research article seismic evaluation of a multitower...

Research ArticleSeismic Evaluation of a Multitower Connected Building byUsing Three Software Programs with Experimental Verification

Deyuan Zhou Changtuan Guo Xiaohan Wu and Bo Zhang

Research Institute of Structural Engineering and Disaster Reduction Tongji University Shanghai China

Correspondence should be addressed to Xiaohan Wu xhwutongjieducn

Received 7 July 2016 Revised 28 September 2016 Accepted 5 October 2016

Academic Editor Miguel Neves

Copyright copy 2016 Deyuan Zhou et al This is an open access article distributed under the Creative Commons Attribution Licensewhich permits unrestricted use distribution and reproduction in any medium provided the original work is properly cited

Shanghai International Design Center (SHIDC) is a hybrid structure of steel frame and reinforced concrete core tube (SF-RCC) Itis a building of unequal height two-tower system and the story lateral stiffness of two towers is different which may result in thetorsion effect To fully evaluate structural behaviors of SHIDC under earthquakes NosaCAD ABAQUS and Perform-3D whichare widely applied for nonlinear structure analysis were used to perform elastoplastic time history analyses Numerical resultswere compared with those of shake table testing NosaCAD has functionmodules for transforming the nonlinear analysis model toPerform-3D and ABAQUS These models were used in ABAQUS or Perform-3D directly With the model transformation seismicperformances of SHIDC were fully investigated Analyses have shown that the maximum interstory drift can satisfy the limitsspecified in Chinese code and the failure sequence of structural members was reasonable It meant that the earthquake input energycan be well dissipated The structure keeps in an undamaged state under frequent earthquakes and it does not collapse under rareearthquakes therefore the seismic design target is satisfied The integrated use of multisoftware with the validation of shake tabletesting provides confidence for a safe design of such a complex structure

1 Introduction

In the recent years a great number of high-rise buildingshave been constructed in China In some design due to thearchitectural design requirements it is unavoidable to haveirregularities However lessons from previous earthquakedamage have shown that irregular structures are more proneto be more seriously damaged than regular ones It is usuallydifficult to accurately foresee the weak layer and failurepattern of a complex structure at the stage of design Manyresearchers adopted theoretical approaches to evaluate seis-mic behaviors of complex structures [1ndash3] while some usedtesting approaches to investigate structural performancesFor example to understand the torsional effect of a complexbuilding under earthquakes a shake table test was conductedby Jiang and Han [4] Lu et al [5] adopted a scale modeltest to study seismic response of Shanghai World FinancialCenter Tower The elastoplastic finite element model (FEM)has been used to simulate complex structures [6] Brunesi etal [7] adopted dynamic analyses to investigate earthquakedamage of a mega-frame structure with strengthened stories

Lu et al [8] used ABAQUS to build a 3D FEM of a high-risebuilding with setbacks in elevation and obtained structuralbehaviors under rare earthquakes Hedayat and Yalciner [9]conducted pushover analyses to assess seismic performanceof a four-story existing building before and after strengthen-ing Ozdemir and Akyuz [10] employed dynamic analyses tostudy seismic performances of an isolated reinforced concretebuilding Aly and Abburu [11] obtained seismic responses oftwo different high-rise buildings with the help of time historyanalysis Chen and Li [12] created a three-dimensional (3D)FEM to evaluate seismic performances of coupled systemswith a group of buildings resting on soil layers Nguyen andKim [13] adopted an elastoplastic dynamic finite elementapproach to evaluate performances of semirigid frames

NosaCAD ABAQUS and Perform-3D are widely usedin structural analysis [14ndash17] NosaCAD is developed withObjectARX a development tool of AutoCAD and it runsin the AutoCAD environment The powerful geometricprocessing function of AutoCAD can be used to establishand edit structural models ABAQUS has powerful nonlinearanalysis functions However the preprocessor of ABAQUE is

Hindawi Publishing CorporationShock and VibrationVolume 2016 Article ID 8215696 18 pageshttpdxdoiorg10115520168215696

2 Shock and Vibration

Figure 1 Model of shake table testing

notwell developed for building structuremodel constructionIt would be time-consuming to establish amodel of a complexbuilding structure Another software Perform-3D whoseanalysismodel can be transformed fromEATBS or SAP 2000requires efforts for parameter inputs in nonlinear analysesTwo transformation modules have been developed by theauthors for transforming the nonlinear analysis model fromNosaCAD to ABAQUS and Perform-3DThe transformationmodule transforms the data of NosaCAD model includinggeometry material load and nonlinear parameter into thedata form of ABAQUS or Perform-3D

In this paper NosaCAD Perform-3D and ABAQUSwere adopted to perform time history analyses on an irreg-ular building called Shanghai International Design Center(SHIDC) The main elevation of SHIDC is designed as anoverturned Arabic number 4 To verify structural design itis very essential to comprehensively analyze the structureThis paper firstly built a detailed 3D FEM of this structurein NosaCAD after which the FEM was transformed intoPerform-3D and ABAQUS respectively Seismic analyseswere carried out and numerical results were compared withthose of shake table testing (Figure 1) [18]

2 Structural Overview of the SHIDC

21 Building Structure The SHIDC is an office buildingthat was designed by Tadao Ando a Japanese architect Aninverted Hindu-Arabic 4 was used which can be seen fromFigures 2 and 3 A SF-RCC hybrid structure was adopted forthe structure It is composed by a 25-story tower a 12-storytower and a 4-story podium The 25-story tower is 99mhigh and it is called the Main Tower The 12-story tower is48m high and called the Annex TowerThe podium is linkedto the lower tower The SF-RCC system is adopted for twotowers At the 11th floor to 13th floor of the Main Tower

Figure 2 Architectural design of SHIDC

The Annex Tower 4800

Z

X

The Main Tower10000

Figure 3 Structural elevation

there are 75m span cantilever floors In the east of the lowertower five inclined columns support cantilever beams atevery floor and the inclined angle of five columns is 15∘ Theconnecting corridor is composed of 175m steel truss spansand it provides a rigid connection between the Main Towerand the Annex Tower at the 11th floor and the 12th floor Thestructural elevation and plane layout of SHIDC are shown inFigures 3 and 4 respectively The material parameters of themain structural members are listed in Table 1

22 Structural Irregularities In accordance with the Chi-nese Technical Specification for Concrete Structures of TallBuilding (TSCSTB JGJ3-2010) [19] and the Chinese Code forSeismic Design of Buildings (CSDB GB50011-2010) [20] thestructure mainly has the following out-codes instance

(1) On the irregularities of structural plane layout thereare large openings at the 2nd floor the 12th floor andthe 13th floor The TSCSTB requires that the openingproportions of slabs should not exceed 30 while theopening proportions of slabs mentioned above reachbeyond 30 On some floors floorrsquos maximum elasticinterstory displacement is bigger than 12 times theaverage elastic interstory displacement of two ends ofthe floor Structural layout of the Main Tower is verydifferent from that of the Annex Tower

(2) On the irregularities of structural elevation theSHIDC has a structure of unequal height double-tower connectingThe number of the slant columns is

Shock and Vibration 3

1050

5600

3000

030

0060

0060

0060

0030

00

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8400

7500 7500 7500 7500 7500 8750 8750 7500 500068550

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22400

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3000

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6000

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x

10s

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XB

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1 2 3 4 5 6 7 8 9 10

F

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(a) The 2nd floor

6000

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5100 24007500

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7500 7500 7500 7500 8750 8750 7500 5000 7500

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10s2 3 4 5 6 7 8 9 10 11 12

Node 1899 Node 5101

1

P1

(b) The 12th floor

6000

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2400

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x

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2 3 4 5 6

(c) Standard plan layout of the Main Tower

6000

6000

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2400

0

7500 7500 7500 750030000

y

x

G

B

C

D

F

2 3 4 5 6

Node 6370Node 6400

Node 6228

(d) Roof plan layout of the Main Tower

Figure 4 Standard structural plan layout


Table 1 Material properties of structural components

Location ofcomponents Material Youngrsquos modulus Standard value of compressive

strength (Mpa)Standard value of tensile strength

(Mpa)Core tube C30 30000 201 201Beam Q235-B 206000 235 235Column andconnecting truss Q345-B 206000 345 345

