Design aids for tension members as per revised is 800 2007eSAT Journals
Abstract The B.I.S. recently revised the new IS: 800-2007 . This is based on limit state method. This new code includes variety in elements like tension members, compression members , flexural members, combined connection, combined axial and bending design of members. The B.I.S. has yet not published any design aids based on new IS: 800-2007. For saving time in various design of structural steel section, one need to have their own computer programme or design aids or spreadsheet which is based on IS: 800-2007. In this research we have developed excel programme spreadsheet to analyze & design tension members, which will help the structural designer to save their time in designs. Also we have prepared design aids to find out the capacity on angled tension member with single row of bolts connected to the gusset plate. Keywords: Tension members, Design aids , IS:800-2007 , Analysis , Designing , Spreadsheet, Structural steel
Experimental And FE Analysis Of Eccentric Loaded Symmetrical And Unsymmetrica...IJERA Editor
This paper presents experimental and FE analysis of eccentric loaded bolted joint under symmetric and unsymmetrical bolt system with consider bolt pretension. A cad model of a bolted joint has been developed using modeling software PROE5.0 and FE analysis was carried out by using ANSYSWORKBENCH12.0.stress analysis has been carried out by varying bolt pattern of bolted joint for predict maximum heavily loaded bolt. Experimental work was conducted to measure maximum shear strength of the specimens for validation of the developed FE model. Experimental work was carried out on hydraulic jack and specimen of bolted joint was tested to know maximum shear strength of bolt. The results from both FE analysis and experimental work were then compared and show close results among them.
Design aids for tension members as per revised is 800 2007eSAT Journals
Abstract The B.I.S. recently revised the new IS: 800-2007 . This is based on limit state method. This new code includes variety in elements like tension members, compression members , flexural members, combined connection, combined axial and bending design of members. The B.I.S. has yet not published any design aids based on new IS: 800-2007. For saving time in various design of structural steel section, one need to have their own computer programme or design aids or spreadsheet which is based on IS: 800-2007. In this research we have developed excel programme spreadsheet to analyze & design tension members, which will help the structural designer to save their time in designs. Also we have prepared design aids to find out the capacity on angled tension member with single row of bolts connected to the gusset plate. Keywords: Tension members, Design aids , IS:800-2007 , Analysis , Designing , Spreadsheet, Structural steel
Experimental And FE Analysis Of Eccentric Loaded Symmetrical And Unsymmetrica...IJERA Editor
This paper presents experimental and FE analysis of eccentric loaded bolted joint under symmetric and unsymmetrical bolt system with consider bolt pretension. A cad model of a bolted joint has been developed using modeling software PROE5.0 and FE analysis was carried out by using ANSYSWORKBENCH12.0.stress analysis has been carried out by varying bolt pattern of bolted joint for predict maximum heavily loaded bolt. Experimental work was conducted to measure maximum shear strength of the specimens for validation of the developed FE model. Experimental work was carried out on hydraulic jack and specimen of bolted joint was tested to know maximum shear strength of bolt. The results from both FE analysis and experimental work were then compared and show close results among them.
Bolted Joints Analysis Methods and EvaluationIJMER
Calculation of accurate bolt forces is the primary requirement in many industries. All the
theoretical calculations for bolt forces, includes many significant assumption based on idealized
mechanical models. In this paper two models of flange joints were taken and analyzed
forpretensionvariation due to internal temperature changes, And for theForces induced in the bolt due to
the combined effect of external forces applied and internal temperature change. The results were utilized
to gain insight into joint softening that arises from gradual, nonlinear opening of flange gap under
external tension. Later these results were compared with the theoretical calculations, and our models
allow relaxations for many assumptions in theoretical calculations
Fracture mechanics CTOD Crack Tip Opening DisplacementDavalsab M.L
Fracture Mechanics .Whilst the Crack Tip Opening Displacement (CTOD) test was developed for the characterisation of metals it has also been used to determine the toughness of non-metallics such as weldable plastics.
The CTOD test is one such fracture toughness test that is used when some plastic deformation can occur prior to failure - this allows the tip of a crack to stretch and open, hence 'tip opening displacement
Bolts are widely used as critical load transferring components. Despite the importance to integrity and safety, little attention has been paid to the correct use of bolts and bolting materials.
