Numerical Modeling and Mechanical Analysis of Combined Connection with Bolts and Welds
In this paper, a detailed finite element model of the combined connection with bolts and welds is created to analyze its failure mode and bearing capacity under shear load. The evaluation of work-together behavior of bolts and welds are focused on. С помощью программного комплекса ABAQUS выполнено к...
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| Опубліковано в: : | Проблемы прочности |
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| Дата: | 2016 |
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Інститут проблем міцності ім. Г.С. Писаренко НАН України
2016
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| Назва журналу: | Digital Library of Periodicals of National Academy of Sciences of Ukraine |
| Цитувати: | Numerical Modeling and Mechanical Analysis of Combined Connection with Bolts and Welds / M.S. Liu, C.A. Li, J.R. Huang, J.S. Ju // Проблемы прочности. — 2016. — № 6. — С. 152-161. — Бібліогр.: 11 назв. — англ. |
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Digital Library of Periodicals of National Academy of Sciences of Ukraine| _version_ | 1860047945840197632 |
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| author | Liu, M.S Li, C.A. Huang, J.R. Ju, J.S. |
| author_facet | Liu, M.S Li, C.A. Huang, J.R. Ju, J.S. |
| citation_txt | Numerical Modeling and Mechanical Analysis of Combined Connection with Bolts and Welds / M.S. Liu, C.A. Li, J.R. Huang, J.S. Ju // Проблемы прочности. — 2016. — № 6. — С. 152-161. — Бібліогр.: 11 назв. — англ. |
| collection | DSpace DC |
| container_title | Проблемы прочности |
| description | In this paper, a detailed finite element model of the combined connection with bolts and welds is created to analyze its failure mode and bearing capacity under shear load. The evaluation of work-together behavior of bolts and welds are focused on.
С помощью программного комплекса ABAQUS выполнено конечноэлементное моделирование комбинированных болтовых и сварных соединений с целью изучения механизмов разрушения и несущей способности. Проанализирован вклад сварных швов и болтовых соединений в общую несущую способность конструкции.
За допомогою програмного комплексу ABAQUS проведено скінченноелементне моделювання комбінованих болтових і зварних з єднань із метою вивчення механізмів руйнування і несівної здатності. Проаналізовано внесок зварних швів і болтових з єднань у загальну несівну здатність конструкції.
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| first_indexed | 2025-12-07T16:58:52Z |
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UDC 539.4
Numerical Modeling and Mechanical Analysis of Combined Connection with
Bolts and Welds
M. S. Liu, C. A. Li, J. R. Huang, and J. S. Ju
1
College of Water Resources and Civil Engineering, China Agricultural University, Beijing, China
1 jujinsan@cau.edu.cn
ÓÄÊ 539.4
×èñëåííîå ìîäåëèðîâàíèå ìåõàíè÷åñêèõ õàðàêòåðèñòèê êîìáèíèðîâàííûõ
áîëòîâûõ è ñâàðíûõ ñîåäèíåíèé
Ì. Ñ. Ëþ, ×. À. Ëè, Æ. Ð. Õóàíã, Æ. Ñ. Þ
Êèòàéñêèé ñåëüñêîõîçÿéñòâåííûé óíèâåðñèòåò, Ïåêèí, Êèòàé
Ñ ïîìîùüþ ïðîãðàììíîãî êîìïëåêñà ABAQUS âûïîëíåíî êîíå÷íîýëåìåíòíîå ìîäåëèðîâàíèå
êîìáèíèðîâàííûõ áîëòîâûõ è ñâàðíûõ ñîåäèíåíèé ñ öåëüþ èçó÷åíèÿ ìåõàíèçìîâ ðàçðóøåíèÿ è
