experimental study on axial compression behavior of

Research ArticleExperimental Study on Axial Compression Behavior of MasonryColumns’ Strengthening with Bamboo Scrimber Bar MeshMortar Layer

Hongyao Liu, Min Lei , and Bowang Chen

Departments of Civil Engineering, University of Central South University of Forestry and Technology, Changsha 410000, China

Correspondence should be addressed to Min Lei; [email protected]

Received 23 September 2019; Accepted 16 January 2020; Published 15 February 2020

Academic Editor: Jorge Branco

Copyright © 2020 Hongyao Liu et al. ,is is an open access article distributed under the Creative Commons Attribution License,which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

We propose a new method to strengthen structural masonry. To study on the axial compression behavior of masonry columns’strengthening with a bamboo scrimber bar mesh mortar layer, axial compression tests of twelve masonry columns have beencompleted: nine strengthened columns and three unstrengthened columns.,e failure process, bearing capacity, and failure modeare carried out. ,e strengthening method of bamboo scrimber bar mesh mortar layer permits the upgrade of the columns’bearing capacity.,e effects of bamboo bar ratio andmortar strengthening ratio on bearing capacity of the reinforced columns arecompared. We propose the method for calculating the axial bearing capacity of such a reinforced column. ,e calculation resultsagree well with the experimental results, and the research results are available for engineering application.

1. Introduction

Most of China’s rural houses use self-built masonry struc-tures. Self-built masonry structures often have many defectsand high vulnerability. Because of the constraints of China’surbanization development stage and the current economicdevelopment, the existing self-built masonry structures inrural areas will be in existence for a long time.,erefore, it isa need to strengthen existing masonry structures.

Standard strengthening methods for masonry structures[1] include the reinforced concrete layer, the steel bar meshmortar layer, the sectional steel frame, the externally pre-stressed strut, and the externally bonded fibre-reinforcedpolymer. In recent years, with the continuous development ofnew materials, researchers have invested more research intomasonry structures’ strengthening with new materials, andthe research results are more and more. Zhang et al. [2]proposed a method of strengthening brick walls with em-bedded bars. Farooq et al. [3] and Darbhanzi et al. [4] studiedthe effects of steel strips’ strengthening on the seismic per-formance of brick walls. Navaratnarajah and Kimiro [5] usedPP-band meshes to enhance structural masonry. Deng et al.

[6] proposed a method for strengthening brick columns byusing HDC (highly ductile fibre-reinforced concrete). Salmanet al. [7] used sprayable eco-friendly ductile cementitiouscomposite (EDCC) to strengthen unreinforced masonrywalls. Yamamoto and Meguro [8] developed a new fibre-reinforced concrete for retrofitting of structural masonry.,eresearch results showed that the traditional strengtheningmethod and the new retrofitting method could improve thebearing capacity of the masonry structures. However, somemethods are challenging to construct, some methods havehigher steel consumption, and some methods have higherengineering costs, which are not suitable for wide use in ruralareas of China.

Bamboo is a biomass material with a short growth cycleand excellent industrial performance. We know China is thekingdom of bamboo. According to statistics, there are 110million tons of idle bamboo forest resources in China. ,ebamboo has a high tensile strength. However, bamboo pricesare much lower than steel. ,e replacement of high-con-tamination, high-energy, nonrenewable steel bars in thestructure with bamboo not only conforms to the currentcondition of China but also contribute to the sustainable

HindawiAdvances in Civil EngineeringVolume 2020, Article ID 3473452, 11 pageshttps://doi.org/10.1155/2020/3473452

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https://doi.org/10.1155/2020/3473452

development of the construction industry and protecting theenvironment.

