Determining the Maximum Lateral Displacement Due to Sever Earthquakes without Using Nonlinear Analysis
For Seismic design, it is important to estimate,
maximum lateral displacement (inelastic displacement) of the
structures due to sever earthquakes for several reasons. Seismic
design provisions estimate the maximum roof and storey drifts
occurring in major earthquakes by amplifying the drifts of the
structures obtained by elastic analysis subjected to seismic design
load, with a coefficient named “displacement amplification factor"
which is greater than one. Here, this coefficient depends on various
parameters, such as ductility and overstrength factors. The present
research aims to evaluate the value of the displacement amplification
factor in seismic design codes and then tries to propose a value to
estimate the maximum lateral structural displacement from sever
earthquakes, without using non-linear analysis. In seismic codes,
since the displacement amplification is related to “force reduction
factor" hence; this aspect has been accepted in the current study.
Meanwhile, two methodologies are applied to evaluate the value of
displacement amplification factor and its relation with the force
reduction factor. In the first methodology, which is applied for all
structures, the ratio of displacement amplification and force reduction
factors is determined directly. Whereas, in the second methodology
that is applicable just for R/C moment resisting frame, the ratio is
obtained by calculating both factors, separately. The acquired results
of these methodologies are alike and estimate the ratio of two factors
from 1 to 1.2. The results indicate that the ratio of the displacement
amplification factor and the force reduction factor differs to those
proposed by seismic provisions such as NEHRP, IBC and Iranian
seismic code (standard no. 2800).
[1] Uang C., Maarouf A., Displacement amplification factor for seismic
design provision, Structural Engineering , 120(8):2423-2436, 1994.
[2] Mahmoudi M., The effect of period and overstrength on seismic -
inelastic demand of R/C flexural frames (Persian), A thesis presented for
the degree of doctor of philosophy in structural engineering; Tarbiat
Modarres University; Iran; 1999.
[3] Riddell R, Hidalgo P., Cruz E., Response modification factors for
earthquake resistant design of short period buildings, Earthquake
Spectra, 5(3):571-589, 1989.
[4] Nassar A., Osteraas J., Krawinkler H., Seismic design based on strength
and ductility demands, Proceeding of the Earthquake Engineering, Tenth
World Conference, Balkema, Roterdam, p: 5861-5866, 1992.
[5] Miranda E., Site-dependent strength-reduction factors, Structural
Engineering; 119(12), 3503-3519, 1993.
[6] Mahmoudi M., Performance Based Design Using Force Reduction and
Displacement Amplification Factors for RCMRF, First European
Conference on Earthquake Engineering and Seismology, Geneva,
Switzerland, 3-8 September 2006.
[7] Mahmoudi M., The Primary Evaluation of RCMRF With the Aims of
Performance Based Design, Journal of Technology & Education, Vol. 1,
No. 3, p. 99-106, 2007.
[8] Federal Emergency Management Agency, (1997), NEHRP Guidelines
for Seismic Rehabilitation of Buildings, FEMA 273.
[9] NEHRP recommended provisions for the development of seismic
regulations for new building, Bldg. Seismic Safety Council;
Washington, D.C., 1994.
[10] International Building Code (IBC), International Code Council, 2000.
[11] Iranian code of practice for seismic resistant design of buildings
(standard no. 2800), Building & housing research center, 1999.
[1] Uang C., Maarouf A., Displacement amplification factor for seismic
design provision, Structural Engineering , 120(8):2423-2436, 1994.
[2] Mahmoudi M., The effect of period and overstrength on seismic -
inelastic demand of R/C flexural frames (Persian), A thesis presented for
the degree of doctor of philosophy in structural engineering; Tarbiat
Modarres University; Iran; 1999.
[3] Riddell R, Hidalgo P., Cruz E., Response modification factors for
earthquake resistant design of short period buildings, Earthquake
Spectra, 5(3):571-589, 1989.
[4] Nassar A., Osteraas J., Krawinkler H., Seismic design based on strength
and ductility demands, Proceeding of the Earthquake Engineering, Tenth
World Conference, Balkema, Roterdam, p: 5861-5866, 1992.
[5] Miranda E., Site-dependent strength-reduction factors, Structural
Engineering; 119(12), 3503-3519, 1993.
[6] Mahmoudi M., Performance Based Design Using Force Reduction and
Displacement Amplification Factors for RCMRF, First European
Conference on Earthquake Engineering and Seismology, Geneva,
Switzerland, 3-8 September 2006.
[7] Mahmoudi M., The Primary Evaluation of RCMRF With the Aims of
Performance Based Design, Journal of Technology & Education, Vol. 1,
No. 3, p. 99-106, 2007.
[8] Federal Emergency Management Agency, (1997), NEHRP Guidelines
for Seismic Rehabilitation of Buildings, FEMA 273.
[9] NEHRP recommended provisions for the development of seismic
regulations for new building, Bldg. Seismic Safety Council;
Washington, D.C., 1994.
[10] International Building Code (IBC), International Code Council, 2000.
[11] Iranian code of practice for seismic resistant design of buildings
(standard no. 2800), Building & housing research center, 1999.
@article{"International Journal of Architectural, Civil and Construction Sciences:61126", author = "Mussa Mahmoudi", title = "Determining the Maximum Lateral Displacement Due to Sever Earthquakes without Using Nonlinear Analysis", abstract = "For Seismic design, it is important to estimate,
maximum lateral displacement (inelastic displacement) of the
structures due to sever earthquakes for several reasons. Seismic
design provisions estimate the maximum roof and storey drifts
occurring in major earthquakes by amplifying the drifts of the
structures obtained by elastic analysis subjected to seismic design
load, with a coefficient named “displacement amplification factor"
which is greater than one. Here, this coefficient depends on various
parameters, such as ductility and overstrength factors. The present
research aims to evaluate the value of the displacement amplification
factor in seismic design codes and then tries to propose a value to
estimate the maximum lateral structural displacement from sever
earthquakes, without using non-linear analysis. In seismic codes,
since the displacement amplification is related to “force reduction
factor" hence; this aspect has been accepted in the current study.
Meanwhile, two methodologies are applied to evaluate the value of
displacement amplification factor and its relation with the force
reduction factor. In the first methodology, which is applied for all
structures, the ratio of displacement amplification and force reduction
factors is determined directly. Whereas, in the second methodology
that is applicable just for R/C moment resisting frame, the ratio is
obtained by calculating both factors, separately. The acquired results
of these methodologies are alike and estimate the ratio of two factors
from 1 to 1.2. The results indicate that the ratio of the displacement
amplification factor and the force reduction factor differs to those
proposed by seismic provisions such as NEHRP, IBC and Iranian
seismic code (standard no. 2800).", keywords = "Displacement amplification factor, Ductility factor,Force reduction factor, Maximum lateral displacement.", volume = "3", number = "2", pages = "113-6", }