Performance-based Design Framework Research Articles

Performance-based wind engineering assessment of a telecommunication mast utilizing Bayesian extreme wind velocity model

A promising design concept, the performance-based wind engineering methodology is adopted, implementing a finite element model (FEM) to analyse the structural behaviour of a telecommunication steel lattice mast. The integration of site-specific wind loading models into the standardized FEM-based design can be a powerful tool for design engineers. The tower being investigated, located in Central Hungary, is equipped with sensors to measure wind velocity and strains in chord members. The stochastic modelling of the extreme wind velocity, i.e., the basic wind velocity is assessed using the peak-over-threshold approach with an automated threshold selection method. To enhance the accuracy of the analysis, Bayesian inference is employed, combining the information from a relatively short duration of measurements collected at the tower site with a more extensive dataset from measurement locations across the country. Numerical model of the telecommunication mast subjected to wind loading is developed in a general-purpose finite element software. The probabilistic design system module is applied for performing probabilistic calculations of both serviceability criterion and load-bearing capacity of the structure using Monte Carlo simulation with Latin hypercube method. Numerical results are compared and validated with measurement data. The accuracy of wind load assessment is examined in this study, considering both the standardized design method according to EN 1993-3-1 and wind tunnel testing. The main objective is to demonstrate the potential of integrating the Performance-based Wind Design framework with a monitoring system and a finite element model, highlighting their combined benefits.

Performance-based activation of anti-windup compensation for control of linear systems subject to actuator saturation

In this paper, we propose a performance-based activation mechanism for anti-windup compensation. The signals representing the transient performance of the closed-loop system are passed through a static performance compensator and then injected into the traditional anti-windup activation module and a performance-based anti-windup design framework is developed. The resulting equivalent controller contains the information of the anti-windup compensator and has the potential for improving the performance of the closed-loop systems. Under this new anti-windup design framework, sufficient conditions are established for estimating the domain of attraction and the nonlinear L2 gain of saturated systems. Based on these conditions, we formulate optimization problems to determine the optimal gains of anti-windup and performance compensators for enlarging the domain of attraction and reducing the nonlinear L2 gain. Simulation results show that, compared with the existing methods, our proposed approach has the ability to acquire a significantly larger estimate of the domain of attraction, a significantly tighter estimate of the nonlinear L2 gain, and significantly higher transient quality in reference tracking.

Probabilistic capacity models and fragility estimate for NRC and UHSC panels subjected to contact blast

A Performance-based Design (PBD) framework for protective structural walls/slabs susceptible to contact blast has been developed. Performance-based capacity models are predicted for three performance levels namely, operation with minimum damage (P1), medium damage (P2) and collapse prevention (P3) allied to four damage states. The current study examines multi-level PBD instead of single-level conventional collapse-based design. All these probabilistic models are developed by combining mechanical models with dimensionless explanatory functions. Bayesian inference based on numerical data is used to evaluate the unknown model parameters. The constructed models take into account all inherent aleatoric and epistemic uncertainties of material and geometry. For Normal Reinforced Concrete (NRC) and Ultra-high Strength Concrete (UHSC) panels subjected to contact blast, finite element (FE) modelling (LS-DYNA) is used to obtain the necessary data. The validated models have a high level of agreement with chosen experimentation. In addition, local damage formulations, such as crater diameter, crater depth, spall diameter, spall depth, and perforation diameter, are also developed. The developed capacity models are used to estimate fragility, and the obtained plots demonstrate the consistency of the evaluated equations. When subjected to a contact blast, these probabilistic models can be used to construct protective structures based on the expected demand.

