RELIABILITY STUDIES ON COMPOSITE COLUMNS USING RELIABILITY INDEX APPROACH

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 09 Issue: 07 | July 2022 www.irjet.net p-ISSN: 2395-0072
© 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2810
RELIABILITY STUDIES ON COMPOSITE COLUMNS USING RELIABILITY
INDEX APPROACH
Syeda Javeria Tabassum1, Dr N S Kumar2
1
PG Student, Dept. of Civil Engineering, Ghousia College of Engineering, Ramanagara, Karnataka, India
2
Prof & HOD, Dept. of Civil Engineering, Director (R&D), Ghousia College of Engineering, Ramanagara, Karnataka,
India
---------------------------------------------------------------------***---------------------------------------------------------------------
Abstract - Reliability is the capacity of the structure
to satisfy the construction specifications outlined
under particular circumstances throughout the
service life for which it is intended. Different levels
of reliability can be established based on the
carrying capacity, serviceability, and durability of
the construction. The reliability index is one of the
greatest ways to illustrate the degree of uncertainty
in the notion of reliability. The reliability analysis of
CFT is conducted in the present study by FOSM (First
Order Second Moment) method to clearly
understand the impact of the random features of
CFT. The definition of the performance functions is
based on the numerical modelling of earlier works
of literature and statutory provisions. Reliability
index is analysed by FOSM for longer columns (L/D
> 12) and for shorter columns (L/D < 12).
Probability of failure is calculated for different
dimensions of both the columns.
Keywords— Concrete fil1ed steel tubular (CFST), First
order second moment (FOSM), First order Reliability
method (FORM), second order Reliability method
(SORM).
1. INTRODUCTION
1.1 General
CFST columns are in great demand in construction work
because of their small cross-sectional area to load-carrying
capacity ratio. With this great feature, the huge concrete
columns in tall structures can be replaced by smaller
sections of CFST columns. And also, for bridges constructed
in a very compact area, CFST elements can serve as piers for
bridges. But even though such structural elements must be
fully investigated before being used in critical structures,
The CFST columns exhibitincreasedcompressivestrengthas
they combine the actions of the steel tube and concrete. The
steel section is restricted to local buckling by the concrete
core. This CFST column has become increasingly used.
Composite columns are made up of amalgamation of
concrete and steel, and make use of the beneficial properties
of the component materials. Use of this, reduces the size of
column and gives the premium floor space, which can
ultimately lead to considerable economic savings. A
composite column is a compression componentinwhichthe
steel and concrete elements act inconcert. Theconcretecore
in a composite column resists not only compressive
pressures but also buckling of steel components.
1.2 Bond strength of composite columns
The bond strength in the composite columns plays highly
recognisable role in the construction. Bond strength
essentially influences pressure move in the CFST segment
between the concrete center and steel tube. It likewise
assumes a significant part in forestalling limited clasping of
steel tubes, giving long-lasting formwork, and giving steel-
concrete bond strength, guaranteeing that the two
unmistakable partscooperatetoendurethedifferentoutside
loadings of pressure, twist, shear, and bowing second.
Accordingly, the structural way of behaving of CFST still up
in the air by the bond strength.
Numerous structural advantages come from the concrete
poured inside the hollow steel tubes, including enhanced
strength due to concrete confinement, less dead load,
material savings, and construction that is simpler and
quicker than using conventional techniques.
The steel pipe's cross-sectional form, flatwidth,diameter,or
thickness, slenderness ratio, concrete core strength, and the
steel pipe's local buckling behaviour are all contributing
elements to the rise in strength.
1.3 Steel and concrete working together asacomposite
A helpful explanation of the compound activity of concrete
and steel is provided by the display of sections under hub
pressure. There is a separation between the steel wall and
the concrete centre because the poisson's proportion for
concrete is lesser than that for steel during the underlying
stages of stacking. According to Furlong [1], the poisson's
ratio of concrete similarly rises with the load, from 0.15 to
0.2 in the elastic range to 0.5 in the inelastic range.
