SeismicBehaviorofaNovelBuckling-RestrainedSteelPlate ShearWall

Research ArticleSeismic Behavior of a Novel Buckling-Restrained Steel PlateShear Wall

Yang Li 12 Xiaofeng Zhao1 Ping Tan 345 Fulin Zhou145 and Jin Jiang 36

1College of Civil Engineering Hunan University Changsha 410082 China2Department of Civil Engineering and Transportation Engineering Yellow River Conservancy Technical InstituteKaifeng 475004 China3School of Civil Engineering Guangzhou University Guangzhou 510405 China4Guangdong Provincial Key Laboratory of Earthquake Engineering and Advanced Technology Guangzhou UniversityGuangzhou 510405 China5Key Laboratory of Earthquake Resistance Earthquake Mitigation and Structural Safety of the Ministry of EducationGuangzhou University Guangzhou 510405 China6Complex Steel Structure Research Center of Guangdong Province Guangzhou University Guangzhou 510405 China

Correspondence should be addressed to Ping Tan ptangzhueducn

Received 17 February 2021 Revised 10 August 2021 Accepted 16 August 2021 Published 23 August 2021

Academic Editor Jie Yang

Copyright copy 2021 Yang Li et al)is is an open access article distributed under the Creative Commons Attribution License whichpermits unrestricted use distribution and reproduction in any medium provided the original work is properly cited

In this study in a novel buckling-restrained steel plate shear wall (BRSPSW) with out-of-plane deformation spaces angle steelstiffeners have been installed so as to create gaps between the steel plate and the covering concrete slabs A finite elementmodel hasbeen developed to analyse the effect of the gap According to the finite element results seismic performance of this novel BRSPSWhas been tested under cyclic loading at the scale ratio of 13 )e failure pattern hysteretic characteristics skeleton curveequivalent stiffness ductility and energy dissipation have all been systematically analysed A stiffened steel plate shear wall(SPSW) has also been tested in order to determine the differences between these two steel shear walls in load-carrying capabilityand the function and significance of the gap )e test results show that the novel BRSPSW does not only significantly enhance theultimate bearing capacity stiffness ductility and accumulated energy dissipation of the SPSW but also keep the steel platebasically intact at the end of the test )is can be attributed to the existence of the gaps between the infilled steel plate and thecovering concrete slabs)e hysteretic characteristics and the strength and deformation characteristics of this novel BRSPSWhavebeen simulated by using the finite element model and the test results are in good agreement with the finite element results Hencethe BRSPSW is an excellent steel plate shear wall to be used in high rise structure to resist horizontal loadings

1 Introduction

Among the frequently used energy dissipation devices steelplate shear walls (SPSWs) have been widely used in steel andconcrete-framed structures [1] In recent decades the SPSWhas been experimentally and numerically investigated and ithas been found to be a robust and effective lateral load-resisting system exhibiting high lateral bearing capacitygood ductility and stable energy dissipation performance[2 3] Compared with the concrete shear wall SPSWs havethe following advantages (1) larger initial stiffness andbearing capacity which gives more effective control to the

lateral stiffness of the structure system (2) better ductilityand more stable energy dissipation performance whichimprove the seismic performance of the structure and (3)smaller self-weight of the structure which reduces the sizeand cost of the foundation However a thin steel plate isprone to buckle which has undesirable effects on the me-chanical performance of the shear wall [4 5] A number ofmethods have been proposed to restrain the buckling of thesteel plates such as applying different forms of stiffeners[6ndash8] providing vertical slits in the steel plate [9ndash11]lowering the yield point [12ndash14] opening holes [15 16]adopting corrugated plate web [17 18] or using steel plate

HindawiShock and VibrationVolume 2021 Article ID 5599578 21 pageshttpsdoiorg10115520215599578

shear wall with self-centering energy dissipation braces[19ndash21] but none of them have the ideal restraint effect

In order to prevent an infilled steel plate from buckling atan early stage of loading the buckling-restrained steel plateshear wall (BRSPSW) was originally proposed by Astaneh-Asl as a new lateral loading resisting system [22] So farmany other types of BRSPSWs with various structuralconfigurations have been proposed and have shown highperformance on ductility initial stiffness shear resistanceand energy absorption Zhao and Astaneh-Asl [23] studiedthe mechanical performance of the composite steel plateshear wall connected with the frame on four sides andpointed out that the premature buckling of the infilled steelplate can be prevented by the covering concrete slabs onboth sides of the infilled steel plate to improve its mechanicalperformance On this basis Guo et al [24 25] put forwardthat the diameter of bolt holes in the covering concrete slabsshould be larger than the diameter of the bolts so that thebolts have enough sliding space to ensure that the coveringconcrete slabs do not bear horizontal forces and only serve asa prevention of the infilled steel plate Guo et al [26 27] putforward the steel plate concrete composite shear wall ofwhich the infilled steel plate is only connected with the framebeam to avoid premature failure of the frame column )elayout of the steel plate concrete composite shear wall isflexible making it conducive to open doors and windows aswell as adjusting the structural rigidity Lu et al [28] putforward I-shaped buckling-restrained steel plate shear wallwith large aspect ratio Test results show that the buckling-restrained steel plate shear wall with I-shaped structure hasgood seismic performance and it is not easy to cause steelplate tearing failure due to stress concentration at thesupport Liu et al [29] theoretically studied the mechanicalbehavior of buckling-restrained steel plate shear walls(BRSPSWs) with two-side connections and various height-to-width ratios )e results show that the steel plate with asmall height-to-width ratio (lt15) has a middle shearingregion and boundary restraining regions at the left and rightedges with a width of 13 of the height of steel plate Du et al[30] and Yu et al [31] put forward the multistiffenerbuckling-restrained steel plate shear wall Test results showthat it can effectively alleviate the initial geometric imper-fections of the steel plate to avoid the overall buckling of thesteel plate and improve the pinch phenomenon of thehysteretic curve Wei et al [32 33] put forward a partiallyconnected buckling-restrained steel plate shear wall whichhas good ductility and energy dissipation performance )eultimate bearing capacity and hysteretic performance of thepartially connected buckling-restrained steel plate shear wallincrease with the increase of concrete cover thickness Jinet al [34 35] put forward the buckling-restrained steel plateshear wall with inclined slots By setting different forms ofinclined slots on the steel plate the energy of the buckling-restrained steel plate shear wall with inclined slots can beconsumed through the tension and compression deforma-tion of steel strips between the slots

However as shown in Figure 1 the corners of the infilledsteel plate are commonly torn off at the end of the tests Eventhough the surface of the infilled steel plate is basically intact

the cracks at the corners can result in a connection failurebetween the infilled steel plate and the surrounding steelconnecting plates thereby reducing the structural carryingcapacity

To solve the cracking problem of the corners of thetraditional buckling-restrained steel plate shear walls Tan[36] put forward a novel BRSPSW which provided gapsbetween the infilled steel plate and the covering concreteslabs so as to ease the stress concentration of the infilled steelplate at the four corners In this study this novel BRSPSWwith gaps between the infilled steel plate and the coveringconcrete slabs has been investigated by applying angle steelstiffeners to form the gaps )e gap thickness can be easilycontrolled by changing the thickness of the angle steelswhich greatly improves the construction precision of thegaps A quasi-static cyclic test has been conducted on thenovel BRSPSW to systematically analyse its hystereticcharacteristics skeleton curve equivalent stiffness ductilityand energy dissipation A stiffened flat SPSW has also beentested so that the differences between these two types of steelshear walls in load-carrying capability can be compared andthe function and significance of the gap can be assessed

2 Construction of Novel BRSPSW

)e construction of the novel BRSPSW is shown in Figure 2which has the following structural characteristics (1) thegaps are formed by installing angle steel stiffeners and thegap thickness is equal to the thickness of angle steels (2) atwo-sided connection is used which means that the infilledsteel plate is only connected to the top and bottom beamsand (3) the stiffeners are installed at the left and the rightedges of the infilled steel plate )e covering concrete slabsangle steel stiffeners and infilled steel plate are fixed by high-strength bolts Further the left and right edges of the infilledsteel plate and the edge of angle steel are welded )e weldedseams can be seen in Figure 2(a)

3 Gap Thickness

31 Finite Element Model In this study in order to deter-mine the suitable size of the gaps between the infilled steelplate and the covering concrete slabs a finite element (FE)model has been developed using the finite element analysissoftware ABAQUSStandard to perform push-over analysisTo guide the manufacturing of the specimens directly a one-third scaled one-bay one-story FE model has been devel-oped It is of the same construction as that of the novelBRSPSW and the same size as that of the following ex-periment specimen In the selection of scale considering thatthe smaller specimen the worse accuracy of the test andreferring to the specimensrsquo scale selected by a large numberof scholars for the steel plate shear wall test the one-thirdscale is a common and reasonable choice which can takeinto account the accuracy of the test and the limitations ofthe test space and loading capacity of the test setup )edimensions of the components in the FEmodel are shown inTable 1 Since the thickness and stiffness of the connectingplates and the fish plates are much larger than the infilled

2 Shock and Vibration

plate the deformation of the FE model is mainly manifestedin the infilled plate To simplify the FEmodel the connectingplates and the fish plates have not been included in the FEmodel Figure 3 shows the FE model )e S4R shell elementhas been used to model the infilled steel plate and the anglesteel stiffeners)e C3D8R solid element and the T3D2 trusselement have been used to model the covering concrete slabs

and the embedded reinforcement respectively)e diameterof 10mm and the double-layer double-way arrangementwith the spacing of 100mm have been used for the em-bedded reinforcement )e contact pair interaction has been

(a) (b)

FractureFracture

(c)

Figure 1 Infilled steel plate torn off at corners (a) Result of CSPSW (Guo et al [26]) (b) Result of test specimen (Jin et al [34]) (c) Result ofP-SWSW1 (Wei et al [33])

Fish plate

Connecting plate

Covered concrete slabBolt

Welded seam

Angle steel stiffener

(a)