ElastoplasticsegmentElastic segment

Elastoplasticsegment

Figure 5 The frame element composed of three stiffness segments

M

My

Mcr

120601998400y 120601998400

cr120601cr

120601y 120601

M998400cr

M998400y

(mMcr m120601cr)

(nM998400cr n120601

998400cr)

Figure 6 NosaCAD trilinear moment-curvature hysteretic model

five Lateral stiffness of some floors is not more than70 of that of adjacent upper floor or 80 of averagelateral stiffness of 3 adjacent upper floors Setbackhorizontal area of 14th floor is bigger than 25 of 13thfloorrsquos horizontal area

3 FEM by Using Three Software Programs

31 NosaCAD The bar element was used in modeling theframemembers and trussesThe Euler beam theory was usedin the frame element Three components constitute the barelement Because the yielding hinge mainly occurs at theend of frame members the component in the middle offrame element is elastic and the others can go into a yieldingstate (Figure 5) The components at two ends of concretebeam element employed the trilinear model (Figure 6) Thesteel beam element employed the bilinear moment-curvaturemodel For the column members that are subjected to the

axial force and moment simultaneously the components attwo ends of column employed the fibermodel Figure 7 showsthe concrete constitutive law for the fiber model The rebarand steel employed the ideal elastic-plastic model and thepostyielding elasticmodulus value is 1 of the initial oneThefiber model was also used to simulate the trusses

The core wall and structural slab were simulated by theflat-shell elements containing membrane and plate [21] Themembrane and plate of flat-shell elements used in modelingthe slab remain elastic The membrane of flat-shell elementused inmodeling the core wall is allowed to go into nonlinearstate while the plate remains elastic The reinforcement isdispersed in the flat-shell element The elastoplastic consti-tutive model of concrete and reinforcement of flat-plate shellis identical to that in the fiber model mentioned above

32 ABAQUS Thefirst-order 3DTimoshenko beam element(B31) was used to simulate the frame members There aresome sectional points in the cross section of B31 by whichB31 can realize the function of the fiber model The defaultnumber of sectional points of rectangular section is 25 Frameelement has only one integral section along the element Inorder to reflect different deformation and nonlinear stiffnessalong the element one frame member was normally dividedinto 3 to 6 B31 elements It is difficult to deal with the lineload on frame member in ABAQUS and the line load wasconverted into node loads which were added on the nodesat the segment ends

The core wall was simulated by the reduced-integrationshell element of quadrangle (S4R) while the structural slabwas modeled by the reduced-integration shell element ofquadrangle or triangle (S4R or S3R) Some sectional pointswere distributed along the sectional direction by which theshell element can realize the function of multilayer shell ele-ment for nonlinear analyses The default number of sectionalpoints is 5

There are two ways to simulate rebar in concrete Onthe one hand rebar can be embedded in concrete by whichthe deformation of rebar is consistent with concrete Therebar in core wall and structural slab was simulated followingthis way On the other hand since ABAQUSExplicit doesnot support the method for reinforcement bar embedded inframe element the rebar is equivalent to a box steel elementwith the same area after which the tube element and theconcrete element possess the same nodes (Figure 8) Thesecond way is used to simulate the rebar in frame members

The ideal elastoplastic model given in ABAQUS was usedto describe nonlinear properties of rebar in the wall andslab The nonlinear properties of concrete in shear wall were


120590

120590ic

120572120590ic

120576it120582120576it

120590it

120573120576ic120576ic q120576ic 120576

p120590ic

(n120590it n120576it)

(m120590ic m120576ic)

Figure 7 NosaCAD concrete constitutive model

Concrete Steel box

+=

Figure 8 Reinforcement model for frame element

described by the plastic-damage model based on ABAQUSThe plastic-damage model of concrete employed the concep-tions of isotropic damaged elasticity combing isotropic tensileand compressive plasticity to present the nonlinear proper-ties The stress-strain relationship of concrete under cyclicloads is shown in Figure 9 In the figure119882

119888and119882

119905are the

compressive and tensile stiffness recovery factor controllingthe recovery of compressive and tensile stiffness as the load-ing direction reverses

Because the explicit analysis module in ABAQUS doesnot allow the bar element which is used to simulate beamand column to adopt the elastoplastic material model givenin ABAQUS user material subroutines that can be used byABAQUS software were developed The constitutive relationof concrete and steel in user material subroutines is identicalwith that in NosaCAD (Figure 7)

33 Perform-3D Similarly as in NosaCAD the trilinear andbilinear moment-curvature hysteretic models were used tosimulate the concrete and steel beamsThe elastoplastic prop-erties of columnsweremodeled by the fibermodel Unlike theelastoplastic framemember inNosaCAD which is composedof two elastoplastic segments and one elastic segment in themiddle the elastoplastic frame member in Perform-3D iscomposed of elastic segment and elastoplastic segment inarbitrary formation In this paper a frame member in Per-form-3D also consists of three components one is linear

elastic and the others are elastoplastic Their distribution isthe same as that in NosaCAD

Shear wall was simulated by the macroscopic wall ele-ment The element not only contains a vertical and a hor-izontal fiber layer considering the nonlinear properties ofmaterials but also possesses a shear layer of concrete in elastic

The steel model that ignores buckling was used to simu-late the rebar and truss Concrete constitutive relation consid-eringMander stress-strain relationship should be transferredin the action-deformation relationship of Perform-3D whichcan be determinate by 5 parameters and strength loss wastaken into account The moment-curvature hysteretic rela-tionship for frame element section was also defined by theaction-deformation relationship of Perform-3D which canbe determinate by 3 parameters or 5 parameters

In NosaCAD and ABAQUS the wall element has rota-tional stiffness in plane at a node Perform-3D wall elementhas no such stiffness The embedded rigid beam should beadded in NosaCAD environment before model transforma-tion to coordinate the deformation between the wall andcoupling beam in Perform-3D model (Figure 10)

34 FEM of the Structure Models in NosaCAD ABAQUSand Perform-3D (Figure 11) are all based on the assumptionsas follows (1) the bottom of basement was regarded as the fixend (2) the calculated mass of the model was composed of100dead load 100additional dead load and 50 live load

The mass in NosaCAD was 281000 tons while inPerform-3D it was 271000 tons and in ABAQUS was 281000tons which shows little difference Figures 11(a) 11(b) and11(c) show the model in NosaCAD the model in ABAQUSand the model in Perform-3D respectively

35 Earthquake Inputs According to the TSCSTB no lessthan two natural waves and an artificial wave should be used


120590t

120590t119900

E0

Wt = 1 Wt = 0 (1 minus dt)E0

(1 minus dc)E0(1 minus dt)(1 minus dc)E0

Wc = 1Wc = 0

120576

E0

Figure 9 Uniaxial load cycle (tension-compression-tension) assuming119882119888= 1 and119882

119905= 0

WallWall

Embedded beam

Coupling beam

Figure 10 Connection between wall and coupling beam inPerform-3D

in the nonlinear time history analysis Three different earth-quake waves were used in nonlinear time history analyses(a) the Pasadena wave (b) the El-Centro wave and (c) theShanghai synthetic wave (SHW2) according to the ShanghaiCSDB [22] (DGJ08-9-2003) Figure 12(a) provides accelera-tion time history data of SHW2 The response spectrum ofSHW2 (normalized to 022 g) was also compared with thatof designing spectrum (Figure 12(b)) in which the dampingratio is 005

In accordance to the CSDB structures in earthquakeregions should resist frequent moderate and rare earth-quakes corresponding to exceedance probabilities of 63210 and 2 in half a century respectively Because Shanghaipertains to the 7-degree seismic intensity region the cor-responding peak ground accelerations (PGAs) of frequentmoderate and rare earthquakes are 0035 g 0100 g and0220 g respectively

