778614.001.png
CMM-2005 – Computer Methods in Mechanics
June 21-24, 2005, Częstochowa, Poland
where L is 3n e × 3 matrix of coordinates transformation
from the global coordinate system 0XYZ to the local systems,
i.e. systems of principal axes of shear walls, K Z is 3n e × 3n e
matrix containing transverse stiffness of shear walls and C N is
3n e × n w matrix containing the coordinates of the points of
contraflexure in connections in the local systems of axes.
The boundary conditions have the following form:
tridiagonalization and the QL algorithm, which have been
inserted in Ref. [22] and later written in Pascal.
The form of solutions from Eqn (10) is as follows:
g
(
z
)
=
C
e
λ
i
(
k
)
z
+
C
e
− λ
i
(
k
)
z
+
r
W
(
z
),
(11)
i
(
k
)
1
i
(
k
)
2
i
(
k
)
Si
(
k
)
S
where C 1i(k) ,C 2i(k) are integration constants, r Si(k) are
particular solution coefficients, calculated by indeterminate
coefficient method and W S (z) = col (z 0 , z 1 , ... ,z s-1 ) .
Introducing Eqn (11) into the relation (9) and later
considering boundary conditions (2) we will obtain the system
of 2 n h n w equations for the determination of all constants of
integration in the form:
V
(
0
)
=
0
V
'
(
(
0
=
0
V
'
'
(
H
)
=
0
.
(4)
(
(
n
)
h
Besides, at the stations, where the cross sections of the walls
change, the following compatibility conditions can be stated.
From the geometric compatibility consideration we have:
V
(
h
)
=
V
(
h
),
V
'
(
h
)
=
V
'
(
h
).
(5)
R
W
C =
P
S
,
(12)
(
k
)
k
(
k
+
1
k
(
k
)
k
(
k
+
1
k
where R W is unsymmetric matrix, C is a vector of
integration constants and P S is a vector dependent on loadings.
The solutions are computed by the procedures based on the LU
factorization, where L is lower-triangular and U is upper-
triangular, taken from Ref. [22].
The next step of computations is determining functions of
horizontal displacements of the structure and their derivatives
necessary to calculate internal forces and stresses.
The integration of functions
From equilibrium consideration the following condition is
obtained:
m
E
(
k
)
(
h
k
)
=
m
E
(
k
+
1
(
h
k
),
(6)
where m E (z) is a vector of bending moments in shear walls,
described by the relation:
V
'
(
z
)
taking into
m
E
(
z
)
=
K
Z
L
V
'
'
(
z
).
(7)
and the
compatibility condition (8) yields the following expressions:
V
'
(
H
)
=
0
(
n
)
Substituting (7) in Eqn (6) and next premultiplying by
V T(k) L T (k) , the following condition is obtained:
z
z
∈
(
h
,
H
>
V
'
(
z
)
=
∫
V
'
'
(
t
)
dt
,
V
'
(
h
)
= S
V
'
(
h
)
(8)
n
h
−
1
(
n
h
)
(
n
h
)
(
k
)
k
V
(
k
+
1
k
)
(
k
+
1
k
H
where:
(13)
S
=
V
L
T
K
L
.
V
(
k
+
1
k
)
T
(
k
)
(
k
)
Z
(
k
+
1
(
k
+
1
z
∈
(
h
,
h
>
k
−
1
k
z
3. Method of solution
V
'
(
z
)
=
∫
V
'
(
t
)
dt
+
S
V
'
(
h
).
(
k
)
(
k
)
V
(
k
+
1
k
)
(
k
+
1
k
h
In the proposed method the algorithm of solving the
differential equation system, used for structures of constant
cross-section [20], has been extended so as to enable us to take
into account structures of the variable section.
In order to uncouple differential equation systems auxiliary
functions g (k) (z) satisfying these relations have been introduced:
k
Next, integrating the above functions with regard to
boundary conditions V (1) (0) = 0, V (1) ’(0) = 0 and compatibility
conditions (5), the following is obtained:
z
∈
(
h
,
h
>
k
− k
1
B −
1
/
2
N
(
z
)
=
Y
g
(
z
),
(9)
N
(
k
)
(
k
)
(
k
)
(
k
)
z
where Y (k) is matrix columns which are eigenvectors of the
symmetric matrix P (k) = B (k) -1/2 A (k) B (k) 1/2 .
Consequently, n w second-order differential equations have
been obtained in the following form:
V
'
(
z
)
= ∫ −
V
'
'
(
t
)
dt
+
V
'
(
h
)
,
(
k
)
(
k
)
(
k
−
1
k
−
1
h
k
1
(14)
z
z
∈
(
h
,
h
>
g
′
(
z
)
−
λ
g
(
z
)
=
F
,
V
(
k
)
(
z
)
=
∫ −
V
(
k
)
(
t
)
dt
+
V
(
k
−
1
(
h
k
−
1
)
,
k
−
1
k
i
(
k
)
i
(
k
)
i
(
k
)
Bi
(
k
)
(10)
h
k
1
T
k
−
1
/
2
F
=
Y
B
f
(
z
)
Bi
(
k
)
i
(
)
(
k
)
(
k
)
where: k = 1,…,n h , h 0 = 0.
