seismic behavior of innovative precast superimposed

Research ArticleSeismic Behavior of Innovative Precast Superimposed ConcreteShear Walls with Spiral Hoop and Bolted Steel Connections

Xi Wu 12 Meng-fu Wang 12 and Ze-long Liu 12

1College of Civil Engineering Hunan University Changsha 410082 China2Key Laboratory for Green amp Advanced Civil Engineering Materials and Application Technology of Hunan ProvinceChangsha 410082 China

Correspondence should be addressed to Meng-fu Wang wangmengfu126com

Received 7 February 2021 Accepted 29 April 2021 Published 17 May 2021

Academic Editor Shiming Wang

Copyright copy 2021 Xi Wu 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

Owing to the desirable bond strength and excellent workability spiral hoop and bolted steel connectors are introduced to enhancethe connecting performance of superimposed reinforced concrete shear wall (SRCSW) system In order to investigate the seismicperformance of SRCSWs applying such connecting methods under flexure-shear interaction and flexural dominated status twogroups of precast (PC) specimens were constructed one-story and two-story specimens Seismic behavior in terms of crackpatterns load-displacement response ductility stiffness degradation strain response and deformation results of SRCSWs isevaluated by the quasistatic cyclic test It is shown that the wall specimens with the proposed connectors exhibited similar failuremode to that of the cast-in-place (CIP) walls and possessed adequate seismic performance such as lateral resistance ultimate driftratio and lateral stiffness besides the ease of erection +e strain responses and deformation results of the PC specimens underreversed cyclic loading were presented to evaluate the effectiveness of the introduced connections +e test results indicated thatthe PC walls adopting bolted steel connectors behaved better in force transmission and exhibited greater integrity characteristiccompared with the specimens having spiral hoop connectors Lastly simplified finite element models considering the nonlinearslip behavior within the connection joint of SRCSWs were established and verified which could provide sufficient accuracy andefficiency to predict the seismic response of the proposed wall system

1 Introduction

Served as a semi-precast wall system superimposed concreteshear wall is a combination of precast wall panel pre-fabricated at manufacturing plants and CIP concrete layercast in construction site With outstanding features such asenvironmental friendly light in deadweight the excellentfeasibility for assembling and the good working ability incoordinate the SRCSW structures are prevailing in the trendof building industrialization in China In the current con-struction practice the SRCSW segments in upper and lowerstories are connected by overlapping reinforcements con-ventionally of which the longitudinal reinforcements areconnected indirectly (as depicted in Figure 1(a)) With acertain anchorage length into the wall segments the lap

splicing rebar was embedded in the CIP layer+e embeddedlength of the longitudinal lap rebar is specified by relevantcode to ensure that the bond strength and the spacing areequal to those of the vertical transverse rebar of the wallelement +is wet-type connection joint is designed andconstructed to emulate the CIP connection After in situassembling the cavity of SRCSW is cast by concrete formingan integrated shear wall However unexpected failures werereported by the previous seismic test on SRCSWs withconventional connection detailing +e in-plane rockingbehavior attributed to the insufficient bond strength oftraditional connections was observed when SRCSW wassubjected to severe lateral force In addition shear slide inSRCSW specimen constructed by lap spliced connectingmethod is obviously concentrated at the wall-to-foundation

HindawiAdvances in Civil EngineeringVolume 2021 Article ID 5525444 22 pageshttpsdoiorg10115520215525444

Rebars of upper PC element

Rebars of lower PC elementCast-in-place

concrete

Floor slabPC wall panel

Lap splicing rebar

(a)

Spiral hoop



concrete

Floor slab

DsTensile stress

Confining stress

Rebars of lower PC element

Rebars of upper PC element PC wall panel

Vertical force on steel bars FV1


PC wall panel

ds la

(b)

Steel plate



concrete

High strength bolt

FV2

FV2

lf

High strength bolt

Steel plate

Shear force on steel plate FV2

Shear force on high strength bolt FV2




(c)

Figure 1 Schematic diagram of the connecting methods for SRCSW (a) Lap splicing connector (b) Spiral hoop connector (c) Bolted steelconnector

2 Advances in Civil Engineering

area leading to a decrease in seismic resistance such aslateral stiffness and load bearing capacity [1] +e SRCSWsystem is mainly applied in nonseismic areas for its inad-equate earthquake resistance

In the last decades numerous experimental and theoreticalstudies have been conducted to enhance the seismic behavior ofPC structure by means of application of novel structuralsystem or modification of structural characteristics Proposedby PRESSS program unbonded posttensioned (UPT) concreteshear wall is a type of nonemulative PC structure which couldreduce shear slip and residual displacement abundantly at thewall-to-wall or wall-to-foundation interface offering excellentrestoring force during earthquake [2ndash4] However the poorenergy dissipation and the demand for thicker wall size are themain imperfections in utilizing this novel wall system Al-though some improvements have beenmade to increase energydissipation of the UPT wall [5ndash9] complex technology andcostly construction are still required A number of researcherswere devoted to enhancing the seismic performance of wallpanel Xiong et al [10] tested PC walls with two-way hollowcore the postcast reinforced concrete in hollow core providedsufficient axial resistance even at a limit state and better energyaccumulation comparing with the CIP wall A new type ofprecast wall composed of hybrid braced rebars and foam boardwas proposed by Li et al [11] +e test result indicates that thePC walls are lighter than CIP wall but the seismic resistance iscomparable With the aim of reducing the slip at the wall-to-foundation joint and increasing the load bearing capacityWang et al [12 13] proposed an innovative PC wall by addinginclined steel bracing into the cavity of SRCSW achievingfavorable seismic performance under cyclic loading test

As the recent earthquake events such as the LrsquoAquila(2009) earthquake in Italy [14] and the Canterbury (2011)earthquake in New Zealand [15] reported earthquakedamage is mainly concentrated at the connection area of PCstructures +e overall connecting performance of connec-tion joint functioning as the transmission of both lateral andaxial load in structural system is the key issue for ensuringthe earthquake resistance of PC structures Plenty of studieswere focused on the improvement of connection jointChong et al [16] tried to reduce the rocking behavior andmake the plastic region move upward by applying an en-hanced horizontal joint in SRCSW panel Soudki et al [17]proposed five different types of mild steel connection jointsfor PC wall Seismic behavior in terms of loading bearingcapacity stiffness degradation ductility and slip deforma-tion of six specimens adopting these connection devices wascompared under cyclic or monotonic loading test Psychariset al [18] examined the seismic behavior of PC wall with wallshoe and steel plate connectors by quasistatic test Han et al[19] proposed a method of utilizing H-shaped or I-shapedsteel to connect precast wall segments with the aim of re-ducing the gap opening generated at the wall base area Sunet al [20 21] experimentally studied the cyclic behavior ofprecast shear wall with bolt-steel connections Shen et al[22] carried out cyclic load tests of a new type of PC wallconnected by steel shear key and the test result indicatedthat the proposed wall specimen exhibits satisfactory bearingcapacity and deformability

Currently with outstanding bond strength and conti-nuity in load transferring grout sleeve mechanical sleeveand metal duct are prevailing as practical connectingmethods for precast shear wall +ese connection methodshave been widely used in engineering practice for multistorybuildings in seismic regions of America New Zealand Ja-pan and China [23ndash27] By pouring high-strength mortargrout sleeve is used to connect reinforcement for the inte-grated precast shear wall or precast frame structure Toobtain excellent bond strength the full volume ratio ofmortar in grout is required [28] However there are fewsolutions to detect the compactness and it is difficult toguarantee the connection quality Due to the limitedthickness of prefabricate layer in SRCSW and the ar-rangement of minor diameter reinforcement the metal ductand mechanical sleeve connectors which require sufficientspace for assemblage are not fit for SRCSW system+erefore there is a need to improve the traditional indirectconnection method to satisfy the demand for acceptableseismic behavior of SRCSW system in seismic areas

Previous experimental research conducted by Hosseiniand Rahman [29 30] has shown that the bond behaviorbetween rebar and grout enhanced significantly with spiralhoop connection +e continuous confining pressure pro-vided by the circular spiral acts as uniform lateral fluidpressure surrounding the steel rebar +is form of con-nection joint is fit for connecting precast components be-cause of its simplicity and convenience in construction aswell as the economical convenience In addition it is ac-knowledged that connector consisting of steel plate and boltis also a reliable connecting method Welded to the con-necting steel plate axial and lateral force on the connectingreinforcements are transmitted directly through the boltedsteel connector by frictional or squeezing action betweenbolt and steel plate [19 20]

For the purpose of improving the seismic performance ofSRCSW the authors have developed an innovative SRCSW[12 13] By arranging X-shaped steel bracing into the cavityof SRCSW enhancement of the seismic performances interms of lateral resistance energy dissipation ductility aswell as stiffness is achieved Meanwhile capitalizing on theadvantages of the spiral hoop and bolted steel connectorsthe two connection methods are introduced to improve theconnecting performance of such innovative SRCSW system+e configuration and the working mechanism of the twoproposed connectors are depicted in Figures 1(b) and 1(c)By conducting quasistatic test seismic performance of onegroup of SRCSWs assembled with single wall panel elementand another group assembled with two PC elements asso-ciated with interstory floor slab are evaluated and comparedwith that of CIP specimens+e workability and feasibility ofthe introduced connection joints are examined in this work

2 Experimental Program

21 Wall Design and Construction Curly fabricated by Φ4(4mm in diameter) steel wire the spiral hoops spaced at40mm (ds) are fixed to the longitudinal rebars on thebottom of the reinforcement mesh of PC wall element

