Masonry Experimental Database－User’s Guide－This user’s guide describes in detail the data conversion of masonry experimental database.
Please read this user’s guide carefully before using this database.
For details of this database and research results, please refer to Reference1), 2).

CONTENTS
1.

Composition of Whole Sheets ........................................................................................ 22.

Structure Type of Each Masonry Wall ............................................................................ 3

3.

Composition of Each Sheet (1)：Column A ~ Column C ............................................... 4

4.

Composition of Each Sheet (2)：Column D ~ Column AT ............................................. 55.

Explanation of Items Which Compose a Sheet .............................................................. 7

5.1

Materials and dimensions ............................................................................................ 75.2

Calculated Value by Evaluation Equation ................................................................. 105.3

Experimental Values .................................................................................................. 12References ........................................................................................................................... 151

1. Composition of Whole Sheets
Sheet 1RMF

Data table for Full-Grout Reinforced Masonry WallSheet 2

RMP

Data table for Partial-Grout Reinforced Masonry WallSheet 3

CM

Data table for Before-Cast Framed Masonry WallSheet 4MI

Data table for After-Cast Framed Masonry WallSheet 5References

List of references（RMF、RMP、CM、MI）

22. Structure Type of Each Masonry Wall
RMF, RMP, CM, and MI are masonry structural formats. (Table1, Fig.1)
Table1 Type and Construction of Masonry Walls

Reinforced
Masonry Wall(RM)

Full-Grout
Reinforced Masonry Wall(RMF)

All the masonry elements were groutedwith concrete.

Partial-Grout
Reinforced Masonry Wall(RMP)

Only the masonry elements reinforcedwith reinforcements were grouted.

Confined Masonry(CM)
FramedMasonry Wall(FM)

Masonry walls were placed before
constructing the confining RC frame.

(Before-CastFramed Masonry Wall)
Masonry Infill(MI)

Masonry walls were placed after
constructing the confining RC frame.

(After-Cast
Framed Masonry Wall)※Before-Cast Framed Masonry Wall (CM) is a widely used name for "Confined Masonry," andAfter-Cast Framed Masonry Wall (MI) for "Masonry Infill" the abbreviations are CM and MI.
RMF(Full-Grout Reinforced Masonry Wall)
Grout Concrete
RM(Reinforced Masonry Wall)Reinforcement

RMP(Partial-Grout Reinforced Masonry Wall)
Grout Concrete

Reinforcement

Masonry WallCM
(Confined Masonry Wall)(Before-Cast Framed Masonry Wall)

FM(Framed Masonry Wall)MI(Masonry Infill Wall)(After-Cast Framed Masonry Wall)

Fig.1 Type and Construction of Masonry Walls
33. Composition of Each Sheet (1)：Column A ~ Column C

Paper number.
Column A"No."

For the article number, refer to "List of Papers" in thisdatabase.

Column B"Specimen"

Specimen name described in the paper"Mode of shear failure (S)"Column C"Mode of flexural-shear failur (FS)""Mode""Mode of flexural failure (F)"Fig.2 shows the hysteresis characteristics for each failure type.

※The experimental data classified as " Shear Failure (S)" includes those with yield points, but theauthor's judgment of the failure type is respected, and the failure type described in the paper isadopted.
V(kN)

V(kN)

Maximum strength

Vmax
Vy

Yielding

VcCY

20% VmaxMax

Ultimate State

Cracking

Maximum strength

Vmax
Vy

Yielding

Vc

C

20% VmaxMax

Ultimate State

Cracking

UltUltC→Y→Max→Ult (Flexure) : Flexural failure (F)C→Y→Max→Ult (Shear) : Flexural-shear failure (FS)

C→Max→Ult： Shear failure (S)RcRyRmax

RuR(rad.)RcRyRmax

RuR(rad.)δcδyδmax

δu

δ(mm)

δcδyδmax

δu

δ(mm)

(a) Flexural・Flexural-shear (F, FS)(b) Shear (S) Failure

FailureFig.2 Failure Model of Masonry Walls

44. Composition of Each Sheet (2)：Column D ~ Column AT

ColumnEnglishNo.

