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EXPEP
1 PhD,2
4 PhD,
In orderconcreteout. Theinsulatioshear sthollow bof fired be detercalculat Keywords
INTROFired cthousanconsumperforatdue to economconcrete
An insuthis papblock, aof the binto one Many rewas fouand fail2002),
ERIMENTPERFORA
Li, Xian Associate pro
2 Postgraduate3 PhD, Profes
Assistant prof5 Master, V
r to develoe brick wase test resulton board ctrength of inblock maso
d perforated rmined withtion equatio
ds: insulating p
ODUCTIONcommon brnds of years
me a large ted concretethe charact
my. Howevee bricks, it i
ulating perfoper consists as shown inbearing bricke unit.
esearches hund that for lure mode) and compr
TAL STUATED CO
ng1; Gao, Zofessor, Tongj
e student, Ton
ssor, Tongji U
fessor, Tongji
Vice director,
op an energs developed ts indicate tan work wnsulating peonry with th
brick masoh the Mohr-
ons of the sh
perforated con
N ricks have s, as they amount of e bricks are teristics of r, high thermis necessary
forated concof three par
n Fig. 1. Witk and the fa
have been cfired commcould be
ressive stre
15th Intern Mas
Florianóp
UDY ON SONCRET
Zhinan2; Guji University ,
ngji University
University , De
i University , D
Shanghai Ins
gy-saving buand shear t
that with thwell with the
erforated cohe same briconry, and th-Coulomb c
hear strength
ncrete brick; m
been the mcan be easland resougradually rlighter weimal conduc
y to improve
crete brick (rts: concretth the help ace block in
conducted tomon brick m
determinedess (Louren
national Brick sonry Confere
polis – Brazil
SHEAR PTE BRICK
u, Xianglin3
, Department
y , Departmen
epartment of B
Department o
pection Centr
uilding systtests on this
he help of se bearing boncrete bricck strength ahe shear strcriterion in h for the ma
masonry; shea
most popusily made aurce and enreplacing thight, higherctivity of coe their heat
(IPC brick)e bearing brof two stainn local man
o study the masonry matd by mortarnco et al. 2
and Block ence
– 2012
PROPERTK MASON3; Song, Xiof Building E
nt of Building
Building Engi
of Building En
re for Building
tem, a news kinds of mtainless ste
brick in a pck masonry and mortar ength of ma certain ra
aterials were
ar property
lar construand construnergy. For e fired comr strength,
oncrete limitinsulation p
) developedrick, polystnless steel p
nufacture fac
shear behaerials, shearr strength (2004). For
TIES OFNRY MA
aobin4; Li, Engineering, li
Engineering,
ineering, gxl@
ngineering, xia
gs, li_yihong@
w type of inmasonry mael pins, theperforated cis higher thstrength, buasonry undange. Basede deduced.
uction mateucted. But t
the sustainmmon bricks
better acouts the applicproperty (Su
d by the auttyrene boardpins, which ctory, the th
aviour of mr behaviour(Abrams 19
fired holl
INSULAATERIAL
Yihong5
xiang@tongji
@tongji.edu.cn
aobins@tongj
@sohu.com
nsulating peaterials were face blockconcrete brihan that of ut is lower t
der compresd on the test
erials in Chthe productnable devels right now iustic insulatcation of peun et al. 200
thors and std, and concrwere piled
hree parts w
masonry matr (including 992, Valluzlow brick m
ATING LS
i.edu.cn
m
n
i.edu.cn
erforated e carried
k and the ick. The concrete than that sion can t results,
hina for tion will lopment, in China tion and erforated 07).
tudied in rete face in holes
were tied
terials. It strength
zzi et al. masonry
material(Gabor than thabrick/blal. 1999
A lot oAndreauwould ifailure spallingcriterion Becauseof the mexperienpolystyrtests we
TEST PDouble understawere als Two typChina, wthree pawas in t
The dimmm entmm, ancross se
The dimblocks w
115
40
40
ls, besides aet al. 2006)at of fired lock strengt9).
