Experimental behaviour of friction T-stub beam-to-column joints under cyclic loads

11© Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin · Steel Construction 6 (2013), No. 1

Articles

Eurocode 8 has introduced the possibility of adopting partial-strength joints for seis-mic-resistant MR frames, provided it is demonstrated that connections perform ade-quately under cyclic loads. A programme of experiments devoted to investigating the cy-clic behaviour of traditional joint details has recently been carried out by the authors. Within this programme, the analysis of the results obtained has revealed that even though connections designed to dissipate the seismic energy in bolted components can provide significant advantages because they are easy to repair after a destructive seis-mic event, they possess reduced dissipation capacity when compared with RBS connec-tions and traditional full-strength joints. An advanced approach aimed at enhancing the hysteretic behaviour of double split tee (DST) joints and the ambitious goal of preventing joint damage is presented here. The system proposed is based on the idea of using fric-tion dampers within the components of beam-to-column joints. A preliminary set of pro-totypes has been tested experimentally and the performances of joints under cyclic loading conditions have been compared with those of traditional joint details. The ex-perimental work was carried out at the Materials & Structures Laboratory of Salerno University.

1 Introduction

According to the most recent seismic codes [2, 6] steel moment-resisting frames (MRFs) can be designed ac-cording to either the full-strength cri-terion (based on the dissipation of the seismic input energy at the beam ends) or the partial-strength criterion (which concentrates damage in the connect-ing elements and/or the panel zone). In the former case, which aims to pro-mote yielding of the beam ends, the beam-to-column joint is designed to have an adequate overstrength with respect to the connected beam to ac-count for strain hardening and ran-dom material variability effects which affect the flexural resistance actually developed by the beam end. In the lat-

ter case, beam yielding is prevented as the joints are designed to develop a bending resistance less than the beam plastic moment, so that dissipation oc-curs in the connecting elements. In addition, the consequence of this with regard to column design is that the hierarchy criterion has to be applied by making reference to the maximum moment that connections are able to transmit. This design philosophy, as demonstrated by Faella et al. [10], is particularly cost-effective in cases where the beam size is mainly gov-erned by vertical rather than lateral loads, i.e. low-rise/long-span MRFs.

Traditionally, the design of MRFs [17], based on the use of full-strength beam-to-column joints, requires only the prediction of the monotonic re-sponse of connections [7, 8]. In parti-cular, in order to characterize the be-haviour of such joints, only the pre-diction of the initial stiffness and the plastic resistance is needed, whereas the cyclic behaviour is governed by the width-to-thickness ratios of the plate elements of the connected beam. Conversely, as the energy dissipation

supply of semi-continuous MRFs relies on the ability of connections to with-stand a number of excursions into the plastic range without losing their ca-pacity to sustain vertical loads, it is evident that in order to apply par-tial-strength joints successfully, proper characterization and prediction of the response of connections under cyclic loading conditions [4, 5, 11, 13, 22] are necessary. Therefore, the use of par-tial-strength joints is allowed, both in AISC and Eurocode 8, provided that the designer demonstrates the “con-formance” of the cyclic behaviour of connections adopted in the seismic load-resisting system. As a result, joints have to be pre-qualified accordingly with the ductility class of MRFs. It is for this reason that a set of pre-quali-fied connections with the correspond-ing design criteria is suggested [3]. Their cyclic behaviour has been inves-tigated experimentally and demon-strates the development of plastic ro-tation supplies compatible with the corresponding ductility class.

Unfortunately, pre-qualified con-nections are not suggested in Euro-code 8. Therefore, aiming to provide engineers with the tools they need to predict the cyclic behaviour of joints, new efforts in the development of an-alytical approaches are needed, unless specific experimental tests are carried out.

With this in mind, a number of experimental programmes dealing with the characterization of the cyclic behaviour of beam-to-column connec-tions have been carried out over last two decades. In a recent work by the authors’ research group [12], the be-haviour of bolted joints designed to possess the same strength, but de-tailed to involve different components

Experimental behaviour of friction T-stub beam-to-column joints under cyclic loads

Massimo LatourVincenzo Piluso*Gianvittorio Rizzano

DOI: 10.1002/stco.201300007

Selected and reviewed by the Scientific Committee of the 7th International Workshop of Connections in Steel Structures, 30 May – 2 June 2012, Timisoara, Romania* Corresponding author:

[email protected]

M. Latour/V. Piluso/G. Rizzano · Experimental behaviour of friction T-stub beam-to-column joints under cyclic loads

12 Steel Construction 6 (2013), No. 1

2 Experimental tests on friction materials

To start with, in order to investigate the frictional properties of different interfaces to be used in DST friction joints, a sub-assemblage comprising two layers of friction material or metal located between three steel plates made of grade S275JR steel was as-sembled at the Materials & Structures Laboratory of Salerno University (Fig. 1). In order to allow the relative move-ment of the steel plates on the inter-posed friction material, one of the in-ner plates has slotted holes.

