RECOMMENDED PRACTICE
D ET N ORSK
E V
ERITAS
DNV-RP-C104
SELF-ELEVATING UNITS
APRIL 2011
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FOREWORD
DET NORSKE VERITAS (DNV) is an autonomous and independent foundation with the objectives of safeguarding life,property and the environment, at sea and onshore. DNV undertakes classification, certification, and other verification and consultancy services relating to quality of ships, offshore units and installations, and onshore industries worldwide, and carries out research in relation to these functions.
DNV service documents consist of amongst other the following types of documents:—Service Specifications. Procedual requirements.—Standards. Technical requirements.—Recommended Practices. Guidance.
The Standards and Recommended Practices are offered within the following areas:A)Qualification, Quality and Safety Methodology B)Materials Technology C)Structures D)Systems
E)Special Facilities F)Pipelines and Risers G)Asset Operation H)Marine Operations J)Cleaner Energy
O)Subsea Systems
Recommended Practice DNV-RP-C104, April 2011
Introduction – Page 3
BACKGROUND
This is the first issue of this particular RP, and it is mainly based on DNV Classification Note 31.5 dated February 1992 (CN31.5). With reference to the section no. in the proposed DNV-RP-C104 the main changes from CN31.5 are:
—General: The contents is rearranged to follow a set-up similar to DNV-RP-C103.
—General: The LRFD method is introduced in addition to WSD (CN31.5 was based on WSD only)—General: The load types are generally grouped into G (Permanent loads), Q (Variable loads), E(Environmental loads), A (Accidental loads) and D (Deformation loads) to suit the LRFD- method —3.5 New, Hull barge in transit, sea pressures
—4.1 The additional method scaling factor 1.3 on method A from CN31.5 Table 5.1 is removed. The Cd is in current offshore standards considered to be more accurate with respect to rough and smooth members, and the strength models are in general more detailed than the models used in 1992.
—4.2 Updated. Effect of rack teeth
—4.3 Updated Leg hull connection detailed leg model for lattice legs
—4.4.5 Damping. Total damping 3-9% is specified in CN31.5 Sec 5.7.10. The text in 4.4.5 is modified according to current practice: 3-6% may be considered as lower range to be used for fatigue and 6-9% for storm analysis. There is on-going work by ISO for site-specific assessments of jack-ups (ISO-19905-1), but this standard is not yet issued. At a later stage the damping should be considered if the DNV-RP-C104 should be modified according to ISO or not. This could be on general basis or only for Norwegian sector —4.4.6 Inertia load based on SDOF. Including two additional methods based on hull sway, in addition to the base shear method from CN31.5 Sec 5.7.9
—4.4.7 New, simplified non-linear hull sway effect (P-)
—4.5.4 New. Hull barge in transit, sag/hog moments
—4.5.5 Hull barge in transit, boundary condition for analysis
—4.6: Impact formula for PV is updated from CN31.5 Sec 5.8.2
—5 Updated. FEM analyses for Spudcan, Leg nodes and Hull/Jacking structures
—6.3: Tubular Joint formulas from CN31.5 are not up-to date and are removed (Formulas in CN31.5 Sec 6.6-
6.9 for static strength are not current practice)
—6.6 Updated. Jacking and fixation systems
—7.2: SCF for tubular joint formulas from CN31.5 are not up-to date and are removed (Formulas in CN31.5 Sec 7.4 for stress concentration factors are not current practice)
—7.9 Updated Weibull parameter (h) for Simplified Fatigue
—App. A: The equivalent leg properties for stiffness and wave load calculation are collected in Appendix A. —(App A) Equivalent shear areas are updated from CN31.5 Table 5.3
—Some minor wording updates.
