Seismic demand for eccentric wall structures subjected to velocity pulselike ground motions
Guobin Bu^{1} , Jian Cai^{2} , Jing Zhou^{3} , Kangning Li^{4}
^{1, 2, 3}School of Civil Engineering, South China University of Technology, Guangzhou, 510641, China
^{4}Canny SeismicControl Technology, Wuxi, 214000, China
^{1}Corresponding author
Journal of Vibroengineering, Vol. 16, Issue 4, 2014, p. 16611671.
Received 12 January 2014; received in revised form 16 March 2014; accepted 20 March 2014; published 30 June 2014
JVE Conferences
The elastic and inelastic seismic demand of shear wall structures, with stiffness, strength and combinedstiffnessandstrength eccentricity, subjected to velocity pulselike ground motions are investigated. Based on the axial loadbending moment interaction model and eight pulselike ground motions, nonlinear dynamic time history analyses are conducted to singlestory RC eccentric wall structures. The seismic demand is discussed in terms of the displacement, floor rotation and ductility, and the influence mechanism of different eccentricity types is revealed. The results show that the eccentric systems for pulselike cases experience much higher elastic and inelastic seismic demand comparing to those for nonpulselike cases. The axial compression ratio has certain effect on the inelastic seismic demand. The stiffness eccentricity is the key factor to the elastic seismic demand, while the strength eccentricity influences the inelastic seismic demand most. It is suggested that the strength eccentricity be added as a parameter in the inelastic analysis of eccentric structures, and the influence of axial load as well as velocity pulselike effect of ground motions also be accounted in.
Keywords: pulselike ground motion, stiffness eccentricity, strength eccentricity, axial loadbending moment interaction, dynamic time history analysis.
1. Introduction
Non uniform distribution of stiffness and strength in eccentric buildings causes the buildings to experience higher seismic demand and leads to increased damage, which has been observed during past earthquakes [13]. Rutenberg [4] and De Stefano [5] comprehensively reviewed numerous studies on the seismic behavior of eccentric structures in past decades. Since the early 1980’s numerous studies have been conducted to study the elastic and inelastic seismic demand of these structures [57]. Recently, more researches focus on investigating their inelastic seismic demand due to its complexity [810]. All these studies have reached agreement on the basic trend of the elastic seismic demand for eccentric structures, and some conclusions are adopted by seismic codes. However, there still exist controversial even opposite conclusions when structures are exited well into the inelastic range of responses. Sadek and Tso [11] introduced the concept of strength eccentricity and pointed out that the strength eccentricity is an appropriate indicator in the inelastic range. Later, Bufeja et al. [12] also demonstrated that the strength eccentricity has greater influence on the inelastic seismic demand than the stiffness eccentricity. However, it’s still controversial for the issue on the stiffness and strength eccentricity [13]. Most of the previous studies on eccentric structures were based on the simple uniaxial hysteretic model, which ignored the axial loadbending moment interaction [510]. Moreover, all these studies have not yet specially considered the velocity pulselike effect of ground motions. Structural eccentricity and velocity pulselike ground motion are two disadvantageous design conditions, and their combined influence on the structural elastic and inelastic seismic demand needs to be further studied.
Past experiences show that velocity pulselike effect of ground motions have significant influence on structural seismic responses. Previous studies [1416] also demonstrated that structures subjected to pulselike ground motions have larger drift and strength demands compared with structures subjected to common earthquake actions. As a result, most of the current seismic codes, such as EC8 [17], AS/NZS standard [18], Chinese seismic code [19], and etc., came to consider this disadvantageous effect by employing an amplification factor for earthquake load. However, all these codes didn’t distinguish the generic symmetric structures from unfavorable eccentric structures. In addition, numerical simulation studies and experimental tests simultaneously accounting for the effects of structural eccentricity and velocity pulselike effect are rare, although independent research is adequate.