Seismic behaviors under minor and major earthquakesare the most important in structural design The PGAs of

the chosen groundmotions were scaled to the correspondingvalues of frequent and rare earthquakes respectively Inorder to compare numerical analysis with shake table testingduring the analysis the Pasadena and El-Centro earthquakewaves were inputted in 119883 and 119884 directions simultaneously(the NndashS accelerogram is inputted in 119884 direction) and theratio of PGA in 119883 direction to PGA in 119884 direction is 085 1The artificial wave was inputted in single horizontal principaldirection According to TSCSTB the structural dampingratio corresponding to hybrid structural system is 004

4 Comparison of Experimental andNumerical Results

41 Natural Vibration Properties Free vibration resultsobtained by different software and shake table testing weregiven in Table 2 As shown from the table the first six-orderperiods in NosaCAD show good agreement with those fromPerform-3D and ABAQUS The sequence of vibration modein NosaCAD Perform-3D ABAQUS and experimentalresults is identical Natural periods of numerical results area little bit different from those of shake table testing resultsThe values from shake table testing are higher than thosefrom numerical analyses Due to the difference between thetwo towers the fundamental vibration mode has a torsioncomposition In Figure 13 the first three vibration modes inNosaCAD were given

The Main Tower and the Annex Towerrsquos first six modescalculated by NosaCAD were listed in Table 3 As shown inthe table the first three vibration mode shapes of two towersare uniform By comparing Tables 2 and 3 natural vibrationperiod of the global system which is very different from thatof the Annex Tower is close to that of the Main Tower

42 Roof Displacement Nodes 1899 5101 6228 6370 and6400 which respectively locate in the connecting floor androof corner (Figures 4(c) and 4(d)) were chosen to investigate


XY

Z

(a) NosaCAD model

xy

z

(b) ABAQUS model

xy

z

(c) Perform-3D model

Figure 11 The models of structure

SHW2

5 10 15 20 25 30 350 40Time (s)

minus009

minus006

minus003

000003006009012

Acce

lera

tion

(g)

(a) Time history

Design spectrumSHW2

0001020304050607

Spec

trum

acce

lera

tion

(g)

1 2 3 4 5 60Period (s)

(b) Spectrum acceleration

Figure 12 SHW2 earthquake wave

y

z

(a) 1st mode

x

z

(b) 2nd mode

x

y

(c) 3rd mode

Figure 13 First three mode shapes in NosaCAD


Table 2 Natural vibration periods of the structure

Order Period(s) DescriptionNosaCAD ABAQUS Perform-3D Test

(1) 229 230 219 257 Translation in 119884 with torsion(2) 130 134 129 171 Translation in119883(3) 112 111 103 121 Torsion(4) 071 068 061 073 Second translation in 119884 with torsion(5) 058 055 049 059 Second translation in119883(6) 040 041 039 047 Second Torsion

Table 3 Natural vibration periods of the Main Tower and Annex Tower

Order The Main Tower The Annex TowerPeriod(s) Description Period(s) Description

(1) 236 Translation in 119884 105 Translation in 119884(2) 133 Translation in119883 097 Translation in119883(3) 120 Torsion 074 Torsion(4) 061 Second translation in 119884 026 Local vibration of roof(5) 039 Second translation in119883 024 Local vibration of roof(6) 033 Second torsion 023 Second torsion

the structural displacement For the high-rise buildinglocated in 7 seismic intensity areas seismic responses arerelatively large There is a large difference among seismicresponses of three different earthquake records under thesame PGA

Figure 14 provides the roof displacement time historyof node 6228 which was generated by Pasadena under rareintensity 7 earthquakes It can be found that the displacementresponse of NosaCAD is close to that of Perform-3D not onlyin amplitude but also in step But there are some differencesbetween ABAQUS and NosaCAD The results of ABAQUSare smaller than those of the other two software programsThe maximum roof displacement of NosaCAD Perform-3D and ABAQUS in 119883 direction is 916mm 894mm and568mm respectively The maximum roof displacement ofNosaCAD Perform-3D and ABAQUS in 119884 direction is1146mm 1157mm and 707mm respectively

The roof displacement time history of nodes 6370 and6400 under El-Centro of rare intensity is shown in Figure 15As shown in Figure 15 the responses of two nodes are nearlyidentical in the 119883 direction while there is some differencein the 119884 direction The maximum displacement differenceis 1364mm and the corresponding torsion angle is 49 times10minus3 rad The displacement time history of nodes 1899 and5101 under El-Centro of rare intensity is shown in Figure 16Nodes 1899 and 5101 are both in the connecting floor Asshown in Figure 16 the responses of two nodes show somedifference in the 119884 direction The maximum displacementdifference is 1748mm and the corresponding torsion angleis 29 times 10minus3 rad

The difference between nodes 1899 and 5101 reflects theunsynchronized response of the two towers Because of thedifferences of height and story lateral stiffness between thetwo towers the torsion effect of structure was motivatedThe

torsion effect on the roof is more severe than that on theconnecting floor

43 Story Displacement The string of nodes along the ver-tical direction at the corner column of the Main Tower P1(Figure 4(b)) was chosen to investigate the structural distor-tion which is the same as the shake table testing Figures 17and 18 show the story displacement envelopes under minorearthquakes and major earthquakes As can be seen anobvious weak story does not exist in the major structureThe story displacement in the 119884 direction is bigger thanthat in the 119883 direction The reason can be attributed to theconnecting corridor in the 119883 direction which results in thatthe lateral stiffness in the 119883 direction is bigger than that inthe 119884 direction The story displacement response envelopesof NosaCAD are consistent with those of ABAQUS andPerform-3D not only in trend but also in amplitude Thenumerical results are very close to those of shake table testingespecially under minor earthquakes When the structuresuffers major earthquakes with the structure coming intononlinear state the resultsrsquo difference between numericalanalyses and experiments results is biggerThere is a little dif-ference in amplitude but the trend is nearly the same Underfrequent intensity earthquakes the maximum story displace-ment of NosaCAD ABAQUS Perform-3D and experimentin the 119883 direction is 4257mm 4013mm 4787mm and3479mm respectively In the 119884 direction the maximumstory displacement is 9053mm 8692mm 9582mm and9798mm respectively Under rare intensity earthquakesthe maximum story displacement of NosaCAD ABAQUSPerform-3D and experiment in the119883direction is 35667mm31756mm 39134mm and 27885mm respectively In the119884 direction the maximum story displacement is 61931mm59263mm 6420mm and 58104mm respectively


NosaCADPerform-3D

ABAQUS

3015 2010 2550Time (s)

minus120

minus60

0

60

120D

ispla

cem

ent (

mm

)

(a) Displacement time history in direction119883

NosaCADPerform-3D

ABAQUS

minus150

minus75

0

75

150

225

Disp

lace

men

t (m

m)

3015 2010 2550Time (s)

(b) Displacement time history in direction 119884

Figure 14 Displacement of node 6228 under Pasadena of rare intensity

Node 6370Node 6400

minus180

minus90

0

90

180

Disp

lace

men

t (m

m)

301510 20 2550Time (s)


Node 6370Node 6400

3015 2010 2550Time (s)

minus360

minus180

0

180

360

Disp

lace

men

t (m

m)


Figure 15 Displacement of node 63706400 under El-Centro of rare intensity

Node 1899Node 5101

3015 205 25100Time (s)

minus90

minus45

0

45

90

Disp

lace

men

t (m

m)


Node 1899Node 5101

minus150

minus75

0

75

150

Disp

lace

men

t (m

m)

3010 15 205 250Time (s)



44 Interstory Drift Figures 19 and 20 show the interstorydrift envelopes under minor earthquakes and major earth-quakes As can be seen calculation results from NosaCADshow an agreement with those of ABAQUS and Perform-3D Envelopes of finite element analysis are a little differentfrom those from experiments The trends of envelope curvesin three software programs and experiments are nearly the

same Under rare intensity the interstory drifts of threesoftware programs and experiments in the119883direction regressnear the twelfth floor The reason for this change may beattributed to the fact that the connecting corridor in the119883 direction increases the directionrsquos lateral stiffness alongthe height By comparing Figures 19 and 20 because ofthe development of structural plastic deformation below the


