# Performance-Based Multiobjective Optimal Seismic Retrofit Method for a Steel Moment-Resisting Frame Considering the Life-Cycle Cost

Authors: Hyo Seon Park; Dong Chul Lee; Byung Kwan Oh; Se Woon Choi; Yousok Kim
Journal: Mathematical Problems in Engineering
 (2014)

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## Abstract

This study proposes a performance-based multiobjective optimization seismic retrofit method for steel moment-resisting frames. The brittle joints of pre-Northridge steel moment-resisting frames are retrofitted to achieve ductility; the method involves determining the position and number of connections to be retrofitted. The optimal solution is determined by applying the nondominated sorting genetic algorithm-II (NSGA-II), which acts as a multiobjective seismic retrofit optimization technique. As objective functions, the initial cost for the connection retrofit and lifetime seismic damage cost were selected, and a seismic performance level below the 5% interstory drift ratio was employed as a constraint condition. The proposed method was applied to the SAC benchmark three- and nine-story buildings, and several Pareto solutions were obtained. The optimized retrofit solutions indicated that the lifetime seismic damage cost decreased as the initial retrofit cost increased. Although every Pareto solution existed within a seismic performance boundary set by a constraint function, the seismic performance tended to increase with the initial retrofit cost. Analysis and economic assessment of the relations among the initial retrofit cost, lifetime seismic damage cost, total cost, and seismic performance of the derived Pareto solution allow building owners to make seismic retrofit decisions more rationally.


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## Body

## 1. Introduction

In 1994, the Northridge earthquake caused the unexpected brittle fracture of connections on steel moment-resisting frames (SMRFs) that resulted in a considerable loss of life and enormous economic damage. Since then, studies on the seismic performance of SMRF connections and seismic retrofits have been actively conducted. The seismic retrofit of a SMRF is generally achieved by reinforcing connections and installing buckling-restrained braces (BRBs) to increase strength and ductility and by installing dampers and seismic isolation devices to decrease the earthquake force.Studies on the seismic retrofit of existing buildings with these retrofit methods have been actively conducted based on performance-based seismic engineering, as in the seismic design field. Hussain et al. [1] and Ash and Bartoletti [2] presented seismic retrofit schemes that use dampers and BRBs, respectively. They applied these proposed seismic retrofit schemes to existing buildings and verified that performance objectives were met through a performance assessment of buildings. Liu et al. [3] proposed seismic retrofit schemes that combine dampers and BRBs. Malley et al. [4] suggested seismic retrofit schemes that combine connection upgrade and dampers. They also verified that these retrofit schemes meet the performance objectives of buildings. However, in these studies, more suitable retrofit schemes were selected through a conventional trial-error method or by assessing the performance of several alternatives; a clear standard and rational basis was not followed.Optimal seismic retrofit studies have applied optimization techniques to overcome the limitations of the above studies. Aydin and Boduroglu [5] proposed a seismic retrofit method that determines the appropriate placement and size of the cross-section of braces based on optimization techniques. However, this method only minimizes structural responses, such as the roof displacement and base shear, by setting these responses to an objective function; it does not consider the economic feasibility of the retrofit. Hagishita and Ohsaki [6] presented a retrofit scheme that minimizes the volume and placement of braces satisfying story drift and strength constraint conditions using the scatter search method, which is an optimization technique. Although the economic feasibility is considered by setting the volume to be an objective function, the method is not considered performance-based seismic retrofitting. Oh [7] presented an optimal seismic retrofit model that combines performance-based seismic engineering and a genetic algorithm (GA), which is an optimization technique. The study suggested a seismic retrofit method that minimizes the retrofit cost by minimizing the number of connections to be upgraded (retrofitted) and presents the optimal placement satisfying the given performance objectives.In earthquake engineering, the life-cycle cost is assessed by the initial costs and lifetime seismic damage costs for earthquakes that might occur during the structure’s life cycle. In general, buildings that are designed and retrofitted to maintain high performance against earthquakes incur high initial costs. However, the probability of damage due to an earthquake decreases along with the lifetime seismic damage cost. In contrast, designs and retrofits with low performance levels against earthquakes generate low initial costs. However, the lifetime seismic damage cost increases with the probability of damage due to an earthquake. Thus, a rational economic assessment should consider both the initial cost and lifetime seismic damage cost that might be incurred during the life cycle to provide the optimal design in terms of effective economic feasibility.Studies that assess the economic feasibility of seismic designs by considering the life-cycle cost are actively in progress. Kang and Wen [8] evaluated the lifetime seismic damage cost caused by an earthquake for steel-frame structures based on FEMA227 data. They presented a method to determine the design strength of the structure that minimizes the sum of the initial cost and lifetime seismic damage cost. Kohno and Collins [9] used HAZUS to assess the damage costs caused by an earthquake and presented an optimal design that minimizes the life-cycle cost. However, these studies selected and proposed the most appropriate design among several design schemes through various analysis processes using conventional trial-and-error methods, not an optimization technique.Liu et al. [10, 11] proposed a multiobjective optimal seismic design that uses GA to solve an objective function that considers the initial cost, lifetime seismic damage cost, and design complexity. Fragiadakis et al. [12] developed a multiobjective optimal seismic design that uses a structure’s weight and life-cycle cost as the objective function and is based on an evolutionary algorithm (EA). As an important factor for assessing the economic feasibility, the life-cycle cost is considered when determining design schemes in the seismic design field.Studies [13, 14] on seismic retrofits have considered the life-cycle cost to assess the rational economic feasibility. These studies presented seismic retrofit schemes for bridges and infrastructures based on the life-cycle costs. As mentioned above, Oh’s [11] seismic retrofit study did not consider a rational assessment of the economic feasibility for retrofit schemes represented in his study because it ignored the lifetime seismic damage cost that can occur during the life cycle and limited the economic feasibility assessment to the initial cost, that is, the number of connections retrofitted. To the best of our knowledge, optimization techniques that consider the life-cycle costs (i.e., both the initial retrofit cost and life-cycle cost) have not yet been applied to performance-based seismic retrofitting.The present paper proposes a performance-based multiobjective optimization seismic retrofit method that uses the nondominated sorting genetic algorithm-II (NSGA-II) optimization technique as a multiobjective GA for rational and economic seismic retrofitting. For the objective functions, the cost involves not only the initial retrofit cost but also the life-cycle cost after retrofit to assess the rational economic feasibility. For the life-cycle cost assessment after retrofit, the lifetime seismic damage cost is assessed according to a probabilistic model that is used in the seismic design. In this study, among various seismic retrofit methods, retrofit that makes brittle connections behave in a ductile manner was considered. The optimal location and number of connection upgrades are determined within a range that satisfies the given performance objective, which is employed as a constraint condition in the optimization technique. The proposed method was applied to SAC benchmark three- and nine-story steel moment-resisting frames, and its usefulness was verified from the obtained optimized retrofit solutions.