Advances in Civil Engineering 3

(marked with gray in Figure 1(b)) +e spiral hoop ischaracterized by an aperture (Ds) of 50mm After castingconcrete a small part of spiral hoop is embedded into theouter precast layer and the remaining space of the apertureis set aside for the connecting rebar of the lower PC element+e lap distance (la) of connecting reinforcement into thespiral hoop is set to be 450mm When the assemblage of PCelements are finished the concrete is cast in the cavity ofSRCSWpanel and the connecting rebars and spiral hoop areformed into integrity For the bolted steel connector thelongitudinal rebars are welded to a steel plate with a di-mension of 750mmtimes 150mmtimes 4mm +e minimumlength (lf ) of fillet welding is 120mm according to relevantspecification [31] ensuring sufficient welding strength Boltholes with the diameter of 22mm are positioned for thearrangement of M20 bolt when prepared for themanufacturing of PC panels During the installation of PCelements the upper and lower PC panels are connected bygrade 109 bolts After casting concrete in construction sitethe steel connectors are embedded into concrete layer asplotted in Figure 1(c)

+e test specimens were divided into two groups Forgroup 1 single PC wall panel was assembled to the PCfoundation with the dimension of1450mmtimes 1000mmtimes 160mm For group 2 the PC spec-imens were assembled with two individual PC panels linkedby CIP floor slab All specimens had 120mmtimes 560mm CIPfloor slab between upper and lower wall panel +e as-sembled PC panels were fabricated identically with thedimension of 1450mmtimes 1400mmtimes 160mm CIP speci-mens with the same dimensions as the PC specimens wereset as benchmarks for each group which were numberedSW1 and SW2 respectively +e PC specimens using spiralhoop connections were numbered SRCSW1-1 in group 1and SRCSW2-1 in group 2 +e PC specimens with boltedsteel connectors were numbered SRCSW1-1 with single wallpanel and SRCSW2-2 with two panels +e reinforcementdetailing for each group is identical as depicted in Figure 2+e vertical and horizontal distributed reinforcements of thewall panel section are Φ10150 and Φ10200 respectivelyDifferent from the lap splicing bars reserved for spiral hoopsin SRCSW1-1 and SRCSW2-1 the longitudinal reinforce-ments of SRCSW2-1 and SRCSW2-2 were welded to the steelplate by which the upper and lower PC elements were joinedtogether 4Φ12 and 6Φ12 act as boundary reinforcements forgroup 1 and group 2 respectively Stirrup at the boundarycolumn is fabricated by enclosed Φ6 rebar spacing at150mm

As depicted in Figure 2 square notches located at thebottom of boundary column are designed for weldingX-shaped steel bracing and assembling boundary lapsplicing rebars Meanwhile the notch areas at the wallbottom are supposed to be the plastic region for shear wallSteel plates with the cross-section of 70mmtimes 4mm areembedded into the cavity of PC panel forming X-shapedsteel bracing +e longitudinal reinforcements of boundarycolumn are connected by lap splicing method and the laplength is 450mm All the wall panels are constructed withthe identical thickness of 160mm and the wall sections of

PC panel are designed based on 1 2 1 principle +efoundation beam of PC specimens is prefabricated withprotruding bars above the foundation RC loading beamwith cross-sectional dimension of 350mmtimes 250mm wascast at the top of all the specimens through which thevertical and lateral force are transferred+erefore the span-shear ratio of group 1 is about 163 while that of the othergroup is 228 Except that monolithic specimens SW1 andSW2 were cast entirely the erection of a two-story PCspecimen is constructed successively and the main con-struction processes are summarized as follows (a) con-structing RC foundation beam detailed with double raw ofprotruding rebars of which the longitudinal rebars werewelded to the steel plate for the bolted steel connectingspecimens the lapped reinforcement of the boundary regionand the wall web section were placed with the height of450mm above foundation beam (b) adjusting the 1st PCpanel to the RC foundation inserting two branches of steelplates into the cavity of PC panel to form X-shaped steelbracing and welding the X-shaped steel bracing to the steelinsert located at the foundation beam (c) casting the in-termediate layer of the 1st PC panel and the interstory floorslab (d) assembling the 2nd PC panel and welding the upperpair of X-shaped steel bracing to the lower one (e) castingthe intermediate layer of the 2nd story PC panel and theloading beam Figure 3 presents the photographs ofSRCSW2-2 during the erection

22 Materials Self-compacting concrete (SCC) with aminimum strength grade of C30 was utilized to construct thetest specimens Maintained under the same experimentalenvironment as the wall specimens the cubic block derivedfrom each course of casting concrete with the dimension of150mmtimes 150mmtimes 150mm was tested prior to the test[32] +e measured cubic strength and the induced com-pressive strength of concrete are summarized in Table 1Meanwhile the mechanical properties of steel are obtainedby tension test as listed in Table 2

23 Loading Program Figure 4 depicts a 500 kN hydraulicactor with one end fixed to the stiff reaction wall and theother end bolted to the loading beam by which lateral forcewas applied though the center of the loading beam Axialload was applied by a 500 kN hydraulic actor placed betweenthe reaction frame and the loading beam Load cell wasarranged above the hydraulic jack to monitor the axial loadFor the purpose of transferring the point axial load into lineload steel rigid beam was placed between hydraulic jack andloading beam In order to simulate a completely fixedconstraint the foundation beam was prestressed by high-strength rods to the strong floor and two horizontal jacksare placed at each side of foundation beam to prevent slidingof specimen during the loading procedure To avoid out-of-plane behavior four steel frame supports were pinned to thewall specimen

+e axial load was applied with the value of F 01 fcAwhere fc and A stand for the compressive strength and thenet cross-sectional area of the wall specimen respectively As


400

1450

350

2200

3501700

350 1000

500 1000 5002000

Steel bracingt = 4mm

4Φ12

Φ10150

Φ6100

1

1 250

350

1450

400

2200

Φ10200

Φ10200

Φ10150


1ndash1350

95 160 95

250

250

50deg

(a)

400

1450

350

2200

3501700

350 1000


Φ6100

4Φ12

500 1000 5002000

250

350

1450

400

2200

Φ10150

Φ10200

Φ10200

Φ10150

Spiral hoopΦ4D5040

Diagonal trussΦ6


35095 160 95

2ndash2

40 80 40

2

2

300

250

250

50deg

(b)

400

1450

350

2200

3501700

350 1000


Φ6100

4Φ12

500 1000 5002000

40 80 40

250

35095 160 95

350

1450

400

2200

Φ10150

Φ10200

Φ10200

Φ10150

Steel plate400times150times5


Diagonal trussΦ6


3ndash3

3

3

300

250

250

50deg

(c)

4ndash4

Φ10200

Φ61006Φ12

Φ10150

Φ10150

4

4

400

1450

120

3770

500 300 5002400

3502100

350 1400

800 300

250

200160

200200 200

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1450

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70 Steel bracingt = 4mm

Fillet weld4mm

6Φ10

400

1450

350

3770

200560

200160

120

1450


Φ10200Φ10150

250

250

(d)

Figure 2 Continued


for the lateral load protocol the tests were controlled bydisplacement and the corresponding displacement drift ofeach cycle is set to 13000 11500 11000 1500 1300 1200 1150 1100 170 160 150 and 140 When thespecimen reached the supposed displacement the load testpaused to record cracks and displacement data +e ultimatestate of the test was defined as the strength of specimendropped to 85 of its peak strength at which time the testterminated

24 Arrangement of Measuring Points To monitor the dis-placement changes during the test a series of displacementgauges were arranged as depicted in Figure 5 Displacementgauge numbered D8 in group 1 was applied to monitor thedisplacement-controlled loading process For the two-storyspecimens D16 located at the center of floor slab and D17placed at the top of the 2nd wall panel were used to recordthe lateral displacement of the two stories Hence the storydrift could be analyzed from the collected data of D16 andD17 To monitor the shear slide and rocking behavior of wallpanels a number of dial indicators were arranged at the wall-to-foundation or wall-to-wall connection area For instanceD4 was set for detecting the slide deformation of wall-to-foundation joint and D1-D3 were equipped for monitoringthe rocking behavior in group 1 Moreover dial indicatorslocated at the two ends and the side face of RC foundationwere utilized for monitoring any rotation or slide defor-mation of specimens

To investigate the strain response of connection joints andsteel bracing strain gauges were adhered to the reinforcementand steel plate before constructing wall specimens as shown inFigure 6 Take the spiral hoop connector for example strain

gauges were 50mm above the top surface of footing beam orCIP floor slab and the strain gauges of the upper PC com-ponent were arranged at the corresponding overlapping posi-tion As for the bolted steel connectors strain gauges werepositioned 30mm below the steel plate of the lower PC elementand 30mm above the corresponding steel plate of the upper PCpanel

3 Results and Discussion

31 Failure Modes and Observation For better observationof the crack progressing grids by 100mmtimes 100mm weremarked before the loading test and the oblique lines rep-resenting the tracks of cracking are depicted in Figure 7 +etest observations of the tested specimens can be summarizedas follows

311 Group 1 Set as the benchmark specimen SW1 is cast insitu entirely When the imposed displacement reached 20mm(drift ratio θ 014) the first crack due to the tensile stressdeveloped by the moment surpassing the tensile strength ofconcrete was recorded as flexural appearance at the height of250mm above the wall base +e corresponding lateral force atthe crack point was minus1653 kN (pull direction) and 1570 kN(push direction)With the increasing of top displacement moreand more cracks were observed initiated in the boundary areaand then propagated into inclined shear crack to the center ofthe wall panel +e maximum load was documented with thevalues of minus3455 kN and 3534 kN when the top displacementreached 210mm (θ 144) During the phase of θ 144sim207 little new cracks occurred the existing cracks becamewider and the cove concrete at the wall toe started spalling At

