researcharticle seismic performance of lightweight

Research ArticleSeismic Performance of Lightweight Concrete Structures

Swamy Nadh Vandanapu and Muthumani Krishnamurthy

VIT University Chennai India

Correspondence should be addressed to Swamy Nadh Vandanapu swamynadh2016vitstudentacin

Received 16 June 2017 Revised 18 September 2017 Accepted 18 October 2017 Published 6 February 2018

Academic Editor Pier Paolo Rossi

Copyright copy 2018 Swamy Nadh Vandanapu andMuthumani Krishnamurthyis is an open access article distributed under theCreative CommonsAttribution License which permits unrestricted use distribution and reproduction in anymedium providedthe original work is properly cited

Concrete structures are prone to earthquake due to mass of the structures e primary use of structural lightweight concrete(SLWC) is to reduce the dead load of a concrete structure which allows the structural designer to reduce the size of the structuralmembers like beam column and footings which results in reduction of earthquake forces on the structureis paper attempts topredict the seismic response of a six-storied reinforced concrete frame with the use of lightweight concrete A well-designed six-storey example is taken for studye structure is modelled with standard software and analysis is carried out with normal weightand lightweight concrete Bending moments and shear forces are considered for both NWC and LWC and it is observed thatbending moments and shear forces are reduced to 15 and 20 percent respectively in LWC e density difference observed was28 lower when compared NWC to LWC Assuming that the section and reinforcements are not revised due to use of LWC onecan expect large margin over and above MCE (maximum considered earthquake IS 1893-2016) which is a desirable seismicresistance feature in important structures

1 Introduction

Lightweight concrete has low density and is adaptable forconstruction of buildings in low-seismic zones Structuralseismic responses are based on mass of the structure or deadweight of the structure the selection of materials to maintainthe dead weight low should be adopted Concrete is used toconstruct any structure the ingredients of the concrete arecement sand and aggregates 70 of the concrete is com-posed of aggregates (fine and coarse aggregates) Selection ofsuch aggregates has been investigated by a number of re-searchers for the very long time and stated the approximatecompostion of materials for structural lightweight concrete[1 2] ere are so many lightweight aggregates available inthe market one has to choose which is less porous less denseand economical and performs better

e first modern use of high-performance lightweightconcrete is when a lightweight concrete ship was built in 1917to 1920 using 35MPa concrete High strength is achieved inlightweight concrete by incorporating various pozzalanswith mid-range water reducing admixtures e concretestructure which houses Bank of America Corporate Centre

and Charlotte North Carolina is a tall building with a heightof 265m and having sixty storeys e floor system consistsof 117mm thick slab supported on a 460mm deep beamcentred at 3m e strength of concrete varied between 43and 51MPa while the density of concrete is 1890 kgm3Similar experiences are reported in bridges also nearly500 bridges have incorporated lightweight concrete intodeck beams girders or piersey are also increasingly usedin prefabricated construction because of easier towinggreater buoyancy and less expensive for handling Com-pressive strength up to 100MPa with lightweight of1800 kgm3 concrete has been reported e main aim ofusing lightweight concrete is to reduce the dead loadof a concrete structure which then allows the structuraldesigner to reduce the size of columns footings and otherload-bearing elements in the structure

Alaettin Kilic and Cengiz Duran Atis in 2002 [1] hadreported that structural lightweight concrete with basicpumice used as lightweight aggregate with and withoutadmixtures gives compressive strength up to 43MPa andtensile strength up to 89MPa by the use of silica fumes up to10 by weight of cement e lightweight scoria aggregates

HindawiAdvances in Civil EngineeringVolume 2018 Article ID 2105784 6 pageshttpsdoiorg10115520182105784

can be utilized to reduce the earthquake acceleration byproducing structural lightweight aggregates

Ramazan Demirboga and Rustem Gul in 2002 [3] hadreported that thermal conductivity of concrete made up ofexpanded perlite and pumice aggregates with replacementof cement with fly ash and silica fumes with 10 20 and30 by weight gives good results for thermal conductivityof concrete ermal conductivity of concrete is decreasedby 435 in expanded perlite aggregates

