Life-cycle cost analysis of bridges subjected to fatigue damage

Abstract

Life-cycle cost analysis (LCCA) is a decision-making tool particularly useful for the design of bridges as it predicts lifetime expenses and supports the inspections management and the maintenance activities. LCCA allows to consider uncertainties on loads, resistances, degradation and on the numerical modelling and structural response analysis. It also permits to consider different limit states and different types of damage in a unified framework. Among the types of damages that can occur to steel and steel-concrete composite bridges, fatigue is one of the most dangerous ones, as it may lead to sudden and fragile rupture, even at operational traffic levels. In this context, the present paper proposes a framework for LCCA based on the use of the Pacific Earthquake Engineering Research (PEER) equation which is for the first time utilized for fragility and cost analysis of bridges subjected to fatigue, highlighting the possibility of treating the problem of fatigue damage estimation with an approach similar to the one currently adopted for damage induced by other hazards, like earthquake and wind. To this aim, a damage index computed through the Palmgren-Miner’s rule is adopted as engineering demand parameter. The framework is applied to a composite steel-reinforced concrete multi-span roadway bridge by evaluating the fatigue limit state from different traffic load models, i.e. a Technical Code-based model and a model based on results of Weigh in Motion monitoring system. The evolution over time of the probability of failure and the life-cycle costs due to fatigue damage induced by heavy traffic loads are investigated for different probability distributions of the engineering demand parameter and for different fragility models. The comparison between the fatigue failure probabilities and the life-cycle costs obtained with the two traffic models, encourages the adoption of traffic monitoring systems for a correct damage estimation.

Introduction

The LCCA is a well-established probabilistic-based procedure in earthquake engineering which has been recently considered in the structural design. It allows to compute, in a probabilistic setting, the total lifetime cost of a specific design solution, accounting for all the possible cost sources like initial costs, repair and maintenance costs, downtime costs and disposal costs. The main objective is to assist decision makers in correct economic resources allocation according to the best cost-benefit performance criteria considering the phases of design, construction and management of the building. The basic theory of LCCA with a general formulation for the evaluation of the expected life-cycle is presented in [1]. Although LCCA is a long-used methodology in earthquake engineering [1, 2] and in wind engineering applications [3,4,5], including design of the main structure and/or auxiliary damping systems [6,7,8], it is currently spreading for extensive use in bridges, to compliant with real service conditions and account for inspections and maintenance activities [9, 10]. Indeed, a life-cycle cost model for a bridge allows the consideration of the effects of multiple types of hazards, i.e., earthquake, wind, traffic, degradation, flood-induced scour, carbonatation, and of different types of limit states, i.e., the ultimate strength for bending and shear, the serviceability limit states of deformation and stresses, the fatigue limit state and aeroelastic limit states in the case of long-span bridges [11, 12].

In this context, a considerable body of research has been recently devoted to the probabilistic assessment of the life-cycle costs of bridges under various hazards which contribute to damage occurrence. A practical life-cycle cost-based formulation for the optimum design of steel bridges is proposed in [13]. The optimal target reliability is explored by comparing the reliability index and the estimated life-cycle cost in [14, 15]. In [16] a fragility-based framework for investigating the serviceability of a bridge in its life-cycle under earthquakes and traffic loads is presented. A resource-constrained project scheduling problem (RCPSP) framework to deal with the budget allocation and the adjustment of the bridge’s life-cycle maintenance is proposed in [17]. The challenges in the life-cycle performance of infrastructure systems in terms of their assessment, monitoring, management and maintenance is investigated in [18] while a model to optimize the maintenance strategies based on structural health monitoring information on highway bridges, including the maintenance cost and monitor cost is proposed in [19]. Comprehensive frameworks for bridge life-cycle performance and cost assessment are provided in [20, 21].

Among the types of damage that can produce significant losses in bridges, fatigue is one of the most important one, as it may produce fragile rupture to metallic members. For this reason, numerous studies were conducted on the fatigue reliability of steel bridges. The influence of environmental effects (temperature) and traffic loads on fatigue behavior of a long-span suspension bridge is investigated in [22]. Different probability density functions of equivalent stress ranges on fatigue reliability are explored in [23] for existing bridges. In [24] the fatigue-related damage of bridges is evaluated accounting for multiple hazards and in [25] a calibration factor is proposed in order to correlate the expected number of cycles to failure to an equivalent value which includes both contributing and non-contributing stress cycles. Additionally, the use of on-site monitoring data is growing attention in order to obtain a more accurate evaluations of fatigue reliability [26,27,28].