Φ10200

Φ61006Φ12

Φ10150

Fillet weld

400

1450

120

3770

3502100

350 1400

200 200

350

1450

70


4mm

Spiral hoopΦ4D5040

Cast-in-place

70

concrete

200160200

Φ10150

6Φ10

Spiral hoopΦ4D5040

Diagonal trussΦ6

400

1450

350

3770

250

120

1450

40 80 40

5ndash5

500 300 5002400800 300 200

560200160

5

5


Φ10200Φ10150

450

250

250

(e)

Φ10200

Φ61006Φ12

Φ10150

400

1450

120

3770

3502100

350 1400

200 200

350

1450

70



70

Fillet weld4mm

Cast-in-placeconcrete

200160200

400

1450

350

3770

40

250

80 40

120

1450

Φ10150

6Φ10


Diagonal trussΦ6

6ndash6

500 300 5002400800 300 200

560200160

6

6


Φ10200

Φ10150

450

250

250

Φ

(f )

Figure 2 Geometry and reinforcement details of specimens (unit of mm) (a) SW1 (b) SRCSW1-1 (c) SRCSW1-2 (d) SW2 (e) SRCSW2-1(f ) SRCSW2-2


207 drift the specimen reached the damage state as the loadbearing capacity dropped to 85 of the maximum strength atwhich time severe concrete crushing and exposure of boundaryrebar were observed As the SSR of SW1 equaled 163 the

specimen exhibited flexural-shear failure mode +e crackingpattern at the ultimate stage is shown in Figure 7(a)

For the PC specimen SRCSW1-1 with spiral hoop con-nection the first horizontal crack was observed at the interface

(a) (b)

(c) (d)

Figure 3 Photographs of fabricated shear wall specimen SRCSW2-2 during construction procedure (a) Constructing base foundation(b) Assembling PC wall segment of 1st story (c) Constructing floor slab and assembling PC wall segment of 2nd story (d) Casting the CIPlayer of the 2nd story together with the loading beam


between PC layer and the CIP square notch at the wall toe whenthe imposed displacement became 20mm (θ 014) Duringthe loading cycles between 20mm and 210mm several newflexural cracks occurred and developed downward the wallpanel into inclined cracks Meanwhile the gap opening at thewall-to-foundation interface was observed+ewidth of the gapopening became larger with the increase of top displacementand was recorded with the maximum value of 40mm duringthe test SRCSW1-1 reached the peak resistance of 2784 kNwhen the top displacement reached the level of 210mm(θ144) and the loading test ended when the imposeddisplacement reached 270mm (θ190) For the specimenSRCSW1-2 with bolted steel connection horizontal crack wasfirstly recorded at 30mm displacement level (θ 021) atwhich point the lateral resistance was -1460 kN and 1478 kNrespectively At 144 drift the maximum loadbearing capacitywas documented at a value of 3107 kN in the push directionwhich is about 11 lower than the benchmark specimen SW1+e test ended at the top displacement of 300mm (θ 207)when the lateral force decreased to 85 of the peak load

312 Group 2 Specimen SW2 maintained an elastic stateuntil the initial flexural crack occurred at the boundarycolumn of 1st story at the height of 150mm above thefooting beam +e cracking load was recorded at a value of907 kN in positive direction and the top displacement wasrecord at 40mmWhen loaded to 1921 kN the first flexuralcrack was observed in the second story During the loadingstage between θ 033 and θ 094 numerous newflexural cracks appeared and developed extending from theedge of the boundary area to the center bottom of the wall+e outmost reinforcement at the boundary column wasyielded at the top displacement of 300mm (θ 094) andthe specimen entered the plastic hardening stage When thedisplacement reached 450mm the specimen achieved themaximum lateral capacity of 3246 kN Followed by thevertical crack due to the compressive force concrete spal-ling exposure and torsion of longitudinal rebars at theboundary area were generated after the peaking load point+e lateral resistance subsequently decreased sharply till thetermination point when the specimen failed by a loss of 15

Load cell Rigid beamHydraulic jackRigid beam

Hinged support

Anchor rod

Specimen

Strong floor

Horizontal jack

Reaction wall

MTS actuator

1

1-11

Steel strands

(a) (b)

Figure 4 Test setup (a) Schematic view (b) Photograph

Table 1 Material properties of concrete

Specimen Average cubic strength fcu (MPa) Compressive strength fc (MPa)SW1 375 285SRCSW1-1 SRCSW1-2 328 249SW2 308 234SRCSW2-1 SRCSW2-2 316 240

Table 2 Measured strength of steel

Size Position fy (MPa) fu (MPa)Φ6 Boundary stirrup and diagonal truss 3857 5332Φ10 Longitudinal rebars 4663 6342Φ12 Boundary longitudinal rebar 4591 6278t 4mm Steel bracing 2622 4211


of its peak resistance capacity As presented in Figure 7(d)the specimen exhibited flexural dominated failure mode

SRCSW2-1 and SRCSW2-2 experienced similar crackingdevelopment to that of SW2 At the top displacement of

30mm (θ 009) the first crack was measured at thesurface between PC layer and CIP square notch of the 1ststory in both the two PC specimens and the cracking loadwas 798 kN for SRCSW2-1 and 811 kN for SRCSW2-2 in

a1A1

a2A2

b1B1

b2B2

b3B3

a5A5

a6A6

C1 C6

C10 C5

C9 C4

C3 C8

C2 C7

50deg

(a)

C20

C19

C13 C18C12

C11

C10

C17

C16

C5

C9 C4

C8C7

C6C1

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C15

C14

70

70

a6

A4A3

a4a3 b5B5

b1B1

a1A1

d1d3 d4

D4

e1E1

e5E5

d6D6

D3D1

A6

(b)

Figure 6 Arrangement of strain gauges (a) Group 1 (b) Group 2

D1 D2 D3

D4

D5 D6

D7

D8

(a)

D2 D3 D4 D5D1D7

D6

D9

D8

D10 D11 D12

D15

D13 D14

D16

D17

(b)

Figure 5 Measurement scheme (a) Group 1 (b) Group 2


(a) (b) (c)

Figure 7 Continued


positive direction At the displacement level of 450mm(θ141) SRCSW2-1 attained the peak bearing capacity of3061 kN and SRCSW2-2 reached the maximum load of3109 kN in average which are 57 and 43 lower thanthat of SW2 Meanwhile the cover concrete of the com-pressive end began to spall off and rocking crack occurredindicating that bond strength of the boundary area decreasedas the cyclic loading proceeded Visible gap opening with amaximum width of 642mm was documented at the tensionside of SRCSW2-1 when loaded to 450mm inferring thatthe lap splicing joint at the boundary region damaged (asdepicted in Figure 8(a)) +e PC specimens exhibit similarcrack pattern which was of traditional flexural dominatedtype When subjected to the cyclic load the cracks of the

tested specimens were initiated at the boundary region andpropagated at 45deg inclination downward the center of thewall panel It was found that the brittle concrete crushingconverged at both toes of the wall bottom which behaved asthe plastic region (as depicted in Figure 8(b))

Differences in the final failure pattern between the twogroups of specimen are clearly illustrated in Figure 7+e cracksof the PC specimens in group 1 were of flexural-shear type As aresult of substantial shear behavior concrete crushing at thewalltoe by the bending is not obvious Furthermore shear slidingand bond slip were concentrated at the connection joint areabringing down the lateral resistance As for the PC specimenswith SSR value of 228 numerous flexural cracks are recorded Itis notable that the cracks were mainly concentrated at the 1st

(d) (e) (f )

Figure 7 Cracking patterns of specimens (a) SW1 (b) SRCSW1-1 (c) SRCSW1-2 (d) SW2 (e) SRCSW2-1 (f ) SRCSW2-2


wall panel while few cracks were observed in the 2nd story+isindicated that the CIP floor slab could inhibit the cracks frompropagating upward Coupled with the obvious gap opening ofwall-to-foundation interface due to the tensile stress concretecrushing at both ends of the wall toe due to the compressivestress is also documented indicating that the lap splicingconnectors at the hidden column in SRCSW2-1 and SRCSW2-2are damaged severely by the cyclic load Moreover as a result ofthe larger SSR the specimens in group 2 behave as compressionmembers with larger eccentricity than that of the specimens ingroup 1 with the smaller SSR value of 163 revealing moresevere compressive damage at the wall toes+e observed failuremechanism implied that it should ensure sufficient shear re-sistance for the flexural-shear-interaction specimen andstrengthen the load bearing capacity of boundary region for theflexural dominated specimen

32 Load-Displacement Response +e lateral force-topdisplacement hysteretic curves of the tested specimens areshown in Figure 9 +e curves were linear before thespecimen cracked With the increasing of top displace-ment the curve became nonlinear and the enclosed area ofthe curve enlarged in response to the cracking develop-ment and concrete damage +e loops generated by theforce-displacement curve had spindle shape before thepeaking load point and then displayed pinching effect dueto the stiffness degradation

+e plumpness of the hysteretic curve of the CIPspecimens is slightly greater than that of the PC speci-mens and the enclosed area of CIP specimen is larger forthe reason that the ultimate imposed displacement ofSW1 and SW2 is larger compared with the PC specimensFor instance the loading test of SW1 proceeded to300 mm while the test of SRCSW1-1 ended at the dis-placement of 270 mm+e residual displacement for eachcycle at the yield stage is comparable for both the PC wallsand CIP walls revealing that the PC specimen experi-enced similar cyclic response to that of the full integritywall without distinct slide occurring

Figure 10 presents the skeleton curves of all the testedspecimens +e values of story drift and the lateral force ofthe key characteristic points in terms of crack point yieldpoint peak point and ultimate point as well as ductility aresummarized in Table 3 +e yield point is determined by theequivalent area method suggested by Park [33] and theultimate point is defined as the time when the load droppedto 85 of the peak load +e story drift is derived from (1)where Δi stands for story displacement and Hi denotes thestory height +e ductility is determined from (2)

θ Δi

Hi

(1)