1.4 Concrete Confinement
Concrete confinement is the three-dimensional stress state
that forms under an axial load and increases strength as a

result of the development of radial pressure at the steel-
concrete contact.
Concrete confinement has a more noticeable effect on
circular sections because membrane type buckling causes
them to fail, whereas it has little to no effect in rectangular
sections. Since the steel tube encircling the concrete core in
circular portions acts as lateral restraint, full contact
between the steel and concrete occurs, increasing strength.
According to Von Mises' yield criterion, this gain offsets the
decrease in steel's yield strength in compression caused by
the hoop tension required to confine concrete. Due to plate
buckling, hoop stress created in rectangular portions varies
along the sides. The confining effect is lessened as a result.
The confinement effect is lessened due to the rise in
slenderness also in circular sections.
1.5 Concrete Core Strength
The stiffness of CFT columns is determinedbytheconcrete's
core strength. Although columns those are filled with high
strength concrete display brittle behaviour and crush when
loaded, stiffness rises as concrete core strength increases.
Additionally, according to O Shea and Bridge [5], stiffness
loss for high strength concrete in filled tubular columns
happens quickly and occasionally with axial strain reversal.
But it is a truth that filled columns become highly strong to a
greater extent as the strength of the concrete core rises.
2. RELIABILITY STUDIES
2.1 Reliability
The potential that a system or component will carry out its
intended performancecorrectlyfora predeterminedamount
of time under predetermined operating conditionsisknown
as reliability. The failure rate or the hazard rate is a crucial
component of reliability analysis because it gives an
indication of how the probability of failure evolves
throughout the course of a component's lifetime. In actual
use, it frequently takes the shape of a bathtub. Thereliability
assessment process involves choosing a reliability model,
analysing the model, calculating the reliability performance
indices, and evaluating the results, which includes deciding
whether to make adjustments.
2.2 Reliability Index
Since it is expected that both the resistance provided by a
system "R" and the load measurements on the system "S"
vary, M = R -S will also show fluctuation. The dependability
index ‘β’ is known as the ratio between the meanvalueof the
M function (µM) and the standard deviation of the M
function (σM). If ‘M’ has a normal distribution and if ‘Φ’ is
the cumulative distribution function, then β = -Φ(1-
Reliability) = µM / σM.
2.3 Most Probable Point of Failure
The Most Probable Point (MPP)isalsoknown asthepointon
the limit state that is furthest from the origininconventional
normal space.
Pf = Φ (-β) (1.1) yields the first-order reliability
estimate.
Where ‘Φ’ is the standard normal variable's cumulative
distribution function and ‘β’ is thedistancefromtheorigin to
MPP. Different methods can be used to determine the most
likely point (MPP). Figure 3.1 makes it obvious that the
estimated MPPs fall within the target reliability range.
Fig: 3.1 most probable point of failure
2.4 Uncertainties in Civil Engineering and Its
Resources
Despite the uncertainties in the many factors employed in
the study and design of the structure, it is very difficult to
calculate the absolute safety of the structure using
deterministic analysis. Therefore, one of the mostimportant
approaches to offer a justification for a safety requirement
for a building is to evaluate its dependability or likelihood of
failure. A popular definition of reliability is the possibility
that a structure will continue to serve its original purpose.
Failure of a structure is a generic term that doesn't always
mean major failure, but rather that the structure doesn't
work as intended, the possibility of failure is used as a
measurable indicator of safety factor in calculations
involving structural reliability.
Various uncertainties plague the design process in civil
engineering. Some of their hidden traits can be easily
distinguished, while others cannot. Stochastic and
uncertaintyinimplementing systemsanditscomponents are
two categories of uncertainty in civil engineering. The first
group is probabilistic, but the other group depends on
human understanding of the behaviour of the entire system
and its constituent parts. The five groups that make up the
most significant source of uncertainties in civil engineering
are as follows.

