Wdo04b

ElŜbieta WDOWICKA

Jacek WDOWICKI

Tomasz BŁASZCZYŃSKI

DYNAMIC BEHAVIOUR OF THE “SOUTH GATE” COMPLEX

1. Introduction

The paper presents results of the seismic analysis of the tall building, designed

originally in Poznań, which is stiffened by the system of coupled shear walls. This building
is called, due to the elevation shape and its location in the city, the “South Gate”. It is a
multifunctional office centre with the heliport on the top. The total height of the building is
108.6 m. After multi-variant static analyses the possibility of seismic location of the designed
structure was taken into account. Seismic analysis was carried out by means of the response
spectrum technique using DAMB program, as part of an Integrated System (Wdowicki et al.,
1995). The design spectrum for elastic analysis according to Eurocode 8 was used.

2. Model and theoretical background of analysis

In the analysed building, lateral loads that arise as a result of winds and earthquakes are

resisted  by  the  three-dimensional  system  of  coupled  shear  walls  (see  Fig.  1).  The  static
analysis  was  carried  out  on  the  basis  of  some  variant  of  the  continuous  connection  method
(Wdowicki  and  Wdowicka,  1993).  In  the  continuous  connection  method  lintel  beams  are
treated  as  the  equivalent  shear  connection  medium  between  shear  walls,  while  the  walls  are
simply regarded as vertical cantilevers. The technique may be used for both plane and spatial
structures, which are essentially regular in form throughout the height.

Fig. 1. Floor layout of the South Gate

Assistant Professor, Institute of Structural Engineering, Poznan University of Technology,

Poland

For the dynamic analysis it is convenient to use a hybrid approach based on the

analysis of an equivalent continuous medium and a discrete lumped mass system (Aksogan
et al., 2003, Li and Choo, 1996, Wdowicki et al., 1995). A dynamic model with masses in the
form  of  rigid  floor  slabs  has  been  adopted  since  over  a  half  of  building  total  mass  is
concentrated  on  the  floor  levels.  For  shear  wall  multi-storey  structure  it  is  more  natural  to
determine  the  flexibility  matrix  D  than  stiffness  matrix  K.  The  vibration  of  a  structure  is
described by the following relation :

(1)

where D, M and C are the flexibility, mass and damping matrices, respectively; x is d-

element vector of generalised coordinates;  d  is the number of dynamic degrees of freedom
of  the  analysed  structure;  and  F is d-element  vector  of  generalised  excitation  forces.  The
flexibility  matrix  D  is  generated  from  the  exact  solution  of  the  governing  differential
equation for 3D continuous model. Also mass matrix is generated exactly according to real
distribution of walls, connecting beams and floor slabs and including flexural and torsional
inertia.

The seismic response of the structure is estimated using the response spectrum

technique. The involved steps are as follows:

•

determination of natural frequencies and mode shapes

•

evaluation of modal participation factors and calculation of modal loading on the
structure (using an appropriate design spectrum)

•

determination of response estimate taking into account the contribution from the given
number of modes for various parameters of interest .

3. Results of the seismic analysis

As a result of the first calculation step by DAMB, periods and corresponding mode

shapes have been received. The periods of the first 6 modes for the outer part of the building
are summarized in Tab. 1.

Tab. 1. Natural periods of the left part of the building

Mode number

Natural period [s]

Dominant direction

3.56536

first mode N-S

3.15713

first mode E-W

1.54929

first torsional mode

0.69140

second mode N-S

0. 50211

second mode E-W

0.35925

second torsional mode

In the analysed case frequencies of two first translational modes are closely spaced.

When the modal responses for different modes are coupled, according to Eurocode 8 more
accurate procedure than SRSS method for the combination of the modal maxima will be
adopted. Our previous analysis serves as the basis of choosing the CQC method (Wilson

al.

1981).

The analysis was based on damage limitation state, according to Eurocode 8 (PrEN

1998-1:200X, 2003). The requirement of damage limitation for buildings having non-

structural elements of brittle materials attached to the structure is accomplished by Eurocode
8, when interstorey drifts do not exceed values:

005

≤

where

is the storey height;

is the reduction factor to take into account the lower

return period of the seismic event associated with the serviceability limit state; and

is the

design interstorey drift, evaluated as the difference of the average lateral displacements at the
top and bottom of the storey under consideration and calculated according to 4.3.4 from
Eurocode 8 .

