Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch
In this study, test results and numerical simulation data are jointly analyzed to investigate the dynamic buckling of the steel arch under impact load. A series of impact tests of the triangular lattice steel arch are conducted to study the effect of the impact velocity and rise-to-span ratio on the...
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Інститут проблем міцності ім. Г.С. Писаренко НАН України
2017
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| Цитувати: | Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch / M.S. Liu, J.Y. Li, Z.X. Tian, C.W. Zhu, J.S. Ju // Проблемы прочности. — 2017. — № 1. — С. 54-65. — Бібліогр.: 14 назв. — англ. |
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Digital Library of Periodicals of National Academy of Sciences of Ukraine| _version_ | 1859710825332211712 |
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| author | Liu, M.S. Li, J.Y. Tian, Z.X. Zhu, C.W. Ju, J.S. |
| author_facet | Liu, M.S. Li, J.Y. Tian, Z.X. Zhu, C.W. Ju, J.S. |
| citation_txt | Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch / M.S. Liu, J.Y. Li, Z.X. Tian, C.W. Zhu, J.S. Ju // Проблемы прочности. — 2017. — № 1. — С. 54-65. — Бібліогр.: 14 назв. — англ. |
| collection | DSpace DC |
| container_title | Проблемы прочности |
| description | In this study, test results and numerical simulation data are jointly analyzed to investigate the dynamic buckling of the steel arch under impact load. A series of impact tests of the triangular lattice steel arch are conducted to study the effect of the impact velocity and rise-to-span ratio on the structure buckling. The experimental results are compared with the numerical simulation ones, including arch buckling and strain data, which show the efficiency of the numerical simulation in performing the arch dynamic response calculation. It is also revealed that the impact velocity has a drastic effect on the steel arch buckling, and the arch impact resistance can be improved by increasing the rise-to-span ratio.
|
| first_indexed | 2025-12-01T05:26:22Z |
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| fulltext |
UDC 539.4
Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch
M . S. L iu , J . Y . L i, Z . X. T ian , C. W . Z h u , an d J . S. J u 1
College of Water Resources and Civil Engineering, China Agricultural University, Beijing, China
1 jujinsan@cau.edu.cn
In this study, test results and numerical simulation data are jointly analyzed to investigate the
dynamic buckling o f the steel arch under impact load. A series o f impact tests o f the triangular lattice
steel arch are conducted to study the effect o f the impact velocity and rise-to-span ratio on the
structure buckling. The experimental results are compared with the numerical simulation ones,
including arch buckling and strain data, which show the efficiency o f the numerical simulation in
performing the arch dynamic response calculation. It is also revealed that the impact velocity has a
drastic effect on the steel arch buckling, and the arch impact resistance can be improved by
increasing the rise-to-span ratio.
K eyw ords: im pact experiment, finite elem ent method, failure mode, strain data.
In tro d u c tio n . In the developed engineering applications, the arch dynam ic stability
calculations have been reduced to verification o f the static stability. M oreover, the dynamic
load increase is observed in the stability calculation, while m any scholars focus on
investigations o f the arch static stability. The m ethods used are generally subdivided into
two categories: analytical m ethods and finite elem ent models. The analytical m odels are
quite com plicated, and their use is lim ited by the sim plified assumptions. The nonlinear
finite elem ent m ethod has been chosen by m any scholars for studying the structural
stability. L in et al. [1-3] investigated the in-plane stability o f steel arches using large
deform ation inelastic finite elem ent m ethod considering the m aterial inelasticity, residual
stress, initial geom etry convexity, and the rise-to-span ratio. The calculated stability curves
and stability developm ent procedure w ere determined. Ju et al. [4] investigated the in-plane
stability o f the cable-arch structure using the nonlinear finite elem ent method. The stability
behavior and deform ation o f the cable-arch structure w ere investigated under different
conditions, including rise-to-span ratio, loading, and boundary conditions. Pi et al. [5, 6]
used the fixed circular steel arches to investigate the in-plane inelastic buckling and
strength values by the large deform ation finite elem ent method.