Conversely, the other inner plate and the two outer plates have round holes. The clamping force was applied by 16 preloaded M20 grade10.9 bolts, and the holes were drilled with a ∅ 21 mm drill bit. With the aim of evaluat-ing the magnitude of the friction coef-ficient, several different layouts of the sub-assemblage were considered, var-ying four parameters: the interface, the tightening torque, the number of tightened bolts and the type of bolt washer. The frictional properties of the following five different interfaces have been evaluated (Fig. 2): – Steel on steel – Brass on steel – Friction material M0 on steel – Friction material M1 on steel – Friction material M2 on steel

In particular, two different types of washer were employed: circular flat steel washers in the first part of the

of classic rectangular T-stubs by using friction pads has also been proposed [14], with the primary aim of joint damage prevention.

This latter approach, which can be considered as an innovative appli-cation of the seismic protection strat-egy based on supplementary energy dissipation, is presented here. The main scope of the work is to investi-gate the possibility of designing dissi-pative DST connections by exploiting the cyclic behaviour of friction materi-als and by simultaneously preventing joint damage. In particular, the aim of the two innovative DST joints shown below is to dissipate the seismic input energy by means of the slippage of the stems of the tees on a friction pad, which is interposed between the tee stems and the beam flanges. In this way, under seismic loading condi-tions, the structural elements do not undergo any damage provided that rigorous design procedures for failure mode control are applied [16, 18]. However, energy dissipation is as-sured by the alternate movement of the tee stems on the friction pads, which are preloaded by means of high-strength bolts. Therefore, the present paper proposes adopting a new type of dissipative beam-to-col-umn joint, namely the dissipative DST connection with friction pads, in the seismic design of semi-continuous MRFs. Its behaviour is investigated by means of experimental tests under dis-placement control in cyclic loading conditions.

in the plastic range, has been investi-gated experimentally, pointing out the hysteretic behaviour. In particular, it has been shown that the energy dissi-pation provided by the whole joint can be obtained as the sum of the en-ergy dissipations due to the single joint components, provided that the joint components are properly identi-fied and their cyclic response is prop-erly measured. This result is very im-portant because it testifies to the ap-plicability of the component approach to the prediction of the joint behav-iour under cyclic loads as well [13]. Within the above research pro-gramme, due to the significant advan-tages from the reparability point of view, double split tee (DST) connec-tions were recognized as an interest-ing solution that can be used in dissi-pative semi-continuous MRFs. In fact, DST connections can be easily re-paired after destructive seismic events and allow joint rotational behaviour (i.e. the rotational stiffness, strength and plastic rotation supply) to govern by fixing the bolt diameter properly and by simply calibrating three ge-ometrical parameters: the width and thickness of the T-stub flange plate and the distance between the bolts and the plastic hinge arising at the stem-to-flange connection [20, 21]. On the other hand, joints involving bolted components in the plastic range also entail several disadvantages. First of all, even though experimental studies have demonstrated that bolted com-ponents are able to dissipate signifi-cant amounts of energy, it should be recognized that their hysteretic behav-iour is less dissipative compared with other joint typologies or the cyclic re-sponse of steel H-shaped sections. This is mainly due to contact and pinching phenomena, which usually lead to the quick degradation of strength and stiffness of the tee ele-ments.

For this reason, on the one hand, the use of hourglass-shaped T-stub flanges has been recently proposed [15], where, in other words, the dissi-pative capacity of classic tee elements has been improved by applying the same concepts to the T-stub flanges as are usually developed to design hyster-etic metallic dampers, such as ADAS devices [1, 9, 23, 24]. On the other hand, an innovative approach aimed at enhancing the dissipation capacity Fig. 1. Scheme of the sub-assemblage tested

13


Steel Construction 6 (2013), No. 1

haviour; in this case the maximum sliding load is reached during the first cycle, whereas in all subsequent cy-cles only degradation behaviour is ex-pected. The second type of response is characterized by three phases: first, a hardening response, then a steady-state phase and, finally, a load degra-dation phase.