For the analysed building the importance category II according to Eurocode 8 may be

assumed, for which the reduction factor

= 0.4. Assuming that specific provisions for all

structural elements shall be satisfied to provide the appropriate amount of ductility (see 5.4 –
5.6 of PrEN 1998-1:200X, 2003), the ductility class DCM (medium ductility) has been
established. The corresponding value of behaviour factor

= 3.3 has been applied. In effect

the following limit of maximum interstorey drift index has been obtained:

379

005

0.005

⋅

≤

∆

where

∆

is the difference of lateral displacements at the top and bottom of the storey,

determined by a linear analysis based on the design response spectrum.

Fig. 2. Horizontal displacements of shear wall structure

in the left part of the building

In the analysis the design spectrum for elastic analysis according to Eurocode 8 has

been taken. The type 1 spectrum and subsoil class C (S = 1.15, T

= 0.2, T

= 0.6, T

= 2.0)

have been considered. The value of viscous damping ratio

= 5% has been assumed.

The analysis has been carried out for the design ground acceleration a

= 2.5 m/s

and

seismic wave direction parallel to Y-axis (N-S). The results of the analysis carried out on the
left outer part of the building, based on the response spectrum technique, are shown in
Fig. 2.The obtained maximum value of interstorey drift was equal to 0.361 % < 0.379 % .

4. Conclusions

In this study the seismic analysis of shear wall tall building has been carried out using a

continuous-discrete  approach  and  the  response  spectrum  technique.  The  results  of  the
analysis  indicate  that  the  analysed  building  having  sufficient  stiffness  against  lateral  loads
arising from wind, meets requirements of Eurocode 8 in damage limitation state for values of
design ground acceleration less than  2.5 m/s

References

AKSOGAN O., ARSLAN H.M., CHOO B.S., Forced vibration analysis of stiffened

coupled shear walls using continuous connection method. Engineering Structures,
2003, Vol.25, no.4, pp. 499-506.

LI G.-Q., CHOO B.S., A continuous-discrete approach to the free vibration analysis of

stiffened pierced walls on flexible foundations. Int. J. Solids and Structures, 1996,
Vol.33, no.2, pp. 249-263.

PrEN 1998-1:200X: Eurocode 8: Design of structures for earthquake resistance. Part 1:

General rules, seismic actions and rules for buildings. DRAFT No 6. Version for
translation (Stage 49). January 2003. CEN, Bruxelles.

WDOWICKI J., WDOWICKA E., System of programs for analysis of three-dimensional

shear wall structures. The Structural Design of Tall Buildings, 1993, Vol.2, no.4,
pp. 295- 305.

WDOWICKI J., WDOWICKA E., BŁASZCZY

SKI T., Integrated system for analysis of

shear wall tall buildings. In: Proc. of the Fifth World Congress "Habitat and High-
Rise: Tradition and Innovation". Council on Tall Buildings and Urban Habitat,
Amsterdam, pp. 1309-1324, 1995.

WILSON E.L., DER KIUREGHIAN A., BAYO E.P., A replacement for the SRSS method

in seismic analysis. Earth. Eng. & Struct. Dyn., 1981, Vol.9, pp. 187-194.

Summary

The tallest building designed in Pozna

(western part of Poland) is the case study. The

analysed  building  is  a  multifunctional  office  centre  with  the  heliport  on  the  top,  called  the
“South  Gate”.  The  main  structure  is  the  RC  slab  and  column  system  with  shear  walls  and
cores.  After  many  static  analyses  the  seismic  analysis,  based  on  damage  limitation  state
according to Eurocode 8, was made. The analysis, in which a continuous-discrete approach
and  the  response  spectrum  technique  were  applied,  was  carried  out  by  means  of  DAMB
program  as  part  of  an  Integrated  System.  The  allowable  design  ground  acceleration  was
evaluated.