Real-Time Substructure Tests and Numerical Simulation of Mechanical Characteristics of Natural Rubber-Laminated Bearings
Natural rubber lamination is a kind of seismic isolation of bearings often used in civil engineering. The advantage of laminated bearings is large vertical stiffness and small lateral stiffness. In seismic regions, structural periods would be extended and the effect of seismic forces can be lowered...
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Інститут проблем міцності ім. Г.С. Писаренко НАН України
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irk-123456789-1738102020-12-22T01:26:08Z Real-Time Substructure Tests and Numerical Simulation of Mechanical Characteristics of Natural Rubber-Laminated Bearings Peng, T.B. Ni, Y.H. Wu, Y.C. Научно-технический раздел Natural rubber lamination is a kind of seismic isolation of bearings often used in civil engineering. The advantage of laminated bearings is large vertical stiffness and small lateral stiffness. In seismic regions, structural periods would be extended and the effect of seismic forces can be lowered using bearings. In previous tests, the static cyclic loading method was mainly used that failed to take account of the loading rate. The real-time substructure testing is proposed to simulate true seismic loads. This testing and test setup were first introduced, and the effect of the loading rate was studied. Then the effects of vertical pressure and peak acceleration of ground motion were studied. At last the test results were simulated by the finite element method, and an accurate method to calculate seismic responses of bridges with laminated bearings was proposed. Ламинирование природным каучуком – один из видов сейсмической изоляции опор, часто используемый в гражданском строительстве. Ламинированные опоры характеризуются высокой вертикальной жесткостью и низкой поперечной жесткостью. В сейсмических регионах сроки строительства увеличиваются, а влияние сейсмических сил может быть уменьшено за счет применения подобных опор. До сих пор основой для испытаний служил статический метод циклического нагружения, не позволявший учитывать его скорость. Предложен метод испытания в реальных условиях эксплуатации, моделирующий истинные сейсмические нагрузки. Внедрены метод испытаний и испытательная установка, изучено влияние скорости нагружения, вертикального давления и пикового ускорения движения грунта. Выполнено моделирование результатов испытания с помощью метода конечных элементов. Предложен точный метод расчета сейсмических характеристик мостов с опорами, ламинированными природным каучуком. 2018 Article Real-Time Substructure Tests and Numerical Simulation of Mechanical Characteristics of Natural Rubber-Laminated Bearings / T.B. Peng, Y.H. Ni, Y.C. Wu // Проблемы прочности. — 2018. — № 1. — С. 27-36. — Бібліогр.: 13 назв. — англ. 0556-171X http://dspace.nbuv.gov.ua/handle/123456789/173810 539.4 en Проблемы прочности Інститут проблем міцності ім. Г.С. Писаренко НАН України |
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Научно-технический раздел Научно-технический раздел Peng, T.B. Ni, Y.H. Wu, Y.C. Real-Time Substructure Tests and Numerical Simulation of Mechanical Characteristics of Natural Rubber-Laminated Bearings Проблемы прочности |
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Natural rubber lamination is a kind of seismic isolation of bearings often used in civil engineering. The advantage of laminated bearings is large vertical stiffness and small lateral stiffness. In seismic regions, structural periods would be extended and the effect of seismic forces can be lowered using bearings. In previous tests, the static cyclic loading method was mainly used that failed to take account of the loading rate. The real-time substructure testing is proposed to simulate true seismic loads. This testing and test setup were first introduced, and the effect of the loading rate was studied. Then the effects of vertical pressure and peak acceleration of ground motion were studied. At last the test results were simulated by the finite element method, and an accurate method to calculate seismic responses of bridges with laminated bearings was proposed. |
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Peng, T.B. Ni, Y.H. Wu, Y.C. |
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Peng, T.B. Ni, Y.H. Wu, Y.C. |
| author_sort |
Peng, T.B. |
| title |
Real-Time Substructure Tests and Numerical Simulation of Mechanical Characteristics of Natural Rubber-Laminated Bearings |
| title_short |
Real-Time Substructure Tests and Numerical Simulation of Mechanical Characteristics of Natural Rubber-Laminated Bearings |
| title_full |
Real-Time Substructure Tests and Numerical Simulation of Mechanical Characteristics of Natural Rubber-Laminated Bearings |
| title_fullStr |
Real-Time Substructure Tests and Numerical Simulation of Mechanical Characteristics of Natural Rubber-Laminated Bearings |
| title_full_unstemmed |