At present, two examples of engineered bamboo arelaminated: bamboo and bamboo scrimber [9]. In the processof industrial manufacturing, bamboo scrimber has beenscreened to eliminate the defects of the original bamboo andreduce moisture content. ,erefore, bamboo scrimber hasuniform mechanical properties: small variability, highstrength, and excellent durability. It is possible for bambooscrimber to replace steel bars in some structures andcomponents. Domestic and foreign scholars have conductedsome research on the properties of bamboo scrimber[10–12]. Nugroho and Ando [13] proved that the perfor-mance of bamboo scrimber board could meet the com-mercial product standard by studying the basic physical andmechanical properties. Huang et al. [14] conducted thetensile and compression tests in parallel to grain and per-pendicular to grain, and the shear test in three directions tostudy the failure mechanism and stress-strain relationship ofbamboo scrimber and obtained tensile elastic modulus,compressive elastic modulus, shear modulus, and stress-strain relationships. Sharma et al. [15] compared the me-chanical properties of tensile, compressive, shear andbending of bamboo scrimber and laminated bamboo. ,eresults show that the mechanical properties of bambooscrimber are better than that of laminated bamboo. Xu e al.[16] studied on the stress-strain relationship and failuremechanism of bamboo scrimber at elevated temperatures.,e research found the compressive stress-strain curves ofbamboo scrimber exposed to elevated temperatures weredivided into a linear branch and a nonlinear branch beyondthe proportional limit for both grain directions.

,is paper proposes a method of the bamboo scrimberbar mesh mortar layer to strengthen the masonry structures.,rough the axial compression experiment, bearing ca-pacity, ductility, failure form, and bamboo bar strain of thereinforced brick columns and the unreinforced brick col-umns are studied. Based on the experiment, the influence ofparameters such as bamboo bar ratio and mortarstrengthening ratio on bearing capacity of reinforced brickcolumns are analysed. A method for calculating the axialbearing capacity of such a reinforced brick column isproposed.

2. Material and Methods

2.1. Specimen Design. Four groups of specimens aredesigned for this experiment. ,ere are three specimens ineach group, thus forming a total of twelve specimens. All thebrick columns are 370mm wide, 240mm thick, and 720mmtall. ,e brick columns are composed of MU10 brick andM2.5 cement mortar. ,e brick columns are built on thereinforced concrete bases whose dimensions are 550mmwide, 400mm thick, and 200mm tall and whose strengthclass is C30. After the specimens have been built and curedfor seven days, the dirt and scraps on the surfaces of thespecimens are removed. After drilling with an electric drill,L-shaped shear pins made of φ6 rebar are implanted on thesurfaces of the specimens. ,e shear pins are implanted to a

depth of 60mm and bonded by Goodbond modified epoxyadhesive. Bamboo scrimber bars are cut from bambooscrimber plates produced by YiyangTaohuajiang BambooDevelopment Co., Ltd. ,e section size of bamboo bars is10×10mm. Amixture of epoxy resin and polyamide resin isapplied to the surfaces of bamboo bars. ,en, sand is evenlyspread on bamboo bars to enhance the bonding perfor-mance of bamboo bars and cement mortar. ,e longitudinalbamboo bars and horizontal bamboo bars are tied by steelwire. ,e bamboo bar mesh is fixed on the surfaces of thebrick columns by the shear pins. Strengthened mortar withstrength class M15 and 40mm thick is applied to the brickcolumns for three times. ,e parameters of specimens arelisted in Table 1. Figure 1 is the schematic diagram ofspecimens. Figure 2 shows the making and strengtheningprocess of the bamboo bar mesh.

2.2.Material Properties. According to the method of Testingmethods for physical and mechanical properties of bambooused in building [17], the material properties of bambooscrimber are tested. Table 2 shows the experimental testmethods of bamboo scrimber. ,e material properties aregiven in Table 3.

,e compressive strength of bricks and mortar is testedby the test method in Standard for test method of basicmechanics properties of masonry[18]. ,e measured com-pressive strength of the bricks is 12.0MPa. ,e measuredcompressive strength of the masonry mortar and thestrengthening mortar is given in Table 4.

2.3. Loading Scheme. ,e experiment is carried out in thestructural experiment hall of the College of Civil Engi-neering, University of Central South University of Forestryand Technology. Figure 3 is a diagram of the experimentalloading device.,e vertical axial load is centered and appliedusing a jack with 2000 kN capacity. ,is jack is located ontwo steel plates (225mm wide× 225mm long× 40mmthick) that are placed on the specimen. A force sensor isplaced on the jack. One steel plate (225mm wide× 225mmlong× 40mm thick) and two steel plates (400mmwide× 400mm long× 20mm thick) are placed between theforce sensor and the steel beam of the reaction frame.

