See discussions, stats, and author profiles for this publication at: https://www.researchgate.net/publication/261702503 Masonry infill walls in reinforced concrete frames as a source of structural damping Article in Earthquake Engineering & Structural Dynamics · June 2014 DOI: 10.1002/eqe.2380 CITATIONS READS 17 1,330 5 authors, including: Hasan Ozkaynak Ercan Yuksel hasanozkaynak.com Istanbul Technical University 46 PUBLICATIONS 192 CITATIONS 86 PUBLICATIONS 411 CITATIONS SEE PROFILE SEE PROFILE Cem Yalcin Ahmet Anıl Dindar Bogazici University Gebze Technical University 26 PUBLICATIONS 391 CITATIONS 13 PUBLICATIONS 135 CITATIONS SEE PROFILE Some of the authors of this publication are also working on these related projects: Energy Based Seismic Design View project Mechanical rebar coupler View project All content following this page was uploaded by Hasan Ozkaynak on 27 April 2018. The user has requested enhancement of the downloaded file. SEE PROFILE Earthquake Engineering and Structural Dynamics Masonry infill walls in RC frames as a source of structural damping Journal: Earthquake Engineering and Structural Dynamics r Fo Manuscript ID: Wiley - Manuscript type: Date Submitted by the Author: 10-Apr-2013 Ozkaynak, Hasan; Beykent University, Depertmant of Civil Engineering Yüksel, Ercan; Istanbul Technical University, Faculty of Civil Engineering Yalcin, Cem; Bogazici University, Civil Engineering Dindar, Ahmet; Istanbul Kultur University, Department of Civil Engineering Büyüköztürk, Oral; Massachusetts Institute of Technology, Department of Civil Engineering er Keywords: Research Article Pe Complete List of Authors: EQE-12-0222.R1 Masonry Infilled Frames, CFRP Retrofitting, Damping, Equivalent Damping, Energy Methods ew vi Re http://mc.manuscriptcentral.com/eqe Page 1 of 24 EARTHQUAKE ENGINEERING AND STRUCTURAL DYNAMICS Masonry infill walls in RC frames as a source of structural damping H. Ozkaynak1, E.Yuksel2∗, C.Yalcin3, A.A.Dindar4, O. Buyukozturk5 1 Department of Civil Engineering, Beykent University, Istanbul, Turkey Faculty of Civil Engineering, Istanbul Technical University, Istanbul, Turkey 3 Department of Civil Engineering, Bogazici University, Istanbul, Turkey 4 Department of Civil Engineering, Istanbul Kultur University, Istanbul, Turkey 5 Civil and Environmental Eng., Massachusetts Institute of Technology, MA, USA 2 SUMMARY r Fo This paper presents the results of an experimental study on the determination of damping characteristics of bare, masonry infilled, and carbon fiber reinforced polymer (CFRP) retrofitted infilled reinforced concrete (RC) frames. It is well known that the masonry infills are used as partitioning walls having significant effect on the damping characteristics of structures as well as contribution to the lateral stiffness and strength. The main portion of the input energy imparted to the structure during earthquakes is dissipated through hysteretic and damping energies. The equivalent damping definition is used to reflect various damping mechanisms globally. In this study, the equivalent damping ratio of CFRP retrofitted infilled RC systems is quantified through a series of 1/3-scaled, one-bay one storey frames. QuasiStatic tests (QS) are carried out on 8 specimens with two different loading patterns: one and three-cycled displacement histories, and the Pseudo-Dynamic tests (PsD) performed on 8 specimens for selected acceleration record scaled at three different PGA levels with two inertia mass conditions. The results of the experimental studies are evaluated in two phases: i) equivalent damping is determined for experimentally-obtained cycles from quasi-static and pseudo-dynamic tests, ii) an iterative procedure is developed based on the energy balance formulation to determine the equivalent damping ratio. Based on the results of these evaluations, equivalent damping of levels of 5%, 12%, and 14% can be used for bare, infilled and retrofitted infilled RC frames, respectively. er Pe vi Re Key words: Masonry Infilled Frames, CFRP Retrofitting, Damping, Equivalent Damping, Energy Methods. 1. INTRODUCTION ew 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Earthquake Engineering and Structural Dynamics Past earthquakes and research demonstrated that the masonry infill walls have advantages in the improvement of energy dissipation as well as increase of stiffness and strength properties of RC structures when they are placed regularly throughout the structure and/or they do not cause shear failures of columns, [1]. Damping in RC structures arises through energy dissipation by various mechanisms such as cracking of concrete and sliding between structural and non-structural elements etc. Since it is very difficult and also unpractical to directly calculate the damping, experimental research is essential in order to determine a range of such energy dissipation characteristic. A review is given in the following: ∗ Corresponding author. Tel/Fax:+90 212 285 6761. E-mail address: yukselerc@itu.edu.tr (E.Yuksel) 1 http://mc.manuscriptcentral.com/eqe Earthquake Engineering and Structural Dynamics Buttmann [2] conducted an experimental study on the specimens with the dimensions of 100×200×11.5 cm and 24 cm. The horizontal sinusoidal excitation applied to the specimens was generated by a dynamic oscillator with