ExperimentalStudiesontheBehaviorsofNewEnergy …downloads.hindawi.com/journals/amse/2018/4214532.pdfFigure 4: Reinforcement diagram of (a) ground beam, (b) structural column, and (c)

Research ArticleExperimental Studies on the Behaviors of New Energy-SavingConcrete Self-Insulating Load-Bearing Block Wall underLow-Cycle Cyclic Loading

Bashir H Osman12 and Zhongfan Chen 2

1Civil Engineering Department College of Engineering University of Sinnar Sinnar Sudan2Key Laboratory of RCampPC Structures of Ministry of Education Southeast University Nanjing 210096 China

Correspondence should be addressed to Zhongfan Chen 101003944seueducn

Received 26 December 2017 Revised 29 March 2018 Accepted 17 July 2018 Published 4 October 2018

Academic Editor Patrice Berthod

Copyright copy 2018 Bashir H Osman and Zhongfan Chen is is an open access article distributed under the Creative CommonsAttribution License which permits unrestricted use distribution and reproduction in anymedium provided the original work isproperly cited

Masonry walls are usually designed to resist the effect of lateral and gravity loads resulting from wind or earthquake excitationsis research aimed at investigating the inelastic behavior of a new energy-saving concrete self-insulating load-bearing blockwall (ECSLBW) under in-plane cyclic loading To provide stronger bond between the concrete block units better than theordinary concrete masonry units a new masonry system of concrete blocks with special configurations was made In thisexperiment three new self-insulated block wall specimens were designed manufactured and tested Furthermore self-supporting structural column-ring beam structure system was used to observe the failure mode of the walls Moreover themechanical properties and seismic indexes of the walls under lateral low-cyclic loading were analyzed including hysteretic andskeleton curves stiffness degradation ductility and energy lossese results showed that the new energy-saving block wall canmeet the seismic shear calculation under 8-degree rare earthquake andmeet the antiseismic fortification target in 8-degree areaFurthermore self-contained system can greatly improve the seismic shear capacity of the wall Finally the seismic shearcapacity of the concrete column block masonry was calculated and the technical application method of block masonrystructure was recommended

1 Introduction

Masonry is used worldwide for many centuries as a com-mon construction material However the weakness of un-reinforced masonry systems is mentioned during earthquakesAccordingly reinforcement was used in masonry shear wallsto resist lateral stresses generated in high regions of seismicaction which results in overturning moments due to simul-taneous gravity and lateral loads during seismic excitation

Masonry shear walls (MSWs) are usually designed toresist the effect of lateral load and gravity load resultingfrom wind loading or earthquake excitation e designcriteria depend on many factors including the magnitude ofaxial loading amount of flexural and shear reinforcementwall aspect ratio (HL) and the mechanical properties ofmasonry [1ndash4] Furthermore many studies conducted by

several researchers [5ndash13] on shear behavior provide ade-quate information to ensure that shear failure can beavoided

Recently most of the developed countries apply theenergy conservation concept in building technology toprovide alternative building materials which have positivecontributions to the relative environment us a newlydeveloped type of concrete masonry unit with self-insulatingstructures with low to medium heights in seismic area zoneswith severe ambient conditions is used for residentialbuildings [14] In the last decade the developed system ofa new type of clay masonry was used in the construction ofsingle-story buildings which has good thermal isolationswith the capability to be used in earthquake zones [14ndash18]Accordingly there is a vital need for a comprehensive studyto evaluate the parameters that affect the behavior of the new

HindawiAdvances in Materials Science and EngineeringVolume 2018 Article ID 4214532 16 pageshttpsdoiorg10115520184214532

energy-saving concrete self-insulating load-bearing blockwall (ECSLBW) under earthquake excitation

In this paper the behavior of three full-scale masonryshear walls which were built from a new type of self-insulating concrete masonry unit under in-plane loadinghas been evaluated and tested Furthermore the relationshipbetween the key design parameters was defined to facilitatea better understanding of the inelastic behavior of a newenergy-saving concrete self-insulating load-bearing blockwall (ECSLBW) under seismic loading

2 Research Focus

is study aimed at investigating the mechanical behavior ofa new type of self-insulating concrete masonry unit Beforetesting of large-scale specimens of masonry wall the me-chanical and thermal behaviors of the developed new typeconcrete block were studied as described below Designinga new type of self-insulation and load-bearing block for ruralhouses in different regions (hot summer and cold winter)and a series of experimental and theoretical studies on thethermal performance and basic mechanical properties andseismic performance of the new type block wall were carriedout e design method of mix proportion of the recycledconcrete block (RCB) and the best replacement ratio ofrecycled aggregate were studied e masonry compressivestrength and the shear strength tests of energy-savingconcrete self-insulation block (ECSB) were carried outand the basic mechanical properties of ECSB masonry wereobtained Furthermore numerical models by using ANSYSsoftware were developed to predict the behavior of groutedspecimens using simplified micromodeling technique Dif-ferent sizes of concrete blocks were used and the block with390mm length and 280mm width showed better com-pressive shear and thermal properties (Figure 1(a)) Finallya new type of ECSB only with 280mm thickness to meet theenergy-saving requirements of the cold region was de-veloped (Figure 1(b)) e special configuration of ECSB hasadvantages in both structural and thermal properties estructural advantage is providing stronger bonds than theordinary concrete masonry units by facilitating the groutbetween the units On the contrary the thermal advantage isreducing the thermal bridges by using continuous insulationmaterials

According to advanced mechanical and thermal prop-erties of selected shape of ECSB the large-scale walls ofECSB were fabricated and tested as detailed in the sectionsbelow

3 Test Specimens Designation and Details

After the optimized ECSB block was proposed three large-scale new energy-saving concrete self-insulating load-bearing block walls were constructed and tested under in-plane cyclic loading as detailed in Table 1

To avoid the scale effect on the shear capacity of the newself-insulation block wall the large-scale model was used inthis study Combined with the comprehensive situation ofrural areas in China the vertical compressive stress is

02MPa which is equivalent to the vertical load of thebottomwall of the three-story buildinge design considerswhether the structure of the column is with or without holesand other factors and the specific type of test is illustrated inTable 1 and Figure 2

31 Specimen Production and Material Properties e av-erage values of the compressive strength for the materialsand reinforcements used in this study are detailed in Table 2

e average compressive strength of the concrete blockgrade MU5 is 59MPa and the strength of the mixed mortargrade Mb10 is 110MPa Reinforcement details are as inTable 2 e dimensions of the test specimens and structuralcolumn and ring beam are shown in Figure 3 while thereinforcement of the main beam (400mmtimes 600mm)structural column (200mmtimes 200mm) and ring beam(200mmtimes 260mm) is shown in Figure 4

32 Test Equipment and Loading System

321 Test Setup and Instrumentation is test was carriedout at the structural laboratory of Southeast University andthe test device was designed concerning the code for theseismic test method of buildings e test loading device isshown in Figure 5

Figure 5 shows the test setup with the wall bottom(foundation) beam which was anchored to the floor using32mm diameter threaded rods A hydraulic actuator ismounted horizontally and connected to a steel plate fixed ata concrete loading beam to provide lateral shear forceTransverse rollers that provide stability two on each side ofthe wall were connected to the strong floor and separatesteel frames were anchored e transverse rollers wereadjusted until they were just free from contact with the wallaccordingly lateral stability is provided

e vertical load is loaded with four points and the twojacks act on the top beam through the distribution beam Toensure that the vertical load is stable during the test processthe loading is controlled by the electrohydraulic servoloading device e horizontal low-cyclic loading is appliedusing the MTS 24370 actuator

33 Loading System All walls were subjected to 02 MPa and17248 kN as vertical compressive strength and vertical loadrespectively Before applying the horizontal load the verticalload was applied to predetermine the value in two stagesthrough the jack At the same time the verticality of thespecimen was checked and the load was applied by 5minutes interval e vertical load was kept constantthroughout the test process e lateral load of each stage isapplied once (ie loading and unloading in the positive andnegative directions) and the load level is 50 kN

ree stages were considered for loading the walls asfollows First stage the axial load was applied till reachingthe specified value and then it was kept constant till the endof the test Second stage the test was controlled by force tillyield point of flexural reinforcement In the third stage the

2 Advances in Materials Science and Engineering

360

17 17100

40 40

240

4040

1515

1414

1313

2822

2220

28

34 212 34

100 10013 13

182020

280

36

1818

1818

80 30 170 30 80

390

3632

3232

18162 16230

28183227 4046 4865 5683 6502

3637 4455 5274 6093

(a)

qikuai

ElementsMAT NUM

1

qikuai

ndash9002ndash617

ndash3337ndash504868

2328516

799310825

136581649

Nodal solution

(AVG)

