Journal of the Civil Engineering Forum

Vol. 3 No. 2 (May 2017)

Shear Performance of Fiber-Reinforced Cementitious Composites BeamColumn Joint Using Various Fibers
Faizal Hanif
PT. Waskita Karya (Persero) Tbk, Jakarta, INDONESIA
faizal.hanif@hotmail.com

Toshiyuki Kanakubo
Engineering Mechanics and Energy, University of Tsukuba, Tsukuba, JAPANkanakubo@kz.tsukuba.ac.jp

ABSTRACT
Increasing demands of reinforcement in the joint panel are now requiring more effective system to reduce the complicatedfabrication by widely used precast system. The joint panel is responsible to keep the load transfer through beam and column asa crucial part in a structural frame that ensures the main feature of the whole structure during earthquake. Since precast system
might reduce the joint panel monolithic integrity and stiffness, an innovation by adding fiber into the grouting system will givea breakthrough. The loading test of precast concrete beam-column joints using FRCC (Fiber-Reinforced Cementitious
Composites) in joint panel was conducted to evaluate the influences of fiber towards shear performance. The experimental
factor is fiber types with same volume fraction in mortar matrix of joint panel. Two specimens with Aramid-fiber and PP-fiber
by two percent of volume fraction are designed to fail by shear failure in joint panel by reversed cyclic testing method. The
comparison amongst those experiment results by various parameters for the shear performance of FRCC beam-column joints
using various fibers are discussed. Preceding specimens was using no fiber, PVA fiber, and steel fiber has been carried out.
Through the current experimental results and the comparison with previous experiment results, it can be recognized that byusing fibers in joint panel was observed qualitatively could prevent crack widening with equitable and smaller crack width,
improved the shear capacity by widening the hysteretic area, increased maximum load in positive loading and negative
loading, and decreased the deformation rate. Elastic modulus properties of fiber are observed to give the most impact towards
shear performance.

Keywords: Joint panel, fiber, FRCC, elastic modulus, shear performance

1 INTRODUCTION
Current concrete building constructions presently
show trend in demand to use more efficient ways toease the workmanship but still achieves same
performance. Nowadays, precast system (Figure 1) iscommonly used in most of construction works
because its ease of workability, cost efficiency, andtime efficiency. The general utilization of precast
system is mostly for beams and columns, while beamcolumn joints consistently used conventional cast insitu method. Development of polymer material andsynthetic fibers has become a trigger to use them toimprove structural performance and damage
resistance without a corrosion problem. Research on
flexural strength of column using polymer material orresin concrete was conducted by (Patah, et al., 2016).
From the results of the previous research, applicationof polymer resin concrete could restore and evenincreased the strength of column.

Fiber-Reinforced Cementitious Composites (hereafterreferred to FRCC) is cementitious materials reinforced
with short discrete fibers that are distributed in matrix.
It is well known that FRCC shows high ductility
under tensile and bending stress condition. Hence,research about FRCC based material that is mixed
with various fibers has been actively developed inthese recent years (ACI Committee, 2001). The
previous study reported that the shear performance ofbeam-column joint using FRCC is improved
compared to non-fiber beam-column joint (Sano, etal., 2016). Another study also reported that by using
steel fiber and polyvinyl alcohol (PVA) fiber for
FRCC also improves the shear performances Ando, etal. (2016), and Yamada, et al. (2016)383

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towards each fiber types. This present study has been
prepared two fiber types, namely aramid fiber andpolypropylene (PP) fiber to be mixed into the matrixof FRCC beam-column joint specimens. Experimentresults from previous study (non-fiber, PVA fiber, andsteel fiber) also will be included in this report withintention to compare among those fiber’s influences.
Those fiber types were chosen by the market
availability as consideration.
Figure 1. Precast system (Sano, et al., 2015)

Increasing the demand of reinforcement in the joint
panel is now requiring more effective system toreduce the complicated fabrication and to retain agood structural performance. Beam and column joint
is a crucial part of a structural frame that ensures themain feature of the whole structure. Although beam
and column are still in the state of inelastic, joint
should retain the ability to bridge the structuralactions. Figure 2 shows a critical damage of astructure in joint panel area caused by earthquake.
While beam and column are cast separately andconstructed by grouting the joint area, this method
will lessen the monolithic characteristic compared toconventional method. At the other hand, based on
Shiohara (2001) stated that the most common case of
stiffness reduction is due to the formation of diagonal
cracks and local crushing of concrete. That failurecase of beam-column connection must be prevented topreserve the structural integrity of members joined as
rigid and strong that commonly assumed in structural
analysis. The usage of FRCC in the joint panel would
give a solution to fulfill these problem requirements(Hanif, 2017).