In this context, the objective of the present paper deals with the estimation of the monetary life-cycle loss assessment of roadway bridges, carried out in the context of the (Performance Based Design) PBD approach, a probabilistic-based approach capable of taking into account different sources of uncertainties such as those related to multiple hazard event occurrence, the structural response, the performance of the monitoring system and so on. Hence, a general and comprehensive methodology accounting for multiple-hazards and several limit states, exploiting the PEER convolution integral [29] to compute the probabilities of failure related to life-cycle costs is proposed. In particular, the proposed framework is specified to the case of bridges subjected to fatigue damage. The estimation of fatigue-related probability of failure using the PEER framework is a novelty in the scientific literature and allows to insert the evaluation of fatigue-damage induced costs in a comprehensive and unified framework for life-cycle cost assessment of bridges. Starting from the knowledge of the traffic load model, that can be obtained by Weigh in Motion (WIM) system or by Codes’ prescriptions, the gross vehicles weight (GVW) is assumed as intensity measure (IM) and a fatigue damage index (D) calculated through the Palmgren-Miner’s rule is adopted as engineering demand parameter (EDP). The damage accumulation is evaluated by considering the time dependency of the fatigue damage index. The framework is applied to a composite steel-reinforced concrete multi-span roadway bridge by evaluating the fatigue limit state from the traffic loads defined by the Eurocode and obtained through a WIM monitoring system, for different probability distributions of the EDP and for different fragility models.

Fatigue LCCA of bridges

General LCCA methodology

The general formulation of the expected value of the total cost in the lifetime of a bridge, eventually equipped with a Structural Health Monitoring system (SHM), considering several hazard types and limit states at the same time, can be expressed through the following expression:

$$\mathrm{E}\left[\mathrm{C}\left({\mathrm{L}}_{\mathrm{t}}\right)\right]={\mathrm{C}}_0+{\mathrm{C}}_{\mathrm{S}\mathrm{HM},0}+\sum_{\mathrm{t}=1}^{{\mathrm{L}}_{\mathrm{t}}}\left[\frac{{\mathrm{C}}_{\mathrm{S}\mathrm{HM},\mathrm{M}}\left(\mathrm{t}\right)+{\mathrm{C}}_{\mathrm{m}}\left(\mathrm{t}\right)+{\mathrm{C}}_{\mathrm{i}}\left(\mathrm{t}\right)}{{\left(1+\mathrm{r}\right)}^{\mathrm{t}}}+\sum_{\mathrm{h}=1}^{\mathrm{H}}\sum_{\mathrm{j}=1}^{\mathrm{J}}\sum_{\mathrm{s}=1}^{\mathrm{S}}\frac{\mathrm{E}\left[{\mathrm{C}}_{\mathrm{j},\mathrm{s},\mathrm{h}}\left(\mathrm{t}\right)\right]}{{\left(1+\mathrm{r}\right)}^{\mathrm{t}}}\right]$$

(1)

where E [.] denotes the expected value operator; L_t is the lifetime of the bridge expressed in years; J is the total number of the considered limit states; S is the total number of analysed sections; H is the total number of the considered hazards; C₀ is the initial cost of the bridge that includes the costs for design, testing, construction, terrain purchase, safety burdens. If a SHM system is adopted, like for example a WIM system for traffic load measurement, C_SHM,0 is the initial cost of the WIM system, C_SHM,M is the maintenance costs of the WIM system comprising the annual costs of the recalibration C_SHM,m and sensors replacement costs C_SHM,r (C_SHM,M = C_SHM,m+ C_SHM,r). E[C_j,s,h] is the expected value of the cost of the j-th limit state being reached in the s-th section of the bridge and due to the h-th hazard, including cost of damage and repair; C_m is the maintenance cost per year; C_i is the inspection cost per year; r is the discount rate.