STEP = 1SUB = 1TIME = 1TEMPRSYS = 0SMN = ndash9002SMX = 1649

1

(b)

Figure 1 Self-insulating concrete masonry unit congurations (a) samples of tested ECSB blocks and (b) thermal properties of proposedECSB using ANSYS

Advances in Materials Science and Engineering 3

test was controlled by displacement and three reversedcycles were considered for each displacement level

e average value of the positive and negative displace-ments at the time of the initial crack is taken as the dis-placement control and the displacement is rotated three times

until the specimen load falls to the limit load of 85 after theend of the test e loading system is shown in Figure 6

34 Measuring Point Arrangement and Data Acquisitione tested walls were instrumented with linear variabledierential transducers (LVDTs) to monitor the

Table 1 Wall specimensrsquo details

Wall ID Specimen size (mm) Vertical compressive stress (MPa) Vertical load (kN) Opening (mm) Structural column (mm)A1 3080times 2770times 280 02 17248 No NoA2 3080times 2770times 280 02 17248 No 180times180A3 3080times 2770times 280 02 17248 920times1000 180times180

360

2410 27

70

600

6003080600

(a)

305305 305

305 305305 305

305 305305 305

305 305305 305

305 305305 305

305 305305 305

305

360

2410 27

70

600

600 5003080

(b)

305 305305 305

305 305305 305

190190

190

190190

305 305305 305

360

2410 27

70

650

600 6003080

920

(c)

Figure 2 Elevation of test walls (a) A1 (b) A2 and (c) A3

Table 2 Material properties

Item Longitudinal reinforcement (HRB400) Stirrup reinforcement Concrete grade (MPa)Beam 400times 600mm 8ϕ20 ϕ8200 30200times 260mm 6ϕ16 ϕ8200 25Column 200times 200mm 6ϕ16 ϕ8200 25


displacement during the test e displacement duringtesting was measured using LVDTs which was labeled from 1to 7 and located as in Figure 7

e displacement potentiometers were used to measurethe vertical displacements sliding and shear displacementsat dierent locations on the wall specimen e specicarrangement of the displacements is shown in Figure 7

4 Experimental Results and Discussions

In the course of the experiment the generated cracks werehighlighted with black and red which depict the cracks in thepositive and negative directions respectively and the ob-servation surface is positive e left side of the specimen ispushed by the end while the right side was subjected to pull-pull Section below illustrates the specimens cracking patternat the testing end for three walls

In specimen A1 (control) the horizontal load is rstapplied to 50 kN and then loaded at a rate of 50 kN per load

stages In the initial stage of loading the P-Δ curve showedlinear relation When the horizontal load is pushed to+100 kN the P-Δ curve begins to show a small amount ofbending e rst horizontal crack appears in the lowerright corner of the wall with a crack length of about50mm in the cycle ends

When Δ 4mm small ladder cracks appear in thelower left corner of the wall When Δ 6mm the hori-zontal cracks in the left and right roots remain stable afterabout 800mm When Δ 8mm the ladder cracks appearand develop from the lower right corner of the wall to theupper part of the wall and the presence of horizontal cracksat the bottom layers of the wall is due to the tensile bondstrength between the unit and mortar When Δ 10mmthe fourth skin seam cracks extend from the outside to theinside until the whole is horizontally penetrated WhenΔ 12mm the fth skin gray seam cracks in the wholethrough the middle of the wall continue to produce newcracks

360

80280

280

200

390

20180

1080

(a)

180

20

280 200

280

3901080

80

360

(b)

280

360

100

80

(c)

Figure 3 Dimensions of structural columns and ring beams (a) Odd column construction layer (b) Even columns construction layer(c) Ring beam

600

400

4ϕ20

4ϕ16

ϕ8400

ϕ8200

4ϕ16

(a)

200

200 ϕ8200

4ϕ10

(b)

200

260 ϕ8200

3ϕ16

3ϕ16

(c)

Figure 4 Reinforcement diagram of (a) ground beam (b) structural column and (c) ring beam


When Δ 14sim16mm the ladder cracks in the middle ofthe wall are widened extending in the diagonal direction ofthe wall and the other diagonal line also appears with theladder cracks When Δ 18mm the cracks expandedrapidly the wall on the ground beam slips very obviouslyand the wall and the top ring beam are separated from eachother this means that the wall cannot continue to carry thehorizontal load e failure mode and crack distribution ofthe wall are shown in Figure 8

In wall A2 after the horizontal load is pushed to+100 kN the lower left corner of the structural column isdivided into parts because of the occurrence of severe cracks(3ndash4 cracks) and the crack extends from the root of thestructural column to the middle of the wall along the stepped

gray seam with displacement in the top part of the wall ofapproximately 20mm

As the load is increased (Δ 4mm) some oblique di-agonal cracks appear on the left side of the wall with theformation of ldquoXrdquo shape A further increase in load(Δ 6mm) resulted in the widening of diagonal cracks aswell as the initiation of new cracks from the existing cracksof the left side of the wall to the middle of the wall and theright side of the structure of the column outside the ma-sonry showed a few small cracks At 8mm displacementlong horizontal cracks across three blocks appeared at thebottom of the wall As the loading continued to progress

Tie rod Steel beam

Sliding support

MTShydraulicactuator

Hydraulic jack

Bottom beam

Wall specimen

Distribution beam

Testframe

Groundanchor

bolt

Reac

tion

wal

l

Strong floor

Figure 5 Schematic diagram of the test loading device

Disp

lace

men

t

∆cr + 4

∆cr + 2∆cr

ndash∆cr∆cr ndash 2

∆cr ndash 4

Time

Before crackingAfter cracking

Figure 6 Test loading system

LVDT7

LVDT1

LVDT2

LVDT3

LVDT4

LVDT5LVDT6

Figure 7 Displacement (LVDTs) plan layout


(Δ 10sim12mm) the ladder cracks on the structural col-umns on both sides of the wall extend further extendingdiagonally upward to add a horizontal crack to the existingone At Δ 14mm the horizontal cracks on the wall furtherwidens as well as length increases Furthermore new laddercracks that extend to the bottom of the ring beam arerecorded at the wall displacement of 14sim16mm AtΔ 20mm new diagonal cracks initiate and the originalcracks increase in length and width with the vertical angle atthe corners of the wall with a maximum width of 5mmFinally a part of the wall block is crushed and peeled off ata wall displacement of approximately 22mm Bearing ca-pacity of this decreased to 85 at the end of the testcompared to the control e failure mode and crack dis-tribution of the wall are shown in Figure 9

Specimen A3 has an opening of 920times1000mm theopening was covered by prefabricated reinforced concretebeams with 1410mm length and reinforced by 4 ϕ10 aslongitudinal reinforcement and stirrups of ϕ8200mmWhen the horizontal load is pushed to +150 kN first hor-izontal crack is appeared in the outer masonry of the left sideof the structural column with a wall displacement of20mm In this cycle cracks on the left side of the structuralcolumn extend to the bottom side

As the load is increased (Δ 6mm) a diagonal crackpassing through the center of the opening forms and twoadditional cracks form in the lower right corner and in thebottom parts of the opening during the application of loadAs the loading continues to progress with Δ 8mm thecracks widen with several minor cracks appearing along thebeam with two others horizontal cracks At Δ 10mmdiagonal cracks with the direction of 45deg on the upper andlower corners are formed and the width of the existingcracks at the corners of the opening obviously deepens

At Δ 12mm the width of the crack around theopening further increases and many ladder cracks in thevicinity of the opening appear When the last cycle is shiftedto 14mm the outer block of the left side of the structural

column gets crushed and the vertical steel bars of the wallsyield displacement e load-carrying capacity of the walldrops below 85 of the ultimate load and the test is ter-minated e broken form and crack distribution of the wallare shown in Figure 10

e ultimate strength of the walls is governed by theflexural yielding of the vertical reinforcement and thecompressive crushing of the toe regions in the masonry wall

41 Damage Process

411 Damage Characteristics By comparison of the testwalls in the wall without nonstructural column cracksfirstly appear in the middle and in the lower parts of the walland then along the diagonal direction to form a pair of ldquoXrdquo-type stepped joints later the top of the ring beam and wallbody were separated from each other and the ground beamslips very obviously As the load is increased the wall in-tersects the stepped cracks with 45deg and eventually breaksdown along the main diagonal and this is due to stressconcentrations and local cracking about the opening edgesWith the decrease in the horizontal load the cracks on thefour corners of the opening continuously develop in thediagonal direction which results in a severe collapse