μ θu

θy

(2)

For each group the curves are almost identical before theyield load point indicating that the PC specimens have stiffnesscomparable to that of CIP specimens However the peakstrength of the specimen in group 1 varied because of thedifferences in material property and deformation behavior +epeak strength of SRCSW1-2 is 11 lower than that of SW1which is partly because the concrete strength is 12 lower thanthat in CIP specimen +e occurrence of visible gap opening atthe wall-to-foundation area of SRCSW1-1 may account for thelower peak strength compared with SRCSW1-2 As for thespecimens in group 2 the two PC specimens have comparablebearing capacity with the benchmark specimen SW2 Howeverthe load bearing capacity decreased sharply after the peak loadpoint +is is mainly because under cyclic loading substantialcrushing of concrete results from compression and bond-slipfailure of the lap splicing joint generated at thewall toe inducingthe sharp inclined curve after the peak load point

As shown in Table 4 the drift ratios (θcr) when the initialcracking of specimen was documented are in an intensiverange of 009sim014 +e ductility ratio (microΔ) of the PCspecimens is lower than that of the CIP specimens in group1 and the specimens in group 2 exhibit the same ductility+e ultimate drift of the PC specimens is approximately 2greatly satisfying the plastic drift limit of 1120 specified in

(a) (b)

Figure 8 Typical damage of specimens (a) Gap opening (b) Concrete crushing


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

ndash20 ndash10 0 10 20 30ndash30Top displacement (mm)

TestFEA

(a)

ndash300

ndash200

ndash100

0

100

200

300

Late

ral f

orce

(kN

)


TestFEA

(b)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(c)

ndash60 ndash40 ndash20 0 20 40 60 80ndash80Top displacement (mm)

ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

TestFEA

(d)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(e)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(f )

Figure 9 Hysteretic curves (a) SW1 (b) SRCSW1-1 (c) SRCSW1-2 (d) SW2 (e) SRCSW2-1 (f ) SRCSW2-2


Chinese code for seismic design (GB 5011-2010) [34] Inboth the flexural-shear-interaction group and the flexuraldominated group the load bearing capacity of PC specimenscharacterized by bolted steel connector is superior to that ofthe specimens constructed with spiral hoop connectors

33 StiffnessDegradation +e relationship between stiffnessand top displacement of the tested specimen is demonstratedin Figure 11 in which the stiffness is the maximum ofstrength in relation to the top displacement at each supposedload step Both the CIP and PC specimens experienced

similar stiffness degradation +e stiffness decreased sharplyat the early stage of loading test +e curves tend to be steadywith the development of cracks on the wall specimen It canbe found that in the first group the stiffness of the PCspecimens is generally lower than that of the correspondingCIP specimens during the phase between the yield point andthe ultimate point +is is mainly because of the shear slidegenerated at the construction joint that affected the lateralstiffness However with the increase of imposed displace-ment substantial concrete cracks are fully developed andcomparable concrete damage is generated in both CIP andPC specimens leading to insignificant difference in stiffness

ndash20 0 20 40ndash40Top displacement (mm)

ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)

Figure 10 Skeleton curves (a) Group 1 (b) Group 2

Table 3 Characteristic values of the test results

SpecimenCrack point Yield point Peak point Failure point

microΔVcr (kN) θcr () Vy (kN) θy () Vm (kN) θm () Vu (kN) θu ()SW1 1612 014 2929 053 3494 137 2945 208 39SRCSW1-1 1263 014 2206 051 2784 128 2304 185 36SRCSW1-2 1469 021 2441 068 3108 167 2584 204 30SW2 9615 014 2772 083 3246 154 2815 247 30SRCSW2-1 798 009 2709 067 3061 116 2414 198 30SRCSW2-2 795 009 2639 065 3109 116 2036 197 30

Table 4 Shear-slip displacement of wall-to-foundation area of the PC wall

Specimen Direction Δs y (mm) Δs m (mm) Δm (mm) Δs mΔm ()

SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244


at the ultimate state As for the flexural controlled specimensin group 2 the stiffness degradation curves of the threespecimens seem to be identical till the peak load pointduring which time the bond strength is adequate to resist theapplied force However due to the brittle damage occurringat the wall toe in the later loading stage SRCSW2-1 andSRCSW2-2 exhibit a slightly sharper curve compared withSW2

34 Strain Response +e strain responses of the key straingauges mounted at the longitudinal rebars of the connectionjoint are shown in Figure 12 which represent the rela-tionship between strain and lateral force According to thetension test the yield strains ofΦ10 rebars located at the wallpanel and Φ12 rebars located at the boundary column areevaluated as 2312times10minus6 and 24425times10minus6 respectively Asthe strain of reinforcement changed dramatically after thereinforcement yielding only strains under 4000times10minus6 areconsidered in this section

In general the skeleton curves of strain are characterizedby asymmetry and a bit of irregularity for the reason that thenormal direction of the strain gauges is not consistent withthe lateral loading direction However the comparison ofstrain development between the upper measuring point ofthe wall and lower measuring point at the bottom of the wallsegment can reflect the cohesive status and the forcetransferring action along the reinforcement to a certainextent For instance great inconsistency was demonstratedbetween the upper and lower measuring point of the lapsplicing bar at the boundary column in SRCSW2-2 as shownin Figure 12(a) When SRCSW2-2 was loaded with 2936 kNthe measured strain of A1 was 2417times10minus6 approaching theyield point for Φ12 rebar while the strain of a1 is1063times10minus6 significantly lower than that of A1 With theincrease of top displacement the growth of strain in lower

reinforcement was far greater than that of the upper rein-forcement the great difference in strain curve indicated thatthe load transferring of lap splicing bars is undesirable Asfor the specimen SRCSW2-1 with spiral hoop connector thegrowth of strain value of the upper and lower measure pointstends to be generally consistent before the crack pointHowever the two skeleton curves in Figure 12(b) becamedisjunctive with the increase of lateral force +is is mainlybecause the cohesive strength of the connecting rebar andspiral hoop decreased and the bond slip was subsequentlygenerated along the reinforcement As shown inFigure 12(c) the strain development of the upper and that ofthe lower reinforcements connected by the bolted steelconnector are mainly synchronous indicating that the forcetransferring through the friction or squeezing action ofbolted steel connectors ensured satisfactory loadtransferring

35 Relative Displacement within the Connection Joint+ere were a series of dial gauges arranged at the connectionjoint area to measure the relative displacement in verticaland horizontal direction According to the collected dataslip deformation is mainly concentrated at the wall-to-foundation interface and the relative displacement along thewall of the PC specimens is depicted in Figure 13

As for the PC specimens with single wall panel thegap opening within the connection joint was relativelynarrow at the top displacement of 60 mm When thespecimens reached their peak load point the distributionof joint opening along the wall length is almost linearwhere the deformation at the tension side was greatlylarger than that at the opposite side +e substantialdeformation occurring at the wall-to-foundation areaindicated the bonding failure of connection joint Fur-thermore the maximum deformation of SRCSW1-1 is


0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)

Figure 11 Secant stiffness degeneration curves of specimens (a) Group 1 (b) Group 2


larger than that of SRCSW1-2 at the corresponding peakload point

Constructed by two PC panels the PC specimens ingroup 2 are flexural controlled As shown in Figure 13 thedeformation of the wall-to-foundation section of the twospecimens is linear approaching the yield point and the jointopening is negligible +e specimen maintained approxi-mately elastic status with little concrete damage accumu-lated However slip distribution curves became irregular asbond slip is generated dissimilarly at the construction jointWhen applied to the peak loading point coupled withvertical compressive cracks abrupt concrete damage oc-curred at the boundary area due to the repeated compressiveand tensile action resulting in severe bonding slip failure

Furthermore vertical deformation at the spiral hoop andbolted steel connection joint area at the wall panel wasdocumented +e deformation generated at the spiral hoopconnectors is greater than that of bolted steel connectorsutilized in SRCSW2-2 +e maximum deformation ofSRCSW2-1 and SRCSW2-2 was 642mm and 502mmwhenloaded to the top displacement level of 45mm indicatingthat SRCSW2-2 possesses superior performance in bondingbehavior

In combination with the experimental phenomenon theadopted spiral hoops could provide sufficient bond strengthbefore the yield point of the tested specimen+e connectingbars were well bonded with the confinement of spiral hoopsHowever with the processing of cyclic load bond slip in line

Late

ral f

orce

(kN

)

εyndashεy

ndash2000 ndash1000 0 1000 2000 3000ndash3000Strain (10ndash6)

A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy

0 500 1000 1500 2000 2500ndash500Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)

Figure 12 Skeleton curves of strain (a) a6 and A6 of SRCSW2-2 (b) b1 and B1 of SRCSW2-1 (c) b4 and B4 of SRCSW2-2


with the concrete damage developed resulting in a decreaseof confinement provided by spiral hoops Subsequently slipdeformation was generated along the connector As for thebolted connection the force between the upper and lowerreinforcement was transformed by bond strength of thewelding the friction of high-strength bolts and the shearresistance of the steel plate in combination with high-strength bolts successively +e force act along the longi-tudinal rebars welding on the plate is transferred by thefriction of bolts in the bolted steel connector initially Whenthe applied load surpassed the load bearing capacity of thefriction slip deformation was generated in the range of thegap between the bolt and the bolt hole +e way transferringthe load act along longitudinal rebars was replaced by the

squeezing action of steel plate and bolt Overall the loadtransferring between the upper and lower reinforcement isclear and definite through the bolted steel connection jointby which the slip deformation in PC specimen is negligibleeven when applied by extreme top displacement Moreoverthe bolted steel connection is found to be effective inrestraining the rocking behavior