By normalizing expected costs in Eq. (1) with respect to the initial cost C₀, the following expression can be obtained:

$$c\left({\mathrm{L}}_{\mathrm{t}}\right)=\mathrm{E}\left[\frac{\mathrm{C}\left({\mathrm{L}}_{\mathrm{t}}\right)-{\mathrm{C}}_0}{{\mathrm{C}}_0}\right]={c}_{\mathrm{S}\mathrm{HM},0}+\sum_{\mathrm{t}=1}^{{\mathrm{L}}_{\mathrm{t}}}\left[\frac{c_{\mathrm{S}\mathrm{HM},\mathrm{M}}\left(\mathrm{t}\right)+{c}_{\mathrm{m}}\left(\mathrm{t}\right)+{c}_{\mathrm{i}}\left(\mathrm{t}\right)}{{\left(1+\mathrm{r}\right)}^{\mathrm{t}}}+\sum_{\mathrm{h}=1}^{\mathrm{H}}\sum_{\mathrm{j}=1}^{\mathrm{J}}\sum_{\mathrm{s}=1}^{\mathrm{S}}\frac{\mathrm{E}\left[{k}_{\mathrm{j},\mathrm{s},\mathrm{h}}\left(\mathrm{t}\right)\right]}{{\left(1+\mathrm{r}\right)}^{\mathrm{t}}}\right]$$

(2)

where c_SHM,0=C_SHM,0/ C₀, c_,m=C_m/ C₀, c_m=C_m/ C₀, c_i=C_i/ C₀ and k_j,s,h can be defined as follows:

$${\mathrm{k}}_{\mathrm{j},\mathrm{s},\mathrm{h}}=\left\{\begin{array}{c}\frac{{\mathrm{c}}_{\mathrm{j}}{\mathrm{P}}_{\mathrm{j},\mathrm{s},\mathrm{h}}}{{\mathrm{C}}_0}\kern1.5em \mathrm{if}\ {\mathrm{P}}_{\mathrm{j},\mathrm{s},\mathrm{h}}<\overline{\mathrm{P}}\kern1.25em \\ \frac{{\mathrm{c}}_{\mathrm{r}}}{{\mathrm{C}}_0}\kern2.5em \mathrm{if}\ {\mathrm{P}}_{\mathrm{j},\mathrm{s},\mathrm{h}}=\overline{\mathrm{P}}\end{array}\right.$$

(3)

where c_j is the failure cost related to the j-th limit state, c_r is the repair cost per unit length, $\overline{\mathrm{P}}$ is the probability threshold beyond which the repair cost is required and P_j,s,h is the annual failure probability at year t and at section s, related to limit state j and to hazard h. Making the hypothesis that the bridge is restored to its original condition after each failure occurrence and that multiple hazards never occur simultaneously, the annual failure probability can be evaluated by using the PEER convolution integral, as follows:

$${\mathrm{P}}_{\mathrm{j},\mathrm{s},\mathrm{h}}=\int \int \mathrm{P}\left(\mathrm{DS}|\mathrm{EDP}\right)\ f\left(\mathrm{EDP}|\mathrm{IM}\right)f\left(\mathrm{IM}\right)\ \mathrm{dEDP}\ \mathrm{dIM}$$

(4)

where IM is the intensity measure related to the h-th hazard; EDP is the engineering demand parameter at section s; DS is the damage state associated to the achievement of the j-th limit state; P(DS|EDP) is the fragility curve (the complementary cumulative distribution function of DS conditioned to the occurrence of EDP); f(EDP|IM) is the probability density function (PDF) of EDP conditional on IM; f(IM) is the PDF of IM.

It is worth mentioning that the methodology is general and the effect of different mechanisms in which damage accumulates over time or multiple hazards interaction may be included by introducing state-dependent and multi-hazard fragility curves [30, 31].

Failure probability evaluation for bridges subjected to fatigue limit state based on the PEER equation

The PEER approach has been adopted so far for bridges’ damage probability evaluation related to ultimate limit states of bending and shear (due to earthquake, wind and traffic loads) and for deformability limit states (due to traffic loads). The main contribution of the present paper is to extend the PEER approach to the case of fatigue damage probability estimation by means of a general formulation. It is hypothesized for simplicity that fatigue occurs on members that do not deteriorate over time due to corrosion. Nonetheless, it is possible the inclusion in the unified framework of the coupled corrosion-fatigue damage phenomena [32, 33].

The proposed methodology, schematically represented in Fig. 1, starts from the knowledge of the traffic load model, that can be obtained following two different procedures:

• 1. using monitoring data obtained from a Weigh-In-Motion (WIM) system capable of detecting the gross vehicle weight, the axles weights and spacings and the number of the vehicles that annually pass through the bridge;

• 2. exploiting information provided by the National Standards that give the annual traffic composition.

Fig. 1

Overview of the PEER-based methodology for fatigue LCCA

Once known the traffic model, the loading-induced stress time histories are computed by influence lines to obtain the variation of bending moment at a specific cross section of the bridge s and the corresponding normal stresses Δσ at the specific point of the cross section where the analyzed fatigue detail is located. Then, using the time histories of stresses at the locations of the fatigue-sensitive structural details, the number of cycles n_i associated with the stress range Δσ_i are determined through the rain flow method [34].