412 Destruction Phase Division Structurally the test wallsare different but the crack patterns of the walls showa similar trend to ldquoXrdquo-type cracks as shear damage howeverthe maximum measured crack width for wall A3 beams ishigher Furthermore the attained ultimate loads are lowerthan that of the walls A1 and A2 Generally failure processesgo through three stages [17] firstly elastic stage whichrepresents the first horizontal cracks with the load-deflection(P-Δ) curve near to a straight line Secondly elastoplasticstage in this stage the curve starts to show some reasonableinclination with a large number of cracks low stiffness andhigh hysteresis loop area irdly destruction phase main

(a) (b)

Figure 8 (a) Failure mode and (b) crack distribution of wall A1


cracks significantly widens and extends and the wall appearsout of the block phenomenon During this period the vertexof the P-Δ curve decreases and the wall deformation in-creases significantly with serious crushing

42 Test Results and Analysis

421 Load and Deformation e load-deflection curvesand corresponding ultimate load damage load failure loadand the maximum displacement (load and displacementcorresponding to the sudden change of the curves) of the testwalls are shown in Table 3

e results in Table 3 show no much difference andthis is due to the presence of the outer column wrapped

around the 60mm thick block resulting in a slight dif-ference in cracking e nonstructural wall cracking loadis closest to the ultimate load and the bearing capacitydecreases rapidly after cracking In the wall with the newstructural columns regardless of cracking load ultimateload or damage load bearing capacity is large comparedto the control wall and this attributes to the presence ofstructural columns which supports the part of the hori-zontal load In the case of the wall with an opening theultimate displacement and damage displacement of thewall are small which is due to the existence of stress in thecorners of the opening leads to decreasing of stiffness anddeformation capacity

e hysteresis curve of each wall is shown in Figure 11e hysteresis curves of the masonry wall usually have four

(a) (b)


(a) (b)



basic forms under different damage mechanisms spindlearc anti-S and anti-Z

According to Figure 11 before the cracking of the wall thehorizontal displacement of the wall is very small the hys-teresis curve is approximately straight the stiffness of thespecimen is basically the same after the unloading the hys-teresis loop is long and the area is small indicating that thewall is in the elastic state After the cracking load is reachedthe wall cracks gradually increase and widen the stiffness ofthe specimen decreases and the hysteresis curve gradually tiltstoward the displacement axis and the enclosed area increasese residual deformation increases with the number of loadcycles and the corresponding hysteresis curve begins to showa more obvious bending e shape of the hysteresis loopchanges to the fusiform shape showing obvious effect and thewall energy dissipation capacity is enhanced

After the horizontal load of the wall reaches the ultimateload the main crack of the ldquoXrdquo-shaped ladder graduallyforms on the wall the slip between the blocks is obvious thehysteresis loop changes from the fusiform to the arch or theanti-S-shaped and residual deformation after unloading islarger this time the wall can no longer bear a larger load andthis means the wall is in the plastic condition

Wall A1 fails due to shear failure because the wallproduced two lines through the horizontal cracks and thedeformation of the wall is mainly due to the slip along theseam A2 belongs to the shear friction-shear pressurecomposite damage and the deformation of the wall is due toladder cracks and damage After entering the elastic-plasticstage the A2 hysteresis curve is more obviously in spindleshape the hysteresis loop gradually shows ldquopinchrdquo effect thewallrsquos energy consumption is stronger and the energy is

ndash25 ndash20 ndash15 ndash10 ndash5 0 5 10 15 20 25

ndash200

ndash100

0

100

200

300

Δ (mm)

Load (kN)

(a)

ndash20 ndash10 0 10 20 30

ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Δ (mm)

Load (kN)

(b)

ndash15 ndash10 ndash5 0 5 10 15

ndash250

ndash200

ndash150

ndash100

ndash50

0

50

100

150

200

250

Δ (mm)

Load (kN)

(c)

Figure 11 Load-displacement hysteresis diagrams for test walls (a) A1 (b) A2 and (c) A3

TABLE 3 Characteristics of the load and displacement response of the wall

Wall ID Crackingload (kN)

Crackingdisplacement (mm)

Ultimateload (kN)

Limitdisplacement (mm)

Yieldload (kN)

Destroyingdisplacement (mm)

A1 125 41 1888 1445 1605 161A2 145 40 3435 1801 292 213A3 110 28 2125 902 1806 121


mainly by the two sides of the structural column to dissipatewhich effectively improves the safety of the wall Wall A3 isfails due to shear-shear composite failure With the increaseof the horizontal load the hysteresis loop is more obviousfrom the early fusiform to arcuate and the hysteresis loopsare decreased which means there is a reduction in thestructure of the energy consumption

422 Skeleton Curves e skeleton curve can reflect the keymechanical characteristics of the wall under low-cyclicloadings such as cracking load ultimate bearing capacitydeformation capacity and ductility [10] According to thehysteresis curve obtained above the envelope of the suc-cessive points of the load in the same direction is the skeletoncurve as shown in Figure 12

423 Normalized Curve Comparison e normalizedskeleton curves of walls are shown in Figures 13(a)ndash13(c)e normalized skeleton curve from the three wall statisticsis shown in Figure 13(d)

According to the normalized skeleton curve of threeenergy-saving concrete self-insulation block walls it can beseen that the curve can be divided into three working stagesamong which the characteristic points are the average of thetest specimens

(1) Section 0A is the elastic phase and the equation forthe elastic phase is PPu 2472ΔΔu e stiffness ofthe section is defined as the initial stiffness K0 of theskeleton then K0 2472

(2) Section AB is an elastoplastic stage and the equationfor the elastoplastic stage is PPu 0594ΔΔu +0406When the crack from the specimen reaches theultimate load the stiffness of the specimen decreasesand the slope of the section AB is the stiffness K1then K1 0594

(3) Section BC is the descending phase and the equationfor the descending phase is PPu minus1128ΔΔu +2128 At this time the component reaches the ul-timate load after the bearing capacity begins todecrease and the stiffness K2 is the negative slope ofthe line BC then K2 1128

424 Stiffness Degradation e mechanical phenomenonof the wall is called the degeneration of the stiffnessand the degradation rate of the wall stiffness can beregarded as another important index worthy of study edeformation of the wall can be fully developed thestiffness and displacement change and the number ofcycles is closely related As the masonry structure of thelarger dispersion the stiffnesses of the two directions aredifferent erefore under the cyclic load of each wall theratio of the sum of the absolute values of the load in thetwo directions of the wall and the absolute value of thedisplacement is taken as the stiffness under the load asfollows

Ki Pi

11138681113868111386811138681113868111386811138681113868 + minusPi

11138681113868111386811138681113868111386811138681113868

Δi

11138681113868111386811138681113868111386811138681113868 + minusΔi

11138681113868111386811138681113868111386811138681113868 (1)

where Ki is the stiffness at level i load Pi and minusPi are theforward and reverse horizontal load values under the i-thload and Δi and minusΔi are the forward and backward hori-zontal displacement values under level i load

e final stiffness degradation curve is fitted witha power function and illustrated in Figure 14 e regressionfunction is shown in Table 4

425 Ductility Performance Ductility is the ability of thestructure to withstand deformation after exceeding the elasticlimit which indicates the seismic performance of the structuralmembers Greater ductility means that the member canprovide the ability to dissipate the seismic energy and theplastic deformation e ductility coefficient is the ratio ofmaximum deflection at ultimate to the yielding deflectionehigher ductility coefficient is attributed to the lower deflectionat yielding load and higher deflection at failure load [19]

426 Displacement Ductility Ratio In general the yielddisplacement of the masonry structure is difficult to bedetermined by a simple method so the displacement duc-tility coefficient of the masonry structure is usually calcu-lated using the following expression

u ΔuΔcr

(2)

where Δu is the absolute value in both directions and Δcr isthe displacement at the time of cracking

427 6e Limit Displacement Angle e limit displacementangle Ru is defined as the ultimate deformation capacity ofthe wall and theH value of the wall plus half depth of the topbeam that is 2590mm it can be calculated from Equation(3) e ductility and ultimate displacement angles of eachspecimen are shown in Table 5

Ru ΔuH

(3)

Table 5 shows that the structural column has an ultimateductility coefficient and an ultimate displacement anglewhich indicates that the structural column has a certaininfluence on the ductility of the wall e presence of theopening in specimen A3 leads to decrease in wall ductilitycompared to that in A2 and A1

43 6e Energy Dissipation Characteristics of the Specimense physical meaning of energy consumption refers to thework done by the restoring force of the structure in theseismic response which reflects the ability of the structureto absorb energy and plays a leading role in the inelasticdeformation of the structure In this paper Jacobsonrsquosequivalent viscous damping coefficient is used to repre-sent the energy dissipation capacity of the specimen [20]e energy consumption ratio often reflects the energy


0

50

100

150

200

0 5 10 15 20Δ (mm)

Load

(kN

)

(a)

Load

(kN

)