a maximum power of 20 kN. The experimental study yielded critical damping ratios of 11% for shear walls and 24% for masonry walls. Farrar and Baker [3], performed an experimental study on 1/3-scaled low aspect ratio RC shear walls. It was concluded that within elastic range of the testing, damping ratio was found to be 2%, and when the damages increased and re-bars yielded, this value increased up to 22%. Fardis and Panagiotakos [4] evaluated PsD test results that were conducted in ELSA Laboratory by Negro and Verzeletti, [5]. It was concluded that the infills resulted damping after the first cracks observed. It was stated that the hysteretic energy dissipation occurred through the masonry infills. Also, the response spectra of an elastic SDOF infilled frame, despite infill’s apparent stiffening effect on the system, a reduction in the spectral displacement and forces were obtained mainly through high level damping. Hashemi and Mosalam [6], [7] conducted shake table tests on 3/4-scaled, three dimensional infilled RC frames. The tests resulted nearly 4 times higher structural stiffness, shortened natural period nearly 50%, increased damping coefficient from about 4% to 12% and also increased the energy dissipation capacity of the system. r Fo Costa et al. [8], performed in-situ tests on masonry walls of abandoned traditional houses. Five specimens were tested aiming at characterizing the out-of-plane behavior of stone masonry walls and strengthening solutions recommended for post-earthquake interventions. Even for small drift values as 0.1%, the hysteresis is significant leading to an equivalent hysteretic damping value of 12% mainly explained by permanent deformations developed at the joints already for small displacement levels. The evolution of hysteretic damping is almost linear with the evolution of drift up to the formation of a complete diagonal crack to the foundation which occurred for the drift cycle of 0.75%. This led to significant residual deformations along the wall and an equivalent hysteretic damping level of 26%. The final part of the test (drift of 1.0 and 1.25%) shows a constant hysteretic damping level close to 25% as a result of the severe damage observed and permanent deformations of the wall. er Pe vi Re Sofronie [9] indicated that the masonry walls act as active dampers when strengthened with FRP by increasing frictional forces between wall elements resulting in higher damping. Santa-Maria et al. [10] conducted experimental studies on masonry walls under the effect of monotonic and cyclic loadings. The masonry specimens were retrofitted by horizontal, vertical and diagonally-braced FRP. Especially horizontally-retrofitted specimen displayed a great increase in damping. Elgawady et al. [11] investigated the behaviors of seven specimens of 1/2-scaled FRP retrofitted masonry walls under cyclic displacement reversals. FRP caused a great increase in lateral stiffness, strength and energy dissipation capacity. The damping values were also determined for each specimen at varying drift levels. FRP confinement provided increase in damping ratios. Some of the specimens were retrofitted after tested and these specimens produced higher values of structural damping. ew 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Although various experimental studies have been conducted on the determination of damping characteristics of masonry walls and masonry infilled RC frames; for the quantification of equivalent damping, there is an apparent gap in the literature on CFRP-retrofitted infilled frames. There is a necessity about the damping characteristic which is particularly important for the accurate estimation of seismic forces, of CFRP-retrofitted infilled RC frames for the development of realistic structural models. 2 http://mc.manuscriptcentral.com/eqe Page 2 of 24 Page 3 of 24 In this paper, a new concept based on the energy balance is proposed to quantify the damping characteristic of the specimens. The scope of this experimental study is limited to sixteen specimens of 1/3-scaled one bayone storey RC frames subjected to Quasi-Static (QS) and PsD tests. The test results are used in the quantification of equivalent damping ratios for bare, masonry infilled and CFRPretrofitted masonry infilled RC frames. 2. EXPERIMENTAL STUDY The experimental study is conducted on sixteen 1/3-scaled one bay-one story RC frame which is taken out from a three-span and five-storey RC building. The specimens were built according to the old construction practice which had several variances with the current seismic design code of Turkey, [12]. Dimensions and reinforcement details of the specimen are illustrated in Fig.1a. Longitudinal reinforcement ratio in columns and beam is 1% while transverse reinforcement ratio is around 0.4%. No confinement reinforcement in and around beam-column connections are used. Compression strength of concrete is obtained 19 MPa from the standard cylinder tests which corresponds to the strength at the day of testing. Yield strength of reinforcements is 420 MPa and 500 MPa for 8 and 6 mm diameters, respectively. r Fo Pe Section a-a b Section b-b 100 4φ 8 φ 6/140 200 100 200 200 4φ 8 φ 6/140 Re a 800 1400 a 1400 1000 φ 6/140 100 4φ 8 er vi 2φ 12 400 400 5φ 12 ew 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Earthquake