## 2. Life-Cycle Cost for Seismic Retrofit

### 2.1. Initial Retrofit Cost Calculation

The initial cost of the life-cycle cost in seismic design refers to the initial design cost, that is, the initial structure volume. Similarly, the initial cost in seismic retrofitting also refers to the initial retrofit cost. In this study, the selected seismic retrofit method involves directly retrofitting the brittle connections of existing steel moment-resisting frames so that they behave in a ductile manner. FEMA351 [15] and AISC/NIST Design Guide 12 [16] present design methods and connection details for improved ductile capacity and plastic rotation capacity of connections over existing brittle connections; these include prequalified connection upgrades, such as a welded bottom haunch (WBH), welded top and bottom haunch (WTBH), and welded cover plate flange (WCF), and proprietary connection retrofit methods, such as a bolted bracket (BB), slotted web connection (SW), and side plate connection (SP). The retrofitted connections were experimentally verified to improve seismic performance [17–19]. In this study, the selected retrofit method used haunches, as shown in Figure 1 [17].Figure 1
Details of the retrofitted connection by a welded haunch.In this case, the initial cost mainly consists of the material costs for the structural steel used to retrofit the connections and includes the welding, wages, and other items needed for construction. FEMA351 [15] presents a connection restoration cost function through existing retrofit cases and cost analysis. Based on this function, the connection unit cost can be determined relatively simply as 20,000 USD. This value includes the cost for partial demolition of the target building and restoration and reinforcement of the finished building and utilities for access to retrofit.This paper proposes seismic retrofit schemes for retrofitting the connections of an existing steel moment-resisting frame. These seismic retrofit schemes present the location and number of connections being retrofitted out of all of the frame’s connections. The cost of each seismic retrofit proposal is calculated according to the number of retrofitted connections. In other words, the seismic retrofit cost is directly determined by multiplying the number of connections being reinforced and the retrofit cost per connection.


### 2.2. Calculation of Lifetime Seismic Damage Costs

This study employed the method used by Kang and Wen [8], Liu et al. [10, 11], and Fragiadakis et al. [12] to assess the lifetime seismic damage cost that occurs during the life cycle of a steel building being retrofitted. The lifetime seismic damage cost comprises the annual occurrence probability of the damage states being considered, the sum of the product of the cost function multiplied by the damage state and discount rate, and the building’s life cycle. The assessment calculation formula is as follows:
(1)E[C(t,X)]=υλ(1-e-λt)∑j=1KCjPj.Here,K is the number of seismic damage states that are considered, and the damage index that describes the seismic damage state that occurs in the steel moment-resisting frame due to the predicted earthquake was defined as the maximum interstory drift rate (Table 1). λ is the annual monetary discount rate, t is the service life of the building, and υ is the annual occurrence rate for the relevant seismic damage state and is defined by the Poisson process. Pj is the damage state occurrence probability of the annual jth seismic damage state, and Cj is the damage cost that occurs at the jth seismic damage state. In case Δj,min⁡ and Δj,max⁡ are the ranges of the maximum story drift ratio, which is the damage index relevant to the jth seismic damage state, Pj can be described as follows:
(2)Pj=P(Δ>Δj,min⁡)-P(Δ>Δj,max⁡).Table 1
Performance level and damage state in terms of the interstory drift ratios.
Performance level
Damage state
Interstory drift ratios (%)
I
None
Δ
<
0.2
II
Slight
0.2
<
Δ
<
0.5
III
Light
0.5
<
Δ
<
0.7
IV
Moderate
0.7
<
Δ
<
1.5
V
Heavy
1.5
<
Δ
<
2.5
VI
Major
2.5
<
Δ
<
5.0
VII
Destroyed
5.0
<
ΔHere,P(Δ>Δj,min⁡) and P(Δ>Δj,max⁡) are equivalent to the annual probabilities that the story drift ratio will exceed the maximum story drift ratios Δj,min⁡ and Δj,max⁡, respectively; these probabilities can be found by using Pt(Δ>Δj,min⁡) and Pt(Δ>Δj,max⁡). Pt(Δ>Δj,min⁡) and Pt(Δ>Δj,max⁡) are the probabilities that the maximum story drift rates Δj,min⁡ and Δj,max⁡ will be exceeded within t years, as expressed below:
(3)P(Δ>Δj,min⁡)=-1υ×t{ln⁡⁡[1-Pt(Δ>Δj,min)]},P(Δ>Δj,max⁡)=-1υ×t{ln⁡⁡[1-Pt(Δ>Δj,max)]}.To calculatePt(Δ>Δj,min⁡) and Pt(Δ>Δj,max⁡), three seismic damage states having 50%, 10%, and 2% exceedance probabilities in 50-year earthquakes are considered. A structural analysis (nonlinear static analysis) is used to determine the interstory drift ratio of each case and the exceedance probability for each seismic damage state. These results are used in a regression analysis to find the annual exceedance probability. In the regression analysis, the annual exceedance probability assumes a generalized extreme value distribution (GEVD) as a probabilistic distribution, and the regression analysis is performed using the least-squares method.C
j is described in Formula (4) and consists of the following six terms: direct structural and nonstructural damage and repair cost (Cjdam; damage cost), equipment/facility restoration cost (Cjcon; loss of contents), relocation cost according to the function loss of the facility (Cjrel⁡; relocation cost), economic loss (Cjeco; economic loss), monetary value equivalent to the injury (Cjinj; cost of injury), and monetary value equivalent to death (Cjfat; cost of human fatality). Consider
(4)Cj=Cjdam+Cjcon+Cjrel⁡+Cjeco+Cjinj+Cjfat.


## 2.1. Initial Retrofit Cost Calculation

The initial cost of the life-cycle cost in seismic design refers to the initial design cost, that is, the initial structure volume. Similarly, the initial cost in seismic retrofitting also refers to the initial retrofit cost. In this study, the selected seismic retrofit method involves directly retrofitting the brittle connections of existing steel moment-resisting frames so that they behave in a ductile manner. FEMA351 [15] and AISC/NIST Design Guide 12 [16] present design methods and connection details for improved ductile capacity and plastic rotation capacity of connections over existing brittle connections; these include prequalified connection upgrades, such as a welded bottom haunch (WBH), welded top and bottom haunch (WTBH), and welded cover plate flange (WCF), and proprietary connection retrofit methods, such as a bolted bracket (BB), slotted web connection (SW), and side plate connection (SP). The retrofitted connections were experimentally verified to improve seismic performance [17–19]. In this study, the selected retrofit method used haunches, as shown in Figure 1 [17].Figure 1
Details of the retrofitted connection by a welded haunch.In this case, the initial cost mainly consists of the material costs for the structural steel used to retrofit the connections and includes the welding, wages, and other items needed for construction. FEMA351 [15] presents a connection restoration cost function through existing retrofit cases and cost analysis. Based on this function, the connection unit cost can be determined relatively simply as 20,000 USD. This value includes the cost for partial demolition of the target building and restoration and reinforcement of the finished building and utilities for access to retrofit.This paper proposes seismic retrofit schemes for retrofitting the connections of an existing steel moment-resisting frame. These seismic retrofit schemes present the location and number of connections being retrofitted out of all of the frame’s connections. The cost of each seismic retrofit proposal is calculated according to the number of retrofitted connections. In other words, the seismic retrofit cost is directly determined by multiplying the number of connections being reinforced and the retrofit cost per connection.