NosaCADABAQUS

Perform-3DShake table testing

10 30 40 50200Story displacement (mm)

0

10

20

30

Floo

r

(a) In direction119883

NosaCADABAQUS


0

10

20

30

Floo

r

25 75 100500Story displacement (mm)

(b) In direction 119884

Figure 17 Story displacement envelopes under frequent intensity 7 earthquakes

NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r

100 200 300 400 500 600 7000Story displacement (mm)


Figure 18 Story displacement envelopes under rare intensity 7 earthquakes

connecting floor in finite element analysis under rare inten-sity earthquakes the corresponding interstory drift increasesobviously and the maximum interstory drift occurs belowthe connecting floor In general the interstory drift in the 119884direction is bigger than that in the119883directionThe reason can

be attributed to the connecting corridor in the 119883 directionwhich results in that the lateral stiffness in the 119883 direction isbigger than that in the 119884 direction

When the structure suffers minor earthquakes the max-imum interstory drift obtained from NosaCAD ABAQUS


NosaCADABAQUS


0

10

20

30

Floo

r

00005 0001000000Interstory drift (rad)


NosaCADABAQUS


00015000100000500000Interstory drift (rad)

0

10

20

30

Floo

r


Figure 19 Interstory drift envelopes under frequent intensity 7 earthquakes

NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS



0

10

20

30

Floo

r


Figure 20 Interstory drift envelopes under rare intensity 7 earthquakes

Perform-3D and experiments in the 119883 direction is 1192611763 11648 and 11234 respectively The maximum rate ofdeviation is 3593 In the 119884 direction the maximum inter-story drift is 1893 1971 1847 and 1778 respectively

and the maximum rate of deviation is 1988 When thestructure suffers major earthquakes the maximum interstorydrift obtained from NosaCAD ABAQUS Perform-3D andexperiments in the 119883 direction is 1242 1268 1223 and


NosaCADABAQUS


6000 12000 180000Shear (kN)

1

7

13

19

25

Floo

r


NosaCADABAQUS


6000 120000Shear (kN)

1

7

13

19

25

Floo

r


Figure 21 Story shear envelopes of frequent intensity 7 earthquakes

1235 respectively and the maximum rate of deviation is1679 In the 119884 direction the maximum interstory drift is1113 1132 1111 and 1114 respectively

The maximum interstory drift from numerical analysesunder frequent earthquakes is less than 1800 that is requiredby TSCSTB This value is 1111 under rare earthquakes It isless than 1100 that is required by the code

45 Floor Shear Figures 21 and 22 respectively show thefloor shear envelopes at minor and major levels As can beseen in the figures results of three software programs andexperiments in the 119883 direction match each other The enve-lope curves regress near the connecting corridor The reasonfor this phenomenon may be attributed to the connectingcorridor which in the 119883 direction increases the directionrsquoslateral stiffness resulting in stress concentration Deviationexists between numerical and experimental results In the 119884direction the floor shear force in NosaCAD model underfrequent intensity earthquakes is close to that in theABAQUSmodel while results of three software programs match eachother under rare intensity earthquakes

46 Damage Pattern

461 Damage in NosaCAD Because the damage underSHW2 in the 119884 direction under rare intensity is most severethe damage under SHW2 in the 119884 direction was used inillustrating structural damage under rare intensity earth-quakes Figure 23 shows damage patterns in NosaCAD Ascan be seen fromFigure 23 the coupling beam concrete firstlycracked The cracked coupling beams belong to the AnnexTower When time came to 5 seconds cracks occurred at the

bottom of the shear wall With the increase of earthquakeactions the cracks of the core wall progressively occurredfrom local to globalThe ground acceleration reaches its peakat 652 s At this moment a large number of coupling beamsof the core wall came into yielding state and concrete wascrushed at the end of some coupling beams which mainlyoccurred at first level to thirteenth level of the Main Tower

About the same time the frame beams of theMain Towerwhich are located outside the core wall came to yieldingstate from the connection floor to the other floors Some steelbeams on third floor to sixth floor reached the ultimate stateThen some boundary restraint elements at the edge of thecore tube of theMain Tower yielded Some core wall concreteon the south of the Main Tower was crushed The degreeof damage of the Annex Tower is smaller than that of theMain Tower Many frame beams connecting the northerncore wall with the southern core wall came into yielding stateAbout the same time some boundary restraint elements atthe bottom of the core tube near the Main Tower yieldedMost columns remain undamaged and only three columnsat the edge of the west of the Main Tower yielded

The slab of the structure is easy to cause crack orlocal damage due to its irregularity and opening In theNosaCAD model elastoplastic analyses were conducted toanalyze structural slab damage There were no cracks instructural slab under frequent intensity earthquakes Underrare intensity earthquakes concrete in some structural slabcracked whichmainly occurred at the floor corner or aroundthe openings The reinforcement in the slab did not yieldwhich means that the reinforcement in the slab can meetthe requirement of ldquono yielding under rare earthquakesrdquoThe damage patterns of slab and the tension stress envelope


NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r


Figure 22 Story shear envelopes under rare intensity 7 earthquakes

Concrete crushedPlastic hingeConcrete cracked

(a) Frame beam and columnConcrete crushedPlastic hingeConcrete cracked

(b) Coupling beam and core wallConcrete crushedPlastic hingeConcrete cracked

(c) Slab on connecting floor

Figure 23 Damage patterns under major earthquakes (NosaCAD)

of reinforcement in the slab on connecting floor under rareintensity earthquakes are shown in Figures 23(c) and 24respectively

462 Damage in ABAQUS In ABAQUS the damaged factorwas used to study damage situations of concrete in the core

wall Figure 25 shows the core wall damage in ABAQUSThecoupling beam was simulated by the B31 element for whichthe damage of coupling beam was not presented The maxi-mum compressive damage factor is 0778 which occurred onthe southeast of the Annex Tower The compressive damageof the exterior core wall at the first floor to the fourth floor


Time 3000 (s)Unit N Kg mm

minus24767003minus49534007minus74301010minus99068014minus123835017minus148602020


Figure 24 Tension stress envelopes of the rebar in the slab at the connecting floor under major earthquakes (NosaCAD)

x y

z

Node 3389Elem PART-1 minus 15533

Max +7783e minus 01

DAMAGET

(Avg 75)SNEG (fraction = minus10)

+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01

(a) Compressive damage of the core wall

x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01

(b) Tensile damage of the core wall

Figure 25 Damage patterns of concrete of the core wall under rare intensity 7 earthquakes (ABAQUS)


S Mises

Node 2956

Node 2870

Multiple section points(Avg 75)

xy

z

Elem PART-1 minus 115609

Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02

Figure 26 Mises stress of the frame columns and belt truss of connecting members under rare intensity 7 earthquakes (ABAQUS)

on the east of the Annex Tower is relatively severeThemaxi-mum tensile damage factor is 0950 which occurred on thenortheast of the Annex Tower The core wall of the MainTower has different damage situations at different heights andthe damage degree of core wall below the connecting corridoris higher than that of the core wall above the connectingcorridor

The envelope of Mises stress of frame columns and belttrusses of connecting body is shown in Figure 26 The max-imum equivalent stress occurring at the tension diagonal ofconnecting body is 203Mpa which is smaller than the mat-erial yield strength The Mises stress of frame columnsbelow the connecting body ranges from 0 to 100Mpa whilethat above the connecting body is smaller Because of thelateral stiffnessrsquo difference between frame and core wall mostseismic forces were supported by the shear wall

463 Damage in Perform-3D More than half of the framebeams on the Main Tower came into yielding state whichmainly occurred on the west of the Main Tower All of thecolumns remain elastic Two diagonal braces connecting theAnnex Tower yielded A majority of coupling beams cameinto yielding state On theMain Tower some coupling beamsin 119884 direction below the connecting corridor were crushedand an amount of rebar at the bottom of core wall on theMain Tower yielded Very few concrete of core wall on theMain Tower nearly came to ultimate state

