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NB 35047-2015: Code for seismic design of hydraulic structures of hydropower project---This is an excerpt. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.), auto-downloaded/delivered in 9 seconds, can be purchased online: https://www.ChineseStandard.net/PDF.aspx/NB35047-2015
NB
ENERGY INDUSTRY STANDARD OF
THE PEOPLE’S REPUBLIC OF CHINA
ICS 27.140
P 59
Registration number. J2042-2015
P NB 35047-2015
Replacing DL 5073-2000
Code for seismic design of
hydraulic structures of hydropower project
Issued on. APRIL 02, 2015
Implemented on. SEPTEMBER 01, 2015
Issued by. National Energy Administration
ENERGY INDUSTRY STANDARD OF
THE PEOPLE’S REPUBLIC OF CHINA
Code for seismic design of
hydraulic structures of hydropower project
Replacing DL 5073-2000
Main drafting organization. Hydropower and Water Resources Planning and
Design Institute
Approved by. National Energy Administration
Date of implementation. September 1, 2015
China Electric Power Press
2015 Beijing
Table of Contents
Foreword... 4
1 General... 9
2 Terms and symbols... 11
3 Basic requirements... 16
4 Site, foundation and slope... 19
5 General in earthquake action and seismic analysis... 24
6 Embankment dam... 33
7 Gravity dam... 39
8 Arch dam... 44
9 Sluice... 49
10 Underground hydraulic structure... 53
11 Intake tower... 56
12 Penstock of hydropower station and ground powerhouse... 63
13 Aqueduct... 65
14 Shiplift... 67
Appendix A Seismic stability calculation of embankment dam with quasi-static
method... 69
Appendix B Calculation of aqueduct dynamic water pressure... 72
Explanation of wording in the Code... 76
List of normative standards... 77
Code for seismic design of
hydraulic structures of hydropower project
1 General
1.0.1 In accordance with “The Law of the People's Republic of China on
Earthquake Preparedness and Disaster Reduction”, to implement the
precautionary principle, to make the construction of the hydraulic structures
after earthquake-resistant design be able to mitigate the earthquake damage
and prevent secondary disasters, this Code is hereby established.
1.0.2 This Code is applicable to the seismic design of hydraulic structures of
grade 1, 2 and 3 -- such as roller compacted embankment dams, concrete
gravity dams, concrete arch dams, sluices, hydraulic underground structures,
intake towers, hydropower station penstocks, aqueducts and shiplift of which
the design intensity is VI, VII, VIII and IX-degree.
When the design intensity is VI, it may be exempted of seismic calculation, but
it shall still take seismic measures appropriately in accordance with this Code.
For the hydraulic structures with a design intensity higher than IX and the for
the backwater structures with a height greater than 200 m or with special
requirements, the seismic safety shall also be specifically studied and
demonstrated.
1.0.3 The design seismic peak ground acceleration of the engineering site of
the hydraulic structure and its corresponding design intensity shall be
determined in accordance with the following provisions.
1.0.4 Hydraulic structures designed for seismic design in accordance with this
Code shall be able to withstand the seismic actions of design intensity. If there
is local damage, it will still operate normally after repair.
1.0.5 The seismic design of hydraulic structures, in addition to complying with
this Code, shall also comply with the provisions of relevant national standards.
2 Terms and symbols
2.1 Terms
2.1.1 Seismic design
Special design for the engineering structure of the strong earthquake zone. It
generally includes two aspects. seismic calculation and seismic measure.
2.1.2 Basic intensity
Within the 50-year period, under general site conditions, it may encounter the
seismic intensity of which the exceeding probability P50 is 0.10.Generally, the
corresponding seismic intensity value is determined in accordance with the
Appendix [in GB 18306], in accordance with the seismic peak acceleration
value as indicated in GB 18306 for the site.
2.1.3 Design intensity
The seismic intensity determined as the basis for engineering fortification based
on the basic intensity.
2.1.4 Reservoir earthquake
Earthquakes associated with reservoir impoundment that generally occur within
10 km of the reservoir bank.
2.1.5 Maximum credible earthquake
Earthquakes with the greatest ground motion that may occur at sites which are
evaluated in accordance with the seismic geological conditions of the project
site.