The objective of this work is to comparatively study the combined influence of velocity pulselike effect of ground motions and structural eccentricity on the elastic and inelastic seismic demand for eccentric structures through nonlinear time history analysis method. Three eccentricity types, including stiffness, strength, and combined stiffnessandstrength eccentricity, are introduced. The influence mechanism of these eccentricities and influence of the axial load on elastic and inelastic seismic demand are revealed. The elastic seismic demand is in terms of the displacement of edge walls and floor rotation, while inelastic seismic demand considers the ductility in addition. The conclusions can provide a reference in seismic codes for considering the combined influence of pulselike ground motion and structural eccentricity.
2. Structural model and input ground motions
2.1. Symmetric model
Reference symmetric structures, which are simplified by employing several wall elements like many famous researches did [8, 9], are first designed and the basic information is shown in Fig 1 ($\delta =\mathrm{\Delta}=$0). The analytical models are established by a structural nonlinear analysis program CANNY [20]. The constitutive model for the concrete and steel material are CS4 and SR4, respectively. The axial and shear hysteretic model for the wall element are AS2 model and CA7 model, ignoring the out plane resistance like many studies assumed. The default hysteretic parameters recommended by the program are selected [20]. For resisting the in plane bending, AM3 model are employed to consider the axial loadbending moment interaction (Fig. 2). Comparing to the simple uniaxial hysteretic models widely used for eccentric structures by previous studies, AM3 model can consider the influence of varying axial load on the moment. Although AM3 model is simpler than the well known fiber model which can automatically consider the axial loadbending moment interaction, it provides a effective way for calculating the ductility demand as it can directly defines the yield point while the fiber model cannot. The more details of these hysteretic models are available in reference [20].
Fig. 1. Schematic diagram of the asymmetric and eccentric structure
a) Plan
b) Elevation
Fig. 2. Principle of AM3 model
a) Axial loadbending moment interaction
b) Trilinear skeleton curve
c) Takeda hysteretic model
2.2. Eccentric model
Three types of eccentricities, including stiffness, strength and combined stiffnessandstrength eccentricity, are introduced by changing the stiffness and strength distribution of edge walls, as shown in Fig. 1. The right wall with increased stiffness (strength) is defined as stiffer (strong) edge, and the left wall with reduced stiffness (strength) is the flexible (weak) edge. Namely, these eccentricities are realized by changing the stiffness factor $\delta $ and strength factor $\mathrm{\Delta}$ in Fig. 1, and can be listed as the following cases.
1) Stiffness eccentricity type: $\delta \ne $0, $\frac{{e}_{R}}{L}\ne \text{0}$; $\mathrm{\Delta}=$0, $\frac{{e}_{V}}{L}=\text{0}$.
2) Strength eccentricity type: $\delta =$0, $\frac{{e}_{R}}{L}=0$; $\mathrm{\Delta}\ne $0, $\frac{{e}_{V}}{L}\ne \text{0}$.
3) Combined stiffnessandstrength eccentricity type: $\delta \ne $0, $\frac{{e}_{R}}{L}\ne \text{0}$; $\mathrm{\Delta}\ne $0, $\frac{{e}_{V}}{L}\ne \text{0}$,
where ${e}_{R}$ is the offset of stiffness center ${C}_{R}$ from mass center ${C}_{M}$, ${e}_{V}$ is the offset of strength center ${C}_{V}$ from mass center, and $L$ is the structural length along $x$ axis, respectively. $\frac{{e}_{R}}{L}$ and $\frac{{e}_{V}}{L}$ denote the stiffness and strength eccentricity ratio, which can be defined as [11, 12]:
where ${K}_{yi}$ and ${V}_{yi}$ are the $i$th wall stiffness and yield strength along $y$ axis, and ${x}_{i}$ is the offset of the $i$th wall from the mass center ${C}_{M}$, respectively. Note that the total structural stiffness and strength along $y$ axis are unchanged to make effective comparison. In addition, the combined eccentricity is limited to the case with equal stiffness eccentricity and strength eccentricity, due to the impossibility to deal with infinite combination cases.
2.3. Input ground motions
The input ground motions are listed in Table 1 and the pulse indicator is denoted as:
where $PI$ is a predictor of the likelihood that a given record is pulselike, “$PGVratio$” is the ratio of the peak ground velocity ($PGV$) of the residual earthquake record to the original record’s $PGV$, and “$energy$$ratio$” is the ratio of the residual record’s energy to the original record’s energy, respectively [15]. $PI$ takes values between 0 and 1, with high values providing a strong indication that the ground motion is pulselike. Records with scores above 0.85 and below 0.15 are classified as intense pulses and nonpulses, respectively. In the present study, $PI$ takes values not less than 0.97, which represents the intense velocity pulse effects.
Table 1. List of pulselike ground motions used in the present study
No.