The following can be concluded from Figure 23 to Figure27 (1) The numerical results obtained from three softwareprograms such as the global response weak story and dam-age condition show a good agreement (2) In three softwareprograms judging from the sequence of damage develop-ment the structural design meets well the principles ofldquostrong column and weak beamrdquo and ldquostrong wall and weakcoupling beamrdquo The yield failure was first found in couplingbeams which is regarded as the first and major antiseismiccomponent that dissipates a great deal of input energy ofrare earthquake (3) The structure does not collapse underrare earthquakes which reaches the designing target that isspecified in Chinese code

Because damage results of shake table testing under rareintensity 7 earthquakes were obtained by three earthquakerecords it is difficult to determine for which load case thedamage happenedThe damage from experiments under rareintensity 7 earthquakes was not comparedwith the numericalresults of SHW2 input

5 Conclusions and Suggestions

With the more and more complex irregular buildings beingconstructedmore structural engineers adopt the elastoplasticfinite element approaches to evaluate the seismic perfor-mance of structures For complex response of the irregularbuildings in some circumstances more than one software


00 2 4 6 Yx

z

y

(a) Plastic hinge on frame beam

00 2 4 6 Yx

z

y

(b) Plastic hinge on column and diagonalbrace

00 2 4 6 Yx

z

y

(c) Plastic hinge on coupling beam

00 2 4 6 Ux

z

y

(d) Crushing of concrete on coupling beam

00 2 4 6 Yx

z

y

(e) Yielding on rebar of core wall

00 2 4 6 Ux

z

y

(f) Crushing of concrete on core wall

Figure 27 Damage patterns under rare intensity 7 earthquakes (Perform-3D)


program should be employed to conduct the elastoplastictime history analysis The NosaCAD has sophisticated func-tion to establish nonlinear model By the transformationthe elastic and plastic parameters generated by NosaCADcan be shared by structural analysis software ABAQUS andPerform-3D so that the efficiency of nonlinear analysis can beimproved In this paper the transformations of elastoplasticmodel for SHIDC fromNosaCAD to ABAQUS and Perform-3D were conducted after which elastoplastic time historyanalyses were performed By comparing with shake tabletesting results conclusions are summarized as follows

(1) Themodel masses for the models from three softwareprograms are nearly identical as well as the natu-ral vibration periods and vibration modes Naturalperiods from numerical analyses are a little differentfrom those of shake table testing but the sequence ofvibration mode in the models of NosaCAD Perform-3D ABAQUS and experiments is identical Becauseof the different lateral stiffness and structural shapebetween the two towers the fundamental vibrationmode has a torsion composition Global dynamiccharacteristics of structure aremainlymanipulated bythe Main Tower

(2) The structure almost remains undamaged under fre-quent earthquakes which meets the seismic designtarget The maximum interstory drift is also lessthan the limited value Under frequent earthquakesthe story displacement envelope curves of three FEmodels are very close to those from the shake tabletesting as well as the trend of interstory drift envelopecurves Floor shear envelopes of three numericalmodels and experiment results in the 119883 directionmatch each other while there is some difference in the119884 direction

(3) Under rare intensity earthquakes calculation resultsobtained from three software programs match eachother and roof displacement time histories areidentical The interstory drifts obtained from theNosaCAD ABAQUS and Perform-3D are all lessthan the limited value of 1100 Most supportingmembers remain undamaged Hence the structuredoes not collapse under rare earthquakes whichmeets the seismic design target The trend of storydisplacement envelopes of three software programsand experiments shows a good agreement but thereis a little difference in amplitude The trends ofinterstory drift envelopes in three software programsand experiments are nearly the same The interstorydrifts of three software programs and experimentsin the 119883 direction regress close to the twelfth floordue to the existence of the connecting corridor inthe 119883 direction There is a little difference on thefloor shear between numerical results and test resultsin the 119884 direction Some reasons for the differencebetween numerical results and experiments may fallinto errors caused by reduced scale of shake tabletesting some inaccuracy of data acquisition and

the lack of consideration on the buckling of steelmembers in FEM

(4) Under major earthquakes damage process of struc-tural members obtained by three software programsis nearly the sameThe plastic hingewas first observedin the coupling beams and then damage occurredon the frame beams Thereby beam members canhelp dissipate the input seismic energy consequentlyavoiding the damage in the supporting system

(5) Under rare earthquakes the structural response ofSHW2 in the 119884 direction is most severe The mostsevere damage occurred in the model of NosaCADIn NosaCAD model most frame beams on the westof the Main Tower came into yielding state Someboundary restraint elements at the bottom of coretube of the Main Tower yielded and some concreteat the core wall of the Main Tower was crushedThe torsional effect is significant observing from thehuge difference between the east and the west of thestructure However the reinforcement in slab at theconnecting floor can meet the requirement of ldquonoyielding under rare earthquakesrdquo It is suggested thatthe frame beams and boundary restraint elements ofshear wall should be strengthened

In general the SHIDC design reaches the target of nodamage under frequent earthquakes and no collapse underrare earthquakes which is specified in CSDB

Competing Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

Acknowledgments

The authors are grateful for financial support received inpart from the National Natural Science Foundation of China(Grant no 51322803) and State Key Laboratory of DisasterReduction in Civil Engineering (SLDRCE15-B-08) ProfessorYing Zhou who contributed to the research presented hereis also acknowledged

References

[1] J C L D Llera and A K Chopra ldquoUnderstanding the inelasticseismic behaviour of asymmetric-plan buildingsrdquo EarthquakeEngineering amp Structural Dynamics vol 24 no 4 pp 549ndash5721995

[2] S Das and J M Nau ldquoSeismic design aspects of vertically irre-gular reinforced concrete buildingsrdquoEarthquake Spectra vol 19no 3 pp 455ndash477 2003

[3] R Tremblay and L Poncet ldquoSeismic performance of concentri-cally braced steel frames in multistory buildings with mass irre-gularityrdquo Journal of Structural Engineering vol 131 no 9 pp1363ndash1375 2005

[4] X-L Jiang and Y Han ldquoAnalysis of complex structure eccentrictorsion effect in shaking table testrdquo Journal of Vibroengineeringvol 17 no 3 pp 1041ndash1412 2015


[5] X Lu H Zhang Z Hu and W Lu ldquoShaking table testing of aU-shaped plan buildingmodelrdquoCanadian Journal of Civil Engi-neering vol 26 no 6 pp 746ndash759 1999

[6] H Krawinkler ldquoImportance of good nonlinear analysisrdquo TheStructural Design of Tall and Special Buildings vol 15 no 5 pp515ndash531 2006

[7] E Brunesi R Nascimbene and L Casagrande ldquoSeismic analy-sis of high-rise mega-braced frame-core buildingsrdquo EngineeringStructures vol 115 pp 1ndash17 2016

[8] X Lu N Su and Y Zhou ldquoNonlinear time history analysis ofa super-tall building with setbacks in elevationrdquo The StructuralDesign of Tall and Special Buildings vol 22 no 7 pp 593ndash6142013

[9] A A Hedayat and H Yalciner ldquoAssessment of an existing RCbuilding before and after strengthening using nonlinear staticprocedure and incremental dynamic analysisrdquo Shock and Vibra-tion vol 17 no 4-5 pp 619ndash629 2010

[10] G Ozdemir andU Akyuz ldquoDynamic analyses of isolated struc-tures under bi-directional excitations of near-field groundmotionsrdquo Shock and Vibration vol 19 no 4 pp 505ndash513 2012

[11] A M Aly and S Abburu ldquoOn the design of high-rise buildingsfor multihazard fundamental differences between wind andearthquake demandrdquo Shock and Vibration vol 2015 Article ID148681 22 pages 2015

[12] Q-J Chen and W-T Li ldquoEffects of a group of high-rise struc-tures on ground motions under seismic excitationrdquo Shock andVibration vol 2015 Article ID 821750 25 pages 2015

[13] P-C Nguyen and S-E Kim ldquoSecond-order spread-of-plasticityapproach for nonlinear time-history analysis of space semi-rigid steel framesrdquo Finite Elements in Analysis and Design vol105 pp 1ndash15 2015