Sign

Description

D[1]𝐹𝑚 （N/mm2）

Compressive strength of masonry unit

E[2]𝐹𝑐 （N/mm2）

Compressive strength of concrete

F[3]

𝐿（mm）

Length of wallG[4]𝑡（mm）

Thickness of wall panel

H[5]

𝐵（mm）

Width of boundary column

I[6]

𝐷（mm）

Depth of boundary column

J[7]ℎ（mm）

Height of inflection point (Shear span)K[8]𝐴𝑤 （mm2）

Total section area of wall

L[9]

𝑁（kN）

Axial force

M

[10]

𝜎0 （N/mm2）

Axial stress
Total section area of vertical reinforcements inN[11]∑ 𝑎𝑡 （mm2）tension (RM)
Total section area of longitudinal
reinforcements in a tensile column (FM)Tensile reinforcement ratio (RM)

O[12]𝑝𝑡𝑒

Longitudinal reinforcement ratio in tension(FM)Yield strength of tensile reinforcements (RM)

P

[13]

𝜎𝑦 （N/mm2）

Yield strength of longitudinal reinforcements ofcolumn in tension (FM)

Q

[14]

∑ 𝑎𝑣 （mm2）

R

[15]

𝜎𝑣𝑦 （N/mm2）

S

[16]

𝑝𝑤𝑒

T

[17]

𝜎𝑤𝑦 （N/mm2）

U

[18]

𝑐 𝑝𝑤

V

[19]

𝜎𝑐𝑦 （N/mm2）

W

[20]

𝑉𝑚𝑎𝑥 （kN）

X[21]

𝜏𝑚𝑎𝑥 （N/mm2）

Y

[22]

𝑅𝑚𝑎𝑥 （×10-3 rad.）Total section area of vertical reinforcements ofwall
Yield strength of vertical reinforcements of wall
Ratio of lateral reinforcements of wall
Yield strength of lateral reinforcements of wall
Ratio of lateral reinforcements of column
Yield strength of lateral reinforcements ofboundary column
Maximum resistant force
Maximum strength
Deformation angle at maximum strength

5

Z

[23]

𝑅𝑢 （×10-3 rad.）AA[24]

𝑉𝑐𝑟 （kN）

AB[25]

𝜏𝑐𝑟 （N/mm2）

AC[26]

𝜏𝑐𝑟 ⁄𝐹𝑚

AD[27]-3

𝑅𝑐𝑟 （×10 rad.）AE[28]𝑉𝑦 （kN）

AF[29]2

𝜏𝑦 （N/mm ）AG[30]

𝜏𝑦 ⁄𝐹𝑚Normalized strength at flexural yielding

AH[31]

𝑅𝑦 （×10-3 rad.）Deformation angle at flexural yieldingAI[32]

𝜏𝑚𝑎𝑥 ⁄𝐹𝑚

AJ[33]√𝐹𝑚

AK[34]ℎ ⁄𝐿

Shear span ratio

AL[35]𝐴𝑐 ⁄𝐴𝑤

Ratio of section areas of column and wall

AM

[36]

𝜎0 ⁄𝐹𝑚AN[37]

𝐹𝑐 ⁄𝐹𝑚AO[38]

𝑝𝑡𝑒 ∙ 𝜎𝑦 ⁄𝐹𝑚

Normalized strength of tensile reinforcements

AP[39]𝑝𝑤𝑒 ∙ 𝜎𝑤𝑦 ⁄𝐹𝑚

Normalized strength of lateral reinforcements

AQ

[40]

𝑐 𝑝𝑤 ∙ 𝜎𝑐𝑦 ⁄𝐹𝑚

AR

[41]

𝑉𝑠𝑢 （kN）

Resistant force at shear failureAS[42]𝑉𝑚𝑢 （kN）

Resistant force at flexural failure

AT[43]

𝜏𝑠𝑢 ⁄𝜏𝑚𝑢Deformation angle at limit state
Resistant force at cracking
Strength at cracking
Normalized strength at cracking
Deformation angle at cracking
Resistant force at flexural yielding
Strength at flexural yielding

Normalized maximum strength
Variable to express tensile strength ofmasonry unit

Ratio of axial stress of wall to compressive
strengths of masonry unit
Ratio of compressive strengths of concreteand masonry unit

Normalized strength of lateral reinforcementsof column

Ratio of calculated strengths of shear toflexure65. Explanation of Items Which Compose a Sheet
The following explains each item that needs to be confirmed, especially the definition and calculation
method. Fig.3 shows the symbols of the equation. In addition, as the mechanical unit that expresses
the strength of the wall, the unit "kN" is "Resistant force," and the one divided by the area is "Strength".
And "Deformation angle " is the deformation angle divided by [7]Height of inflection point (Shearspan) h.