Connecting plate

Covered concrete slab

Gap

Bolt

Infilled steel plate

Angle steel stiffenerFish plate

(b)


Bolt hole

(c)

Figure 2 Construction of novel BRSPSW (a) 3D perspective (b) Side profile (c) Infilled steel plate

Table 1 Dimensions of the components in the finite elementmodel

No Component Section (mm) Length (mm)1 Angle steel stiffener 100times10 9202 Infilled steel plate 920times 3 9003 Concrete slab 820times 740times 45

Angle steel stiffener shell element

The covering concrete solid element

Steel plate shell element

x

Y

z

Figure 3 Finite element model of the novel BRSPSW

Shock and Vibration 3

used to model the contact and interaction between thecovering concrete slabs and the infilled steel plate )enormal contact behavior between the covering concreteslabs and the infilled steel plate has been modelled using theldquohardrdquo contact When the surfaces of the covering concreteslabs and the infilled steel plate are in contact there is acontact pressure between them When the surfaces areseparated the contact pressure is zero A ldquofrictionrdquo modelhas been used to model the tangential behavior across theinterface between the infilled steel plate and the coveringconcrete slabs Wei et al [32] analysed the mechanicalbehavior of the partially connected buckling-restrained steelplate shear wall with different friction coefficients )eanalysis results showed that when the friction coefficientbetween the infilled steel plate and the covered concrete slabsincreased from 0 to 06 the bearing capacity of the partiallyconnected buckling-restrained steel plate shear wall wasalmost unchanged which means the influence of frictioncoefficient can be ignored )erefore a friction coefficient of03 has been used in the model to reflect the friction behaviorbetween infilled steel plate and the covered concrete slabsobjectively )e method of coupling out-of-plane degree offreedom has been used to model the bolts

Figure 4 shows the constitutive law of steel )e anglesteel stiffeners are made of Q345 steel with Es 210GPa andfy 345MPa )e infilled steel plate is made of Q235 steelwith Es 210GPa and fy 235MPa )e embedded rein-forcement is made of HRB335 with Es 210GPa andfy 335MPa Poissonrsquos ratio of the steel material is 03 )econcrete damaged plasticity model in ABAQUS has beenused to model the concrete material )e covering concreteslabs are made of C30 concrete with Es 30GPa andfcprime 30MPa where fc

prime is the cylinder strength of concretePoissonrsquos ratio of concrete material is 02 )e plastic co-efficients of the concrete material are shown in Table 2

In this study an initial geometric imperfection patterncorresponding to the first buckling mode of the steel platehas been assumed in the FEmodel so as to initiate the out-of-plane deflection in which the peak lateral deflection is equalto the physical gap between the infilled steel plate and thecovering concrete slabs )e elastic buckling analysis hasbeen carried out first on the infilled steel plate withoutcovering the concrete slabs in order to obtain the imper-fection shape )en a monotonic pushover displacement isapplied As such the novel BRSPSW is subjected to the shearforce up to 2 target drift

32 Effect of the Gap In order to determine the effect of thegap on the mechanical performance of the novel BRSPSW aseries of the novel BRSPSW FE models have been used tosimulate different gap thicknesses Due to the installationerror and initial geometric imperfections there is always anuneven gap between the infilled steel plate and the coveringconcrete slabs Even though the bolts are tightened there isstill a gap of 2mm to 4mm between the infilled steel plateand the cover concrete slabs As a consequence the thicknessof the gaps between the infilled steel plate and the coveringconcrete slabs varies from 50mm to 15mm Further a gap

thickness of 20mm and a flat steel plate have also beenmodelled With the increase of the gap thickness the cornerstress decreases gradually which can be seen in Table 3Figure 5 shows the load-displacement curves of the novelBRSPSW with different gap thicknesses and with the flatsteel plate A significant change in the mechanical perfor-mance of the novel BRSPSW occurs when the gap thicknessis between 7mm and 13mm Due to the increase in the gapthickness the constraint effect provided by the coveringconcrete slabs is delayed and an out-of-plane deformationspace is formed When the out-of-plane deformation of theinfilled steel plate is the same as the gap thickness thecovering concrete slabs begin to restrain the further out-of-plane deformation of the infilled steel plate which eases thestress concentration of the four corners of the infilled steelplate If the gap thickness is too large such as larger than13mm the covering concrete slabs cannot provide thetimely constraint effect Hence the bearing capacity of thenovel BRSPSW decreases )erefore in this study thesuitable gap thickness is between 7mm and 13mm

4 Experimental Programs

41 Test Specimens In order to investigate the hystereticperformance of the novel BRSPSW and the effect of the gapbetween the infilled steel plate and the covering concreteslabs on the hysteretic performance two specimens (ie oneSPSW specimen and one BRSPSW specimen) have beenfabricated and tested under the quasi-static cyclic loadingBecause of the limitation of loading capacity of the test setuptwo one-third scaled one-bay one-story specimens wereselected for the study which can also save test space )ethickness of the steel plate used in the two specimens is3mm )e size of the infilled plates is 920mmtimes 900mm forboth specimens For the BRSPSW specimen the rein-forcement in the covering concrete slabs is made of HRB335with the diameter of 10mm Based on the analysis results inSection 32 a 10mm gap thickness between the infilled steelplate and the covering concrete slabs has been chosen for

fy

εy ε

Es

Figure 4 Constitutive behaviors of steel

Table 2 Plastic coefficients of concrete

θ (deg) ε σb0σc0 kc c

30 01 116 06667 0005θ is the dilation angle ε is the eccentricity σb0 is the initial equivalent biaxialcompression strength σc0 is the initial uniaxial compression strength kc isthe stress ratio and c is the viscosity parameter


convenient construction )e detailed configurations of thetwo specimens are shown in Figures 6 and 7 )e detaileddimensions of the two specimens are shown in Tables 4 and 5

42 Test Setup Figure 8 shows the detailed test setup In thisstudy a 300 t dynamic load electrohydraulic servo testingmachine with the maximum loading speed of 500mms hasbeen used)e testbed is clamped with the grounded outsideinfinite stiffness frame Using an MTS hydraulic servo ac-tuator the horizontal reciprocating loading is applied to thespecimens )e hydraulic servo actuator creates the con-straints and the loading conditions of the two specimens asfollows

At the top )e top and outside frame beam of thespecimen is fixed thereby creating the fixed endcondition

At the bottom )e bottom of the specimen and thefour directional rolling guide rails are connected )eguide rail can move freely in the horizontal directiononly thereby creating the condition of a mobileterminal

At the loading end )e bottom end of the hydraulicservo actuator is connected to the reaction wall whilethe other end of the actuator is connected to the fourdirectional rolling guide rails in which the horizontalloading is applied to the specimen

43 Instrumentation In order to obtain the precise hys-teresis curves of the specimens a displacement transducer inthe reversed side of specimen has been used as a third-partyfeedback control displacement meter )e range and ac-curacy of the displacement transducer are plusmn150mm and001mm respectively)e layouts of the displacement meterare the same in both specimens as shown in Figure 9

44 Initial Imperfection of Steel Plate )e initial geometricimperfection of the steel plate can affect the bucklingbehavior of the SPSW specimen As such the platersquos initialout-of-plane deflection has been measured carefully usinga laser scanner prior to the test For the SPSW specimenprior to the test the initial maximum out-of-plane dis-placement of the steel plate was 12 mm which was about1331000 of the height of the steel plate )is satisfies therequirement given in Chinese code for acceptance ofconstruction quality of steel structures (GB 50205-2001[37]) which states that the initial out-of-plane imper-fection should not be more than 151000 of the platersquosheight For the BRSPSW specimen the infilled steel platewas covered by the concrete slabs Hence the initialmaximum out-of-plane displacement of the infilled steelplate could not be measured Since the two infilled steelplates were manufactured in the same batch and installedby the same workers the initial out-of-plane imperfectionof the steel plate in the BRSPSW specimen has beenassumed to satisfy the requirement given in GB 50205-2001 [37]

45 Loading Procedure In accordance with the Chinesespecification for seismic test of buildings (JGJT 101-2015[38]) the displacement control method has been used togenerate the horizontal low cyclic loading through triangularwaves)e lateral cyclic loading used in the tests is illustratedin Figure 10 )e amplitudes of the enforced horizontaldisplacement are 05mm 1mm 15mm 2mm 4mm8mm 12mm 16mm 24mm 30mm 38mm 44mm and52mm )e loading frequency is 002Hz

Table 3 Stress at the top left corner

Gap thickness (mm) Stress at the top left corner (MPa)5 23636 23607 23598 23599 235710 235511 235012 234613 234314 234015 233920 2337Flat steel plate 2337

Load

(kN

)

Gap=5 mmGap=6 mmGap=7 mmGap=8 mmGap=9 mmGap=10 mmGap=11 mm

Gap=12 mmGap=13 mmGap=14 mmGap=15 mmGap=20 mmFlat steel plate

0

50

100

150

200

250

300

350

400

2 4 6 8 10 12 14 16 18 200Displacement (mm)

Figure 5 Load-displacement curves of the novel BRSPSW withdifferent gap thicknesses and with the flat steel plate


46 Material Tests )e steel plates in the test specimens aremade of Q235 steel )e flat stiffeners and angle steelstiffeners are made of Q345 steel )ree steel samples havebeen prepared from the steel plate and three other steelsamples have been prepared from the stiffener Using thematerial tests the material properties of the steel plates and

the stiffeners have been determined and they are shown inTable 6 All the bolts used in the test specimens have astrength grade of 88 where the nominal ultimate strengthfu and yield strength fy are assumed to be 800MPa and640MPa respectively )e concrete used to precast theconcrete slabs has a designed strength grade of C30 )ree

920900

1

4

3

52

(a)

980

920

5

4

3

21200

(b)

120 120 120

900

14-Oslash26

200

140

1345

120 120 120

(c)

900800

80808080808080808080

22-Oslash22

920

840

(d)

920

100

(e)