Integration is realized numerically.
On the basis of the presented algorithm the software
included in the system for the analysis of shear wall tall
buildings [20], [21] in the Delphi environment has been
implemented.
Y
is eigenvector corresponding to the i-th eigenvalue. The
eigenvalues and eigenvectors of symmetric matrix
where
λ is i-th eigenvalue of matrix
( k
)
P , and
( k
)
( k
)
P are
computed by a set of procedures realizing the Householder’s
( k
)
2
consideration boundary condition
'
349778614.002.png
CMM-2005 – Computer Methods in Mechanics
June 21-24, 2005, Częstochowa, Poland
4. Numericalexamples
connections. The short time of computations for this example
confirms the efficiency of the proposed algorithm.
In the course of system testing there has been a good
agreement of our results and those presented in Ref. [16], [14],
[15], [6], [12], [3], [8] and obtained from tests on Araldite
models [6]. To illustrate the correctness of algorithm
realization, three examples of coupled shear walls of variable
thickness have been chosen.
5. Finalremarks
The paper presents the algorithm for the analysis of shear
wall structures of variable thickness, using a variant of the
continuous connection method. The conducted tests have
confirmed correctness of the algorithm realization. The
proposed algorithm is effective and can be useful for a design
analysis of tall buildings.
4.1. Example 1: Symmetrical shear wall with step change
in thickness and uniform continuous connection
The 22-storey symmetrical coupled shear wall with a step
change in thickness, previously studied by Rosman [15], is
analysed. The storey height is 2.69 m, depth of walls is 6.50 m
and span of continuous connections is 1.65 m. The shear wall
thickness at the lower 10 storeys is 0.407 m and in the upper
12 storeys is 0.288 m. The floor slabs of depth 0.21 m and
width 6.50 m are considered as continuous connections. The
modulus of elasticity of concrete is taken to be
E = 2.1 10 5 kG/cm 2 , and the shear modulus G = 3/7 E. The wall
is subjected to lateral load due to wind action. In Fig.1 there are
diagrams of horizontal displacements and shear force intensity
in continuous connection. The maximum displacement and
maximum shear force intensity given in Ref. [15] are 0.0132 m
and 5346 kG/m, respectively and it shows a good agreement.
Acknowledgement Financial support by Poznan University
of Technology grant DS-11-650/05 is kindly acknowledged.
References
[1] Aksogan, O., Arslan, H.M. and Choo, B.S., Forced
vibration analysis of stiffened coupled shear walls using
continuous connection method, Engineering Structures,
25, pp. 499-506, 2003.
[2] Chan, H.C. and Cheung, Y.K., Analysis of shear wall using
higher order finite elements, Building and Environment , 14,
pp. 217-224,1979.
[3] Cheung, Y.K., Au, F.T.K. and Zheng, D.Y., Analysis of
deep beams and shear walls by finite strip method with C0
continuous displacement functions, Thin-Walled Structures ,
32, pp. 289-303, 1998.
[4] Coull, A. and Puri, R.D., Analysis of coupled shear walls of
variable thickness, Build. Sci. , 2, pp. 181-188, 1967.
[5] Coull, A. and Puri, R.D.: Analysis of coupled shear walls of
variable cross-section, Build. Sci. , 2, pp. 313-320, 1968.
[6] Coull, A., Puri, R.D. and Tottenham, H., Numerical elastic
analysis of coupled shear walls, Proceedings of the
Institution of Civil Engineers, Part 2 , 55, pp. 109-128,
1973.
[7] Glück, J. and Gellert, M., Three dimensional lateral load
analysis of multistorey structures, Publications IABSE,
(Mémoires Abhandlungen Publications) , 32-I, pp.77-90,
1972.
[8] Ha, K.H. and Tan, T.M.H., An efficient analysis of
continuum shear wall models, Canadian Journ. of Civ.
Engineering , 26, pp. 425-433, 1999.
[9] Ho, D. and Liu, C.H., Shear-wall and shear-core assemblies
with variable cross-section, Proceedings of the Institution of
Civil Engineers , 81, pp.433-446, 1986.
[10] Liang, Q., Recent development of 3-dimensional analysis
of tall building structures by continuum method, Recent
Developments and Future Trends of Computational
Mechanics in Structural Engineering, Proceedings of
Sino-US Joint Symposium, Beijing, China, Cheng, F.Y. and
Zizhi, F. Eds, Elsevier, pp. 246-259, 1992.
[11] Liauw, T.-C. and Luk, W.K., Torsion of core walls of
nonuniform section, Journal of the Structural Division,
Proc. ASCE , 106, pp.1921-1931, 1980.