2 Analytical Study

21 Modelling and Material Properties A six-storied rein-forced concrete framed structure is modelled using standardsoftware [6] that is STAAD PRO (Structural Analysis andAidedDesign) [4]e structural model is shown in Figure 1Beams and columns are arranged in such a way that eachbeam is 75m in length so the secondary beams are actingat each 25m length these secondary beams are maintainedto make the structure stable and uniform e dimensionsof the structure in plan is 225 m wide on either side and302 m tall and each storey height is different as can be seenfrom Table 1

ere are two materials used in the model one representslightweight concrete and the other is normal weight concretee weight densities of each concrete are categorisedaccording to ACI 318 building code requirements forstructural concrete (ACI 318-95) and commentary (ACI318R-95) [5] and ldquoTest Method for Unit Weight of StructuralLightweight Concreterdquo (ASTM C 567) [7] not exceeding1800 kgm3 In this code a lightweight concrete withoutnatural sand is termed ldquoall-lightweight concreterdquo and light-weight concrete in which all of the fine aggregate consists ofnormal weight sand is termed ldquosand-lightweight concreterdquoe density of lightweight concrete used in the model is1800 kgm3 and the density of normal weight concrete is2500 kgm3 Modulus of elasticity of each model is calculatedaccording to ACI 213 [8]e below expression is meant to bevalid for values of density from 1400 to 2480 kgm3

Ec 43lowast10minus6ρ15

fprimeck

1113969

lightweight concrete(ACI 318R)

Ec 5000fck

1113968normal weight concrete(IS 4562000)

(1)

where fprimeck is the characteristic strength of cylindricalstrength fck is the characteristic strength of concrete cube inMPa where fprimeck is 08 times of fck ρ is the density of concretein kgm3 and Ec is the modulus of elasticity

Material selected for both the models is concrete and thestructure is designed according to IS 4562000 [9] Some ofthe material properties were flexural strength of concretemodulus of elasticity of concrete and density of steel re-inforcement M30 grade of concrete is used for the study

22 Loads andLoadCalculations Modelling of the structureis done using standard software the structure is taken fromstandard book Loads are taken from the same book andimplemented in the design (Table 1) For modelling of LWC

structure and NWC the densities of each floor are calculatedand implemented in the software as given in Tables 2 and 3Table 2 shows the design data and load acting on eachstructure Load combinations are taken from 1893 to 2016[10] and listed in Table 4 where X and Z are lateral or-thogonal directions

3 Analysis and Results

31 Bending Moment and Shear Force e structure wasanalysed for 25 load cases as listed in Table 3 e bendingmoment and shear forces are compared with all themembers from results obtained from the analytical modele results are presented in Table 4 for selected membersas shown in Figure 2 for bending moment of NWC and

250 m

2250 m

750 m

2250 m

3020 m

250 m

Figure 1 Model of the six-storied building 3D view

Table 1 Design data

Live load 40 kNm2 at typical floor15 kNm2 on terrace

Floor finish 10 kNm2

Water proofing 20 kNm2

Location Vadodara cityDepth of foundationbelow ground 25m

Type of soil Type II medium as per IS 1893Storey height Typical floor 5m ground floor 34mFloor GF + 5 upper floorsPlinth level 06mWalls 230mm thick masonry walls

2 Advances in Civil Engineering

Figure 3 for LWC e loading cases yielded maximumvalues of bending moment and shear forces Figure 2 showsone of the selected beams in the NWC structure which hasbending moment of 260 kNm and shear force of 49 kNFigure 3 shows the beam in the LWC structure which hada bending moment of 226 kNm and a shear force of 45 kNe two cases involving normal weight concrete (NWC)with a density of 25 kNm3 and lightweight concrete (LWC)with a density of 18 kNm3 are loads to yield differentloading conditions as the density of material is differentough the live load is the same for both the cases deadload and seismic weights are considerably less as can beseen form Table 2

is results in lesser bending moment and shear forcein members as can be seen from Table 4 e variation inbending moment is lower by 22 and shear force by 18for lightweight concrete when compared to normal weightconcrete