1. Uncertainty in loading
2. Uncertainty in resistance
3. Uncertainty in modelling
4. Uncertainty in selecting the designing codes
5. Human error
3. RELIABILITY METHODS
The reliability technique, according to JCSS, can be divided
into three categories. All semi-probabilistic methods,suchas
the semi-probabilistic safety concept, are summarised at
level 1. The idea is the methodological underpinning of
structural engineering standards and norms. To ensure the
necessary level of reliability, it makes use of part of safety
considerations and characteristics of materials and
operations. There can be no distribution functions utilised,
and level 1 is expected to use linear limit state functions. 1st
and 2nd order reliability theories (FORM/SORM) establish
level 2 technique. The techniques are applied to level 1 code
calibration. Probabilistic techniques including numerical
integration, stochastic simulation, Monte Carlo, and others
are included at level 3.The methods are employedto ratethe
level 1 and level 2 models. For direct structural studies,level
2 and level 3 methods can be utilised, although due to their
complexity, they are rarely used. When conventional
approaches cannot give the analyses, or when the current
margin of safety need to be precisely calculated, the
application of the methodologies makes sense.
The point state "g(X)=0" is oftentimeslinearized bymeansof
the Taylor series development. In this strategy, constancy is
assessed utilizing the 1st or 2nd request Taylor series
development. The First Order Second Moment (FOSM) and
Second Order Second Moment (SOSM) approaches,
individually, are the names of these procedures.
4. Reliability Analysis
Reliability and probability of failure are
calculated by FOSM (First Order Second Moment) method
for longer and shorter columns by taking L/D ratio as:
Longer columns, L/D > 12
Shorter columns, L/D < 12
According to Eurocode -4
Limit state function is
G(θE x E, θR x R)= θR x R- θE x E
Where
E- Random variables for action effects.
R- Random variables for resistance of structural
member.
Design buckling resistance of composite column
Rd = k {(AsFy/γm) + (0.875AcFck/γc)}
As- Area of steel tube,
Ac- area of concrete,
Fy- yield strength of steel,
Fck- compressive strength of concrete,
γm&γc- partial safety factor,
Table: Statistical parameters of random variables
Category Of
Variables
Variables Distribution Mean
Value
µx
Standard
Deviation
Σx
Model
Uncertainty
Action Effect
Factor (Θe)
Normal 1 0.10
C/S Area (A) Normal µa 0.02 µa
Yield
Strength
(Fy)
Log-Normal Fy+2
Σx
30
Compressive
Strength
(Fck)
Log-Normal Fck+2
Σx
5
Resistance
Factor For
CFT (Θr)
Normal 1.10 0.14 µq
Actions Permanent
(G)
Normal GK 0.1 µg
4.1 Reliability Analysis by Using First Order Second
Moment (FOSM) Method
Data:
 Outer dia of the tube = 33.7 mm
 Thickness = 2.9 mm
 Inner dia of the tube = 30.8 mm
 Length = 300 mm
 Fck = 23.93 N/mm^
 Fy = 310 N/mm^
 Pcr = 123000 N
 ɣm = 1.15
 ɣc = 1.5
 Area of Steel (As) = 146.83425 mm^2
 Area of Concrete (Ac) = 744.6824 mm^2
According to Euro code,
Performance function is, M = R – S

M = margin of safety
R = capacity of column
S = Demand
M= θR((As x Fy /ɣm)+ (0.85*Ac*Fck/ɣc))- θE* Pcr
Where:
As/ɣm = 127.6819565
0.85*Ac/ɣc = 421.9866933
θR = Resistance factor for CFST
θΕ = Action effect factor
Consider:
θR= x1 Fy=x2 Fck=x3 θE=x4
M= (As/ɣm)*x1*x2+ (0.85*Ac/ɣc)*x1*x3-x4*Pcr
μm = -57107.88282
σR = 19688.52151
Reliability Index (β) = μm/σR = -2.900567358
Probability of Failure, From Z Table for 0%
Pf = 0.187%
5. RESULTS
Further results are tabulated for longer columns (L/D>12)
and shorter columns (L/D<12). Graphs are ploted
accordingly.