íåñóùåé ñïîñîáíîñòè. Ïðîàíàëèçèðîâàí âêëàä ñâàðíûõ øâîâ è áîëòîâûõ ñîåäèíåíèé â îáùóþ
íåñóùóþ ñïîñîáíîñòü êîíñòðóêöèè. Ìåõàíèçìû ðàçðóøåíèÿ è íåñóùàÿ ñïîñîáíîñòü îáðàçöîâ
ñ ðàçëè÷íûìè ðàçìåðàìè ñâàðíûõ øâîâ îöåíèâàëèñü ïî äàííûì ÷èñëåííûõ ýêñïåðèìåíòîâ, â
õîäå êîòîðûõ ðàññ÷èòûâàëèñü ïðî÷íîñòíûå õàðàêòåðèñòèêè áîëòîâ ñ ïîñòîÿííûì ñå÷åíèåì
è îáðàçöîâ ñ ðàçëè÷íûìè ðàçìåðàìè ñâàðíûõ øâîâ â êîìáèíèðîâàííîì ñîåäèíåíèè. Ïðè ýòîì
ïðî÷íîñòü ñâàðíûõ øâîâ áûëà âûøå, ÷åì áîëòîâ. Ïî ìåðå óâåëè÷åíèÿ ñîîòíîøåíèÿ ïðî÷-
íîñòè ñâàðíûõ øâîâ è áîëòîâ âêëàä ïîñëåäíèõ â íåñóùóþ ñïîñîáíîñòü êîìáèíèðîâàííîãî
ñîåäèíåíèÿ ñíèæàåòñÿ äî íóëÿ ïî äîñòèæåíèè ýòèì ñîîòíîøåíèåì óðîâíÿ 2,0.
Êëþ÷åâûå ñëîâà: êîìáèíèðîâàííîå ñîåäèíåíèå, çàòÿæíîé âûñîêîïðî÷íûé áîëò,
ñâàðíîé øîâ, êîíå÷íîýëåìåíòíûé ðàñ÷åò.
Introduction. The combined connection with bolts and welds is a common connection
form that adopts the friction type high-bearing capacity bolts and fillet welds in one joint
and the bolts and welds work together to bear the shear load. In this paper, it is widely
considered that the combined connection with bolts and welds have the advantages of the
friction-type high bearing capacity bolted joints (hereafter referred to as the bolt joint) and
the side-weld joint (hereafter referred to as the weld joint). The research on the mechanical
behavior of the combined connection with bolts and welds is complicated because the
bearing capacity of the combined connection with bolts and welds is validated not equal to
the sum of the weld joints’ and the bolt joints’ bearing capacity, respectively, by earlier
studies. The load sharing of the bolts and welds in the combined connection is related to the
mechanics mechanism of the bolts and the welds. Many scholars have analyzed shear
bearing capacity and the work behavior of the combined connection with bolts and welds.
Some regulations and design formulas of the combined connection with the bolts and
welds have been established in some standards. The design requirement is illustrated in [1].
According to the procedures, bearing capacity difference between high bearing capacity
bolts and welds should be less than 3 times. Meanwhile, the formula to calculate the shear
bearing capacity of the combined connection joints with friction-type bolts and side welds
was given in [1]. Moreover, in [2], it is required that standard hole or slot should be
perpendicular to the stress direction under the combined connection with bolts and welds.
© M. S. LIU, C. A. LI, J. R. HUANG, J. S. JU, 2016
152 ISSN 0556-171X. Ïðîáëåìû ïðî÷íîñòè, 2016, ¹ 6
The combined connection with bolts and welds is proposed in most foreign and
domestic relevant steel structure specifications, but only few specifications provide the
formula of the combined connection with bolts and welds. In some specifications, the
simple calculation formulas of the bearing capacity were put forward. But from the former
studies, it can be concluded that the weld-to-bolt strength ratio is the influence factor of the
bearing capacity and the value of the ratio will lead to the different combination coefficient
of the bolt and weld bearing capacities. Numerous results of finite element analysis and
experimental investigations have been obtained to assess the bearing capacity of combined
connection with bolts and welds.