32 Percentage of Steel e six-storied structures aredesigned as per IS 4562000 [9] and are analysed Both thestructures are having the dead load variation of 28 andhence there is a change in bending moments and shearforces in the structures too Sectional properties of thelightweight structure can be modified as per the obtainedbending moment and shear forces As the design is done instandard software the reduction in area of steel in light-weight concrete is about 10ndash12 as expected Quantity of

steel in normal weight concrete is 1151 kN and in lightweightconcrete it is 1014 kN

33 Fundamental Natural Period and Seismic Loads eapproximate fundamental natural period of vibration (Ta) inseconds for the moment resisting frame building withoutbrick infill panels may be estimated by empirical expressiongiven by IS 1893-2016 In the present analysis for calculatingthe above parameter standard software is used to find outseismic response and mode shapes of the structure enatural period calculated by the code and software is verifiedand mentioned in Table 5 ere is no variation of timeperiods in both the calculations this is due to no change inthe height of the structure Compressive strength and elasticmodulus of lightweight aggregates are given by Ulrik Nilsenet al [11] Youngrsquos modulus E value shows negligible timeperiods for LWC than NWC Considering Clause 64 designspectrum in IS 1893-2016 code says the Sag value can betaken as 136T where Ta is natural time period e value ofSag calculated is varied from 072 to 14 But as per clause782 of IS 1893-2016 requires to take the highest force (Sag)for calculations taken as 1402 for computation of seismicforces Table 6 and Figures 4 and 5 show the horizontal loadsand base shear values for LWC and NWC for various floorlevels in a structure From Table 6 the forces in LWCbuilding are 14 percent less than the NWC building

Ta 0075h075

0075 times(305)075

097 sec

(2)

where ldquoTardquo is natural time period and ldquohrdquo is height ofstructure in meters

34 Storey Drifts and Displacements of Each Floor Storeydrifts and displacements are calculated as per Clause no 78of IS 18932016 In this clause dynamic analysis is performedto the structure of both NWC and LWC e structure isanalysed by the response spectrum method the design baseshear (VB) is compared with a base shear (VB) calculatedusing a fundamental period Ta as per Clause no 7111 ofIS 1893 (Part 1) 2016 the storey drift in any storey due tospecified design lateral force with partial load factor of 10shall not exceed 0004 times the storey height for a typicalfloor of six the storey drift allowed is 20mme considered

Table 2 Dead loads

Members Dimensions (mm) Normal weight density (25 kNm3) Lightweight density (18 kNm3)

Columns 500lowast500 63 kNm (for top floor) 45 kNm (for top floor)90 kNm (rest of the floors) 648 kNm (rest of the floors)

Beams 300lowast600 45 kNm 324 kNmSlab 100 25 kNm2 18 kNm2

Brick wall 230

49 kNm2 49 kNm2

216 kNm (height 44m) 216 kNm (height 44m)172 kNm (height 35m) 172 kNm (height 35m)35 kNm (height 07) 35 kNm (height 07)49 kNm (height 10) 49 kNm (height 10)

Table 3 Load combinations used for design1 15 (DL+EZTP) 14 15 (DL+ IL)2 15 (DL +EZTN) 15 12 (DL + IL + EXTP)3 15 (DLminus EZTP) 16 12 (DL + IL + EXTN)4 15 (DLminusEZTN) 17 12 (DL+ ILminusEXTP)5 09 DL+ 15 EXTP 18 12 (DL+ ILminusEXTN)6 09 DL+ 15 EXTN 19 12 (DL + IL + EZTP)7 09 DLminus 15 EXTP 20 12 (DL + IL + EZTN)8 09 DLminus 15 EXTN 21 12 (DL+ ILminusEZTP)9 09 DL+ 15 EZTN 22 12 (DL+ ILminusEZTN)10 09 DLminus 15 EZTP 23 15 (DL +EXTP)11 09 DLminus 15 EZTN 24 15 (DL+EXTN)12 09 DL+ 15 EZTP 25 15 (DLminusEXTP)13 15 (DLminusEXTN) mdash mdash