In com parison w ith the static stability investigation, the results are relatively scarce
because there is no uniform criterion o f buckling under dynam ic load. The B udiansky-
Roth criterion [7] is com m only used in the theoretical analysis o f the dynam ic buckling. In
this theory, the structural state is evaluated m ainly by the increm ent o f the m axim um value
o f the structural response at the external disturbance. The analytical investigation o f the
double-hinged circular steel arch w ithin the dynam ic stable zone under cyclic loading was
perform ed by Bolotin and A rm strong [8]. H um phrey [9] obtained the m otion equation for
the arches under stepwise loading, and claim ed that the sym m etry o f structure implies
sym m etric m odes to have a strong influence on dynam ic buckling. In [10] the dynamic
stability o f the high arch w as studied under uniform ly distributed stepwise loading
considering the geom etric nonlinearity and the initial geom etrical im perfection using finite
elem ent method. The existing investigation procedures on the dynam ic buckling are based
on the reduction o f dynam ic load [11, 12] to the load that can be derived by formula.
There were several investigations on the dynam ic stability under im pact load. Yang
[13] conducted experiments on several types o f structures (arches, steel frames, shells, etc)
under im pact load, and some dynam ic buckling characteristics w ere studied. This paper
© M. S. LIU, J. Y. LI, Z. X. TIAN, C. W. ZHU, J. S. JU, 2017
54 ISSN 0556-171X. Проблемы прочности, 2017, № 1
mailto:jujinsan@cau.edu.cn
Effect o f Impact Load on Dynamic Buckling
describes the experim ental and num erical sim ulation m ethods used to investigate the steel
arch dynam ic stability under im pact load conditions.
1. E x p erim e n t an d M ethods.
1.1. M odel. In this experiment, the steel arch im pact velocity and the rise-to-span ratio
are used as the variables. By analyzing the buckling shape and the strain data o f the arch,
the effect o f the two param eters on the dynam ic response is studied.
The triangular lattice steel arch is taken as the object o f investigation, w hich belongs
to the truss-type arch w ith the cross section o f triangular shape. The triangular cross-section
dim ensions (in m m ) are given in Fig. 1. Two lattice arch specim ens o f various dimensions
are investigated in this paper. The arches’ dim ensions (in m m ) are given in Figs. 2 and 3,
and their rise-to-span ratio is 0.1 and 0.3, respectively. The arch elements are m ade o f the
stainless steel tube w ith the external diam eter o f 10 m m and the thickness o f 1 mm. The
jo in ts o f each elem ent underw ent fusion welding to ensure the rigid node connection.
Figure 4 shows the triangular lattice steel arch.
Fig. 1. Lattice steel arch triangular cross-section.
2880
Fig. 2. Front view of the arch with the rise-to-span ratio of 0.1.
2400
2880
Fig. 3. Front view of the arch with the rise-to-span ratio of 0.3.
ISSN 0556-171X. Проблемы прочности, 2017, № 1 55
M. S. Liu, J. Y. Li, Z. X. Tian, et al.
Fig. 4. Specimens.
The strain variation o f the specim en is required to be experim entally determined.
A ccording to the prelim inary num erical sim ulation analysis it is found that the strain o f the
chord elem ents is larger than that one o f the w eb elements. Therefore, the chord members
o f the crown, the haunch and the bottom o f the arch w ere assum ed to be the key areas when
stress data w ere collected. Considering the fact that it is required to provide the accuracy in
the strain data acquisition, the stress points w ere selected as shown in Fig. 5. P lan A: There
is a w ide range o f the strain data acquisition points, but only few o f them are comparative.
P lan B: The specimens exhibit strong differences, except for a few data points. For
instance, strain gauges 15 and 16 are sym m etrically located w ith respect to the arch vertical
sym m etry axis. They also are sym m etrically located relative to the horizontal symm etry
axis, whereas strain gauges 1 0 and 11 are placed on the both sides o f the same member.
Figure 5 shows the corresponding arrangem ent o f the strain gauges.
/14 A 3 ^1 0 j- 7 / 6 ^ 4 /3
^ c i><i><i/ i><i><b<iy i/ ikb < i><ia />-
16y' 15 1 2 ^ V l 'V9 8 ^ 5 2 A
P l a n A
Plan B
Fig. 5. Arrangement of data points.
1.2. D ynam ic B u ck lin g Characteristics Analysis. The dynam ic response o f the steel
arch w ith the different rise-to-span ratios (0.1 and 0.3) is investigated in this paper. The
steel arch buckling and the strain data points on the arch com piled by the dynam ic signal
analysis system serve as the m ain dynam ic response elem ents to be analyzed. The buckling
structures are observed at the final state o f the steel arch im pact testing. The arch subjected
to im pact is shown in Fig. 6 .