An Overview of Performance-Based Seismic Design Framework for Reinforced Concrete Frame Buildings

An Overview of Performance-Based Seismic Design Framework for Reinforced Concrete Frame Buildings

Parametric investigation on the response of suspended piping systems to tri-directional seismic excitation

The evaluation of the seismic performance of piping networks is often difficult due to several parameters involved in the process, such as complex geometry, modelling uncertainties and earthquake properties. Despite several studies have been conducted on this topic, driven by the importance of piping networks from a building serviceability standpoint, generalized guidelines to achieve defined performance criteria are still difficult to develop. The hardships in analysing the seismic response of piping networks are mainly due to their peculiar configuration, which leads to interaction between local vibration modes and the seismic acceleration. Additional issues are also caused by great variability in piping systems' design and quality. The scope of this study is to investigate several aspects of the dynamic response of different types of piping networks, considering tri-directional floor seismic input. A numerical model was developed, accounting for the non-linear behaviour of piping restraint installations and pipe joints. The numerical model was used to perform nonlinear time-history analyses aimed at assessing the seismic vulnerability in a performance-based design framework. The influence of the geometric configuration and the mass of the system was investigated by analysing the accelerations and displacements, alongside damage on pipe joints and suspended piping restraints due to earthquake. Additionally, the response obtained considering and neglecting the vertical component of the floor acceleration were compared. The results of the analysis were employed to compute fragility functions at different limit states, considering the parameters investigated. A clear influence of the geometry and the mass of the system on the seismic vulnerability is observed, while the effects of the vertical acceleration seem to be generally negligible.

Framework for Risk-Targeted Performance-Based Seismic Design of Ordinary Standard Bridges

Framework for Risk-Targeted Performance-Based Seismic Design of Ordinary Standard Bridges

A Performance-Based Design Framework for Enhanced Asphalt Concrete in the Caribbean Region

The majority of recent research in has been focused on the introduction, development, and evaluation of performance-based specifications for the design of asphalt concrete mixtures. In the Caribbean, most laboratories only use the Volumetric Marshall Mix design methodology. Road designers, engineers, consultants, and contractors have all highlighted the many shortcomings and inadequacies of the volumetric design mix selection process. The consensus is that there is a need to a develop process that addresses the service’s performance and common distress on asphalt pavements through performance-based mix design. Performance-Based Mix Design (PBMD) has been used as a practical alternative to the volumetric mix design technique in evaluating pavement distresses by incorporating performance testing in conjunction with volumetric parameters into the mix design process. This study describes the findings of our comprehensive laboratory research, which was conduced to facilitate the development of a Performance-Based Mix Design framework for asphalt concrete mixtures. The research methodology involved the collection and integration of qualitative and quantitative data through case studies and experimental work. Two control and two PBMD mixtures were designed to evaluate both the volumetric and performance properties that address distresses of permanent deformation (rutting), fatigue cracking, stiffness, and moisture susceptibility. The PBMD framework led to the development of performance test criteria for permanent deformation, stiffness modulus, fatigue cracking, and an acceptable tensile strength ratio. The development and implementation of the PMBD framework for the Caribbean region could exemplify a significant step towards achieving sustainable asphalt pavements in the region. The framework, which incorporates best-practice solutions, is anticipated to increase awareness about the variables that affect the performance of asphalt mixtures.

Towards Performance-Based Design of Masonry Buildings: Literature Review

Masonry is among the most widely used construction materials around the world. Contemporary masonry buildings are primarily designed to comply with prescriptive building code regulations. In recent decades, performance-based design (PBD) has gained increasing attention and achieved significant success in critical structures or infrastructure systems. Instead of being the first mover, the masonry research and practice community can be a faster follower in response to the design paradigm shift towards PBD for masonry buildings. A reliable performance assessment of masonry buildings is of paramount importance in the PBD framework. To facilitate this, this paper presents an up-to-date comprehensive literature review of experimental and analytical studies with emphasis on their contributions to advancement towards performance assessment of masonry buildings. This review categorized available works into two sub-topics: (1) traditional unreinforced masonry and (2) modern reinforced masonry. In each sub-topic, studies focusing on the structural behaviors of masonry at the component-level (i.e., masonry wall) are discussed first, followed by the building system-level-related studies. Through this literature review, the current state of the art and remaining research gaps are identified to provide guidance for future research needs and to pave the way for implementing PBD in the masonry industry.