The tests were carried out with a Schenck Hydropuls S56 universal test-ing machine. The testing apparatus comprised a hydraulic piston (loading capacity ± 630 kN, maximum stroke

range leading to sliding forces suitable for structural applications and for ve-locity values compatible with seismic engineering applications. In addition, the experimental work is also devoted to evaluating the variation in the slid-ing force as the number of cycles of the applied loading history increase. In fact, as already demonstrated by Pall and Marsh [19], an interface sub-jected to cyclic loading conditions can essentially respond in one of two ways. The first type of response pro-vides a monotonically softening be-

experimental programme, a packet of steel disc springs interposed between bolt head and steel plate in the sec-ond part of the work (Fig. 3). In addi-tion, the experiments were carried out by varying the bolt tightening level in the range between 200 and 500 Nm, thus obtaining different values for the clamping force acting on the sliding surfaces. The main goal of the experi-mental programme is to obtain the friction coefficients, both static and kinetic, of the materials investigated for normal force values varying in a

Fig. 2. Force–displacement curves of interfaces



proposed innovative DST connec-tions with friction pads can also be compared with the energy dissipation capacity of a traditional double split tee connection tested in a previous work [12], namely TS-CYC 04. Exper-imental tests were carried out at the Materials & Structures Laboratory of Salerno University. The testing equip-ment was that already adopted to test traditional beam-to-column connec-tions [12].

Two steel hinges, designed to re-sist shear actions up to 2000 kN and bolted to the base sleigh, were used to connect the specimens to the reacting system. The specimen is assembled with the column (HEB 200) in the horizontal position, connected to the hinges, and the beam (IPE 270) in the vertical position (Fig. 4). The loads

tion coefficient plus a quick degra-dation behaviour.

– Material M2, a hard rubber-based material developed for applications where low wear is necessary, devel-oped a quite low friction coefficient but exhibited a very stable behav-iour and high dissipation capacity.

3 Experimental tests on DST joints with friction pads

Starting from the component behav-iour, i.e. the test results of the sub-as-semblage with friction pads presented in the previous section, it was possible to design dissipative DST connections with friction pads, i.e. with interposed layers of friction material between the beam flanges and the stems of the tee elements. The cyclic behaviour of the

± 125 mm) and a self-balanced steel frame used to counteract the axial loadings. In order to measure the ax-ial displacements, the testing device is equipped with an LVDT, whereas the tension/compression loads are mea-sured by a load cell. The cyclic tests were carried out under displacement control for different displacement am-plitudes at a frequency of 0.25 Hz (Figs. 2 and 3).

The average values of the static and kinetic coefficients of friction for all the tests were determined with the following expression:

(1) m = F

m n Nb

wherem number of surfaces in contactn number of boltsNb bolt preloading forceF sliding force

The values obtained are given in Table 1.

Table 1. Values of friction coefficients

Interface mstatic mdynamic

Steel on steel 0.173 0.351

Brass on steel 0.097 0.200M0 on steel 0.254 0.254M1 on steel 0.201 0.201M2 on steel 0.158 0.180

Concerning the behaviour exhibited by the five materials under cyclic loads, the main results of the experi-mental programme can be summa-rized as follows: – The steel on steel interface exhib-

ited a high coefficient of friction, but with an unstable behaviour ini-tially characterized by a significant hardening behaviour and, subse-quently, by a quick softening be-haviour.

– The brass on steel interface exhib-ited a significant hardening behav-iour with a low static friction coef-ficient.

– Material M0, a rubber-based mate-rial developed for automotive ap-plications, exhibited a very stable behaviour and high energy dissipa-tion capacity, also under high preloading values.

– Material M1, a rubber-based mate-rial developed for electrical ma-chines, exhibited a cyclic behaviour with some pinching and a low fric-

Fig. 3. Tested specimens

Fig. 4. Experimental testing equipment

15



tial-strength connections. To this end, the proposed beam-to-column joint typology is detailed in order to dissi-pate the seismic input energy through the slippage of the friction material interposed between T-stub stem and beam flange. In particular, hierarchy criteria at the level of the joint compo-nents can be established to assure the desired connection behaviour. There-fore, starting from the design bending moment (100 kNm) established with the aim of developing the same degree of flexural strength of the traditional joints already tested in previous re-search [12], all the remaining joint components (i.e. T-stub flanges, bolts and column panel zone) have been designed to assure an adequate over-strength with respect to the friction resistance. In particular, the friction interface has been designed according to Eq. (1), considering that the force to be transmitted is simply obtained as the ratio between design bending moment and lever arm. Therefore, the desired friction resistance at the slid-ing interface has been obtained by properly fixing the number of bolts and the tightening force of the bolts fastening the tee stems to the beam flanges.