5.1 Materials and dimensions
Compressive strength of[1]masonry unit
Fm
Height of inflection point[7](Shear span)
h[8]

[10]

Total section area of wallAw

It refers to an aggregate consisting of bricks and mortar
joints that make up a masonry structure.
The experimental results are two force methods: antisymmetric loading and cantilever loading. (Fig.4)［RM］

𝐴𝑤 = 𝐿 × 𝑡［FM］

𝐴𝑤 = (𝐿 − 2 × 𝐷) × 𝑡 + 2 × 𝐵 × 𝐷：Total section area of wall (mm2)𝐴𝑤
𝐿：Length of wall (mm)𝑡：Thickness of wall panel (mm)𝐵

：Width of boundary column (mm)

𝐷：Depth of boundary column (mm)𝜎0 =Axial stressσ0

𝑁 × 103
𝐴𝑤

𝜎0：Axial stress (N/mm2)

𝑁：Axial force (kN)7𝑝𝑡𝑒 =Tensile reinforcement ratio(RM)[12]Tensile reinforcement ratio (RM)
𝑝𝑡𝑒:

Longitudinal reinforcement ratio in tension

Longitudinal reinforcement(FM)ratio in tension

Total section area of vertical reinforcements in(FM)pte∑ 𝑎𝑡𝐴𝑤

tension (RM)
𝛴𝑎𝑡:Totalsection

areaoflongitudinal

reinforcements in a tensile column (FM)
(mm2)
𝑝𝑤𝑒 =
𝑝𝑤𝑒

:

𝑎𝑤𝑒:

𝑠𝑤𝑒

:

Ratio of lateral reinforcements of wall
Section area of lateral reinforcements of wallof a pair (mm2)Ratio of lateral[16]

reinforcements of wall
pwe𝑎𝑤𝑒𝑡 × 𝑠𝑤𝑒

Space of lateral reinforcement of the wall(mm)

※However, in the case of framed masonry wall (FM), thewidth t should be read as the equivalent thickness ofwall panel te.
𝑡𝑒 =𝑐 𝑝𝑤 =Ratio of lateral[18]

reinforcements of column
cpw

𝑐 𝑝𝑤

:

𝑐 𝑎𝑤

:𝑐 𝑠𝑤

:8𝐴𝑤
𝐿𝑐 𝑎𝑤

𝐵 × 𝑐𝑠𝑤

Ratio of lateral reinforcements of column
Section area of lateral reinforcement ofcolumn (mm2)Space of lateral reinforcement of column
(mm)

N

Tensile reinforcement

awe , pwe , σwy：Iateral reinforcement of wall
Σav , σvy ：Vertical reinforcement of wallCompressive reinforcementVtLΣat , pte , σy：Tensile reinforcement
hswe

Σat：Total section area of vertical reinforcements in tension
awe ：Section area of lateral reinforcements of wall of a pair
Σav：Total section area of vertical reinforcements of wall(a) Reinforced Masonry (RM)
NTensile reinforcement

awe , pwe , σwy ：Iateral reinforcement of the wall
Σav , σvy ：Vertical reinforcement of the wallDD

Compressive reinforcement

Vtecs wtBLΣat , pte , σy ：Longitudinal reinforcements in a tensile column
cpw , σcy：Lateral reinforcement of column

hsweΣat：Total section area of longitudinal reinforcements in a tensile column：Section area of lateral reinforcement of column

caw,

awe ：Section area of lateral reinforcements of wall of a pair

Σav：Total section area of vertical reinforcements of wall(b) Framed Masonry (FM)Fig.3 Masonry Wall Sections

NNM

VVhhh

M

M

(a) Anti-symmetric Loading(b) Cantilever Loading

Fig.4 Loading Systems9

5.2 Calculated Value by Evaluation Equation
0.23 (𝐹0.053𝑝𝑡𝑒𝐴𝑤𝑚 + 18)
𝑉𝑠𝑢 = {+ 0.85√𝑝𝑤𝑒 ∙ 𝜎𝑤𝑦 + 0.1𝜎0 } × 0.9 × 𝐿 ×ℎ⁄𝐿 + 0.12
𝐿Here, the compressive strength of concrete Fc of concrete is read as thecompressive strength of masonry unit Fm of the masonry.