,is test is a monotonic static loading test using a steploading. Before loading, preload to 20 kN for two minutesand then unload at a constant rate. Preloading is utilized toeliminate the gap between the loading device and thespecimen and to check the sensitivity of the instrument andthe firmness of the installation. After the preloading iscompleted, the load is gradually increased at a loading rate of20 kN. After the specimen cracked, the load is increased at aloading rate of 10 kN until the specimen fails. ,e failureload takes 85% of the peak load.

2.4. Measurement Scheme. From the experiment, it appearsthat the compressive load and vertical displacement of thecolumns and the strain of the bamboo scrimber bars are

2 Advances in Civil Engineering

Table 1: Parameters of specimens.

Specimen group Vertical bamboo bar Horizontal bamboo bar Strengthening methodZA — — —ZB 10×10@240 10×10@220 Double sidesZC 10×10@120 10×10@220 Double sidesZD 10×10@120 10×10@220 Four sides

Cement mortar

Cement mortar

1515

720

200

90 370 90

550

RC base

The front elevation of ZA

(a)

1515

720

200

80 80240400

The side elevation of ZA

(b)

1515

720

200

3030

220

220

220

65 65240

90 90370

550

The front elevation of ZB

Bamboo bar

Shear pin

(c)

Cement mortar

1515

720

The profile of ZB

3030

330

330

60 60

40 40240

Bamboo bar

Shear pin

8080 240400

(d)

1515 30

220

220

220

3072

020

0

The front elevation of ZC

Bamboo bar

Shear pin

65 65120 120

90 90370

550

(e)

720

The profile of ZC

60 60

80 80240

240

400

40 40

1515

3030

330

330

Cement mortar

Shear pin

Bamboo bar

(f)

720

1522

022

022

0

200

3030

15

Bamboo bar

Shear pin

Cement mortar

90 90370

550

The front elevation of ZD

40 65 120 120 65 40

(g)

200

220

220

220

3030

The side elevation of ZD

1572

015

40 60 120 60 40

80 80240400

(h)

Figure 1: Schematic diagram of specimens.(a) ,e front elevation of ZA. (b),e side elevation of ZA. (c),e front elevation of ZB. (d),eprofile of ZB. (e) ,e front elevation of ZC. (f ) ,e profile of ZC. (g) ,e front elevation of ZD. (h) ,e side elevation of ZD.

(a) (b) (c) (d)

Figure 2:,e process of making bamboo scrimber bar: (a) bamboo board, (b) cutting into strips, (c) gluing sand, and (d) binding bamboo bars.

Advances in Civil Engineering 3

Tabl

e2:

Experimentaltestmetho

dsforbambo

oscrimber.

Test

parameter

Test

schematic

Directio

nn

Specim

ensiz

ef tb

aPa

ralleltograin

6c

E tb

aPa

ralleltograin

6d

f cbb

Paralleltograin

615

mm

×15

mm

×15

mm

E cb

bPa

ralleltograin

615

mm

×15

mm

×60

mm

(a)

(b)

P

80 80

5560

5580 80

330

330

1704

R280

15

15

P

15

(c)

P

80 80

5560

5580 80

330

330

1704

R280

3

15

P

3

(d)

ftb,tensilestreng

th;E

tb,tensileelastic

mod

ulus;fcb,com

pressiv

estreng

th;E

cb,com

pressiv

eelastic

mod

ulus.


mainly tested. Figure 4 shows the arrangement position ofthe strain gauges on the bamboo bars.

3. Results

,e average test values of the specimen groups are shown inTable 5. Figure 5 is a comparison diagram of the compressiveload-displacement curves of typical specimens of thespecimen groups.

After strengthening of the bamboo scrimber bar meshmortar layer, the cracking load of the brick columns in-creased by 39.4%–67.2%, and the peak load increased by39.3%–113.5%. Stiffness of the strengthening brick columnsis significantly improved. However, the peak displacement

increase is not apparent, and the increasing range is − 23.3%to 24.8%. It indicates that the strengthening method cannotsignificantly increase the axial compression deformationperformance of the brick columns due to the self-brittlenessof the cement mortar layer.

Compared with group ZB, the longitudinal bamboo barsin group ZC brick columns are increased when the numberof bar faces is the same, the cracking load of the brickcolumns increased by 8.25%, the peak load increased by19%, and the peak displacement increased by 62.6%. ,eincrease of bamboo scrimber longitudinal bar not onlyimproves the axial bearing capacity of the brick columnsbut also dramatically increases the ductility of the brickcolumns.