Recommended Practice DNV-RP-C104, April 2011
Page 4 – Contents
CONTENTS
1.The Self Elevating Unit (6)
1.1Introduction (6)
1.2Important concept differences (6)
1.3Special features (6)
1.4General design principles (7)
1.5Load and Resistance Factored Design (LRFD) (7)
1.6Working Stress Design (WSD) (8)
1.7Abbreviations (8)
2.Environmental Conditions (8)
2.1Introduction (8)
2.2Waves (9)
2.3Current (13)
2.4Wind (15)
2.5Water depth (15)
2.6Bottom conditions (16)
3.Design Loads (16)
3.1Introduction (16)
3.2Permanent (G) and variable functional loads (Q) (17)
3.3Deformation loads (D) (17)
3.4Environmental loads (E) (17)
3.5Sea pressures during Transit (P, G and E loads) (19)
3.6Accidental loads (A) (19)
4.Global Response Analysis (19)
4.1Introduction (19)
4.2Leg stiffness (19)
4.3Leg-to-hull interaction (21)
4.4Global analysis for the elevated condition (22)
4.5Global analysis for the transit condition (32)
4.6Global analysis for the installation and retrieval conditions (36)
5.Local structural analyses and considerations (37)
5.1Spudcans and lower part of leg - Elevated condition (37)
5.2Leg structure (39)
5.3Leg joints by FEM analyses (43)
5.4Hull and jack house (43)
6.Structural strength (ULS) (45)
6.1Introduction (45)
6.2Local strength of legs (47)
6.3Tubular joints (48)
6.4Hull (Deck) structure (51)
6.5Spudcans (52)
6.6Capacity for jacking and fixation systems (53)
7.Fatigue Strength (FLS) (53)
7.1Introduction (53)
7.2Stress concentration factors (54)
7.3Design fatigue factors (DFF) (54)
7.4S-N curves (54)
7.5Allowable extreme stress range (55)
7.6Different operating conditions (55)
7.7Stochastic fatigue analysis (55)
7.8Simplified fatigue evaluation (56)
7.9Weibull parameter (h) (58)
8.Accidental strength (ALS) (60)
8.1General (60)
8.2Ship impact (60)
8.3Damaged structure (64)
9.Overturning stability analyses (65)
9.1Introduction (65)
9.2Stabilizing moment (65)
9.3Overturning moment (66)
9.4Design requirement (66)
Recommended Practice DNV-RP-C104, April 2011
Contents – Page 5
9.5Foundation stability (66)
10.Air gap (67)
10.1Introduction (67)
10.2Requirement (67)
10.3Caution (67)
11.References (68)
Appendix A. Simplified global leg model of lattice legs (70)
Page 6 – 1. The Self Elevating Unit
1. The Self Elevating Unit
1.1 Introduction
This Recommended Practice (RP) presents recommendations for the strength analyses of main structures of self-elevating units.
The design principles, overall requirements, and guidelines for the structural design of self-elevating units are given in the DNV Offshore Standards:
—DNV-OS-C101 Design of Offshore Steel Structures, General (LRFD method), /1/.
—DNV-OS-C104 Structural Design of Self-elevating Units (LRFD method), /2/.
—DNV-OS-C201 Design of Offshore Units (WSD method), /3/.
The above standards refer to two safety formats:
—LRFD = Load and Resistance Factor Design method. See 1.5.
—WSD = Working Stress Design method. See 1.6.
The selected safety format must be followed for all components of the considered self-elevating unit, for example one can not use one safety format for the legs and another for the hull structure.
The units are normally designed to serve at least one of the following functions:
—production
—drilling
—accommodation
—special services (e.g. support vessel, windmill installation vessel, etc.).
1.2 Important concept differences
Modern jack-up platforms usually have three or four legs. The legs are normally vertical, but special designs with slightly tilted legs have been developed for better stability in the elevated condition. The legs are most commonly either designed as tubulars with circular or square cross section, or as lattice structures with triangular or square cross section.
A drilling slot may be cut into one side of the deck (typically the aft side), but for other platforms the derrick may be cantilevered over the side.
There are basically two different concepts for bottom support. Most jack-up platforms have separate legs with special footings (spud cans). Alternatively all legs are connected to a large mat, designed to prevent excessive penetration.
Some jack-ups are also supported by a pre-installed large tank structure resting on the sea-bed. The jack-up tubular legs/caisson may in such cases be connected to the bottom tank structure by grouted connections similar as have been used for support structures for offshore wind turbines. The grout may in such cases be important for the structural strength and behaviour of the complete platform.
Wind Turbine Installation units with compact tubular legs may be built without spud cans, i.e. the lower end of the leg is closed and represents the footprint on the seabed.