Advances in Civil Engineering 3

Figure 2 Bending moment for normal weight concrete of the selected member

Figure 3 Bending moment for lightweight concrete of the selected member

Table 4 Bending moments and shear force

Beam no Bending momentfor LWC (kNm)

Bending momentfor NWC (kNm)

Shear forcefor LWC (kN)

Shear forcefor NWC (kN)

261 (COMB 16) (COMB 18) minus223 minus258 79 83226 260 minus45 minus49


521(COMB 16) (COMB 18) minus270 minus313 84 97276 320 minus58 minus64

651(COMB 16) (COMB 18) minus226 minus265 minus46 minus51231 272 75 86



Table 5 Time periods

Timeperiod

Normal weightconcrete (sec)

Lightweightconcrete (sec)

IS 456-2000 ACI 318E 27Gpa E 16Gpa

X 187 188Y 185 186Z 143 139

Table 6 Distribution of horizontal loads to different floor levels

Storey H(m)

W (kN) Q (kN) V (kN) W (kN) Q (kN) V (kN)NWC NWC NWC LWC LWC LWC

7 302 5597 480 480 4100 366 3666 252 6381 380 860 5611 350 7165 202 6381 244 1140 5611 224 9404 152 6381 138 1242 5611 127 10673 102 6381 62 1304 5611 52 11192 52 6138 16 1320 5400 14 11331 11 2027 0 1320 1884 0 1133Total mdash mdash 1320 mdash mdash 1133 mdashH is height of the floorW is weight of the floorQ is seismic weight andV isbase shear

0

200

400

600

800

1000

1200

1400

7 6 5 4 3 2 1

Base

shea

r

NWC

LWC

Base shear for each floor

Figure 4 Base shear values of NWC and LWC for each floor

7 6 5 4 3 2 1Seismic load in NWC 480 380 244 138 62 16 0Seismic load in LWC 410 350 224 127 52 14 0

0

100

200

300

400

500

600

Seism

ic lo

ads

Horizontal loads graph

Figure 5 Horizontal loads of NWC and LWC for each floor

Table 7 Normal weight concrete

Storey Displacement (mm) Storey drift (mm)7 561 366 524 715 4527 1014 351 1273 224 1412 82 791 035 0350 0 0

Table 8 Lightweight concrete

Storey Displacements (mm) Storey drift (mm)7 6105 366 574 765 497 1104 387 1393 248 1562 91 871 039 0390 0 0

561 524 4527351

22482 035

6105 574497

387

248

91039 0

7 6 5 4 3 2 1 0

LWC

NWC

Displacement in (mm)

Figure 6 Displacements for each floor for both LWC and NWCstructures

7 6 5 4 3 2 1 0NWC 36 76 11 139 156 87 039 0LWC 36 71 101 127 141 79 035 0

02468

1012141618

Stor

ey d

ri (m

m)

Storey dri chart

Figure 7 Storey drifts for each floor for both LWC and NWCstructures


six-storied building shows the displacements and storeydrifts of both lightweight concrete and normal weightconcrete in Tables 7 and 8 and the variation in these forLWC and NWC is represented in Figures 6 and 7 Since thebuilding configuration is the same in both the directions thedisplacement values are the same in either direction

e LWC structure suffers larger deformations thanNWC because of lower Youngrsquos modulus of LWC whichresults in lower stiffness the obtained drifts from Table 8 arewell within the allowable limits

4 Conclusion

e seismic analysis of the structure is functionallydepending on dead load and the earthquake forces acting onthat e LWC structure which is subjected to seismicanalysis resulted in less bending moments and shear forceswhich may pave way either to reduce the cross section ofmembers or to reduce the steel in moment and shearresisting sections As the structure is six-storied the changein earthquake forces is very little in both the cases whereasstorey drift and storey displacements are the same by thissavage of steel which is 10 more in LWC than NWC estudy was extended with dynamic analysis carried outusing the response spectrum method ough the naturalperiod did not show any improvement for design consid-erations the safety of the structure as observed from driftat each storey level is goode reasons behind such changesare practically due to reduction of Youngrsquos modulus oflightweight concrete However with the new research itis possible to get higher Youngrsquos modulus for the samestrength parameters by suitable modification of concretemix design As the storey height increases the benefit oneconomical is likely to be more