0 5 10 15 20 250

70

140

210

280

350

Δ (mm)

(b)

0 5 10 150

100

200

300

Δ (mm)

Load

(kN

)

(c)

Figure 12 Skeleton curves for all wall specimens (a) A1 (b) A2 and (c) A3

04

(02640662)

(11140850)

(1 1)

08 120ΔΔu

0

04

08

12

PP u

(a)

(11830850)

(02230422)

(1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(b)

05

(03100518)

(13410850)

(1 1)

1 150ΔΔu

0

04

08

12

PP u

(c)

C (11330850)

A (02160534)

B (1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(d)

Figure 13 Normalized skeleton curves (a) wall A1 (b) wall A2 (c) wall A3 and (d) all walls


dissipation characteristic of the structure e energy dis-sipation ratio of each cycle is expressed by the area char-acteristic of the hysteresis loop (Figure 15) e energyconsumption ratio ψ of each cycle and the equivalent viscousdamping ratio are calculated from Equations (4) and (5) andtabulated in Table 6

ψ SABC + SCDASOBE + SODF

(4)

ζe ψ2π (5)

From Table 6 it can be found that the energy con-sumption of the structure of the wall is stronger and theeect of the opening on the energy dissipation of the wall is

3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)

Figure 14 Degradation curves for all wall stinesses (a) A1 (b) A2 and (c) A3

Table 4 Stiness-displacement quasi-curve

Specimen number Initial stiness (kNmm) Stiness degradation power function Correlation coeumlcientA1 135 y 47582xminus0458 0934A2 251 y 78306xminus0512 0922A3 218 y 64918xminus0527 0938

Table 5 Ductility ratio and ultimate displacement angle of specimens

Specimennumber

Cracking displacementΔcr (mm)

Limit displacementΔu (mm)

Wall heightH (mm)

Displacementductility ratio

Limitdisplacement angle

A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A

Figure 15 Equivalent viscous damping calculation


greatly affected In general the energy dissipation of the wallincreases with the increase of the displacement of thespecimen which indicates that the wall is cracked and thefriction surface increased

44 StrainAnalysis of StructuralColumnsandSeismicBearingCapacity It can be seen from the experimental phenomenathat the first fracture of the specimen is found in the root ofthe structural column where only the steel strain of thecolumn is described and the typical displacement-straincurve is shown in Figure 16 According to the steel materialwhen the strain reaches 2000 the rebar enters the yield stateIt can be seen from the curve that the initial stiffness of thewall is large before the wall is cracked and the strain of thelongitudinal reinforcement in the structural column is verysmall When the wall is cracked the internal force of thestructural column is growing faster When the crackspenetrate the wall the longitudinal reinforcement of thestructural column reaches the yield strength but because ofthe restraint effect of the longitudinal reinforcement of thestructural column the damaged wall does not collapse andreaches the target of cracking

It can be found from the figure that the longitudinalreinforcement strain of the structural column in the elasticstage is symmetrical when the positive load is applied eentry of the steel bar into the plastic force stage mainly forthe tensile strain shows that the impact of shear on the wallsA2 and A3 in the plastic phase is greater than the impact ofbending

e main factors that affect the seismic shear capacity ofnew concrete self-insulation block masonry are block andmortar strength vertical compressive stress aspect ratiopresence or absence of structural column opening size andgeometry and masonry quality In this experiment the seismicperformance of the new energy-saving masonry system isstudied by using the structural column and the opening as themain parameter When the bearing capacity of the masonry is

calculated the insulation block which acts as the template onthe outside of the structural column is neglected Only theconcrete part of the structural column is considerede size ofthe structural column is 180mmtimes 180mm and the openingsize is 920mmtimes 1000mm

5 Design Index of Energy-Saving Self-Insulation Block Masonry Strength

Table 7 shows the average strength of the new energy-savingself-insulation block strength of the test walls

51 Seismic Shear Capacity of the Walls

511 Seismic Bearing Capacity of Nonstructural Masonryere are two basic theories at home and abroad about thefailure mechanism of masonry structure the main tensilestress theory and the shear friction theory e maintensile stress under the composite force is more than thatof the masonry structure (mainly against the shearstrength of the stepped section in the masonry sectionwithout vertical load) And the shear failure caused byChinarsquos ldquoBuilding Seismic Design Coderdquo by statisticalanalysis of earthquake damage has used the main tensilestress theory to calculate the shear strength On thecontrary it can be seen from the experimental phenomenathat the damage of the A1 wall belongs to the sheardamage because the wall produces two penetrating hor-izontal cracks the deformation of the wall mainly comesfrom the slip along the beam the shear strength of themasonry force is the sum of the bond strength of themortar layer and the normal pressure e ldquomasonrystructure design specificationrdquo is adopted and the shearrule is used as the failure criterion of the masonrystructure Bearing capacity of the sheared member withshear force is shown in Equations (6) and (7)

min

Vle1

rREfvEA (variable coefficientminus shear friction theory)

Vlefv + αμσ0( 1113857A

rRE(principal tensile stress theory)

⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)

where V seismic shear design value A horizontal cross-sectional area fv masonry shear strength design valuesaccording to Table 7 used α correction factor according to

the adverse situation when the concrete block masonry totake 066 and μ shear pressure composite force influencecoefficient according to the adverse situation then

Table 6 Sample energy dissipation ratio and equivalent viscous damping ratio

Specimen numberEnergy consumption ratio ψ Equivalent viscous damping ratio

Cracking state Limit state e state of destruction Cracking state Limit state e state of destructionA1 055 0727 0793 0088 0116 0126A2 0571 0973 1112 0091 0155 0177A3 0426 0474 0584 0068 0075 0093


μ 023minus 0065σ0f (7)

where fmasonry compressive strength design valueσ0 the mean compressive stress of the horizontal sectionproduced by the permanent load design value shall not begreater than 08 and fvE the design value of the shearstrength of the masonry along the stepped cross section

fvE ξNfv (8)

where fv nonseismic design of the masonry shear (pureshear) strength design values according to Table 7 used andξN the incopyuence coeumlcient of the normal stress on theshear strength of the block masonry is checked by theseismic code

52 Seismic Shear Capacity of Concrete Column BlockMasonry e following equation is used for calculating theshear capacity of ordinary concrete self-insulation blockmasonry

V 15

1 + 05(HB) [fv0m + aμσy( ) 1minus 021δ minus 13δ2( )Am

+ 003fcAc + 005fyAs]

(9)

where V shear capacity of structured column wallsHwall height Bwall width fv0m masonry averagepure shear strength amodication coeumlcients for dif-ferent types of masonry when cG 12 for brickwork 06 forconcrete block masonry 064 when cG 135 for brickwork064 for concrete block masonry 066 μ shear composite

force incopyuence coeumlcient δ opening ratio (ratio of theopening area to the wall area) σy vertical pressureAm partial cross-sectional area of masonry wall blockfc the average compressive strength of concreteAc structure column cross-sectional area fy tensilestrength of structural column and As sectional area of thesteel bar

In summary the calculated seismic shear capacity of A1A2 and A3 masonry is shown in Table 8

According to the ldquoseismic coderdquo the model shearstress corresponding to dierent intensities is calculatedusing the bottom shear method according to the maxi-mum value of the horizontal seismic impact coeumlcient(Tables 9 and 10)

53 Evaluationof SeismicCapacity e experimental valuescalculated values and seismic shear forces of the threespecimens are summarized in Table 11

6 Conclusions

In this study three new low-cycle cyclic loadings of newenergy-saving concrete self-insulating load-bearing blockwalls energy-saving self-insulation were fabricated andtested e results show that the wall failure process failuremodes and other seismic performance indexes of the wallare studied including hysteresis curve skeleton curvestiness degradation ductility energy dissipation andseismic load and other properties e main conclusionsare as follows

(1) e special conguration of ECSB has advantages inboth structural and thermal properties e

Table 7 Average strength and design value of compressive strength and shear strength of new energy-saving block masonry (MPa)

Strength categoryMeasured value

Average calculation formula Average value fm or fvm Design value f or fvBlock f1 Mortar f2

Compressive strength 592 100 fm 072f0611 (1 + 007f2) 37 24

Shear strength fvm 0165f2radic

052 01

ndash15 ndash10 ndash5 0 5 10 15 20 25

ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)

Figure 16 Longitudinal reinforcement root strain diagram (a) A2 and (b) A3


structural advantage is providing stronger bondsthan the ordinary concrete masonry units by facil-itating the grout between the units both verticallyand horizontally On the contrary the thermal ad-vantage is reducing the thermal bridges by usingcontinuous insulation materials

(2) e ultimate load and damage load of this newstructural system are obviously improved and theductility is improved greatly with enhancement ofenergy dissipation capacity