Earthquake event

Station

${M}_{w}$

PGA / (cm/s^{2})

PGV / (cm/s)

$PI$

Q1

Landers

Barstow

7.3

696.3

30.4

1.00

Q2

San Fernando

Pacoima Dam (upper left)

6.6

1407.7

116.5

0.97

Q3

Imperial Valley6

El Centro Array #7

6.5

453.2

108.8

1.00

Q4

Imperial Valley6

EC County Center FF

6.5

167.7

54.5

1.00

Q5

Imperial Valley6

EC Meloland Overpass FF

6.5

263.3

115.0

1.00

Q6

Northridge1

Pacoima Dam (upper left)

6.7

1349.7

107.1

1.00

Q7

Northridge1

Newhall – W Pico Canyon Rd

6.7

417.1

87.8

1.00

Q8

ChiChi, Taiwan

CHY101

7.6

442.6

85.4

1.00

3. Influence mechanism of eccentricity and axial load
3.1. Influence mechanism of stiffness and strength eccentricity
Most previous studies focus on the change trend of the seismic demand for stiffness or strength eccentric structures, while the influence mechanism of these different types of eccentricities is not well understood [510]. The influence mechanism is revealed based on the simplified bilinear hysteretic model in the present study. For stiffness eccentric systems in Fig. 3(a), the three skeleton curves represent the forcedeformation relationship of the stiffer edge, reference central wall and flexible edge, respectively. They are with the same yield strength but differ in stiffness both in the elastic and inelastic range, which implies that the stiffness eccentricity can influence both the elastic and inelastic seismic demand. For strength eccentric systems in Fig. 3(b), the three skeleton curves represent the forcedeformation relationship of the strong edge, reference central wall and weak edge, respectively. Their initial elastic stiffness is equal, which demonstrates that the elastic seismic demand is not influenced by the strength eccentricity. However, it goes different when structures are excited well into the inelastic range. Namely, the inelastic seismic demand will be influenced due to different strength distribution of the three elements along the ground motion direction. Therefore, the elastic seismic demand is influenced by the stiffness eccentricity while the inelastic seismic demand is influenced by both the stiffness eccentricity and strength eccentricity. Further numerical analysis should still be conducted to find out which is a much better and sensitive parameter for controlling the inelastic seismic response for eccentric structures.
Fig. 3. Influence mechanism of the eccentricity
a) Stiffness eccentricity
b) Strength eccentricity
3.2. Influence mechanism of axial load
Fig 4 shows the influence of axial load on the elastic and inelastic seismic demand of a reference symmetric structure, which is compared by the ratio of seismic demand with axial compression ratio $n$ ($n>$0) to that with $n=$0 (i.e., without considering the axial load). “$M$” and “$D$” denote the maximum moment and displacement demand, and the subscript “$e$” and “$p$” denote the elastic and inelastic analysis cases, respectively. The axial compression ratio is varied from 0 to 0.06 considering the range of actual axial load for singlestory RC wall structure.
For elastic case with $PGA$ of 0.05$g$ ($PGA$ is short for peak ground acceleration, and its unit “$g$” is gravity acceleration), the moment and displacement ratios hold a horizontal line with the change of axial compression ratios, which implies that the axial load has no influence on the elastic seismic demand. For inelastic case ($PGA=$0.7$g$), the moment increases and the displacement decreases with the increment of axial load when $n$ is less than 0.03, while they will not change when $n$ is larger than 0.03. It can be explained in Fig. 5(a) by that the moment capacity will be improved with increasing axial load due to the axial loadbending moment interaction. This increment of moment capacity makes the structure experience larger moment demand and finally leads to decreased displacement demand, which can be explained by the equal energy theory in Fig. 5(b). However, when $n$ is beyond 0.03, it is found that the structure goes into elastic response. As a result, the moment and displacement will not change as the structure will behave elastically even at larger PGA of 0.7$g$. Thus, although the axial load have no influence on the elastic seismic demand, it do influence the inelastic seismic demand. Comparing to most previous studies on eccentric structures by considering the simplified uniaxial hysteretic model with only resisting the horizontal seismic load, this study is much practical as the axial loadbending moment interaction is considered.