For instance, authors [3–5] found that the bearing capacity of the combined connection
with bolts and welds was not equal to simple summation of weld and bolt bearing capacities
and differ from the bearing capacity design value given in the specification. In addition,
Dongxu et al. [6] found that the weld-to-bolt strength ratio had more influence on the
bearing capacity of joint in the design of connection. Qian et al. [7] studied the load–
displacement curves of the combined connection with bolts and welds obtained with finite
element method (FEM) and revealed that the load–displacement curves can be subdivided
into three parts: the linear process, the reinforced process, and the yield stage. The
weld-to-bolt bearing capacity ratio is the main factor that determines the failure model of
the combined connections and the shape of the load–displacement curves. In study [8], the
results showed that the weld-to-bolt strength ratio is the key factors that must be considered
when determining the extent of load sharing in combination joints. Some scholars [9, 10]
performed the experimental study on the combined connection with welds and bolts.
The earlier research effort were focused on the bearing capacity of the combined
connection, while the failure mode issue was ignored. In this paper, failure mode and
components of bearing capacity are discussed through several finite-element numerical
examples for different weld sizes. As a consequence, this study can provide some
substantial recommendations for the design of the combined connection with bolts and
welds, so that the bearing capacity of the combination can be maximized.
1. FEM Simulation.
1.1. Model Dimension. In this research, a double plate joint is used to set up the
numerical simulation model. Due to the model symmetry, only half of it is considered. The
model geometry is designed according to [11]. Two bolts with diameter of 8 mm are
arranged along the direction of the load. This study models several finite element numerical
examples of different weld sizes. The geometry of the model is shown in Fig. 1. All
dimensions in Fig. 1 are in mm. The locations of side welds pointed in Fig. 1 are
approximate, since they are slightly changed with the change of weld sizes.
1.2. Finite Element Model. A detailed finite element model developed using
ABAQUS is shown in Fig. 1.
The properties of plates were set by referencing the standard “Code for Design of
Steel Structures” and the weld properties are the same with the steel plate. The properties of
bolts use the data given in [10]. The material properties for the plates, bolts and welds are
shown in Table 1.
The surface-to-surface contacts are established between the core plates and cover
plates, while the friction coefficient is assumed 0.4.
The tie constraints are applied between the plates and welds to realize the numerical
simulation of welding.
The finite element mesh is shown in Fig. 2.
The models are modeled by the so-called 3D entity element. Because the model shape
is regular, the 3D 8-node linear brick, reduced integration element is used for meshing.
There are 2988 elements and 3667 nodes for each bolt, 4677 elements and 6608 nodes for
the core plate and 1749 elements and 2580 nodes for the cover plate.
Numerical Modeling and Mechanical Analysis ...
ISSN 0556-171X. Ïðîáëåìû ïðî÷íîñòè, 2016, ¹ 6 153
1.3. Boundary Conditions and Load Case. The symmetry constraint is applied on the
symmetry plane of the joints and the load is applied to the free end of the joints.
In FEM, two steps are set in ABAQUS. The first step: apply 110 kN bolt load; the
second step: apply 1000 kN concentrated load on the reference point of the model. The
reference point is located in the geometric center in the free end of the core plate. In order
to improve the reliability of the data, the study use the same parameters for numerical
simulation of the bolts and weld joints. The same two steps with the combined connections
FEM analyses are set up to assess the bolt joints. For weld joints, only the second step is
needed to apply the point load.
M. S. Liu, C. A. Li, J. R. Huang, and J. S. Ju
154 ISSN 0556-171X. Ïðîáëåìû ïðî÷íîñòè, 2016, ¹ 6
Fig. 1. Geometry of the model.
T a b l e 1
Material Properties
Connection
part
Density
(kg/m3)
Young modulus
(GPa)
Poisson’s ratio Yield stress
(MPa)
Bolt
Weld
Steel plate
7800
7800
7800
206
206
206
0.3
0.3
0.3
903.9
235.3
235.3
Fig. 2. Finite element mesh.