56 ISSN 0556-171X. npo6xeMbi npouuocmu, 2017, № 1
Effect o f Impact Load on Dynamic Buckling
Fig. 6. Steel arch subjected to impact.
The buckling structures o f the steel arch w ere sim plified (Figs. 7 and 8). In Figs. 7
and 8, the num ber denotes the am ount o f failure m em bers o f all the specim ens tested. Ten
specim ens presented in Table 1 w ere tested. It can be seen from Table 1 that the ham m er
w eight (the w eight o f im pact object) is the same for all the specimens, while the im pact
velocity is different. The im pact velocity is controlled by the ham m er drop height.
2 2
Fig. Т. Diagram of the steel arch damage with the rise-to-span ratio of O.l.
2 3
Fig. 8. Diagram of the steel arch damage with the rise-to-span ratio of 0.3.
From Figs. 7 and 8 it can be concluded that the w eb m em bers were not dam aged in
the im pact testing. To study the failure m odes o f the steel arch in m ore detail, they are
subdivided into top chord and low er chord m odes, w hich are listed in Table 1.
Two types o f steel arches w ith different rise-to-span ratios w ere tested. The specimens
from 1 to 5 are w ith the same rise-to-span ratio o f 0.1, w hile the specim ens from 6 to 10 are
ISSN G556-Î7ÎX. Проблемыг прочности, 2GÎ?, N І 57
M. S. Liu, J. Y. Li, Z. X. Tian, et al.
T a b l e l
Failure Modes of the Steel Arch
Specimen Impact parameter Rise-to-span
ratio
Failure modes
Impact
velocity (m/s)
Hammer
weight (kg)
Top chord Lower chord
l 2 ЗЗ O.l l O
2 З ЗЗ O.l l O
З 4 ЗЗ O.l l 4
4 З ЗЗ O.l l б
З б ЗЗ O.l З б
б 2 ЗЗ O3 O O
7 З ЗЗ O3 l O
В 4 ЗЗ O3 З 4
9 З ЗЗ O3 З 4
lO б ЗЗ O3 З б
w ith the rise-to-span ratio o f 0.3. The test results for these specim ens were obtained and
analyzed.
From Table 1 and Fig. 7 it is evident that at the im pact velocity o f the drop ham m er o f
2 and 3 m /s the low er chord m em ber undergoes no failure, while the failure is observed at
the top chord m em ber o f the crown, i.e., plastic hinge form ation does not occur at the
im pact velocity o f 2 or 3 m /s as w ell as the dynam ic buckling o f the steel arches. In case the
im pact velocity increases to 4 and 5 m/s, the failure is observed in the low er chord
m em bers, but in the top chord it rem ains in the arch crown. Thus, the form ation o f plastic
hinges occurs in the arch crown at the im pact velocity o f 4 and 5 m/s, however, the steel
arch is stable, since it is clam ped at its both ends. A t the im pact velocity o f 6 m/s, three
plastic hinges are form ed in the arch crown and the legs, w hich results in the final failure o f
the steel arch shown in Fig. 7.
Then, specim ens 1-5 (Table 1) w ith the rise-to-span ratio o f 0.3 w ere tested. The
failure m odes o f the steel arch w ith the rise-to-span ratio o f 0.3 show n in Table 1 and Fig. 8
are generally the same as com pared w ith the steel arch w ith the rise-to-spam ratio o f 0 .1.
The difference lies in the fact that the three plastic hinges are form ed in the arch w ith the
rise-to-span ratio o f 0.3 at the sm aller im pact velocity in com parison w ith that one o f the
arch having the rise-to-span ratio o f 0.1. M oreover, the form ation o f plastic hinges is
observed in the arch legs, w hen the steel arch having the rise-to-span ratio o f 0.1 shifts to
the haunch, as illustrated in Fig. 8. The arch haunch lies at the intersection o f the im pact
load and the bottom response force, therefore, it is likely to collapse. Hence, it can be
concluded that the rise-to-span ratio has no effect on the hinge o f the crown, but w ith the
increase o f the rise-to-span ratio the plastic hinge shifts to the haunch.