of experimeus (1996), increase as modes, wh
g, could apn could be a
e the brick hmasonry mances of studrene board ere carried o
PROGRAMshear tests
and the infso conducte
pes of IPC were used inarts: concretthe same for
mensions (letirely, whos
nd bearing bection area)
mensions ofwere 390×5
Stainles
24
all of the fa). For hollowcommon b
th and morta
Figure
ental resultit was founwell. It wa
hich were slpear; Mohr
associated w
has a uniquaterials maydy on the shand face bl
out for IPC b
M s along morfluence of ced.
bricks, whin this studyte bearing brm as the co
ength ×widtse face blocbricks were of a bearing
f infilling br50×90 mm,
ss steel wire
40
15th Intern Mas
Florianóp
actors mentw concrete brick or firar strength,
1: Insulatin
s of shear-nd that withas also sugglipping of mr-Coulomb
with the thre
ue configuray also be dihearing behlock (Gu et brick mason
rtar joints ocompressio
ich were pry: bearing bbrick, polysommon bea
th ×height) cks were 24240×115×9
g brick was
ricks (Speci, bearing b
150
40(7
0)
50
national Brick sonry Confere
polis – Brazil
tioned abovblock maso
red hollow but the brit
ng perforat
-compressioh the increagested that umortar joinfrictional
ee failure m
ation (Fig. 1ifferent from
haviour of cal. 2008),
nry materia
of IPC bricon stress on
roduced by ricks and in
styrene boararing bricks
of bearing 40×40×90 m90 mm. Th
s 34%.
imen IB) wricks were
and Block ence
– 2012
e, voidage onry materia
brick masottle failure m
ted concret
on tests wease of comunder shear
nts, splittinglaw, Saint
modes respec
1), the shearm other maoncrete perdouble shea
als in this pa
ck masonry n shear stre
Obbo Concnfilling bricrd, and concin Shangha
bricks (Spemm, insulat
he voidage(r
were 390×24390×150×9
Stainless st
390
is also a maals, the sheaonry matermode could
te bricks
ere collectempression str
r and compg of bricksVenant cri
ctively.
r strength anasonry materforated bricar tests andaper.
were carriength, shear
crete Produks. Both typcrete face b
ai at present
ecimen BB)tion boardsratio of void
40×90mm e90 mm, and
teel wire
ain influencar strength irials with thbe observe
d and analress, shear
pression forc, and midditerion, and
nd the failuerials. Baseck masonry
d shear-com
ied out. In r-compressi
uct Ltd in Shpes are con
block. Beari.
) were 240×s were 250×d area to th
entirely, whd insulation
Fac
Insu
Bea
ce factor is higher he same d (Shi et
lysed by strength
ce, three dle plane d Navier
ure mode d on the
y without mpression
order to ion tests
hanghai, sisted of ing brick
×195×90 ×40×100 he whole
hose face n boards
ce Block
ulating Board
aring Brick
dimensi400×70 Four grrepresenmade byshear sphad six group Sinsulatiospecimetesting bearing J7 wereand facfilled w
In orderwere tesTable 1
Specime
BB1
BB2
BB3
BB4
BB5
ions of sp×100mm. T
roups of snted beariny nine bearpecimens wspecimens.SC represeon boards, ens were mbasic mechface were l
e only levelle blocks. T
with mortar.
r to determsted withou1: Test resu
en Dimensio
Length 239 237 243 239 242 238 242 239 240 238
290
pecimens JThe voidage
specimens wng brick doring bricks.
with 40 mm In each gro
ented infilland had
made with hanical prolevelled by led on beari
The voids o
(a) J1
mine the comut face blockults of compon(mm) Com
St(Width
114 113 112 115 115 114 116 120 118 115
320
15th Intern Mas
Florianóp
J4 were 40e of a infillin
were desiguble shear Specimen and 70 mm
oup, a speciing bricksix specimthe same w
operties of 1:3 cement
ing bricks, wf the direct
0 Figure 2
mpression sk and insulapressive strmpressive
Strength (MPa)
AvStr(M
5.6
15.2
5.2
11.6
9.5
365
national Brick sonry Confere
polis – Brazil
00×40×100ng brick wa
gned and uspecimens groups J4
m thick insuimen was mshear-comp
mens, each workmanshmasonry (G
t mortar, wiwhile the ottly loaded p
2: Shear sp
strength of
ation board.rength of b
Average trength MPa)
Spec
9.42
IB
IB
IB
IB
IB
290
and Block ence
– 2012
0mm, and as 46%.