In addition to the rocking phenomenon resulting in thevertical deformation along the wall length shear slide ismonitored by the dial gauge placed horizontally at the wall-to-foundation area (referring to D4 in group 1 D6 in group2) +e skeleton curves of shear slip in relation to the lateralforce are presented in Figure 14+e slide deformation of thetested specimens was almost zero before the specimens

200 400 600 800 10000Distance along wall (mm)

ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm

∆ = ndash6mm∆ = ndash18mm

(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)

200 400 600 800 1000 1200 14000Distance along wall (mm)

ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)

Figure 13 Vertical relative displacement of wall-to-foundation area along the PC wall length (a) SRCSW1-1 (b) SRCSW1-2 (c) SRCSW2-1 (d) SRCSW2-2


entered a yield stage owing to the satisfactory shear resis-tance provided by X-shaped steel bracing and connectionjoint However due to the deterioration of connection jointthe horizontal relative displacement between the wall paneland the foundation beam enlarged as the cyclic loadingproceeded Table 3 lists the shear-slip deformation recordedat the yield point (Δs y) and the peak point (Δs m) When thespecimens reached their peaking resistance the ratio of theslip deformation to lateral displacement (Δm) was within therange from 44 to 706 for group 1 and from 187 to244 for group 2 Because of a greater impact of shearbehavior the slip-to-displacement ratio in the single wallpanel group is substantially greater than that in the two-storyPC specimens On the whole with the contribution of X-shaped steel bracing and the proposed connection joint theslip-to-displacement ratios at the ultimate status are greatlylower than that reported in the previous investigations (themaximum slip to top displacement by the quasistatic test offive PC wall specimens with different connecting joints byChong et al [1] and one I-shaped SRCSW specimen bySoudki et al [17] were within the range from 12 to 35)

4 Numerical Analysis

As reported in previous numerical study many analyticalmodels were employed to simulate the seismic behavior ofprecast shear wall (1) A 3D solid model generated byABAQUS software was established to simulate the precastshear wall with grouting sleeve connections [35] (2) A fiber-element model was established by Smith to evaluate theseismic performance of UPT wall [5] (3) A shell elementmodel using OpenSees [36] was adopted to reproduce theseismic behavior of precast Sandwich shear wall [37] In theaforementioned research the constitutive models of theforce-slip relationship are defined by establishing springelement or zero-length element with the aim of simulatingthe nonlinear behavior of construction joint Regarding the

outstanding computational efficiency and accuracy as well asthe large quantity of specified material and elements thefinite element model comprised of shell elements and zero-length elements was developed to reproduce the cyclicloading response of the tested specimens in OpenSeesplatform

41 e Modeling of Wall Panel On the basis of the com-posite material mechanism theory the multilayer shell el-ement is recognized as a good measure to simulate thehysteretic behavior of shear wall It has been validated thatthe THUShell element developed by Lu et al [38] is capableof capturing both the in-plane and the out-of-plane behavioraccurately As schematically depicted in Figure 15 the wallweb and the boundary column are modeled by shell ele-ments Except for the interstory floor slab the two-storyspecimens in group 2 are modeled similarly to the specimensin group 1 For the wall web section the loading beam as wellas the interstory floor slab the cover concrete transverse andlongitudinal rebars and core concrete are smeared into anumber of reinforcement and concrete layers +e boundaryregion was smeared into unconfined and confined concretelayer and the stirrup reinforcement layer in which thelongitudinal reinforcements are modeled by truss elementTo strike a balance between calculation efficiency and ac-curacy the mesh size of the shell elements is in the rangefrom 150mm to 200mm +e X-shaped steel bracing ismodeled by beam-column element which could representshear stiffness of the steel plate All the truss elements andbeam-column elements are coupled with the surroundingshell elements at the common nodes Axial load equal to theactual applied force is uniformly distributed to each topnode of the loading beam

42 e Modeling of Material +e concrete materials areseparated into unconfined and confined concrete accordingto their differences in confinement effect and the consti-tutive models of the two types of concrete are depicted inFigure 16(a) +e cover concrete of the wall section issimulated by unconfined concrete +e core concrete in wallweb section floor slab and boundary column is simulated byconfined concrete +e peak compressive strength of coverconcrete was derived from the material test for concrete andthe residual strength of concrete at the crushing point wassupposed to be zero +e peak compressive strength ofconfined concrete was computed by using the Mandermodel which could capture the confinement effect providedby stirrup and the residual compressive strength is taken tobe 02 times its peak strength +e constitutive mechanicalmodel for the deformed rebars and steel plates is depicted inFigure 16(b) +e values of yield strength (fy) and elasticmodulus (Eo) are derived from the material test +e keyparameters (Ro cR1 cR2) to construct the elastic-plasticmodel are in accordance with previous work [39]

43eModeling of Joint Interface +e result obtained fromthe quasistatic test indicated that the connection joint of

Shea

r slip

(mm

)

ndash200 ndash100 0 100 200 300ndash300Lateral force (kN)

ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2

Figure 14 Shear-slip versus lateral force curves


S

Axial loadingCyclic loading

Zero-length element

Syv

fufy

Nodes at wall-foundation

ττu

Suv

Syh

σ

S

Normal constitutive model

Tangential constitutive model

Suh

Rigid loading beam

Shell element (web)

Shell element (boundary)

Beam-column element (steel bracing)

Truss element (boundary reinforcement)

Figure 15 Schematic diagram of the FEA model

ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc

εprime0 εprimecuεcu

Peak compressive strengthcompressive strain at peak strength pointspalling strain (unconfined concrete)

f primec f primecu εprime0 εprimecu Peak compressive strength residual strengthcompressive strain at peak strength pointultimate compressive strain (confined concrete)

Tension strengthtensile strain

fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε

fy εy E0 Yield strength yield strainelastic modulus

Ro = 185cR1 = 0925cR2 = 015

(b)

Figure 16 Stress-strain curve for materials (a) Concrete (b) Steel


wall-to-foundation area experienced substantial slip defor-mation under cyclic loading due to the strength deterio-ration+e friction of old-new concrete and the dowel actionof connecting reinforcements as well as the bond strengthbetween reinforcement and concrete are the basic com-ponents for the complex mechanical behavior within theconstruction joint which mainly account for the strengthcapacity for the connection joint Bond slip or shear slipdeveloped when the applied force surpassed the strengthcapacity leading to slip within the connector

In the simplified FE model shear-slide and bond-slipmodel are defined by zero-length element in horizontal andvertical direction respectively Each zero-length elementwas placed at the corresponding position as the connectingbars for the tested specimen connecting the nodes belongingto shell element of the upper PC panel and the node of thefixed foundation By referring to the conclusion by largequantity of pull-out and cyclic load test conducted by Zhaoet al [40 41] and Psycharis and Mouzakis [42] the normalbond-slip and tangential shear-slip constitutive model weredefined

Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)

+e normal bond-slip constitutive model is illustrated inFigure 15 +e slip-force relationship can be described from(3) to (5) where d represents the diameter of the connectingrebar fy and fu denote the yield and the ultimate strength ofthe steel bar respectively Syv and Suv are the loaded-endslips when bar stresses are fy and fu respectively

VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)

Syh la middot εy (8)

Suh

Syh

6 (9)

+e tangential shear-slip constitutive model is rep-resented as (6)ndash(9) where VR denotes the shear resistanceof a single zero-length element which comprised twoconnecting bars in a row Sh is the cover area of a zero-length element which is equal to the spacing of longi-tudinal rebar multiplied by the thickness of wall speci-men la and εy denote the overlapping distance and yieldstrain of the connecting rebar

44 Validation According to the test phenomenon all PCspecimens showed slide deformation under reserved cyclicload therefore the horizontal shear-slide behavior is con-sidered in all the PC specimens +e occurrence of verticalslip as a result of the bonding failure was detected in lapsplicing connectors at boundary columns and spiral hoopconnectors hence normal bond-slip constitutive relation-ship was defined in the boundary region for all the PCspecimens and the web section in SRCSW1-1 and SRCSW2-1 +e stress on the longitudinal bar connected by the boltedsteel connectors is mainly transferred by the frictional be-havior of the bolts and the squeezing behavior of the boltsand steel plate successively +e slip in this type of connectoris limited to the gap between the bolt and the bolt holeswhich is too small +erefore the bond-slip behavior in steelconnection joint is neglected for simplicity As a result of thecontinuity of longitudinal reinforcement and cast-in-situcasting the CIP specimen showed excellent integrity andthe wall panel was simulated to be rigidly connected with thefoundation

+e force-displacement responses obtained from theestablished FE models are represented in Figure 9 Forsimplicity the complex mechanical behavior including theslip deformation and shear friction between the high-strength bolt and steel plate within the connection joint inSRCSW1-2 and SRCSW2-2 is ignored in the numericalsimulation which may account for the inconsistency be-tween the numerical and experimental results In additionsome asymmetry was found in the experimental curves as aresult of the errors developed by loading system or datacollection system but the numerical simulation could avoidsuch accidental errors as it is performed ideally +e FEAresults in the positive and negative directions are almostsymmetrical On the whole the simulated curves exhibitsatisfactory consistency with the test results in terms ofstrength stiffness degradation and pinching effect eventhough the predicted strength at the elastic stage is slightlygreater than that of the measured data due to the idealconstraint condition in numerical simulation +e com-parison between the predicted and measured hystereticcurves indicated that the proposed FE models are capable ofreproducing the cyclic behavior of the tested specimens

5 Conclusion

+is paper presented an experimental investigation intoinnovative SRCSW with spiral hoops and bolted steelconnections Constructed by single PC element or assembledby two individual PC panels the specimens are divided intotwo groups to evaluate the seismic performances of theproposed SRCSWs by conducting quasistatic test Majorconclusions are drawn as follows