Crashworthiness design of GFRP bar reinforced concrete bridge pier subjected to truck collision

This study investigates the failure behavior and post-impact damage of glass fiber reinforced polymer (GFRP) bar reinforced bridge pier under truck collision. The finite element model of a benchmark bridge with its pier reinforced with GFRP bars collided by a medium truck is established using LS-DYNA. The effectiveness of adopted material models and contact algorithm is verified by comparing the experimental and numerical observations of scaled GFRP reinforced concrete columns under horizontal impact loading. The failure analysis results show that the post-impact damage of the composite pier can be classified into four levels, and the shear force at pier bottom is a reasonable index that can represent the dynamic shear capacity of the composite pier. Besides, the influence of design variables on the dynamic shear capacity of the bridge pier is clarified, and a closed-form formula is proposed to predict the dynamic shear capacity based on response surface methodology. Furthermore, kinetic energy-based damage index and damage evaluation approach are developed to forecast the post-impact damage levels of the composite bridge pier. Finally, combining the post-impact performance objectives and damage evaluation approach, a performance-based crashworthiness design framework is developed and validated to provide a basic reference for design consideration of GFRP reinforced concrete bridge pier.

Influence of different combinations of impact mass and velocity with identical kinetic energy or momentum on the impact response of RC piles

Marine engineering structures may be subjected to various levels of vessel collisions, causing different degrees of damage to the RC piles. However, the influence of different combinations of impact mass and velocity under the same initial kinetic energy or momentum on the impact behavior of RC piles has not been explored. A numerical investigation of the impact responses of RC pile structures (including plumb piles and inclined pile groups) considering the material strain rate effect is carried out using the software ABAQUS/Explicit in this paper. Parametric studies are conducted based on the validated finite element models of RC piles subjected to horizontal impact. The internal force distributions, as well as the effect of the impact kinetic energy and the momentum (including different combinations of impact mass and initial velocity) on the impact response of RC piles, are discussed. The results indicate that the development path of the bending moment‒overall structural displacement curves in the plastic hinge regions of RC piles are almost identical under both impact and static loading conditions. Compared to momentum, the impact response of RC piles is insensitive to the variation of impact kinetic energy with different combinations of impact mass and velocity. Therefore, the impact kinetic energy is more suitable for evaluating the structural deformation of RC piles after impact. Finally, a performance-based impact-resistance design framework for RC piles is proposed.

Probabilistic lateral stability and shear failure limit states of bridge natural rubber bearings

This study presents the results of a parametric analysis on a wide range of geometries of bridge natural rubber bearings for the definition of consistent limit states. This range, defined as a matrix depending on the shape factor, slenderness ratio, and device width, ensures maximum homogeneity of the studied population based on values typically found in practice for bridge applications. The effects of typical axial loads are also considered. Numerical analyses are performed on a finite element model previously developed by the authors that is capable of simulating shear failure and buckling limit states. Each specimen undergoes a numerical pushover analysis to obtain the critical shear strain and the type of ultimate limit state achieved. The results of the numerical analyses are first presented to show the influence of the investigated parameters on the type of limit state and the corresponding value of critical deformation. Design charts are constructed for practicing engineers. In addition, this work addresses the framework of performance-based design of bridges, with the objective of defining convenient damage states for the construction of bridge fragility curves. For this purpose, the statistical importance of each studied bearing pad or seismic isolator with respect to the whole population is taken into account to develop probabilistic capacity models. A slenderness threshold is validated for isolators to distinguish between potential limit states.