used in the(Fig. 2a),
and J7 reprulation boar
made using pression spmade by ip. AccordGB/T50129ith a thicknethers were lpart in the m
(b) J4, Specimens
f bearing brThe resultsearing bric
cimenDime
Leng
B1 391389
B2 387389
B3 390391
B4 391391
B5 390389
290
240(270)
that of sp
e tests. Spand had si
resented infrds respectifour infillin
pecimens wfour infillining to Chin
9-2011), theess of 20 mlevelled on middle of s
SC (J7)
ricks, five bs are shown cks
mension(mm)
gth Width 1 152 9 150 7 151 9 150 0 152 1 150 1 154 1 150 0 153 9 151
390
pecimens J
pecimen groix specimenfilling brickively (Fig. ng bricks. Swith 40 mmng bricks. nese Stande loading f
mm. Specimeboth bearin
specimens S
bricks of eain Table 1.
Compressive Strength (MPa)
3.67
3.29
5.75
8.87
7.72
0
J7 were
oup J10 ns, each k double 2b), and pecimen m thick All the
dards for face and en group ng bricks SC were
ach type
Average Strength (MPa)
5.86
The avebrick wstrength In orderdimensimortar. results a Table 2
Specime
BB1 BB2 BB3 BB4 BB5 BB6
The avestrengthbrick sp Setups a For douand the increase
For shejack wavalue, th
In ordedisplace
Displatransd
erage strengwas 5.20MPh of the sing
r to determiions were 7The curing
are expresse
2: Test resu
en Dimen
(mmL W71 7171 7272 7172 7072 7171 71
erage strengh of the sinpecimens wa
and measur
uble shear teface block
ed continuo
ar-compresas used to aphe shearing
(a)
er to inveement transd
Jack
acement ducer
gth of bearPa. The avegle brick wa
ne compres70.7×70.7×g condition ed in Table
ults of compnsion m)
ComStr(MW H
1 70 42 70 41 70 40 70 41 70 31 70 3
gth of mortangle brick was 5.90MPa
ements of te
ests of speci, while specusly and slo
sion tests, apply compr force in the
) Shear test Figu
estigate theducers were
15th Intern Mas
Florianóp
ring bricks erage strengas 3.29MPa
ssion streng70.7 mm. was the sa2.
pressive strmpressive rength MPa)
AverStren(MP
4.43
4.0
4.25 4.35 4.30 3.60 3.54
ar used in bwas 3.54MPa, the minim
ests are sho
imens J4 ancimens J7 wowly, under
a specimen ressive force vertical di
setup ure 3: Test
e load-defoe placed ver
national Brick sonry Confere
polis – Brazil
was 9.42Mgth of infil.
gth of mortaThree cube
ame as that
rength of mrage ngth
MPa) Specim
07
IB1IB2IB3IB4IB5IB6
bearing bricPa. The ave
mum strengt
own in Fig. 3
nd J10, the lwere only lor which the
SC was fixe. When theirection was
(b) Com setup and
ormation rrtically on t
Horizo
and Block ence
– 2012
MPa, the milling bricks
ar, twelve mes were maof masonry
mortars
menDime
(mL W
1 70 72 73 63 70 64 74 75 72 76 72 7
ck specimenerage strength of the sin
3.
load was apoaded on thspecimens w
xed betweene compresss applied un
mpression-shmeasurem
elationshiphe surface o
ontal Jack
inimum stre was 5.86M
mortar cubesade for evey (GB/T501
ension mm)
ComStr(MW H
70 70 69 70 69 70 70 70 71 71 70 70
ns was 4.07gth of mort
ngle brick w
plied both ohe bearing bwould fail i
n two steel ive force re
ntil the spec
hear test setuments
in the teof face bloc
ength of thMPa, the m
were testedery 50 kilo129-2011).