Real-Time Substructure Tests and Numerical Simulation of Mechanical Characteristics of Natural Rubber-Laminated Bearings |
| title_sort |
real-time substructure tests and numerical simulation of mechanical characteristics of natural rubber-laminated bearings |
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Інститут проблем міцності ім. Г.С. Писаренко НАН України |
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2018 |
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http://dspace.nbuv.gov.ua/handle/123456789/173810 |
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Real-Time Substructure Tests and Numerical Simulation of Mechanical Characteristics of Natural Rubber-Laminated Bearings / T.B. Peng, Y.H. Ni, Y.C. Wu // Проблемы прочности. — 2018. — № 1. — С. 27-36. — Бібліогр.: 13 назв. — англ. |
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Проблемы прочности |
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2025-07-15T10:36:28Z |
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| fulltext |
UDC 539.4
Real-Time Substructure Tests and Numerical Simulation of Mechanical
Characteristics of Natural Rubber-Laminated Bearings
T. B. Peng,
1
Y. H. Ni,
2
and Y. C. Wu
3
State Key Laboratory of Disaster Reduction in Civil Engineering, Tongji University, Shanghai, China
1 ptb@tongji.edu.cn
2 1627380717@qq.com
3 1630414@tongji.edu.cn
Natural rubber lamination is a kind of seismic isolation of bearings often used in civil engineering.
The advantage of laminated bearings is large vertical stiffness and small lateral stiffness. In seismic
regions, structural periods would be extended and the effect of seismic forces can be lowered using
bearings. In previous tests, the static cyclic loading method was mainly used that failed to take
account of the loading rate. The real-time substructure testing is proposed to simulate true seismic
loads. This testing and test setup were first introduced, and the effect of the loading rate was studied.
Then the effects of vertical pressure and peak acceleration of ground motion were studied. At last the
test results were simulated by the finite element method, and an accurate method to calculate seismic
responses of bridges with laminated bearings was proposed.
Keywords: laminated nature rubber bearing, real-time substructure test, loading rate,
vertical pressure, numerical simulation.
Introduction. Laminated nature rubber (LNR) bearing is a kind of seismic isolation
bearing and often used in civil engineering structures. Advantages of LNR bearings are the
large stiffness for vertical loading and small stiffness for lateral loading. Under earthquakes,
structural periods of bridges using LNR bearings are longer than those using fixed bearings
and seismic forces will be reduced accordingly. LNR bearings were usually combined with
dampers to dissipate seismic energy [1].
During the service period, LNR bearing is required to provide sufficient vertical load
capacity and lateral displacement capacity. Therefore, the strength and stiffness of LNR
bearings were the main research subjects. Square LNR bearings were studied by Koh and
Kelly [2], a viscoelastic model was proposed to take the P-� effect into consideration and
steady state responses under constant compression stress and sinusoidal horizontal load
were obtained. Koo et al. [3] suggested a modified macro model to evaluate the seismic
isolation effects of LNR bearing with parameter equations of instantaneous apparent shear
modulus. Iizuka [4] proposed a macroscopic model for predicting the large-deformation
behaviors of laminated rubber bearings. Tsai and Hsueh [5] proposed a viscoelastic model
to study steady state responses of LNR bearing under constant pressure and sinusoidal
horizontal load.
Mechanical characteristics of LNR bearings were also studied experimentally. Stanton
et al. [6] studied the stability of LNR bearing under different vertical compression stresses.
Buckle et al. [7] studied the stability of LNR bearing by a series tests and it was shown that
the critical load decreased with increasing shear strain.
Previous test investigations of LNR bearings used mainly static reversed cyclic
loading method [8, 9]. These tests cannot take the loading rate into consideration. However,
mechanical properties of LNR bearings have a significant relationship with the loading rate.
Therefore, real-time substructure (RTS) testing was proposed to simulate the seismic
loading in this paper. Firstly, the test method and setup were introduced. The influence of
© T. B. PENG, Y. H. NI, Y. C. WU, 2018
ISSN 0556-171X. Ïðîáëåìè ì³öíîñò³, 2018, ¹ 1 27
loading rate on seismic responses was studied to prove the necessity of RTS tests. Then
influences of vertical pressure and peak acceleration of ground motion were studied. At last
test results were simulated by the finite element method, and an accurate method to
calculate seismic responses of bridges with LNR bearings was proposed.