The PEER equation (Eq. 4) is particularized for computing fatigue damage probability. To this aim, the gross vehicle weight (GVW) is adopted as intensity measure (IM). The traffic hazard curve, whose first derivative is the f(IM) in the PEER equation, is specific for the analysed bridge and represents the annual relative frequency of vehicles passages as a function of the GVW. In the proposed methodology the fatigue damage is modeled according to the Palmgren-Miner's rule, which is based on the hypothesis that the fatigue damage is equal to the accumulated cycle ratio [35], expressed by:

$$\mathrm{D}=\sum_{\mathrm{i}}\frac{{\mathrm{n}}_{\mathrm{i}}}{{\mathrm{N}}_{\mathrm{i}}}$$

(5)

where n_i is the number of cycles associated with the stress range Δσ_i and N_i is the corresponding cycles to failure obtained from the S-N Wöhler curve [35], D is the damage index assumed as random variable (as EDP) in the PEER equation. The randomness of D allows accounting for uncertainties on stress cycles computation (and consequently on numbers of stress cycles n_i) and numbers of cycles to failure N_i evaluation.”

Exploiting Eq. (4) it is possible to determine the annual probability of exceeding the fatigue limit state due to traffic load. The following steps are carried out for the computation of the PEER equation (Fig. 1):

• partition of the GVW range, available from WIM data or from National Standards, in a set of intervals. Known the annual number of passages corresponding to the vehicles comprised in each subinterval, it is possible to determine a relative frequency diagram of GVW which is used to obtain the probability distribution of GVW, i.e., f(IM);

• computation, for each k-th subinterval of GVW, of a damage index D_k as the sum of the damage indices of the vehicles belonging to the k-th subinterval, exploiting Eq. (5). D_k is assumed as the mean value of the EDP conditional on IM, f(EDP|IM). A probability distribution is associated to EDP, f(EDP|IM), e.g. normal or lognormal, with mean value equal to D_k and a coefficient of variation (COV) taken from literature. This allows accounting for uncertainties in traffic load model characterization and response parameters estimation.

• modification of the probability distribution of EDP over years to account for damage accumulation over time. For each k-th subinterval of GVW, the mean value of D at time t_i, is obtained as the sum of D_k(t_i-1) and D_k(t_i). If the traffic model is constant with time D_k(Lt)=Lt·D_k(t₁);

• definition of the fragility curve P(DS|EDP); the fatigue damage occurs when the damage value D (calculated through Eq. (5)) equals its critical value D_crit:

$${\mathrm{D}}_{\mathrm{crit}}-\mathrm{D}=0$$

(6)

To account for the random nature of fatigue damage (i.e. the uncertainty on fatigue damage occurrence in correspondence of a specific value of D), the critical value of the damage index D_crit is considered as a random variable with mean value equal to unity.

The case study

The proposed framework has been applied to a continuous steel-concrete composite highway bridge located in central Italy. The structure is 570 meters long and includes 10 spans of varying lengths, represented in Fig. 2a. The cross section consists of two double-T welded steel girders, as represented in Fig. 2b. The damage probability is calculated through the PEER convolution integral on 57 sections, uniformly spaced every 10 meters over the bridge length (represented with triangles in Fig. 2a). The detail considered for the fatigue damage estimation is a continuous longitudinal weld between the web and the bottom flange of the girder.

Fig. 2

Schematic representation of the bridge: longitudinal cross section with the indication of the analysed cross-sections a) and 3D view of a portion of the deck b)

Hazard model

For the evaluation of the fatigue limit state it is necessary to probabilistically characterize the traffic model through the hazard curve. For the sake of demonstrating the influence of the traffic model on the LCCA results, the analyses have been carried out considering two different types of traffic hazard curves:

• the first hazard curve has been constructed from traffic data obtained from a WIM monitoring system located along the Interstate 80, Iowa, USA, known to the authors from a separate research study [36, 37]. The traffic hazard curve has been defined experimentally by choosing the GVW as the parameter that describes the load according to its annual frequency of exceeding.

• the second hazard curve has been obtained considering the Fatigue Load Model 4 used by the European Technical Standard (Eurocode 1 – Part 2) [38] for the estimation of fatigue damage on bridges. The Eurocode provides, for each one of the five vehicles specified in Fatigue Load Model 4 and for a specific type of road, the weight of the single axles and the percentage of the number of passages with respect to the total number of annual passages. The IM is the GVW calculated as the sum of the weights of the individual vehicle axles provided by the Eurocode. The total number of vehicles is assumed equal to the one provided by the WIM system, to consider the effect of the sole traffic distribution, being equal the traffic intensity.