Comparing with group ZD and group ZC, the stiffness ofthe brick columns is significantly improved as the strength-ening faces number increases. Four-sided strengthening has arestraining effect on the brick columns, which significantlyincreases the axial bearing capacity of the brick columns.

3.1. Failure Process

3.1.1. Specimen Group ZA. When the vertical load reachesabout 50% of the ultimate load, several vertical cracks appearon the surfaces of the brick column. ,e width of the cracksincreases continuously during the test. When the verticalload reaches about 80% of the ultimate load, the cracksextend rapidly upwards and downwards. As the load con-tinues to increase, the vertical cracks penetrate, the masonrymortar begins to fall off, the vertical deformation and cracksof the brick column increase sharply, and the brick column isdestroyed. Figure 6 indicates the typical failure mode ofgroup ZA brick columns.

3.1.2. Specimen Group ZB. During the test, some horizontalcracks appear first on the strengthening surfaces corre-sponding to the horizontal bamboo bars when the verticalload increases to about 50% of the ultimate load. When theload is applied up to 70% of the ultimate load, severalvertical cracks appear in the middle of the strengtheningsurfaces, two vertical cracks appear on the interface be-tween the strengthening layers and the brick column, andnew horizontal cracks appear on the strengthening surfacescorresponding to horizontal bamboo bars. With the loadincreases, the original cracks develop, and some othervertical cracks appear and extend. When the ultimate loadis reached, the vertical cracks of the unreinforced surfacespenetrate, the horizontal cracks of the strengthening sur-faces penetrate, the vertical deformation of the brick col-umn increases continuously, and the brick column isdestroyed.,e typical failure mode of group ZB is shown inFigure 7.

3.1.3. Specimen Group ZC. Several vertical cracks appear onthe strengthening surfaces corresponding to the middlelongitudinal bamboo bars when the vertical load reachesabout 50% of the ultimate load. When the load reaches about

Table 3: Material properties for bamboo scrimber.

ftb (MPa) Etb (GPa) fcb (MPa) Ecb (GPa)158.61 21.28 91.50 4.55

Table 4: Compressive strength of mortar.

Specimens fc1 (MPa) fc2 (MPa)ZA1, ZA2, ZA3 2.86 —ZB1 2.86 9.60ZB2 2.86 9.60ZB3 2.86 10.58ZC1 2.56 13.70ZC2 2.56 13.70ZC3 2.56 8.66ZD1 2.56 14.37ZD2 2.56 10.09ZD3 2.56 9.49fc1, masonry mortar compressive strength; fc2, strengthened mortar com-pressive strength.

1

2

2

6

3

4

5

1: reaction frame2: steel plate3: force sensor

4: jack5: displacement meter6: specimen

Figure 3: Loading device of specimens.


70% of the ultimate load, some vertical cracks appear on theinterface between the strengthening layers and the brickcolumn. At the same time, new vertical cracks and horizontalcracks appear in the corresponding position of the bamboobar mesh on the strengthening surfaces. When the load isapplied up to 90% of the ultimate load, the original verticalcracks of the unreinforced surfaces extend and widen, andnew vertical cracks appear in the middle of the brick column;

the original horizontal cracks and vertical cracks of thestrengthening surfaces extend faster, and some new verticalcracks appear simultaneously. When reaching the ultimateload, the vertical cracks of the unreinforced surfaces pene-trate; the vertical cracks of the strengthening surfaces do notpenetrate, but the horizontal cracks penetrate, and the mortarof the strengthening surfaces begins to fall off. Figure 8 showsthe typical damage mode of group ZC brick columns.

3.1.4. Specimen Group ZD. When the load reaches about40% of the ultimate load, the horizontal cracks appear on thefour strengthening surfaces corresponding to the horizontalbamboo bars. As the load increases, the vertical crack ap-pears in the corresponding position of the vertical bamboobars. As the load continues to increase, the vertical andlateral cracks extend and widen, forming “#”-shaped crackson the strengthening surface. When the ultimate load isreached, the vertical cracks penetrate in the long-sidestrengthening surface; in the short-side strengthening sur-face, the horizontal cracks penetrate in the middle position,and the strengthening mortar layer is arched and separatedfrom the brick column; the brick column is destroyed. Afterthe experiment, the strengthening mortar layers are cut andobserved. ,e bamboo bar mesh and the brick column arestill tightly combined. In the corresponding position of thebrick column and the strengthening surfaces, a plurality ofvertical cracks penetrated. Figure 9 indicates a typical failureform of group ZD.