mpressive trength MPa) 6.43 5.84 5.99 5.19 7.12 5.04
MPa, the mtar used in
was 5.04MPa
on the bearibrick. The lin 10~15min
plates, a hoeached the dcimen failed
up
est, two eck and beari
Displactransdu
Vertic
he single minimum
d, whose ogram of
The test
Average Strength (MPa)
5.90
minimum infilling
a.
ing brick load was n.
orizontal designed
d.
electrical ing brick
cement ucer
cal Jack
Steel Plate
respectistuck onrelative During
TEST RMost doloads wjoints (F
(1) Fail
Thisspec
(2) Failsheabetwspec
(3) Fail
occu The typthe outebrick, Fbearing and the ultimatebricks. Dwork w
To
Bott
ively. The tn a pole, andisplaceme
the test, loa
RESULTS ouble shear
was close toFig. 4a and
ure mode Is kind of facimens (Fig ure mode IIar strength oween bottomcimens (Fig
ure mode Iured only in
pical relationer part of beFB means f
bricks, facerelative-dis
e relative dDue to the ell with the
(a) O
(c) FFi
op face
tom
transducers nd the pole went betweenad and relati
r specimens the ultimatFig. 4b). Th
I occured onailure occureg. 4c).
I happened on both top m face and g. 4d).
III demonstrn J10-5 (Fig
nship curveearing brickface brick). e blocks onsplacement
displacemenconnection bearing bri
One mortar j
Failure modigure 4: Fai
15th Intern Mas
Florianóp
were fixedwas stuck onn the middlive displace
s of IPC brte loads, anhere are thre
n top face wed with rela
due to morface and bothe lower b
rated the crg. 4e).
es of load ank and face b
It was fouly deformedbetween be
nt between by stainles
icks until th
joint separat
de I ilure mode
national Brick sonry Confere
polis – Brazil
d on the midn the surfacle part and ement were
rick masonrnd the speciee kinds of
which is thatively smo
rtar splittingottom face obrick. This k
racking of b
nd relative-dblock are sh
und that thed when the earing brickface blocks
ss steel pinshe final brea
ted (b) Tw
(d) Failures of specim
and Block ence
– 2012
ddle block oce of the adjthe outer pcollected co
ry suddenlyimens separfailure mod
he face betwoth broken
g, which waof the mortakind of fail
bricks caus
displacemenhown in Fig relative-diload was up
ks could reas was far les, face blockak.
wo mortar jo
re mode II mens in dou
or brick, thejacent block
part nearby ontinuously
y lost their rated along
des as follow
ween the topplane, and
as attributedar. Most of flure took pl
ed by the m
nt between g. 5 (Wheresplacementp to 2/3 of bached 0.1mess than thks and insu
oints separat
(e) Fuble shear t
e measure pks or brickscould be c
y.
capacity wg one or twows:
p brick andmainly in i
d to the abofailure area lace only in
mortar pin k
the middle e BB meanst mainly ocbearing load
mm or more,at between
ulation board
ted
Failure modetest
port was s. So, the ollected.
when the o mortar
d mortar. infillling
out equal occured
n bearing
key, and
part and s bearing cured in d at least, , and the
bearing ds could
e III
Figure
Shear stTable 3
(1) Spec
samthe shea
(2) Becconcthe m
(3) Shea
join (4) Spec
failestren
Table 3Spec-imen
J4-1 J4-2 J4-3 J4-4 J4-5 J4-6 Average S
In shearthe specwhen thchange compres
010203040
0
load/kN
(a) J4-e 5: Typica
trength valu. Several co
cimens J4 ame condition
same, it couar strength o ause the stcluded that masonry ma
ar strength nt.
cimens J4 aed in failurength than th
3: Details anFailed Planes
FailuMod
1 I 1 I 1 I 2 I 2 I 2 I
Strength（MPa）r-compressicimen, the he compressfrom joint ssion stress
0.1 0.2 0.displa
N
-6 l load-displ
ues of the monclusions c
and J7, withn. Because tuld be indicof IPC brick
trength of sthe voidag
aterials.