[14] X H Wu F T Sun X L Lu and J Qian ldquoNonlinear time his-tory analysis of China Pavilion for Expo 2010 Shanghai ChinardquoThe Structural Design of Tall and Special Buildings vol 23 no10 pp 721ndash739 2014

[15] X Wu Y Sun M Rui M Yan L Li and D Liu ldquoElasto-plastic time history analysis of an asymmetrical twin-towerrigid-connected structurerdquoComputers and Concrete vol 12 no2 pp 211ndash228 2013

[16] X Zha and Y Zuo ldquoTheoretical and experimental studies onin-plane stiffness of integrated container structurerdquoAdvances inMechanical Engineering vol 8 no 3 2016

[17] C Xuewei H Xiaolei L Fan and W Shuang ldquoFiber elementbased elastic-plastic analysis procedure and engineering appli-cationrdquo Procedia Engineering vol 14 pp 1807ndash1815 2011

[18] Y Zhou X L LuW S Lu and Z J He ldquoShake table testing of amulti-tower connected hybrid structurerdquo Earthquake Engineer-ing and Engineering Vibration vol 8 no 1 pp 47ndash59 2009

[19] Ministry of Construction of the Peoplersquos Republic of ChinaCode for Seismic Design of Buildings (GB50011-2010) ChinaArchitecture and Building Press Beijing China 2010 (Chi-nese)

[20] Ministry of Construction of the Peoplersquos Republic of ChinaldquoTechnical specification for concrete structures of tall buildingrdquoTech Rep (JGJ3-2010) China Architecture and Building PressBeijing China 2010 (Chinese)

[21] X H Wu and X L Lu ldquoNonlinear finite element analysis ofreinforced concrete slit shear wall under cyclic loadingrdquo Journalof Tongji University vol 24 pp 117ndash123 1996 (Chinese)

[22] Shanghai Government Construction and Management Com-mission Code for Seismic Design of Buildings (DGJ08-9-2003)

Shanghai China Shanghai Standardization Office 2003 (Chi-nese)

International Journal of

AerospaceEngineeringHindawi Publishing Corporationhttpwwwhindawicom Volume 2014

RoboticsJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014


Active and Passive Electronic Components

Control Scienceand Engineering

Journal of



RotatingMachinery


Hindawi Publishing Corporation httpwwwhindawicom

Journal ofEngineeringVolume 2014

Submit your manuscripts athttpwwwhindawicom

VLSI Design



Shock and Vibration


Civil EngineeringAdvances in

Acoustics and VibrationAdvances in



Electrical and Computer Engineering

Journal of

Advances inOptoElectronics


Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

SensorsJournal of


Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014


Chemical EngineeringInternational Journal of Antennas and

Propagation




Navigation and Observation



DistributedSensor Networks



Figure 1 Model of shake table testing

notwell developed for building structuremodel constructionIt would be time-consuming to establish amodel of a complexbuilding structure Another software Perform-3D whoseanalysismodel can be transformed fromEATBS or SAP 2000requires efforts for parameter inputs in nonlinear analysesTwo transformation modules have been developed by theauthors for transforming the nonlinear analysis model fromNosaCAD to ABAQUS and Perform-3DThe transformationmodule transforms the data of NosaCAD model includinggeometry material load and nonlinear parameter into thedata form of ABAQUS or Perform-3D

In this paper NosaCAD Perform-3D and ABAQUSwere adopted to perform time history analyses on an irreg-ular building called Shanghai International Design Center(SHIDC) The main elevation of SHIDC is designed as anoverturned Arabic number 4 To verify structural design itis very essential to comprehensively analyze the structureThis paper firstly built a detailed 3D FEM of this structurein NosaCAD after which the FEM was transformed intoPerform-3D and ABAQUS respectively Seismic analyseswere carried out and numerical results were compared withthose of shake table testing (Figure 1) [18]

2 Structural Overview of the SHIDC

21 Building Structure The SHIDC is an office buildingthat was designed by Tadao Ando a Japanese architect Aninverted Hindu-Arabic 4 was used which can be seen fromFigures 2 and 3 A SF-RCC hybrid structure was adopted forthe structure It is composed by a 25-story tower a 12-storytower and a 4-story podium The 25-story tower is 99mhigh and it is called the Main Tower The 12-story tower is48m high and called the Annex TowerThe podium is linkedto the lower tower The SF-RCC system is adopted for twotowers At the 11th floor to 13th floor of the Main Tower

Figure 2 Architectural design of SHIDC

The Annex Tower 4800

Z

X

The Main Tower10000

Figure 3 Structural elevation

there are 75m span cantilever floors In the east of the lowertower five inclined columns support cantilever beams atevery floor and the inclined angle of five columns is 15∘ Theconnecting corridor is composed of 175m steel truss spansand it provides a rigid connection between the Main Towerand the Annex Tower at the 11th floor and the 12th floor Thestructural elevation and plane layout of SHIDC are shown inFigures 3 and 4 respectively The material parameters of themain structural members are listed in Table 1

22 Structural Irregularities In accordance with the Chi-nese Technical Specification for Concrete Structures of TallBuilding (TSCSTB JGJ3-2010) [19] and the Chinese Code forSeismic Design of Buildings (CSDB GB50011-2010) [20] thestructure mainly has the following out-codes instance

(1) On the irregularities of structural plane layout thereare large openings at the 2nd floor the 12th floor andthe 13th floor The TSCSTB requires that the openingproportions of slabs should not exceed 30 while theopening proportions of slabs mentioned above reachbeyond 30 On some floors floorrsquos maximum elasticinterstory displacement is bigger than 12 times theaverage elastic interstory displacement of two ends ofthe floor Structural layout of the Main Tower is verydifferent from that of the Annex Tower

(2) On the irregularities of structural elevation theSHIDC has a structure of unequal height double-tower connectingThe number of the slant columns is


1050

5600

3000

030

0060

0060

0060

0030

00

8400

8400

7500 7500 7500 7500 7500 8750 8750 7500 500068550

6000

22400

84008400

6000

3000

6000

6000

6000

3000

3000

0

y

x

10s

A

B

C

D

G

H

XA

XB

X1 X2 X3 X4

1 2 3 4 5 6 7 8 9 10

F

G

A

B

C

D

F

H

(a) The 2nd floor

6000

3000

6000

6000

6000

3000

3000

0

5100 24007500

82500

7500 7500 7500 7500 8750 8750 7500 5000 7500

y

x

G

A

B

C

D

F

H

10s2 3 4 5 6 7 8 9 10 11 12

Node 1899 Node 5101

1

P1

(b) The 12th floor

6000

6000

6000

6000

2400

0

7500 7500 7500 750030000

y

x

G

B

C

D

F

2 3 4 5 6


6000

6000

6000

6000

2400

0

7500 7500 7500 750030000

y

x

G

B

C

D

F

2 3 4 5 6

Node 6370Node 6400

Node 6228











M

My

Mcr

120601998400y 120601998400

cr120601cr

120601y 120601

M998400cr

M998400y

(mMcr m120601cr)

(nM998400cr n120601

998400cr)












120590

120590ic

120572120590ic

120576it120582120576it

120590it

120573120576ic120576ic q120576ic 120576

p120590ic

(n120590it n120576it)

(m120590ic m120576ic)


Concrete Steel box

+=



119888and119882

119905are the












120590t

120590t119900

E0



Wc = 1Wc = 0

120576

E0


119905= 0

WallWall

Embedded beam

Coupling beam











XY

Z

(a) NosaCAD model

xy

z

(b) ABAQUS model

xy

z



SHW2

5 10 15 20 25 30 350 40Time (s)

minus009

minus006

minus003

000003006009012

Acce

lera

tion

(g)

(a) Time history

Design spectrumSHW2

0001020304050607

Spec

trum

acce

lera

tion

(g)

1 2 3 4 5 60Period (s)



y

z

(a) 1st mode

x

z

(b) 2nd mode

x

y

(c) 3rd mode
















NosaCADPerform-3D

ABAQUS

3015 2010 2550Time (s)

minus120

minus60

0

60

120D

ispla

cem

ent (

mm

)