Optimal design of cable-stayed bridge and its approach spans under spatially varying ground motions

The out-of-phase vibration between neighboring structures owing to their different vibration characteristics and spatially varying seismic excitations may result in strong impact between the adjacent structural components, which might result in detrimental damage to the structures. To preclude such damage, the gap size of the expansion joint and the vibration period ratio between the adjacent structures should be carefully selected. Herein, the framework of performance-based seismic design (PBSD) is extended to optimize the gap size and period ratio between the cable-stayed bridge and its approach spans under the spatially varying ground motions. Considering the computational burden, an equivalent cable-stayed bridge model is proposed and verified, and then adopted in the optimization process. Based on the multi-stripe analysis (MSA) method, the component fragility curves (pylons, bearings, and local damage) for the typical cable-stayed bridge are derived, and then the corresponding structural fragility functions, namely, repair cost ratios (RCRs) are derived. The optimal gap size and period ratio between main bridge and approach spans could be identified by the proposed optimization framework under both uniform and spatially varying excitations. The analytical results demonstrated that the optimal gap size and period ratio depend on the earthquake characteristics and the excitation methods. The optimized RCR values of the bridge subjected to the spatial varying ground motions are much larger than those of bridge under the uniform excitation.

Developing Performance-Based Mix Design Framework Using Asphalt Mixture Performance Tester and Mechanistic Models

This paper proposes a performance-based mix design (PBMD) framework to support performance-related specifications (PRS) needed to establish relationships between acceptable quality characteristics (AQCs) and predicted performance, as well as to develop fatigue-preferred, rutting-preferred, and performance-balanced mix designs. The framework includes defining performance tests and threshold values, developing asphalt mix designs, identifying available performance levels, conducting sensitivity analysis, establishing the relationships between AQCs and predicted performance, and determining performance targets and AQC values for the three PBMDs using predicted performance criteria. Additionally, the framework recommends selecting the PBMD category for each asphalt layer to minimize pavement distresses. In this study, the proposed PBMD protocol was applied to FHWA accelerated loading facility (ALF) materials using asphalt mixture performance tester (AMPT) equipment coupled with mechanistic models. The study developed nine mix designs with varying design VMAs and air voids using the Bailey method. The cracking and rutting performance of the mix designs were determined by direct tension cyclic (DTC) fatigue testing, triaxial stress sweep (TSS) testing, and viscoelastic continuum damage (S-VECD) and viscoplastic shift models for temperature and stress effects. The study found that adjusting the design VMA was the primary way to achieve required performance targets. For fatigue-preferred mix design, the recommended targets were a cracking area of 0 to 1.9%, a rut depth of 10 mm, and a design VMA of 14.6 to 17.6%. For rutting-preferred mix design, the recommended targets were a cracking area of 18%, a rut depth of 0 to 3.8 mm, and a design VMA of 10.1 to 13.1%. For performance-balanced mix design, the recommended targets were a cracking area of 8.1 to 10.7%, a rut depth of 4.6 to 6.4 mm, and a design VMA of 12.6 to 14.3%. Finally, pavement simulation results verified that the proposed PBMD pavement design with fatigue-preferred mix in the bottom layer, performance-balanced mix in the intermediate layer, and rutting-preferred mix in the surface mix could minimize bottom-up cracking propagation without exceeding the proposed rutting performance criterion for long-life.

Study on the equivalent plastic hinge length of superimposed RC shear walls with embedded bracings

The equivalent plastic hinge length of RC shear wall is often regarded as an important index to be studied in the framework of performance-based seismic design, for which a series of evaluation formulae have been widely proposed. However, existing equivalent plastic hinge length calculation formulae are proposed for cast-in-place RC shear walls, while that for superimposed RC shear walls with embedded bracings (SRCXSWs) still needs to be further studied. With an attempt to achieve this goal, a series of research including finite element analysis and theoretical derivation are conducted in this research. Based on the analysis of crack development and failure modes for SRCXSW, the relationship between the ultimate deformation and the equivalent plastic hinge length is established through the theoretical derivation, then 51 finite element models with 10 parameters are analyzed by OpenSEES to summarize the influence modes of different parameters on the equivalent plastic hinge length. Finally, the equivalent plastic hinge length calculation formulae for SRCXSWs are proposed and verified by the numerical and experimental results. The research results illustrate that there exists a function relation between the ultimate deformation and the equivalent plastic hinge length, and decreasing the ratio of deformation caused by shear effect to top deformation or increasing the compressive strain properties of concrete by parameter assignment will be more conducive to the formation and development of the plastic hinge zone of SRCXSWs. The existing formulae cannot effectively estimate the equivalent plastic hinge length of SRCXSWs, while the proposed formulae are suitable for predicting the equivalent plastic hinge length of SRCXSWs.