1.4. FEM Results. The numerical model was realized using the static-general solver
in ABAQUS. The von Mises stress of the core plate and bolts after applying the bolt load
are shown in Figs. 3 and 4. Figures 5 and 6 depict the von Mises stress of welds and plates
at the joint failure.
ISSN 0556-171X. Ïðîáëåìû ïðî÷íîñòè, 2016, ¹ 6 155
Numerical Modeling and Mechanical Analysis ...
Fig. 3. The von Mises stress distribution in the bolts.
Fig. 4. The von Mises stress distribution in the plate.
Fig. 5. The von Mises stress distribution in the welds.
2. Failure Mode and Bearing Capacity Analysis.
2.1. Examples. This research takes examples in different weld-to-bolt bearing capacity
ratios. The same type and number of bolts were arranged in all examples and the welds size
is set as the research variable to study the bearing capacity of the combined connections
with bolts and welds. The welds length and the height of the weld leg are studied,
respectively. The numerical simulation results of the weld joints and bolt joints were taken
to analyze.
2.2. Failure Mode. In the bolt joints, the bearing capacity is all provided by the
friction between the core plates and the cover plates. The preload applied on the bolts and
the higher friction coefficient between the surfaces led to the strong anti-sliding resistance.
When the load reaches the ultimate bearing capacity from the friction, the joints begins to
slip but the bearing capacity will not decrease because the friction between the surfaced is
not reduced. When the relative displacement happens between two the plates, the high
bearing capacity bolts should be considered as failed even though it still has bearing capacity.
In the weld joints, the friction between the surfaces is less because there is no high
bearing capacity bolts to provide the preload although the friction coefficient is the same
for the bolt joints. The bearing capacity is almost provided by the welds. In the weld joints,
the joints are considered as failed when the relative displacement happens. Figures 7 and 8
show the von Mises stress of core plate of bolt joints and the combined connections under
the same load. Through the two pictures, it can be observed that the stress distribution in
the core plate of the bolt joints is more uniform than that in the combined connections. The
differences in the stress distribution between the bolt joints and the combined connections
result from the different deformations of the core plates.
In the bolt joints, the deformation uniformity, as well as the resistance, is improved by
the friction.
In the combined connections of the welds and bolts, the deformation of the plate is
uneven because the welds in the combined connections limit the relative displacement
between the two plates. In the combined connections, the larger relative displacement near
free end leads to a higher friction, hence the stress of the plates is not well-distributed.
The friction variation between plates with the increase of load is shown in Fig. 9. Here
curve 1 represents the change of the friction force in the bolt joint when the height of welds
is 6 mm and the length of welds is 80 mm. The slope of the load–friction in curve 1 is about
1.0, that is to say, the friction provides all of the bearing capacity in the bolt joint. This is in
accordance with true conditions, so the numerical results are quite reliable. It can be
observed from the curve 2 that the friction force in the combined connections is increased
proportionally with the load increase, but the friction between the plates is far less than the
156 ISSN 0556-171X. Ïðîáëåìû ïðî÷íîñòè, 2016, ¹ 6
M. S. Liu, C. A. Li, J. R. Huang, and J. S. Ju
Fig. 6. The von Mises distribution in plate.
joint load. So it can be concluded that bolts and welds work together in the combined
connections.
In the combined connections with welds and bolts, the bolt bearing capacity produced
by friction is lower than its bearing capacity, because the relative displacement is restricted
occasionally by the welds reinforcing the joints between the two plates.
ISSN 0556-171X. Ïðîáëåìû ïðî÷íîñòè, 2016, ¹ 6 157
Numerical Modeling and Mechanical Analysis ...
Fig. 7. The von Mises distribution in the bolt joints.
Fig. 8. The von Mises distribution in the combined connection.
Fig. 9. The load–friction curve.
2.3. FEM Calculation. The load–displacement curves of the examples for different
welds size are shown in Fig. 10, which are calculated by FEM. In order to display the
differences more clearly, the load–displacement curves of the weld joints, the bolt joints
and the combined connection with bolts and welds for the same weld size are drawn in one
graph as shown in Fig. 10.