Table 5: Test results average.

Specimengroup

Cracking load(kN)

Increasing rate ofcracking load (%)

Peak load(kN)

Increasing rate ofpeak load (%)

Peak displacement(mm)

Increasing rate of peakdisplacement (%)

ZA 287 — 561 — 2.764 —ZB 400 39.4 736.7 31.3 2.121 − 23.3ZC 433 50.9 876.7 56.3 3.449 24.8ZD 480 67.2 1200 113.9 2.775 0.4

1

2

3

720

370

(a)

1

2

3

720

370

4

(b)

Figure 4: Layout of strain gauges: (a) ZB and (b) ZC and ZD.

Displacement (mm)

Load

(kN

)

ZAZB

ZCZD

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0

150014001300120011001000

900800700600500400300200100

0

Figure 5: Load-displacement curves of typical specimens.


3.2. Strain of Bamboo bar. ,e vertical load-bamboo barstrain curves of the typical specimens in group ZB, ZC, andZD are shown in Figure 10.

,e conclusions are as follows:

(i) At the initial stage of loading, the strain of bamboobars increases linearly.

(ii) ,e strain rate of the bamboo bars at the top of thecolumn is the fastest, the strain growth rate in the

(a) (b)

Figure 6: Typical failure of group ZA.

(a) (b)

Figure 7: Typical failure of group ZB.

(a) (b)

Figure 8: Typical failure of group ZC.


(a) (b)

Figure 9: Typical failure of group ZD.

0 –1000 –2000 –3000 –4000 –5000 –6000Strain (μm)

800

700

600

500

400

300

200

100

Load

(kN

)

Measuring point 1Measuring point 2Measuring point 3

0

(a)

Strain (μm)

Load

(kN

)

Measuring point 1Measuring point 2


0 –500 –1000 –1500 –2000 –2500 –3000 –3500

1000

900

800

700

600

500

400

300

200

100

0

(b)

Strain (μm)

Load

(kN

)



0 –1000 –2000 –3000 –4000 –5000 –6000 –7000 –8000

150014001300120011001000

900800700600500400300200100

0

(c)

Load

(kN

)

0 –1000 –2000 –3000 –4000 –5000 –6000Strain (μm)

ZB measuring point 2ZC measuring point 2ZD measuring point 2

150014001300120011001000

900800700600500400300200100

0

(d)

Figure 10: Load-bamboo bar strain curves: (a) ZB, (b) ZC, (c) ZD, and (d) comparison graph.


middle of the column is second, and the straingrowth rate of the bottom of the column is theslowest. It shows that the deformation coordinationability of the bamboo bars and the brick column isgood.

(iii) After the vertical load is increased to 650 kN, thestrain of the bamboo bars increases rapidly in thegroup ZB. When the vertical load is added to750 kN, the strain of the bamboo bars of group ZCdeveloped rapidly. Compared with group ZB, due tothe increase of the number of bamboo bars, the axialbearing capacity and ductility of the brick columnsof group ZC is improved. From these results, itappears that the compressive strength of thebamboo bars is more fully utilized, with the in-creasing ultimate strain of the bamboo bars of groupZC.

(iv) For the brick columns of group ZD, when the verticalload reaches 1170KN, the strain of the bamboo barsincreases rapidly. Due to the confinement effect

formed by the four-side strengthening, the brickcolumns are in a triaxial compression state, and thecompressive strength of the bamboo bars is efficientlyused. When the specimens are destroyed, thestrengthening mortar layers are arched, the middlebrick columns are crushed, and the strain of thebamboo bars increases rapidly.

3.3. Strengthening Ratio. Figure 11 shows the effect of dif-ferent mortar strengthening ratios and different longitudinalbamboo bar ratios on bearing capacity. ,e bamboo barratio is defined as the ratio of the total cross-sectional area ofthe longitudinal bamboo scrimber bars to the cross-sectionalarea of the unreinforced brick column. ,e mortarstrengthening ratio is defined as the ratio of the total cross-sectional area of the strengthening mortar layers to thecross-sectional area of the unreinforced brick column. Wecan observe in the figure that the bamboo bar ratio and themortar strengthening ratio increase, and the axial bearingcapacity of the brick columns is significantly improved. ,e

Table 6: Comparison between calculated and experimental values of the limit load of columns.