3 Basic requirements
3.0.1 The hydraulic structure shall determine its seismic fortification
category in accordance with its importance and the basic seismic
intensity of the project site in accordance with Table 3.0.1.
3.0.3 For newly built reservoirs with dam height greater than 100 m and
storage capacity greater than 500 million m3, it shall perform reservoir
seismic safety evaluation. For earthquakes in reservoirs of which the
magnitude is greater than 5 or the epicentral intensity is greater than VII,
it shall establish the reservoir seismic monitoring network at least one
year prior to reservoir impoundment and perform reservoir seismic
monitoring.
3.0.5 For hydraulic structures with seismic requirements, it shall propose the
requirements for emergency preparedness for earthquake prevention and
mitigation in the design.
3.0.6 For category A engineering dam of which the design intensity is VIII and
above AND the height is more than 150 m, it should perform a dynamic model
test.
3.0.7 For grade 1 dams of which the design intensity is VII and above, and
grade 2 dams of which the design intensity is VIII and above, it shall propose
the strong earthquake observation design of structural reaction arrays.
4 Site, foundation and slope
4.1 Site
4.1.1 The selection of the site of the hydraulic structure shall be, based on the
engineering geological and hydrogeological exploration and seismic activity
investigation, in accordance with the tectonic activity, site foundation and slope
stability and the risk of secondary disasters, subject to comprehensive
evaluation.
4.1.3 The site category shall be classified into five categories I0, I1, II, III and IV
in accordance with the site soil type and site cover layer thickness in
accordance with Table 4.1.3.
4.2 Foundation
4.2.1 The seismic design of the foundation of a hydraulic structure shall take
into account the type, load, hydraulic and operating conditions of the upper
structures, as well as the engineering geological and hydrogeological
conditions of the foundation and bank slope.
4.2.5 For the uneven foundations with large changes in the horizontal direction
such as geotechnical properties and thicknesses, it shall take measures to
avoid large uneven settlement, slippage and concentrated leakage during
earthquakes, and take measures to improve the upper structure’s ability to
adapt to the uneven settlement of the foundation.
4.2.6 The determination of soil liquefaction category in the foundation shall be
carried out in accordance with the relevant provisions of GB 50287 Code for
hydropower engineering geological investigation.
4.3.4 The seismic analysis and safety factor of the slope shall be carried out in
accordance with the relevant provisions of DL/T 5353 Design specification for
slope of hydropower and water conservancy project.
4.3.5 For particularly important high-slope engineering with complex geological
conditions, it shall carry out special research based on dynamic analysis, to
evaluate its deformation and seismic stability and safety through
comprehensive analysis of seismic response such as slope displacement,
residual displacement or sliding surface opening.
5 General in earthquake action and seismic analysis
5.1 Seismic action components and its combination
5.1.1 In general, hydraulic structures other than aqueducts may only consider
horizontal seismic action.
5.1.5 For the concrete arch dam and sluice, it shall consider the horizontal
seismic action along the river flowing direction and that perpendicular to the
river flowing direction.
5.1.6 For the hydraulic concrete structure with the similar lateral stiffness along
the two main axial directions, such as the intake tower and the sluice top frame,
it shall consider the horizontal seismic action of the structure along the two main
axial directions.
5.2 Seismic action types
5.2.1 Under normal circumstances, the seismic action to be considered for
seismic calculation of hydraulic structures is. seismic inertia force generated by
the building's own weight and the load on it, seismic earth pressure and seismic
hydrodynamic pressure, and the ground motion pore water pressure.
5.2.2 The seismic analysis of the face rockfill dam shall take into account of the
seismic hydrodynamic pressure, the seismic hydrodynamic pressure of other
embankment dams may not be considered.
5.3 Design seismic acceleration and standard design
response spectrum
5.3.1 For the seismic fortification category A project which is subject to special
site seismic safety evaluation, the design response spectrum shall adopt the
site-related design response spectrum in accordance with the provisions of item
5 of clause 3.0.2, the horizontal and vertical design response spectrum of other
projects shall adopt the standard design response spectrum.
5.3.2 Standard design response spectrum shall be used as shown in Figure
5.3.2.
5.3.4 The representative value βmin of the lower limit of the standard design
response spectrum shall be not less than 20% of the representative value of
the maximum value of the design response spectrum.