The bearing capacity of the joints reaches its limit value as the load–displacement
curves reaches the inflection point. It can be seen from Fig. 10 that the load– displacement
curves of the combined connections and bolt joints both have obvious inflection points.
However, there is no obvious inflection point in the load–displacement curve of the weld
joints. The reason for this phenomenon is that the fracture of the weld joints is plastic. In
the calculation of bearing capacity for weld joints, we take the displacement when the
combined connections fail as the ultimate displacement of the weld joint, and take the
corresponding load as the ultimate bearing capacity of the weld joint for the same weld
size. Because the combined connection and the weld joints have the same ultimate
displacement when the weld size in the combined connection is the same with the weld
joint, it can be concluded that when the load of combined joints with bolts and welds
reaches the ultimate bearing capacity, the sharing load of welds also reaches the ultimate
bearing capacity calculated by FEM. So it can be concluded from the above analyses that
the sharing loads of the welds and bolts in the combined connection are accurately
assessed.
2.4. Bearing Capacity Analysis. Table 2 shows the bearing capacity of examples for
different welds sizes calculated by FEM, as well as the bearing capacity values of the weld
joints and bolts for the corresponding welds sizes.
158 ISSN 0556-171X. Ïðîáëåìû ïðî÷íîñòè, 2016, ¹ 6
M. S. Liu, C. A. Li, J. R. Huang, and J. S. Ju
Fig. 10. Load–displacement curves. (Here and in Table 2: hf is the weld leg height and l f is the
weld length.)
In Table 2, bc , bb , and bw are the bearing capacity values of the combined
connection, bolt joints, and weld joints, respectively; uw and ub are the bearing capacity
utilization rates of the welds and bolts; and rw b�
is the weld-to-bolt strength ratio. The
bearing capacity utilization rate is the ratio of the sharing load in the combined connection
to the bearing capacity of the welds or bolts. The bearing capacity utilization rate of the
bolts in the combined connection is set as the essential parameter to study the coupled
behavior of the welds and bolts in the combined connection. The bearing capacity
utilization rates and the weld-to-bolt strength ratio are calculated via the following equations:
uw � 1, (1)
u
b b
b
b
c w
b
�
�
, (2)
r
b
b
w b
w
b
�
� . (3)
It can be concluded from the above analysis above the sharing load of the welds in the
combined connection is equal to the bearing capacity of the weld joint for the same weld
size. Therefore, the difference between the bearing capacity of the combined connection and
of the weld joint is the sharing load of the bolts in the combined connection.
Through the above analysis, it can be considered that the bearing capacity utilization
ratios of welds are always equal to 1.0. That is to say, the weld bearing capacity is always
realized almost completely in the combined connections with bolts and welds.
For comparison, the results are arranged by weld sizes. The data calculated from the
examples with the same weld leg height are shown in Table 2.
From Table 2, it can be found that the ultimate bearing capacity of weld joints is
improved significantly with the increase in the weld length. However, the increase in the
weld length does not lead to any manifested bearing capacity increase in the combined
ISSN 0556-171X. Ïðîáëåìû ïðî÷íîñòè, 2016, ¹ 6 159
Numerical Modeling and Mechanical Analysis ...
T a b l e 2
Analysis of Bearing Capacity for Different Weld Length Values
Specimen
number
Characteristic
l f , mm bc , kN bb , kN bw , kN ub uw rw b�
hf � 6 mm
1
2
3
70
80
90
509
533
542
241
241
241
319
394
461
0.789
0.576
0.339
1
1
1
1.32
1.63
1.91
hf � 8 mm
4
5
6
70
80
90
532
541
542
241
241
241
392
450
509
0.583
0.374
0.139
1
1
1
1.63
1.87
2.11
hf �10 mm
7
8
9
70
80
90
510
567
568
241
241
241
460
520
530
0.205
0.197
0.158
1
1
1
1.91
2.15
2.20
connections with bolts and welds. This implies that the improved bearing capacity of the
welds will not improve that of the combined connections. It also can be observed that the
bearing capacity utilization rates of bolts are reduced with the increase in the weld length.