Specimen Experimental values Nt (kN) Experimental valuesN0 (kN) Calculated values ΔN (kN) Calculated values Nc (kN) Nc/Nt

ZB1 640.0 561.0 239.5 800.5 1.250ZB2 740.0 561.0 239.5 800.5 1.082ZB3 830.0 561.0 261.0 822.0 0.990ZC1 890.0 561.0 341.9 902.9 1.014ZC2 870.0 561.0 341.9 902.9 1.038ZC3 870.0 561.0 232.3 793.3 0.912ZD1 1300.0 561.0 657.3 1218.3 0.937ZD2 1100.0 561.0 483.4 1044.4 0.949ZD3 1200.0 561.0 459.0 1020.0 0.850

Average 1.003Variance 0.013

0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0Bamboo bar ratio (%)

70

60

50

40

30

20

10

0

Capa

city

enha

ncem

ent r

atio

(%)

ZBZC

(a)

Capa

city

enha

ncem

ent r

atio

(%)

–10 0 10 20 30 40 50 60 70 80

120110100

908070605040302010

0–10

ZAZCZD

Mortar strengthening ratio (%)

(b)

Figure 11: (a) Curve of bamboo bar ratio vs. capacity enhancement ratio. (b) Curve of mortar strengthening ratio vs. capacity enhancementratio.


increase rate of the axial bearing capacity of the specimens isapproximately linear with the mortar strengthening ratio.

3.4. Design. According to the correlation analysis betweenthe strengthening ratio and the capacity enhancement ratioof the brick column, the axial compression bearing capacityof the strengthened brick column can be simplified to thesuperposition of bearing capacity of the brick column andthe strengthening layers. Refer to the calculation formula6.2.1 of the external steel bar mesh mortar layer strength-ening method in Code for design of strengthening masonrystructures in [1] and propose the following calculationformula:

N � N0 + ΔN,

ΔN � αcfcAc + αbfcbAb,(1)

where N � axial bearing capacity of strengthened compo-nents, kN.N0 � axial bearing capacity of unstrengthenedcomponents, kN.ΔN � compressive bearing capacity of thestrengthening layer, kN.αc �mortar strength productivity,take 0.75. fc � strengthening mortar compressive strength,MPa. Ac � section area of the strengthening mortar surfacelayer, mm2. αb � bamboo scrimber bar strength productivity,take 0.8. fcb � compressive strength of longitudinal bambooscrimber bar, MPa. Ab � the sum of the section areas of thelongitudinal bamboo scrimber bars, mm2

Using formula (1), the nine strengthened specimens ofthis experiment are calculated. Table 6 shows the calculationresults.

4. Conclusion

,ebamboo scrimber bars replace the steel bars and are usedto strengthen low-cost masonry houses in rural areas, whichis environmentally friendly. ,e bamboo scrimber bar meshmortar layer can improve the cracking load, ultimate bearingcapacity, and stiffness of the brick column under the axialpressure. With the increasing longitudinal bamboo bar ratio,the ductility of the brick column is improved. ,estrengthening layers improve the crack form and failuremode of the brick column. ,e four-side strengtheningmode gives fullplay to the compressive strength of thebamboo bars compared with the two-side strengtheningmode. According to the analysis of the test results, wepropose the calculation formula of the axial bearing capacityof the brick column strengthened by bamboo scrimber barmesh mortar layer. ,e calculation formula facilitates theapplication of the strengthening method in the strength-ening and transformation of the masonry structures in ruralareas.

Data Availability

Some data used to support the findings of this study areincluded within the article. All datasets generated during thecurrent study are not publicly available because the data alsoform part of an ongoing study but are available from thecorresponding author on reasonable request.

Conflicts of Interest

,e authors declare that they have no conflicts of interest.

Authors’ Contributions

Hongyao Liu and Min Lei contributed equally to this work.

Acknowledgments

,is research was financially supported by the ChinaScholarship Council (Grant no. CSC201908430245). ,eopinions and findings in this paper are those of authors anddo not represent those of sponsors.

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