1.3. Stra in D ata Analysis. The dynam ic signal analysis is used to acquire the strain
gage data. The strain data is required to be verified using some theoretical results to
confirm the accuracy o f the data. The analysis o f the strain data involves the following
three aspects: the analysis o f strain data acquired at the same position for the different
im pact velocities, the com parison o f the strain data o f the structural sym m etric position
w ith respect to the vertical sym m etry axis and the horizontal sym m etry axis, as w ell as the
both sides data point o f the same member. Here, an additional experim ent w as conducted to
validate the strain data. In this experiment, the steel arch rise-to-span ratio is 0.3, the
ham m er w eight is 25 kg, the im pact load is 2 m/s, and the stress points are situated
com plying w ith plan B, as shown in Fig. 5.
S8 ISSN Ü556-171X. Проблемы прочности, 2Ü17, № l
Effect o f Impact Load on Dynamic Buckling
Firstly, the strain variation in tim e at the same position is analyzed considering the
different im pact velocity (Fig. 9). The four curves in Fig. 9 are plotted based on the strain
gauge 1 data w ith the im pact m ass o f 35 kg, the rise-to-span ratio o f the steel arch o f 0.3,
and the im pact velocities o f 5, 3, 4, and 2 m/s, respectively. The gauge is placed com plying
w ith plan A (Fig. 5). From Fig. 9 is seen that the strain variation in tim e is identical for four
curves. N otew orthy is that the strain reduces to zero after loading. No failure w as revealed
on this member. M oreover, the m axim um strain increases w ith the increase o f the im pact
velocity. This concurs w ell w ith the theoretical analysis.
10004
Time(s)
2 m / s 3 m / s 4 m / s 5m /s
Fig. 9. Strain-time curve of gauge 1.
1000A ; .
5 00 !
2000
-2 50 0
tOOOf
Tim e(s)
G auge 8 G auge 14
Fig. 10. Strain vs time curve of gauges 8 and 14.
Secondly, the stress data w ith respect to the arch sym m etrical position was analyzed.
The strain variation in tim e w ith respect to the steel arch sym m etrical position is illustrated
in Figs. 10 and 11. The curves in Figs. 10 and 11 are plotted based on the experiment. The
strain curves in Fig. 10 are built based on the data obtained from gauges 8 and 14. Gauges
8 and 1 4 are placed sym m etrically w ith respect to the vertical sym m etry axis o f the steel
arch, as shown in Fig. 5. The strain-tim e curves o f gauges 6 and 7 are shown in Fig. 11.
Gauges 6 and 7 are placed sym m etrically relative to the horizontal sym m etry axis o f the
steel arch. In theory, the strain-tim e curves and the strain values obtained at the symmetrical
positions should be nearly identical. From Fig. 10 it is seen that the strain variation and the
strain value o f gauges 8 and 14 are generally in agreement. B ut the strain-tim e curves
ISSN 0556-171X. npo6n.eubi 2017, N2 1 59
M. S. Liu, J. Y. Li, Z. X. Tian, et al
(gauges 6 and 7) have different strain data in time, w hich is due to the experiment
verification, moreover, the deform ation o f the m em ber located in gauge 7 is larger as
com pared w ith that one o f the m em ber in gauge 6. Hence, the difference o f the strain-tim e
curves betw een gauges 6 and 7 is in accord w ith the actual deform ation o f the steel arch.
This proves the substantiation o f the experim ental data.
Finally, the low er chord o f the arch crow n (gauges 10 and 11) was analyzed. The
strain-tim e curves o f gauges 10 and 11 are shown in Fig. 12. The strain value and the strain
variation in tim e are sim ilar on both sides o f the low er chord, as shown in Fig. 12.
Therefore, the strain gauge value is consistent w ith the strain variation at both sides o f the
same member.
Time(s)
-G au g e 6 G auge 7
Fig. 11. Strain vs time curves of gauges 6 and 7.
Fig. 12. Stress comparison for specimen 13.
2. N u m erica l C alcu la tion . In the num erical sim ulation o f the steel arch subjected to
impact, visualization results are provided, in order to perform the strength analysis. In this
paper, the efficiency o f the num erical sim ulation is analyzed based on the following two
aspects:
(i) the failure m odes and displacem ents predicted by o f the num erical sim ulation were
com pared w ith the experim ental ones;
(ii) the experim ental strain values were com pared w ith the respective num erical
sim ulation results.