80

30

900

80

11-Oslash22

80 80 80 80 80 80 80 80 80

(f)

Flat stiffener

Steel plate

(g)

Figure 6 Construction of SPSW specimen (a) Plan (b) Side profile (c) Top profile (d) Infilled steel plate (e) Flat stiffener (f ) Fish plate(g) Photograph of SPSW specimen


900880

1

5

63

2 7

(a)

71

5

Gap=10 mm

64

Steel Tube

3

200

2

980

920

(b)

120

Steel tube

120 120 120 120 120

6

900

14-Oslash26Side for stiffening

Side for connecting

Gap=10 mm

200

140

1345

(c)

42-Oslash22

900750

75 75 75 75 75 75 75 75 75 7575

7575

7584

092

0

7575

7575

75

(d)

820750

740

7575

7575

7575

7575

75

45

Stee

l Tub

e20

-Oslash28

times22

Reinforcement7times100-7times100

(e)

80

30

75 75 75 75 75

880

75 75 75 75 75

11-Oslash22

(f )

Figure 7 Continued


920

76010-Oslash

22

Side for stiffening

Side for stiffening

Side for connecting

Side for connecting

5010

90 6510

(g)

Concrete slab

Angle steelstiffener

Weldedseam

(h)

Figure 7 Construction of BRSPSW specimen (a) Plan (b) Side profile (c) Top profile (d) Infilled steel plate (e) Concrete slab (f ) Fishplate (g) Angle steel stiffener (h) Photograph of BRSPSW specimen

Table 4 Components of SPSW specimen

No Component Section (mm) Length (mm) Quantity1 Connecting plate 200times 20 900 22 Fish plate 80times 20 900 43 Flat stiffener 100times10 920 24 Infilled steel plate 920times 3 900 15 High-strength bolt Grade 88 M20times 80 22

Table 5 Components of BRSPSW specimen

No Component Section (mm) Length (mm) Quantity1 Connecting plate 200times 20 900 22 Fish plate 80times 20 880 4

3 Angle steel stiffener Side for stiffening 50times10 920 4Side for connecting 90times10 760 4

4 Infilled plate 920times 3 900 15 Concrete slab C30 820times 740times 45 26 High-strength bolt-B1 Grade 88 M20times150 207 High-strength bolt-B2 Grade 88 M20times 80 22

Fixed support Steel frame

Specimen

Reaction wall

Force sensor Hydraulic actuator (300t)

Floor

Loading end

Four directional equally loading linear rolling guide system

(a) (b)

Figure 8 Test setup (a) Schematic diagram of loading device (b) Loading system


concrete cubes with a dimension of 150mm have been madeand maintained under the same conditions as that of theconcrete slabs )e standard concrete compressive strengthmeasured by the axial compression test is 3375Nmm2

5 Test Phenomena and Destruction Form

51 SPSW During the whole loading period the SPSWspecimen showed the processes in which the buckling tensionfields occurred and developed alternately in the front and backoutside space of the steel plate Each conversion of bucklingtension fields from one side to the other side of the steel platewas accompanied with a high decibel ldquoclangrdquo sound When theloading displacement of the SPSW specimen was 2mm the

steel plate formed one main tension field in the diagonal di-rection as shown in Figure 11(a) When the displacementincreased to 8mm two small buckling waves appeared on bothsides of the main tension field as shown in Figure 11(b) As thedisplacement continued to increase to 24mm the tension fieldswere developing continuously )e two small buckling wavesexpanded gradually to become two large secondary tensionfields in which one endwas near the top or bottomof the beamand the other end was near the stiffener as shown inFigure 11(c)When the displacement was 30mm the secondarytension fields continued to expand)e secondary tension fieldswere mainly dependent on the anchorage effect of the stiffenersAs shown in Figure 11(d) two stiffeners are bending inwardwith the increased tensile force in the steel plate

Force

Displacement meter

(a) (b)

Figure 9 Layout of displacement meter (reversed side) (a) Schematic diagram of displacement meter (b) Photograph of displacementmeter

Disp

lace

men

t (m

m)

200 400 600 800 1000 1200 1400 1600 1800 20000Time (s)

-60-50-40-30-20-100102030405060

Figure 10 Loading program

Table 6 Material properties of steel

Name of sample Nominal thickness t (mm) Yield strength fy (Nmm2) Ultimate strength fu (Nmm2) Elongation σh ()Steel plate 3 225 398 45Stiffener 10 354 533 32


)e out-of-plane deformation of the steel plate could notbe fully recovered even after it was completely uninstalledAs shown in Figure 12(a) there are five obvious half waveson the steel plate surface of which the maximum residualout-of-plane deformation was 60mm )e final destructionform of the buckling wave was between the overall bucklingand the local buckling )ere were seven tearing cracks onthe surface of the steel plate all of which were located at thejunction of the buckling half waves of the steel plate Amongall the cracks the length of Crack 1 is longer than 120mmwhile Cracks 2 3 and 4 are obvious cross-cracks Further asshown in Figure 12(b) apart from the cracks on the surfaceof the steel plate there is one tearing crack on the bottomright corner and the length of this crack is close to 150mmAs shown in Figure 12(c) the inward bending deformationof the stiffener is very serious of which the maximum de-formation is 40mm

52 BRSPSW During each loading and unloading processwhen the buckling waves were transformed there was awhisper made by friction and the sound ldquodongrdquo made by theimpact between the infilled steel plate and the coveringconcrete slabs With the increasing number of bolts therewas a ldquoclangrdquo sound when the bolt slipped during the wholeloading processWhen the loading displacement was 24mmthe top left corner of the covering concrete slabs cracked dueto the squeeze between the covering concrete slabs and thestiffeners as shown in Figure 13(a) When the displacement

increased to 30mm the cracking part of the coveringconcrete slabs continued to squeeze the stiffeners whichcaused the existing cracks to develop further )e top rightcorner of the covering concrete slabs started to crack for thesame reason When the loading displacement was 38mmthe squeezing cracks in the top corners became very seriousand developed downwards At the same time the bottomright corner of the covering concrete slabs started to crackfor squeezing A slanting crack which ran through the wholecovering concrete slabs and extended to the top right cornerappeared as the impact between the infilled steel plate andthe covering concrete slabs continued as shown inFigure 13(b) )e final state of destruction is shown inFigure 13(c) It can be observed that a large area of theconcrete slab is peeled off

)e final state of the infilled steel plate is shown inFigure 14 It can be observed that the out-of-plane dis-placement of the infilled steel plate has been restrainedeffectively by the covering concrete slabs)ere are twomaintension fields crossing each other along the diagonal lineswhich have been developed significantly )ere are localbucklings in the four triangular sections which are dividedby the twomain tension fields)ere are twelve cracks on thesurface of the infilled steel plate all of which are located atthe junction of the buckling half waves of the steel plate or inthe two main tension fields Obvious frictional imprintscaused by the covering concrete slabs and the infilled steelplate can be observed at the positions of the cracks)is is anindication that the energy dissipation performance of the

Main tension field

(a)

Small buckling wave

(b)

Secondary tension field

(c)

Inward bending

(d)

Figure 11 Deformation of SPSW specimen under different loading displacements (a) 2mm (b) 8mm (c) 24mm (d) 30mm


BRSPSW is better than that of the SPSW )e coveringconcrete slabs did not only restrain the buckling of theinfilled steel plate but also squeezed and rubbed with theinfilled steel plate effectively both of which helped to

dissipate the seismic energy Apart from the cracks on theplate surface all of the corners of the steel plate did not tearwhich is an indication that the destruction of the infilled steelplate was not very serious Even as the experiment

3

76

5

42

1

(a)

Crack

(b)

40 mm

(c)

Figure 12 Destruction of SPSW specimen (a) Cracks on the steel plate surface (b) Crack in the corner of the steel plate (c) Inward bendingof the steel plate

Crack

(a)

Slanting crack

(b)

Concrete peeling off

(c)

Figure 13 Deformation of BRSPSW specimen under different loading displacements (a) 24mm (b) 38mm (c) Final state of destruction


continued the infilled steel plate still continued to carry theloads and dissipate energy although it was losing theconstraint of the covering concrete slabs Due to the exis-tence of the gaps between the infilled steel plate and thecovering concrete slabs the covering concrete slabs not onlybore the squeezes and frictions with the infilled steel platebut also bore the impact by the infilled steel plate when thebuckling waves of the infilled steel plate transformed )isincreased the burdens on the covering concrete slabs andlessened the burdens on the infilled steel plate Comparedwith the SPSW the positions of the cracks on the surface ofthe BRSPSW are more symmetrical )e lengths of thetwelve cracks are shorter )ere are no cracks at the fourcorners of the infilled steel plate

6 Discussions of Test Results

61 Elastic Stiffness and Shear Resistance Figure 15 shows acomparison of the hysteretic behavior of the two specimens)e hysteretic behavior is characterized by the relationshipbetween the applied lateral forces and lateral displacementsIt can be observed that the BRSPSW specimen exhibits goodperformance in terms of initial stiffness ultimate strengthductility and energy dissipation)e SPSW specimen showsstable cyclic behavior along with obvious pinching that ismainly attributed to the occurrence of buckling in steel plate)e pinching of the BRSPSW specimen has been improvedby installing the covering concrete slabs to limit the de-velopment of tension fields but there was still somepinching which is mainly attributed to the gaps between theinfilled steel plate and the covering concrete slabs Furtherthe SPSW specimen shows some nonlinear material be-havior at the drift ratio level of about 044 (4mm) and theBRSPSW specimen shows some nonlinear material behaviorat the drift ratio level of about 022 (2mm) where theinfilled steel plates have yielded in the tension field At thesepoints the hysteresis loops are significantly open and thepeak forces are about 259 kN and 228 kN respectively