Resistant force at[41]shear failure
Vsu

𝑉𝑠𝑢

:

Resistant force at shear failure (kN)

𝑝𝑡𝑒:

𝐹𝑚:

Compressive strength of masonry unit (N/mm2)ℎ ⁄𝐿:

Shear span ratio

𝑝𝑤𝑒:

Ratio of lateral reinforcements of wall

𝜎𝑤𝑦:

Yield strength of lateral reinforcements of wall (N/mm2)

𝜎0:

Axial stress (N/mm2)

𝐿:

Length of wall (mm)𝐴𝑤:

Total section area of wall (mm2)Tensile reinforcement ratio (RM)
Longitudinal reinforcement ratio in tension (FM)𝑉𝑚𝑢 = (𝛴𝑎𝑡 ∙ 𝜎𝑦 + 0.5𝛴𝑎𝑣 ∙ 𝜎𝑣𝑦 + 0.5𝑁) × 0.9 × 𝐿⁄ℎ𝑉𝑚𝑢:

Resistant force at flexural failure (kN)
Total section area of vertical reinforcements in tension(RM)𝛴𝑎𝑡:Total section area of longitudinal reinforcements in atensile column (FM)(mm2)
Yield strength of tensile reinforcements (RM)

Resistant force at[42]flexural failure𝜎𝑦:Vmu

Yield strength of longitudinal reinforcements of column
in tension (FM)(N/mm2)

𝛴𝑎𝑣
𝜎𝑣𝑦:

Total section area of vertical reinforcements of wall(mm2):

Yield strength of vertical reinforcements of wall
(N/mm2)𝑁:

Axial force (kN)

𝐿:

Length of wall (mm)ℎ:Height of inflection point (Shear span) (mm)10

Ratio of calculated[43]strengths of shear
to flexureτsu／τmu

The ratio of strength at shear failure τsu to bending strength at flexural
failure τmu
𝜏𝑠𝑢 = {

0.23 (𝐹0.053𝑝𝑡𝑒𝑚 + 18)+ 0.85√𝑝𝑤𝑒 ∙ 𝜎𝑤𝑦 + 0.1𝜎0 } × 0.9ℎ⁄𝐿 + 0.12

𝜏𝑚𝑢 = (𝛴𝑎𝑡 ∙ 𝜎𝑦 + 0.5𝛴𝑎𝑣 ∙ 𝜎𝑣𝑦 + 0.5𝑁) × 0.9⁄ℎ⁄𝑡𝑒11

5.3 Experimental Values[24]Resistant force at cracking Vcr、[27]Deformation angle at cracking Rcr、[28]Resistantforce at flexural yielding Vy、[31]Deformation angle at cracking Ry、[20]Maximum resistantforce Vmax、[22]Deformation angle at maximum strength Rmax、[23]Deformation angle at limit
state Ru is an experimental value obtained by a structural experiment.
In this database, the hysteresis characteristics of the masonry wall were modeled from the researchby Elwood3) and Zavala4). (Fig.5) The hysteresis characteristics of the masonry wall are composed ofcracking, yielding, maximum strength, and ultimate state, and the stiffness changes at each point. The
ultimate state was the strength decreased to 80%.

[24]

Resistant force at cracking Vcr

If the value of the experimental result in thepapers, that value is adopted.

[27]

If the value of strength or deformation was inDeformation angle at cracking Rcr

the papers, find the unknown data from thegraph. (Fig.6)[28]

Resistant force at flexural yielding Vy※ This database and Reference1), 2). is no
distinction between the data written in the[31]Deformation angle at cracking Ry

reference and the read data.
If the value of the experimental result in the[20]papers, that value is adopted.

Maximum resistant force Vmax

If there was no value in the papers, find thevalue from the graph. When finding the values[22]

from the graph, classified them into 4 patterns

Deformation angle

the experimental results. (Fig.7)。

at maximum strength Rmax

※ This database and Reference1), 2). is nodistinction between the data written in thereference and the read data. And this[23]database

Deformation angle at limit state Ruand Reference1),2).

isnodistinction between the four patterns
shown in Fig.7.