Conflicts of Interest

e authors declare that there are no conflicts of interest

References

[1] A Kılıccedil C D Atis E Yasar and F Ozcan ldquoHigh strengthlightweight concrete made with scoria aggregate containingmineral admixturesrdquo Cement and Concrete Research vol 33no 3 pp 1595ndash1599 2003

[2] ACI 2112-98 ldquoStandard practice for selecting proportions forstructural lightweight concreterdquo 1998

[3] A Kan and R Demirboga ldquoA novel material for lightweightconcrete productionrdquo Cement and Concrete Compositesvol 31 no 7 pp 489ndash495 2009

[4] Available Design Codes in STAAD Pro pp 1ndash14 BentleyCommunities publisher 2015

[5] ACI 318ndash14 Building Code Requirements for ReinforcedConcrete vol 552 American Concrete Institute IHS 2014

[6] H J Shah Design Example of a Six Storey Building A Reportby IIT KharagpurmdashA Case Study

[7] ASTM C 567 ldquoStandard test method for determining densityof structural lightweight concreterdquo 2014

[8] ACI Committe-213 Guide for Structural Lightweight-Aggregate Concrete pp 1ndash38 American Concrete InstituteFarmington Hills MI USA 2003

[9] IS 456ndash2000 Plain and Reinforced Concrete Code of PracticeBureau of Indian Standards New Delhi India 2000

[10] Indian Standard Earthquake Resistant Design and Con-struction of Buildings Code of Practice 1893-2016 Indiancode

[11] A Ulrik Nilsen P J M Monterio and O E Gjoslashrv ldquoQualityassessment of lightweight aggregaterdquo Cement and ConcreteResearch vol 24 no 8 pp 1423ndash1427 1994


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wwwhindawicom Volume 2018

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Submit your manuscripts atwwwhindawicom

can be utilized to reduce the earthquake acceleration byproducing structural lightweight aggregates

Ramazan Demirboga and Rustem Gul in 2002 [3] hadreported that thermal conductivity of concrete made up ofexpanded perlite and pumice aggregates with replacementof cement with fly ash and silica fumes with 10 20 and30 by weight gives good results for thermal conductivityof concrete ermal conductivity of concrete is decreasedby 435 in expanded perlite aggregates

2 Analytical Study

21 Modelling and Material Properties A six-storied rein-forced concrete framed structure is modelled using standardsoftware [6] that is STAAD PRO (Structural Analysis andAidedDesign) [4]e structural model is shown in Figure 1Beams and columns are arranged in such a way that eachbeam is 75m in length so the secondary beams are actingat each 25m length these secondary beams are maintainedto make the structure stable and uniform e dimensionsof the structure in plan is 225 m wide on either side and302 m tall and each storey height is different as can be seenfrom Table 1

ere are two materials used in the model one representslightweight concrete and the other is normal weight concretee weight densities of each concrete are categorisedaccording to ACI 318 building code requirements forstructural concrete (ACI 318-95) and commentary (ACI318R-95) [5] and ldquoTest Method for Unit Weight of StructuralLightweight Concreterdquo (ASTM C 567) [7] not exceeding1800 kgm3 In this code a lightweight concrete withoutnatural sand is termed ldquoall-lightweight concreterdquo and light-weight concrete in which all of the fine aggregate consists ofnormal weight sand is termed ldquosand-lightweight concreterdquoe density of lightweight concrete used in the model is1800 kgm3 and the density of normal weight concrete is2500 kgm3 Modulus of elasticity of each model is calculatedaccording to ACI 213 [8]e below expression is meant to bevalid for values of density from 1400 to 2480 kgm3

Ec 43lowast10minus6ρ15

fprimeck

1113969

lightweight concrete(ACI 318R)

Ec 5000fck

1113968normal weight concrete(IS 4562000)

(1)

where fprimeck is the characteristic strength of cylindricalstrength fck is the characteristic strength of concrete cube inMPa where fprimeck is 08 times of fck ρ is the density of concretein kgm3 and Ec is the modulus of elasticity