The traffic hazard curves (Cumulative distribution function, CDF, and probability density function, PDF, of GVW) obtained from WIM system data and from Eurocode 1 are compared in Fig. 3, for the same type of road (highway road). It is visible from the Figures the large difference that can derive from the assumption of different load models.

Fig. 3

Traffic hazard curve obtained from WIM system (a) and from Eurocode 1 (b)

In the following analyses it is assumed that the annual composition of traffic does not change over time, so the f(IM) is the same for all years. Conversely, the value of the EDP changes over time due to the accumulation of damage.

Fatigue damage assessment

The calculation of the damage index D is done through Eq. (5), where n_i is determined from WIM data in case of use of the monitoring system while n_i is defined as a percentage of the total number of vehicle passage in the case of adoption of Eurocode Fatigue Load Model 4. In both cases, in addition to providing information regarding the total weight of the vehicles, the weight distribution of the axles and their spacing are provided. This information is necessary for the determination of the influence line which allows to evaluate the time histories of the internal forces and the corresponding stresses at the analysed sections. The stress ranges are determined by the rainflow method [34] and the corresponding cycles to failure obtained from the S-N curve. Without loss of generality the S-N logarithmic curves are taken from Eurocode 3 [39] and are considered as deterministic, since the uncertainty in their evaluation is implicitly considered by assuming the damage index D as a random variable.

Figure 4 illustrates the application of the PEER-based procedure for the computation of fatigue damage probability. Figure 4a shows the probability distribution of IM, f(IM), obtained from WIM data. The Figure highlights that, for each subinterval in which the f(IM) is subdivided, the probability distribution of the damage index D at the i-th year is computed. The f(EDP|IM) at subsequent years is computed by assuming as mean value of the distribution the sum of the damage indexes accumulated in all the previous years. The damage index D calculated for each range of GVW is assumed to have a normal distribution with a COV=0.25 [40].

Fig. 4

Probability density function of IM (GVW) obtained from WIM data (a), probability density functions of EDP (D) for different operating years: t₁ = 1 year (b) and t₅₀ = 50 years (c).

As shown in Fig. 5, the uncertainty assumed on the Palmgren-Miner damage accumulation rule (D_crit) is assumed to be lognormal distributed with mean 1.0 and COV=0.3 [40].

Fig. 5

Lognormal fragility curve

Life-cycle cost analysis

LCCA is carried out by applying (Eqs. 2 and 3). The initial cost of the bridge C₀ is taken from design documentation [15] and the initial cost of the WIM system C_SHM,0, including sensors and ancillary works, is assumed equal to € 60.000, based on information provided by producers [41]. The annual maintenance cost of the bridge C_m is considered as the 1% of the initial cost of the bridge [42], while the annual cost of maintenance of the WIM system C_SHM,m is assumed equal to the 20% of the initial cost. It is hypothesized that after 10 years the sensors are replaced and the cost of the new sensors C_SHM,r is the 40% of the initial costs [43].

The unit failure cost c_j (Eq. 3), can be computed as a percentage ν of the initial cost C₀ [15], as follows:

$${c}_{\mathrm{j}}=\upnu\ {\mathrm{C}}_0$$

(7)

The coefficient ν is assumed equal to 1.1 to account for demolition and disposal costs [15]. The repair cost c_r (Eq. 3) is taken as the 10% of c_j (c_r = 0.1 c_j). The cost items presented above are summarized in Table 1.

Table 1 Costs of the bridge

The annual inspection cost Ci is defined through the price list of Italian National Autonomous Roads Corporation (ANAS) [45] and it is evaluated by including the cost elements reported in Table 2.

Table 2 Inspection costs

The discount rate is assumed equal to r = 0.05 and the threshold of the probability beyond which a repair intervention is required is assumed without loss of generality equal to 10^-2, corresponding to an average value of reliability index suggested by Eurocode 0 for the structural members subjected to the fatigue limit state (1.5 < β < 3.8) [46, 47].

Numerical results

Figure 6 shows the probability of exceeding the fatigue limit state over time of one of the most critical bridge sections (no. 43, at the midspan of the 8^th span), calculated by Eq. (4). Figure 6 (a) represents the probability calculated from the hazard traffic curve obtained from the WIM system data and Fig. 6 (b) shows the probability referred to the hazard traffic curve obtained from the Eurocode 1. The increase in probability over time is due to the accumulation of damage caused by the passage of vehicles across the bridge.