Figure 2. Joint panel damage caused by earthquake (Guner,
2016)

The advantages of precast system are still limited injoint panel area. Those various fibers utilizationsuggested to increase ductility, crack behavior,deformation behavior, and shear capacity prior tosuppressing damages. Therefore, further research on
this topic is indispensable to consider the influence384

The full-scale experiment was conducted to represent
the real practical condition in construction. Thus,
specimens which have fiber types as variation factor
was designed to fail by shear failure in joint panel,
was conducted to evaluate the performance of thejoint panel. The observation scope of fiber influences
as follows:a)Physical damage resistance based on crack
patternsb) Structural performance as shear capacityc) Structural performance as deformation rated) Structural performance as equivalent viscousdamping ratio
This study is conducted to provide information about
the shear performance of several fiber types (PVA
fiber, steel fiber, PP fiber, and aramid fiber) to show
which fiber that has better practical application. Basedon those results can be shown the benefit of FRCC
usage compared to conventional concrete.
2 PREVIOUS RESEARCH
Research on fiber-reinforced cementitious composites
has actively been conducted in many fields. The mostused variable scopes are volume fraction are fiber
types. This research significance is focused on fiber
types based on this following previous research. The
main reference of this study is based on the previous
research conducted in the same laboratory as thisresearch.
FRCC is cementitious materials reinforced with shortdiscrete fibers that are distributed in matrix. Ductile
Fiber-Reinforced Cementitious Composites (DFRCC)
are defined as cementitious composite material
reinforced with fiber, which shows multiple cracking
characteristics under bending stress and features
drastically improved ductility during bending, tension,and compression failures. High-Performance FiberReinforced Cementitious Composites (HPFRCC),
which show a strain hardening branch and multiple
cracking under uniaxial tensile stress, are included in
DFRCC. It is important to evaluate and express thecharacteristics of DFRCC with suitable methods toenable the use of DFRCC for actual applications

Journal of the Civil Engineering Forumtaking advantages of the merits of these composite
materials (Kanakubo, 2006).
Shimizu, et al. (2004) published a research of bending
shear test and uniaxial tensile test of PVA-ECC
specimens. Crack patterns presented in Figure 1(from left: no fiber, 1%, 1.5%, and 2% of PVA fiber)
was observed to be better distributed along withsmaller crack width as volume fraction increases.

Figure 1. Crack patterns at 0.01rad (Shimizu et al., 2004)

Vol. 3 No. 2 (May 2017)

on this experiment is considering beam-column joint
connection not as a rigid platform (versus the common
calculation assumption nowadays) and concerned toprovide the specimen with stiffness and sufficientstrength to sustain the load transmission through beam
and column at joint panel area. The main discussion
about shear failure in this experiment is focused on
this following design concept.
The shear failure design concept was adopted from
Shiohara (2001). This publication stated that joint
shear in beam-column connection acts as a horizontal
force transferred at the mid-height of a horizontal
section of a beam-column joint (refers to Figure5 andFigure6). Joint shear failure is suggested that might beprecluded by limiting the joint shear stress to the levelat which joint shear failure will occur. Per thislimitation, the joint stiffness reduction due to shear
stress can be prevented by reducing the formation of
diagonal cracks and local crushing of concrete.

Kanakubo, et al. (2007; 2010) published the result of
loading test for PVA-ECC beam specimen by bending
shear test and uniaxial tension test. From thisexperiment, shear strength increases as volume
fraction of PVA fiber increases. An experimentconducted by Shimizu, et al. (2004) reveals that shear
strength increases as volume fraction of PVA fiber
increases (Figure 2). Based on other experimentresult published in (Sano, et al. (2015) and Yamada, etal. (2016) concluded that fiber could inhibit thedamage of joint panel by the increment of shear force
carried by the bridging effect of fibers. Fiber bridging
effect gives tensile strength addition to prevent moreof crack widening.