In perfect agreement with the adopted design criteria, none of the experimental tests showed any dam-age to the joint components, indicat-ing the involvement of the friction pads only. Therefore, the most impor-tant result of the experimental pro-gramme is that the proposed connec-tion typology can be subjected to re-peated cyclic rotation histories, i.e. to repeated earthquakes, by only replac-ing the friction pads and by tightening

low the relative movement between the stems of the T-stubs and the beam flanges, two slotted holes were provided in the tee stems. The slots were designed to allow a maxi-mum rotation of 70 mrad. The flanges of the T-stubs are fastened to the column flanges by means of eight M27 grade 10.9 bolts located in holes drilled with a ∅ 30 mm drill bit.

– TSJ-M2-DS-460-CYC010, which is a double split tee connection with the same characteristics of the other tested joints but with two disc springs interposed between the bolt nut and the beam flange.

The identity tag of each test specimen uniquely identifies the connection de-tail. In particular, the meaning of the letters is:1 – Joint typology, i.e. tee stub joint

(TSJ)2 – Friction interface, i.e. friction ma-

terial M1, friction material M2 and brass (B)

3 – Washer typology, if different from the standard flat washer, i.e. disc spring (DS)

4 – Bolt tightening level5 – Test number, i.e. CYC number

4 Cyclic behaviour of specimens

As already mentioned, the main goal of the work presented here is to pro-vide an innovative approach to pre-venting structural damage in the dissi-pative zones of MRFs where the main source of energy dissipation is due to beam end damage in the case of full-strength connections and damage to connecting plate elements in par-

were applied by means of two differ-ent hydraulic actuators. The first one is a MTS 243.60 actuator with a load capacity of 1000 kN in compression and 650 kN in tension and a piston stroke of ± 125 mm, which was used to apply, under force control, the axial load of 630 kN in the column. The second actuator is a MTS 243.35 with a load capacity of 250 kN in both ten-sion and compression and a piston stroke of ± 500 mm, which was used to apply, under displacement control, the desired displacement history at the beam end. The loading history was defined according to ANSI-AISC 341-10 [2]. Many parameters were monitored and acquired during the tests in order to obtain the test ma-chine history imposed by the top ac-tuator and the displacements of the different joint components.

With the aim of evaluating the beam end displacements due to the beam-to-column joint rotation only, the displacements measured by the LVDT-equipped MTS 243.35 actuator were corrected by subtracting the elastic contribution due to the beam and column flexural deformability ac-cording to the following relationship [12]:

(2)

δ j = δT3 −FLb

3

3EIb

−FLcLb

2

12EIc

×

×Lc

Lc + 2a

2

+ 6aLc + 2a

whereIb, Ic beam and column inertia mo-

mentsLc column lengthLb beam lengtha length of rigid parts due to steel

hinges

The experimental tests carried out so far concern four specimens (Fig. 5): – TSJ-M1-460-CYC08, TSJ-M2-460-

CYC09 and TSJ-B-460-CYC11, which are three double split tee connections. The first two are equipped with layers of friction ma-terial, namely M1 and M2, and the third one with a brass plate inter-posed between the tee stems and the beam flanges. The slipping in-terfaces were clamped by eight M20 grade 10.9 bolts tightened with a torque of 460 Nm. In order to al-

Fig. 5. Geometrical detail and photo of joint being tested



the consumption of the friction pads during the sliding motion.

The test on brass friction pads, TSJ-B-460-CYC11, also exhibited good behaviour in terms of the shape of the cyclic response. In fact, the cycles ob-tained are very stable, also for high plastic rotation values. Nevertheless, a bending moment value lower than the design value of 100 kNm was obtained because of poor friction resistance. This result can be justified on the basis of the results obtained from compo-nent testing. In fact, in the case of a brass-on-steel interface (Table 1), the value of the static friction coefficient is much lower than the dynamic one and, as a consequence, a bending mo-ment lower than the one expected has been obtained (Fig. 6). For this reason and considering the high cost of this

nificant pinching and strength degra-dation behaviour is seen, after which the design resistance of 100 kNm is reached (Fig. 6). This is also due to the premature fracture of the friction pad, which was not observed in com-ponent testing. For this reason, this material will be excluded from the forthcoming developments of this re-search activity.