1. RTS Test Method. To study the mechanical properties of LNR bearings under
earthquakes, seismic tests were suggested. In 1992, the RTS method was introduced by
Nakashima et al. [10], which is also referred to as real-time hybrid simulation. It looks like
a pseudo dynamic test, but a time step of the test must be completed within a very small
increment of time, which allows to investigate structural systems with rate-dependent
components by this method [11, 12].
In an RTS test, the researched structure is divided into an experimental substructure
and a numerical substructure by the substructure technique. The substructure technique is
almost the same as that in a pseudo-dynamic test. Usually the interested part of the structure
or the part supposed to have significant nonlinear response under seismic loading is taken
as an experimental substructure. And the remainder of the structure is taken as a numerical
substructure and simulated in the computer. The interface actions between the two
substructures are applied by actuators.
Taking a bridge in Fig. 1 as an example to introduce the method, the researched
structure is a simply supported bridge with four same LNR bearings. The LNR bearings are
selected as the experimental substructure for testing and the girder is selected as the
numerical substructure. Two bearings are selected and tested in parallel as shown in
Fig. 1.
The bridge structure in Fig. 1 can be simplified as an undamped single-degree of
freedom (SDOF) system in Fig. 2, where M represents the girder mass, K represents the
nonlinear stiffness of the LNR bearing, which can be measured during the test. The
equation of motion of the SDOF system is
Ma Kd Fi i i� � , (1)
T. B. Peng, Y. H. Ni, and Y. C. Wu
28 ISSN 0556-171X. Ïðîáëåìè ì³öíîñò³, 2018, ¹ 1
Fig. 1. Schematic diagram of an RTS test.
where a and d are acceleration and displacement of the girder, respectively, and F is the
seismic force at the time step.
If the central difference method is used in the RTS test, the displacement command at
the next time step is calculated with the following equation:
d d d t R F Mi i i i i� �� � � �1 1
22 � ( ) , (2)
where R is the bearing force measured currently.
In the RTS test, �t is required to be as short as possible. Usually a time step less than
0.02 s can be acceptable. And the velocity and acceleration in the test are regarded to be
close to real responses if the displacement command can be applied by the hydraulic servo
actuator in the time step.
2. RTS Test Setup. The RTS test was conducted with the MTS FlexTest GT
controller in the state key laboratory of disaster reduction in civil engineering, Tongji
University. The test setup was composed of a steel frame, a vertical actuator and a
horizontal actuator, as shown in Fig. 3. The frame and vertical actuator were fixed on the
ground and used to apply the vertical pressure on bearings. One end of the horizontal
actuator was fixed on the reaction wall and the other end was connected to a loading plate.
The plate was inserted between the two bearings and connected them with bolts. The
horizontal actuator drove the plate moving according to the displacement command. The
plate displacement was equal to the shear deformation of bearings and the horizontal force
of the actuator was equal to twice that of one bearing.
Two same LNR bearings were used in the test. The section of rubber layer is a square
with a side length of 400 mm. The thickness of each rubber layer is 10 mm and the total
thickness of rubber layers is 80 mm. The thickness of each steel plate is 3 mm. An LNR
bearing is shown in Fig. 4. El-Centro ground motion was used as the input acceleration
time history, as shown in Fig. 5.
Real-Time Substructure Tests and Numerical Simulation ...
ISSN 0556-171X. Ïðîáëåìè ì³öíîñò³, 2018, ¹ 1 29
Fig. 2. A simplified SDOF system.
Fig. 3. The RTS test setup. Fig. 4. An LNR bearing used in the RTS test.
3. The Influence of the Loading Rate. In the RTS test to study the influence of the
loading rate, the peak acceleration of El-Centro ground motion was adjusted to 0.2g. The
loading time step �t l was changed and set to be 0.01, 0.02, 0.025, 0.05, 0.1, and 0.2 s,
respectively. In the numerical substructure, the real time step of the ground motion was
0.01 s, so only the loading time step of 0.01 s was real time. The loading rate of the loading
time step of 0.02 s was half of the real loading rate. Likewise, the loading rate of the
loading time step of 0.2 s was 1/20 of the real loading rate. The longer the loading time step
is, the slower the loading rate is.