Figure 5.Example of behavior model for joint shear failure(Shiohara, 2001)

Figure 2. Comparison of maximum strength

3 THEORETICAL BASE

Figure 6. Example of behavior model for beam-column
connection failure (Shiohara, 2001)

3.1. Shear Failure of Beam-Column Joints
Earthquake resistant design for reinforced concrete
frames in terms of to design the beam-column joint asa moment resisting frames is an important
groundwork for this research. The basic shear design

The further limitation between joint shear stresstowards joint shear failure can cause the joint shear
failure itself to occur (Figure 7). This experiment
suppressed in this basic idea to make a shear failure.
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Vol. 3 No. 2 (May 2017)

Thus, the fiber effect in joint panel area that has been
observed is a genuine effect caused by shear failure.

Journal of the Civil Engineering Forumbehavior towards applied load. Based on this curve
can be observed the internal energy that has beenabsorbed or released. Skeleton curve used in thisresult section shows the outer section of hystereticlines to observe the highest hysteretic result.

Figure 7. Horizontal joint shear in interior RC beamcolumn joint

3.2. Reversed Cyclic Loading Method
These test methods are designed to evaluate thecapacity of this full-scale specimen under static cyclic
reversed load conditions. The cyclic method gives theload in positive and negative directions by the drift
angle as loading reference. This research was done by
two-cycle method in each drift angle in positive andnegative directions. The reversed method refers tocarry out the reversed drift angle in each cycle frompositive to negative of the same drift angle. This
cyclic loading method is a loading model thatapproach the real condition towards static load during
earthquake. The example of cyclic loading method isshown in Figur 8.

Figure 9. Observed hysteresis curve and envelope curves(ASTM International, 2002)

3.4. Equivalent Viscous Damping Ratio
Damping ability of structure is modeled as viscousdamping. The damping coefficient is stated as
damping ratio that shows the level which is held by
each structure to absorb or release energy
corresponding to physical deformation, fatigue, andstructural damage caused by external force. The
higher damping ratio value, the higher ability ofstructure to absorb energy. Effective damping willmuch reduce or eliminate the structural shake.
Equivalent viscous damping ratio (EVDR) is
calculated by equation as follows.
(1)

Figure 8. Sequential-phased displacement cyclic
displacement (ASTM International, 2002)

3.3. Load-Drift Angle Curve (Hysteresis Curve)
Hysteresis curve is obtained from reversed cyclic loadthat was done on specimen to show the increment ofload and drift angle deviation while reaching thedesired drift angle in each cycle (Figure 9). The flatter
hysteretic loop in each cycle indicates the lower shear
386

Damping energy (WD) is a total area of enclosed curvein hysteretic loops in each cycle, where the absorbed
energy level in each cycle show the structure ability toabsorb and reduce the given external force. Strainenergy (U0) is the maximal energy or internal force
that held within the structure caused by external force
which is enabling structure to deform. Strain energy ineach cycle is the total area of triangle ABC and AED
as shown in Figure 10. Hysteresis loop resulted fromexperiment often asymmetrical because of random
effect during the loading time. Therefore, the area oftriangle ABC and ADE were averaged to obtain strainenergy.

Journal of the Civil Engineering Forum

Vol. 3 No. 2 (May 2017)

Table 1. Specimen list
ID

Fiber type & volume fraction (%)

No. 24*

No fiberNo. 25*
No. 28*

Polyvinyl alcohol (PVA) 1%
Steel 1%

No. 30
Aramid 1%
No. 31
Polypropylene (PP) 1%(*) From previous studies (Sano, et al., 2015) (Ando, et al.,2016)

Figure 10. Damping and strain energy of a cycle (American
Iron and Steel Institute, 2007)