Engineering and Structural Dynamics 5φ 12 100 200 933 1533 b 200 100 700 (a) Geometry and reinforcement details (b) Clay brick (c) Anchorage detail of CFRP strips Fig.1 Properties of the test specimens (All dimensions are in mm) 3 http://mc.manuscriptcentral.com/eqe Earthquake Engineering and Structural Dynamics The clay type brick used in the infill wall has a dimension of 87×84×56 mm, Fig.1b. Both sides of infill wall was plastered having a thickness of 10 mm. Compression tests of the masonry wallets with the dimensions of 350×350×56 mm resulted compression strengths of 5.0 and 4.1 MPa in the two perpendicular directions. The diagonal tension (shear) test defined in ASTM E519–02 [13] was applied and the shear strength of 0.95 MPa is reached, [14]. Unit weight and fiber density of the used CFRP are 300 g/m2 and 1.79 g/cm3, respectively. Modulus of elasticity, tensile strength and ultimate elongation capacity of CFRP are 230 GPa, 3900 MPa and 1.5%, correspondingly. Special anchorages were provided along the CFRP sheets at approximately quarter distances of the diagonal with the length of the 24 cm which will be enough to cover the CFRP strips applied on both sides of the infill. The CFRP sheet was rolled with enough amount of epoxy and was installed in the infill through the bricks, Fig.1c. r Fo 200 200 The four groups of specimens used in the study are shown schematically in Fig.2. Two alternative CFRP retrofitting are applied to the infilled frames. 400 1400 mm 800 er 100 200 200 100 a) Bare Frame 300 150 1400 mm 600 1400 mm 600 30 4 31 1 46 320 1 ew 2 28 4 150 2 28 46 1 0 15 400 400 100 1333 693 320 5 30 200 100 b) Infilled frame 100 300 46 300 933 1533 mm vi 1333 737 300 100 200 Re 933 1533 mm 400 1400 mm 800 Pe 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Page 4 of 24 100 315 703 1533 mm 100 200 120 234 224 234 120 200 100 1533 mm 315 100 c) Cross-braced frame d) Diamond cross-braced frame Fig.2 Definition and the specimens A servo-controlled 280 kN-capacity hydraulic jack is used for the lateral loading. The specimens are fixed to the rigid steel beam of the test frame, Fig.3. No axial forces were applied to the columns to attain fairly simple testing setup, particularly for the PsD tests. To prevent the potential out of plane deformations, four restrainers were used in the testing set- 4 http://mc.manuscriptcentral.com/eqe up. There is small distance between the restrainers and the beam, and grease was applied to the surface of the restrainers. Steel Reaction Frame Out of Plane Restrainers Load Cell Hinge Hydraulic Actuator Hinge Loading Frame Strong Wall Strong Floor r Fo Fig.3 The testing set-up In QS tests, eight specimens were tested in two groups using two different drift-based reversed cyclic loading patterns, namely; one and three-cycled displacement history cases, Fig.4. er Pe b) Three Cycle Loading Pattern vi a) One Cycle Loading Pattern Re Fig.4 Displacement patterns used in QS Tests ew 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Earthquake Engineering and Structural Dynamics The acceleration record used in the PsD tests were derived from the BOL090 component of October 12, 1999 Düzce Earthquake which has PGA=0.822g. The part between 8 to 18 s of the record was modified to comply the acceleration design spectrum defined in Turkish Earthquake Code [12] for seismic Zone 1 and firm type soils (Z2), Fig. 5. The Oasis Sigraph [15] software was used for this process. The target acceleration record of PGA=0.4g is called as the design earthquake. The other two records which are PGA=0.2g and PGA=0.6g were derived from the design earthquake by linear scaling. 12 Elastic Accelaration Spectra Sae [m/s2] Page 5 of 24 10 8 6 TEC-07 Düzce-R Spectra 4 2 0 0.0 0.5 1.0 1.5 2.0 2.5 Time (s) Fig.5 Spectrum compatible acceleration record of PGA=0.4g 5 http://mc.manuscriptcentral.com/eqe 3.0 3.5 4.0 Earthquake Engineering and Structural Dynamics The power spectra of the original and modified records are compared in Fig.6. The imparted energies which are the area enclosed by the power spectra, are 0.109 and 0.156 units for the original and modified records, respectively, Kuwamura et.al, [16]. So, the modified acceleration record used in PsD tests imparted more energy to the specimen respect to the original one. Power Spectral Values 0.25 0.2 0.15 0.1 Modified-Duzce Original-Duzce 0.05 0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 Frequency r Fo Fig.6 Power spectra of the original and modified records Mass intensity was one of the main parameters of PsD tests. The values practiced are M1=0.0085 kNs2/mm and M2=0.0221 kNs2/mm. They are representing the lower and upper storey masses which are scaled down from the prototype structure. The experimental details can be found in Ozkaynak’s PhD dissertation [17] and Ozkaynak et al., [18]. Pe A high sensitive optical displacement transducer is used in the application of target displacement to the specimens in PsD tests. Also, high sensitive load cell was instrumented for all the experiments. The restoring force corresponding to a particular displacement increment is evaluated within a number of buffering force. er The PsD tests were conducted by slow mode. Application of the target displacement, measuring of restoring force, measuring of displacements and