5.5.3 The calculation method of seismic effects of various types of hydraulic
structures shall be adopted in accordance with the provisions of Table 5.5.3
based on the seismic fortification category of the project, in addition to
complying with the provisions of the relevant clauses of this Code.
5.7 Seismic design ultimate limit state with partial factors
5.7.1 The seismic strength and stability of all types of hydraulic structures under
the most unfavorable combination of static and dynamic conditions shall meet
the design formula of the bearing capacity limit state (5.7.1), otherwise special
demonstration shall be made.
6 Embankment dam
6.1 Seismic calculation
6.1.1 Seismic calculation shall include seismic stability calculation, permanent
deformation calculation, anti-seepage safety evaluation and liquefaction
determination, etc., the comprehensive evaluation of seismic safety is
performed combined with seismic measures.
6.1.3 When the quasi-static method is used to calculate the seismic effect and
the seismic stability calculation is carried out for the embankment dam, it should
be based on the slip-arc method based on the force between the strips to make
verification in accordance with clause 5.7.1 of this Code, the calculation formula
is as shown in Appendix A. For foundations with thin soft clay interlayers, as
well as thin inclined wall dams and thin core wall dams, it may use the slip
wedge method for calculation.
6.1.6 When using the finite element method to carry out the dynamic analysis
of the seismic effect of embankment dams, it should be carried out in
accordance with the following requirements.
6.1.8 For the calculation of permanent deformation of the dam, it should use
the residual deformation calculation method including the influence of residual
body strain and residual shear strain.
6.1.9 For face rockfill dams, the hydrodynamic pressure may be determined in
accordance with the provisions of clauses 7.1.12 to 7.1.14 of this Code.
6.2 Seismic measure
6.2.1 For the construction of embankment dams in strong earthquake areas, it
should use the dam axis that is curved straight or upstream. It should not adopt
a dam axis that is curved downstream, folded or S-shaped.
6.2.2 When the design intensity is VIlI and IX, it should select the rockfill dam,
the anti-seepage body should not adopt the type of rigid core wall. When using
a homogeneous dam, it shall set an internal drainage system to lower the
immersion line.
7 Gravity dam
7.1 Seismic calculation
7.1.1 For the seismic calculation of gravity dams, it shall perform the dam
strength and the overall anti-sliding stability analysis along the construction
base plane. For roller compacted concrete gravity dams, it shall also perform
the anti-sliding stability analysis along the rolling layer.
7.1.2 For the seismic analysis of gravity dams, generally the highest dam
section of different types of dam sections can be taken, which is carried out in
accordance with a single dam section. For gravity dams with significant overall
actions, it should perform the comprehensive analysis for the entire dam section.
7.1.11 When using the quasi-static method to calculate the seismic effect of
gravity dam, the representative value of horizontal seismic action of each
particle shall be calculated in accordance with the provisions of clause 5.5.9,
wherein the dynamic distribution factor of seismic inertial force shall be
determined in accordance with formula (7.1.11).
Where.
7.2.6 For the gravity dam of which the engineering seismic fortification category
is A, when the seismic acceleration of the design is greater than 0.2 g, it should
set the keyway or take grouting measures in the transverse joint between
different dam sections to improve the dam integrity. Enhance the water stop
design of the transverse joint, select the joint water stop type and water stop
material with large deformation ability.
7.2.7 Reinforcement shall be strengthened in the seismic weakened parts such
as the periphery of the gravity dam openings as well as the junction between
the overflow dam pier and the weir surface.
8 Arch dam
8.1 Seismic calculation
8.1.1 The seismic calculation of arch dams shall include the analysis of dam
strength and abutment stability under design seismic actions. For arch dams
that need to be subjected to seismic calculation under the maximum credible
earthquake, it shall also perform the deformation analysis of the dam and
foundation system.
8.1.5 The representative value of the arch dam horizontal seismic
hydrodynamic pressure can be taken as 1/2 of the value which is calculated in
accordance with the formula (7.1.14), where H0 is the water depth of the
calculated section.
8.1.6 When using the dynamic method to check the strength of the arch dam
body under the design seismic action, the compressive and tensile strength
structural factors shall not be less than 1.30 and 0.70, respectively.