Fig. 4. Influence of axial compression ratio on elastic and inelastic seismic demand
Fig. 5. Influence mechanism of axial load
a) Axial loadmoment interaction
b) Equal energy theory
4. Analysis results and discussion
The elastic and inelastic seismic demand of structures with stiffness, strength and combined eccentricity are compared, in terms of the displacement ($\mathrm{\Delta}$), floor rotation ($\theta $) and element ductility ($\mu $). The elastic and inelastic analysis is well conducted by scaling the peak ground acceleration ($PGA$) to be 0.05$g$ and 0.7$g$ respectively, ensuring all structural models maintain elastic at $PGA$ of 0.05$g$ and go well into inelastic response at $PGA$ of 0.7$g$. Only the stiffer (strong) and flexible (weak) edge are discussed as they are the key members to controlling the structural response compared to the central wall. Except for the additional notes, all the following results discussed is averaged over the eight pulselike ground motion cases as the change trend for individual cases are similar. The stiffness, strength and combined eccentricity are abbreviated as KE, SE, and CE for convenience. The notations of “$ref$” and “$ecc$” denote the reference symmetric model and the eccentric model, respectively.
Totally, elastic and inelastic time history analyses are performed for the following permutations: eight pulselike ground motion records; two structural types of eccentric and reference symmetric models; three eccentricity types of KE, SE and CE; six eccentricity ratios of 0.05, 0.1, 0.15, 0.2, 0.25 and 0.3, which represent small, median and large eccentricity levels, respectively; two PGAs of 0.05$g$ and 0.7$g$, denoting the elastic and inelastic analysis cases.
4.1. Influence of different eccentricities on elastic seismic demand
Fig. 6 shows the influence of KE, SE and CE on the elastic seismic demand, in terms of the displacement and floor rotation. As shown in the figure, both the displacement and floor rotation ratio are influenced by KE and CE but are not influenced by SE, which validates the mechanism in Fig. 3. The influence curve of CE overlaps with that of SE because it is the combination of the other two and SE have no influence in elastic range. With the increment of KE ratio, the left (flexible) edge displacement increases, the right (stiffer) edge displacement decreases, and the floor rotation increases. These elastic seismic responses are observed to vary linearly. Thus, it is reasonable to adopt the stiffness eccentricity as an indicator for controlling the elastic response for eccentric structures, as the current seismic provisioned.
Fig. 6. Influence of different eccentricities on elastic seismic demand
a) Left edge displacement
b) Right edge displacement
c) Floor rotation
4.2. Influence of different eccentricities on inelastic seismic demand
Fig. 7 shows the influence of KE, SE and CE on the inelastic displacement demand. The analysis results are only presented for cases under earthquake excitations from Q1 to Q4 shown in Table 1, as cases from Q5 to Q8 have the similar trends. The following trends can be observed from Fig. 7:
(1) For the left edge, the inelastic displacement demand increases with the increment of all the three types of eccentricities. Generally, the influence of SE is the largest, KE least, and CE medium.
(2) For the right edge, it becomes different that the influence of KE is largest. Meanwhile, the inelastic displacement may decrease with increasing CE, which provides a method for reducing the inelastic seismic demand of eccentric structures by controlling the balance position between the stiffness center and the strength center.
Fig. 7. Influence of different types of eccentricity on inelastic seismic displacement demand
a) Q1 caseLeft edge
b) Q1 caseRight edge
c) Q2 caseLeft edge
d) Q2 caseRight edge
e) Q3 caseLeft edge
f) Q3 caseRight edge
g) Q4 caseLeft edge
h) Q4 caseRight edge
(3) By comparing the inelastic displacement of the left edge to that of the right edge, it can be observed that the left edge displacement is larger than the right one for an identical eccentricity ratio. It demonstrates that the left (flexible or weak) side wall is the most unfavorable element influencing the inelastic seismic behavior. Thus, the strength eccentricity (SE) is the main factor to control the inelastic displacement of the whole eccentric structures as SE is the most apparent factor influencing the unfavorable left edge.