1.3 Special features
Different modes of operation or phases during the life of a self-elevating unit are usually characterised in terms of “design conditions”. The following design conditions are normally to be considered:
—Installation
—Elevated (Operation and Survival)
—Retrieval
—Transit.
Design analyses tend to emphasize on the elevated condition, while statistics show that most accidents occur during transit, installation and retrieval.
A jack-up platform is normally designed with independent legs, and is therefore, with respect to global stiffness, rather flexible. The lateral stiffness is typically an order of magnitude less than the stiffness of a corresponding jacket structure. The important consequence of low stiffness is that dynamic effects should be taken into consideration, in particular for deeper waters and for areas with severe wave conditions. Changes in the design conditions of a self-elevating unit are usually accompanied by significant changes in leg penetration, soil fixity, water depth, air gap, etc for the elevated condition.
Changes in draught, ballast, leg/spudcan submergence, etc will change design conditions for the transit condition.
A jack-up platform is a mobile unit, but it has narrow limits for operation. The designer will normally specify
1. The Self Elevating Unit – Page 7
a limited range of environmental conditions for some of the design conditions.
These limitations must be clearly documented in the design analysis, in the operational manual and in the certificates of the platform. For example in DNV Appendix to Class Certificate.
It is the duty of the operator to carefully adhere to these limitations, so that they may also be applied in design. However, in many cases the environmental and/or soil conditions on one specific location are more or less incomparable with the original assumptions. Effective methods for evaluation of an existing platform's suitability for a new location are therefore frequently needed.
1.4 General design principles
Structures and elements there of, shall possess ductile resistance unless the specified purpose requires otherwise.
Structural connections are, in general, to be designed with the aim to minimise stress concentrations and reduce complex stress flow patterns.
Structural strength shall be evaluated considering all relevant, realistic load conditions and combinations. Scantlings shall be determined on the basis of criteria that combine, in a rational manner, the effects of relevant global and local responses for each individual structural element.
Relevant load cases have to be established for the specific design conditions. The design is to be based on the most unfavourable combination. It is not always obvious which combination will be the worst for one specific part of the platform. It may therefore be necessary to investigate a number of load cases. Different load cases are obtained by different combinations of Permanent, Variable, Deformation and Environmental loads when referring to the LRFD format, /1/ and /2/. Functional, Environmental and Accidental loads are referred to in the WSD format, /3/
The design criteria for jack-up platforms relate to:
—Strength intact and damaged conditions (elevated and transit)
—Foundation and overturning stability (elevated)
—Air gap (elevated)
—Hydrostatic stability. (Compartmentation and stability requirements for intact and damaged condition in transit.)
Hydrostatic stability requirements are not further discussed in this classification note.
For design of the grout reference is made to DNV-OS-C502 Offshore Concrete Structures /6/ and DNV-OS-J101 Design of Offshore Wind Turbine Structures /7/. Research and experiments are ongoing pr November 2010, reference /6/ and /7/ are subject to further updates to include the latest up-to date “state of the art” for such grouted connections.
It is important to evaluate differences for the grouted connection for jack-up foundations vs. a wind turbine supports. Diameters, fatigue curves below or above water are quite different, possibility of cracks with subsequent washed out grout, etc.
The strength of grout/concrete will not be discussed in the present recommended practice.
Units intended to follow normal inspection intervals according to class requirements, i.e. typically drilling units with inspection in sheltered waters or dry dock every 5 years, shall be designed with the design fatigue life equal to the service life, minimum 20 years, as given in DNV-OS-C104 Sec.6 (LRFD) or DNV-OS-C201 Sec.7 and 12 (WSD).
Units intended to stay on location for prolonged period, i.e. typically production units without planned inspections in sheltered water or dry dock, shall also comply with the requirements given in DNV-OS-C104 Appendix A (LRFD) or DNV-OS-C201 Sec.12 and Appendix C (WSD). These supplementary requirements for permanently installed units are related to:
—site specific environmental criteria
—inspection and maintenance
—fatigue.
1.5 Load and Resistance Factored Design (LRFD)
Design by the LRFD method is a design method by which the target component safety level is obtained by applying load and resistance factors to characteristic reference values of loads (load effects) and structural resistance.