For example 1, the weld-to-bolt strength ratio is 1.32 and the bearing capacity utilization
ratio of bolts is equal to 0.789, which is the highest among all the examples. Meanwhile,
for example 9, the weld-to-bolt strength ratio is 2.20 and the bearing capacity utilization
ratio of bolts is equal to 0.158, which is the lowest among all the examples. thus, it can be
concluded that along with the weld-to-bolt strength ratio increase, the bearing capacity
utilization ratios of bolts decrease. When the ratio exceeds 2.0, the contribution of bolts in
the combined connections is negligible.
C o n c l u s i o n s
1. In this paper, the finite element method is used to analyze the bearing capacity of
the combined connection with bolts and welds. The ABAQUS software is used to create
the finite element model and realize the numerical simulation. Numerical simulation of the
bearing capacity of bolt and weld joints are approximate with the design value, which
shows that the finite element analysis is feasible.
2. In the combined connections with welds and bolts, the bolt bearing capacity with
account of friction is smaller than its initial bearing capacity, because the relative
displacement is restricted between the two plates due to welds. In combined joints with
welds and bolts, the existence of welds limit the bolt bearing capacity.
3. This research points out that the mechanical behavior of the welds in the combined
connection is basically the same with that in the weld joint, whereas the bearing capacity of
the combined connection with bolts and welds does not reduce the weld bearing capacity.
However, the sharing load of the bolts in the combined connection is related to the
weld-to-bolt strength ratio. Along with the weld-to-bolt strength ratio increase, the bearing
capacity utilization ratio of bolts decrease. When the weld-to-bolt strength ratio exceeds
2.0, the contribution of bolts in the combined connections is negligible.
4. The combined usage of bolts and welds in one joint can enhance the bearing
capacity of the steel construction connection to some extent, but the bearing capacity of the
combined connection with bolts and welds is not equal to the sum of the bearing capacity
of the welds and bolts.
Acknowledgments. This work was financially supported by National Science
Foundation of China (51279206).
Ð å ç þ ì å
Çà äîïîìîãîþ ïðîãðàìíîãî êîìïëåêñó ABAQUS ïðîâåäåíî ñê³í÷åííîåëåìåíòíå ìî-
äåëþâàííÿ êîìá³íîâàíèõ áîëòîâèõ ³ çâàðíèõ ç’ºäíàíü ³ç ìåòîþ âèâ÷åííÿ ìåõàí³çì³â
ðóéíóâàííÿ ³ íåñ³âíî¿ çäàòíîñò³. Ïðîàíàë³çîâàíî âíåñîê çâàðíèõ øâ³â ³ áîëòîâèõ
ç’ºäíàíü ó çàãàëüíó íåñ³âíó çäàòí³ñòü êîíñòðóêö³¿. Ìåõàí³çìè ðóéíóâàííÿ ³ íåñ³âíà
çäàòí³ñòü çðàçê³â ³ç ð³çíèìè ðîçì³ðàìè çâàðíèõ øâ³â îö³íþâàëè çà äàíèìè ÷èñåëüíèõ
åêñïåðèìåíò³â, ó ïðîöåñ³ ÿêèõ ðîçðàõîâóâàëè ì³öí³ñí³ õàðàêòåðèñòèêè áîëò³â ³ç
ñòàëèì ïåðåð³çîì ³ çðàçê³â ³ç ð³çíèì ðîçì³ðîì çâàðíèõ øâ³â ó êîìá³íîâàíîìó ç’ºäíàí-
í³. Ïðè öüîìó ì³öí³ñòü çâàðíèõ øâ³â áóëà âèùîþ çà ì³öí³ñòü áîëò³â. Ïî ì³ð³
çá³ëüøåííÿ ñï³ââ³äíîøåííÿ ì³öíîñò³ çâàðíèõ øâ³â ³ áîëò³â âíåñîê îñòàíí³õ ó íåñ³âíó
çäàòí³ñòü êîìá³íîâàíîãî ç’ºäíàííÿ çíèæóºòüñÿ äî íóëÿ ï³ñëÿ äîñÿãíåííÿ öèì ñï³â-
â³äíîøåííÿì ð³âíÿ 2,0.