60 ISSN 0556-171X. npo6n.eubi 2017, N2 1
Effect o f Impact Load on Dynamic Buckling
2.1. N um erica l S im ula tion M odel. ABAQUS finite elem ent software is used to
perform the num erical sim ulation analysis in this study. The m odels are three-dim ensional
ones having the same dim ensions shown in Figs. 2 and 3. In this study, the m aterial testing
w as perform ed on the stainless steel tube o f 0.4 m in length com plying w ith the GB/T
228-2002 Standard [14]. The m aterial o f the steel tubes tested is the same one o f the steel
arch members. The m aterial properties are determ ined and adopted in the num erical
simulation. The elasticity m odulus is 210 GPa, the yield stress is 306.7 M Pa, the ultimate
stress is 395.1 M Pa, and the ultim ate strain is 0.089.
The arch m em bers are m odeled using the Tim oshenko beam elements (B311), and the
im pact block is m odeled using the solid dem ents (C3D8). The dim ensions o f the im pact
b lock are the identical to the ones o f the actual im pact block. The finite elem ent m odel is
established and illustrated in Fig. 13.
The arch legs are com pletely constrained in all the directions during the analysis.
Fig. 13. Finite element model.
2.2. Com parative A na lysis o f the M a xim u m D isp lacem ent a n d A rch Instability. The
m axim um displacem ent o f the arch crow n depending on the im pact velocity in the
experim ental and num erical sim ulation are investigated to verify the accuracy o f FEA
results. The com parison o f the arch crown displacem ent depending on the im pact velocity
in the num erical sim ulation is shown in Fig. 14, w hich indicates that the experim ental
results are in good agreem ent w ith the sim ulation ones w ith the variation o f the im pact
velocity at the rise-to-span ratio o f 0.1 or 0.3.
M oreover, the com parative analysis o f the bulking m ode for the num erical and
experim ental sim ulation w as conducted. The buckling m odes o f the num erical sim ulation
are com pared w ith the experim ental ones. Figure 15 illustrates the num erical and
experim ental results.
The failure m odes obtained from the experim ents and num erical sim ulation for the
same im pact values are also highly consistent. U nder the action o f sm aller im pact loads the
steel arch plastic hinge forms near the crown. W ith the increase o f the im pact load more
plastic hinges are form ed at the bottom or the haunch. The failure m odes o f the
experim ental and num erical sim ulation coincide well, w hich confirm s the accuracy o f the
num erical sim ulation results. A nalyzing the num erical sim ulation results m akes it possible
to draw the following conclusion: w ith the increase o f the rise-to-span ratio the plastic
hinge shifts to the haunch.
2.3. C om parative S tra in A nalysis. The strain-tim e curves o f the m em bers in gauge 1
p lotted based on the experim ents and num erical sim ulation results at the different im pact
velocity are shown in Fig. 16 w ith the hum m er w eight o f 35 kg, w hich is the same one as
o f the im pact b lock w eight in the num erical simulation. The steel arches in the experiments
are o f the same dim ensions as com pared w ith the arch m odel in the num erical sim ulation
w ith the rise-to-span ratio o f 0.3.
ISSN 0556-171X. npo6n.eMbi npounocmu, 2017, №2 1 61
M. S. Liu, J. Y. Li, Z X. Tian, et al.
'g Rise-span ratio=0.1
□ 1 2 3 4 5 6 7
Impact velocity (m /s)
Rise-span ratio=0.3
2 0 1 2 3 4 5 6 7
Impact velocity (m /s)
Fig. 14. Displacement vs impact velocity diagrams.
Fig. 15. Failure mode.
Due to different boundary conditions caused by the initial im perfection in the
experiment, the statistics o f the experim ental and calculated data points is not consistent.
The following m ain reasons can be suggested:
(1) In the experiment, the dam age position is random ly chosen, in contrast to the
num erical simulation, where it coincides w ith the m axim um initial imperfection. The
failure m ode is found to be regular in the num erical simulation.
62 ISSN 0556-171X. npoôëeubi npouuocmu, 2017, N2 1
Effect o f Impact Load on Dynamic Buckling
Time(s)
d
Fig. 16. Strain-time curves at impact velocity of 2 (a), 3 (b), 4 (c) and 5 m/s (b): solid lines
correspond to the experimental data, dotted lines - numerical simulation data.
ISSN 0556-171X. npoôëeuu npouHocmu, 2017, № 1 63
M. S. Liu, J. Y. Li, Z. X. Tian, et al.
(2) The local buckling o f the arch crow n causes augm entation o f the contact area
betw een the crow n and the drop hammer. Therefore, the angle stiffness in the experim ent is
larger than that in the num erical simulation. A strict constraint on the angular rotation
increases the stress o f the chord m em ber under the impact, as com pared to the ideal state.