In the case of friction material M2 (TSJ-M2-460-CYC09), a stable cy-clic response with a hardening behav-iour due to the increase in local stresses caused by the beam rotation and by the rotational stiffness due to the bending of the tee stems has been indicated (Fig. 6). Furthermore, the results show that a minor strength and stiffness degradation begins at high rotation amplitudes, probably due to

the bolts again to reach the desired preloading level. In addition, the rota-tion capacity can be easily calibrated by simply determining the length of the slots where the bolts are located. The results of the experimental pro-gramme for DST connections with friction pads are in line with the re-sults found by testing the friction com-ponent. As expected, this work shows that the cyclic behaviour of the joint is mainly governed by the cyclic be-haviour of the weakest joint compo-nent (i.e. the friction component in the cases examined).

In fact, as verified during the test TSJ-M1-460-CYC08, where material M1 was adopted, the response of the joint is very similar to that discovered during the uniaxial tests investigating the friction interface behaviour. A sig-

Fig. 6. Hysteretic curves of joints tested

17



of damage prevention. This is because the proposed DST connection is able to withstand repeated cyclic rotation histories, i.e. repeated earthquakes, by simply replacing the friction pads and retightening the connecting bolts.

Acknowledgements

This work was partly supported with the research grant DPC-RELUIS 2010-2013.

References

[1] Aiken, I., Nims, D., Whittaker, A., Kelly, J.: Testing of Passive Energy Dis-sipation Systems. Earthquake Spectra, 9(3), 1993.

[2] ANSI/AISC 341-10, American Na-tional Standard: Seismic Provisions for Structural Steel Buildings. 22 June 2010. American Institute of Steel Con-struction, Chicago, Illinois, USA.

[3] ANSI/AISC 358-10. American Na-tional Standard: Prequalified Connec-tions for Special and Intermediate Steel Moment Frames for Seismic Ap-plications. Including supplement No. 1: ANSI/AISC 358s1-11. American In-stitute of Steel Construction, Chicago, Illinois, USA.

[4] Astaneh-Asl, A.: Experimental Inves-tigation of Tee Framing Connection. AISC, 1987.

[5] Bernuzzi, C., Zandonini, R., Zanon, P.: Experimental analysis and model-ling of semi-rigid steel joints under cy-clic reversal loading. Journal of Con-structional Steel Research, 2, 1996, pp. 95–123.

[6] CEN, 2005a, Eurocode 8: Design of structures for earthquake resistance – Part 1: General rules, seismic actions and rules for buildings.

[7] CEN, 2005b, Eurocode 3: Design of steel structures – Part 1-1: General rules and rules for buildings.

for all the tests with friction materials, but the post-elastic behaviours ob-tained are quite different with respect to traditional DST connections. In fact, compared with the case of joint TS-CYC04, friction DST joints do not exhibit significant hardening behav-iour whose magnitude is limited to the effects due to the bending of the T-stub stems.

With reference to tests TS-M2-460-CYC09 and TS-M2-DS-460-CYC10, it is worth noting that the hysteresis cycles are wide and stable with no pinching. This is the reason why the joints, despite the reduced hardening behaviour, are able to dissi-pate more energy than connection TS-CYC04 (Fig. 7).

5 Conclusions

The possibility of enhancing the cyclic behaviour of traditional DST joints dissipating the seismic input energy in bolted components has been analysed in this paper. In particular, the cyclic rotational response of four double split friction tee stub beam-to-column joints adopting different friction mate-rials has been investigated. The re-sponse in terms of energy dissipation and the shape of the hysteresis loops of the proposed structural connection details have been compared with those of a traditional DST joint tested in a recent programme of experi-ments. The results obtained are very encouraging, confirming the merit of the proposed approach.

In particular, all the experimental tests have confirmed that the strategy of adopting friction pads between the components of bolted connections can be effective for the ambitious goal

material, the use of brass for friction pads will be excluded from the forth-coming research developments.

Finally, in order to reduce the problems related to the consumption of the friction material observed dur-ing test TSJ-M2-460-CYC09, another test, namely TSJ-M2-DS-460-CYC10, with the same layout but adopting disc springs interposed between the bolt head and the tee web plate, was carried out. Such a washer type is a high-resistance cone-shaped annular steel disc spring that flattens when compressed and returns to its original shape once the compression is re-lieved. In this way, the wearing of the friction material, which would lead to partial loss of the bolt preload, is com-pensated for by the action of the disc spring, which restores the force by maintaining the bolt shaft in tension. In fact, the results of test TSJ-M2-460-CYC10 have demonstrated the effec-tiveness of the disc springs adopted. Therefore, higher dissipation capacity and lower strength and stiffness deg-radation was obtained (Fig. 6).