[12] Lis, Z., Calculations of tall buildings braces with stepped
characteristics, Archiwum Inżynierii Lądowej , 23,
pp. 527-534, 1977 (in Polish).
[13] Michael, D., The effect of local deformations on the
elastic interaction of cross walls coupled by beams, in: Tall
Buildings , Pergamon Press, 1967, 253-270.
[14] Pisanty, A. and Traum, E.E., Simplified analysis of
coupled shear walls of variable cross-section, Building
Science , 5, pp.11-20, 1970.
[15] Rosman, R., Analysis of coupled shear walls , Arkady,
Warszawa 1971 (in Polish).
4.2. Example 2: Asymmetrical shear wall with step change
in thickness
In this example, analysed previously in Ref. [2], [3], the
connecting beam as well as walls have step change in thickness.
The 21-storey asymmetrical coupled shear wall consisted of two
segments of different thickness, with a constant storey height of
1.0. All dimensions are given in inches. The shear wall
thickness at the lower 11 storeys is 0.625 and in the upper 10
storeys is 0.375. The depth of the left and right wall is 3.0 and
2.5, respectively. The depth of connecting beams is 0.25. The
effective span length of a beam is taken as 1.5 + 0.25 = 1.75.
The adjustment to the span length of the spandrel beam is to
allow for the fact that the rigid-end condition could not possibly
occur immediately at the junction of the wall and the beam [13].
The shear wall is assumed to be made of isotropic material
having Young’s modulus E of 463 000 lb/sq.in. and Poisson’s
ratio of 0.0. The shear wall is subjected to a unit horizontal
uniformly distributed load at the left side.
In Fig. 2 there is a plan of the shear wall and normal stress
distribution across section at z = 3.375. The obtained diagrams
of horizontal deflection and shear force intensity in continuous
connection are shown in Fig. 3. The computations correlated
well with the results obtained by the finite element method and
the finite strip method [2], [3].
4.3. Example 3: Asymmetrical shear wall consisted of
three segments of different thickness.
Fig. 4 shows the plan of 31-storey asymmetrical shear wall
with two bands of openings created by the extension of
Example 2. In the modified structure the wall of depth 2.5,
connected by the same spandrel beams as in Example 2, has
been inserted on the right side. Furthermore, the whole structure
has been heighten by 10-storey segment of thickness 0.25. The
properties of material and the loads are taken to be the same as
in Example 2. Fig. 4 shows the normal stress distribution at the
base of the structure. In Fig. 5 there are diagrams of horizontal
displacements and shear force intensity in two continuous
3
CMM-2005 – Computer Methods in Mechanics
June 21-24, 2005, Częstochowa, Poland
[16] Traum, E.E., Multistorey pierced shear walls of variable
cross-section, in: Tall Buildings , Pergamon Press, Oxford,
London, pp. 181-206, 1967.
[17] Tso, W.K. and Biswas, J.K., General analysis of nonplanar
coupled shear walls, J. of Struct. Div., Proc. ASCE , 99,
pp. 365-380, 1973.
[18] Tso, W.K. and Chan, P.C.K., Static analysis of stepped
coupled walls by transfer matrix method, Building Science ,
8, pp. 167-177, 1973.
[19] Wdowicka, E.M., Wdowicki, J.A. and Błaszczyński, T.Z.:
Seismic analysis of the "South Gate" tall building according
to Eurocode 8, The Structural Design of Tall and Special
Buildings , 14, pp. 59-67, 2005.
[20] Wdowicki, J. and Wdowicka, E., System of programs for
analysis of three-dimensional shear wall structures, The
Structural Design of Tall Buildings , 2, pp. 295- 305, 1993.
[21] Wdowicki J.A., Wdowicka E.M. and Tomaszewski A.M.:
Integrated System for multistorey buildings – use of
software engineering rules, 2 nd European Conference on
Computational Mechanics: Solids, Structures and Coupled
Problems in Engineering , Cracow, Poland, Abstracts,
Vol. 1, 408-409, full version on CD-ROM, minisymposium
10, pp. 1-20, 2001.
[22] Wilkinson J.H. and Reinsch C.: Linear Algebra, Handbook
for Automatic Computation , vol. II, Springer-Verlag, Berlin,
Heidelberg, New York, 1971.
Figure 1: Example 1 - Horizontal displacements and shear force intensity function in continuous connection
4
349778614.003.png
CMM-2005 – Computer Methods in Mechanics
June 21-24, 2005, Częstochowa, Poland
Figure 2: Example 2 - Plan of shear wall and normal stresses at z = 3.375
Figure 3: Example 2 - Horizontal displacements and shear force intensity function in continuous connection
5
349778614.004.png

Plik z chomika:

Inne pliki z tego folderu:

Inne foldery tego chomika:

Zgłoś jeśli naruszono regulamin