deformations throughout the specimen, solution of dynamic equilibrium equation for the next step elapsed 10-15 seconds for each point of the acceleration record. No data filtering was used. vi Re The typical lateral load versus top displacement curves obtained in QS tests for bare, infilled and retrofitted cases are shown in Fig.7. The increase of strength and stiffness from bare to infilled and retrofitted specimens was clearly seen from the curves. Also, the level of damage within the inelastic range is significant indicating progression of damping through energy dissipation. ew -6 -4 -3 -2 Drift Ratio (%) -1 0 1 2 3 4 6 -6 160 120 120 80 80 40 40 Load (kN) 160 Load (kN) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Page 6 of 24 0 -40 -3 -2 Drift Ratio (%) -1 0 1 2 3 4 6 0 -40 -80 -80 -120 -120 -160 -4 -160 -50 -40 -30 -20 -10 0 10 20 30 40 50 Displacement (mm) -50 -40 -30 -20 -10 0 10 20 30 40 50 Displacement (mm) a) Bare Frame b) Infilled frame 6 http://mc.manuscriptcentral.com/eqe Page 7 of 24 -6 -4 -3 -2 Drift Ratio (%) -1 0 1 2 3 4 6 -6 120 120 80 80 40 40 Load (kN) 160 Load (kN) 160 0 -40 -3 -2 Drift Ratio (%) -1 0 1 2 3 4 6 0 -80 -80 -120 -160 -4 -40 -120 -160 -50 -40 -30 -20 -10 0 10 20 30 40 50 Displacement (mm) -50 -40 -30 -20 -10 0 10 20 30 40 50 Displacement (mm) c) Cross-braced frame d) Diamond cross-braced frame Fig.7 Lateral load versus top displacement curves obtained in QS tests The behavior of the test specimens for the PsD tests is given in Fig.8 for the parameters of M2= 0.0221 kNs2/mm and PGA=0.4g. r Fo Story Drift (%) Story Drift(%) -6 160 -4 -3 -2 -1 120 1 2 3 4 6 -6 40 0 -3 -2 -1 0 1 2 3 4 6 -50 -40 -30 -20 -10 0 10 20 30 40 50 120 80 40 er -40 -80 -120 0 -40 -80 -120 Re -160 -160 -50 -40 -30 -20 -10 0 10 20 30 40 50 Displacement (mm) a) Bare Frame -4 -3 -2 -1 0 1 vi Story Drift (%) Story Drift (%) -6 Displacement (mm) b) Infilled frame 2 3 4 -6 6 120 120 80 80 40 40 Load (kN) 160 0 -40 0 -4 -3 -2 -1 0 1 2 3 4 6 20 30 40 50 ew 160 Load (kN) -4 160 Load (kN) 80 Load (kN) 0 Pe 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Earthquake Engineering and Structural Dynamics -40 -80 -80 -120 -120 -160 -160 -50 -40 -30 -20 -10 0 10 20 30 40 -50 -40 -30 -20 -10 50 Displacement (mm) 0 10 Displacement (mm) c) Cross-braced frame d) Diamond cross-braced frame Fig.8 Lateral load versus top displacement curves obtained in PsD tests of M2=0.0221kNs2/mm and PGA=0.4g In case of the bare frame, the sources of energy dissipation mechanisms could be clearly observed from the progression of damages through the increments of drifts. Flexural types of 7 http://mc.manuscriptcentral.com/eqe Earthquake Engineering and Structural Dynamics cracks were observed at both ends of the columns. The crack distribution photos of bare frame at the initial stage and end of the test are illustrated in Figs. 9a and 9b, respectively. a) Damage condition for bare frame at the initial stage of PGA=0.2g PsD test b) Damage condition for bare frame at the intermediary stage of PGA=0.4g PsD test r Fo Fig.9 Typical damages of bare frame specimens in PsD tests In case of the infilled frame, flexural cracks were first formed on column ends, then slight separation of infill wall from RC members were observed, Fig.10a. It was followed by infill cracking in both diagonal directions. Finally, corner crushing in infill wall and corner separations were observed, Fig.10b. er Pe ew vi Re 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 a) Damage condition for infilled frame at the initial stage of one-cycle QS test. b) Damage condition for infilled frame at the end of one-cycle QS test. Fig.10 Typical damages of infilled specimens in PsD tests In case of the retrofitted specimens, the first observed damages were the flexural cracks on columns. The succeeding damages observed in further steps of the tests were diagonal cracks occurred on infill walls. Towards end of the tests, crashing of plaster and infill damages were localized around the near vicinity of CFRP anchorages, Fig.11. 8 http://mc.manuscriptcentral.com/eqe Page 8 of 24 Page 9 of 24 a) Damage condition for cross braced frame at the initial stage of one-cycle QS test. b) Damage condition for cross braced frame at the end of one-cycle QS test. r Fo er Pe c) Damage condition for diamond cross braced frame at the initial stage of onecycle QS test. d) Damage condition for diamond cross braced frame at the end of one-cycle QS test. Re Fig.11 Typical damages of the retrofitted specimen in QS tests vi 3. EVALUATION of QS and PsD TEST RESULTS IN TERMS OF DISSIPATED ENERGY IN SUCCESSIVE CYCLES ew 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Earthquake Engineering and Structural Dynamics Typical behavior of a structure or structural member having energy dissipating capability, subjected to cyclic loading is schematically illustrated in Fig.12. The energy dissipated in the structure is given by the area EH enclosed in the hysteresis loop. Equivalent damping ratio is defined according to Chopra [19] in terms of dissipated energy (EH) and strain energy (ES0), hereafter referred to as Energy Ratio Method. The equivalent damping ratio ζeq is given by Eq.1. ζeq= (1/4π) (EH/ES0) (1) 9 http://mc.manuscriptcentral.com/eqe Earthquake Engineering and Structural Dynamics Force(kN) EH ES0 Displacement (mm) Fig.12 Definition of the dissipated and strain energies, [19] 3.1 Evaluation of QS Test Results The attained equivalent damping ratios with increasing drifts in QS tests are discussed here. r Fo At the beginning of one cycle static tests, the obtained equivalent damping ratio for bare frame was around 5%, whereas the resulting damping ratios of infilled and retrofitted specimens were close to 10-12%, indicating that the effect of retrofitting was not apparent, Fig.13. Pe 25 Equivalent Damping (%) 30 35 30 25 20 15 10 20 15 10 Re Equivalent Damping (%) 35 er 5 5 1 Cycle 3 Cycle 0 0 1 2 3 Drift Ratio (%) 4 5 0 30 Equivalent Damping (%) 35 30 25 20 15 10 1 Cycle 3 Cycle 0 1 2 3 Drift Ratio (%) 2 3 Drift Ratio (%) 4 5 b) Infilled frame 35 0 1 4 ew Equivalent Damping (%) a) Bare Frame 5 1 Cycle 3 Cycle 0 vi 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Page 10 of 24 25 20 15 10 5 1 Cycle 3 Cycle 0 5 0 1 2 3 Drift Ratio (%) 4 5 c) Cross-braced frame d) Diamond cross-braced frame Fig.13 Equivalent Damping Variations of QS Tests Results For the three cycle QS tests, the equivalent damping ratio was calculated based on the average of the results of three cycles. At the initial stage, the obtained equivalent damping ratio for bare frame was around 5%, whereas the resulting damping ratios of infilled and retrofitted 10 http://mc.manuscriptcentral.com/eqe Page 11 of 24 specimens were close to 9-10%, and again, indicating that the effect of retrofitting was not apparent. 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 0 Ratio Ratio The ratio of the damping values calculated for the one-cycle tests to the one obtained from the first cycle of the three-cycle test is given in Fig. 14 in terms of drift ratios. There are two distinct regions in the graphics. Here up to 2.0% drift represents relatively undamaged stage whereas beyond 2.0% is the damaged stage. Specifically for the cross-braced frame, this ratio in the first region was around unity where it was determined as 1.31 for the second region. This can be evaluated as in the damaged stage one cycle test results with 30% greater value than that of three-cycle test. r Fo rav=1.32 rav=0.96 0 1 2 3 Drift Ratio (%) 4 5 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 0 1 2 3 Drift Ratio (%) 4 5 4 5 b) Infilled frame 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 0 Ratio er Ratio a) Bare Frame 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 0 rav=1.05 rav=1.38 0 Pe rav=1.01 0 1 rav=1.31 4 5 rav=1.15 0 1 rav=1.0 2 3 Drift Ratio (%) vi 2 3 Drift Ratio (%) Re c) Cross-braced frame d) Diamond cross-braced frame ew 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Earthquake Engineering and Structural Dynamics Fig.14 Equivalent damping ratios for the 1-Cycle to 1st loop of 3-Cycle QS test varying with drift ratios. Depending on the QS test results, one can be concluded that prior to inelastic range, damping ratios for bare, infilled and retrofitted frames can be assigned to 5%, 9-12% and 9-12%, respectively. However, within the inelastic range which is initiated beyond 2% drift, the equivalent damping ratios for bare, infilled and retrofitted frames can be taken in the range of 8-10%, 10-13% and 13-15%, respectively. 3.2 Evaluation of PsD Test Results The results of PsD tests were used for the determination of damping properties of bare, infilled and CFRP retrofitted infilled specimens. Complete closed cyclic loops were extracted from the load-displacement relations of PsD test results. Using the energy ratio method, average equivalent damping ratios for M1 and M2, and also for different PGA intensities were determined. 11 http://mc.manuscriptcentral.com/eqe Earthquake Engineering and Structural Dynamics In Eq.1, the term involving the area of hysteresis loop is directly affected by the fluctuation of lateral load within a small load range coupled with high number of loops during the experiment. This may cause sudden increase or decrease of the area of the loops compared to other successive loops. Consequently, the obtained damping values diverge in a wide range of scatterness. Histogram analysis of the scattered data showed the distribution of damping ratios in terms of recurrence number. This statistical analysis method let us to define the average equivalent damping ratio using geometric-mean in lieu of arithmetic mean. The drift vs. equivalent damping ratio graphics were plotted in the drift ranges of ±-1.5% in order to make good comparison with high mass and intensity cases. Especially, for M1 case of the infilled specimen, the points gravitate within ±0.1% drift region. So, the values are seen as if they were concentrated in the vicinity of origin. 