(3) In practice, the node area issue cannot be disregarded. The difference betw een the
true specim ens and the ideal state has a drastic effect on the strain o f the m em bers
involving two aspects: the rigidity o f the nodes is larger, while the rod rotation is restrained.
On the other hand, due to the rod contribution, the actual length o f the m em ber is reduced,
and this causes the variation in the m em bers’ strain.
N otew orthy is that the num erical sim ulation results corroborate w ith the experimental
strain values. This proves the efficiency o f the num erical sim ulation in studying the
dynam ic response o f the arch.
C onclusions. In this paper, the triangular lattice steel arches were taken as the objects
to investigate the effect o f the im pact velocity and the rise-to-span ratio on the structure
buckling. The effects o f various param eters were discussed considering two aspects o f
buckling m odes and strain data, and the following conclusions were drawn:
1. The im pact velocity had a sharp effect on the steel arch buckling. The steel arch
collapsed at the ham m er velocity exceeding its critical value.
2. The steel arch w ith a relatively large rise-to-span ratio exhibited higher im pact
resistance. A t the sufficiently large im pact velocity, out-of-plane buckling o f the steel arch
w ith different rise-to-span ratio w as observed featuring three plastic hinges. The plastic
hinge shifted to the haunch w ith the increase o f the rise-to-span ratio.
3. The experim ental results w ere com pared w ith the num erical sim ulation ones. The
variation o f the arch crown displacem ent at the different velocity was generally identical
for the num erical sim ulation and experim ent results. A nd the position o f plastic hinge was
sim ilar in two methods. The strain data from the experim ents is in good agreem ent w ith the
sim ulation results. The efficiency o f the num erical sim ulation o f the dynam ic im pact
experim ent o f the steel arch was verified.
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14. G B/T 228-2002. M etallic M aterials - Tensile Testing at A m bient Temperature,
Chinese Standard, Im plem ented on July 1, 2002.
Received 30. 08. 2016
ISSN 0556-171X. npo6n.eub npounocmu, 2017, N 1 65
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| id | nasplib_isofts_kiev_ua-123456789-173582 |
| institution | Digital Library of Periodicals of National Academy of Sciences of Ukraine |
| issn | 0556-171X |
| language | English |
| last_indexed | 2025-12-01T05:26:22Z |
| publishDate | 2017 |
| publisher | Інститут проблем міцності ім. Г.С. Писаренко НАН України |
| record_format | dspace |
| spelling | Liu, M.S. Li, J.Y. Tian, Z.X. Zhu, C.W. Ju, J.S. 2020-12-12T13:51:56Z 2020-12-12T13:51:56Z 2017 Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch / M.S. Liu, J.Y. Li, Z.X. Tian, C.W. Zhu, J.S. Ju // Проблемы прочности. — 2017. — № 1. — С. 54-65. — Бібліогр.: 14 назв. — англ. 0556-171X https://nasplib.isofts.kiev.ua/handle/123456789/173582 539.4 In this study, test results and numerical simulation data are jointly analyzed to investigate the dynamic buckling of the steel arch under impact load. A series of impact tests of the triangular lattice steel arch are conducted to study the effect of the impact velocity and rise-to-span ratio on the structure buckling. The experimental results are compared with the numerical simulation ones, including arch buckling and strain data, which show the efficiency of the numerical simulation in performing the arch dynamic response calculation. It is also revealed that the impact velocity has a drastic effect on the steel arch buckling, and the arch impact resistance can be improved by increasing the rise-to-span ratio. en Інститут проблем міцності ім. Г.С. Писаренко НАН України Проблемы прочности Научно-технический раздел Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch Влияние динамической нагрузки на потерю устойчивости стальной решетчатой арки Article published earlier |
| spellingShingle | Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch Liu, M.S. Li, J.Y. Tian, Z.X. Zhu, C.W. Ju, J.S. Научно-технический раздел |
| title | Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch |
| title_alt | Влияние динамической нагрузки на потерю устойчивости стальной решетчатой арки |
| title_full | Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch |
| title_fullStr | Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch |
| title_full_unstemmed | Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch |
| title_short | Effect of Impact Load on Dynamic Buckling of Steel Lattice Arch |
| title_sort | effect of impact load on dynamic buckling of steel lattice arch |
| topic | Научно-технический раздел |
| topic_facet | Научно-технический раздел |
| url | https://nasplib.isofts.kiev.ua/handle/123456789/173582 |
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