Asian Journal of Applied Sciences (ISSN: 2321 – 0893)

Volume 07 – Issue 01, February 2019

Nonlinear Performance Evaluation of High Rise Building Structure

Rifqi Fauzan1*, Erizal2 and Asep Sapei3
1 Graduate Student, Department of Civil and Environmental Engineering, Bogor Agricultural University
Bogor Agricultural University (IPB), PO Box 220 Bogor. 16002 (Bogor, Indonesia)
2 Lecture, Department of Civil and Environmental Engineering, Bogor Agricultural University
Bogor Agricultural University (IPB), PO Box 220 Bogor. 16002 (Bogor, Indonesia)
3Professor,Department of Civil and Environmental Engineering, Bogor Agricultural University
Bogor Agricultural University (IPB), PO Box 220 Bogor. 16002 (Bogor, Indonesia)

*
Corresponding author’s email: rifqi.eqi [AT] gmail.com

_________________________________________________________________________________
ABSTRACT— Performance evaluation can provide information on how far an earthquake will affect building
structure. This is important for evaluating the seismic behavior of post-yield building structures. The purposes of this
study were to evaluate the story shear force that occurred, evaluate the distribution of plastic hinge, and evaluate the
high rise building structure performance level during an earthquake. This research was conducted using static
nonlinear analysis and calculated using capacity spectrum method. The plastic hinges that formed in the global-x and
global-y direction are 1 and 52. Several elements are in collapse prevention level. This shows the element behavior
and performance on performance point are not good. The performance level of building structure based on the
calculation is damage control. The results show that the building structure is not efficient enough, because for a
return period of 2500 years based on SNI 1726-2012, building performance is expected at life safety level.

Keywords— Performance, Nonlinear, Earthquake, Structure

_________________________________________________________________________________

1. INTRODUCTION
Earthquakes can cause destruction and take human lives by structurally damaging buildings and dwellings [1].
Indonesia is a country that located between circum-Pacific earthquake belt and trans-Asiatic earthquake belt, it causes the
probability of an earthquake will occur is very high [2]. One of The measures used in order to combat or reduce the
devastating effects of earthquakes is through the seismic risk assessment of existing buildings [3].
An approach analysis needed to calculate the lateral load caused by an earthquake to minimize the damage [4]. The
latest design technique, performance based seismic design is a technique which utilizes computer based nonlinear
analysis technique to determine the inelastic behavior of structures from various type of earthquake intensity so it is able
to find the performance in critical condition [5].
Performance based design can be viewed as a multi-level design approach that additionally has explicit concern for
the performance of a building at intermediate limit states related to such issues as occupancy and life safety standards [6].
In the newly developed performance-based seismic design approach, nonlinear analysis procedures become important in
identifying the patterns and levels of damage for assessing a structure’s inelastic behavior and for understanding the
failure modes of the structure during severe seismic events [7]. In this methodology, every building is designed to have
the desired levels of seismic performance corresponding to different specified levels of earthquake ground motion [8].
Linear analysis such as linear time history or response spectrum analysis can calculate earthquake loads, but cannot
be used to predict building performance against large earthquake. The most commonly adopted method is non-linear
static analysis, popularly known as pushover analysis [9]. This procedure can be effectively used as an evaluation method
to check the acceptability of a particular structural design [10].
Pushover analysis is a static nonlinear procedure in which the magnitude of the structural loading is incrementally
increased in accordance with a certain predefined pattern. With the increase in the magnitude of the loading, weak links
and failure modes of the structure are identified [11]. The static pushover analysis is gaining significance as one of the
popular tools for evaluating seismic performance of new and existing structures [9]. The expectation is that the pushover

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Volume 07 – Issue 01, February 2019

analysis will provide adequate information on seismic demands imposed by the design ground motion on the structural
system and its components [12].
Performance evaluation can give information about how far an earthquake would affect building structure [13].
Performance evaluation is important to evaluate seismic behavior of post yield buildings. Therefore the purpose of this
study were to evaluate the story shear force that occurred, evaluate the plastic hinge distribution, evaluate high rise
building structure performance level during an earthquake.
2. MATERIALS AND METHOD
This research was conducted from May to December 2018. This research object was Building X. Building X is an
apartment located in South Tangerang. This research was conducted using ETABS 2016, using pushover analysis
accordance with ATC-40 [14]. The procedure includes gathering data collection, load calculation, making response
spectrum curve, and structure modeling followed by analysis using pushover method. The research scheme is presented
in Figure 1.