3.2.1 Bare frame r Fo The analyses results for bare frame are shown in Fig. 15. It is seen that for increasing PGA levels, the average equivalent damping ratio shown with a broken line is also increasing. The equivalent damping ratio scatters between 5 to 20% with an average value of 8 to 13% for two mass conditions, M1 and M2. Pe M1 Inertia Mass Equivalent Damping Ratio (%) 25 20 15 10 5 Geo-Mean 10 5 Geo-Mean 0 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 -1.5 Equivalent Viscous Damping (%) 20 15 10 5 Geo-Mean 0 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 1.0 1.5 ew 25 25 Equivalent Damping Ratio (%) 15 vi 0 0.4g 20 Re 0.2g 25 M2 Inertia Mass Equivalent Damping Ratio (%) PGA er 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Page 12 of 24 20 15 10 5 Geo-Mea n 0 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 12 http://mc.manuscriptcentral.com/eqe Page 13 of 24 Equivalent Damping Ratio (%) 0.6g 25 20 15 NA 10 5 Geo-Mean 0 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 Fig.15 Equivalent damping ratio variation for bare frame 3.2.2 Infilled frame r Fo Equivalent damping ratio distributions and the average values are illustrated in Fig. 16. For various PGA intensities, the observed equivalent damping ratios are between 5 to 25%, whereas the average damping is in the vicinity of 12% for the two mass cases, M1 and M2. Pe M1 Inertia Mass Equivalent Damping Ratio (%) 20 M2 Inertia Mass 25 15 10 5 Geo-Mean -0.5 0.0 0.5 Drift Ratio (%) 10 1.0 -1.5 1.5 Equivalent Damping Ratio (%) 25 20 15 10 5 Geo-Mean 0 Geo-Mea n -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 ew Equivalent Damping Ratio (%) 25 0.4g 5 vi -1.0 15 0 0 -1.5 20 Re 0.2g 25 Equivalent Damping Ratio (%) PGA er 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Earthquake Engineering and Structural Dynamics 20 15 10 5 Geo-Mean 0 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 13 http://mc.manuscriptcentral.com/eqe 1.0 1.5 Earthquake Engineering and Structural Dynamics Equivalent Damping Ratio (%) 0.6g 25 20 15 NA 10 5 Geo-Mea n 0 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 Fig.16 Equivalent damping variation for infilled frame 3.2.3 Cross-braced frame r Fo Equivalent damping ratio variations and their average values are plotted in Fig.17. For various PGA intensities the observed equivalent damping ratio was between 5 to 25%, whereas the mean damping values range 10-13%, for two mass cases, M1 and M2. Pe PGA M1 Inertia Mass 15 10 5 Geo-Mean 0 Equivalent Damping Ratio (%) Equivalent Damping Ratio (%) 20 M2 Inertia Mass 25 10 5 Geo-Mea n -0.5 0.0 0.5 Drift Ratio (%) 1.0 vi -1.0 1.5 -1.5 Equivalent Damping Ratio (%) 25 20 15 10 5 Geo-Mea n 0 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 ew 25 Equivalent Damping Ratio (%) 15 0 -1.5 0.4g 20 Re 0.2g 25 er 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Page 14 of 24 20 15 10 5 Geo-Mean 0 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 14 http://mc.manuscriptcentral.com/eqe 1.0 1.5 Page 15 of 24 25 Equivalent Damping Ratio (%) Equivalent Damping Ratio (%) 0.6g 25 20 15 10 5 Geo-Mea n 20 15 10 5 Geo-Mean 0 0 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 Fig.17 Equivalent damping ratio variation for cross-braced frame 3.2.4 Diamond cross-braced frame r Fo Equivalent damping ratio variations and their mean values are plotted in Fig.18. For various PGA intensities, the observed equivalent damping ratio was between 5 to 25%, whereas the mean damping value is in the vicinity of 13%, for two mass cases, M1 and M2. Pe M1 Inertia Mass Equivalent Damping Ratio (%) 20 M2 Inertia Mass 25 15 10 5 Geo-Mean -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 5 1.0 1.5 -1.5 25 Equivalent Damping Ratio (%) 20 15 10 5 Geo-Mean -1.0 -0.5 0.0 0.5 Drift Ratio (%) 20 15 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 1.0 1.5 10 5 Geo-Mea n 0 0 -1.5 Geo-Mea n ew Equivalent Damping Ratio (%) 10 0 25 0.4g 15 vi 0 20 Re 0.2g 25 Equivalent Damping Ratio (%) PGA er 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Earthquake Engineering and Structural Dynamics 1.0 1.5 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 15 http://mc.manuscriptcentral.com/eqe Earthquake Engineering and Structural Dynamics 25 Equivalent Viscous Damping (%) Equivalent Damping Ratio (%) 0.6g 25 20 15 10 5 Geo-Mean 0 -1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 20 15 10 5 Geo-Mea n 0 -1.5 1.5 -1.0 -0.5 0.0 0.5 Drift Ratio (%) 1.0 1.5 Fig.18 Equivalent damping ratio variation for diamond cross-braced frame Displacement responses obtained from low mass (M1) and low intensity conditions are somewhat less than that of high mass (M2) and high intensity conditions. For this reason, the obtained equivalent damping ratios are gravitated around the low drift ratios as seen in Figs. 16,17 and 18. r Fo From the results of tests conducted with two different methods, it can be concluded that the equivalent damping ratios of the retrofitted infilled frames were greater than those of bare and infilled frames. In all tests, the diamond cross-braced frame had higher damping ratios than the cross-braced frames. Furthermore, an average value of equivalent damping ratio for the retrofitted infilled frames can be proposed as 13%. er Pe The equivalent damping ratios that were obtained from PsD and QS tests are compared in Table 1. Re Table 1.Equivalent damping ratios (%) obtained from QS and PsD tests QS Specimen Type One Cycle 11 13 13 14 Three Cycle 8 13 14 13 PsD M1 Mass ew Bare frame Infilled frame Cross-braced frame Diamond cross-braced frame vi 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Page 16 of 24 11 13 13 13 M2 Mass 10 13 12 12 4. PROPOSED APPROACH TO DETERMINE THE EQUIVALENT DAMPING RATIO BY USING ENERGY BALANCE METHOD Early studies on energy-based evaluation methods initiated with the work of Zahrah [20] who performed numerical analyses to show how the energy terms in a simple structure is extracted from the displacement response of the structure under earthquake excitation. The energy considerations on structural systems and evaluation of structural performance based on energy concepts have been the scope of several studies including those works that were conducted by Shen and Akbas [21], Chou and Uang [22] and Nurtug and Sucuoglu [23]. 