Material selected for both the models is concrete and thestructure is designed according to IS 4562000 [9] Some ofthe material properties were flexural strength of concretemodulus of elasticity of concrete and density of steel re-inforcement M30 grade of concrete is used for the study

22 Loads andLoadCalculations Modelling of the structureis done using standard software the structure is taken fromstandard book Loads are taken from the same book andimplemented in the design (Table 1) For modelling of LWC

structure and NWC the densities of each floor are calculatedand implemented in the software as given in Tables 2 and 3Table 2 shows the design data and load acting on eachstructure Load combinations are taken from 1893 to 2016[10] and listed in Table 4 where X and Z are lateral or-thogonal directions

3 Analysis and Results

31 Bending Moment and Shear Force e structure wasanalysed for 25 load cases as listed in Table 3 e bendingmoment and shear forces are compared with all themembers from results obtained from the analytical modele results are presented in Table 4 for selected membersas shown in Figure 2 for bending moment of NWC and

250 m

2250 m

750 m

2250 m

3020 m

250 m

Figure 1 Model of the six-storied building 3D view

Table 1 Design data

Live load 40 kNm2 at typical floor15 kNm2 on terrace

Floor finish 10 kNm2

Water proofing 20 kNm2

Location Vadodara cityDepth of foundationbelow ground 25m

Type of soil Type II medium as per IS 1893Storey height Typical floor 5m ground floor 34mFloor GF + 5 upper floorsPlinth level 06mWalls 230mm thick masonry walls







Ta 0075h075

0075 times(305)075

097 sec

(2)



Table 2 Dead loads




Brick wall 230

49 kNm2 49 kNm2


















Timeperiod



IS 456-2000 ACI 318E 27Gpa E 16Gpa

X 187 188Y 185 186Z 143 139


Storey H(m)



0

200

400

600

800

1000

1200

1400

7 6 5 4 3 2 1

Base

shea

r

NWC

LWC




0

100

200

300

400

500

600

Seism

ic lo

ads







561 524 4527351

22482 035

6105 574497

387

248

91039 0

7 6 5 4 3 2 1 0

LWC

NWC



7 6 5 4 3 2 1 0NWC 36 76 11 139 156 87 039 0LWC 36 71 101 127 141 79 035 0

02468

1012141618

Stor

ey d

ri (m

m)

Storey dri chart





4 Conclusion




References















RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia







Ta 0075h075

0075 times(305)075

097 sec

(2)



Table 2 Dead loads




Brick wall 230

49 kNm2 49 kNm2


















Timeperiod



IS 456-2000 ACI 318E 27Gpa E 16Gpa

X 187 188Y 185 186Z 143 139


Storey H(m)



0

200

400

600

800

1000

1200

1400

7 6 5 4 3 2 1

Base

shea

r

NWC

LWC




0

100

200

300

400

500

600

Seism

ic lo

ads







561 524 4527351

22482 035

6105 574497

387

248

91039 0

7 6 5 4 3 2 1 0

LWC

NWC



7 6 5 4 3 2 1 0NWC 36 76 11 139 156 87 039 0LWC 36 71 101 127 141 79 035 0

02468

1012141618

Stor

ey d

ri (m

m)

Storey dri chart





4 Conclusion




References















RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia
















Timeperiod



IS 456-2000 ACI 318E 27Gpa E 16Gpa

X 187 188Y 185 186Z 143 139


Storey H(m)



0

200

400

600

800

1000

1200

1400

7 6 5 4 3 2 1

Base

shea

r

NWC

LWC




0

100

200

300

400

500

600

Seism

ic lo

ads







561 524 4527351

22482 035

6105 574497

387

248

91039 0

7 6 5 4 3 2 1 0

LWC

NWC



7 6 5 4 3 2 1 0NWC 36 76 11 139 156 87 039 0LWC 36 71 101 127 141 79 035 0

02468

1012141618

Stor

ey d

ri (m

m)

Storey dri chart





4 Conclusion




References















RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia




4 Conclusion




References















RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia




RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia


researcharticle seismic performance of lightweight

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