of a specim
and J7 all fae mode II, hose in failu
nd results oure ode
Shear Strength (MPa) 0.30 0.22 0.27 0.24 0.32 0.34
0.28 ion tests, wfailure mod
sion stress wfailure to b
was larger
.3 0.4 0.5
BB
FB
acement/mm
15th Intern Mas
Florianóp
lacement c
masonry macould be ded
h different the strengthcated that thk masonry m
specimens Jge of bearin
men with tw
ailed in failuand the spe
ure modes II
of specimenSpec-imen
J7-1 J7-2 J7-3 J7-4 J7-5 J7-6 Average Str
with a small de was thewas relativebrick failurthan 3MPa
010203040
0 0.0
load/kN
national Brick sonry Confere
polis – Brazil
(b) J7-2 urves of beshear test
aterials calcduced:
thickness oh values of he thicknesmaterials.
J10 was lang brick doe
wo failed jo
ure mode I,ecimen whiI and I.
ns in doublFailed Planes
FailurMod
1 I1 I1 I1 I1 I1 I
rength（MPa）compressio
same as thely large (bere (Fig. 6b)a) (Fig. 6c).
01 0.02 0.03 0displace
and Block ence
– 2012
earing bric
culated from
of insulationthe two gros of insulat
arger than tes have an
oints were l
, while mosch failed in
le shear tesre
de
Shear Strength(MPa) 0.27 0.24 0.21 0.19 0.33 0.31 0.26
on stress (shat of doubetween 1~2), or even cThe test res
0.04 0.05
BBFB
ement/mm
(cks and face
m the test r
n board, weoups of spection board h
that of J4 aeffect on th
larger than
st of the bean failure mo
sts Spec-imen
FP
J10-1 J10-2 J10-3 J10-4 J10-5 J10-6 Average Stren
maller thanble shear sp2MPa), the fcompressionsults are sho
c) J10-1 e blocks in
esults are s
ere tested ucimens werhas no effec
and J7, it che shear str
those failed
aring specimode III had
Failed Planes
Failure Mode
1 I 1 II 1 II 1 II 2 III 1 II
ngth（MPa） n 1MPa) appecimens (Ffailure modn failure (wown in Tabl
double
shown in
under the re nearly ct on the
could be rength of
d in one
mens J10 a larger
e Shear Strength(MPa) 0.28 0.42 0.24 0.37 0.53 0.38 0.37
pplied on Fig. 6a); de would when the le 4.
Table 4
Spe
From Tcompresdecrease
Deformspecimeblocks odisplacedisplaceconnectbearing
SHEAR Based oshear str
Where, f
Becausethe simimasonryby Gu ehave no
Similarl
(a) Joint faFi
4: Failure mecimen SC-1 SC-2 SC-3 SC-4 SC-5
Table 4, it cssion stresse.
mation behaens (Fig. 7)only deformement betwement betwtion by staibricks unti
R STRENG
on earlier wrength of IP
v 2f k f= =
f2 is the com
e the bearinilar researchy materials et al. (2008)o effect on th
ly, the shear
v 0.111f =
ailure igure 6: Fa
mode and shCompres
can be seens until comp
aviour of S). The relatmed when thween bearinween face blinless steel l the bricks
GTH OF IP
work by GuPC brick ma
20.183 f=
mpressive s
ng bricks ush project cois equal to
) , it can behe shear str
r strength of
2f
15th Intern Mas
Florianóp
(b) Briailure mode
hear strengssion Stress
0.37 0.63 1.01 2.01 3.02
n that the spression stre
SC specimetive-displacehe load was
ng bricks clocks was fpins, face finally brok
PC BRICK
u et al. (200asonry mate
strength of m
sed in the teonducted byo that for coe concludedength of ma
f IPC infilli
national Brick sonry Confere
polis – Brazil
ick failure es of shear-
gth of shea（MPa）
shear strengess reaches
ens was almement mains up to at le
could reachfar less thanblocks andke.