16 http://mc.manuscriptcentral.com/eqe Page 17 of 24 Negro and Verzeletti [5] investigated a four story infilled RC structure by subjecting it to PsD tests on the basis of which the structural performance evaluation was accomplished using energy considerations. Mosalam et al. [24] performed PsD tests on a two bay-two storey steel structure. The test results were evaluated in terms of energy concepts. It was concluded that the infill walls increased the structural damping from 2% to 12%. The energy imparted into the structure during earthquake is divided into several mechanisms namely elastic strain, kinetic, hysteretic and damping energies. The equation of motion of a single degree of freedom system (SDOF) represents the excitation of ground and the response of structure in terms of forces in time domain, Eq.2. Integration of the equation of motion respect to the relative displacement of the system, u(t), yields the following equation, [25]; ∫ m.u&&(t )du + ∫ c.u& (t )du + ∫ f du = − ∫ m.u&& (t )du s g r Fo (2) where the terms are named as Kinetic Energy (EK), Damping Energy (ED), Absorbed Energy that is composed of Elastic Strain (ES) and Hysteretic (EH) Energies and Input Energy (EI), respectively. Thus, Eq.2 can be re-expressed in the following form; EK + ED + ES + EH = EI (3) Pe Care should be paid to the third term on the left hand side of Eq.2 which includes the energy of elastic and plastic strains. The elastic strain energy (Es) is formulated with respect to the initial stiffness (k) of the structure, as follows; er ES = ( f s (t ) )2 (4) 2k Re The plastic strain energy namely hysteretic energy (EH) is calculated as cumulative area enclosed by the load-displacement curves. The displacement history is directly obtained as the response of test specimen due to the applied input acceleration in PsD tests. The velocity and acceleration response histories are then derived from the displacement history by using 7-point stencil central-differences. ew vi 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Earthquake Engineering and Structural Dynamics For an assumed equivalent damping ratio, the energy terms defined in Eq. 3 are calculated and the global energy balance is checked. This iterative process is carried out till the energy balance is satisfied with a predefined tolerance. Consequently EK, ED, ES and EH energy terms are discretely determined. A general flow chart of the algorithm is illustrated in Fig. 19. The well-known relation given in Eq. 5 is used to calculate the damping coefficient c as a basis for this iterative scheme. c=2ζmω 17 http://mc.manuscriptcentral.com/eqe (5) Earthquake Engineering and Structural Dynamics ζ u τ 0 0 E D (t ) = ∫ cu& (t )du = ∫ cu& (τ )dτ ∫ u 0 u u u 0 0 0 (ζ +∆ζ.) m u&&(t )du + ∫ cu& (t ) du + ∫ f s (u , u& ) du = − ∫ m u&&g (t ) du u u u r Fo u ∫0 E K + ∫0 E D + ∫0 E S + ∫0 E H ?= − u ∫0 E I No Yes Equivalent Damping Ratio Pe Fig.19. Evaluation of equivalent damping ratio by Energy Balance Method. The proposed energy balance methodology was carried out to PsD tests for M1 and M2 cases and acceleration intensities of 0.2g, 0.4g and 0.6g. The energy distribution graphics and the obtained equivalent damping ratios are presented in Figs. 20 and 21 for M1 and M2 cases, respectively. er Re PGA=0.4g 10000 8000 Energy (kN.mm) Energy (kN.mm) 6000 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 4000 ew Bare Frame 10000 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 8000 PGA=0.6g vi 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Page 18 of 24 6000 4000 2000 2000 0 0 0 2 4 6 8 10 0 2 4 ζ 6 Time (s) Time (s) =15% ζ =16% 18 http://mc.manuscriptcentral.com/eqe 8 10 Page 19 of 24 2500 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 2000 Energy (kN.mm) Energy (kN.mm) 2000 Infilled frame 2500 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 1500 1000 1500 1000 500 500 0 0 0 2 4 6 8 0 10 2 4 ζ =%8.5 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 1500 1000 10 8 10 1000 500 500 0 0 0 2 4 6 8 0 10 2 4 1500 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 2000 1500 Re Energy (kN.mm) 2000 ζ =%11 2500 er EI EK+ES+ED+EH EK+ES+ED EK+ES EK 6 Time (s) ζ =%10 2500 Energy (kN.mm) 8 1500 Time (s) 1000 500 1000 500 vi 0 0 0 2 4 6 8 10 0 Time (s) 2 4 6 Time (s) ew Diamond cross-braced frame 10 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 2000 Energy (kN.mm) Energy (kN.mm) 2000 8 ζ =%11 2500 Pe Cross-braced frame 2500 6 Time (s) Time (s) r Fo ζ =%10 ζ =%11 Fig. 20 Energy distributions and obtained equivalent damping ratios for M1 Case PGA=0.2g 5000 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 4000 Energy (kN.mm) Energy (kN.mm) PGA=0.4g 5000 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 4000 Bare Frame 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Earthquake Engineering and Structural Dynamics 3000 2000 3000 2000 1000 1000 0 0 0 2 4 6 8 10 0 2 4 6 Time (s) Time (s) ζ =%10 ζ =%12 19 