## 2.2. Calculation of Lifetime Seismic Damage Costs

This study employed the method used by Kang and Wen [8], Liu et al. [10, 11], and Fragiadakis et al. [12] to assess the lifetime seismic damage cost that occurs during the life cycle of a steel building being retrofitted. The lifetime seismic damage cost comprises the annual occurrence probability of the damage states being considered, the sum of the product of the cost function multiplied by the damage state and discount rate, and the building’s life cycle. The assessment calculation formula is as follows:
(1)E[C(t,X)]=υλ(1-e-λt)∑j=1KCjPj.Here,K is the number of seismic damage states that are considered, and the damage index that describes the seismic damage state that occurs in the steel moment-resisting frame due to the predicted earthquake was defined as the maximum interstory drift rate (Table 1). λ is the annual monetary discount rate, t is the service life of the building, and υ is the annual occurrence rate for the relevant seismic damage state and is defined by the Poisson process. Pj is the damage state occurrence probability of the annual jth seismic damage state, and Cj is the damage cost that occurs at the jth seismic damage state. In case Δj,min⁡ and Δj,max⁡ are the ranges of the maximum story drift ratio, which is the damage index relevant to the jth seismic damage state, Pj can be described as follows:
(2)Pj=P(Δ>Δj,min⁡)-P(Δ>Δj,max⁡).Table 1
Performance level and damage state in terms of the interstory drift ratios.
Performance level
Damage state
Interstory drift ratios (%)
I
None
Δ
<
0.2
II
Slight
0.2
<
Δ
<
0.5
III
Light
0.5
<
Δ
<
0.7
IV
Moderate
0.7
<
Δ
<
1.5
V
Heavy
1.5
<
Δ
<
2.5
VI
Major
2.5
<
Δ
<
5.0
VII
Destroyed
5.0
<
ΔHere,P(Δ>Δj,min⁡) and P(Δ>Δj,max⁡) are equivalent to the annual probabilities that the story drift ratio will exceed the maximum story drift ratios Δj,min⁡ and Δj,max⁡, respectively; these probabilities can be found by using Pt(Δ>Δj,min⁡) and Pt(Δ>Δj,max⁡). Pt(Δ>Δj,min⁡) and Pt(Δ>Δj,max⁡) are the probabilities that the maximum story drift rates Δj,min⁡ and Δj,max⁡ will be exceeded within t years, as expressed below:
(3)P(Δ>Δj,min⁡)=-1υ×t{ln⁡⁡[1-Pt(Δ>Δj,min)]},P(Δ>Δj,max⁡)=-1υ×t{ln⁡⁡[1-Pt(Δ>Δj,max)]}.To calculatePt(Δ>Δj,min⁡) and Pt(Δ>Δj,max⁡), three seismic damage states having 50%, 10%, and 2% exceedance probabilities in 50-year earthquakes are considered. A structural analysis (nonlinear static analysis) is used to determine the interstory drift ratio of each case and the exceedance probability for each seismic damage state. These results are used in a regression analysis to find the annual exceedance probability. In the regression analysis, the annual exceedance probability assumes a generalized extreme value distribution (GEVD) as a probabilistic distribution, and the regression analysis is performed using the least-squares method.C
j is described in Formula (4) and consists of the following six terms: direct structural and nonstructural damage and repair cost (Cjdam; damage cost), equipment/facility restoration cost (Cjcon; loss of contents), relocation cost according to the function loss of the facility (Cjrel⁡; relocation cost), economic loss (Cjeco; economic loss), monetary value equivalent to the injury (Cjinj; cost of injury), and monetary value equivalent to death (Cjfat; cost of human fatality). Consider
(4)Cj=Cjdam+Cjcon+Cjrel⁡+Cjeco+Cjinj+Cjfat.


## 3. NSGA-II Based Optimal Retrofit Method

This study determined the location and number of connection upgrades that minimize the initial connection retrofit cost (initial installation cost) and the lifetime seismic damage cost during the life cycle after retrofit while meeting the required seismic performance level. The objective functions were set to minimize not only the number of initial connection retrofits but also the lifetime seismic damage cost during the life cycle after retrofit, and an interstory drift ratio representing the structural performance was employed as a constraint condition. The NSGA-II [20], which is a multiobjective optimizing technique, was used to find the optimal solution.


### 3.1. Objective Functions

Optimization problems generally have a single objective function. However, there are occasionally cases in which more than two conflicting objective functions should be considered simultaneously. Multiobjective optimization techniques are applied to solve these problems [11, 12, 21].In this study, the problems of minimizing both the initial seismic retrofit cost and lifetime seismic damage cost were considered; these are two conflicting targets. Thus, the multiobjective optimization technique was applied to minimize not only the initial retrofit cost but also the life-cycle cost. The heuristic-based GA [22, 23] has a relatively simple theory and high applicability in various fields. In structure optimization, the GA is applied to optimize the structure volume, cross-sectional shape, and reinforcement techniques. While the classic GA must be executed many times to find several Pareto optimal solutions, the multiobjective GA can find several Pareto optimal solutions in a single execution. NSGA-II [20], which is a Pareto-based optimization technique, was used in this study to find a set of optimal retrofit schemes.The first objective function is the initial cost for the connection retrofit. In general, the seismic retrofit cost for the connection retrofit of a steel moment-resisting frame is calculated by multiplying the number of retrofitted connections by the retrofit cost for a single connection. Consequently, the initial cost is directly correlated to the number of connections being retrofitted, and minimizing the number of connections being retrofitted minimizes the initial costs. Consider(5)MinimizeF1(X)=∑i=1nXi.Here,Xi is the design variable of the optimization algorithm in this study and indicates whether the ith connection has been retrofitted. If Xi=1, retrofit has been provided to the ith connection; the retrofitted connection is modeled as hysteresis behavior with sufficient ductile capacity. If Xi=0, the ith connection is modeled as hysteresis behavior where early brittle fracture occurs; it means that retrofit has not been provided. N is the number of connections included in the SMRF.The second objective function minimizes the lifetime seismic damage cost that can occur after retrofit, as noted in Section2.2; it is formulated below:
(6)MinimizeF2(X)=νλ(1-e-λt)∑j=1KCjPj.Here, Formula (6) is described in Section 2.2. In this study, the annual discount rate λ was set to 0.05, and the service life of the building t was set to 50 years.


### 3.2. Constraint Condition

FEMA 356 [24] presents a seismic design method to set the performance objective for the structure to evaluate the seismic performance. The performance objective is an indicator to determine the performance level that the target structure can endure at a specific scaled earthquake. The performance level is set by quantifying the structure’s displacement, and the structure is designed to achieve the performance objective. This entire process is called the performance-based seismic design concept. The performance objective is determined by the specific performance level, such as the level of operation and damage occurred due to an earthquake with respect to the specific earthquake hazard level defined by the exceedance probability for the recurrence period. In this study, seismic retrofitting was performed to meet performance objective P presented in FEMA 356; this is the performance level of collapse prevention (CP) from a very rare earthquake hazard level (2%/50 years) [24]. FEMA 356 defines the performance level to prevent collapse of the steel moment-resisting frame as the maximum interstory drift ratio, which is 5%. Consequently, the allowable interstory drift ratio is set as the constraint function and is determined by
(7)s.t.Δmax⁡Δa<1.Here,Δa is the allowable interstory drift ratio and Δmax⁡ is the maximum interstory drift ratio that is calculated by the nonlinear static analysis for a building modeled in OpenSees and is calculated by
(8)Δmax⁡=max⁡(δi+1-δihi),i=1,n.
In (8), δi is the drift on the ith floor, and hi is the height of the ith floor.Finally, Figure2 presents a flowchart of the proposed multiobjective seismic retrofit method described above.Figure 2
Flowchart for the multiobjective seismic retrofit method.