A summary of the specimensrsquo response at different cyclelevel is shown in Table 7 In addition the initial stiffnessyield point ultimate load and maximum displacement ofthe test specimens are shown in Table 8 Further the skeleton

curves of the loads versus displacements are compared inFigure 16 )ese curves have been developed by plotting thepoints with the peak displacement of each cycle level andcorresponding applied force From the curves it can beobserved that the covering concrete slabs have a significanteffect on the initial stiffness and the shear resistance of theinfilled steel plate With the constraints of the coveringconcrete slabs the initial stiffness of the BRSPSW specimenhas increased by 16 times higher than that of the SPSWspecimen )e maximum resistance of the BRSPSW speci-men is approximately 16 times higher than that of the SPSWspecimen

Stiffness degradation characteristic can reflect the cu-mulative damage of structure which is one of the importantcharacteristics of structural dynamic performanceAccording to the definition in the Chinese specification forseismic test of buildings (JGJT 101-2015 [35]) the equiv-alent stiffness Ki can be expressed as follows

Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)

where +Fi and minusFi are the load values at the i-th positive peakpoint and the i-th negative peak point respectively and +Xiand minusXi are the displacement values at the i-th positive peakpoint and the i-th negative peak point respectively Fig-ure 17 shows a comparison of the equivalent stiffness be-havior of the two specimens )e initial stiffness of theBRSPSW specimen is much higher than that of the SPSWspecimen which is mainly attributed to the constraint effectof the covering concrete slabs on both sides of the infilledsteel plate of the BRSPSW specimen)e equivalent stiffnessof both specimens degenerates gradually with the increase ofloading displacement and the degradation speed of bothspecimens is fast at the beginning of loading After theloading displacement exceeds 10mm the degradation speedof both specimens slows down and tends to be stable At theend of the test the equivalent stiffness of both specimens is

8

12 3

4 5

6

7

9

11

12

10

Figure 14 Destruction of infilled steel plateSPSWBRSPSW

Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

Figure 15 Hysteretic curves of both specimens


Table 7 Cyclic test histories

Load procedure Loadstep

Number ofcycles

Cumulative number ofcycles

Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )

SPSWDisplacementcontrolled 1 3 3 6894 057 006

2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564

BRSPSWDisplacementcontrolled 1 3 3 10685 056 006

2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564

Table 8 Hysteretic behavior of test specimens

Specimen Initial stiffness(K0 kNmm) Yield load (Vy kN)

Yield displacement(Δy mm)

Ultimate load(Vu kN)

Maximum displacement(Δt mm)

Ductility ratio(ΔtΔy)

SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

Figure 16 Skeleton curves of both specimens

SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

Figure 17 Equivalent stiffness curves of both specimens


close about 10 kNmm )e equivalent stiffness of theBRSPSW specimen is higher than that of the SPSW speci-men during the whole loading process

62 Ductility )e test results show that both specimensSPSW and BRSPSW have good ductility According to thedefinition in the AISC [39] the ductility factor μ can beexpressed as follows

μ Δt

Δy

(2)

where Δt is the maximum displacement that can be obtainedduring the tests and Δy is the idealized yield displacement)e idealized yield point is defined by the principle of energyconservation as shown in Figure 18 where the area enclosedby the idealized elastoplastic envelope curve is equal to thatenclosed by the actual envelope curve )e ductility factorsof the specimens are shown in Table 8 It can be observedthat the ductility factors of both SPSW and BRSPSWspecimens have exceeded 120 which is an indication ofgood ductility performance

63 Energy Dissipation Capacity )e amount of energydissipation is an important factor in seismic design )ecumulative energy dissipations of the two specimens at percycle level are presented in Figure 18 )e energy dissipationis calculated using the average area enclosed by the threecomplete load-displacement cycle curves at each displace-ment level)e energy dissipated by the SPSW and BRSPSWspecimens is nearly identical for the drift ratio cycle levelbelow 022 (2mm) When the drift ratio cycle level be-comes higher the energy dissipation by the BRSPSWspecimen exceeds that of the SPSW specimen and at the564 drift ratio cycle level (52mm) the energy dissipationby the BRSPSW specimen is greater by a factor of ap-proximately 154 In addition it can be seen from Figure 19that the energy dissipated by the BRSPSW specimen with thecovering concrete slabs is greater than that dissipated by theSPSW specimen

7 Numerical Analyses of the Novel BRSPSW

)e novel BRSPSW specimen presented in this paper comeswith specific dimensions and parameters which do not coverthe full range of cases that might be encountered in practiceIt is therefore necessary to develop a numerical model toinvestigate the behavior of the novel BRSPSW with differentgeometry avoiding a large expense of conducting additionaltests )us a reliable FE model is developed herein tosimulate the behavior of the novel BRSPSW subjected tocyclic loading Meanwhile the FE model will be validatedusing the test results so that it can be used to further analysethe other novel BRSPSW with different configurations

71 Finite Element Model To simulate the hysteretic char-acteristics and the strength-deformation characteristics ofthe novel BRSPSW the same finite element (FE) model as

that in Section 31 has been developed using the finite el-ement analysis software ABAQUSStandard Dynamic toperform hysteretic analysis )e dimensions of each com-ponent are exactly the same as those of the test specimenBRSPSW which can be seen in Table 5 )e gap thickness is10mm)e angle steel stiffeners are made of Q345 steel withEs 210GPa and fy 354MPa and the infilled steel plate ismade of Q235 steel with Es 210GPa and fy 225MPawhich are the same as those in the material tests results inTable 6 )e linear kinematic hardening model was used tosimulate the inelastic behavior of steel material in whichα 002 as shown in Figure 20 Poissonrsquos ratio of the steelmaterial is 03 )e concrete damaged plasticity model inABAQUS has been used to model the concrete material )ecovering concrete slabs are made of C30 concrete withEs 30GPa and fc

prime 30MPa where fcprime is the cylinder

strength of concrete Poissonrsquos ratio of concrete material is02)e plastic coefficients of the concrete material adopt thesame values in Table 2 Regarding the initial geometricimperfection of the infilled steel plate it is recommended in

Load V

Displacement ∆

Idealized load-displacement curve

Actual push-over curve

∆y

K0

Vy

∆t

Figure 18 General idealized relationship of shear loading versusdisplacement

SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)

Figure 19 Cumulative energy dissipation at each loading step ofboth specimens


GB50205-2001 [34] that it should be not greater than 1permilndash15permil of the storey height Herein an initial geometricimperfection of 10mm is adopted

72 Validation of FE Model against Test Results )e elasticbuckling analysis has been carried out first on the infilledsteel plate without covering the concrete slabs in order toacquire the imperfection shape )en the horizontal lowcyclic loading which is the same as that in the test loadingprocedure is applied to the novel BRSPSW finite element(FE) model as shown in Figure 10 )e test results of thenovel BRSPSW described in Section 61 are used to verify theproposed FE model Figure 21 shows the comparison be-tween the finite element results and the test results of thenovel BRSPSW under horizontal low cyclic loading In thecomparison of hysteretic curves the finite element resultscan reflect the hysteretic characteristics of the novelBRSPSW in a certain extent as shown in Figure 21(a) In thecomparison of skeleton curves the finite element results canreflect the strength-deformation characteristics of the novelBRSPSW well as shown in Figure 21(b) However thehysteretic curve of the finite element results is fuller than thatof the test results and the initial stiffness and bearing ca-pacity of the finite element results are higher than those ofthe test results which are all mainly attributed to the slippingbetween the infilled steel plate and the fish plate and thatbetween the bolts and the bolt holes in test Overall it can beobserved that the proposed FE model can reasonably predictthe shear resistance overall hysteretic responses and skel-eton curve of the test specimen)us based on the validatedFE model an extensive parametric study can be performedto investigate the seismic behavior of the novel BRSPSW

73 Parametric Studies on the Novel BRSPSW )e validatedFE model is employed to conduct the nonlinear analysis ofthe novel BRSPSW with various geometric conditions Atotal of 22 FE models is built having different slendernessratio (heightthickness) and aspect ratio (widthheight) ofinfilled steel plate concrete slab thickness and gap thicknessbetween the infilled steel plate and the covering concrete

slabs )e lateral cyclic loading is adopted in FE models andeach level of load is cycled only once to improve compu-tational efficiency)e amplitudes of the enforced horizontaldisplacement are 05mm 1mm 15mm 2mm 4mm6mm 8mm 12mm 16mm and 20mm

731 Effect of Slenderness Ratio of Infilled Steel Plate Toevaluate the effect of the slenderness ratio of infilled steelplate on the shear resistance and hysteretic behavior of thenovel BRSPSW four FE models with various slendernessratio λ namely 150 200 300 and 600 are built in thissection where the height of the infilled steel plate is keptconstant as 900mm and the corresponding thickness is6mm 45mm 3mm and 15mm respectively )e geo-metric and material properties of FE models are listed inTable 9 Because of the different amounts of steel used forinfilled steel plates in FE models with different slendernessratios it is difficult to compare the seismic behavior of thenovel BRSPSW under different slenderness ratios directly)erefore the shear load is given in the form of averageshear stress τ to describe the shear resistance and hystereticbehavior of the novel BRSPSW which can be expressed asfollows

τ V

T times L (3)

where V is shear load T is the thickness of infilled steel plateand L is the width of infilled steel plate It can be seen fromFigure 22 that the slenderness ratio of infilled steel plate has agreat effect on the shear resistance and hysteretic behavior ofthe novel BRSPSW Because of the increase of infilled steelplatersquos thickness with the decrease of the slenderness ratiothe hysteretic curves of the novel BRSPSWbecome fuller andfuller and the ultimate average shear stress increasesgradually )e ultimate average shear stress of the FE modelwith the slenderness ratio of 150 is about 160MPa Up to theslenderness ratio of 600 the ultimate average shear stressdramatically drops to 117MPa and approximately 73 ofthe former