http://mc.manuscriptcentral.com/eqe 8 10 Earthquake Engineering and Structural Dynamics 12000 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 9000 Energy (kN.mm) Energy (kN.mm) Infilled frame 12000 6000 3000 0 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 9000 6000 3000 0 0 2 4 6 8 10 0 2 4 Time (s) ζ =%9 30000 Energy (kN.mm) Energy (kN.mm) 15000 10000 5000 20000 10 8 10 10000 5000 0 0 0 2 4 6 8 10 0 2 4 20000 15000 Re 15000 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 25000 Energy (kN.mm) 20000 ζ =12% 30000 er EI EK+ES+ED+EH EK+ES+ED EK+ES EK 25000 6 Time (s) ζ =11% 30000 Energy (kN.mm) 8 15000 Time (s) 10000 5000 10000 5000 0 vi 0 0 2 4 6 8 10 Time (s) 0 2 4 6 Time (s) ew Diamond cross-braced frame 10 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 25000 Pe Cross-braced frame 20000 8 ζ =%11 30000 EI EK+ES+ED+EH EK+ES+ED EK+ES EK 25000 6 Time (s) r Fo 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Page 20 of 24 ζ =10% ζ =12% Fig. 21 Energy Distributions and obtained equivalent damping ratios for M2 Case The average equivalent damping ratios that are determined by using both energy ratio and energy balance methods are summarized in Table 2. The results given for PsD tests belongs to the design earthquake (PGA=0.4g). In the energy ratio method, equivalent damping ratio of the specimens were originated as the geometric mean of damping ratio obtained for each loop as indicated in Figs.15, 16, 17, 18. However, the energy balance method takes the frequency content and the entire duration of the record into account as per Figs. 20 and 21. Hence, in the evaluation of the PsD test results, the developed energy balance method is more reliable. For the design earthquake (PGA=0.4g), the energy ratio method yields relatively higher values compared to the energy balance method. 20 http://mc.manuscriptcentral.com/eqe Page 21 of 24 Table 2. Equivalent damping ratios (%) obtained from QS and PsD tests Energy Balance Method Energy Ratio Method Specimens QS Tests PsD Tests PsD Tests One cycle Three cycle M1 M2 M1 M2 Bare frame 11 8 10 12 15 10 Infilled frame 13 13 11 11 9 11 Cross-braced frame 13 14 10 12 10 11 Diamond cross-braced frame 14 13 12 11 10 10 r Fo According to all of the performed QS and PsD test results, the minimum value for the equivalent damping ratio of infilled and CFRP-retrofitted infilled frames would be 10% to 13%. 5. CONCLUSIONS Pe The results of the experimental study have been evaluated for bare, infilled and retrofitted infilled RC frames in order to quantify the equivalent damping ratios in terms of experimental parameters that were used in QS tests such as one and three cycle loading patterns and in PsD tests such as inertia masses and various PGA levels. In the analysis, the Energy Ratio Method and Energy Balance Method have been used to determine the equivalent damping ratios for each parameter and also their trends were discussed. The equivalent damping ratios obtained from the Energy Balance Method, are smaller than those derived from Energy Ratio Method. er Re The following conclusions are drawn from the QS Tests: vi 1. The equivalent damping for bare frame varies between 8 to 11% depending on the damage level. 2. The equivalent damping ratio derived for infilled frame is 13%. Therefore the effect of infill walls on damping can be clearly seen from the results. 3. The cross-braced and diamond cross-braced frames has the biggest damping ratio which is up to 14%. ew 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Earthquake Engineering and Structural Dynamics The following conclusions are drawn for the PsD Tests: 1. In the comparison made for the design earthquake (PGA=0.4g), equivalent damping characteristics of all the specimens are around 10-15%. The value for bare frame accounts for the hysteretic cycles prior to the collapse. 2. The average damping characteristics of the retrofitted frames are consistently stable for all masses and PGA levels. Although bare frame failed during the design earthquake (PGA=0.4g), both types of the retrofitted frames could endure at the end of the PGA=0.6g earthquake. So, for the retrofitted frames, equivalent damping ratio turns out to be sustainable through the seismic action. 21 http://mc.manuscriptcentral.com/eqe Earthquake Engineering and Structural Dynamics The equivalent damping ratio for infilled frames is obtained in the range of 10 to 13%. This result is consistent with the existing literature. Based on the overall evaluation, equivalent damping ratio of 10-13% is recommended as a sustainable range for the CFRP retrofitted RC frames. Acknowledgments This study was conducted at the Structural and Earthquake Engineering Laboratory of Istanbul Technical University. It was sponsored by research projects 106M050 of the Scientific and Technological Research Council of Turkey (TUBITAK) and 31966 of Istanbul Technical University (ITU) Research Funds. The contributions of M.Sc. H. Saruhan, E.S. Tako and I. Bastemir to the experimental works are gratefully acknowledged. r Fo REFERENCES 1. Dolsek M, Fajfar P. 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Evaluation of seismic energy in structures. Earthquake Engineering and Structural Dynamics, 1990; 19: 77-90. r Fo er Pe ew vi Re 24 http://mc.manuscriptcentral.com/eqe View publication stats Page 24 of 24