Bolted Joints Analysis Methods and EvaluationIJMER
Calculation of accurate bolt forces is the primary requirement in many industries. All the
theoretical calculations for bolt forces, includes many significant assumption based on idealized
mechanical models. In this paper two models of flange joints were taken and analyzed
forpretensionvariation due to internal temperature changes, And for theForces induced in the bolt due to
the combined effect of external forces applied and internal temperature change. The results were utilized
to gain insight into joint softening that arises from gradual, nonlinear opening of flange gap under
external tension. Later these results were compared with the theoretical calculations, and our models
allow relaxations for many assumptions in theoretical calculations
Fracture mechanics CTOD Crack Tip Opening DisplacementDavalsab M.L
Fracture Mechanics .Whilst the Crack Tip Opening Displacement (CTOD) test was developed for the characterisation of metals it has also been used to determine the toughness of non-metallics such as weldable plastics.
The CTOD test is one such fracture toughness test that is used when some plastic deformation can occur prior to failure - this allows the tip of a crack to stretch and open, hence 'tip opening displacement
Bolts are widely used as critical load transferring components. Despite the importance to integrity and safety, little attention has been paid to the correct use of bolts and bolting materials.
Design and Analysis of Flange CouplingIJERA Editor
The approach utilizes standard design equations of these couplings and links them together in computer software to determine the design parameters of the couplings. In general, most flange coupling is available in transformation system and automobile industries. A flange coupling usually applies to a coupling having two cast iron flanges. To achieve a require goal, a design of bolted unprotected flange coupling is modeled in to a cad package named Solid works. Furthered the finite element analysis module is created in ANSYS Workbench by using ANSYS Static Structural module which has a predefined process to obtain optimum results.
System shear connector jakarta digunakan sebagai aplikasi dalam konstruksi bangunan untuk menghasilkan kekuatan coran beton lebih kuat dan stabil sesuai dengan perhitungan engineering civil. Dalam hal ini ada 2 hal perhitungan kekuatan secara umum yaitu kekuatan kelengketan stud pada batang baja sesudah dilas. Dan yang kedua adalah kekuatan stud bolt yang digunakan.
Comparative Study on Anchorage in Reinforced Concrete Using Codes of Practice...IJERA Editor
The evaluations of anchorage strength of bars in reinforced concrete are varied in codes of practice and
equations by researchers on the base of their approaches and philosophies.
This paper (Part I) aims to have a comparative study between the predictions by codes of practice of BS8110
and EC2 and those equations by Darwin et al, Morita and Fuji, Batayneh and Nielsen and results of 164 tests
from literature.
In this part the case of straight anchorage bars without transverse pressure is considered. Some major parameters
including compressive strength, and in terms of ratio of concrete cover to bar diameter and ratio of anchorage
length to bar diameter , are addressed in detail.
Although various parameters are involved in anchorage design equations, it is observed that every code has
merit over the other codes in some aspect. The presented discussion highlights the major areas of differences
which need attentions in the future for more investigations.
The main conclusion has been presented in part II to include the study of straight anchorages with transverse
pressure. The conclusions should cover the both cases to obtain the fair assessments for bond strength by those
expressions used in this study.
Experimental Evaluation of Metal Composite Multi Bolt Radial Joint on Laminat...IJERA Editor
Longitudinal tensile load exerted due to internal hydraulic pressure, on bolted radial joints between large size PAN carbon epoxy filament wound composite cylindrical section and small size 15CDV6 steel cylindrical sections, were simulated and tested on flat laminate level, mainly to check the strength of PAN carbon epoxy helical wound laminate made by wet winding method. Small segmental portion of circumference of cylindrical sections was considered as width of composite laminate and of metallic plates, necessary to accommodate 5 rows of fasteners in transverse direction with specified pitch distance. Bolted radial joints between carbon epoxy helical wound flat laminate and 15CDV6 steel plates were realized with 8 numbers of steel fasteners distributed in 3 longitudinal and 5 transverse rows at each joint. Helical angle of winding, length and thickness of carbon epoxy laminate was ±22.5°, 458mm and 11mm respectively. Length and structural thickness of radial joints, total length and width of assembly test specimen were 98mm, 18mm, 870mm and 169.43mm respectively. Joints were tested under uni-axial tensile load up to failure. Joints failed at 18 tonnes (1.7 times of design load). Failure mode was observed as initiation of bearing failure at all 8, countersink fastener holes in laminate and shear out failure at edge hole. Strains in fibre direction, at 45°and at transverse to fibre direction were found very less. Maximum compressive strain and residual strain, near fastener holes were found as -1423 and -136 micro strain respectively. Test was successful.