Table: Reliability Index by FOSM Method - Longer Columns
(L/D > 12)
SL
no
Diameter
mm
Thickness
mm
Lengthmm Reliability
Index by
FOSM (First
Order Second
Moment
Method)
1 33.7 2.6 300 -1.24
2 33.7 2.6 300 -1.5
3 33.7 2.6 300 -1.43
4 33.7 3.2 300 -1.23
5 33.7 3.2 300 -1.23
6 33.7 3.2 300 -1.16
7 33.7 4 300 -1.2
8 33.7 4 300 -1.25
9 33.7 4 300 -1.21
10 42.4 2.6 300 -1.29
11 42.4 2.6 300 -1.39
12 42.4 2.6 300 -1.29
13 42.4 3.2 300 -1.12
14 42.4 3.2 300 -1.18
15 42.4 3.2 300 -1.11
16 42.4 4 300 -1.04
17 42.4 4 300 -1.12
18 42.4 4 300 -1.06
19 48.3 2.6 300 -1.24
20 48.3 2.6 300 -1.29
21 48.3 2.6 300 -1.18
22 48.3 3.2 300 -0.95
23 48.3 3.2 300 -0.96
24 48.3 3.2 300 -0.91
25 48.3 4 300 -0.83
26 48.3 4 300 -0.86
27 48.3 4 300 -0.83
Table: Reliability - Longer Columns (L/D > 12)
1 33.7 2.6 300 0.89251 89.25
2 33.7 2.6 300 0.93319 93.32
3 33.7 2.6 300 0.92364 92.36
4 33.7 3.2 300 0.89065 89.07
5 33.7 3.2 300 0.89065 89.07
6 33.7 3.2 300 0.85543 85.54
7 33.7 4 300 0.88493 88.49
8 33.7 4 300 0.89435 89.44
9 33.7 4 300 0.88686 88.69
10 42.4 2.6 300 0.90147 90.15
11 42.4 2.6 300 0.91774 91.77
12 42.4 2.6 300 0.90147 90.15
13 42.4 3.2 300 0.86864 86.86
14 42.4 3.2 300 0.881 88.10
15 42.4 3.2 300 0.8665 86.65
16 42.4 4 300 0.85083 85.08
17 42.4 4 300 0.86864 86.86
18 42.4 4 300 0.85543 85.54
19 48.3 2.6 300 0.89251 89.25
20 48.3 2.6 300 0.90147 90.15
21 48.3 2.6 300 0.881 88.10
22 48.3 3.2 300 0.82894 82.89
23 48.3 3.2 300 0.83147 83.15
24 48.3 3.2 300 0.81859 81.86
25 48.3 4 300 0.79673 79.67
26 48.3 4 300 0.80511 80.51
27 48.3 4 300 0.79673 79.67

Graph: Variation of Reliability- Longer Columns
(L/D > 12)
Table: Reliability Index by FOSM method- Shorter Columns
(L/D <12)
Sl
No
Diameter
mm
Thickness
mm
Length
mm
Reliability Index by
FOSM (First Order
Second Moment
Method)
1 33.4 1.65 135 -0.58
2 33.4 2.11 201 -0.72
3 33.4 2.77 268 -0.72
4 33.4 1.65 135 -0.73
5 33.4 2.11 201 -0.73
6 33.4 2.77 268 -0.72
7 33.4 1.65 135 -0.74
8 33.4 2.11 201 -0.74
9 33.4 2.77 268 -0.73
10 42.2 1.65 170 -0.74
11 42.2 2.11 254 -0.74
12 42.2 2.77 338 -0.73
13 42.2 1.65 170 -0.75
14 42.2 2.11 254 -0.74
15 42.2 2.77 338 -0.74
16 42.2 1.65 170 -0.76
17 42.2 2.11 254 -0.75
18 42.2 2.77 338 -0.74
19 48.3 1.65 194 -0.75
20 48.3 2.11 290 -0.74
21 48.3 2.77 387 -0.73
22 48.3 1.65 194 -0.77
23 48.3 2.11 290 -0.75
24 48.3 2.77 387 -0.74
25 48.3 1.65 194 -0.78
26 48.3 2.11 290 -0.76
27 48.3 2.77 387 -0.75
Table: Reliability - Shorter Columns (L/D <12)
Sl
No
Diamet
er mm
Thicknes
s mm
Lengt
h mm
Reliabilit
y
Reliabilit
y in %age
1 33.4 1.65 135 0.71904 71.904
2 33.4 2.11 201 0.76424 76.424
3 33.4 2.77 268 0.76424 76.424
4 33.4 1.65 135 0.7673 76.73
5 33.4 2.11 201 0.7673 76.73