In the test, M was 100 ton and the vertical pressure was 960 kN. Bearing
displacement time histories and hysteresis curves for different loading rates are shown in
Fig. 6. The maximum Fmax and minimum Fmin bearing forces and maximum d max and
minimum d min bearing displacements for different loading rates are listed in Table 1. The
horizontal equivalent stiffness K eq is calculated according to the following equation:
K F F d deq � � �( ) ( ).max min max min (3)
As shown in Fig. 6, shapes of bearing displacement time histories are similar and
hysteresis curves are quite narrow. As shown in Table 1, with the decreasing of the loading
rate, bearing displacement will increase and bearing force will decrease. Therefore, the
bearing horizontal equivalent stiffness decreases by more than 10%.
30 ISSN 0556-171X. Ïðîáëåìè ì³öíîñò³, 2018, ¹ 1
T. B. Peng, Y. H. Ni, and Y. C. Wu
Fig. 5. El-Centro ground motion.
T a b l e 1
The Maximum and Minimum Responses for Different Loading Rates
Time
step
(s)
Displacement (mm) Force (kN) Horizontal
equivalent stiffness
(kN/mm)
dmax dmin Fmax Fmin
0.01 59.77 �60.07 113.15 �108.83 1.85
0.02 57.82 �59.55 105.05 �107.75 1.81
0.025 55.82 �62.37 100.54 �108.68 1.77
0.05 55.23 �63.12 96.22 �108.25 1.73
0.1 56.32 �65.19 94.72 �109.01 1.68
0.2 57.81 �67.12 95.05 �110.27 1.64
ISSN 0556-171X. Ïðîáëåìè ì³öíîñò³, 2018, ¹ 1 31
Real-Time Substructure Tests and Numerical Simulation ...
a b
c d
e f
g h
The relationship between horizontal equivalent stiffness and time step is shown in
Fig. 7. The relationship can be expressed by a simple equation with reasonable accuracy.
The adjusted coefficient of determination is 0.98771.
32 ISSN 0556-171X. Ïðîáëåìè ì³öíîñò³, 2018, ¹ 1
T. B. Peng, Y. H. Ni, and Y. C. Wu
i j
k l
Fig. 6. Test results for different loading rates: displacement time histories (a, c, e, g, i, k) and
hysteresis curves (b, d, f, h, j, l) for �tl � 0.01 s (a, b), 0.02 s (c, d), 0.025 s (e, f), 0.05 s (g, h), 0.1 s
(i, j), and 0.2 s (k, l).
Fig. 7. The relationship between horizontal equivalent stiffness and time step.
K teq l�
�153128 0 04104. ( ) ..
� (4)
Slow test cannot take account of the loading rate effect and will underestimate the real
horizontal stiffness. To obtain the true seismic responses, a real time loading test method is
necessary and the necessity of RTS tests is proven.
4. The Influence of the Vertical Pressure. In the RTS test to study the influence of
the vertical pressure, the peak acceleration of El-Centro ground motion was adjusted to
0.2g. The vertical pressure N was changed and set to be 640, 960, 1080, and 1600 kN,
which correspond to 4, 6, 8, and 10 MPa. In the test, M was 100 ton and �t l was 0.01 s.
Maximum and minimum bearing displacements, maximum and minimum bearing forces for
different vertical pressures are listed in Table 2.
As shown in Table 2, with the increasing of the vertical pressure, bearing displacement
will decrease and bearing force will increase. However, the bearing horizontal equivalent
stiffness increases very slightly. Therefore, the influence of the vertical pressure is very
slightly and can be neglected, at least for the loading rate and peak acceleration in this
section.
5. The Influence of the Peak Acceleration. In the RTS test to study the influence of
the peak acceleration, the peak acceleration of El-Centro ground motion ag was changed
and set to be 0.1g, 0.15g, 0.2g, and 0.25g. In the test, M was 100 ton, �t l was 0.01 s and
N was 960 kN. Maximum and minimum bearing displacements, maximum and minimum
bearing forces for different peak accelerations are listed in Table 3.
As shown in Table 3, with the increasing of the peak accelerations, bearing
displacement and bearing force will increase both. The bearing horizontal equivalent
stiffness decreases a little (nearly 5%) at first and then increases a little (nearly 5%).
ISSN 0556-171X. Ïðîáëåìè ì³öíîñò³, 2018, ¹ 1 33
Real-Time Substructure Tests and Numerical Simulation ...