3.5. Shear Capacity
Shear capacity in this experiment defined as an
absolute value of the whole structure to retain
maximum load of shear force in each cycle inhysteresis curve. Accordingly, this absolute value will
be compared towards other fiber type specimens ordesign calculation value. The shear capacity values
are taken directly from the experiment measuring
equipment.
4 RESEARCH METHOD
4.1. Specimen
Specimens identities are listed in Table 1, and Figure
12 shows the dimension of specimens. The internalbeam-column joint in practical application ofbuildings is scaled as beam section by 380mm x
420mm and column section by 500mm x 500mm. The
experimental factors are various type of fiber with thesame volume fraction of 1.0% in joint panel withsimilar specimen’s design. Previous experiments havespecimen No. 24 without fiber, No. 25 with PVA
fiber, and No. 28 with steel fiber. Present experimenthas specimen No. 30 with aramid fiber and No. 31
with PP fiber.

Those specimens are designed to fail by shear failurein joint panel to evaluate the shear performance. This
experiment is intended to observe the shear capacity
by only fiber’s factor in FRCC, the stirrups are notused in joint panel. Therefore, distinct fiber effect injoint panel that has been observed isn’t influenced bystirrups reinforcing strength ability. The casting of
joint panel and beam-column were done separately torepresent the precast system. The upper picture shows
the first step of casted joint panel with FRCC, and thelower picture shows the second step of casted beam
and column with normal concrete. The used castingmaterial is classified in two categories distinguishedby casting place. Joint panel area was using mortar as
FRCC and beam-column area was using ordinary
concrete. The differentiation between mortar andconcrete is in the presence of coarse aggregates,
where concrete uses coarse aggregates and mortar isabsence of coarse aggregates. Volume fraction
defined as a total volume calculated by specificweight divided by total volume of mixture. FRCC mix
proportion is better to have volume fraction by lessthan 2% (based on several types of research).
There are two different types of fiber-reinforcing
usage, those are continually reinforced and discrete
short fibers. This experiment will use discrete shortfibers (less than 50mm long) usage which areincorporated in the matrix by mixing method.
Mechanical properties of various fiber types aredescribed in Table 2 and Table 3. The visualappearance of used fibers is shown in Figure 11.

Table 2. Mechanical properties of concrete and FRCC
Type

Specimen
No. 24
No. 25
Concrete No. 28
No. 30No. 31
No.24
No. 25
No. 28FRCC
No. 30No. 31

Place

Compressive strength (MPa)
39.9
Beam
39.1
and
89.4
column 83.4
72.8
50.3
52.5
Joint
56.8
panel
51.3
51.5

Splitting tensile strength (MPa)
3.55
3.42
5.57
4.09
4.15
2.55
-

Elastic modulus (GPa)
29.6
28.0
38.4
37.1
38.0
17.6
17.1
18.7
17.7
17.2
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Table 3. Mechanical properties of fiber
Fiber
Polyvinyl
alcohol (PVA)
SteelAramidPolypropylene(PP)

Length(mm)

Diameter(mm)

Tensilestrength(MPa)

Elastic
modulus
(GPa)

12

0.1

1200

28

13
30

0.16
0.5

2830
3432

210
73

30

0.7

580

4.9

c)

d)
Figure 11. PVA, steel, aramid, and PP (from left)a)b)

Polyvinyl Alcohol (PVOH or PVA) is a watersoluble white (colorless) and odorless synthetic
polymer. Usually used in papermaking, textiles,
and a variety of coatings.
Steel Fiber is generally carbon steels or alloy(may include carbon (C), silicon (Si), manganese(Mn), phosphorus (P), sulfur (S), and otherelements). Steel fiber has become the mostcommonly-used fiber concrete, though it is fast
being overtaken by other synthetic fiber
reinforced concrete (Bentur & Mindess, 2007).
Common uses of steel fiber besides as an FRCC
are such as protective suits, space suits, and cut
resistant gloves for butchers and other people
working near bladed or dangerous machinery.
Polypropylene (PP) is a thermoplastic polymer
used in a wide variety of applications including
packaging and labeling, textiles (e.g., ropes,
thermal underwear, and carpets), stationery,plastic parts and reusable containers of various
types, laboratory equipment, loudspeakers,
automotive components, and polymer banknotes.
Aramid fibers are a class of heat-resistant andstrong synthetic fibers. Aramid is used inaerospace and military applications, forballistic-rated body armor fabric and ballistic
composites, in bicycle tires, and as an asbestos
substitute.