12V(kN)
V(kN)

Vmax
Vy
Vc

Maximum strength
Yielding

20% Vmax

Vy

Ultimate State

Cracking

Vc

Rc

Ry

Rmax

Ru

R(rad.)

δcδyδmax

δu

δ(mm)

Rc

Fig.5 Backbone Model

RyR(rad.)Fig.6 How to read Vcr, Rcr, Vy, Ryfor Masonry Walls3), 4)

The experiment was completed without reaching the maximum strength.
The maximum strength Vmax and the deformation at maximum strength Rmax
(Pattern 1)

were the strength and deformation at the end of the experiment. Thedeformation at the ultimate state Ru was the deformation at maximum strengthRmax.
After the experiment reached maximum strength, the strength dropped
sharply, and the specimen broke.

(Pattern 2)

The maximum strength Vmax and the deformation at maximum strength Rmax
were at the maximum point. The deformation at the ultimate state Ru was thedeformation at maximum strength.
After the experiment reached the maximum strength, the strength decreased,
and the test specimen broke.

(Pattern 3)

The maximum strength Vmax and the deformation at maximum strength Rmax
were at the maximum point. The deformation at the ultimate state Ru was thestrength decreased to 80%.
After the experiment reached the maximum strength, the strength graduallydecreased, and the experiment ended or broke before the strength decreased(Pattern 4)

to 80%.
The maximum strength Vmax and the deformation at maximum strength Rmax
were at the maximum point. The deformation at the ultimate state Ru was thevalue when the experiment was ended or broke.

13Vmax

VedV80(Rmax＝Rfail )(Rmax＝Rend )(Ru＝Rmax)(Ru＝Rmax)
Rend Rmax

Rmax＝Rfail(a) Pattern 1(b) Pattern 2

Vmax

Vmax

V80

V80

(Ru＝R80)(Ru＝Rend)
Rmax

R80 RfailRmax Rend(c) Pattern 3(d) Pattern 4
Vmax
V80
FailureEnd of experiment
End of experiment or Failure

Fig.7 Experimental Envelope Curve Pattern (Vmax, Rmax, Ru)[25]

Strength at cracking τcr

The value of [24]Resistant force at cracking Vcr,
[28]Resistant force at flexural yielding Vy, and[29]Strength at flexural yielding τy[21]

Maximum strength τmax

[26]
[30]
[32]

Normalized
Strength at cracking τcr/Fm
Normalized strengthat flexural yielding τy/Fm
Normalized
maximum strength τmax/Fm[20]Maximum resistant force Vmax obtained bypapers divided the value of [8]Total section area ofwall Aw.
𝜏𝑐𝑟 𝑉𝑐𝑟 ∙ 103=
𝐹𝑚
𝐴𝑤 ∙ 𝐹𝑚𝜏𝑦 𝑉𝑦 ∙ 103=
𝐹𝑚 𝐴𝑤 ∙ 𝐹𝑚
𝜏𝑚𝑎𝑥 𝑉𝑚𝑎𝑥 ∙ 103=
𝐹𝑚
𝐴𝑤 ∙ 𝐹𝑚

14The strength divides by thematerial strength because iteliminates the effect of thematerial strength.

References1)

Shunsuke SUGANO, Yuri OTSUKA, Tatsuya AZUHATA：Strength and deformation of masonrywalls subjected to lateral forces－Review of existing test data in Japan and overseas－, Building
Research Data, 2022.3 (in Japanese)(The English version will be published as a BRI Research Paper by the Building ResearchInstitute.)

2)

Sugano S., Otsuka Y., Azuhata T. : Strength and deformation of masonry walls subjected to lateralforces - review of existing test data, 17WCEE, 2021.9-10

3)

Riahi Z., Elwood K.J., Alcocer S.M. : Backbone model for confined masonry walls for
performance-based seismic design, Journal of Structural Engineering, Vol.135(6), pp.644-654,
2009.64)

Diaz M., Zavala C., Flores E., Cardenas L. : Development of analytical models for confined
masonry walls based on experimental results in Lima city, Journal Tecnia, Vol.29, No.2, pp.2329, 2019.715