Start
1. As build drawing
2. Related regulation
Collecting data 3. Indonesia hazard maps

Load calculation Making the response spectrum

Building modeling

Analyzing

1. Story shear force

2. Plastic hinge formation
3. Building performance

Performance in Life No
Safety category or Recommendation
better

Yes

Finish

Figure 1: Flowchart of the research procedure

The load used in this analysis was dead load, superimposed dead load, live load, and lateral load. The load used in
this research was based on SNI 1726-2012 [15], SNI 1727-2013 [16], and PPURG 1987 [17]. Making the response
spectrum curve was accordance with SNI 1726-2012 [15]. Earthquake accelerogram as the input of ground motion was
modified based on frequency zone so it fits with the response spectrum design standard acceleration. Building X is stand
on type E soil (soft soil). Parameters used for making response spectrum curve presented in Table 1.

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Volume 07 – Issue 01, February 2019

Table 1 : Response spectrum design parameters

Variable Value Variable Value Variable Value
PGA (g) 0.375 FPGA 0.974 SM1 (g) 0.860
SS (g) 0.722 FA 1.256 SDS (g) 0.605
S1 (g) 0.313 FV 2.750 SD1 (g) 0.573
CRS 1.001 PSA (g) 0.366 T0 (second) 0.190
CR1 0.938 SMS (g) 0.907 TS (second) 0.948

AutoCAD 2016 and ETABS 2016 were used for modeling Building X. Modeling building was conducted based on
as built drawing of the building. Building structure made on the model was plate, column, beam, and shear wall. Building
substructure or foundation was modeled as a fixed joint. Running analysis process conducted based on SNI 1726-2002
[18], SNI 1726-2012 [15], and ATC-40 [14].

3. RESULTS AND DISCUSSIONS

3.1 Load Assignment
.Lateral load used in the analysis was based on ATC-40[14], it is a lateral load which shows the character of structure
mode. Therefore, lateral load that used was story shear due to response spectrum loads while reaching 90 % of mass
participation. Lateral load was performed by continuing gravity load, Figure 2 shows the response spectrum curve used
in the calculation and Table 2 shows the value and distribution of CQC load force as lateral load in x and y-direction.

Figure 2 : Response spectrum design

Table 2 : Lateral load in X and Y direction

X-direction Y-direction X-direction Y-direction X-direction Y-direction
Story Story Story
(kN) (kN) (kN) (kN) (kN) (kN)
Roof 470.843 333.612 11 119.324 130.348 6 120.004 84.795
15 351.792 277.249 10 101.919 108.144 5 120.030 86.907
14 267.103 237.020 9 97.254 94.132 4 157.188 123.970
13 197.472 196.670 8 103.801 86.393 3 180.241 174.305
12 149.574 160.532 7 113.938 83.670 2 60.002 87.675

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3.2 Capacity Curve

Nonlinear static analysis (pushover analysis) was performed by using load pattern referred to ATC-40 [14]. The
lateral load on the Table 2 was distributed to center of mass on each floor. The load pattern will produce capacity curve
(correlation between base shear and roof displacement) which shows changing of structural behavior from linear to
nonlinear in the form of stiffness transformation and plastic hinge are formed.
Based on the capacity curve, it shows a different results between global-X direction and global-Y direction. Global-
X direction result shows the condition of building structure was still elastic, while lateral load in global-Y direction
indicate different result, it reveals the building structure was turn into inelastic condition. Figure 3 indicates relationship
between base shear and floor displacement for each global direction.