Performance-based seismic assessment of slope systems

The calculated seismic slope displacement provides a valuable index of the seismic performance of earth embankments and natural slopes. Sliding block models are often employed. The specific features of each sliding block method determine its reliability. Rigid sliding block models should not be used except for the limited case when the sliding mass is rigid. A coupled nonlinear deformable stick-slip sliding block model calculates reasonable seismic slope displacements. The primary source of uncertainty in assessing the seismic performance of an earth slope is the input ground motion. Hence, many ground motion records for each tectonic setting should be employed. Seismic slope displacement depends primarily on the earth structure's yield coefficient and the earthquake ground motion's spectral acceleration at the effective fundamental period of the sliding mass. Coupled nonlinear sliding block models enable the sensitivity of the seismic slope displacement and its uncertainty to key input parameters to be assessed. These procedures can be implemented within a performance-based design framework to estimate the seismic slope displacement hazard, which is a more rational approach.

A multi-performance seismic design procedure to incorporate Crescent Shaped Braces in mid-rise frame structures

This paper introduces a novel procedure for the seismic design of a new class of seismic-resisting systems for mid-rise buildings obtained by incorporating special yielding steel braces known as Crescent Shaped Braces (CSBs) into Not Moment-Resisting Frames (NMRFs). The proposed design procedure is grounded on the Performance-Based Seismic Design (PBSD) framework through the imposition of multiple seismic performance objectives with the aim of obtaining an almost uniform along-the-height seismic behavior. The desired uniform seismic behavior is ensured by imposing: (i) uniform inter-storey drifts under frequent earthquakes; (ii) widespread yielding of the braces along the building height under occasional earthquakes; (iii) minimum ductility capacity at all storeys to be exploited under rare earthquakes; (iv) minimum hardening stiffness for the mitigation of the second order (P-Δ) effects under very rare earthquakes. The desired performances are made possible by the specific features of the CSBs in terms of initial lateral stiffness, yielding strength, ductility capacity and final hardening response. The procedure is articulated in four conceptual phases and several steps to guide the professional engineer through all the main design phases, from the selection of the seismic performance objectives to the preliminary sizing of the CSB devices, up to the final design/verification through non-linear time-history analyses. The effectiveness of the proposed design procedure is finally demonstrated through an applicative example.

A framework for obtaining a BIM-compatible design solution based on quantitative decisions on building performance

The direction towards high-performance buildings soars the complexity of the design process. Therefore, Building Performance Simulation (BPS) tools are used to aid designers to realize the implications of early design decisions. Coupling BPS tools and geometrical tools featured with Building Information Modeling (BIM) has recently received much attention. Yet, Computer-Aided Drafting (CAD-based) geometrical tools are still the preferred choice for a large portion of designers. Therefore, this paper aims to develop a Performance-based Design Framework (PbDF) to aid designers in obtaining an optimal design solution compatible with BIM software based on a quantitative decision that satisfies both daylighting, energy, and cost of buildings at the early stage of design. The PbDF included 3 D modeling, daylight and energy simulations, cost calculations, decision-making using Technique for Order by Similarity to Ideal Solution (TOPSIS), and BIM generation. The framework was tested through two stages and validated by face validity approach. The test results demonstrated that the proposed framework can assist designers to efficiently propose high-performance designs and send them to BIM software to complete the rest of the tasks required for design and construction. The PbDF was accepted as reasonable for its intended purpose by people who are knowledgeable about the performance-based design.