FRCC

Figure 12. Specimen dimensions

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4.2. Loading and Measurement Method
Columns end are supported by oil jacks at the designatedinflection point to give a static reaction. Story drift angle iscontrolled by hydraulic actuators on the designatedinflection point of beams. Those actuators are responsible
to reverse cyclic load with a target of story drift angle by R
= ±1/400, ±1/200, ±1/100, ±1/67, ±1/50, ±1/33, ±1/25,±1/20 and +1/14 rad shown in

Figure 13. Story drift angle (α) is detected by LVDT.
The LVDTs to measure story drift angle are shown in
Figure 14.4, while to measure local deformation, The
LVDTs are shown in Figure 155.

0.05
0.025
0

5 RESULT AND DISCUSSIONSThis experiment conducted Specimen No. 30 and
No.31 (PP fiber and aramid). Results from Specimen
No. 24, No. 25, and No. 28 (no fiber, PVA fiber, andsteel fiber) are obtained from previous studies (Sanoet al., 2015, Ando, 2016) and presented in this section
to give better comprehension.
5.1. Crack Patterns
Figures presented in Figure 17 show the transition of
the crack patterns of joint panel area according to thepeak step of each drift angle on each fiber types. Fromthese following photos by visual observation, can be
described that specimen with no fiber has the most
severe performance and specimen with PVA fiber has
the most excellent performance in term of damage
resistance based on crack patterns by having theequitable and smaller crack width around the
maximum load.

-0.0255.2. Local Deformations-0.05

Local deformation is calculated by comparing
between total deformation obtained from the beam,column, and joint panel and each member’s
deformation. Maximum deformation rates at joint
panel would achieve the highest number whenmaximum load occurred. Based on Figure 16, it canbe observed around the maximum load, deformation
rate of joint panels in specimens with fiber are
showing reduction compared to the specimen without
fiber. Most of joint panel deformation in thespecimens with fibers is lower than that without fiber.
Thereafter, it can be considered that fibers prevent theshear crack in joint panel to increase.

-0.0750

2

4

6

8 10 12 14 16 18
Cycle

Figure 13. Loading cycle

Figure 14. Measurement of story drift angle

Deformation Rate (%)

Drift Angle (rad)0.075

Vol. 3 No. 2 (May 2017)

60
40
20
0
1/400 1/200 1/100 1/67 1/50 1/33 1/25 1/20

Drift Angle (rad)No fiber

PVA fiber

Aramid fiber

PP fiberSteel fiber

Figure 16. Deformation rates by specimens
Figure 15. Measurement of beam and column local
deformations389

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Figure 17. Q-R Relationship and crack patterns (left: 1/50 rad, right: 1/33 rad)390

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Vol. 3 No. 2 (May 2017)5.3. Shear Capacity of Joint panel
Experiment and calculated values of each specimen
are shown in Table 4 and Figure 18. Those calculated
values of beam bending capacity, column bending
capacity and shear capacities are calculated using
predicting formulas as the same as conventional
concrete specimen calculation (Architectural Instituteof Japan, 1999). After comparing the predicted shear
force (panel joint shear capacity) versus experimentresults (maximum load), all the specimens confirmedthat experimental value is higher than calculated
value. Based on this result, due to fiber adding into
mortar matrix is considerable to increase the shear
capacity.

19, steel fiber could be considered to have highest
shear performance because steel fiber has the highest
mechanical properties in term of elastic modulus andafterward followed by aramid fiber which has second
highest of elastic modulus, then followed sequentiallyby PP fiber and PVA fiber. Eventually, joint panel
without fiber has lowest shear performance.
Therefore, it is considered that elastic modulus offiber would influence the shear performance.