(3) In wall A2 the presence of the opening resulted ina reduction in shear strength of about 30 while thedeflection was increased by approximately 24whencompared to the equivalent control wall (A1)without opening Moreover the opening in the wallresulted in a remarkable decrease in the stiffness andfailure load and increased the deflection values

(4) rough the analysis of the seismic activity of thewall it can be seen that the new energy-saving blockwall can meet the seismic shear calculation under the8-degree rare earthquake and meet the antiseismic

fortification target in the 8-degree area Furthermoreldquoself-containedrdquo system can greatly improve theseismic shear capacity of the wall

(5) According to the test situation the results showed thatafter the wall reached the limit state the wall still hadstiffness to withstand the displacement which mea-sured the ultimate bearing capacity equivalent tomorethan 8 or 9 degrees of earthquake shear and seismicforces respectively this meets with the basic principleof earthquakes

(6) Compared with A1 and A2 it is found that thecarrying capacity of ldquoself-carryingrdquo new energy-saving block wall is better than that of the wallwithout frame and ring beam and the improvementof seismic capacity is about 80 which is due to thefact that the ring beam itself involved in the shear onthe contrary the structure of the column and ringbeam formed a closed hoop the common constraintof the top of the corner and displacement makingthe role of horizontal force resulting in verticalcompressive stress thereby improving the shear

Table 8 Calculated values for seismic shear capacity of three test walls

SpecimenStrength (MPa) Opening

rate

Verticalcompressivestress (MPa)

Sheararea (mm2)

Shear bearingcapacity (kN) rRE

Seismic bearingcapacity (kN)Compressive Pure shear

A1 Main pullshear friction

24(design value)

01(design value) 0 02 862400 109 10 103103

A2 37(standard value)

052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241

Table 9 Maximum impact coefficient of horizontal earthquake (cms2)

7 degree 7 degree (015 g) 8 degree 8 degree (030 g) 9 degreeFrequent occurrence 008 012 016 024 032Basic value 023 034 046 069 092Rare value 05 072 090 120 14

Table 10 Seismic shear force corresponding to seismic intensity (kN)

Wall ID Wall weight (kN)Seismic action of wall (kN)

7 degree 8 degree 9 degreeFrequent Basic Rare Frequent Basic Rare Frequent Basic Frequent

A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436

Table 11 Calculated and experimental values of shear strength of specimens

Wall ID Ultimate shear capacity(test value) (kN)

Seismic shear capacity(calculated value) (kN) Test valuecalculation value

Basic earthquake action of wall(kN)

7 degree 8 degree 9 degreeA1 1888 103 183 4531 8234 16468A2 3435 248 139 9062 9062 18124A3 2125 150 142 4002 8004 16008


capacity of the member It is proved that ldquoself-containedrdquo structural column-ring beam system iscompletely feasible

(7) Comparison of A2 and A3 indicates that the window(opening) has a greater impact on the wall capacitySo it is very important to consider the reduction inthe wall capacity due to presence of the openinginorder to strengthen the wall and to resist crackpropagation

Conflicts of Interest

e authors declare that they have no conflicts of interest

Acknowledgments

is research was conducted with the financial support ofthe National ldquoTwelfth Five-Yearrdquo Research Project in theNational Science and Technology Pillar Program (Grant no2015BAL03B02)

References

[1] K S Ibrahim and G T Suter ldquoDuctility of concrete masonryshear walls subjected to cyclic loadingrdquo in Proceedings of theEighth North American Masonry Conference Austin TXUSA June 1999

[2] M T Shedid R G Drysdale and W W El-DakhakhnildquoBehavior of fully grouted reinforced concrete masonry shearwalls failing in flexure experimental resultsrdquo Journal ofStructural Engineering vol 134 no 11 pp 1754ndash1767 2008

[3] M T Shedid W W El-Dakhakhni and R G DrysdaleldquoSeismic performance parameters for reinforced concrete-block shear wall constructionrdquo Journal of Performance ofConstructed Facilities vol 24 no 1 pp 4ndash18 2010

[4] J D Sherman Effects of Key Parameters on the Performance ofConcrete Masonry Shear Walls under In-Plane LoadingWashington State University Pullman WA USA 2011

[5] J Brunner and P Shing ldquoShear strength of reinforced ma-sonry wallsrdquoMasonry Society Journal vol 14 no 1 pp 65ndash761996

[6] S Miller W El Dakhakhni and R Drysdale ldquoExperimentalevaluation of the shear capacity of reinforced masonry shearwallsrdquo in Proceedings of 10th Canadian Masonry SymposiumBanff Canada June 2005

[7] T Paulay ldquoEarthquake-resisting shear wallsmdashNew Zealanddesign trendsrdquo ACI Journal Proceedings vol 77 no 3pp 144ndash152 1980

[8] T Paulay M Priestley and A Synge ldquoDuctility in earthquakeresisting squat shear wallsrdquo ACI Journal Proceedings vol 79no 4 pp 257ndash269 1982

[9] P Shing J Noland E Klamerus and H Spaeh ldquoInelasticbehavior of concrete masonry shear wallsrdquo Journal ofStructural Engineering vol 115 no 9 pp 2204ndash2225 1989

[10] P Shing M Schuller and V Hoskere ldquoIn-plane resistance ofreinforced masonry shear wallsrdquo Journal of Structural Engi-neering vol 116 no 3 pp 619ndash640 1990

[11] K Voon and J Ingham ldquoShear strength of concrete masonrywallsrdquo in Proceedings of 7th AustralasianMasonry ConferenceNewcastle Australia July 2004

[12] K Voon and J Ingham ldquoExperimental in-plane shearstrength investigation of reinforced concrete masonry wallsrdquo

Journal of Structural Engineering vol 132 no 3 pp 400ndash4082006

[13] G Fan Z Zhao and G Yang ldquoCyclic response of reinforcedconcrete shear walls with continuous rectangular spiralstirrupsrdquo KSCE Journal of Civil Engineering vol 22 no 5pp 1771ndash1781 2017

[14] A-B A E Mohamad and Z Chen ldquoExperimental and nu-merical analysis of the compressive and shear behavior fora new type of self-insulating concrete masonry systemrdquoApplied Sciences vol 6 no 9 p 245 2016

[15] R Marques and P B Lourenccedilo ldquoUnreinforced and confinedmasonry buildings in seismic regions validation of macro-element models and cost analysisrdquo Engineering Structuresvol 64 pp 52ndash67 2014

[16] A K Marsono and S Hatami ldquoAnalysis of reinforced con-crete shear walls with single band of octagonal openingsrdquoKSCE Journal of Civil Engineering vol 20 pp 1887ndash18942016

[17] A-B A E Mohamad and Z Chen ldquoExperimental studies onthe behavior of a newly-developed type of self-insulatingconcrete masonry shear wall under in-plane cyclic load-ingrdquo Applied Sciences vol 7 no 5 p 463 2017

[18] P Asadi R Madandoust and S M Zahrai ldquoResponsemodification factor due to ductility of screen-grid ICF wallsystem in high seismic risk zonesrdquo KSCE Journal of CivilEngineering vol 21 no 1 pp 258ndash264 2017

[19] A Borri G Castori and M Corradi ldquoShear behavior ofunreinforced and reinforced masonry panels subjected to insitu diagonal compression testsrdquo Construction and BuildingMaterials vol 25 no 12 pp 4403ndash4414 2011

[20] J Milosevic M Lopes and A S Gago ldquoTesting and modelingthe diagonal tension strength of rubble stone masonrypanelsrdquo Engineering Structures vol 52 no 9 pp 581ndash5912013


CorrosionInternational Journal of

Hindawiwwwhindawicom Volume 2018

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Hindawi Publishing Corporation httpwwwhindawicom Volume 2013Hindawiwwwhindawicom

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Volume 2018

TribologyAdvances in



ChemistryAdvances in


Advances inPhysical Chemistry


BioMed Research InternationalMaterials

Journal of


Na

nom

ate

ria

ls


Journal ofNanomaterials

Submit your manuscripts atwwwhindawicom

energy-saving concrete self-insulating load-bearing blockwall (ECSLBW) under earthquake excitation

In this paper the behavior of three full-scale masonryshear walls which were built from a new type of self-insulating concrete masonry unit under in-plane loadinghas been evaluated and tested Furthermore the relationshipbetween the key design parameters was defined to facilitatea better understanding of the inelastic behavior of a newenergy-saving concrete self-insulating load-bearing blockwall (ECSLBW) under seismic loading