In addition, in order to compare the cyclic behaviour of DST connec-tions with friction pads with the be-haviour of a traditional DST par-tial-strength joint dissipating in the bolted components and characterized by the same resistance, reference has been made to test TS-CYC04 (Fig. 6) [12]. In particular, the envelopes of the cyclic moment–rotation curves are shown in Fig. 7 for all the speci-mens tested, both innovative and tra-ditional.

It can be seen that the bending moment corresponding to the knee of the curve, corresponding to the design value of the joint resistance, is similar

Fig. 7. Cyclic envelopes and energy dissipation of DST connections tested



[21] Piluso, V., Faella , C., Rizzano, G.: Ul-timate Behaviour of Bolted T-stubs. Part II. Experimental Analysis, Journal of Structural Engineering, ASCE, vol. 127, No. 6, 2001, pp. 694–704.

[22] Piluso, V., Rizzano, G.: Experimen-tal Analysis and modelling of bolted T-stubs under cyclic loads. Journal of Constructional Steel Research, 64, 2008, pp. 655–669.

[23] Soong, T., Spencer Jr., B.: Supplemen-tal Energy Dissipation: State-of-the-Art and State-of-the-Practice. Engineering Structures, 24, 2002, pp. 243–259.

[24] Whittaker, A., Bertero, V., Alonso, J., Thompson, C.: UCB/EERC-89/02 Earth-quake Simulator Testing of Steel Plate Added Damping and Stiffness Elements. Berkeley: College of Engineering Univer-sity of California, 1989.

Keywords: T-stub joints; friction; beam-to-column joints; experimental; cyclic

Authors:Massimo Latour, [email protected] Piluso, [email protected] Rizzano, [email protected] – Department of Civil Engineering, University of Salerno, Italy

Beam-to-column Connections. Steel Construction, vol. 4, No. 2, June 2011, pp. 53–64.

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[16] Longo, A., Montuori, R., Piluso, V.: Theory of Plastic Mechanism Control of Dissipative Truss Moment Frames. Engi-neering Structures. 37 (2012), pp. 63–75.

[17] Mazzolani, F. M., Piluso, V.: Theory and Design of Seismic Resistant Steel Frames, E&FN Spon, an imprint of Chapman & Hall, 1st ed., 1996.

[18] Mazzolani, F. M., Piluso, V.: Plastic Design of Seismic Resistant Steel Frames. Earthquake Engineering and Structural Dynamics, vol. 26, No. 2 (1997), pp. 167–191.

[19] Pall, A., Marsh, C.: Response of Fric-tion Damped Braced Frames. Journal of the Structural Division, 108(6), 1981, pp.1313–1323.

[20] Piluso, V., Faella , C., Rizzano, G.: Ultimate behavior of bolted T-stubs. Part I: Theoretical model. Journal of Struc-tural Engineering ASCE, 127(6), 2001, pp. 686–693.

[8] CEN, 2005c, Eurocode 3: Design of steel structures – Part 1-8: Design of joints.

[9] Christopoulos, C., Filiatrault, A.: Principles of Passive Supplemental Damping and Seismic Isolation. IUSS PRESS. Pavia 2000, Italy.

[10] Faella, C., Montuori, R., Piluso, V., Rizzano, G.: Failure mode control: economy of semi-rigid frames. In: Pro-ceedings of XI European Conference on Earthquake Engineering. Paris, 1998.

[11] Faella, C., Piluso, V., Rizzano, G.: Structural Steel Semirigid Connec-tions, CRC Press, Boca Raton, Ann Ar-bor, London/Tokyo, 1999.

[12] Iannone, F., Latour, M., Piluso, V., Rizzano, G.: Experimental Analysis of Bolted Steel Beam-to-Column Connec-tions: Component Identification. Jour-nal of Earthquake Engineering, vol. 15, No. 2, Feb 2011, pp. 214–244(31).

[13] Latour, M., Piluso, V., Rizzano, G.: Cyclic Modeling of Bolted Beam-to-Column Connections: Component Ap-proach. Journal of Earthquake Engi-neering, 15(4), 2011, pp. 537–563.

[14] Latour, M., Piluso, V., Rizzano, G.: Experimental Analysis of Innovative Dissipative Bolted Double Split Tee

Experimental behaviour of friction T-stub beam-to-column joints under cyclic loads

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