## 3.1. Objective Functions

Optimization problems generally have a single objective function. However, there are occasionally cases in which more than two conflicting objective functions should be considered simultaneously. Multiobjective optimization techniques are applied to solve these problems [11, 12, 21].In this study, the problems of minimizing both the initial seismic retrofit cost and lifetime seismic damage cost were considered; these are two conflicting targets. Thus, the multiobjective optimization technique was applied to minimize not only the initial retrofit cost but also the life-cycle cost. The heuristic-based GA [22, 23] has a relatively simple theory and high applicability in various fields. In structure optimization, the GA is applied to optimize the structure volume, cross-sectional shape, and reinforcement techniques. While the classic GA must be executed many times to find several Pareto optimal solutions, the multiobjective GA can find several Pareto optimal solutions in a single execution. NSGA-II [20], which is a Pareto-based optimization technique, was used in this study to find a set of optimal retrofit schemes.The first objective function is the initial cost for the connection retrofit. In general, the seismic retrofit cost for the connection retrofit of a steel moment-resisting frame is calculated by multiplying the number of retrofitted connections by the retrofit cost for a single connection. Consequently, the initial cost is directly correlated to the number of connections being retrofitted, and minimizing the number of connections being retrofitted minimizes the initial costs. Consider(5)MinimizeF1(X)=∑i=1nXi.Here,Xi is the design variable of the optimization algorithm in this study and indicates whether the ith connection has been retrofitted. If Xi=1, retrofit has been provided to the ith connection; the retrofitted connection is modeled as hysteresis behavior with sufficient ductile capacity. If Xi=0, the ith connection is modeled as hysteresis behavior where early brittle fracture occurs; it means that retrofit has not been provided. N is the number of connections included in the SMRF.The second objective function minimizes the lifetime seismic damage cost that can occur after retrofit, as noted in Section2.2; it is formulated below:
(6)MinimizeF2(X)=νλ(1-e-λt)∑j=1KCjPj.Here, Formula (6) is described in Section 2.2. In this study, the annual discount rate λ was set to 0.05, and the service life of the building t was set to 50 years.


## 3.2. Constraint Condition

FEMA 356 [24] presents a seismic design method to set the performance objective for the structure to evaluate the seismic performance. The performance objective is an indicator to determine the performance level that the target structure can endure at a specific scaled earthquake. The performance level is set by quantifying the structure’s displacement, and the structure is designed to achieve the performance objective. This entire process is called the performance-based seismic design concept. The performance objective is determined by the specific performance level, such as the level of operation and damage occurred due to an earthquake with respect to the specific earthquake hazard level defined by the exceedance probability for the recurrence period. In this study, seismic retrofitting was performed to meet performance objective P presented in FEMA 356; this is the performance level of collapse prevention (CP) from a very rare earthquake hazard level (2%/50 years) [24]. FEMA 356 defines the performance level to prevent collapse of the steel moment-resisting frame as the maximum interstory drift ratio, which is 5%. Consequently, the allowable interstory drift ratio is set as the constraint function and is determined by
(7)s.t.Δmax⁡Δa<1.Here,Δa is the allowable interstory drift ratio and Δmax⁡ is the maximum interstory drift ratio that is calculated by the nonlinear static analysis for a building modeled in OpenSees and is calculated by
(8)Δmax⁡=max⁡(δi+1-δihi),i=1,n.
In (8), δi is the drift on the ith floor, and hi is the height of the ith floor.Finally, Figure2 presents a flowchart of the proposed multiobjective seismic retrofit method described above.Figure 2
Flowchart for the multiobjective seismic retrofit method.


## 4. Applications

The proposed performance-based optimization seismic retrofit method considering the life-cycle cost was applied to the SAC benchmark three- and nine-story examples. This benchmark model has been applied to many previous studies [18, 25, 26]. The example models were pre-Northridge steel moment-resisting frames and behaved with brittle fracture prior to seismic retrofitting. The example models were assumed to be located in Los Angeles, CA, USA; the site class was D, and the importance factor of the building was 1.0. The beams and columns were made from A36 and A572 Grade 50 steel, respectively.


### 4.1. Target Structures

The three-story steel moment-resisting frame used in this study is illustrated in Figure3. The first three spans are a moment-resisting frame with pre-Northridge connections, and the fourth span is a simple beam-column connection. Information on the structural members of the three-story frame is provided in Figure 3; the plan and detailed information were given by Shi [25]. The 18 connections are the targets of the retrofit and the design variables in the optimization process.Figure 3
Three-story SMRF example.Figure4 presents a nine-story steel-frame moment-resisting frame with five spans and the information on the structural members of the nine-story example. The floor plan and other details are also found in Shi [25]. There are 90 connections in total; these connections are the subjects for the seismic retrofit and are used as the design variables in the optimization process.Figure 4
Nine-story SMRF example.


### 4.2. Connection Modeling

Investigation of the buildings that were damaged by the Northridge earthquake in 1994 verified that an unexpected brittle fracture occurred. Afterwards, SAC Joint Venture performed experiments on the moment connections where early brittle fractures occurred. The hysteresis behavior characteristics of the brittle connections were verified [27, 28].The connection seismic behavior before and after the connection upgrade should be defined in the analytical model to assess the performance of the steel moment-resisting frame before and after the retrofit. In this study, the structural behaviors of target structures are modeled and analyzed by OpenSees [29]. The nonlinear behaviors of structural members such as panel zone, column, and beam are modeled by Krawinkler’s model [29, 30], beamWithHinges [29], and zero-length element [29], respectively. Table 2 shows the material properties used in the analytical modeling.Table 2
Material properties for steel members (unit: ksi).
Panel
Column
Beam
Elastic modulus
29000
29000
29000
Shear modulus
11514
11514
11514
Yield strength
57.6
57.6
49.2As for modeling of the panel zone, the Krawinkler model was used for the full dimension of the panel zone as shown in Figure5. This model directly models a joint panel zone with rigid links and controls the deformation of the panel zone. The nonlinear behavior of the panel zone was modeled by rotational spring, where “hysteretic material” model in OpenSees was applied. The skeleton curve for determining the strength and rigidity of the panel zone was determined by combining two bilinear springs which represent the behaviors of the column web and flange, respectively (Figure 6). Formulas (9) are the equations for determining the skeleton curve for these bilinear springs:
(9)γy=Fy3G,γP=4γy,Vy=0.55Fydct,Vp=Vy(1+3bctcf2dbdct).Figure 5
Beam-column joint model (Krawinkler’s model).Hysteretic model for panel zone.
(a)
Hysteretic material model
(b)
Elastic-perfectly plastic
(c)
BilinearHere,Fy denotes the panel zone’s yield strength, G is the transverse modulus, γy is the yield rotation angle, γp is the perfect plastic rotation angle, dc is the depth of the column, t is the panel zone thickness, db is the depth of the beam, and tcf is the column flange thickness.As for columns connected to the panel zone as shown in Figure5, the “beamWithHinges” element in OpenSees was applied to simulate the nonlinear behavior of columns. This element divides the column into three parts: two hinges at the column ends and a linear-elastic region in the middle (Figure 7(a)). Furthermore, the beamWithHinges element used in this study has four elastic sections in the middle and two fiber section at each end. The hinges are defined by assigning to each a previously defined fiber section (Figure 7(b)). And the “Steel 01” model in OpenSees was applied to the material model for the nonlinear behavior of each fiber section (Figure 7(c)). Therefore, this element considers plasticity to be concentrated over specified hinge length at the column ends.Column model.
(a)
beamWithHinges model
(b)
Fiber section
(c)
Material modelFinally, the zero-length elements were used to represent the hysteresis behavior of the beam connection’s spring elements; the hysteresis behavior that characterized the brittle fracture and ductility capacity of the connection before and after the retrofit was reflected in the connection (rotational spring for the beam in Figure5) modeling, as shown in Figure 8. Therefore, the effectiveness of retrofit, which can be evaluated by the different behaviors between before and after retrofit, was simulated from the zero-length element applied to the connections between panel zone and beam ends. In this study, a typical brittle hysteresis curve, such as in Figure 8(a) [27], was used to model the connection behavior before the retrofit of the steel moment-resisting frame. A sudden brittle fracture occurred at a rotation angle of 0.01 rad; after brittle fracture, the connection was modeled to have 20% [31] of the initial strength (My) without strength and rigidity degradation until 0.04 rad. As shown in Figure 8(b) [15, 32, 33], a general type of ductile hysteresis curve was used to model the connection behavior after retrofit. The connection could reach a rotational angle of 0.04 rad without strength degradation and was modeled to have 20% of the initial strength (Mp) after fracture at 0.04 rad.Hysteretic model for the rotational spring in a beam.
(a)
Brittle connection
(b)
Retrofitted connection