732 Effect of Aspect Ratio of Infilled Steel Plate To evaluatethe effect of the aspect ratio of infilled steel plate on the shearresistance and hysteretic behavior of the novel BRSPSWfour FE models with various aspect ratios namely 05 1015 and 20 are built in this section where the height of theinfilled steel plate is kept constant as 900mm and thecorresponding width is 450mm 900mm 1350mm and1800mm respectively )e geometric and material prop-erties of FE models are listed in Table 10 Because of thedifferent amounts of steel used for infilled steel plates in FEmodels with different aspect ratios the shear load is alsogiven in the form of average shear stress τ which can becalculated by equation (3) It can be seen from Figure 23 thatthe aspect ratio of infilled steel plate has a great effect onhysteretic behavior but a little effect on shear resistance ofthe novel BRSPSW With the decrease of the aspect ratio ofinfilled steel plate the bending deformation component hasa more significant effect on the seismic behavior of the novel

EsEs

αEs

σ

fy

fy

εy ε

Figure 20 Stress-strain relationship of steel


Test ResultsFE Analysis Results

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)

Figure 21 Comparison between test results and FE analysis results (a) Hysteretic curves (b) Skeleton curves

Table 9 Details of FE models (slenderness ratio)

FE modelInfilled steel plate

Slenderness ratio (λHT) Aspect ratio (LH) Concrete slabthickness (mm) Gap thickness (mm)Width

(L mm)Height(H mm)

)ickness(T mm)

Model 1-1 900 900 6 150 10 45 10Model 1-2 900 900 45 200 10 45 10Model 1-3 900 900 3 300 10 45 10Model 1-4 900 900 15 600 10 45 10

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)

Figure 22 )e effect of slenderness ratio (a) Hysteretic curves (b) Skeleton curves


BRSPSW )erefore the hysteretic curve of the FE modelwith the aspect ratio of 05 is the fullest )e ultimate averageshear stress of the FE model with the aspect ratio of 05 isabout 146MPa Up to the aspect ratio of 20 the ultimateaverage shear stress dramatically drops to 154MPa andapproximately 105 of the former

733 Effect of Concrete Slab Eickness )e concrete slabscan effectively restrain the buckling of infilled steel platedepending on whether it can provide sufficient out-of-planestiffness )e concrete slab thickness directly affects its out-of-plane stiffness To evaluate the effect of the concrete slabthickness on the shear resistance and hysteretic behavior ofthe novel BRSPSW six FE models with various concrete slabthickness namely 15mm 30mm 45mm 60mm 75mmand 90mm are built in this section where the height and thewidth of the infilled steel plate are kept constant as 900mmand 900mm respectively )e geometric and materialproperties of FE models are listed in Table 11 It can be seenfrom Figure 24 that an increase in shear resistance is ap-parently observed and the hysteretic curves become fullergradually as the concrete slab thickness is varied from 15mmto 75mm After the concrete slab thickness of 75mm isreached the ultimate bearing capacity of the novel BRSPSW

will hardly increase It indicates that after a certain value ofthe concrete slab thickness is reached the concrete slab canprovide sufficient out-of-plane stiffness to avoid the bucklingof infilled steel plate

734 Effect of GapEickness Compared with the traditionalbuckling-restrained steel plate shear walls clamped byinfilled steel plate and concrete slabs through bolts the gapthickness between the infilled steel plate and the coveringconcrete slabs has a great effect on the seismic behavior ofthe novel BRSPSW To evaluate the effect of the gapthickness on the shear resistance and hysteretic behavior ofthe novel BRSPSW eight FE models with various gapthickness namely 5mm 75mm 10mm 125mm 15mm175mm 20mm and 30mm are built in this section wherethe height and the width of the infilled steel plate are keptconstant as 900mm and 900mm respectively )e geo-metric and material properties of FE models are listed inTable 12 It can be seen from Figure 25 that with the increaseof the gap thickness the restrained effect of the concreteslabs on the infilled steel plate decreases resulting in anobvious drop of the ultimate bearing capacity of the novelBRSPSW )e ultimate bearing capacity of the FE modelwith the gap thickness of 5mm is about 400 kN Up to the

Table 10 Details of FE models (aspect ratio)



(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)

Figure 23 )e effect of aspect ratio (a) Hysteretic curves (b) Skeleton curves


Table 11 Details of FE models (concrete slab thickness)



(L mm)Height(H mm)

)ickness(T mm)

Model 3-1 900 900 3 300 10 15 10Model 3-2 900 900 3 300 10 30 10Model 3-3 900 900 3 300 10 45 10Model 3-4 900 900 3 300 10 60 10Model 3-5 900 900 3 300 10 75 10Model 3-6 900 900 3 300 10 90 10

Thickness = 15 mmThickness = 30 mmThickness = 45 mm Thickness = 90 mm

Thickness = 60 mmThickness = 75 mm

-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)

Figure 24 )e effect of concrete slab thickness (a) Hysteretic curves (b) Skeleton curves

Table 12 Details of FE models (gap thickness)



(L mm)Height(H mm)

)ickness(T mm)

Model 4-1 900 900 3 300 10 45 5Model 4-2 900 900 3 300 10 45 75Model 4-3 900 900 3 300 10 45 10Model 4-4 900 900 3 300 10 45 125Model 4-5 900 900 3 300 10 45 15Model 4-6 900 900 3 300 10 45 175Model 4-7 900 900 3 300 10 45 20Model 4-8 900 900 3 300 10 45 30


gap thickness of 30mm the ultimate bearing capacity dropsto 326 kN and approximately 815 of the former

8 Conclusions

In this study a novel energy dissipation device the BRSPSWhas been proposed as a lateral load-resisting system in high-rise structures to dissipate energy due to earthquake inretrofitted or newly constructed structures Two scaled testspecimens have been fabricated and tested Furthermore anextensive parametric study is also conducted to investigatethe effect of the slenderness ratio and aspect ratio of infilledsteel plate concrete slab thickness and gap thickness be-tween the infilled steel plate and the covering concrete slabson seismic behavior of the novel BRSPSW Based on theinvestigations the following conclusions can be drawn

(1) As a lateral load-resisting system in high-risestructures the BRSPSW can bear the load once theinterstory displacement occurs )e BRSPSW willyield and begin to dissipate energy when the inter-story drift ratio is 022 which is earlier than that ofthe buckling of the infilled steel plate and makes theBRSPSW a good energy dissipation device At thesame time the infilled steel plate of the BRSPSW isonly connected with the surrounding frame beams)ere will be no additional bending moment pro-duced to the frame columns )erefore the pre-mature failure of the frame columns can be avoidedto ensure the structural safety At the same time thelayout of the BRSPSW is flexible in structures

(2) At the initial stage of test loading the SPSWrsquoshysteretic curve was inverted S shape with poorenergy dissipation capacity but the BRSPSWrsquos wasshuttle shape with good energy dissipation capacity

However with the increase of loading displacementthe BRSPSWrsquos hysteretic curve was graduallytransformed into bow shape and finally into invertedS shape )e hysteresis performance of the BRSPSWhas been improved to a certain extent Due to thegaps between the infilled steel plate and the coveringconcrete slabs it is difficult to completely limit theout-of-plane buckling of the infilled steel plateresulting in obvious pinch effect of hysteresis curve

(3) With the constraints of the covering concrete slabsthe initial stiffness of the BRSPSW has increased by16 times higher than that of the SPSW )e maxi-mum resistance of the BRSPSW is approximately 16times higher than that of the SPSW )e energydissipation by the BRSPSW exceeds that of the SPSWby a factor of approximately 154 at the 564 driftratio cycle level (52mm)

(4) )e novel BRSPSW deferred the destruction of theinfilled steel plate )e infilled steel plate maintainedbasic integrity at the end of test and there were nocracks at the four corners of the infilled steel platewhich is an indication that the infilled steel plate stillhad the capacity of carrying loads and dissipatingenergy

(5) )e covering concrete slabs not only bear thesqueezes and frictions with the infilled steel plate butalso bear the impact by the infilled steel plate whenthe buckling waves of the infilled steel plate trans-formed which accelerated its destruction So thecovering concrete slabs should meet a higherrequirement

(6) )e gap between the infilled steel plate and thecovering concrete slab forms an out-of-plane

Thickness = 5 mmThickness = 75 mmThickness = 10 mmThickness = 125 mm



-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)

Figure 25 )e effect of gap thickness (a) Hysteretic curves (b) Skeleton curves


deformation space of the infilled steel plate )is canease the stress concentration of the four corners ofthe infilled steel plate and significantly change themechanical form of the novel BRSPSW

(7) )e test results show that the novel BRSPSW hashigh initial stiffness adequate ductility excellentenergy absorption capacity and stable hysteresisloop )erefore the proposed BRSPSW system is aneffective solution to dissipate energy due to the re-versal wind or earthquake loads

(8) )e parametric studies conducted using the non-linear finite element analysis method show that theslenderness ratio and aspect ratio of infilled steelplate concrete slab thickness and gap thicknessbetween the infilled steel plate and the coveringconcrete slabs can have significant effect on theseismic performance of the novel BRSPSW )eshear resistance and hysteretic behavior are greatlyimproved with the decrease of the slenderness ratioand the gap thickness as well as the increase of theconcrete slab thickness However after a certainvalue of the concrete slab thickness is reached theultimate bearing capacity of the novel BRSPSW willhardly increase In addition the aspect ratio has agreat effect on hysteretic behavior but a little effect onshear resistance of the novel BRSPSW With thedecrease of the aspect ratio the hysteretic curve ofthe FE model becomes fuller

Data Availability

)e data used to support the findings of this study areavailable from the corresponding author upon request

Conflicts of Interest

)e authors declare that there are no conflicts of interestregarding the publication of this paper

Acknowledgments

)is work was financially supported by National Key RampDProgram of China under Grant no 2017YFC0703600 theNational Natural Science Foundation under Grant no51978185 Key RampD and Promotion Projects in HenanProvince under Grant no 192102310520 and Key ScientificResearch Projects of Colleges and Universities in HenanProvince under Grant no 20A560016

References

[1] L J )orburn G L Kulak and C J Montgomery Analysis ofSteel Plate Shear walls Structural Engineering Report no 107Department of Civil Engineering University of AlbertaEdmonton Canada 1983