2 Research Focus

is study aimed at investigating the mechanical behavior ofa new type of self-insulating concrete masonry unit Beforetesting of large-scale specimens of masonry wall the me-chanical and thermal behaviors of the developed new typeconcrete block were studied as described below Designinga new type of self-insulation and load-bearing block for ruralhouses in different regions (hot summer and cold winter)and a series of experimental and theoretical studies on thethermal performance and basic mechanical properties andseismic performance of the new type block wall were carriedout e design method of mix proportion of the recycledconcrete block (RCB) and the best replacement ratio ofrecycled aggregate were studied e masonry compressivestrength and the shear strength tests of energy-savingconcrete self-insulation block (ECSB) were carried outand the basic mechanical properties of ECSB masonry wereobtained Furthermore numerical models by using ANSYSsoftware were developed to predict the behavior of groutedspecimens using simplified micromodeling technique Dif-ferent sizes of concrete blocks were used and the block with390mm length and 280mm width showed better com-pressive shear and thermal properties (Figure 1(a)) Finallya new type of ECSB only with 280mm thickness to meet theenergy-saving requirements of the cold region was de-veloped (Figure 1(b)) e special configuration of ECSB hasadvantages in both structural and thermal properties estructural advantage is providing stronger bonds than theordinary concrete masonry units by facilitating the groutbetween the units On the contrary the thermal advantage isreducing the thermal bridges by using continuous insulationmaterials

According to advanced mechanical and thermal prop-erties of selected shape of ECSB the large-scale walls ofECSB were fabricated and tested as detailed in the sectionsbelow

3 Test Specimens Designation and Details

After the optimized ECSB block was proposed three large-scale new energy-saving concrete self-insulating load-bearing block walls were constructed and tested under in-plane cyclic loading as detailed in Table 1

To avoid the scale effect on the shear capacity of the newself-insulation block wall the large-scale model was used inthis study Combined with the comprehensive situation ofrural areas in China the vertical compressive stress is

02MPa which is equivalent to the vertical load of thebottomwall of the three-story buildinge design considerswhether the structure of the column is with or without holesand other factors and the specific type of test is illustrated inTable 1 and Figure 2

31 Specimen Production and Material Properties e av-erage values of the compressive strength for the materialsand reinforcements used in this study are detailed in Table 2

e average compressive strength of the concrete blockgrade MU5 is 59MPa and the strength of the mixed mortargrade Mb10 is 110MPa Reinforcement details are as inTable 2 e dimensions of the test specimens and structuralcolumn and ring beam are shown in Figure 3 while thereinforcement of the main beam (400mmtimes 600mm)structural column (200mmtimes 200mm) and ring beam(200mmtimes 260mm) is shown in Figure 4

32 Test Equipment and Loading System

321 Test Setup and Instrumentation is test was carriedout at the structural laboratory of Southeast University andthe test device was designed concerning the code for theseismic test method of buildings e test loading device isshown in Figure 5

Figure 5 shows the test setup with the wall bottom(foundation) beam which was anchored to the floor using32mm diameter threaded rods A hydraulic actuator ismounted horizontally and connected to a steel plate fixed ata concrete loading beam to provide lateral shear forceTransverse rollers that provide stability two on each side ofthe wall were connected to the strong floor and separatesteel frames were anchored e transverse rollers wereadjusted until they were just free from contact with the wallaccordingly lateral stability is provided

e vertical load is loaded with four points and the twojacks act on the top beam through the distribution beam Toensure that the vertical load is stable during the test processthe loading is controlled by the electrohydraulic servoloading device e horizontal low-cyclic loading is appliedusing the MTS 24370 actuator

33 Loading System All walls were subjected to 02 MPa and17248 kN as vertical compressive strength and vertical loadrespectively Before applying the horizontal load the verticalload was applied to predetermine the value in two stagesthrough the jack At the same time the verticality of thespecimen was checked and the load was applied by 5minutes interval e vertical load was kept constantthroughout the test process e lateral load of each stage isapplied once (ie loading and unloading in the positive andnegative directions) and the load level is 50 kN

ree stages were considered for loading the walls asfollows First stage the axial load was applied till reachingthe specified value and then it was kept constant till the endof the test Second stage the test was controlled by force tillyield point of flexural reinforcement In the third stage the


360

17 17100

40 40

240

4040

1515

1414

1313

2822

2220

28

34 212 34

100 10013 13

182020

280

36

1818

1818

80 30 170 30 80

390

3632

3232

18162 16230

28183227 4046 4865 5683 6502

3637 4455 5274 6093

(a)

qikuai

ElementsMAT NUM

1

qikuai

ndash9002ndash617


2328516

799310825

136581649

Nodal solution

(AVG)


1

(b)









360

2410 27

70

600

6003080600

(a)

305305 305

305 305305 305

305 305305 305

305 305305 305

305 305305 305

305 305305 305

305

360

2410 27

70

600

600 5003080

(b)

305 305305 305

305 305305 305

190190

190

190190

305 305305 305

360

2410 27

70

650

600 6003080

920

(c)












360

80280

280

200

390

20180

1080

(a)

180

20

280 200

280

3901080

80

360

(b)

280

360

100

80

(c)


600

400

4ϕ20

4ϕ16

ϕ8400

ϕ8200

4ϕ16

(a)

200

200 ϕ8200

4ϕ10

(b)

200

260 ϕ8200

3ϕ16

3ϕ16

(c)







Tie rod Steel beam

Sliding support


Hydraulic jack

Bottom beam

Wall specimen

Distribution beam

Testframe

Groundanchor

bolt

Reac

tion

wal

l

Strong floor


Disp

lace

men

t

∆cr + 4

∆cr + 2∆cr


∆cr ndash 4

Time



LVDT7

LVDT1

LVDT2

LVDT3

LVDT4

LVDT5LVDT6









41 Damage Process



(a) (b)









(a) (b)


(a) (b)








ndash200

ndash100

0

100

200

300

Δ (mm)

Load (kN)

(a)

ndash20 ndash10 0 10 20 30

ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Δ (mm)

Load (kN)

(b)


ndash250

ndash200

ndash150

ndash100

ndash50

0

50

100

150

200

250

Δ (mm)

Load (kN)

(c)





Ultimateload (kN)


Yieldload (kN)


A1 125 41 1888 1445 1605 161A2 145 40 3435 1801 292 213A3 110 28 2125 902 1806 121










Ki Pi

11138681113868111386811138681113868111386811138681113868 + minusPi

11138681113868111386811138681113868111386811138681113868

Δi

11138681113868111386811138681113868111386811138681113868 + minusΔi

11138681113868111386811138681113868111386811138681113868 (1)





u ΔuΔcr

(2)



Ru ΔuH

(3)




0

50

100

150

200

0 5 10 15 20Δ (mm)

Load

(kN

)

(a)

Load

(kN

)

0 5 10 15 20 250

70

140

210

280

350

Δ (mm)

(b)

0 5 10 150

100

200

300

Δ (mm)

Load

(kN

)

(c)


04

(02640662)

(11140850)

(1 1)

08 120ΔΔu

0

04

08

12

PP u

(a)

(11830850)

(02230422)

(1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(b)

05

(03100518)

(13410850)

(1 1)

1 150ΔΔu

0

04

08

12

PP u

(c)

C (11330850)

A (02160534)

B (1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(d)





(4)

ζe ψ2π (5)


3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)





Specimennumber



Wall heightH (mm)



A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A












min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls




360

17 17100

40 40

240

4040

1515

1414

1313

2822

2220

28

34 212 34

100 10013 13

182020

280

36

1818

1818

80 30 170 30 80

390

3632

3232

18162 16230

28183227 4046 4865 5683 6502

3637 4455 5274 6093

(a)

qikuai

ElementsMAT NUM

1

qikuai

ndash9002ndash617


2328516

799310825

136581649

Nodal solution

(AVG)


1

(b)









360

2410 27

70

600

6003080600

(a)

305305 305

305 305305 305

305 305305 305

305 305305 305

305 305305 305

305 305305 305

305

360

2410 27

70

600

600 5003080

(b)

305 305305 305

305 305305 305

190190

190

190190

305 305305 305

360

2410 27

70

650

600 6003080

920

(c)












360

80280

280

200

390

20180

1080

(a)

180

20

280 200

280

3901080

80

360

(b)

280

360

100

80

(c)


600

400

4ϕ20

4ϕ16

ϕ8400

ϕ8200

4ϕ16

(a)

200

200 ϕ8200

4ϕ10

(b)

200

260 ϕ8200

3ϕ16

3ϕ16

(c)







Tie rod Steel beam

Sliding support


Hydraulic jack

Bottom beam

Wall specimen

Distribution beam

Testframe

Groundanchor

bolt

Reac

tion

wal

l

Strong floor


Disp

lace

men

t

∆cr + 4

∆cr + 2∆cr


∆cr ndash 4

Time



LVDT7

LVDT1

LVDT2

LVDT3

LVDT4

LVDT5LVDT6









41 Damage Process



(a) (b)