## 4.1. Target Structures

The three-story steel moment-resisting frame used in this study is illustrated in Figure3. The first three spans are a moment-resisting frame with pre-Northridge connections, and the fourth span is a simple beam-column connection. Information on the structural members of the three-story frame is provided in Figure 3; the plan and detailed information were given by Shi [25]. The 18 connections are the targets of the retrofit and the design variables in the optimization process.Figure 3
Three-story SMRF example.Figure4 presents a nine-story steel-frame moment-resisting frame with five spans and the information on the structural members of the nine-story example. The floor plan and other details are also found in Shi [25]. There are 90 connections in total; these connections are the subjects for the seismic retrofit and are used as the design variables in the optimization process.Figure 4
Nine-story SMRF example.


## 4.2. Connection Modeling

Investigation of the buildings that were damaged by the Northridge earthquake in 1994 verified that an unexpected brittle fracture occurred. Afterwards, SAC Joint Venture performed experiments on the moment connections where early brittle fractures occurred. The hysteresis behavior characteristics of the brittle connections were verified [27, 28].The connection seismic behavior before and after the connection upgrade should be defined in the analytical model to assess the performance of the steel moment-resisting frame before and after the retrofit. In this study, the structural behaviors of target structures are modeled and analyzed by OpenSees [29]. The nonlinear behaviors of structural members such as panel zone, column, and beam are modeled by Krawinkler’s model [29, 30], beamWithHinges [29], and zero-length element [29], respectively. Table 2 shows the material properties used in the analytical modeling.Table 2
Material properties for steel members (unit: ksi).
Panel
Column
Beam
Elastic modulus
29000
29000
29000
Shear modulus
11514
11514
11514
Yield strength
57.6
57.6
49.2As for modeling of the panel zone, the Krawinkler model was used for the full dimension of the panel zone as shown in Figure5. This model directly models a joint panel zone with rigid links and controls the deformation of the panel zone. The nonlinear behavior of the panel zone was modeled by rotational spring, where “hysteretic material” model in OpenSees was applied. The skeleton curve for determining the strength and rigidity of the panel zone was determined by combining two bilinear springs which represent the behaviors of the column web and flange, respectively (Figure 6). Formulas (9) are the equations for determining the skeleton curve for these bilinear springs:
(9)γy=Fy3G,γP=4γy,Vy=0.55Fydct,Vp=Vy(1+3bctcf2dbdct).Figure 5
Beam-column joint model (Krawinkler’s model).Hysteretic model for panel zone.
(a)
Hysteretic material model
(b)
Elastic-perfectly plastic
(c)
BilinearHere,Fy denotes the panel zone’s yield strength, G is the transverse modulus, γy is the yield rotation angle, γp is the perfect plastic rotation angle, dc is the depth of the column, t is the panel zone thickness, db is the depth of the beam, and tcf is the column flange thickness.As for columns connected to the panel zone as shown in Figure5, the “beamWithHinges” element in OpenSees was applied to simulate the nonlinear behavior of columns. This element divides the column into three parts: two hinges at the column ends and a linear-elastic region in the middle (Figure 7(a)). Furthermore, the beamWithHinges element used in this study has four elastic sections in the middle and two fiber section at each end. The hinges are defined by assigning to each a previously defined fiber section (Figure 7(b)). And the “Steel 01” model in OpenSees was applied to the material model for the nonlinear behavior of each fiber section (Figure 7(c)). Therefore, this element considers plasticity to be concentrated over specified hinge length at the column ends.Column model.
(a)
beamWithHinges model
(b)
Fiber section
(c)
Material modelFinally, the zero-length elements were used to represent the hysteresis behavior of the beam connection’s spring elements; the hysteresis behavior that characterized the brittle fracture and ductility capacity of the connection before and after the retrofit was reflected in the connection (rotational spring for the beam in Figure5) modeling, as shown in Figure 8. Therefore, the effectiveness of retrofit, which can be evaluated by the different behaviors between before and after retrofit, was simulated from the zero-length element applied to the connections between panel zone and beam ends. In this study, a typical brittle hysteresis curve, such as in Figure 8(a) [27], was used to model the connection behavior before the retrofit of the steel moment-resisting frame. A sudden brittle fracture occurred at a rotation angle of 0.01 rad; after brittle fracture, the connection was modeled to have 20% [31] of the initial strength (My) without strength and rigidity degradation until 0.04 rad. As shown in Figure 8(b) [15, 32, 33], a general type of ductile hysteresis curve was used to model the connection behavior after retrofit. The connection could reach a rotational angle of 0.04 rad without strength degradation and was modeled to have 20% of the initial strength (Mp) after fracture at 0.04 rad.Hysteretic model for the rotational spring in a beam.
(a)
Brittle connection
(b)
Retrofitted connection