(1) +e proposed SRCSW specimens exhibited adequateseismic performance as that of the CIP specimensexcept for the incomparable peak strength and


ductility of flexural-shear-interaction PC specimensin group 1 due to the lower concrete strength Withthe contribution of X-shaped steel bracing and suf-ficient bond strength of both spiral hoop and boltedsteel connection joint the slip-to-displacement ratioof the proposed SRCSW is greatly lower than that oftraditional precast shear wall and the rocking be-havior is also restrained by the bolted steel connector+e proposed SRCSW showed acceptable integrity

(2) +e ultimate drift of all the PC specimens is about 150 which greatly satisfies the plastic drift limit of 1120 specified by GB 5011-2010 +is indicates thatthe SRCSWs exhibit satisfactory deformationcapacity

(3) Both the spiral hoop connection and bolted steelconnection are viable options for SRCSW system+e two introduced connectors performed well intransferring normal and tangential stressaccording to the strain response and deformationresults +e PC wall having bolted steel connectionshowed superior bearing capacity to that of thespecimen with spiral hoop connection as theformer connection could provide direct and re-liable stress transmission However the spiralhoop connection could provide enough bondstrength before the specimen cracked of whichthe stress transferring is indirect and it requiresthat the postcast concrete is well compacted toobtain excellent bond strength

(4) In the two-story specimens the cracks weremainly observed at the lower wall panel as thefloor slab inhibited the cracks from propagatingupward +is manifests that the base wall inmultistory or high-rise building should be prop-erly designed for resisting lateral force

(5) Experiments showed that the adopted lap splicingconnection in boundary area of two-story speci-mens could not provide seismic resistance suffi-ciently especially when the specimen wasimposed by a severe displacement drift +e lapsplice bar fractured as the cyclic loading pro-ceeded leading to a joint opening at the tensionside and concrete crushing at the compressionside thus bringing a brittle loss of bearing ca-pacity +is suggests that lap connection at theboundary area needs to be strengthened for theflexural dominated wall

(6) +e predicted hysteric curves obtained by the nu-merical analysis are in good agreement with the testresults +e proposed numerical models dealing withthe bond-slip and shear-slip relationship were shownto reproduce satisfactory force-displacement re-sponse of tested specimens +e numerical researchwork provides a valuable tool for the design andanalysis in the application of SRCSW system

Data Availability

All data during this study are available from the corre-sponding author upon request

Conflicts of Interest

+e authors declare that they have no conflicts of interest

Acknowledgments

+is work was financially sponsored by the National ScienceFoundation of China (Grant no 51578225) +e authorswish to express their sincere gratitude to the sponsors

References

[1] X Chong L Xie X Ye Q Jiang and DWang ldquoExperimentalstudy and numerical model calibration of full-scale super-imposed reinforced concrete walls with I-shaped cross sec-tionsrdquo Advances in Structural Engineering vol 19 no 12pp 1902ndash1916 2016

[2] M J N Priestley ldquoOverview of PRESSS research programrdquoPCI Journal vol 36 no 4 pp 50ndash57 1991

[3] M J N Priestley S Sritharan J R Conley and S StefanoPampanin ldquoPreliminary results and conclusions from thePRESSS five-story precast concrete test buildingrdquo PCI Journalvol 44 no 6 pp 42ndash67 1999

[4] Y C Kurama ldquoSeismic design of unbonded post-tensionedprecast concrete walls with supplemental viscous dampingrdquoStructural Journal vol 97 no 4 pp 648ndash658 2000

[5] B J Smith Y C Kurama and M J McGinnis ldquoBehavior ofprecast concrete shear walls for seismic regions comparisonof hybrid and emulative specimensrdquo Journal of StructuralEngineering vol 139 no 11 pp 1917ndash1927 2013

[6] S-M Kang O-J Kim andH-G Park ldquoCyclic loading test foremulative precast concrete walls with partially reduced rebarsectionrdquo Engineering Structures vol 56 pp 1645ndash1657 2013

[7] T Guo L Wang Z Xu and Y Hao ldquoExperimental andnumerical investigation of jointed self-centering concretewalls with friction connectorsrdquo Engineering Structuresvol 161 pp 192ndash206 2018

[8] K M Twigden and R S Henry ldquoShake table testing ofunbonded post-tensioned concrete walls with and withoutadditional energy dissipationrdquo Soil Dynamics and EarthquakeEngineering vol 119 pp 375ndash389 2019

[9] G Xu and A Li ldquoSeismic performance and design approachof unbonded post-tensioned precast sandwich wall structureswith friction devicesrdquo Engineering Structures vol 204p 110037 2020

[10] C Xiong M Chu J Liu and Z Sun ldquoShear behavior ofprecast concrete wall structure based on two-way hollow-coreprecast panelsrdquo Engineering Structures vol 176 pp 74ndash892018

[11] H-N Li Y-C Tang C Li and L-M Wang ldquoExperimentaland numerical investigations on seismic behavior of hybridbraced precast concrete shear wallsrdquo Engineering Structuresvol 198 Article ID 109560 2019

[12] M F Wang T Q Zou and Z H Wang ldquoA superimposedreinforced concrete shear wall with concealed steel plate


bracingsrdquo Patent Office of the Peoplersquos Republic of ChinaBeijing China ZL 2015100066569 2015

[13] M F Wang and T Q Zou ldquoExperimental study on seismicbehavior of precast composite shear wall with concealedbracingrdquo Journal of Hunan University (Natural Sciences)vol 44 no 01 pp 54ndash64 2017 in Chinese

[14] G Toniolo and A Colombo ldquoPrecast concrete structures thelessons learned from the LrsquoAquila earthquakerdquo StructuralConcrete vol 13 no 2 pp 73ndash83 2012

[15] SESOC Interim Design Guidance Design of ConventionalStructural Systems Following the Canterbury EarthquakesStructural Engineering Society of New Zealand New Zealand2013

[16] X Chong L Xie X Ye Q Jiang and DWang ldquoExperimentalstudy on the seismic performance of superimposed RC shearwalls with enhanced horizontal jointsrdquo Journal of EarthquakeEngineering vol 23 no 1-2 pp 1ndash17 2017

[17] K A Soudki S H Rizkalla and B Leblanc ldquoHorizontalconnections for precast concrete shear walls subjected tocyclic deformations Part 1 mild steel connectionsrdquo PCIJournal vol 40 no 4 pp 78ndash96 1995

[18] I N Psycharis I M Kalyviotis and H P Mouzakis ldquoEx-perimental investigation of the response of precast concretecladding panels with integrated connections under mono-tonic and cyclic loadingrdquo Engineering Structures vol 159pp 75ndash88 2018

[19] Q Han D Wang Y Zhang W Tao and Y Zhu ldquoExperi-mental investigation and simplified stiffness degradationmodel of precast concrete shear wall with steel connectorsrdquoEngineering Structures vol 220 Article ID 110943 2020

[20] J Sun H Qiu Y Lu and H Jiang ldquoExperimental study oflateral load behavior of H-shaped precast reinforced concreteshear walls with bolted steel connectionsrdquo e StructuralDesign of Tall and Special Buildings vol 28 no 15 Article IDe1663 2019

[21] J Sun H Qiu and H Jiang ldquoExperimental study and as-sociated mechanism analysis of horizontal bolted connectionsinvolved in a precast concrete shear wall systemrdquo StructuralConcrete vol 20 no 1 pp 282ndash295 2019

[22] S D Shen P Pan Q S Miao W F Li and R H Gong ldquoTestand analysis of reinforced concrete (RC) precast shear wallassembled using steel shear key (SSK)rdquo Earthquake Engi-neering amp Structural Dynamics vol 48 no 14 pp 1595ndash16122019

[23] Y-Y Peng J-R Qian and Y-H Wang ldquoCyclic performanceof precast concrete shear walls with a mortar-sleeve con-nection for longitudinal steel barsrdquo Materials and Structuresvol 49 no 6 pp 2455ndash2469 2016

[24] D Wu S Liang M Shen Z Guo X Zhu and C SunldquoExperimental estimation of seismic properties of new precastshear wall spatial structure modelrdquo Engineering Structuresvol 183 pp 319ndash339 2019

[25] P Seifi R S Henry and J M Ingham ldquoIn-plane cyclic testingof precast concrete wall panels with grouted metal duct baseconnectionsrdquo Engineering Structures vol 184 pp 85ndash982019

[26] N Tullini and F Minghini ldquoGrouted sleeve connections usedin precast reinforced concrete construction - experimentalinvestigation of a column-to-column jointrdquo EngineeringStructures vol 127 pp 784ndash803 2016

[27] M J Ameli D N Brown J E Parks and C P PantelidesldquoSeismic column-to-footing connections using grouted splicesleevesrdquoACI Structural Journal vol 113 no 5 pp 1021ndash10302016

[28] F Xu K Wang S Wang W Li W Liu and D Du ldquoEx-perimental bond behavior of deformed rebars in half-groutedsleeve connections with insufficient grouting defectrdquo Con-struction and Building Materials vol 185 pp 264ndash274 2018

[29] S J A Hosseini and A B A Rahman ldquoEffects of spiralconfinement to the bond behavior of deformed reinforcementbars subjected to axial tensionrdquo Engineering Structuresvol 112 pp 1ndash13 2016

[30] S J A Hosseini A B A Rahman M H Osman A Saim andA Adnan ldquoBond behavior of spirally confined splice of de-formed bars in groutrdquo Construction and Building Materialsvol 80 pp 180ndash194 2015

[31] GB 50017-2017 Standard for Design of Steel Structures ChinaArchitecture and Building Press Beijing China 2017 inChinese

[32] GB 50010-2010 Code for Design of Concrete Structures ChinaArchitecture and Building Press Beijing China 2010 inChinese

[33] R Park ldquoEvaluation of ductility of structures and structuralassemblages from laboratory testingrdquo Bulletin of the newZealand Society for Earthquake Engineering vol 22 no 3pp 155ndash166 1989