NosaCADPerform-3D

ABAQUS

minus150

minus75

0

75

150

225

Disp

lace

men

t (m

m)

3015 2010 2550Time (s)



Node 6370Node 6400

minus180

minus90

0

90

180

Disp

lace

men

t (m

m)

301510 20 2550Time (s)


Node 6370Node 6400

3015 2010 2550Time (s)

minus360

minus180

0

180

360

Disp

lace

men

t (m

m)



Node 1899Node 5101

3015 205 25100Time (s)

minus90

minus45

0

45

90

Disp

lace

men

t (m

m)


Node 1899Node 5101

minus150

minus75

0

75

150

Disp

lace

men

t (m

m)

3010 15 205 250Time (s)






NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r




NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r








NosaCADABAQUS


0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS



0

10

20

30

Floo

r






NosaCADABAQUS


6000 12000 180000Shear (kN)

1

7

13

19

25

Floo

r


NosaCADABAQUS


6000 120000Shear (kN)

1

7

13

19

25

Floo

r






46 Damage Pattern






NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r
















x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










1050

5600

3000

030

0060

0060

0060

0030

00

8400

8400

7500 7500 7500 7500 7500 8750 8750 7500 500068550

6000

22400

84008400

6000

3000

6000

6000

6000

3000

3000

0

y

x

10s

A

B

C

D

G

H

XA

XB

X1 X2 X3 X4

1 2 3 4 5 6 7 8 9 10

F

G

A

B

C

D

F

H

(a) The 2nd floor

6000

3000

6000

6000

6000

3000

3000

0

5100 24007500

82500

7500 7500 7500 7500 8750 8750 7500 5000 7500

y

x

G

A

B

C

D

F

H

10s2 3 4 5 6 7 8 9 10 11 12

Node 1899 Node 5101

1

P1

(b) The 12th floor

6000

6000

6000

6000

2400

0

7500 7500 7500 750030000

y

x

G

B

C

D

F

2 3 4 5 6


6000

6000

6000

6000

2400

0

7500 7500 7500 750030000

y

x

G

B

C

D

F

2 3 4 5 6

Node 6370Node 6400

Node 6228











M

My

Mcr

120601998400y 120601998400

cr120601cr

120601y 120601

M998400cr

M998400y

(mMcr m120601cr)

(nM998400cr n120601

998400cr)












120590

120590ic

120572120590ic

120576it120582120576it

120590it

120573120576ic120576ic q120576ic 120576

p120590ic

(n120590it n120576it)

(m120590ic m120576ic)


Concrete Steel box

+=



119888and119882

119905are the












120590t

120590t119900

E0



Wc = 1Wc = 0

120576

E0


119905= 0

WallWall

Embedded beam

Coupling beam











XY

Z

(a) NosaCAD model

xy

z

(b) ABAQUS model

xy

z



SHW2

5 10 15 20 25 30 350 40Time (s)

minus009

minus006

minus003

000003006009012

Acce

lera

tion

(g)

(a) Time history

Design spectrumSHW2

0001020304050607

Spec

trum

acce

lera

tion

(g)

1 2 3 4 5 60Period (s)



y

z

(a) 1st mode

x

z

(b) 2nd mode

x

y

(c) 3rd mode
















NosaCADPerform-3D

ABAQUS

3015 2010 2550Time (s)

minus120

minus60

0

60

120D

ispla

cem

ent (

mm

)


NosaCADPerform-3D

ABAQUS

minus150

minus75

0

75

150

225

Disp

lace

men

t (m

m)

3015 2010 2550Time (s)



Node 6370Node 6400

minus180

minus90

0

90

180

Disp

lace

men

t (m

m)

301510 20 2550Time (s)


Node 6370Node 6400

3015 2010 2550Time (s)

minus360

minus180

0

180

360

Disp

lace

men

t (m

m)



Node 1899Node 5101

3015 205 25100Time (s)

minus90

minus45

0

45

90

Disp

lace

men

t (m

m)


Node 1899Node 5101

minus150

minus75

0

75

150

Disp

lace

men

t (m

m)

3010 15 205 250Time (s)






NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r




NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r








NosaCADABAQUS


0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS



0

10

20

30

Floo

r






NosaCADABAQUS


6000 12000 180000Shear (kN)

1

7

13

19

25

Floo

r


NosaCADABAQUS


6000 120000Shear (kN)

1

7

13

19

25

Floo

r






46 Damage Pattern






NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r
















x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation

















M

My

Mcr

120601998400y 120601998400

cr120601cr

120601y 120601

M998400cr

M998400y

(mMcr m120601cr)

(nM998400cr n120601

998400cr)












120590

120590ic

120572120590ic

120576it120582120576it

120590it

120573120576ic120576ic q120576ic 120576

p120590ic

(n120590it n120576it)

(m120590ic m120576ic)


Concrete Steel box

+=



119888and119882

119905are the












120590t

120590t119900

E0



Wc = 1Wc = 0

120576

E0


119905= 0

WallWall

Embedded beam

Coupling beam











XY

Z

(a) NosaCAD model

xy

z

(b) ABAQUS model

xy

z



SHW2

5 10 15 20 25 30 350 40Time (s)

minus009

minus006

minus003

000003006009012

Acce

lera

tion

(g)

(a) Time history

Design spectrumSHW2

0001020304050607

Spec

trum

acce

lera

tion

(g)

1 2 3 4 5 60Period (s)



y

z

(a) 1st mode

x

z

(b) 2nd mode

x

y

(c) 3rd mode
















NosaCADPerform-3D

ABAQUS

3015 2010 2550Time (s)

minus120

minus60

0

60

120D

ispla

cem

ent (

mm

)


NosaCADPerform-3D

ABAQUS

minus150

minus75

0

75

150

225

Disp

lace

men

t (m

m)

3015 2010 2550Time (s)



Node 6370Node 6400

minus180

minus90

0

90

180

Disp

lace

men

t (m

m)

301510 20 2550Time (s)


Node 6370Node 6400

3015 2010 2550Time (s)

minus360

minus180

0

180

360

Disp

lace

men

t (m

m)



Node 1899Node 5101

3015 205 25100Time (s)

minus90

minus45

0

45

90

Disp

lace

men

t (m

m)


Node 1899Node 5101

minus150

minus75

0

75

150

Disp

lace

men

t (m

m)

3010 15 205 250Time (s)






NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r




NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r








NosaCADABAQUS


0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS



0

10

20

30

Floo

r






NosaCADABAQUS


6000 12000 180000Shear (kN)

1

7

13

19

25

Floo

r


NosaCADABAQUS


6000 120000Shear (kN)

1

7

13

19

25

Floo

r






46 Damage Pattern






NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r
















x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










120590

120590ic

120572120590ic

120576it120582120576it

120590it

120573120576ic120576ic q120576ic 120576

p120590ic

(n120590it n120576it)

(m120590ic m120576ic)


Concrete Steel box

+=



119888and119882

119905are the












120590t

120590t119900

E0



Wc = 1Wc = 0

120576

E0


119905= 0

WallWall

Embedded beam

Coupling beam











XY

Z

(a) NosaCAD model

xy

z

(b) ABAQUS model

xy

z



SHW2

5 10 15 20 25 30 350 40Time (s)

minus009

minus006

minus003

000003006009012

Acce

lera

tion

(g)

(a) Time history

Design spectrumSHW2

0001020304050607

Spec

trum

acce

lera

tion

(g)

1 2 3 4 5 60Period (s)



y

z

(a) 1st mode

x

z

(b) 2nd mode

x

y

(c) 3rd mode
















NosaCADPerform-3D

ABAQUS

3015 2010 2550Time (s)

minus120

minus60

0

60

120D

ispla

cem

ent (

mm

)


NosaCADPerform-3D

ABAQUS

minus150

minus75

0

75

150

225

Disp

lace

men

t (m

m)

3015 2010 2550Time (s)



Node 6370Node 6400

minus180

minus90

0

90

180

Disp

lace

men

t (m

m)