## 5. Results and Discussion

### 5.1. Three-Story Building

In this example, among the performance objectives presented by FEMA 356,P is selected, and the seismic performance of this example is evaluated for this performance objective. P refers to the performance level of collapse prevention to very rare earthquakes. As shown in Figure 9, evaluating the seismic performance of the three-story example for P yields a maximum interstory drift ratio of 5.27%. This value exceeds the allowable interstory drift ratio of 5% in FEMA 356 for CP. Seismic retrofitting is needed to achieve the given performance objective. Consequently, the proposed multiobjective optimization seismic retrofit method is applied to the example.Figure 9
Interstory drift ratios of the existing and retrofitted three-story SMRF.Six Pareto solutions, which are the optimal solutions, were obtained through NSGA-II. Table3 summarizes the location and number of connections to be retrofitted, the initial retrofit cost, and the lifetime seismic damage cost of each Pareto solution.Table 3
Optimal retrofit scheme of the three-story SMRF for performance objectiveP.
Before
Scheme  1
Scheme  2
Scheme  3
Scheme  4
Scheme  5
Scheme  6
Number of retrofit connections
0
4
6
7
8
10
12
Retrofit location
—
X9-10X14X17
X6X9-10X15X17-18
X7X9–11X15-16 X18
X2,X7-8X11–14X16
X4–7. X9-10X12-13X15-16
X1X7–14 X16–18
Initial retrofit cost(thousand dollars)
0
80
120
140
160
200
240
Lifetime seismic damage cost(thousand dollars)
475
343
326
300
295
290
284
Maximum interstory drift ratio (%)
5.27
4.95
4.91
4.51
4.50
4.46
4.20
Dissipated energy(kN·m)
1,157.22
1,422.50
1,496.26
1,493.70
1,613.64
1,566.38
1,561.35The initial retrofit cost was calculated by multiplying the number of retrofits by the retrofit cost for a single connection. The unit retrofit cost of 20,000 USD suggested by FEMA 351 was applied. The interstory drift for each retrofit scheme is shown in Figure9. All six retrofit proposals satisfied the allowable interstory drift ratio of 5% for P, which is employed as a constraint condition in this optimization technique.Figure10 presents the relationships between the initial retrofit cost, lifetime seismic damage cost, and seismic performance (interstory drift ratio) of the six Pareto solutions. In general, as the initial retrofit cost increases, the structural performance, which is represented by the interstory drift ratio, is improved (i.e., small interstory drift ratio), but the lifetime seismic damage cost decreases; the initial cost is inversely proportional to the lifetime seismic damage cost (Figure 11(a)). From these results, we can observe a trade-off between the initial retrofit cost and structural performance (interstory drift ratio), as is observed in the other general retrofit methods. However, an advantage of the proposed retrofit optimization scheme is that the decision maker can select the retrofit strategy based on each cost (e.g., initial cost, lifetime seismic damage cost, and total cost) and structural performance (or structural safety); that is, a high initial cost results in low lifetime seismic damage cost and high structural performance, and a low initial cost results in high life-cycle seismic damage cost and low structural performance.Figure 10
Results of the optimal retrofit schemes of the three-story SMRF.Relationship between the costs.
(a)
Initial cost versus lifetime seismic damage cost
(b)
Initial cost versus total costIn terms of the total cost, which is the sum of the initial and lifetime seismic damage costs, the structural performance (interstory drift ratio) improves as the total cost increases (Figure10). That is, as shown in Figure 11(b), the total cost is generally proportional to the initial cost in this example because the seismic retrofit unit cost (20,000 USD) is relatively high compared to the lifetime seismic damage cost. However, it can be expected that the relationship between the total cost and initial cost may be altered according to the seismic retrofit unit cost; that is, a decrease in the retrofit unit cost results in a decrease in the initial cost, and thus, the total cost may be governed by the lifetime seismic damage cost. Furthermore, if a different evaluation method for the lifetime seismic damage cost is employed, the total cost might change and yield different results. Therefore, the relationship between each cost (e.g., initial cost, lifetime seismic damage cost, and total cost) and the structural performance can vary depending on the employed retrofit method (i.e., unit cost for retrofitting), which is related to the initial cost.Figure12 presents the pushover curve obtained from a nonlinear static analysis of the three retrofit schemes (schemes 1, 3, and 6) and the existing structure. As the initial cost increases, the maximum strength increases and the postpeak behavior characterized by the strength degrading feature is also improved. The energy dissipation capacities of the retrofit schemes in Table 3, which might be considered as another structural performance index, were calculated from the pushover curves. It is confirmed that increasing the initial retrofit cost tends to increase the energy dissipation capacity as well. However, unlike the interstory drift ratio, the highest initial cost does not result in the largest energy dissipation, which was obtained from retrofit scheme 4.Figure 12
Pushover curves of the existing and retrofitted three-story SMRF.


### 5.2. Nine-Story Building

In the nine-story example, seismic retrofitting also employed performance-based seismic engineering; as in the three-story example, the seismic performance was evaluated subject to theP performance objective. As a result of the seismic performance evaluation of the nine-story example in relation to performance objective P, it is indicated that the maximum interstory drift ratio was 5.71%, which exceeded the allowable interstory drift ratio of 5% in FEMA 356 for CP, as shown in Figure 13. In this example, seismic retrofitting was also required to meet the performance objective. Therefore, the proposed multiobjective optimization seismic retrofit method was applied to the nine-story building example.Figure 13
Interstory drift ratio of the existing and retrofitted nine-story SMRF.Seven Pareto solutions were obtained; each solution denotes a single optimal retrofit plan. Table4 summarizes the retrofit locations and numbers, initial retrofit costs, and lifetime seismic damage costs of each Pareto solution.Table 4
Optimal retrofit scheme of the nine-story SMRF for performance objectiveP.
Before
Scheme  1
Scheme  2
Scheme  3
Scheme  4
Scheme  5
Scheme  6
Scheme  7
Number of retrofit connections
0
23
30
40
47
50
58
79
Retrofit location
—
X1, X8-9X23, X25 X28–29 X41, X45 X48, X51 X55, X62 X64, X67 X71, X73 X76-77 X81, X83 X86-87
X2-3, X14X18-19 X21, X24 X32, X34 X37, X40 X46, X47 X52 X55–59 X62, X67 X69 X70–72 X74, X78 X81X86-87
X3, X7, X11X19–21X23-24 X28X30–34 X36–38 X44, X48 X51-X52 X54 X56-57X64–66 X68, X71X75 X77–80 X82–86 X90
X2–4, X7X11, X13 X17 X21-22 X25–27  X29–32 X34, X36 X38–40 X42-43 X47–51 X54–X56 X58, X60 X62, X65 X69 X71–73 X75-76 X78, X80 X83-84 X86–88
X1, X4 X8–12X14, X16 X20 X23-24 X26, X29 X32–37 X39, X42 X45–49 X53, X55 X57 X60-61 X63–65 X67, X69 X71-72 X74-75 X78 X80–82 X86–90
X1, X3–6X8–X10 X15, X18 X20, X22 X24–28 X31–X35X41–X44X46-47 X49–X52X54–X57X59-X60X63–X66X68–70X72X75–X77X79–84X86X88-89
X1X3–13 X15–21 X24–33 X35–37 X39–46 X49–62 X65–79 X81–90
Initial retrofit cost(thousand dollars)
0
460
600
800
940
1,000
1,160
1,580
Lifetime seismic damage cost(thousand dollars)
1,839
1,505
1,327
1,164
1,147
1,093
1,077
1,041
Maximum interstory drift ratio (%)
5.71
4.82
4.48
4.12
4.26
4.06
4.01
4.23
Dissipated energy(kN·m)
3,522.71
4,304.61
4,424.63
4,814.29
4,931.91
5,022.90
5,125.60
5,716.21The initial retrofit cost was calculated in the same manner as in the three-story example. The interstory drift ratio of each retrofit plan is presented in Figure11. All seven Pareto retrofit plans satisfied the 5% allowable interstory drift ratio for CP.Figure14 presents the relationship between the initial retrofit cost, lifetime seismic damage cost, total cost, and seismic performance of the Pareto solutions. In the nine-story example, increasing the initial retrofit cost generally decreases the lifetime seismic damage cost and improves the seismic performance. However, unlike the three-story building, the highest initial cost (scheme number 4) does not yield the smallest interstory drift ratio (scheme number 6). Figure 15 illustrates the same relationship as the three-story building case, in which the initial cost is inversely proportional to the lifetime seismic damage cost and the total cost is proportional to the initial cost.Figure 14
Result of the optimal retrofit schemes of the nine-story SMRF.Relationship between the costs.
(a)
Initial cost versus lifetime seismic damage cost
(b)
Initial cost versus total costFigure16 presents a pushover curve obtained from the nonlinear static analysis of the three retrofit plans and existing frame. The energy dissipation capacities calculated from the pushover curves are proportional to the initial costs; the highest initial cost generates the highest energy dissipation in scheme 7. This proportional relationship between the initial cost and energy dissipation capacity was not observed in the three-story building case.Figure 16
Pushover curves of the existing and retrofitted nine-story SMRF.From the results obtained from the three- and nine-story examples, for rational decision-making on seismic retrofitting strategy, the costs (e.g., initial retrofit cost, lifetime seismic damage cost, and total cost) and seismic performances (e.g., interstory drift ratio and energy dissipation capacity) of each Pareto solution should be assessed holistically. A retrofit scheme can be selected from the optimized solutions by considering the retrofit target building’s condition, the building owner’s demands, and other situations. That is, the best retrofit strategy or most effective retrofit scheme can vary depending on various situations (e.g., decision maker’s preference, building condition, and retrofit unit cost). Therefore, it is desirable to provide several retrofit strategies from which the decision makers can select. A more rational decision regarding the seismic retrofit of an existing structure can be made by assessing not only the cost associated with the early stages of retrofit but also the postretrofit life-cycle cost of the structure and the improved seismic performance.