[34] GB 5011-2010 Code for Seismic Design of Buildings ChinaArchitecture and Building Press Beijing China 2016 inChinese

[35] M Wu X Liu H Liu and X Du ldquoSeismic performance ofprecast short-leg shear wall using a grouting sleeve connec-tionrdquo Engineering Structures vol 208 Article ID 1103382020

[36] F Mckenna G L Fenves and M H Scott Open System forEarthquake Engineering Simulation University of CaliforniaBerkeley CA USA 2000 httpopenseesberkeleyedu

[37] M Palermo and T Trombetti ldquoExperimentally-validatedmodelling of thin RC sandwich walls subjected to seismicloadsrdquo Engineering Structures vol 119 no 15 pp 95ndash1092016

[38] X Lu X Lu H Guan and L Ye ldquoCollapse simulation ofreinforced concrete high-rise building induced by extremeearthquakesrdquo Earthquake Engineering amp Structural Dynamicsvol 42 no 5 pp 705ndash723 2013

[39] B Wang H Jiang and X Lu ldquoSeismic performance of steelplate reinforced concrete shear wall and its application inChina Mainlandrdquo Journal of Constructional Steel Researchvol 131 pp 132ndash143 2017

[40] J Zhao D Petersen and Z Lin ldquoBehavior and design of cast-in-place anchors under simulated seismic loadingrdquo NEES-Anchor Final Report University of Wisconsin Madison WIUSA 2013

[41] J Zhao and S Sritharan ldquoModeling of strain penetrationeffects in fiber-based analysis of reinforced concrete struc-turesrdquo ACI Structural Journal vol 104 no 2 pp 133ndash1412007

[42] I N Psycharis and H P Mouzakis ldquoShear resistance ofpinned connections of precast members to monotonic andcyclic loadingrdquo Engineering Structures vol 41 pp 413ndash4272012




concrete


Lap splicing rebar

(a)

Spiral hoop



concrete

Floor slab

DsTensile stress

Confining stress

Rebars of lower PC element

Rebars of upper PC element PC wall panel



PC wall panel

ds la

(b)

Steel plate



concrete

High strength bolt

FV2

FV2

lf

High strength bolt

Steel plate

Shear force on steel plate FV2

Shear force on high strength bolt FV2




(c)

Figure 1 Schematic diagram of the connecting methods for SRCSW (a) Lap splicing connector (b) Spiral hoop connector (c) Bolted steelconnector



















400

1450

350

2200

3501700

350 1000

500 1000 5002000


4Φ12

Φ10150

Φ6100

1

1 250

350

1450

400

2200

Φ10200

Φ10200

Φ10150


1ndash1350

95 160 95

250

250

50deg

(a)

400

1450

350

2200

3501700

350 1000


Φ6100

4Φ12

500 1000 5002000

250

350

1450

400

2200

Φ10150

Φ10200

Φ10200

Φ10150

Spiral hoopΦ4D5040

Diagonal trussΦ6


35095 160 95

2ndash2

40 80 40

2

2

300

250

250

50deg

(b)

400

1450

350

2200

3501700

350 1000


Φ6100

4Φ12

500 1000 5002000

40 80 40

250

35095 160 95

350

1450

400

2200

Φ10150

Φ10200

Φ10200

Φ10150



Diagonal trussΦ6


3ndash3

3

3

300

250

250

50deg

(c)

4ndash4

Φ10200

Φ61006Φ12

Φ10150

Φ10150

4

4

400

1450

120

3770

500 300 5002400

3502100

350 1400

800 300

250

200160

200200 200

350

1450

70


Fillet weld4mm

6Φ10

400

1450

350

3770

200560

200160

120

1450


Φ10200Φ10150

250

250

(d)

Figure 2 Continued









Φ10200

Φ61006Φ12

Φ10150

Fillet weld

400

1450

120

3770

3502100

350 1400

200 200

350

1450

70


4mm

Spiral hoopΦ4D5040

Cast-in-place

70

concrete

200160200

Φ10150

6Φ10

Spiral hoopΦ4D5040

Diagonal trussΦ6

400

1450

350

3770

250

120

1450

40 80 40

5ndash5

500 300 5002400800 300 200

560200160

5

5


Φ10200Φ10150

450

250

250

(e)

Φ10200

Φ61006Φ12

Φ10150

400

1450

120

3770

3502100

350 1400

200 200

350

1450

70



70

Fillet weld4mm


200160200

400

1450

350

3770

40

250

80 40

120

1450

Φ10150

6Φ10


Diagonal trussΦ6

6ndash6

500 300 5002400800 300 200

560200160

6

6


Φ10200

Φ10150

450

250

250

Φ

(f )






(a) (b)

(c) (d)






Hinged support

Anchor rod

Specimen

Strong floor

Horizontal jack

Reaction wall

MTS actuator

1

1-11

Steel strands

(a) (b)










a1A1

a2A2

b1B1

b2B2

b3B3

a5A5

a6A6

C1 C6

C10 C5

C9 C4

C3 C8

C2 C7

50deg

(a)

C20

C19

C13 C18C12

C11

C10

C17

C16

C5

C9 C4

C8C7

C6C1

C2

C3

C15

C14

70

70

a6

A4A3

a4a3 b5B5

b1B1

a1A1

d1d3 d4

D4

e1E1

e5E5

d6D6

D3D1

A6

(b)


D1 D2 D3

D4

D5 D6

D7

D8

(a)

D2 D3 D4 D5D1D7

D6

D9

D8

D10 D11 D12

D15

D13 D14

D16

D17

(b)



(a) (b) (c)

Figure 7 Continued





(d) (e) (f )







θ Δi

Hi

(1)

μ θu

θy

(2)



(a) (b)



ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)


TestFEA

(a)

ndash300

ndash200

ndash100

0

100

200

300

Late

ral f

orce

(kN

)


TestFEA

(b)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(c)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

TestFEA

(d)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(e)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(f )







ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)







SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244









0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References































































400

1450

350

2200

3501700

350 1000

500 1000 5002000


4Φ12

Φ10150

Φ6100

1

1 250

350

1450

400

2200

Φ10200

Φ10200

Φ10150


1ndash1350

95 160 95

250

250

50deg

(a)

400

1450

350

2200

3501700

350 1000


Φ6100

4Φ12

500 1000 5002000

250

350

1450

400

2200

Φ10150

Φ10200

Φ10200

Φ10150

Spiral hoopΦ4D5040

Diagonal trussΦ6


35095 160 95

2ndash2

40 80 40

2

2

300

250

250

50deg

(b)

400

1450

350

2200

3501700

350 1000


Φ6100

4Φ12

500 1000 5002000

40 80 40

250

35095 160 95

350

1450

400

2200

Φ10150

Φ10200

Φ10200

Φ10150



Diagonal trussΦ6


3ndash3

3

3

300

250

250

50deg

(c)

4ndash4

Φ10200

Φ61006Φ12

Φ10150

Φ10150

4

4

400

1450

120

3770

500 300 5002400

3502100

350 1400

800 300

250

200160

200200 200

350

1450

70


Fillet weld4mm

6Φ10

400

1450

350

3770

200560

200160

120

1450


Φ10200Φ10150

250

250

(d)

Figure 2 Continued









Φ10200

Φ61006Φ12

Φ10150

Fillet weld

400

1450

120

3770

3502100

350 1400

200 200

350

1450

70


4mm

Spiral hoopΦ4D5040

Cast-in-place

70

concrete

200160200

Φ10150

6Φ10

Spiral hoopΦ4D5040

Diagonal trussΦ6

400

1450

350

3770

250

120

1450

40 80 40

5ndash5

500 300 5002400800 300 200

560200160

5

5


Φ10200Φ10150

450

250

250

(e)

Φ10200

Φ61006Φ12

Φ10150

400

1450

120

3770

3502100

350 1400

200 200

350

1450

70



70

Fillet weld4mm


200160200

400

1450

350

3770

40

250

80 40

120

1450

Φ10150

6Φ10


Diagonal trussΦ6

6ndash6

500 300 5002400800 300 200

560200160

6

6


Φ10200

Φ10150

450

250

250

Φ

(f )






(a) (b)

(c) (d)






Hinged support

Anchor rod

Specimen

Strong floor

Horizontal jack

Reaction wall

MTS actuator

1

1-11

Steel strands

(a) (b)










a1A1

a2A2

b1B1

b2B2

b3B3

a5A5

a6A6

C1 C6

C10 C5

C9 C4

C3 C8

C2 C7

50deg

(a)

C20

C19

C13 C18C12

C11

C10

C17

C16

C5

C9 C4

C8C7

C6C1

C2

C3

C15

C14

70

70

a6

A4A3

a4a3 b5B5

b1B1

a1A1

d1d3 d4

D4

e1E1

e5E5

d6D6

D3D1

A6

(b)


D1 D2 D3

D4

D5 D6

D7

D8

(a)

D2 D3 D4 D5D1D7

D6

D9

D8

D10 D11 D12

D15

D13 D14

D16

D17

(b)



(a) (b) (c)

Figure 7 Continued





(d) (e) (f )







θ Δi

Hi

(1)

μ θu

θy

(2)



(a) (b)



ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)


TestFEA

(a)

ndash300

ndash200

ndash100

0

100

200

300

Late

ral f

orce

(kN

)


TestFEA

(b)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(c)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

TestFEA

(d)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(e)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(f )







ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)







SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244









0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References





















































Φ10200

Φ61006Φ12

Φ10150

Fillet weld

400

1450

120

3770

3502100

350 1400

200 200

350

1450

70


4mm

Spiral hoopΦ4D5040

Cast-in-place

70

concrete

200160200

Φ10150

6Φ10

Spiral hoopΦ4D5040

Diagonal trussΦ6

400

1450

350

3770

250

120

1450

40 80 40

5ndash5

500 300 5002400800 300 200

560200160

5

5


Φ10200Φ10150

450

250

250

(e)