301510 20 2550Time (s)


Node 6370Node 6400

3015 2010 2550Time (s)

minus360

minus180

0

180

360

Disp

lace

men

t (m

m)



Node 1899Node 5101

3015 205 25100Time (s)

minus90

minus45

0

45

90

Disp

lace

men

t (m

m)


Node 1899Node 5101

minus150

minus75

0

75

150

Disp

lace

men

t (m

m)

3010 15 205 250Time (s)






NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r




NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r








NosaCADABAQUS


0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS



0

10

20

30

Floo

r






NosaCADABAQUS


6000 12000 180000Shear (kN)

1

7

13

19

25

Floo

r


NosaCADABAQUS


6000 120000Shear (kN)

1

7

13

19

25

Floo

r






46 Damage Pattern






NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r
















x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










120590t

120590t119900

E0



Wc = 1Wc = 0

120576

E0


119905= 0

WallWall

Embedded beam

Coupling beam











XY

Z

(a) NosaCAD model

xy

z

(b) ABAQUS model

xy

z



SHW2

5 10 15 20 25 30 350 40Time (s)

minus009

minus006

minus003

000003006009012

Acce

lera

tion

(g)

(a) Time history

Design spectrumSHW2

0001020304050607

Spec

trum

acce

lera

tion

(g)

1 2 3 4 5 60Period (s)



y

z

(a) 1st mode

x

z

(b) 2nd mode

x

y

(c) 3rd mode
















NosaCADPerform-3D

ABAQUS

3015 2010 2550Time (s)

minus120

minus60

0

60

120D

ispla

cem

ent (

mm

)


NosaCADPerform-3D

ABAQUS

minus150

minus75

0

75

150

225

Disp

lace

men

t (m

m)

3015 2010 2550Time (s)



Node 6370Node 6400

minus180

minus90

0

90

180

Disp

lace

men

t (m

m)

301510 20 2550Time (s)


Node 6370Node 6400

3015 2010 2550Time (s)

minus360

minus180

0

180

360

Disp

lace

men

t (m

m)



Node 1899Node 5101

3015 205 25100Time (s)

minus90

minus45

0

45

90

Disp

lace

men

t (m

m)


Node 1899Node 5101

minus150

minus75

0

75

150

Disp

lace

men

t (m

m)

3010 15 205 250Time (s)






NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r




NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r








NosaCADABAQUS


0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS



0

10

20

30

Floo

r






NosaCADABAQUS


6000 12000 180000Shear (kN)

1

7

13

19

25

Floo

r


NosaCADABAQUS


6000 120000Shear (kN)

1

7

13

19

25

Floo

r






46 Damage Pattern






NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r
















x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










XY

Z

(a) NosaCAD model

xy

z

(b) ABAQUS model

xy

z



SHW2

5 10 15 20 25 30 350 40Time (s)

minus009

minus006

minus003

000003006009012

Acce

lera

tion

(g)

(a) Time history

Design spectrumSHW2

0001020304050607

Spec

trum

acce

lera

tion

(g)

1 2 3 4 5 60Period (s)



y

z

(a) 1st mode

x

z

(b) 2nd mode

x

y

(c) 3rd mode
















NosaCADPerform-3D

ABAQUS

3015 2010 2550Time (s)

minus120

minus60

0

60

120D

ispla

cem

ent (

mm

)


NosaCADPerform-3D

ABAQUS

minus150

minus75

0

75

150

225

Disp

lace

men

t (m

m)

3015 2010 2550Time (s)



Node 6370Node 6400

minus180

minus90

0

90

180

Disp

lace

men

t (m

m)

301510 20 2550Time (s)


Node 6370Node 6400

3015 2010 2550Time (s)

minus360

minus180

0

180

360

Disp

lace

men

t (m

m)



Node 1899Node 5101

3015 205 25100Time (s)

minus90

minus45

0

45

90

Disp

lace

men

t (m

m)


Node 1899Node 5101

minus150

minus75

0

75

150

Disp

lace

men

t (m

m)

3010 15 205 250Time (s)






NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r




NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r








NosaCADABAQUS


0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS



0

10

20

30

Floo

r






NosaCADABAQUS


6000 12000 180000Shear (kN)

1

7

13

19

25

Floo

r


NosaCADABAQUS


6000 120000Shear (kN)

1

7

13

19

25

Floo

r






46 Damage Pattern






NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r
















x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation























NosaCADPerform-3D

ABAQUS

3015 2010 2550Time (s)

minus120

minus60

0

60

120D

ispla

cem

ent (

mm

)


NosaCADPerform-3D

ABAQUS

minus150

minus75

0

75

150

225

Disp

lace

men

t (m

m)

3015 2010 2550Time (s)



Node 6370Node 6400

minus180

minus90

0

90

180

Disp

lace

men

t (m

m)

301510 20 2550Time (s)


Node 6370Node 6400

3015 2010 2550Time (s)

minus360

minus180

0

180

360

Disp

lace

men

t (m

m)



Node 1899Node 5101

3015 205 25100Time (s)

minus90

minus45

0

45

90

Disp

lace

men

t (m

m)


Node 1899Node 5101

minus150

minus75

0

75

150

Disp

lace

men

t (m

m)

3010 15 205 250Time (s)






NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r




NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r








NosaCADABAQUS


0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS



0

10

20

30

Floo

r






NosaCADABAQUS


6000 12000 180000Shear (kN)

1

7

13

19

25

Floo

r


NosaCADABAQUS


6000 120000Shear (kN)

1

7

13

19

25

Floo

r






46 Damage Pattern






NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r
















x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r




NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS


0

10

20

30

Floo

r








NosaCADABAQUS


0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS



0

10

20

30

Floo

r






NosaCADABAQUS


6000 12000 180000Shear (kN)

1

7

13

19

25

Floo

r


NosaCADABAQUS


6000 120000Shear (kN)

1

7

13

19

25

Floo

r






46 Damage Pattern






NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r
















x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










NosaCADABAQUS


0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r



NosaCADABAQUS



0

10

20

30

Floo

r


NosaCADABAQUS



0

10

20

30

Floo

r






NosaCADABAQUS


6000 12000 180000Shear (kN)

1

7

13

19

25

Floo

r


NosaCADABAQUS


6000 120000Shear (kN)

1

7

13

19

25

Floo

r






46 Damage Pattern






NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r
















x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










NosaCADABAQUS


6000 12000 180000Shear (kN)

1

7

13

19

25

Floo

r


NosaCADABAQUS


6000 120000Shear (kN)

1

7

13

19

25

Floo

r






46 Damage Pattern






NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r
















x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










NosaCADABAQUS


1

7

13

19

25

Floo

r

25000 50000 750000Shear (kN)


NosaCADABAQUS


12500 25000 37500 500000Shear (kN)

1

7

13

19

25

Floo

r
















x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation














x y

z


Max +7783e minus 01

DAMAGET


+0000e + 00

+6486e minus 02

+1297e minus 01

+1946e minus 01

+2594e minus 01

+3243e minus 01

+3892e minus 01

+4540e minus 01

+5189e minus 01

+5837e minus 01

+6486e minus 01

+7135e minus 01

+7783e minus 01


x y

z


Max +9496e minus 01

DAMAGET


+0000e + 00

+7913e minus 02

+1583e minus 01

+2374e minus 01

+3165e minus 01

+3957e minus 01

+4748e minus 01

+5539e minus 01

+6331e minus 01

+7122e minus 01

+7913e minus 01

+8705e minus 01

+9496e minus 01




S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










S Mises

Node 2956

Node 2870


xy

z


Min +5855e minus 02


Max +2030e + 02

+5855e minus 02

+1697e + 01

+3388e + 01

+5079e + 01

+6771e + 01

+8462e + 01

+1015e + 02

+1184e + 02

+1354e + 02

+1523e + 02

+1692e + 02

+1861e + 02

+2030e + 02










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y


00 2 4 6 Yx

z

y


00 2 4 6 Ux

z

y












Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation


















Competing Interests


Acknowledgments


References



























RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation









research article seismic evaluation of a multitower...

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