8.1.9 When the dynamic method is used to check the stability of the abutment
rock mass under the design seismic action, the shear resistance parameter of
the rock mass shall take the static mean value, the partial factor shall be 1.0,
the structural factor of anti-sliding stability shall not be less than 1.40; or
otherwise it shall use the time-history analysis method to perform
comprehensive analysis judgement of the seismic stability of the potential
sliding rock mass of the abutment.
9 Sluice
9.1 Seismic calculation
9.1.1 The seismic calculation of the sluice shall include seismic stability and
structural strength verification. Seismic stability calculation shall be carried out
for the sluice chamber and connection structure at two banks as well as its
foundation; for the structural components of each part, it shall be subject to the
seismic strength calculation. The non-structural components, the auxiliary
electromechanical equipment and the joints with the main structural body shall
be subject to seismic design.
9.1.4 When the dynamic method is used to calculate the seismic effect of the
sluice, the sluice chamber segment shall be regarded as the overall three-
dimensional system structure.
9.1.5 It should calculate the influence of the stiffness of the curved sluice on the
seismic performance of the sluice structure and to analyze the dynamics of the
bracket.
9.1.9 The structural strength of each component of the sluice structure shall be
subject to seismic verification in accordance with clause 5.7.4 and comply with
other relevant provisions of the SL 265 Design specification for sluice. It shall
check the influence of the structural deformation of each part of the sluice during
earthquake on the operation of the hoisting equipment.
NB
ENERGY INDUSTRY STANDARD OF
THE PEOPLE’S REPUBLIC OF CHINA
ICS 27.140
P 59
Registration number. J2042-2015
P NB 35047-2015
Replacing DL 5073-2000
Code for seismic design of
hydraulic structures of hydropower project
Issued on. APRIL 02, 2015
Implemented on. SEPTEMBER 01, 2015
Issued by. National Energy Administration
ENERGY INDUSTRY STANDARD OF
THE PEOPLE’S REPUBLIC OF CHINA
Code for seismic design of
hydraulic structures of hydropower project
Replacing DL 5073-2000
Main drafting organization. Hydropower and Water Resources Planning and
Design Institute
Approved by. National Energy Administration
Date of implementation. September 1, 2015
China Electric Power Press
2015 Beijing
Table of Contents
Foreword... 4
1 General... 9
2 Terms and symbols... 11
3 Basic requirements... 16
4 Site, foundation and slope... 19
5 General in earthquake action and seismic analysis... 24
6 Embankment dam... 33
7 Gravity dam... 39
8 Arch dam... 44
9 Sluice... 49
10 Underground hydraulic structure... 53
11 Intake tower... 56
12 Penstock of hydropower station and ground powerhouse... 63
13 Aqueduct... 65
14 Shiplift... 67
Appendix A Seismic stability calculation of embankment dam with quasi-static
method... 69
Appendix B Calculation of aqueduct dynamic water pressure... 72
Explanation of wording in the Code... 76
List of normative standards... 77
Code for seismic design of
hydraulic structures of hydropower project
1 General
1.0.1 In accordance with “The Law of the People's Republic of China on
Earthquake Preparedness and Disaster Reduction”, to implement the
precautionary principle, to make the construction of the hydraulic structures
after earthquake-resistant design be able to mitigate the earthquake damage
and prevent secondary disasters, this Code is hereby established.
1.0.2 This Code is applicable to the seismic design of hydraulic structures of
grade 1, 2 and 3 -- such as roller compacted embankment dams, concrete
gravity dams, concrete arch dams, sluices, hydraulic underground structures,
intake towers, hydropower station penstocks, aqueducts and shiplift of which
the design intensity is VI, VII, VIII and IX-degree.
When the design intensity is VI, it may be exempted of seismic calculation, but
it shall still take seismic measures appropriately in accordance with this Code.
For the hydraulic structures with a design intensity higher than IX and the for
the backwater structures with a height greater than 200 m or with special
requirements, the seismic safety shall also be specifically studied and
demonstrated.
1.0.3 The design seismic peak ground acceleration of the engineering site of
the hydraulic structure and its corresponding design intensity shall be
determined in accordance with the following provisions.
1.0.4 Hydraulic structures designed for seismic design in accordance with this
Code shall be able to withstand the seismic actions of design intensity. If there
is local damage, it will still operate normally after repair.
1.0.5 The seismic design of hydraulic structures, in addition to complying with
this Code, shall also comply with the provisions of relevant national standards.