Figure 3 : Capacity curve in global-X direction (left) and global-Y direction (right)
3.3 Story Shear Force
Story shear is the graph showing how much lateral load, be it wind or seismic, is acting per story. Typically, the
story force acting horizontally on a multi-story structure is proportionally calculated to the height of weight acting upon
each story. However if dynamic load such as earthquake is acting on it, this rule does not apply to the distributed load
acting upon every story under the influence of higher vibration modes [19]. Story shear force caused by lateral force in
global-X direction and global-Y direction is shown in Figure 4.

Figure 4 : Story shear force in global-X direction (left) and global-Y direction
3.4 Plastic Hinge Distribution
Amount of plastic hinge occurred in both global directions is shown in Table 3, while Figure 5 reveals plastic hinge
distribution caused by lateral force of both directions. Figure 5 and Table 3 indicate the stiffness of structure in global-X
direction is still in elastic phase, and consequently the structure performance point can only be found in global-Y
direction.

Table 1 : Plastic hinge distribution

Direction Amount of plastic hinges
Global-X 1
Global-Y 52

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Figure 5 : Plastic hinge distribution in global-X direction (left) and global-Y direction (right)
3.5 Performance Level
Performance level analysis on element of the structure was conducted by checking the performance level of
structural elements. Every structural element was checked to show behavior and performance of each elements on the
performance point. Figure 6 shows several elements are in collapse prevention (CP) level. It indicates behavior and
performance level of the structural elements are not good.

According to [20] it is necessary to determine some of important points which useful for knowing the structure
behavior. Those points are maximum capacity, performance point, first yield, design capacity, and maximum elastic
capacity. Base shear and displacement of those points are shown in Table 4.

Table 2 : Structural behavior observation points

Points V (kN) Δ(mm)
Capacity 16717.745 1441.096
Performance point 12793.337 926.562
First yield 6881.466 290.657
Design 2265.431 95.686
Maximum elastic 12459.870 526.276

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According to [20], design parameters such as response modification factor (R), deflection amplification factor (C d),
system overstrength factor (Ωo) can be evaluate using observation points. The value of R, Cd, and Ωo used on the building
were 5.5, 4.5, and 2.5. Evaluation was done using equal displacement method from FEMA 451B and using performance
point.
The equal displacement method evaluation assumes the ductility required by plastic-designed structures is at the
point where displacement of elastic structure (R=1) is equal with displacement of plastic structure. According to the
assumption the value of R, Cd, and Ωo can be evaluate.

Performance point evaluation means using performance point as a guidance for design parameter evaluation. R value
cannot be determined, but can be evaluate whether it meets the requirement or not.

Based on ATC-40 [14], performance level of the structure can be measured from the ratio of maximum roof
displacement with total height of the structure. The ratio obtained is compared with the deformation limits on Table 5.
According to the ratio, building structure performance level is damage control. In accordance to SNI 1726-2002 [18] for
return period of 500 years, generally building performance is expected in life safety condition. The result shows the
building structure is not efficient enough, because for a return period of 2500 years based on SNI 1726-2012 [15],
building performance is at damage control level.

Table 5 : Deformation limits (ATC-40)

Performance Level
Immediate Demage Life Structural
Interstory Dirft Limit
Occupancy Control Safety Stability
Maximum Total Drift 0.01 0.01-0.02 0.02 0.33Vi/Pi
Maximum Inelastic Drift 0.005 0.005-0.015 no limit no limit

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4. CONCLUSION
The conclusion can be drawn from the research are as follows:
1. According to the lateral force distributed on each floor, the story shear force the global-X direction and global-Y
direction have been obtained. There are a different result between story shear force in each direction, it shows the
story shear force occurred in global-X direction is on every floor are bigger than story shear force occurred in global-
Y direction.
2. There are more plastic hinges occurred in global-Y direction than in global-X direction. It indicate the stiffness of
structure in global-X direction is still in elastic phase. The plastic hinges that formed in the global-X
direction and global-Y direction are 1 and 52.
3. The building structure performance level is damage control. It shows the building structure is not efficient
enough, because for a return period of 2500 years based on SNI 1726 -2012 [15], building performance is
expected at life safety level.

5. ACKNOWLEDGEMENT
Authors would like to expresses appreciation to Muhammad Fauzan, S.T., and Hamzah Arief S.T., who helped us
during the process of this research.

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