Fig. 8 shows the influence of different types of eccentricities on the inelastic floor rotation demand. The inelastic floor rotation with $e/L$ of 0.05 is selected as a comparing reference, for no floor rotation occurs in the case of $e/L=$ 0 under unidirectional ground motion (i.e., the symmetric structure with uniform stiffness and strength distribution along the ground motion direction). As shown in Fig. 8, the inelastic floor rotation increases with the increment of all of the three eccentricity types. The influence of SE is larger than that of KE. However, the influence of CE is much close to that of SE rather than the superposition of KE and SE, due to the complicated inelastic behavior.
Fig. 8. Influence of different eccentricities on inelastic rotation
Fig. 9 illustrates the influence of different eccentricity types on the element ductility demand. As shown in Fig. 9(a), SE influences the ductility of left (weak) edge most, with a rapid nonlinear increasing trend. It is different for KE case that the ductility of left (flexible) edge decreases with increasing KE, and the change trend is much smaller than SE case. The influence of CE is similar with SE case. However, its increasing trend is much smaller owing to that CE is the combination of the other two and KE reduced the ductility demand. In Fig. 9(b), it is found that KE influences the right (stiffer) edge ductility most. In addition, the ductility increases with the increment of KE and decreases with the increment of SE or CE. Comparing Fig. 9(a) to Fig. 9(b), the left edge ductility is much larger than the right edge ductility, which implies that the left edge is the most unfavorable element. As a result, SE, influencing the unfavorable left edge most, is the predominated factor to the whole eccentric structure. Meanwhile, it is also suggested that the strength eccentricity be considered in the inelastic analysis for eccentric structures.
Fig. 9. Influence of different eccentricities on ductility demand
a) Left edge
b) Right edge
4.3. Influence of velocity pulselike effect of ground motions
To well understand the velocity pulselike effect, a nonpulselike ground motion ($PI\le $ 0.15) corresponding to Q1 (the pulselike ground motion in Table 1) was generated using Baker’s method and excited to eccentric structures [15]. The elastic and inelastic seismic demand are compared between the pulselike and nonpulselike ground motion cases, as presented in Fig. 10. In these figures, “$D$” denotes the seismic demand, the subscript “$e$” and “$p$” denote the elastic and inelastic analysis cases, and the superscript “$pulse$” and “$non\text{}pulse$” denotes the pulselike and nonpulselike ground motion cases, respectively.
Fig. 10(a) compares the elastic seismic demand of eccentric structures between the pulselike and the nonpulselike ground motion cases, in terms of the elastic displacement and floor rotation. The stiffness eccentricity is employed as it is proved the main factor to elastic behavior (discussed in Section 4.1). The elastic displacement and floor rotation of the pulselike case is larger than that of the nonpulselike case by 10 % and 9 %, respectively. These increment do not change with the increment of the eccentricity ratio, which demonstrates that the pulselike effect of ground motions and structural eccentricity have no coupling influence in elastic range and can be seen as individual factors in analyzing the structural elastic demand.
Fig. 10(b) compares the inelastic seismic demand of eccentric structures between the pulselike and the nonpulselike ground motion cases, in terms of the inelastic displacement, floor rotation, and ductility demand. Differing from Fig. 10(a), the strength eccentricity is employed as it is the predominated factor to inelastic behavior (discussed in Section 4.2). When the eccentricity ratios are less than 0.2 (i.e., the small and medium eccentricity range), both the inelastic displacement and floor rotation increase with the increasing eccentricity ratio, with a maximum increment of 30 % and 70 %, respectively. However, there exists no apparent trend for inelastic rotation, and displacement as well as ductility beyond the eccentricity ratio of 0.2, which needs to be further studied due to the strong nonlinear behavior. Thus, the pulselike effect of ground motion can generally increase the inelastic displacement and ductility. In addition, the velocity pulselike effect and structural eccentricity have coupling influence and can further aggravate the structural inelastic seismic demand, which is totally different from the elastic analysis cases in Fig. 10(a).