2 Terms and symbols
2.1 Terms
2.1.1 Seismic design
Special design for the engineering structure of the strong earthquake zone. It
generally includes two aspects. seismic calculation and seismic measure.
2.1.2 Basic intensity
Within the 50-year period, under general site conditions, it may encounter the
seismic intensity of which the exceeding probability P50 is 0.10.Generally, the
corresponding seismic intensity value is determined in accordance with the
Appendix [in GB 18306], in accordance with the seismic peak acceleration
value as indicated in GB 18306 for the site.
2.1.3 Design intensity
The seismic intensity determined as the basis for engineering fortification based
on the basic intensity.
2.1.4 Reservoir earthquake
Earthquakes associated with reservoir impoundment that generally occur within
10 km of the reservoir bank.
2.1.5 Maximum credible earthquake
Earthquakes with the greatest ground motion that may occur at sites which are
evaluated in accordance with the seismic geological conditions of the project
site.
3 Basic requirements
3.0.1 The hydraulic structure shall determine its seismic fortification
category in accordance with its importance and the basic seismic
intensity of the project site in accordance with Table 3.0.1.
3.0.3 For newly built reservoirs with dam height greater than 100 m and
storage capacity greater than 500 million m3, it shall perform reservoir
seismic safety evaluation. For earthquakes in reservoirs of which the
magnitude is greater than 5 or the epicentral intensity is greater than VII,
it shall establish the reservoir seismic monitoring network at least one
year prior to reservoir impoundment and perform reservoir seismic
monitoring.
3.0.5 For hydraulic structures with seismic requirements, it shall propose the
requirements for emergency preparedness for earthquake prevention and
mitigation in the design.
3.0.6 For category A engineering dam of which the design intensity is VIII and
above AND the height is more than 150 m, it should perform a dynamic model
test.
3.0.7 For grade 1 dams of which the design intensity is VII and above, and
grade 2 dams of which the design intensity is VIII and above, it shall propose
the strong earthquake observation design of structural reaction arrays.
4 Site, foundation and slope
4.1 Site
4.1.1 The selection of the site of the hydraulic structure shall be, based on the
engineering geological and hydrogeological exploration and seismic activity
investigation, in accordance with the tectonic activity, site foundation and slope
stability and the risk of secondary disasters, subject to comprehensive
evaluation.
4.1.3 The site category shall be classified into five categories I0, I1, II, III and IV
in accordance with the site soil type and site cover layer thickness in
accordance with Table 4.1.3.
4.2 Foundation
4.2.1 The seismic design of the foundation of a hydraulic structure shall take
into account the type, load, hydraulic and operating conditions of the upper
structures, as well as the engineering geological and hydrogeological
conditions of the foundation and bank slope.
4.2.5 For the uneven foundations with large changes in the horizontal direction
such as geotechnical properties and thicknesses, it shall take measures to
avoid large uneven settlement, slippage and concentrated leakage during
earthquakes, and take measures to improve the upper structure’s ability to
adapt to the uneven settlement of the foundation.
4.2.6 The determination of soil liquefaction category in the foundation shall be
carried out in accordance with the relevant provisions of GB 50287 Code for
hydropower engineering geological investigation.
4.3.4 The seismic analysis and safety factor of the slope shall be carried out in
accordance with the relevant provisions of DL/T 5353 Design specification for
slope of hydropower and water conservancy project.
4.3.5 For particularly important high-slope engineering with complex geological
conditions, it shall carry out special research based on dynamic analysis, to
evaluate its deformation and seismic stability and safety through
comprehensive analysis of seismic response such as slope displacement,
residual displacement or sliding surface opening.
5 General in earthquake action and seismic analysis
5.1 Seismic action components and its combination
5.1.1 In general, hydraulic structures other than aqueducts may only consider
horizontal seismic action.
5.1.5 For the concrete arch dam and sluice, it shall consider the horizontal
seismic action along the river flowing direction and that perpendicular to the
river flowing direction.
5.1.6 For the hydraulic concrete structure with the similar lateral stiffness along
the two main axial directions, such as the intake tower and the sluice top frame,
it shall consider the horizontal seismic action of the structure along the two main
axial directions.