6 33.4 2.77 268 0.76424 76.424
7 33.4 1.65 135 0.77035 77.035
8 33.4 2.11 201 0.77035 77.035
9 33.4 2.77 268 0.7673 76.73
10 42.2 1.65 170 0.77035 77.035
11 42.2 2.11 254 0.77035 77.035
12 42.2 2.77 338 0.7673 76.73
13 42.2 1.65 170 0.77337 77.337
14 42.2 2.11 254 0.77035 77.035
15 42.2 2.77 338 0.77035 77.035
16 42.2 1.65 170 0.77637 77.637
17 42.2 2.11 254 0.77337 77.337
18 42.2 2.77 338 0.77035 77.035
19 48.3 1.65 194 0.77337 77.337
20 48.3 2.11 290 0.77035 77.035
21 48.3 2.77 387 0.7673 76.73
22 48.3 1.65 194 0.77935 77.935
23 48.3 2.11 290 0.77337 77.337
24 48.3 2.77 387 0.77035 77.035
25 48.3 1.65 194 0.7823 78.23
26 48.3 2.11 290 0.77637 77.637
27 48.3 2.77 387 0.77337 77.337
Graph: Variation of Reliability- Shorter Columns
(L/D < 12)
6. CONCLUSIONS
 The difference between the analytical and codal
results for longer and shorter CFT columns
demonstrates the suitability of the design.

 The CFT columns are strong enough to withstand
the imposed loads, and experimental and analytical
findings will be consistent.
 Reliability Index analysed by FOSM method for
longer columns increases as increase in diameter
and thickness of column, whereas, for shorter
columns remains almost constant.
 When the steel tube's thickness is increased while
other factors such as concrete grade, steel grade,
length, and diameter remain constant, the
probability that the CFT column will fail increases.
 The probability of the CFT column failing decreases
as concrete quality in the steel tube increases,
keeping other factors such as length, diameter, and
thickness unchanged.
 The probability of the CFT column failing increases
with an increase in steel tube diameter at constant
concrete grade, steel grade, length, and thickness.
7. REFRENCES
[1] Furlong, R.W., 1967, “Strength of Steel-encased Concrete
Beam columns,” J. Structural Engineering; ASCE, 93(5),
pp.113-124.
[2] Schneider, S., 1998, “Axially Loaded Concrete Filled Steel
tubes,”ASCE, J. Structural Engineering., 124(10), pp.1125-
1138.
[3] Shanmugam, N. E., and Lakshmi, 2001, “State of the Art
report on Steel Concrete Composite Columns,” J. of
Constructional Steel Research., 57(1), pp. 1041-1080.
[4] Prion, HGL, and Boehme, J., 1989, “Beam-column
Behaviour of Steel tubes Filled withHigh-strengthconcrete,”
Proc. Fourth International Colloquium, SSRC, NewYork., pp.
439 - 449.
[5] O’Shea, M. D., and Bridge, R. Q., 1995, “Circular Thin
Walled Concrete filled Steel tubes,” Proc. PCSSC 95, 4th
Pacific Structural Steel Conference, Steel-Concrete
Composite Structures., 3, pp.53 - 60.
[6] Milan Holicky& Jana Markova “calibration of reliability
elements for a columns” JCSS workshop on reliability based
code calibration.