Fig. 10. Influence of velocity pulselike effect of ground motions on seismic demand
a) Elastic case
b) Inelastic case
4.4. Code provision for velocity pulselike effect
Most of the current seismic codes, such as EC8 [17], AS/NZS standard [18], Chinese seismic code [19], and etc., came to consider the unfavorable pulselike effect of near fault ground motions by employing an amplification factor, due to its destructiveness on structures. For instance, the AS/NZS standard [18] considered this effect by multiplying a near fault factor $N$ ($T$, $D$), which is a function of period $T$ and the near fault distance $D$; Chinese seismic code [19] also adopted an amplification factor larger than 1.25 to ensure the safety of structures under near fault pulselike ground motions. However, these amplification factors were based on engineering experiences and all these codes didn’t distinguish the generic symmetric structures and unfavorable eccentric structures. As illustrated in Section 4.3, the pulselike effect and structural eccentricity can be considered as individual factors in the elastic range. In such cases, the current provision is reasonable as there are individual specifications for these two advantage conditions. However, these individual specifications may be insufficient in the inelastic range, owing to that the pulselike effect and eccentricity have coupling influence and may cause larger inelastic response. Thus, further study should be conducted to evaluate on whether the current individual amplification factor in seismic codes is enough for considering the coupling influence of these two disadvantageous design conditions.
5. Conclusions
The elastic and inelastic seismic demand of singlestory RC wall structures, with stiffness, strength, and combined eccentricity, subjected to velocity pulselike ground motions are investigated. The following conclusions can be drawn from the results of this study:
(1) Eccentric wall structures subjected to velocity pulselike ground motions will experience larger elastic and inelastic seismic demand comparing to nonpulselike cases. The pulselike effect and structural eccentricity can be considered as individual factors in elastic range, while they have coupling influence in the inelastic range. It needs to be further studied whether the individual amplification factor provisioned in current seismic codes is enough for considering this coupling influence. It is also suggested that the pulelike and nonpulselike effect be distinguished in the inelastic analysis of eccentric structures.
(2) In elastic range, the axial load has no influence on the seismic demand such as elastic moment and displacement. However, it will influence the inelastic seismic demand due to the axial loadbending moment interaction. Most previous researches on eccentric structures, which employed the simple uniaxial hysteretic model and didn’t consider axial loadbending moment interaction, are not reasonable and need to be revisited.
(3) The main factor controlling the elastic seismic demand is stiffness eccentricity (KE), while the predominated factor is strength eccentricity (SE) in inelastic range. Specifically, with the increment of KE, the inelastic displacement of both the flexible and stiffer edge increase, while the flexible edge ductility decreases and the stiffer side ductility increases. For strength eccentric structures, the inelastic displacement of both edges increase with the increment of SE, but with a larger influence than KE cases. In addition, the weak edge ductility increases while the strong edge ductility decreases with the increment of SE, which is opposite from KE cases. It is suggested that the strength eccentricity be added as a basic parameter in the inelastic analysis of eccentric structures.
Although the present study is based on the singlestory structural model, it can provide useful information and qualitative conclusion for multistory eccentric structures as illustrated in previous studies [4, 12]. Future study needs to extend to frame, frameshear wall and shear wall structures with multistory eccentricity. Meanwhile, the complicated conditions such as bidirectional eccentricity and multidimensional earthquake excitations need to be considered in future work.
Acknowledgements
The authors acknowledge the financial support by National Natural Science Foundation of China (50878087), State Key Lab of Subtropical Building Science, South China University of Technology (2014ZA06), and Natural Science Foundation of Hunan Province of China (12JJ6047).
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