Table 4. List of calculation & experimental value in kN
Specimen
Panel joint shear capacityfrom calculated values (*)
Maximum load fromexperiment results

No.
28

No.
30

No.
31

434

456

423

426

459

577

544

495

without fiber contribution

Figure 19. Q-R relationship by various fiber types inskeleton curve600

5.5. Maximum Load

500

Figure 20 shows that the maximum load of specimens
with fiber are higher than that of without fiber. Afterthe maximum load, shear crack width was increasing
and the peak load of each loading cycle started todecrease due to shear failure in joint panel. As
previously described, elastic modulus of fiber isconsidered to influence the shear performance. Steelfiber has the highest elastic modulus followed byaramid, PVA, and PP sequentially. Steel fiber has themost excellent performance among all those fiber
types followed by aramid fiber, PP fiber, PVA fiber,and specimen with no fiber has the poorest
performance. Based on these results, it is consideredthat shear performance of joint panel is improved dueto the influence of elastic modulus of fiber.

400
300
200
100
0

PVA

Steel

AramidPP

Figure 18. Shear capacity values of each fiber type of
specimens

5.4. Story Drift Angle and Shear Force Relationships
The skeleton curve of Q-R relationship is simplified in
Figure 19. 17 and can be observed that specimen withvarious fiber types has widened the maximum loadand hysteretic area. Figure 17 shows relationshipbetween applied loads versus story drift angle(hysteretic curve). Each specimen with different fiber
types has different drift angle of maximum load. The
maximum load was observed at 1/50 in specimens
without fiber, with PVA fiber, and with PP fiber.
Specimens with steel fiber and aramid fiber havemaximum load at drift angle of 1/33. Based onmechanical properties of various fiber types in Table
3, Aramid fiber has the highest tensile strength
followed by steel fiber, PVA, and PP sequentially.
Steel fiber has the highest elastic modulus followed byaramid, PVA, and PP sequentially. Based on Figure

600
500

Q (kN)Q (kN)

(*)

No.
25

400
300
200
100
0

No fiber

PVA

Steel

AramidPP

Figure 20. Maximum load of each fiber type of specimens
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Vol. 3 No. 2 (May 2017)5.6. Equivalent Viscous Damping Ratio
The equivalent viscous damping ratio in each loading
cycle is shown in Figure. Specimens with fibers show
an insignificant effect compared to the specimen
without fiber. All specimens show a similar trend line
along with drift angle that specimens with fiber are
just slightly decreased in equivalent viscous damping
ratio. For example, the equivalent viscous damping
ratio in first and second cycle at the maximum peak of
1/50 and 1/33 are observed slightly decreased. The
equivalent viscous damping ratio results are still varydepending on fiber type. Based on this result, by theadding of fiber into the matrix would giveinsignificant impact towards equivalent viscousdamping ratio.

(a)Journal of the Civil Engineering Forumwith fibers are ranged between 7.8% until 15.6%. The
equivalent viscous damping ratio results are still varydepending on fiber type with the differentiation range
is just ranged about 1.3% until 4.8%. Based on theseresults, fiber adding would give insignificant effecttowards equivalent viscous damping ratio. The slighteffect of equivalent viscous damping ratio will stillneed a further research.
6 CONCLUSIONSa) The expansion of crack width due to shear force
was observed to be inhibited by adding fibers injoint panel area. Among the various types of fiber,
PVA fiber has the most excellent performance interm of damage resistance based on crack patterns
with equitable and smaller crack width aroundmaximum load.
b) Shear capacity of joint panel without fiber isincreased by the effect of fiber types. Among thevarious types of fiber, steel fiber shows thegreatest shear capacity with the widest area ofhysteretic area.
c) Most of deformation rate in specimens with fibers
were decreased along with drift angle, comparedto those without fiber.
d) The fiber adding would give insignificant impact
towards equivalent viscous damping ratio with thedifferentiation range is just ranged about 1.3%
until 4.8%.
e) Mechanical properties of each fiber types,
especially elastic modulus properties are observed
to give the most impact towards shear
performance compared to tensile strength
properties.
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(b)
Figure 19. Equivalent viscous damping ratio (heq) of (a) 1s
loading cycle, and (b) 2nd loading cycle

The first cycle of specimen with no fiber is ranged
between 12.2% until 17.7%, while specimen withfibers are ranged between 7.9% until 16.4%. Followedby the second cycle of specimen with no fiber isranged between 12.6% until 16.9%, while specimen
392

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