(a) (b)


(a) (b)








ndash200

ndash100

0

100

200

300

Δ (mm)

Load (kN)

(a)

ndash20 ndash10 0 10 20 30

ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Δ (mm)

Load (kN)

(b)


ndash250

ndash200

ndash150

ndash100

ndash50

0

50

100

150

200

250

Δ (mm)

Load (kN)

(c)





Ultimateload (kN)


Yieldload (kN)


A1 125 41 1888 1445 1605 161A2 145 40 3435 1801 292 213A3 110 28 2125 902 1806 121










Ki Pi

11138681113868111386811138681113868111386811138681113868 + minusPi

11138681113868111386811138681113868111386811138681113868

Δi

11138681113868111386811138681113868111386811138681113868 + minusΔi

11138681113868111386811138681113868111386811138681113868 (1)





u ΔuΔcr

(2)



Ru ΔuH

(3)




0

50

100

150

200

0 5 10 15 20Δ (mm)

Load

(kN

)

(a)

Load

(kN

)

0 5 10 15 20 250

70

140

210

280

350

Δ (mm)

(b)

0 5 10 150

100

200

300

Δ (mm)

Load

(kN

)

(c)


04

(02640662)

(11140850)

(1 1)

08 120ΔΔu

0

04

08

12

PP u

(a)

(11830850)

(02230422)

(1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(b)

05

(03100518)

(13410850)

(1 1)

1 150ΔΔu

0

04

08

12

PP u

(c)

C (11330850)

A (02160534)

B (1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(d)





(4)

ζe ψ2π (5)


3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)





Specimennumber



Wall heightH (mm)



A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A












min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls










360

2410 27

70

600

6003080600

(a)

305305 305

305 305305 305

305 305305 305

305 305305 305

305 305305 305

305 305305 305

305

360

2410 27

70

600

600 5003080

(b)

305 305305 305

305 305305 305

190190

190

190190

305 305305 305

360

2410 27

70

650

600 6003080

920

(c)












360

80280

280

200

390

20180

1080

(a)

180

20

280 200

280

3901080

80

360

(b)

280

360

100

80

(c)


600

400

4ϕ20

4ϕ16

ϕ8400

ϕ8200

4ϕ16

(a)

200

200 ϕ8200

4ϕ10

(b)

200

260 ϕ8200

3ϕ16

3ϕ16

(c)







Tie rod Steel beam

Sliding support


Hydraulic jack

Bottom beam

Wall specimen

Distribution beam

Testframe

Groundanchor

bolt

Reac

tion

wal

l

Strong floor


Disp

lace

men

t

∆cr + 4

∆cr + 2∆cr


∆cr ndash 4

Time



LVDT7

LVDT1

LVDT2

LVDT3

LVDT4

LVDT5LVDT6









41 Damage Process



(a) (b)









(a) (b)


(a) (b)








ndash200

ndash100

0

100

200

300

Δ (mm)

Load (kN)

(a)

ndash20 ndash10 0 10 20 30

ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Δ (mm)

Load (kN)

(b)


ndash250

ndash200

ndash150

ndash100

ndash50

0

50

100

150

200

250

Δ (mm)

Load (kN)

(c)





Ultimateload (kN)


Yieldload (kN)


A1 125 41 1888 1445 1605 161A2 145 40 3435 1801 292 213A3 110 28 2125 902 1806 121










Ki Pi

11138681113868111386811138681113868111386811138681113868 + minusPi

11138681113868111386811138681113868111386811138681113868

Δi

11138681113868111386811138681113868111386811138681113868 + minusΔi

11138681113868111386811138681113868111386811138681113868 (1)





u ΔuΔcr

(2)



Ru ΔuH

(3)




0

50

100

150

200

0 5 10 15 20Δ (mm)

Load

(kN

)

(a)

Load

(kN

)

0 5 10 15 20 250

70

140

210

280

350

Δ (mm)

(b)

0 5 10 150

100

200

300

Δ (mm)

Load

(kN

)

(c)


04

(02640662)

(11140850)

(1 1)

08 120ΔΔu

0

04

08

12

PP u

(a)

(11830850)

(02230422)

(1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(b)

05

(03100518)

(13410850)

(1 1)

1 150ΔΔu

0

04

08

12

PP u

(c)

C (11330850)

A (02160534)

B (1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(d)





(4)

ζe ψ2π (5)


3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)





Specimennumber



Wall heightH (mm)



A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A












min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls











360

80280

280

200

390

20180

1080

(a)

180

20

280 200

280

3901080

80

360

(b)

280

360

100

80

(c)


600

400

4ϕ20

4ϕ16

ϕ8400

ϕ8200

4ϕ16

(a)

200

200 ϕ8200

4ϕ10

(b)

200

260 ϕ8200

3ϕ16

3ϕ16

(c)







Tie rod Steel beam

Sliding support


Hydraulic jack

Bottom beam

Wall specimen

Distribution beam

Testframe

Groundanchor

bolt

Reac

tion

wal

l

Strong floor


Disp

lace

men

t

∆cr + 4

∆cr + 2∆cr


∆cr ndash 4

Time



LVDT7

LVDT1

LVDT2

LVDT3

LVDT4

LVDT5LVDT6









41 Damage Process



(a) (b)









(a) (b)


(a) (b)








ndash200

ndash100

0

100

200

300

Δ (mm)

Load (kN)

(a)

ndash20 ndash10 0 10 20 30

ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Δ (mm)

Load (kN)

(b)


ndash250

ndash200

ndash150

ndash100

ndash50

0

50

100

150

200

250

Δ (mm)

Load (kN)

(c)





Ultimateload (kN)


Yieldload (kN)


A1 125 41 1888 1445 1605 161A2 145 40 3435 1801 292 213A3 110 28 2125 902 1806 121










Ki Pi

11138681113868111386811138681113868111386811138681113868 + minusPi

11138681113868111386811138681113868111386811138681113868

Δi

11138681113868111386811138681113868111386811138681113868 + minusΔi

11138681113868111386811138681113868111386811138681113868 (1)





u ΔuΔcr

(2)



Ru ΔuH

(3)




0

50

100

150

200

0 5 10 15 20Δ (mm)

Load

(kN

)

(a)

Load

(kN

)

0 5 10 15 20 250

70

140

210

280

350

Δ (mm)

(b)

0 5 10 150

100

200

300

Δ (mm)

Load

(kN

)

(c)


04

(02640662)

(11140850)

(1 1)

08 120ΔΔu

0

04

08

12

PP u

(a)

(11830850)

(02230422)

(1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(b)

05

(03100518)

(13410850)

(1 1)

1 150ΔΔu

0

04

08

12

PP u

(c)

C (11330850)

A (02160534)

B (1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(d)





(4)

ζe ψ2π (5)


3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)





Specimennumber



Wall heightH (mm)



A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A












min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls








Tie rod Steel beam

Sliding support


Hydraulic jack

Bottom beam

Wall specimen

Distribution beam

Testframe

Groundanchor

bolt

Reac

tion

wal

l

Strong floor


Disp

lace

men

t

∆cr + 4

∆cr + 2∆cr


∆cr ndash 4

Time



LVDT7

LVDT1

LVDT2

LVDT3

LVDT4

LVDT5LVDT6









41 Damage Process



(a) (b)









(a) (b)


(a) (b)








ndash200

ndash100

0

100

200

300

Δ (mm)

Load (kN)

(a)

ndash20 ndash10 0 10 20 30

ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Δ (mm)

Load (kN)

(b)


ndash250

ndash200

ndash150

ndash100

ndash50

0

50

100

150

200

250

Δ (mm)

Load (kN)

(c)





Ultimateload (kN)


Yieldload (kN)


A1 125 41 1888 1445 1605 161A2 145 40 3435 1801 292 213A3 110 28 2125 902 1806 121










Ki Pi

11138681113868111386811138681113868111386811138681113868 + minusPi

11138681113868111386811138681113868111386811138681113868

Δi

11138681113868111386811138681113868111386811138681113868 + minusΔi

11138681113868111386811138681113868111386811138681113868 (1)





u ΔuΔcr

(2)



Ru ΔuH

(3)




0

50

100

150

200

0 5 10 15 20Δ (mm)

Load

(kN

)

(a)

Load

(kN

)

0 5 10 15 20 250

70

140

210

280

350

Δ (mm)

(b)

0 5 10 150

100

200

300

Δ (mm)

Load

(kN

)

(c)


04

(02640662)

(11140850)

(1 1)

08 120ΔΔu

0

04

08

12

PP u

(a)

(11830850)

(02230422)

(1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(b)

05

(03100518)

(13410850)

(1 1)

1 150ΔΔu

0

04

08

12

PP u

(c)

C (11330850)