T a b l e 2
The Maximum and Minimum Responses for Different Vertical Pressures
Vertical
pressure
(kN)
Displacement (mm) Force (kN) Horizontal
equivalent stiffness
(kN/mm)
dmax dmin Fmax Fmin
640 61.02 �58.55 113.15 �105.59 1.83
960 60.39 �60.02 112.65 �108.73 1.84
1080 59.48 �60.60 113.38 �109.32 1.85
1600 58.58 �61.86 112.03 �113.70 1.87
T a b l e 3
The Maximum and Minimum Responses for Different Peak Accelerations
Peak
acceleration
Displacement (mm) Force (kN) Horizontal
equivalent stiffness
(kN/mm)
dmax dmin Fmax Fmin
0.1g 30.54 �29.80 61.19 �55.28 1.93
0.15g 47.93 �42.08 92.67 �79.96 1.92
0.2g 60.39 �60.02 112.65 �108.73 1.84
0.25g 75.34 �76.15 146.68 �145.62 1.93
Generally, the influence of the peak acceleration is very slightly and can be neglected. Note
that, the maximum shear strain in the test was less than 100%, and if the shear strain is
greater than 100%, the nonlinearity might have to be considered.
6. Numerical Simulation. The finite element software SAP2000 is used to compare
calculated results with different simulation methods and test results. The undamped SDOF
system in Fig. 2 is taken as an example to calculate the bridge seismic responses.
The first simulation method is suggested in current seismic design standards, where
LNR bearings are usually suggested to be simulated with linear springs [13]. In the
analysis, M is 100 ton, El-Centro ground motion with ag of 0.2g was input. The stiffness
of the LNR bearing is 1.84 kN/mm according to test results. Bearing displacement time
histories and hysteresis curves of test and calculated results are compared in Fig. 8. Solid
lines in the figure are test results, and dashed lines are calculated results.
As shown, without respect to the damping, the simulation of LNR bearings with linear
springs can overestimate the seismic responses greatly. Even if the energy dissipation
capacities of LNR bearings are small usually, it is important to simulate the damping
accurately.
The second simulation method is suggested in this paper, where the LNR bearing is
simulated with a linear spring and a linear viscous damper. The stiffness of the LNR
bearing is 1.84 kN/mm, and the damping ratio can be chosen to be 3.5% according to test
results. The bearing displacement time histories and hysteresis curves of test and calculated
results are compared in Fig. 9. As shown, the seismic responses are simulated accurately.
34 ISSN 0556-171X. Ïðîáëåìè ì³öíîñò³, 2018, ¹ 1
T. B. Peng, Y. H. Ni, and Y. C. Wu
b
Fig. 8. Comparisons of test and calculated results with linear springs: displacement time history (a)
and hysteresis curve (b) for ag � 0.2g.
a
a b
Fig. 9. Comparisons of test and calculated results with linear springs and dampers: displacement time
history (a) and hysteresis curve (b) for ag � 0.2g.
For different peak accelerations, maximum and minimum bearing displacements,
maximum and minimum bearing forces of test and calculated results are compared and
listed in Table 4. As shown, test and calculated results match well with each other. All the
errors are less than 10% and most of them are less than 5%.
Conclusions. The seismic responses and simulation of LNR bearings are studied
using RTS tests and FEM analysis, and the following conclusions can be drawn:
1. Slow test cannot take account of the loading rate effect and real-time loading test
methods are necessary to obtain the real seismic responses.
2. The influence of the vertical pressure is very slightly and can be neglected, at least
for the real loading rate and peak acceleration in this paper.
3. If the shear strain �100%, the influence of the peak acceleration is very slightly
and can be neglected.
4. The simulation of an LNR bearing with a linear spring can overestimate the seismic
responses greatly, so it is important to simulate the damping accurately.
5. After considering a damping ratio of 3.5%, the test and calculated results match
well with each other, so the simulation of an LNR bearing with a linear spring and a
damper can estimate seismic responses accurately.
Acknowledgments. This work was supported in part by the National Natural Science
Foundation of China (No. 51278372) and the Ministry of Science and Technology of
China, Grant No. SLDRCE 14-B-15.
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State Highway and Transportation Officials, Washington, DC (2010).
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ISSN 0556-171X. Ïðîáëåìè ì³öíîñò³, 2018, ¹ 1 35
Real-Time Substructure Tests and Numerical Simulation ...