## 5.1. Three-Story Building

In this example, among the performance objectives presented by FEMA 356,P is selected, and the seismic performance of this example is evaluated for this performance objective. P refers to the performance level of collapse prevention to very rare earthquakes. As shown in Figure 9, evaluating the seismic performance of the three-story example for P yields a maximum interstory drift ratio of 5.27%. This value exceeds the allowable interstory drift ratio of 5% in FEMA 356 for CP. Seismic retrofitting is needed to achieve the given performance objective. Consequently, the proposed multiobjective optimization seismic retrofit method is applied to the example.Figure 9
Interstory drift ratios of the existing and retrofitted three-story SMRF.Six Pareto solutions, which are the optimal solutions, were obtained through NSGA-II. Table3 summarizes the location and number of connections to be retrofitted, the initial retrofit cost, and the lifetime seismic damage cost of each Pareto solution.Table 3
Optimal retrofit scheme of the three-story SMRF for performance objectiveP.
Before
Scheme  1
Scheme  2
Scheme  3
Scheme  4
Scheme  5
Scheme  6
Number of retrofit connections
0
4
6
7
8
10
12
Retrofit location
—
X9-10X14X17
X6X9-10X15X17-18
X7X9–11X15-16 X18
X2,X7-8X11–14X16
X4–7. X9-10X12-13X15-16
X1X7–14 X16–18
Initial retrofit cost(thousand dollars)
0
80
120
140
160
200
240
Lifetime seismic damage cost(thousand dollars)
475
343
326
300
295
290
284
Maximum interstory drift ratio (%)
5.27
4.95
4.91
4.51
4.50
4.46
4.20
Dissipated energy(kN·m)
1,157.22
1,422.50
1,496.26
1,493.70
1,613.64
1,566.38
1,561.35The initial retrofit cost was calculated by multiplying the number of retrofits by the retrofit cost for a single connection. The unit retrofit cost of 20,000 USD suggested by FEMA 351 was applied. The interstory drift for each retrofit scheme is shown in Figure9. All six retrofit proposals satisfied the allowable interstory drift ratio of 5% for P, which is employed as a constraint condition in this optimization technique.Figure10 presents the relationships between the initial retrofit cost, lifetime seismic damage cost, and seismic performance (interstory drift ratio) of the six Pareto solutions. In general, as the initial retrofit cost increases, the structural performance, which is represented by the interstory drift ratio, is improved (i.e., small interstory drift ratio), but the lifetime seismic damage cost decreases; the initial cost is inversely proportional to the lifetime seismic damage cost (Figure 11(a)). From these results, we can observe a trade-off between the initial retrofit cost and structural performance (interstory drift ratio), as is observed in the other general retrofit methods. However, an advantage of the proposed retrofit optimization scheme is that the decision maker can select the retrofit strategy based on each cost (e.g., initial cost, lifetime seismic damage cost, and total cost) and structural performance (or structural safety); that is, a high initial cost results in low lifetime seismic damage cost and high structural performance, and a low initial cost results in high life-cycle seismic damage cost and low structural performance.Figure 10
Results of the optimal retrofit schemes of the three-story SMRF.Relationship between the costs.
(a)
Initial cost versus lifetime seismic damage cost
(b)
Initial cost versus total costIn terms of the total cost, which is the sum of the initial and lifetime seismic damage costs, the structural performance (interstory drift ratio) improves as the total cost increases (Figure10). That is, as shown in Figure 11(b), the total cost is generally proportional to the initial cost in this example because the seismic retrofit unit cost (20,000 USD) is relatively high compared to the lifetime seismic damage cost. However, it can be expected that the relationship between the total cost and initial cost may be altered according to the seismic retrofit unit cost; that is, a decrease in the retrofit unit cost results in a decrease in the initial cost, and thus, the total cost may be governed by the lifetime seismic damage cost. Furthermore, if a different evaluation method for the lifetime seismic damage cost is employed, the total cost might change and yield different results. Therefore, the relationship between each cost (e.g., initial cost, lifetime seismic damage cost, and total cost) and the structural performance can vary depending on the employed retrofit method (i.e., unit cost for retrofitting), which is related to the initial cost.Figure12 presents the pushover curve obtained from a nonlinear static analysis of the three retrofit schemes (schemes 1, 3, and 6) and the existing structure. As the initial cost increases, the maximum strength increases and the postpeak behavior characterized by the strength degrading feature is also improved. The energy dissipation capacities of the retrofit schemes in Table 3, which might be considered as another structural performance index, were calculated from the pushover curves. It is confirmed that increasing the initial retrofit cost tends to increase the energy dissipation capacity as well. However, unlike the interstory drift ratio, the highest initial cost does not result in the largest energy dissipation, which was obtained from retrofit scheme 4.Figure 12
Pushover curves of the existing and retrofitted three-story SMRF.