[2] A Astaneh-Asl Seismic Behavior and Design of Steel ShearwallsndashSEONC Seminar Structural Engineers Associate ofNorthern California San Francisco CA USA 2001

[3] Y Lv L Li D Wu B Zhong Y Chen and N chouwldquoExperimental investigation of steel plate shear walls under

shear-compression interactionrdquo Shock and Vibrationvol 2019 Article ID 8202780 11 pages 2019

[4] M Elgaaly V Caccese and C Du ldquoPost-buckling behavior ofsteel-plate shear walls under cyclic loadsrdquo Journal of Struc-tural Engineering ASCE vol 2 no 119 pp 588ndash605 1993

[5] V Caccese M Elgaaly and R Chen ldquoExperimental study ofthin steel-plate shear walls under cyclic loadrdquo Journal ofStructural Engineering ASCE vol 119 no 2 pp 573ndash5881991

[6] M A Sigariyazd A Joghataie and N K A Attari ldquoAnalysisand design recommendations for diagonally stiffened steelplate shear wallsrdquoEin-Walled Structures vol 103 pp 72ndash802016

[7] J-G Yu X-T Feng B Li and J-P Hao ldquoCyclic performanceof cross restrained steel plate shear walls with transversebracesrdquo Ein-Walled Structures vol 132 pp 250ndash264 2018

[8] Z G Cao Z C Wang P Du et al ldquoResearch on steel plateshear walls stiffened with X-shaped restrainers hystereticbehavior and effect of height-to-thickness ratio of steel platerdquoEin-Walled Structures vol 144 Article ID 106316 2019

[9] W Wang J H Kong Y F Zhang and G Chu ldquoSeismicbehavior of self-centering modular panel with slit steel plateshear walls experimental testingrdquo Journal of Structural En-gineering ASCE vol 144 no 1 Article ID 04017179 2018

[10] J Lu S Yu J Xia X Qiao and Y Tang ldquoExperimental studyon the hysteretic behavior of steel plate shear wall with un-equal length slitsrdquo Journal of Constructional Steel Researchvol 147 pp 477ndash487 2018

[11] J Y Lu L N Yan Y Tang and H Wang ldquoStudy on seismicperformance of a stiffened steel plate shear wall with slitsrdquoShock and Vibration vol 2015 Article ID 689373 16 pages2015

[12] Z-y Ma J-p Hao andH-s Yu ldquoShaking-table test of a novelbuckling-restrained multi-stiffened low-yield-point steel plateshear wallrdquo Journal of Constructional Steel Research vol 145pp 128ndash136 2018

[13] M G Azandariani M Gholhaki and M A Kafi ldquoExperi-mental and numerical investigation of low-yield-strength(LYS) steel plate shear walls under cyclic loadingrdquo EngineeringStructures vol 203 Article ID 109866 2020

[14] Y Suo S Fan C Li S Zeng and C Liu ldquoParametric analysison hysteresis performance and restoring force model of LYPsteel plate shear wall with two-side connectionsrdquo Interna-tional Journal of Steel Structures vol 20 no 6 pp 1960ndash19782020

[15] A Arabzadeh and H R Kazemi Nia Korrani ldquoNumerical andexperimental investigation of composite steel shear wall withopeningrdquo International Journal of Steel Structures vol 17no 4 pp 1379ndash1389 2017

[16] M Bypour M Kioumarsi and M Yekrangnia ldquoShear ca-pacity prediction of stiffened steel plate shear walls (SSPSW)with openings using response surface methodrdquo EngineeringStructures vol 226 Article ID 111340 2021

[17] C Dou Z-Q Jiang Y-L Pi and Y-L Guo ldquoElastic shearbuckling of sinusoidally corrugated steel plate shear wallrdquoEngineering Structures vol 121 pp 136ndash146 2016

[18] Q Cao and J Huang ldquoExperimental study and numericalsimulation of corrugated steel plate shear walls subjected tocyclic loadsrdquo Ein-Walled Structures vol 127 pp 306ndash3172018

[19] L Xu J Liu and Z Li ldquoBehavior and design considerations ofsteel plate shear wall with self-centering energy dissipationbracesrdquo Ein-Walled Structures vol 132 pp 629ndash641 2018


[20] J L Liu L H Xu and Z X Li ldquoDevelopment and experi-mental validation of a steel plate shear wall with self-centeringenergy dissipation bracesrdquo Ein-Walled Structures vol 148Article ID 106598 2020

[21] L H Xu J L Liu and Z X Li ldquoParametric analysis andfailure mode of steel plate shear wall with self-centeringbracesrdquo Engineering Structures vol 237 no 1 Article ID112151 2021

[22] A Astaneh-Asl ldquoSeismic behavior and design of compositesteel plate shear wallsrdquo Steel TIPS Report Structural SteelEducational Council Moraga California 2002

[23] Q Zhao and A Astaneh-Asl ldquoCyclic behavior of traditionaland innovative composite shear wallsrdquo Journal of StructuralEngineering vol 130 no 2 pp 271ndash284 2004

[24] Y L Guo Q L Dong and M Zhou ldquoTests and analysis onhysteretic behavior of buckling-restrained steel plate shearwallrdquo Journal of Building Structures vol 30 no 1 pp 31ndash392009

[25] Y L Guo M Zhou and Q L Dong ldquoHysteretic behavior ofbuckling-restrained steel plate shear wallrdquo Engineering Me-chanics vol 26 no 2 pp 108ndash114 2009

[26] L Guo R Li Q Rong and S Zhang ldquoCyclic behavior ofSPSW and CSPSW in composite framerdquo Ein-WalledStructures vol 51 pp 39ndash52 2012

[27] L Guo Q Rong B Qu and J Liu ldquoTesting of steel plate shearwalls with composite columns and infill plates connected tobeams onlyrdquo Engineering Structures vol 136 pp 165ndash1792017

[28] Y Lu G Q Li and G Li ldquoSlim buckling-restrained steel plateshear wall and simplified modelrdquo Advanced Steel Construc-tion vol 8 no 3 pp 282ndash294 2012

[29] W-Y Liu G-Q Li and J Jiang ldquoMechanical behavior ofbuckling restrained steel plate shear walls with two-sideconnectionsrdquo Engineering Structures vol 138 pp 283ndash2922017

[30] Y Du J Hao J Yu et al ldquoSeismic performance of a repairedthin steel plate shear wall structurerdquo Journal of ConstructionalSteel Research vol 151 pp 194ndash203 2018

[31] J-G Yu L-M Liu B Li J-P Hao X Gao and X-T FengldquoComparative study of steel plate shear walls with differenttypes of unbonded stiffenersrdquo Journal of Constructional SteelResearch vol 159 pp 384ndash396 2019

[32] M-W Wei J Y R Liew M-X Xiong and X-Y FuldquoHysteresis model of a novel partially connected buckling-restrained steel plate shear wallrdquo Journal of ConstructionalSteel Research vol 125 pp 74ndash87 2016

[33] M-W Wei J Y R Liew Y Du and X-Y Fu ldquoSeismicbehavior of novel partially connected buckling-restrainedsteel plate shear wallsrdquo Soil Dynamics and Earthquake En-gineering vol 103 pp 64ndash75 2017

[34] S Jin J Bai and J Ou ldquoSeismic behavior of a buckling-re-strained steel plate shear wall with inclined slotsrdquo Journal ofConstructional Steel Research vol 129 pp 1ndash11 2017

[35] S S Jin S C Yang and J L Bai ldquoNumerical and experi-mental investigation of the full-scale buckling-restrained steelplate shear wall with inclined slotsrdquo Ein-Walled Structuresvol 144 Article ID 106362 2019

[36] P Tan Y Li G Y Li et al ldquoA kind of buckling-restrainedsteel plate shear wall with out-of-plane deformation spacerdquovol 4 China ZL Invention Patent 2015

[37] Standardization Administration of the Peoplersquos Republic ofChina GB 50205-2001 Code for Acceptance of ConstructionQuality of Steel Structures Ministry of Housing and Urban-

Rural Development of the Peoplersquos Republic of China BeijingChina 2001

[38] Standardization Administration of the Peoplersquos Republic ofChina JGJT 101-2015 Specification for Seismic Test ofBuildings Ministry of Housing and Urban-Rural Develop-ment of the Peoplersquos Republic of China Beijing China 2015

[39] American Institute of Steel Construction ANSIAISC 341-10Seismic Provisions for Structural Steel Buildings AmericanInstitute of Steel Construction Chicago IL USA 2010


shear wall with self-centering energy dissipation braces[19ndash21] but none of them have the ideal restraint effect

In order to prevent an infilled steel plate from buckling atan early stage of loading the buckling-restrained steel plateshear wall (BRSPSW) was originally proposed by Astaneh-Asl as a new lateral loading resisting system [22] So farmany other types of BRSPSWs with various structuralconfigurations have been proposed and have shown highperformance on ductility initial stiffness shear resistanceand energy absorption Zhao and Astaneh-Asl [23] studiedthe mechanical performance of the composite steel plateshear wall connected with the frame on four sides andpointed out that the premature buckling of the infilled steelplate can be prevented by the covering concrete slabs onboth sides of the infilled steel plate to improve its mechanicalperformance On this basis Guo et al [24 25] put forwardthat the diameter of bolt holes in the covering concrete slabsshould be larger than the diameter of the bolts so that thebolts have enough sliding space to ensure that the coveringconcrete slabs do not bear horizontal forces and only serve asa prevention of the infilled steel plate Guo et al [26 27] putforward the steel plate concrete composite shear wall ofwhich the infilled steel plate is only connected with the framebeam to avoid premature failure of the frame column )elayout of the steel plate concrete composite shear wall isflexible making it conducive to open doors and windows aswell as adjusting the structural rigidity Lu et al [28] putforward I-shaped buckling-restrained steel plate shear wallwith large aspect ratio Test results show that the buckling-restrained steel plate shear wall with I-shaped structure hasgood seismic performance and it is not easy to cause steelplate tearing failure due to stress concentration at thesupport Liu et al [29] theoretically studied the mechanicalbehavior of buckling-restrained steel plate shear walls(BRSPSWs) with two-side connections and various height-to-width ratios )e results show that the steel plate with asmall height-to-width ratio (lt15) has a middle shearingregion and boundary restraining regions at the left and rightedges with a width of 13 of the height of steel plate Du et al[30] and Yu et al [31] put forward the multistiffenerbuckling-restrained steel plate shear wall Test results showthat it can effectively alleviate the initial geometric imper-fections of the steel plate to avoid the overall buckling of thesteel plate and improve the pinch phenomenon of thehysteretic curve Wei et al [32 33] put forward a partiallyconnected buckling-restrained steel plate shear wall whichhas good ductility and energy dissipation performance )eultimate bearing capacity and hysteretic performance of thepartially connected buckling-restrained steel plate shear wallincrease with the increase of concrete cover thickness Jinet al [34 35] put forward the buckling-restrained steel plateshear wall with inclined slots By setting different forms ofinclined slots on the steel plate the energy of the buckling-restrained steel plate shear wall with inclined slots can beconsumed through the tension and compression deforma-tion of steel strips between the slots