T a b l e 4
Comparisons of Test and Calculated Results
Peak
acceleration
max/min Displacement (mm) Force (kN)
Test Calculated Error
(%)
Test Calculated Error
(%)
0.1g max 30.54 29.66 �2.87 61.19 56.45 �7.75
min �29.80 �29.66 �0.45 �55.28 �56.47 2.15
0.15g max 47.93 44.49 �7.18 92.67 84.67 �8.63
min �42.08 �44.49 5.72 �79.96 �84.71 5.94
0.2g max 60.39 59.32 �1.77 112.65 112.90 0.22
min �60.02 �59.32 �1.17 �108.73 �112.95 3.88
0.25g max 75.34 74.15 �1.57 146.68 141.12 �3.79
min �76.15 �74.15 �2.63 �145.62 �141.18 �3.05
5. H. C. Tsai and S. J. Hsueh, “Mechanical properties of isolation bearings identified by
a viscoelastic model,” Int. J. Solids Struct., 38, No. 1, 53–74 (2001).
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elastomeric bearings,” J. Eng. Mech., 116, No. 6, 1351–1371 (1990).
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experimental study,” J. Struct. Eng., 28, No. 1, 3–11 (2002).
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Inst. Eng. (India): Civil Eng. Div., 84, 110–115 (2003).
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based on series of tests,” Eng. Struct., 56, 600–609 (2013).
10. M. Nakashima, H. Kato, and E. Takaoka, “Development of real-time pseudo dynamic
testing,” Earthq. Eng. Struct. Dynam., 21, No. 1, 79–92 (1992).
11. T. Asai, C.-M. Chang, B. M. Phillips, and B. F. Spences, “Real-time hybrid
simulation of a smart outrigger damping system for high-rise buildings,” Eng. Struct.,
57, 177–88 (2013).
12. B. Wu, Z. Wang, and O. S. Bursi, “Actuator dynamics compensation based on upper
bound delay for real-time hybrid simulation,” Earthq. Eng. Struct. Dynam., 42,
No. 12, 1749–1765 (2013).
13. JTG/T B02-01-2008. Guidelines for Seismic Design of Highway Bridges, Chinese
Standard, Implemented on October 1, 2008.
Received 15. 09. 2017
36 ISSN 0556-171X. Ïðîáëåìè ì³öíîñò³, 2018, ¹ 1
T. B. Peng, Y. H. Ni, and Y. C. Wu
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/HRV (Za stvaranje Adobe PDF dokumenata najpogodnijih za visokokvalitetni ispis prije tiskanja koristite ove postavke. Stvoreni PDF dokumenti mogu se otvoriti Acrobat i Adobe Reader 5.0 i kasnijim verzijama.)
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/NLD (Gebruik deze instellingen om Adobe PDF-documenten te maken die zijn geoptimaliseerd voor prepress-afdrukken van hoge kwaliteit. De gemaakte PDF-documenten kunnen worden geopend met Acrobat en Adobe Reader 5.0 en hoger.)
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/ENU (Use these settings to create Adobe PDF documents best suited for high-quality prepress printing. Created PDF documents can be opened with Acrobat and Adobe Reader 5.0 and later.)
>>
/Namespace [
(Adobe)
(Common)
(1.0)
]
/OtherNamespaces [
<<
/AsReaderSpreads false
/CropImagesToFrames true
/ErrorControl /WarnAndContinue
/FlattenerIgnoreSpreadOverrides false
/IncludeGuidesGrids false
/IncludeNonPrinting false
/IncludeSlug false
/Namespace [
(Adobe)
(InDesign)
(4.0)
]
/OmitPlacedBitmaps false
/OmitPlacedEPS false
/OmitPlacedPDF false
/SimulateOverprint /Legacy
>>
<<
/AddBleedMarks false
/AddColorBars false
/AddCropMarks false
/AddPageInfo false
/AddRegMarks false
/ConvertColors /ConvertToCMYK
/DestinationProfileName ()
/DestinationProfileSelector /DocumentCMYK
/Downsample16BitImages true
/FlattenerPreset <<
/PresetSelector /MediumResolution
>>
/FormElements false
/GenerateStructure false
/IncludeBookmarks false
/IncludeHyperlinks false
/IncludeInteractive false
/IncludeLayers false
/IncludeProfiles false
/MultimediaHandling /UseObjectSettings
/Namespace [
(Adobe)
(CreativeSuite)
(2.0)
]
/PDFXOutputIntentProfileSelector /DocumentCMYK
/PreserveEditing true
/UntaggedCMYKHandling /LeaveUntagged
/UntaggedRGBHandling /UseDocumentProfile
/UseDocumentBleed false
>>
]
>> setdistillerparams
<<
/HWResolution [2400 2400]
/PageSize [612.000 792.000]
>> setpagedevice
|