Fig. 6

Probability of exceeding the fatigue limit state over the lifetime of the bridge in section no. 43 obtained using traffic model from WIM system (a) and from Eurocode 1 (b)

Figure 7(a) illustrates the expected life cycle cost over time of the bridge normalized with respect to the initial construction costs (Eqs. 2 and 3) and Fig. 7(b) shows the corresponding cumulated probability of failure as a function of time by comparing the case in which the hazard traffic curve is obtained from the monitoring system and when it is obtained by the Eurocode 1. In the case of Eurocode, it can be observed a pronounced cost increase with time associated to the attainment of the probability threshold while, in the case of use of WIM data the overall life-cycle costs are greater due to the significant initial, maintenance and replacement cost of the WIM system. Nonetheless this results strictly depend on the hypothesis made about costs of the WIM system and about the probability distribution of EDP and fragility model. Conversely, the use of WIM system data has the obvious advantage of guaranteeing a more realistic estimate of fatigue damage probability.

Fig. 7

Expected normalized costs over the lifetime of the bridge (a) and the related probability (b)

Since the choice of the probability distributions of EDP and D_crit significantly influence the expected costs, parametric analyses have been carried out on the variations of the COVs of EDP and D_crit. Figure 8(a) and (b) show the normalized expected cost, evaluated for different values of COV of EDP (0.25, 0.5 and 0.8) for D_crit lognormally distributed with mean 1.0 and COV = 0.3, for the case of Eurocode-based fatigue load model and WIM-based monitoring data load model, respectively. Figure 8(c) and (d) represent the normalized expected cost, evaluated with mean 1.0 and for different values of COV of D_crit (0.1, 0.2 and 0.3) and for a fixed value of COV of EDP equal to 0.8, for the case of Eurocode-based fatigue load model and WIM-based monitoring data load model, respectively. It is visible from Fig. 8(a-b) that the expected cost increases over time and is greater when the uncertainty on the EDP is equal to 0.8. On the other hand, Fig. 8(c-d) show that the cost is higher when the uncertainty on COV of D_crit equals 0.3.

Fig. 8

Expected normalized costs over the bridge’s lifetime for different values of COV of EDP (a-b) and D_crit (c-d)

Figure 9 shows the results in terms of expected normalized costs (a-b) and the corresponding trends of the fatigue failure probabilities (c-d) considering COV of EDP equal to 0.8 (mean value equal to D) and D_crit equal to 0.3 (mean value equal to 1.0). Figure 9(a-c) are obtained with the Eurocode-based fatigue load model and Fig. 9(b-d) are obtained with the WIM data-based load model. In both cases it is possible to observe that the costs increase when the probability threshold is reached, as there is the need for a repair action. From results, it can also be noted that the Eurocode-based hazard traffic curve overestimates the cost with respect to the case in which the hazard curve is obtained from WIM data.

Fig. 9

Expected normalized costs over the lifetime of the bridge (a-b) and the respective trends of the probabilities (c-d)

Conclusions

In this paper a general methodology for the computation of the expected total life-cycle cost of bridges is proposed, based on the PEER equation for failure probability estimation. The main novelties of the paper with respect to the existing literature can be summarized as follows:

• the approach based on the PEER equation is for the first time applied to cost and fragility analysis of bridges subjected to fatigue, highlighting the possibility of treating the problem of fatigue damage estimation with an approach similar to the one currently adopted for damage induced by other hazards, like earthquake and wind;

• the proposed method can use data from WIM systems allowing a reliable life-cycle cost-based assessment.

Starting from the knowledge of the traffic load model, the gross vehicles weight is assumed as IM and the fatigue damage index calculated through the Palmgren-Miner’s rule is adopted as EDP. The damage accumulation is evaluated by considering the time dependency of the fatigue damage index.

The framework has been applied to a continuous steel-concrete composite highway bridge by evaluating the fatigue limit state from the traffic loads defined by the Eurocode 1 and obtained through a WIM monitoring system, for different probability distributions of the EDP and for different fragility models. The comparison between the fatigue failure probabilities and the life-cycle costs obtained with the two traffic models highlighted that the Eurocode-based hazard traffic curve overestimates the cost with respect to the case in which the hazard curve is obtained from WIM data, encouraging the adoption of traffic monitoring systems for a correct damage estimation.