Design analysis of Cotter joint used in piston rod and crosshead a.pptx138HemangiAhire
Design analysis of Cotter joint
used in piston rod and crosshead
1.Abstract
2.Introduction
3.Literature survey
4.Design of cotter joint
5.Cotter joint to connect piston rod and crosshead
6.Example problem statement
7.3d modelling of cotter joint
8.Analysis of cotter joint
9.Result and discussion
10.Conclusion
11.Suggestion for future
12.References
PARAMETRIC STUDIES ON THE EFFECT OF FOUR TYPES OF FASTENER MODELING IN CHANNE...ijmech
In this paper, some parametric studies on four types of Channel type tension fitting’s fasteners’ stiffness
modeling is presented. Tension fittings are commonly classified into five types. They are Bathtub fitting,
Channel fitting, Angle fitting, ‘PI’ fitting and Double angle fitting. Tension fittings are conservatively sized
as their weight is usually small relative to their importance. In the previous studies, the channel fitting was
considered to be fixed at all the fastener locations. Thus, the results obtained were conservative because
the load was getting reacted at the first line of fasteners only. In order to study the effect of fastener’s
flexibility and hence the load flow inside the tension fitting two methods (Tate & Swift) of fastener modeling
were employed in the previous study. It observed that, the flexible boundary condition allow for a better
load flow into the channel fitting as compared to the fixed boundary condition. In this study, fastener
flexibility with two more methods (Grumann and Huth) is performed on the distribution of internal stresses
in the channel fitting as compared to the fixed boundary conditions. Also comparison of previous results
(Tate and Swift) is made with Grumann and Huth methods of modeling of fastener. Aluminum alloy 7050-
T7452 is selected for the study.
Contact Pressure Validation of Steam Turbine Casing for Static Loading ConditionIJMER
International Journal of Modern Engineering Research (IJMER) is Peer reviewed, online Journal. It serves as an international archival forum of scholarly research related to engineering and science education.
2. Scope
The main purpose of this research is to investigate the
behavior of a T-stub connection, having various bolt
layouts, bolt materials for different plate thicknesses in
order to establish the most suitable choice for such a
connection;
Analytic calculations are to be carried out according to
the current design norms, EC3-1-8.
A connection between an IPE240 beam and a HE160A
column is to be analyzed via numerical and analytic
calculations.
For this study it is relevant to observe the behaviour of
the tension part of the connection since plastic
deformations and yielding occurs in that part.
3. T-stubs in connections
According to EC3-1-8 an equivalent T-stub in tension
may be used to model the design resistance of some of
the basic components of the connection.
4. T-stubs in connections
The T-stub in tension method of
calculation can be applied for various
connection types.
5. Vulnerability of T-stubs
There are 3 modes of failure recognized
by the current design code, which are
1. complete yielding of the flange;
2. bolt failure with yielding of the flange;
3. bolt failure.
6. Analytic calculation
The rotational capacity of a connection
is obtained in function of the moment
resistance Mj,Rd, rotational stiffness Sj
and rotational capacity .ϕ
7. Analytic calculation
In order to calculate the elements which
compose the design moment-rotation
characteristic of the connection, it is
important to identify and calculate the
basic joint components using the
component method.
The equivalent T-stub in tension is a
versatile tool which helps in the
calculation of these components.
8. Analytic calculation
A connection may be regarded as a set of components
which together make up the load paths by which
internal forces are transmitted;
Mainly, the strength of the connection is that of its
weakest component, and the flexibility of the
connection is the sum of the flexibilities of the
components.