5.2 Seismic action types
5.2.1 Under normal circumstances, the seismic action to be considered for
seismic calculation of hydraulic structures is. seismic inertia force generated by
the building's own weight and the load on it, seismic earth pressure and seismic
hydrodynamic pressure, and the ground motion pore water pressure.
5.2.2 The seismic analysis of the face rockfill dam shall take into account of the
seismic hydrodynamic pressure, the seismic hydrodynamic pressure of other
embankment dams may not be considered.
5.3 Design seismic acceleration and standard design
response spectrum
5.3.1 For the seismic fortification category A project which is subject to special
site seismic safety evaluation, the design response spectrum shall adopt the
site-related design response spectrum in accordance with the provisions of item
5 of clause 3.0.2, the horizontal and vertical design response spectrum of other
projects shall adopt the standard design response spectrum.
5.3.2 Standard design response spectrum shall be used as shown in Figure
5.3.2.
5.3.4 The representative value βmin of the lower limit of the standard design
response spectrum shall be not less than 20% of the representative value of
the maximum value of the design response spectrum.
5.5.3 The calculation method of seismic effects of various types of hydraulic
structures shall be adopted in accordance with the provisions of Table 5.5.3
based on the seismic fortification category of the project, in addition to
complying with the provisions of the relevant clauses of this Code.
5.7 Seismic design ultimate limit state with partial factors
5.7.1 The seismic strength and stability of all types of hydraulic structures under
the most unfavorable combination of static and dynamic conditions shall meet
the design formula of the bearing capacity limit state (5.7.1), otherwise special
demonstration shall be made.
6 Embankment dam
6.1 Seismic calculation
6.1.1 Seismic calculation shall include seismic stability calculation, permanent
deformation calculation, anti-seepage safety evaluation and liquefaction
determination, etc., the comprehensive evaluation of seismic safety is
performed combined with seismic measures.
6.1.3 When the quasi-static method is used to calculate the seismic effect and
the seismic stability calculation is carried out for the embankment dam, it should
be based on the slip-arc method based on the force between the strips to make
verification in accordance with clause 5.7.1 of this Code, the calculation formula
is as shown in Appendix A. For foundations with thin soft clay interlayers, as
well as thin inclined wall dams and thin core wall dams, it may use the slip
wedge method for calculation.
6.1.6 When using the finite element method to carry out the dynamic analysis
of the seismic effect of embankment dams, it should be carried out in
accordance with the following requirements.
6.1.8 For the calculation of permanent deformation of the dam, it should use
the residual deformation calculation method including the influence of residual
body strain and residual shear strain.
6.1.9 For face rockfill dams, the hydrodynamic pressure may be determined in
accordance with the provisions of clauses 7.1.12 to 7.1.14 of this Code.
6.2 Seismic measure
6.2.1 For the construction of embankment dams in strong earthquake areas, it
should use the dam axis that is curved straight or upstream. It should not adopt
a dam axis that is curved downstream, folded or S-shaped.
6.2.2 When the design intensity is VIlI and IX, it should select the rockfill dam,
the anti-seepage body should not adopt the type of rigid core wall. When using
a homogeneous dam, it shall set an internal drainage system to lower the
immersion line.
7 Gravity dam
7.1 Seismic calculation
7.1.1 For the seismic calculation of gravity dams, it shall perform the dam
strength and the overall anti-sliding stability analysis along the construction
base plane. For roller compacted concrete gravity dams, it shall also perform
the anti-sliding stability analysis along the rolling layer.
7.1.2 For the seismic analysis of gravity dams, generally the highest dam
section of different types of dam sections can be taken, which is carried out in
accordance with a single dam section. For gravity dams with significant overall
actions, it should perform the comprehensive analysis for the entire dam section.
7.1.11 When using the quasi-static method to calculate the seismic effect of
gravity dam, the representative value of horizontal seismic action of each
particle shall be calculated in accordance with the provisions of clause 5.5.9,
wherein the dynamic distribution factor of seismic inertial force shall be
determined in accordance with formula (7.1.11).
Where.
7.2.6 For the gravity dam of which the engineering seismic fortification category
is A, when the seismic acceleration of the design is greater than 0.2 g, it should
set the keyway or take grouting measures in the transverse joint between
different dam sections ......
Source: Above contents are excerpted from the full-copy PDF -- translated/reviewed by: www.ChineseStandard.net / Wayne Zheng et al.
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