However as shown in Figure 1 the corners of the infilledsteel plate are commonly torn off at the end of the tests Eventhough the surface of the infilled steel plate is basically intact

the cracks at the corners can result in a connection failurebetween the infilled steel plate and the surrounding steelconnecting plates thereby reducing the structural carryingcapacity

To solve the cracking problem of the corners of thetraditional buckling-restrained steel plate shear walls Tan[36] put forward a novel BRSPSW which provided gapsbetween the infilled steel plate and the covering concreteslabs so as to ease the stress concentration of the infilled steelplate at the four corners In this study this novel BRSPSWwith gaps between the infilled steel plate and the coveringconcrete slabs has been investigated by applying angle steelstiffeners to form the gaps )e gap thickness can be easilycontrolled by changing the thickness of the angle steelswhich greatly improves the construction precision of thegaps A quasi-static cyclic test has been conducted on thenovel BRSPSW to systematically analyse its hystereticcharacteristics skeleton curve equivalent stiffness ductilityand energy dissipation A stiffened flat SPSW has also beentested so that the differences between these two types of steelshear walls in load-carrying capability can be compared andthe function and significance of the gap can be assessed

2 Construction of Novel BRSPSW

)e construction of the novel BRSPSW is shown in Figure 2which has the following structural characteristics (1) thegaps are formed by installing angle steel stiffeners and thegap thickness is equal to the thickness of angle steels (2) atwo-sided connection is used which means that the infilledsteel plate is only connected to the top and bottom beamsand (3) the stiffeners are installed at the left and the rightedges of the infilled steel plate )e covering concrete slabsangle steel stiffeners and infilled steel plate are fixed by high-strength bolts Further the left and right edges of the infilledsteel plate and the edge of angle steel are welded )e weldedseams can be seen in Figure 2(a)

3 Gap Thickness

31 Finite Element Model In this study in order to deter-mine the suitable size of the gaps between the infilled steelplate and the covering concrete slabs a finite element (FE)model has been developed using the finite element analysissoftware ABAQUSStandard to perform push-over analysisTo guide the manufacturing of the specimens directly a one-third scaled one-bay one-story FE model has been devel-oped It is of the same construction as that of the novelBRSPSW and the same size as that of the following ex-periment specimen In the selection of scale considering thatthe smaller specimen the worse accuracy of the test andreferring to the specimensrsquo scale selected by a large numberof scholars for the steel plate shear wall test the one-thirdscale is a common and reasonable choice which can takeinto account the accuracy of the test and the limitations ofthe test space and loading capacity of the test setup )edimensions of the components in the FEmodel are shown inTable 1 Since the thickness and stiffness of the connectingplates and the fish plates are much larger than the infilled




(a) (b)

FractureFracture

(c)


Fish plate

Connecting plate


Welded seam


(a)

Connecting plate


Gap

Bolt



(b)


Bolt hole

(c)







x

Y

z











fy

εy ε

Es
















Load

(kN

)



0

50

100

150

200

250

300

350

400

2 4 6 8 10 12 14 16 18 200Displacement (mm)





920900

1

4

3

52

(a)

980

920

5

4

3

21200

(b)

120 120 120

900

14-Oslash26

200

140

1345

120 120 120

(c)

900800

80808080808080808080

22-Oslash22

920

840

(d)

920

100

(e)

80

30

900

80

11-Oslash22

80 80 80 80 80 80 80 80 80

(f)

Flat stiffener

Steel plate

(g)



900880

1

5

63

2 7

(a)

71

5

Gap=10 mm

64

Steel Tube

3

200

2

980

920

(b)

120

Steel tube

120 120 120 120 120

6

900


Side for connecting

Gap=10 mm

200

140

1345

(c)

42-Oslash22

900750

75 75 75 75 75 75 75 75 75 7575

7575

7584

092

0

7575

7575

75

(d)

820750

740

7575

7575

7575

7575

75

45

Stee

l Tub

e20

-Oslash28

times22


(e)

80

30

75 75 75 75 75

880

75 75 75 75 75

11-Oslash22

(f )

Figure 7 Continued


920

76010-Oslash

22

Side for stiffening

Side for stiffening

Side for connecting

Side for connecting

5010

90 6510

(g)

Concrete slab


Weldedseam

(h)









Specimen

Reaction wall


Floor

Loading end


(a) (b)







Force

Displacement meter

(a) (b)


Disp

lace

men

t (m

m)

200 400 600 800 1000 1200 1400 1600 1800 20000Time (s)

-60-50-40-30-20-100102030405060









Main tension field

(a)

Small buckling wave

(b)


(c)

Inward bending

(d)





3

76

5

42

1

(a)

Crack

(b)

40 mm

(c)


Crack

(a)

Slanting crack

(b)


(c)









Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)


8

12 3

4 5

6

7

9

11

12

10


Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References














































(a) (b)

FractureFracture

(c)


Fish plate

Connecting plate


Welded seam


(a)

Connecting plate


Gap

Bolt



(b)


Bolt hole

(c)







x

Y

z











fy

εy ε

Es
















Load

(kN

)



0

50

100

150

200

250

300

350

400

2 4 6 8 10 12 14 16 18 200Displacement (mm)





920900

1

4

3

52

(a)

980

920

5

4

3

21200

(b)

120 120 120

900

14-Oslash26

200

140

1345

120 120 120

(c)

900800

80808080808080808080

22-Oslash22

920

840

(d)

920

100

(e)

80

30

900

80

11-Oslash22

80 80 80 80 80 80 80 80 80

(f)

Flat stiffener

Steel plate

(g)



900880

1

5

63

2 7

(a)

71

5

Gap=10 mm

64

Steel Tube

3

200

2

980

920

(b)

120

Steel tube

120 120 120 120 120

6

900


Side for connecting

Gap=10 mm

200

140

1345

(c)

42-Oslash22

900750

75 75 75 75 75 75 75 75 75 7575

7575

7584

092

0

7575

7575

75

(d)

820750

740

7575

7575

7575

7575

75

45

Stee

l Tub

e20

-Oslash28

times22


(e)

80

30

75 75 75 75 75

880

75 75 75 75 75

11-Oslash22

(f )

Figure 7 Continued


920

76010-Oslash

22

Side for stiffening

Side for stiffening

Side for connecting

Side for connecting

5010

90 6510

(g)

Concrete slab


Weldedseam

(h)









Specimen

Reaction wall


Floor

Loading end


(a) (b)







Force

Displacement meter

(a) (b)


Disp

lace

men

t (m

m)

200 400 600 800 1000 1200 1400 1600 1800 20000Time (s)

-60-50-40-30-20-100102030405060









Main tension field

(a)

Small buckling wave

(b)


(c)

Inward bending

(d)





3

76

5

42

1

(a)

Crack

(b)

40 mm

(c)


Crack

(a)

Slanting crack

(b)


(c)









Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)


8

12 3

4 5

6

7

9

11

12

10


Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References




















































fy

εy ε

Es
















Load

(kN

)



0

50

100

150

200

250

300

350

400

2 4 6 8 10 12 14 16 18 200Displacement (mm)





920900

1

4

3

52

(a)

980

920

5

4

3

21200

(b)

120 120 120

900

14-Oslash26

200

140

1345

120 120 120

(c)

900800

80808080808080808080

22-Oslash22

920

840

(d)

920

100

(e)

80

30

900

80

11-Oslash22

80 80 80 80 80 80 80 80 80

(f)

Flat stiffener

Steel plate

(g)



900880

1

5

63

2 7

(a)

71

5

Gap=10 mm

64

Steel Tube

3

200

2

980

920

(b)

120

Steel tube

120 120 120 120 120

6

900


Side for connecting

Gap=10 mm

200

140

1345

(c)

42-Oslash22

900750

75 75 75 75 75 75 75 75 75 7575

7575

7584

092

0

7575

7575

75

(d)

820750

740

7575

7575

7575

7575

75

45

Stee

l Tub

e20

-Oslash28

times22


(e)

80

30

75 75 75 75 75

880

75 75 75 75 75

11-Oslash22

(f )

Figure 7 Continued


920

76010-Oslash

22

Side for stiffening

Side for stiffening

Side for connecting

Side for connecting

5010

90 6510

(g)

Concrete slab


Weldedseam

(h)









Specimen

Reaction wall


Floor

Loading end


(a) (b)







Force

Displacement meter

(a) (b)


Disp

lace

men

t (m

m)

200 400 600 800 1000 1200 1400 1600 1800 20000Time (s)

-60-50-40-30-20-100102030405060









Main tension field

(a)

Small buckling wave

(b)


(c)

Inward bending

(d)





3

76

5

42

1

(a)

Crack

(b)

40 mm

(c)


Crack

(a)

Slanting crack

(b)


(c)









Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)