Reliability analysis & performance-based code calibration for slabs/walls of protective structures subject to air blast loading

A multilevel performance-based design (PBD) framework is developed for panels of Protective structures subjected to air blast. These provisions improve the existing design approach of blast resistance structures for ultimate limit state. Present study develops probabilistic deflection-based capacity and demand models for three performance levels associated with four damage states occurring during an air blast. The chosen protective structures for current study are reinforced Normal Strength Concrete (NRC) and reinforced Ultra-High Strength Concrete (UHSC) panels. The probabilistic models are developed using Bayesian inference (Posterior Statistics). The database is generated through numerical experimental design using finite element (FE) based software, LS-DYNA. The influence of air blast on panel is validated on a panel and obtained results shows the trustworthiness of numerical model. Grounded on these models the fragility estimation is carried out and attained plots demonstrates the consistency. Using a reliability based approach, the Load and Resistance Factors for Design (LRFD) are developed associated with the proposed three performance levels. Hazard curves and total probability are estimated using established dataset from literature available. The estimated LRFD factors can be used for the design of NRC & UHSC panel of slab/walls of protective structure subjected to air blast.

High strength steel frames with curved knee braces: Performance-based damage-control design framework

High strength steel frames with curved knee braces (HSSFs-CKBs) are typical seismic resilient structural systems. Previous experimental research showed that an HSSF-CKBs specimen could be readily repaired after an earthquake by replacing damaged curved knee braces (CKBs) which serve as energy dissipating devices, as long as high strength steel components stay essentially elastic to shake down post-earthquake residual deformations. To provide a practical tool for engineers in seismic resilience design, this paper developed a performance-based damage-control design framework for low-to-medium rise HSSFs-CKBs. A multi-storey HSSF-CKBs was first interlinked with an equivalent bilinear single-degree-of-freedom (SDOF) system. Then, the seismic input energy demand of the HSSF-CKBs was determined based on the seismic energy balance of the equivalent SDOF system, which was further distributed to different storeys to design structural components. To facilitate the design, a stepwise design procedure was proposed. A three-storey low-rise HSSF-CKBs and a six-storey medium-rise HSSF-CKBs were designed following the procedure. The seismic response of the designed structures was examined by pushover analyses and nonlinear time-history analyses using numerical models verified by shaking table test data. The analysis results showed that the designed structures exhibited the expected behaviour, and the maximum interstorey drifts were controlled below the design target, which verified the effectiveness of the proposed design framework.

Design-Oriented Energy Capacity Spectrum Method for Seismic Performance Control of Precast Concrete Structures with Semirigid Connections

To effectively control the seismic performance of precast concrete (PC) frames with semirigid connections under strong earthquakes, a damage-oriented energy capacity spectrum method is proposed under the performance-based seismic design (PBSD) framework. The energy dissipation capacity (EDC) spectrum corresponding to an equivalent single-degree-of-freedom (SDOF) system of a PC frame is derived based on the Coffin–Manson low-cycle fatigue model of connections and expressed as a function of the displacement response. The related parameters are experimentally and numerically calibrated. To ensure consistency with the EDC spectrum, the hysteretic energy demand (HED) spectrum is developed based on a pseudo-acceleration spectrum, a ductility spectrum, and two energy spectra. The relation between the connection damage and structural damage is employed to establish the damage-oriented EDC spectra. The performance point is iteratively determined, from the intersection points of the EDC and HED spectra at different damage levels, until the specified objective overall damage performance is satisfied. The implementation of the damage-oriented design procedure on a 12-story PC frame with semirigid connections indicates that the EDC spectra corresponding to the three modes agree well with the predictions, and the overall damage indexes obtained from the time history analyses (THAs) are consistent with those obtained from the solution of the performance points. The damage performance objective for PC frames with semirigid connections can be attained by adjusting the design yield moments of the connections by exploiting their adaptability.