## 5.2. Nine-Story Building

In the nine-story example, seismic retrofitting also employed performance-based seismic engineering; as in the three-story example, the seismic performance was evaluated subject to theP performance objective. As a result of the seismic performance evaluation of the nine-story example in relation to performance objective P, it is indicated that the maximum interstory drift ratio was 5.71%, which exceeded the allowable interstory drift ratio of 5% in FEMA 356 for CP, as shown in Figure 13. In this example, seismic retrofitting was also required to meet the performance objective. Therefore, the proposed multiobjective optimization seismic retrofit method was applied to the nine-story building example.Figure 13
Interstory drift ratio of the existing and retrofitted nine-story SMRF.Seven Pareto solutions were obtained; each solution denotes a single optimal retrofit plan. Table4 summarizes the retrofit locations and numbers, initial retrofit costs, and lifetime seismic damage costs of each Pareto solution.Table 4
Optimal retrofit scheme of the nine-story SMRF for performance objectiveP.
Before
Scheme  1
Scheme  2
Scheme  3
Scheme  4
Scheme  5
Scheme  6
Scheme  7
Number of retrofit connections
0
23
30
40
47
50
58
79
Retrofit location
—
X1, X8-9X23, X25 X28–29 X41, X45 X48, X51 X55, X62 X64, X67 X71, X73 X76-77 X81, X83 X86-87
X2-3, X14X18-19 X21, X24 X32, X34 X37, X40 X46, X47 X52 X55–59 X62, X67 X69 X70–72 X74, X78 X81X86-87
X3, X7, X11X19–21X23-24 X28X30–34 X36–38 X44, X48 X51-X52 X54 X56-57X64–66 X68, X71X75 X77–80 X82–86 X90
X2–4, X7X11, X13 X17 X21-22 X25–27  X29–32 X34, X36 X38–40 X42-43 X47–51 X54–X56 X58, X60 X62, X65 X69 X71–73 X75-76 X78, X80 X83-84 X86–88
X1, X4 X8–12X14, X16 X20 X23-24 X26, X29 X32–37 X39, X42 X45–49 X53, X55 X57 X60-61 X63–65 X67, X69 X71-72 X74-75 X78 X80–82 X86–90
X1, X3–6X8–X10 X15, X18 X20, X22 X24–28 X31–X35X41–X44X46-47 X49–X52X54–X57X59-X60X63–X66X68–70X72X75–X77X79–84X86X88-89
X1X3–13 X15–21 X24–33 X35–37 X39–46 X49–62 X65–79 X81–90
Initial retrofit cost(thousand dollars)
0
460
600
800
940
1,000
1,160
1,580
Lifetime seismic damage cost(thousand dollars)
1,839
1,505
1,327
1,164
1,147
1,093
1,077
1,041
Maximum interstory drift ratio (%)
5.71
4.82
4.48
4.12
4.26
4.06
4.01
4.23
Dissipated energy(kN·m)
3,522.71
4,304.61
4,424.63
4,814.29
4,931.91
5,022.90
5,125.60
5,716.21The initial retrofit cost was calculated in the same manner as in the three-story example. The interstory drift ratio of each retrofit plan is presented in Figure11. All seven Pareto retrofit plans satisfied the 5% allowable interstory drift ratio for CP.Figure14 presents the relationship between the initial retrofit cost, lifetime seismic damage cost, total cost, and seismic performance of the Pareto solutions. In the nine-story example, increasing the initial retrofit cost generally decreases the lifetime seismic damage cost and improves the seismic performance. However, unlike the three-story building, the highest initial cost (scheme number 4) does not yield the smallest interstory drift ratio (scheme number 6). Figure 15 illustrates the same relationship as the three-story building case, in which the initial cost is inversely proportional to the lifetime seismic damage cost and the total cost is proportional to the initial cost.Figure 14
Result of the optimal retrofit schemes of the nine-story SMRF.Relationship between the costs.
(a)
Initial cost versus lifetime seismic damage cost
(b)
Initial cost versus total costFigure16 presents a pushover curve obtained from the nonlinear static analysis of the three retrofit plans and existing frame. The energy dissipation capacities calculated from the pushover curves are proportional to the initial costs; the highest initial cost generates the highest energy dissipation in scheme 7. This proportional relationship between the initial cost and energy dissipation capacity was not observed in the three-story building case.Figure 16
Pushover curves of the existing and retrofitted nine-story SMRF.From the results obtained from the three- and nine-story examples, for rational decision-making on seismic retrofitting strategy, the costs (e.g., initial retrofit cost, lifetime seismic damage cost, and total cost) and seismic performances (e.g., interstory drift ratio and energy dissipation capacity) of each Pareto solution should be assessed holistically. A retrofit scheme can be selected from the optimized solutions by considering the retrofit target building’s condition, the building owner’s demands, and other situations. That is, the best retrofit strategy or most effective retrofit scheme can vary depending on various situations (e.g., decision maker’s preference, building condition, and retrofit unit cost). Therefore, it is desirable to provide several retrofit strategies from which the decision makers can select. A more rational decision regarding the seismic retrofit of an existing structure can be made by assessing not only the cost associated with the early stages of retrofit but also the postretrofit life-cycle cost of the structure and the improved seismic performance.


## 6. Conclusions

This study proposes a performance-based multiobjective optimization seismic retrofit method for steel moment-resisting frames. The connection retrofit method was chosen among seismic retrofit methods for steel moment-resisting frames, and the proposed method develops seismic retrofit schemes for the location and number of connections that need to be retrofitted. NSGA-II was applied to solve the multiobjective optimization problem. As objective functions, the initial cost for the connection retrofit and the lifetime seismic damage cost are selected, and a seismic performance level below the 5% interstory drift ratio was employed as a constraint condition.The proposed seismic retrofit optimization method was applied to SAC benchmark three- and nine-story examples and provided seismic retrofit schemes that minimize the initial retrofit cost and the lifetime seismic damage cost after retrofit while satisfying specific seismic performance objectives, such as the interstory drift ratio. Various Pareto optimal solutions were obtained for each example. The Pareto solutions demonstrated that the lifetime seismic damage cost decreased as the initial retrofit cost increased. Although every Pareto solution existed within a seismic performance boundary set by a constraint function, the seismic performance tended to increase with the initial retrofit cost. From these results, it can be expected that the building owner is subjected to increased seismic damage costs that may be generated after retrofit if seismic retrofitting is selected only considering the low initial retrofit cost, resulting in low seismic performance. This result also indicates that the high initial cost assures high structural performance, which results in a low lifetime seismic damage cost.The total life-cycle cost, which is the sum of the initial and lifetime seismic damage cost, provides other options for the decision maker to decide on a retrofit method. From the Pareto solutions obtained from the examples, the total life-cycle cost is governed by the initial cost, which is relatively high compared to the lifetime seismic damage cost. However, the life-cycle cost, which is adopted in most existing optimization procedures, is strongly dependent on the initial unit cost for retrofit or the evaluation method for the lifetime seismic damage cost.This method allows for retrofit schemes based on a rational economic assessment that considers not only the initial retrofit cost but also the lifetime seismic damage cost of a structure. Furthermore, the total life-cycle cost can be a useful index for the decision maker of the retrofit method.Therefore, instead of being limited to only one factor, all costs (e.g., initial cost, the lifetime seismic damage cost, and total cost) and seismic performances (e.g., interstory drift ratio and energy dissipating capacity) must be considered simultaneously when choosing a seismic retrofit plan, which allows a building owner to make a decision with a wide range of proposed seismic retrofit schemes based on a rational economical assessment.



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*Source: 305737-2014-03-25.xml*