9. Analytic calculation
Basic joint components
Column web panel in shear
Column web in transverse compression
Column web in transverse tension
Column flange in bending
End plate in bending
Flange cleat in bending
Beam or column flange and web in compression
Beam web in tension
Plate in tension or compression
Bolts in tension
Bolts in shear
Bolts in bearing
10. Analytic calculation
Design resistance of components
Column web panel in shear
Column web in transverse compression
Column web in transverse tension
Column flange in bending
End plate in bending
Flange cleat in bending
Beam or column flange and web in compression
Beam web in tension
Plate in tension or compression
Bolts in tension
Bolts in shear
Bolts in bearing
0
,
,
3
**9.0
M
wcwcy
Rdwp
Af
V
γ
=
0
,,,
,,
M
wcywcwcceffwc
Rdwcc
ftbk
F
γ
ω
=
0
,,,
,,
M
wcywcwcteff
Rdwct
ftb
F
γ
ω
=
m
M
F
Rdpl
RdT
,1,
,1,
4
=
nm
FnM
F
RdtRdpl
RdT
+
+
=
∑ ,,2,
,2,
2
∑= RdtRdT FF ,,3,
)(
,
,,
fb
Rdc
Rdfbc
th
M
F
−
=
0
,,
*
M
yd
Rdpt
fA
F
γ
=
0
,,,
,,
M
wbywbwbteff
Rdwbt
ftb
F
γ
=
2
2
,
**
M
sub
Rdt
Afk
F
γ
=
2
,
**
M
ubv
Rdv
Af
F
γ
α
=
2
1
,
****
M
ub
Rdb
tdfk
F
γ
α
=
11. Analytic calculation
Stiffness coefficients of components
Column web panel in shear
Column web in transverse compression
Column web in transverse tension
Column flange in bending
End plate in bending
Flange cleat in bending
Beam or column flange and web in compression
Beam web in tension
Plate in tension or compression
Bolts in tension
Bolts in shear
Bolts in bearing
z
A
k vc
*
*38.0
1
β
=
c
wcwcceff
d
tb
k
,,
2
*7.0
=
c
wcwcteff
d
tb
k
,,
3
*7.0
=
3
3
4
*9.0
m
tl
k
fceff
=
3
3
5
*9.0
m
tl
k
peff
=
3
3
6
*9.0
m
tl
k
aeff
=
b
s
L
A
k
*6.1
10 =
16
2
11
*16
M
ubb
Ed
fdn
k =
E
dfkkn
k utbb*24
12 =
∞
12. Analytic calculation
Tension resistance of bolts
Shear resistance of bolts
Bearing resistance of bolts
Design moment resistance
∑=
r
RdtrrRdj FhM ,, *
2
2
,
**
M
sub
Rdt
Afk
F
γ
=
2
,
**
M
ubv
Rdv
Af
F
γ
α
=
2
1
,
****
M
ub
Rdb
tdfk
F
γ
α
=
14. Analytic VS numeric
The behaviour of the T-stub element
was analyzed and compared with
numerical results, for high strength bolts
and mild steel bolts.
15. State of the art
Studies carried out by Bursi &
Jaspart focused on studying the
semi-rigid behaviour of bolted steel
connections.
16. State of the art
A quarter of the T-stub was modeled, with correct
boundary conditions;
The “spin” model was introduced for the bolt with a
shank of 20mm calculated with Agerskov’s formula;
Contact elements were introduced in order to
simulate the contact between the bottom of the T-
stub flange and the other T-profile in tension;
The evolution of d was measured with respect to the
applied force F.
17. State of the art
T-stub models can be modeled in 2D
and 3D space;
The positioning of the bolt and the
bolt length influences the behaviour
of the T-stub in a 3D manner.
Bolt length calculated with the help
of the Agerskov’s formula:
)2( 41 KK
A
A
L
b
s
eff +=
nts lllK 71.043.11 ++=
24 2.01.0 llK n +=
18. Numeric calculation
Numerical investigations were
performed in 2D with the help of Cast3M
software;
3D investigations were carried out with
the help of Abaqus finite element
software.
19. Numeric calculation
Analysis of the T-stub was facilitated by the
symmetry, modeling only a quarter of the element,
with appropriate boundary conditions.
20. Numeric calculation
A calibration of the 2D model was
performed in comparison with the results
obtained in state of the art research.
22. Numeric calculation
Accuracy of 2D model versus analytic
calculation.
25% difference acceptable?
=> 3D investigation
23. Numeric calculation
Calibration of the 3D model, according
to state of the art research.