8

12 3

4 5

6

7

9

11

12

10


Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References






















































Load

(kN

)



0

50

100

150

200

250

300

350

400

2 4 6 8 10 12 14 16 18 200Displacement (mm)





920900

1

4

3

52

(a)

980

920

5

4

3

21200

(b)

120 120 120

900

14-Oslash26

200

140

1345

120 120 120

(c)

900800

80808080808080808080

22-Oslash22

920

840

(d)

920

100

(e)

80

30

900

80

11-Oslash22

80 80 80 80 80 80 80 80 80

(f)

Flat stiffener

Steel plate

(g)



900880

1

5

63

2 7

(a)

71

5

Gap=10 mm

64

Steel Tube

3

200

2

980

920

(b)

120

Steel tube

120 120 120 120 120

6

900


Side for connecting

Gap=10 mm

200

140

1345

(c)

42-Oslash22

900750

75 75 75 75 75 75 75 75 75 7575

7575

7584

092

0

7575

7575

75

(d)

820750

740

7575

7575

7575

7575

75

45

Stee

l Tub

e20

-Oslash28

times22


(e)

80

30

75 75 75 75 75

880

75 75 75 75 75

11-Oslash22

(f )

Figure 7 Continued


920

76010-Oslash

22

Side for stiffening

Side for stiffening

Side for connecting

Side for connecting

5010

90 6510

(g)

Concrete slab


Weldedseam

(h)









Specimen

Reaction wall


Floor

Loading end


(a) (b)







Force

Displacement meter

(a) (b)


Disp

lace

men

t (m

m)

200 400 600 800 1000 1200 1400 1600 1800 20000Time (s)

-60-50-40-30-20-100102030405060









Main tension field

(a)

Small buckling wave

(b)


(c)

Inward bending

(d)





3

76

5

42

1

(a)

Crack

(b)

40 mm

(c)


Crack

(a)

Slanting crack

(b)


(c)









Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)


8

12 3

4 5

6

7

9

11

12

10


Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References














































920900

1

4

3

52

(a)

980

920

5

4

3

21200

(b)

120 120 120

900

14-Oslash26

200

140

1345

120 120 120

(c)

900800

80808080808080808080

22-Oslash22

920

840

(d)

920

100

(e)

80

30

900

80

11-Oslash22

80 80 80 80 80 80 80 80 80

(f)

Flat stiffener

Steel plate

(g)



900880

1

5

63

2 7

(a)

71

5

Gap=10 mm

64

Steel Tube

3

200

2

980

920

(b)

120

Steel tube

120 120 120 120 120

6

900


Side for connecting

Gap=10 mm

200

140

1345

(c)

42-Oslash22

900750

75 75 75 75 75 75 75 75 75 7575

7575

7584

092

0

7575

7575

75

(d)

820750

740

7575

7575

7575

7575

75

45

Stee

l Tub

e20

-Oslash28

times22


(e)

80

30

75 75 75 75 75

880

75 75 75 75 75

11-Oslash22

(f )

Figure 7 Continued


920

76010-Oslash

22

Side for stiffening

Side for stiffening

Side for connecting

Side for connecting

5010

90 6510

(g)

Concrete slab


Weldedseam

(h)









Specimen

Reaction wall


Floor

Loading end


(a) (b)







Force

Displacement meter

(a) (b)


Disp

lace

men

t (m

m)

200 400 600 800 1000 1200 1400 1600 1800 20000Time (s)

-60-50-40-30-20-100102030405060









Main tension field

(a)

Small buckling wave

(b)


(c)

Inward bending

(d)





3

76

5

42

1

(a)

Crack

(b)

40 mm

(c)


Crack

(a)

Slanting crack

(b)


(c)









Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)


8

12 3

4 5

6

7

9

11

12

10


Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References












































900880

1

5

63

2 7

(a)

71

5

Gap=10 mm

64

Steel Tube

3

200

2

980

920

(b)

120

Steel tube

120 120 120 120 120

6

900


Side for connecting

Gap=10 mm

200

140

1345

(c)

42-Oslash22

900750

75 75 75 75 75 75 75 75 75 7575

7575

7584

092

0

7575

7575

75

(d)

820750

740

7575

7575

7575

7575

75

45

Stee

l Tub

e20

-Oslash28

times22


(e)

80

30

75 75 75 75 75

880

75 75 75 75 75

11-Oslash22

(f )

Figure 7 Continued


920

76010-Oslash

22

Side for stiffening

Side for stiffening

Side for connecting

Side for connecting

5010

90 6510

(g)

Concrete slab


Weldedseam

(h)









Specimen

Reaction wall


Floor

Loading end


(a) (b)







Force

Displacement meter

(a) (b)


Disp

lace

men

t (m

m)

200 400 600 800 1000 1200 1400 1600 1800 20000Time (s)

-60-50-40-30-20-100102030405060









Main tension field

(a)

Small buckling wave

(b)


(c)

Inward bending

(d)





3

76

5

42

1

(a)

Crack

(b)

40 mm

(c)


Crack

(a)

Slanting crack

(b)


(c)









Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)


8

12 3

4 5

6

7

9

11

12

10


Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References












































920

76010-Oslash

22

Side for stiffening

Side for stiffening

Side for connecting

Side for connecting

5010

90 6510

(g)

Concrete slab


Weldedseam

(h)









Specimen

Reaction wall


Floor

Loading end


(a) (b)







Force

Displacement meter

(a) (b)


Disp

lace

men

t (m

m)

200 400 600 800 1000 1200 1400 1600 1800 20000Time (s)

-60-50-40-30-20-100102030405060









Main tension field

(a)

Small buckling wave

(b)


(c)

Inward bending

(d)





3

76

5

42

1

(a)

Crack

(b)

40 mm

(c)


Crack

(a)

Slanting crack

(b)


(c)









Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)


8

12 3

4 5

6

7

9

11

12

10


Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References
















































Force

Displacement meter

(a) (b)


Disp

lace

men

t (m

m)

200 400 600 800 1000 1200 1400 1600 1800 20000Time (s)

-60-50-40-30-20-100102030405060









Main tension field

(a)

Small buckling wave

(b)


(c)

Inward bending

(d)





3

76

5

42

1

(a)

Crack

(b)

40 mm

(c)


Crack

(a)

Slanting crack

(b)


(c)









Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)


8

12 3

4 5

6

7

9

11

12

10


Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References
















































Main tension field

(a)

Small buckling wave

(b)


(c)

Inward bending

(d)





3

76

5

42

1

(a)

Crack

(b)

40 mm

(c)


Crack

(a)

Slanting crack

(b)


(c)









Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)


8

12 3

4 5

6

7

9

11

12

10


Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References














































3

76

5

42

1

(a)

Crack

(b)

40 mm

(c)


Crack

(a)

Slanting crack

(b)


(c)









Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)


8

12 3

4 5

6

7

9

11

12

10


Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References


















































Ki +Fi

11138681113868111386811138681113868111386811138681113868 + minusFi

11138681113868111386811138681113868111386811138681113868

+Xi

11138681113868111386811138681113868111386811138681113868 + minusXi

11138681113868111386811138681113868111386811138681113868 (1)


8

12 3

4 5

6

7

9

11

12

10


Buckling

Buckling

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References














































Number ofcycles


Peak load(Vp kN)

Displacement(Δ mm)

Drift ratio(θ )


2 3 6 10987 104 0113 3 9 13843 140 0154 3 12 15702 205 0225 3 15 25874 414 0456 3 18 30964 803 0877 3 21 30488 1201 1318 3 24 31275 1608 1759 3 27 32319 2403 26110 3 30 33940 3011 32711 3 33 35780 3799 41312 3 36 36210 4414 48013 3 39 35542 5192 564


2 3 6 15683 106 0123 3 9 19428 156 0174 3 12 22779 209 0235 3 15 30369 411 0456 3 18 35368 793 0867 3 21 40504 1218 1328 3 24 46098 1613 1759 3 27 54018 2415 26310 3 30 57314 3008 32711 3 33 49715 3220 35012 3 36 51473 4407 47913 3 39 49129 5192 564







SPSW 12095 25875 414 36210 5192 1254BRSPSW 19080 22779 209 57314 3008 1439

SPSWBRSPSW

-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)


SPSWBRSPSW

0

25

50

75

100

125

150

175

200

225

Equi

vale

nt st

iffne

ss (k

Nm

m)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)





μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References














































μ Δt

Δy

(2)









Load V

Displacement ∆



∆y

K0

Vy

∆t


SPSWBRSPSW

0

10

20

30

40

50

60

70

80

Cum

ulat

ive e

nerg

y (k

Nm

)

5 10 15 20 25 30 35 40 45 50 550Displacement (mm)








τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References

















































τ V

T times L (3)



EsEs

αEs

σ

fy

fy

εy ε




-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References













































-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(a)


-700-600-500-400-300-200-100

0100200300400500600700

Load

(kN

)

-50 -40 -30 -20 -10 0 10 20 30 40 50 60-60Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)


λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

λ = 150λ = 200

λ = 300λ = 600

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)










(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References



















































(L mm)Height(H mm)

)ickness(T mm)


LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)

LH = 05LH = 075LH = 10

LH = 15LH = 20

-200

-150

-100

-50

0

50

100

150

200

τ (M

Pa)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References















































(L mm)Height(H mm)

)ickness(T mm)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)



-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)





(L mm)Height(H mm)

)ickness(T mm)




8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References













































8 Conclusions












-500

-400

-300

-200

-100

0

100

200

300

400

500Lo

ad (k

N)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(a)




-500

-400

-300

-200

-100

0

100

200

300

400

500

Load

(kN

)

-20 -15 -10 -5 0 5 10 15 20 25-25Displacement (mm)

(b)






Data Availability




Acknowledgments


References















































Data Availability




Acknowledgments


References












































SeismicBehaviorofaNovelBuckling-RestrainedSteelPlate ShearWall

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Transcript of SeismicBehaviorofaNovelBuckling-RestrainedSteelPlate ShearWall