[7] EC4: 1994, Eurocode 4: Design of Composite Steel and
Concrete structures, European Committee for
Standardization, Brussels, Belgium
[8] AISC: 2005, Load and Resistance Factor Design
Specification forStructural Steel Building,AmericanInstitute
of Steel Construction, Chicago.
[9] AISC-LRFD: 1999, Load and Resistance Factor Design
Specification forStructural Steel Building,AmericanInstitute
of Steel Construction, Chicago.
[10] ACI318: 1999, Building Code Requirements For
Structural Concrete and Commentary, American Concrete
Institute, Farmington Hills, Mich.
[11] AS3600: 1994, Australian Standards for Reinforced
Concrete Structures, Standards Australia, Sydney.
[12] AS4100: 1998,AustralianStandardsforSteel structures,
Standards Australia, Sydney.
[13] Surya J. Varma and Jane H. Henderson “Study on the
Bond Strength of Steel-Concrete CompositeRectangular
Fluted Sections” https://doi.org/10.1155/2020/8844799.
[14] Chethan Kumar S, Khalid Nayaz Khan and N.S.Kumar
“RELIABILITY STUDY OF CONCRETE FILLED TUBES USING
RELIABILITY INDEX APPROACH” International Journal of
Advances in Mechanical and Civil Engineering, ISSN: 2394-
2827
[15] Zhong Tao, Tian-Yi Song, Brian Uy, Lin-Hai Han “Bond
behaviour in concrete-filled steel tubes” Journal
ofConstructional Steel Research, 120, 81-
93.https://doi.org/10.1016/j.jcsr.2015.12.030
[16] IzabelaSkrzypczaka, Marta Sáowikb, Lidia Buda-OĪóga
“The application of reliability analysis in engineering
practice –reinforced concrete foundation” Procedia
Engineering 193 ( 2017 ) 144 – 151
[17] Wan-Qing Lyu, Lin-Hai Han “Investigation on bond
strength between recycled aggregate concrete(RAC) and
steel tube in RAC-filled steel tubes”Journal of Constructional
Steel Research 155 (2019) 438–459
[18] Anusha T S, Dr.N.S.Kumar “Optimization of Bond
strength in CFST Columnsusing GRA (GreyRelational
Analysis)” 2021 IJCRT | Volume 9, Issue 7 July 2021 | ISSN:
2320-2882
[19] MilovanStanojev, DragoslavStojić “RELIABILITY
ANALYSIS OF STRUCTURES” Series: Architecture and Civil
Engineering Vol. 12, No3, 2014, pp. 265 – 272DOI:
10.2298/FUACE1403265S
[20] Shivadarshan S, Chethan Kumar S, Dr. N. S. Kumar
“Experimental Investigation on Bond Strength in Self-
CompactingConcrete Filled Steel Tube” Impact Factorvalue:
7.211 | ISO 9001:2008 Certified Journal |
[21] AbubakarIdris and Mohammed UsmanAttah 2007
“Reliability Investigation of Steel Cased Columns”Australian
Journal of Basic and Applied Sciences, 1(4): 561-570, 2007
ISSN 1991-8178.

[22] Arvind Kumar Mishra “Role of Reliability Analysis in
Structural Design” HYDRO NEPAL | ISSUENO.24|JANUARY
2019
[23] M. Tomii, K. Yoshimura, Y. Morishita, A method of
improving bond strength between steel tube and concrete
core cast in circular steel tubular columns, Transactions of
the Japan Concrete Institute, vol. 2, 1980, pp. 319–326.
[24] M. Tomii, K. Yoshimura, Y. Morishita, A method of
improving bond strength in between steel tubeandconcrete
core cast in square and octagonal steel tubular columns,
Transactions of the Japan Concrete Institute,vol.2,1980, pp.
327–334.
[25] K.S. Virdi, P.J. Dowling, Bond strength in concrete filled
steel tubes, IABSE Proceedings, vol. 80, 1980, pp. 125–139,
P-33.
[26] H. Shakir-Khalil, Push out strength of concrete-filled
steel hollow sections, Struct.Eng. 71 (1993) 230–243.

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