2/3 Mj,Rd [kNm] Φj,ini [rad] Sj,ini [kNm] Difference
Experimental 43.5 0.00433 10046
8.62%
Numeric - Abaqus 39.8 0.00362 10994
24. Numeric calculation
Parametric study – 48 test models:
Positioning of the bolt (e=30mm, 35mm, 40mm);
Bolt dimension (M14, M16, M20);
Bolt grade (gr. 5.8, gr. 10.9);
Thickness of T-stub flange
(10mm, 12.5mm, 15mm).
Investigated parameters:
Force-displacement curve;
Evolution of prying force;
Bolt reaction.
Bolts
M14 M16 M20
Thickness of plate
15 mm
T15H1-14 T15H1-16 T15H1-20
T15M1-14 T15M1-16 T15M1-20
T15H2-14 T15H2-16 T15H2-20
T15M2-14 T15M2-16 T15M2-20
T15H3-14 T15H3-16 -
T15M3-14 T15M3-16 -
12.5 mm
T12H1-14 T12H1-16 T12H1-20
T12M1-14 T12M1-16 T12M1-20
T12H2-14 T12H2-16 T12H2-20
T12M2-14 T12M2-16 T12M2-20
T12H3-14 T12H3-16 -
T12M3-14 T12M3-16 -
10 mm
T10H1-14 T10H1-16 T10H1-20
T10M1-14 T10M1-16 T10M1-20
T10H2-14 T10H2-16 T10H2-20
T10M2-14 T10M2-16 T10M2-20
T10H3-14 T10H3-16 -
T10M3-14 T10M3-16 -
25. Numeric calculation
Position of the bolt
Bolt dimension
Bolt grade
Thickness of plate
10mm / 12.5mm / 15mm
M14 M16 M20
46. Conclusions
High strength bolts boost the performance in terms of
ultimate force, in comparison with mild steel bolts.
Using high strength bolts, the value of the prying force is
increased.
Placing the bolts closer to the T-stub web increases the
chance of developing plastic hinges in the bolt.
In order to achieve proper ductility of a connection, placing
the bolts at a reasonable distance from the edge of the T-
stub flange, could represent an ideal solution.
A higher value of stiffness can be obtained by increasing the
thickness of the T-stub flange and by placing the bolts further
from the edge of the T-stub flange.
47. Acknowledgements
The research work leading to the findings
in this paper were performed under the
coordination of:
Prof. Dr. Ing. Hamid BOUCHAIR
Conf. Dr. Ing. Adrian CIUTINA
Special thanks to Dr. Sébastien DURIF for
his help in developing this research
paper.
48. References
Eurocode 3: Design of steel structures – Part 1-8: Design of joints, European Committee for
Standardization, December 1993;
Abaqus – Analysis User’s Manual, Volume I: Introduction, Spatial Modeling, Execution & Output,
version 6.10
Cast3M finite element software, www-cast3m.cea.fr
Bursi OS & Jaspart JP Calibration of a Finite Element Model for Isolated Bolted End-Plate Steel
Connections, J. Construct. Steel Res. Vol. 44, No. 3, pp. 225-262, 1997
Agerskov H, High strength bolted connections subjected to prying, J Struct Div 1976; 102(1), pp. 161-
175.
Charis J. Gantes & Minas E. Lemonis, Influence of equivalent bolt length in finite element modeling of
T-stub steel connections, Computers and Structures 81, pp. 595-604, 2003
Gioncu V, Mateescu D, Petcu D, Anastasiadis A, Prediction of available ductility by means of local
plastic mechanism method: DUCTROT computer programme, “Moment resistant connections of steel
frames in seismic areas: Design and reliability, Ed. F.M. Mazzolani, E&FN Spon, London, pp. 95-146,
2000
Ana M. Girão Coelho, Luís Simões da Silva and Frans S. K. Bijlaard, Finite-Element Modeling of the
Nonlinear Behavior of Bolted T-stub Connections, Journal of Structural engineering, ASCE, pp. 918-
928, 2006
Arcelor Sections Commercial Catalogue, Beams, Channels and Merchant Bars, 2005
Eurocode 1: Actions on structures – Part 1-2: General actions – Densities, self-weight, imposed loads
for buildings, European Committee for Standardization, 2002
Design of Structural Connections to Eurocode 3 – Frequenvtly Asked Questions, Watford, September
2003, Building Research Establishment, Ltd.