MASONR
08) and usinerials can be
mortar, k is t
est are of thy Gu et al. (oncrete perf
that the adasonry mate
ing brick ma
and Block ence
– 2012
(c) Co-compressio
r-compressFailure MJoint failuJoint failuBrick failuBrick failu
Compression
gth of a SC3MPa, afte
most the snly occuredeast 2/3 of
h 0.1mm orn that betwed insulation
RY MATER
ng regressie expressed
the coeffici
he same typ(2008), and forated bric
dditional facerials.
asonry mate
ompression on specime
sion specimMode Sh
ure ure ure ure failure
C specimen er which the
ame as thad between bbearing loar more. Theen bearingboards cou
RIALS
on analysisas:
ient of shear
e of the beathe coeffic
ck masonry ce block and
erials can be
failure ens
mens hear Strength
0.67 1.10 1.13 1.26 0.89
increases we shear stren
at of doubbearing bricad, and the he ultimate g bricks. Duuld work w
s of test res
r strength.
aring bricksient k for IPmaterials p
d polystyren
e expressed
h（MPa）
with the ngth will
le shear cks, face relative-relative
ue to the well with
sults, the
(1)
s used in PC brick proposed ne board
d as: (2)
Based othe shea
EquatioTable 5strength Table 5Spec-imen J10-1 J10-2 J10-3 J10-4 J10-5 J10-6
Average Consideshear sEquatiopropose
Where，material
Figure of
on Equationar strength o
v 0.369f =（
on(3) was v5, where fv,mh.
5 Test and cfv,m
(MPa) (M 0.28
0
0.42 0.24 0.37 0.53 0.38 0.37 0
ering the intrength of
on(4), whiced by Li et a
,2
v
( 0.50.50.735
n m
f
σ⎧⎪ −⎪⎪⎪⎨⎪⎪ =⎪⎪⎩
f is the cols.
7: Typical bearing br
shear-co
0306090
120150
-0.1 -0.0
load/kN
n (1) and Eqof different
9 0.554ρ− ）
verified by m is the tes
calculated fv
(MPa) fv,m/ fv
0.37
0.76 1.14 0.65 1.00 1.43 1.03
0.37 1.00
nfluence of IPC brick
h is similaal. (2011) (F
2 2
2
,
5 )0.3
5( ),
v
n m
f f
f σ
+
−
ompression
load-displarick and facmpression
05 0 0.05disp
15th Intern Mas
Florianóp
quation (2),IPC brick m
2f
comparisonsted masonr
results of s
fv Spec-imen
J4-1 J4-2 J4-3 J4-4 J4-5 J4-6
Average
f compressiomasonry m
ar with thaFig. 8).
2
,
, whe
, when n m
f
σ
=
n strength of
acement cuce block in tests
0.1 0.15 0.2
BB
FB
placement/mm
national Brick sonry Confere
polis – Brazil
, considerinmasonry ma
n between ry shear str
shear strengfv,m
(MPa) fv
(MP0.30
0.27
0.22 0.27 0.24 0.32 0.34 0.28 0.27
on stress, bmaterials uat for conc
,en 0.6
0.6
n m
f
σ ≤
>
f insulating
urves F
2m
0
0
0
0
0
and Block ence
– 2012
ng the influeaterials can b
the estimarength, fv is
gth of specfv Pa)
fv,m/ fv
7
1.11 0.81 1.00 0.89 1.18 1.26
7 1.04
by regressiounder compcrete pefora
6 f
perforated c
Figure 8: Sh masonr
0
0.1
0.2
0.3
0.4
0.5
0 0.2
ence of voibe calculate
ted and tess the estima
imens in doSpec-imen
fv(M
J7-1 0.J7-2 0.J7-3 0.J7-4 0.J7-5 0.J7-6 0.
Average 0.
on analysis pression caated brick
concrete bri
hear strengry under co
0.4 0.6
idage ρ (Taed as:
st results shated mason
ouble shearfv,m
MPa) fv
(MPa) .27
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lowewith
(7) Stre
influ ACKNOThe auConstrucarrying REFERAbrams10th Wo
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OWLEDGuthors wouuction and g out this re
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