Φ10200

Φ61006Φ12

Φ10150

400

1450

120

3770

3502100

350 1400

200 200

350

1450

70



70

Fillet weld4mm


200160200

400

1450

350

3770

40

250

80 40

120

1450

Φ10150

6Φ10


Diagonal trussΦ6

6ndash6

500 300 5002400800 300 200

560200160

6

6


Φ10200

Φ10150

450

250

250

Φ

(f )






(a) (b)

(c) (d)






Hinged support

Anchor rod

Specimen

Strong floor

Horizontal jack

Reaction wall

MTS actuator

1

1-11

Steel strands

(a) (b)










a1A1

a2A2

b1B1

b2B2

b3B3

a5A5

a6A6

C1 C6

C10 C5

C9 C4

C3 C8

C2 C7

50deg

(a)

C20

C19

C13 C18C12

C11

C10

C17

C16

C5

C9 C4

C8C7

C6C1

C2

C3

C15

C14

70

70

a6

A4A3

a4a3 b5B5

b1B1

a1A1

d1d3 d4

D4

e1E1

e5E5

d6D6

D3D1

A6

(b)


D1 D2 D3

D4

D5 D6

D7

D8

(a)

D2 D3 D4 D5D1D7

D6

D9

D8

D10 D11 D12

D15

D13 D14

D16

D17

(b)



(a) (b) (c)

Figure 7 Continued





(d) (e) (f )







θ Δi

Hi

(1)

μ θu

θy

(2)



(a) (b)



ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)


TestFEA

(a)

ndash300

ndash200

ndash100

0

100

200

300

Late

ral f

orce

(kN

)


TestFEA

(b)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(c)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

TestFEA

(d)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(e)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(f )







ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)







SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244









0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References

















































(a) (b)

(c) (d)






Hinged support

Anchor rod

Specimen

Strong floor

Horizontal jack

Reaction wall

MTS actuator

1

1-11

Steel strands

(a) (b)










a1A1

a2A2

b1B1

b2B2

b3B3

a5A5

a6A6

C1 C6

C10 C5

C9 C4

C3 C8

C2 C7

50deg

(a)

C20

C19

C13 C18C12

C11

C10

C17

C16

C5

C9 C4

C8C7

C6C1

C2

C3

C15

C14

70

70

a6

A4A3

a4a3 b5B5

b1B1

a1A1

d1d3 d4

D4

e1E1

e5E5

d6D6

D3D1

A6

(b)


D1 D2 D3

D4

D5 D6

D7

D8

(a)

D2 D3 D4 D5D1D7

D6

D9

D8

D10 D11 D12

D15

D13 D14

D16

D17

(b)



(a) (b) (c)

Figure 7 Continued





(d) (e) (f )







θ Δi

Hi

(1)

μ θu

θy

(2)



(a) (b)



ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)


TestFEA

(a)

ndash300

ndash200

ndash100

0

100

200

300

Late

ral f

orce

(kN

)


TestFEA

(b)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(c)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

TestFEA

(d)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(e)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(f )







ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)







SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244









0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References

















































Hinged support

Anchor rod

Specimen

Strong floor

Horizontal jack

Reaction wall

MTS actuator

1

1-11

Steel strands

(a) (b)










a1A1

a2A2

b1B1

b2B2

b3B3

a5A5

a6A6

C1 C6

C10 C5

C9 C4

C3 C8

C2 C7

50deg

(a)

C20

C19

C13 C18C12

C11

C10

C17

C16

C5

C9 C4

C8C7

C6C1

C2

C3

C15

C14

70

70

a6

A4A3

a4a3 b5B5

b1B1

a1A1

d1d3 d4

D4

e1E1

e5E5

d6D6

D3D1

A6

(b)


D1 D2 D3

D4

D5 D6

D7

D8

(a)

D2 D3 D4 D5D1D7

D6

D9

D8

D10 D11 D12

D15

D13 D14

D16

D17

(b)



(a) (b) (c)

Figure 7 Continued





(d) (e) (f )







θ Δi

Hi

(1)

μ θu

θy

(2)



(a) (b)



ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)


TestFEA

(a)

ndash300

ndash200

ndash100

0

100

200

300

Late

ral f

orce

(kN

)


TestFEA

(b)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(c)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

TestFEA

(d)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(e)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(f )







ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)







SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244









0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References

















































a1A1

a2A2

b1B1

b2B2

b3B3

a5A5

a6A6

C1 C6

C10 C5

C9 C4

C3 C8

C2 C7

50deg

(a)

C20

C19

C13 C18C12

C11

C10

C17

C16

C5

C9 C4

C8C7

C6C1

C2

C3

C15

C14

70

70

a6

A4A3

a4a3 b5B5

b1B1

a1A1

d1d3 d4

D4

e1E1

e5E5

d6D6

D3D1

A6

(b)


D1 D2 D3

D4

D5 D6

D7

D8

(a)

D2 D3 D4 D5D1D7

D6

D9

D8

D10 D11 D12

D15

D13 D14

D16

D17

(b)



(a) (b) (c)

Figure 7 Continued





(d) (e) (f )







θ Δi

Hi

(1)

μ θu

θy

(2)



(a) (b)



ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)


TestFEA

(a)

ndash300

ndash200

ndash100

0

100

200

300

Late

ral f

orce

(kN

)


TestFEA

(b)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(c)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

TestFEA

(d)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(e)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(f )







ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)







SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244









0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References














































(a) (b) (c)

Figure 7 Continued





(d) (e) (f )







θ Δi

Hi

(1)

μ θu

θy

(2)



(a) (b)



ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)


TestFEA

(a)

ndash300

ndash200

ndash100

0

100

200

300

Late

ral f

orce

(kN

)


TestFEA

(b)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(c)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

TestFEA

(d)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(e)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(f )







ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)







SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244









0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References

















































(d) (e) (f )







θ Δi

Hi

(1)

μ θu

θy

(2)



(a) (b)



ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)


TestFEA

(a)

ndash300

ndash200

ndash100

0

100

200

300

Late

ral f

orce

(kN

)


TestFEA

(b)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(c)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

TestFEA

(d)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(e)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(f )







ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)







SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244









0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References


















































θ Δi

Hi

(1)

μ θu

θy

(2)



(a) (b)



ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)


TestFEA

(a)

ndash300

ndash200

ndash100

0

100

200

300

Late

ral f

orce

(kN

)


TestFEA

(b)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(c)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

TestFEA

(d)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(e)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(f )







ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)







SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244









0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References














































ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)


TestFEA

(a)

ndash300

ndash200

ndash100

0

100

200

300

Late

ral f

orce

(kN

)


TestFEA

(b)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(c)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

TestFEA

(d)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(e)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

TestFEA

(f )







ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)







SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244









0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References


















































ndash400

ndash300

ndash200

ndash100

0

100

200

300

400La

tera

l for

ce (k

N)

SW1SRCSW1-1SRCSW1-2

(a)


ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Late

ral f

orce

(kN

)

SW2SRCSW2-1SRCSW2-2

(b)







SRCSW1-1 + 054 149 2109 706minus 051 082 1856 440

SRCSW1-2 + 034 133 2410 551minus 038 112 2403 467

SRCSW2-1 + 052 086 4498 187minus 045 109 4502 242

SRCSW2-2 + 045 090 4512 199minus 053 110 4503 244









0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References





















































0

20

40

60

80

100

120La

tera

l stif

fnes

s (kN

mm

)

SW1SRCSW1-1SRCSW1-2

(a)


0

10

20

30

Late

ral s

tiffne

ss (k

Nm

m)

SW2SRCSW2-1SRCSW2-2

(b)







Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References


















































Late

ral f

orce

(kN

)

εyndashεy


A6a6

ndash400

ndash200

0

200

400

a6A6

(a)

b1B1

B1b1

100 200 300 4000Strain (10ndash6)

ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

(b)

B4b4

εy


ndash400

ndash200

0

200

400

Late

ral f

orce

(kN

)

b4

B4

(c)







ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References


















































ndash1

0

1

2

3

4

5Re

lativ

e disp

lace

men

t (m

m)

∆ = 6mm∆ = 18mm


(a)

ndash1

0

1

2

3

4

5

Relat

ive d

ispla

cem

ent (

mm

)


∆ = 6mm∆ = 21mm


(b)


ndash2

ndash1

0

1

2

3

4

5

6

7

Relat

ive d

ispla

cem

ent (

mm

)

∆ = 20mm∆ = 45mm


(c)


ndash2

ndash1

0

1

2

3

4

5

6

7Re

lativ

e disp

lace

men

t (m

m)

∆ = 20mm∆ = 45mm


(d)










Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References





















































Shea

r slip

(mm

)


ndash1

0

1

2

SRCSW1-1SRCSW1-2

SRCSW2-1SRCSW2-2



S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References














































S


Zero-length element

Syv

fufy


ττu

Suv

Syh

σ

S



Suh

Rigid loading beam

Shell element (web)





ft

εtu

f primec

f primecu

σ

ε

Confined concrete

Unconfined concrete

EC

ε0

fc





fc ε0 εcu

ft εtu

(a)

εy

fy 001 E0

E0

σ

ε


Ro = 185cR1 = 0925cR2 = 015

(b)





Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References
















































Syv 254d middot fy

8437 middotfc

1113968 (2α + 1)1113890 1113891

1α

+ 034 (3)

α 04 (4)

Suv

Syv

30 (5)


VR 13d2

middotfc middot fy

1113969 (6)

τu VR

Sh

(7)


Suh

Syh

6 (9)




5 Conclusion










Data Availability




Acknowledgments


References




















































Data Availability




Acknowledgments


References














































seismic behavior of innovative precast superimposed

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