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(2011).
M. S. Liu, C. A. Li, J. R. Huang, and J. S. Ju
160 ISSN 0556-171X. Ïðîáëåìû ïðî÷íîñòè, 2016, ¹ 6
2. ANSI/AISC 360-10. Specification for Structural Steel Buildings, AISC, Chicago, IL
(2015).
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Received 20. 10. 2015
ISSN 0556-171X. Ïðîáëåìû ïðî÷íîñòè, 2016, ¹ 6 161
Numerical Modeling and Mechanical Analysis ...
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| id | nasplib_isofts_kiev_ua-123456789-173563 |
| institution | Digital Library of Periodicals of National Academy of Sciences of Ukraine |
| issn | 0556-171X |
| language | English |
| last_indexed | 2025-12-07T16:58:52Z |
| publishDate | 2016 |
| publisher | Інститут проблем міцності ім. Г.С. Писаренко НАН України |
| record_format | dspace |
| spelling | Liu, M.S Li, C.A. Huang, J.R. Ju, J.S. 2020-12-11T17:11:15Z 2020-12-11T17:11:15Z 2016 Numerical Modeling and Mechanical Analysis of Combined Connection with Bolts and Welds / M.S. Liu, C.A. Li, J.R. Huang, J.S. Ju // Проблемы прочности. — 2016. — № 6. — С. 152-161. — Бібліогр.: 11 назв. — англ. 0556-171X https://nasplib.isofts.kiev.ua/handle/123456789/173563 539.4 In this paper, a detailed finite element model of the combined connection with bolts and welds is created to analyze its failure mode and bearing capacity under shear load. The evaluation of work-together behavior of bolts and welds are focused on. С помощью программного комплекса ABAQUS выполнено конечноэлементное моделирование комбинированных болтовых и сварных соединений с целью изучения механизмов разрушения и несущей способности. Проанализирован вклад сварных швов и болтовых соединений в общую несущую способность конструкции. За допомогою програмного комплексу ABAQUS проведено скінченноелементне моделювання комбінованих болтових і зварних з єднань із метою вивчення механізмів руйнування і несівної здатності. Проаналізовано внесок зварних швів і болтових з єднань у загальну несівну здатність конструкції. This work was financially supported by National Science Foundation of China (51279206). en Інститут проблем міцності ім. Г.С. Писаренко НАН України Проблемы прочности Научно-технический раздел Numerical Modeling and Mechanical Analysis of Combined Connection with Bolts and Welds Численное моделирование механических характеристик комбинированных болтовых и сварных соединений Article published earlier |
| spellingShingle | Numerical Modeling and Mechanical Analysis of Combined Connection with Bolts and Welds Liu, M.S Li, C.A. Huang, J.R. Ju, J.S. Научно-технический раздел |
| title | Numerical Modeling and Mechanical Analysis of Combined Connection with Bolts and Welds |
| title_alt | Численное моделирование механических характеристик комбинированных болтовых и сварных соединений |
| title_full | Numerical Modeling and Mechanical Analysis of Combined Connection with Bolts and Welds |
| title_fullStr | Numerical Modeling and Mechanical Analysis of Combined Connection with Bolts and Welds |
| title_full_unstemmed | Numerical Modeling and Mechanical Analysis of Combined Connection with Bolts and Welds |
| title_short | Numerical Modeling and Mechanical Analysis of Combined Connection with Bolts and Welds |
| title_sort | numerical modeling and mechanical analysis of combined connection with bolts and welds |
| topic | Научно-технический раздел |
| topic_facet | Научно-технический раздел |
| url | https://nasplib.isofts.kiev.ua/handle/123456789/173563 |
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