A (02160534)

B (1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(d)





(4)

ζe ψ2π (5)


3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)





Specimennumber



Wall heightH (mm)



A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A












min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls










41 Damage Process



(a) (b)









(a) (b)


(a) (b)








ndash200

ndash100

0

100

200

300

Δ (mm)

Load (kN)

(a)

ndash20 ndash10 0 10 20 30

ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Δ (mm)

Load (kN)

(b)


ndash250

ndash200

ndash150

ndash100

ndash50

0

50

100

150

200

250

Δ (mm)

Load (kN)

(c)





Ultimateload (kN)


Yieldload (kN)


A1 125 41 1888 1445 1605 161A2 145 40 3435 1801 292 213A3 110 28 2125 902 1806 121










Ki Pi

11138681113868111386811138681113868111386811138681113868 + minusPi

11138681113868111386811138681113868111386811138681113868

Δi

11138681113868111386811138681113868111386811138681113868 + minusΔi

11138681113868111386811138681113868111386811138681113868 (1)





u ΔuΔcr

(2)



Ru ΔuH

(3)




0

50

100

150

200

0 5 10 15 20Δ (mm)

Load

(kN

)

(a)

Load

(kN

)

0 5 10 15 20 250

70

140

210

280

350

Δ (mm)

(b)

0 5 10 150

100

200

300

Δ (mm)

Load

(kN

)

(c)


04

(02640662)

(11140850)

(1 1)

08 120ΔΔu

0

04

08

12

PP u

(a)

(11830850)

(02230422)

(1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(b)

05

(03100518)

(13410850)

(1 1)

1 150ΔΔu

0

04

08

12

PP u

(c)

C (11330850)

A (02160534)

B (1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(d)





(4)

ζe ψ2π (5)


3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)





Specimennumber



Wall heightH (mm)



A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A












min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls










(a) (b)


(a) (b)








ndash200

ndash100

0

100

200

300

Δ (mm)

Load (kN)

(a)

ndash20 ndash10 0 10 20 30

ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Δ (mm)

Load (kN)

(b)


ndash250

ndash200

ndash150

ndash100

ndash50

0

50

100

150

200

250

Δ (mm)

Load (kN)

(c)





Ultimateload (kN)


Yieldload (kN)


A1 125 41 1888 1445 1605 161A2 145 40 3435 1801 292 213A3 110 28 2125 902 1806 121










Ki Pi

11138681113868111386811138681113868111386811138681113868 + minusPi

11138681113868111386811138681113868111386811138681113868

Δi

11138681113868111386811138681113868111386811138681113868 + minusΔi

11138681113868111386811138681113868111386811138681113868 (1)





u ΔuΔcr

(2)



Ru ΔuH

(3)




0

50

100

150

200

0 5 10 15 20Δ (mm)

Load

(kN

)

(a)

Load

(kN

)

0 5 10 15 20 250

70

140

210

280

350

Δ (mm)

(b)

0 5 10 150

100

200

300

Δ (mm)

Load

(kN

)

(c)


04

(02640662)

(11140850)

(1 1)

08 120ΔΔu

0

04

08

12

PP u

(a)

(11830850)

(02230422)

(1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(b)

05

(03100518)

(13410850)

(1 1)

1 150ΔΔu

0

04

08

12

PP u

(c)

C (11330850)

A (02160534)

B (1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(d)





(4)

ζe ψ2π (5)


3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)





Specimennumber



Wall heightH (mm)



A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A












min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls









ndash200

ndash100

0

100

200

300

Δ (mm)

Load (kN)

(a)

ndash20 ndash10 0 10 20 30

ndash400

ndash300

ndash200

ndash100

0

100

200

300

400

Δ (mm)

Load (kN)

(b)


ndash250

ndash200

ndash150

ndash100

ndash50

0

50

100

150

200

250

Δ (mm)

Load (kN)

(c)





Ultimateload (kN)


Yieldload (kN)


A1 125 41 1888 1445 1605 161A2 145 40 3435 1801 292 213A3 110 28 2125 902 1806 121










Ki Pi

11138681113868111386811138681113868111386811138681113868 + minusPi

11138681113868111386811138681113868111386811138681113868

Δi

11138681113868111386811138681113868111386811138681113868 + minusΔi

11138681113868111386811138681113868111386811138681113868 (1)





u ΔuΔcr

(2)



Ru ΔuH

(3)




0

50

100

150

200

0 5 10 15 20Δ (mm)

Load

(kN

)

(a)

Load

(kN

)

0 5 10 15 20 250

70

140

210

280

350

Δ (mm)

(b)

0 5 10 150

100

200

300

Δ (mm)

Load

(kN

)

(c)


04

(02640662)

(11140850)

(1 1)

08 120ΔΔu

0

04

08

12

PP u

(a)

(11830850)

(02230422)

(1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(b)

05

(03100518)

(13410850)

(1 1)

1 150ΔΔu

0

04

08

12

PP u

(c)

C (11330850)

A (02160534)

B (1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(d)





(4)

ζe ψ2π (5)


3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)





Specimennumber



Wall heightH (mm)



A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A












min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls












Ki Pi

11138681113868111386811138681113868111386811138681113868 + minusPi

11138681113868111386811138681113868111386811138681113868

Δi

11138681113868111386811138681113868111386811138681113868 + minusΔi

11138681113868111386811138681113868111386811138681113868 (1)





u ΔuΔcr

(2)



Ru ΔuH

(3)




0

50

100

150

200

0 5 10 15 20Δ (mm)

Load

(kN

)

(a)

Load

(kN

)

0 5 10 15 20 250

70

140

210

280

350

Δ (mm)

(b)

0 5 10 150

100

200

300

Δ (mm)

Load

(kN

)

(c)


04

(02640662)

(11140850)

(1 1)

08 120ΔΔu

0

04

08

12

PP u

(a)

(11830850)

(02230422)

(1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(b)

05

(03100518)

(13410850)

(1 1)

1 150ΔΔu

0

04

08

12

PP u

(c)

C (11330850)

A (02160534)

B (1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(d)





(4)

ζe ψ2π (5)


3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)





Specimennumber



Wall heightH (mm)



A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A












min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls




0

50

100

150

200

0 5 10 15 20Δ (mm)

Load

(kN

)

(a)

Load

(kN

)

0 5 10 15 20 250

70

140

210

280

350

Δ (mm)

(b)

0 5 10 150

100

200

300

Δ (mm)

Load

(kN

)

(c)


04

(02640662)

(11140850)

(1 1)

08 120ΔΔu

0

04

08

12

PP u

(a)

(11830850)

(02230422)

(1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(b)

05

(03100518)

(13410850)

(1 1)

1 150ΔΔu

0

04

08

12

PP u

(c)

C (11330850)

A (02160534)

B (1 1)

04 08 120ΔΔu

0

04

08

12

PP u

(d)





(4)

ζe ψ2π (5)


3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)





Specimennumber



Wall heightH (mm)



A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A












min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls






(4)

ζe ψ2π (5)


3 6 9 12 15 180∆ (mm)

0

50

100

150

K (k

Nm

m)

(a)

5 10 15 20 250∆ (mm)

0

50

100

150

200

250

K (k

Nm

m)

(b)

3 6 9 12 150∆ (mm)

0

50

100

150

200

250K

(kN

mm

)

(c)





Specimennumber



Wall heightH (mm)



A1 41 1445 2590 352 1179A2 40 1801 2590 45 1144A3 28 902 2590 32 1287

Load (kN)

B

DisplacementEC0

D

F A












min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls













min

Vle1




⎧⎪⎪⎪⎪⎪⎪⎨

⎪⎪⎪⎪⎪⎪⎩

(6)







μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls




μ 023minus 0065σ0f (7)


fvE ξNfv (8)



V 15



(9)






6 Conclusions








052 01


ndash1000

0

1000

2000

3000

4000

5000

6000

∆ (mm)

με

(a)

με

∆ (mm)


ndash1500

ndash1000

ndash500

0

500

1000

1500

2000

2500

(b)












rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls













rate


Sheararea (mm2)




24(design value)

01(design value) 0 02 862400 109 10 103103


052(standard value)

0 02 761600 224 09 248A3 11 731136 217 09 241






A1 179 1432 4531 895 2864 8234 1611 5728 16468 2506A2 197 2864 9062 1566 3152 9062 1773 6304 18124 2758A3 174 1392 4002 87 2784 8004 1566 5568 16008 2436











Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls








Acknowledgments


References

























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls






Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls




Documents

ExperimentalStudiesontheBehaviorsofNewEnergy …downloads.hindawi.com/journals/amse/2018/4214532.pdfFigure 4: Reinforcement diagram of (a) ground beam, (b) structural column, and (c)