The general design principles with use of the LRFD method and different limit states are described in DNV-OS-C101 Sec.2. Design principles specific for self-elevating units are described in DNV-OS-C104 Sec.3.
A limit state is a condition beyond which a structure or part of a structure exceeds a specified design requirement.
A limit state formulation is used to express a design criterion in a mathematical form. The limit state function
Page 8 – 2. Environmental Conditions
defines the boundary between fulfilment and contravention of the design criteria. This is usually expressed by an inequality, as in DNV-OS-C101 Sec.2 D201. The design requirement is fulfilled if the inequality is satisfied.The design requirement is contravened if the inequality is not satisfied. The following limit states are included in the present RP:
—Ultimate Limit States (ULS) corresponding to the ultimate resistance for carrying loads
—Fatigue Limit States (FLS) related to the possibility of failure due to the effect of cyclic loading
—Accidental Limit States (ALS) corresponding to damage to components due to an accidental event or
operational failure. Table 1-1 indicates which limit states are usually considered in the various design conditions.
1.6 Working Stress Design (WSD)
In the WSD method the component safety level is obtained by checking the strength usage factors against permissible usage factors, i.e. load and resistance factors are not applied in WSD.
The design principles with use of the WSD method are described in DNV-OS-C201 Sec.2 for different design and loading conditions. DNV-OS-C201 Sec.12 is describes the special consideration for self-elevating units by the WSD method, as for example relevant design conditions for jack-up platforms. Loading conditions in WSD are grouped as follows:a)Functional loads
b)Maximum combination of environmental loads and associated functional loads c)Accidental loads and associated functional loads
d)
Annual most probable value of environmental loads and associated functional loads after credible failures,or after accidental events
e)Annual most probable value of environmental loads and associated functional loads in a heeled condition
corresponding to accidental flooding
1.7 Abbreviations
ALS Accidental Limit States
DAF Dynamic Amplification Factor DFF Design Fatigue Factor DNV Det Norske Veritas FEM Finite Element Method FLS Fatigue Limit States
LRFD Load and Resistance Factor Design RAO Response Amplitude Operator RP Recommended Practice SCF Stress Concentration Factor ULS Ultimate Limit States WSD
Working Stress Design
2. Environmental Conditions
2.1 Introduction
The suitability of a jack-up platform for a given location is normally governed by the environmental conditions on that location.
A jack-up platform may be designed for the specific environmental conditions of one location, or for one or more environmental conditions not necessarily related to any specific location.
The environmental conditions are described by a set of parameters for definition of: —Waves —Current —Wind
Table 1-1 Design conditions and limit states
Installation Operating Survival Transit Accidental Damaged
ULS a)x x x ULS b)x x x x FLS x x x ALS x x
2. Environmental Conditions – Page 9
—Temperature —Water depth
—Bottom condition —Snow
and
ice.
2.2 Waves
The most significant environmental loads for jack-up platforms are normally those induced by wave action. In order to establish the maximum response, the characteristics of waves have to be described in detail. The description of waves is related to the method chosen for the response analysis, see 4.4.
Deterministic methods are most frequently used in the design analysis of jack-up platforms. The sea state is then represented by regular waves defined by the parameters:—Wave height, H —Wave period, T.
The reference wave height for the elevated (survival) condition for a specific location is the 100 year wave,H 100, defined as the maximum wave with a return period equal to 100 years. For unrestricted service the 100year wave may be taken as:
H 100 = 32 metres
There is no unique relation between wave height and wave period. However, an average relation is:
where H is in metres and T in seconds.
In order to ensure a sufficiently accurate calculation of the maximum response, it may be necessary to investigate a range of wave periods. However, it is normally not necessary to investigate periods longer than 18 seconds.
There is also a limitation of wave steepness. Wave steepness is defined by:
The wave steepness need not be taken greater than the 100 year wave steepness, which may be taken as /14/:
or
where H 100
is in metres and T in seconds. The relation between wave height and wave period according to these principles is shown in Figure 2-1.
Page 10 – 2. Environmental Conditions
Figure 2-1
Design wave height versus period.
Stochastic analysis methods are used when a representation of the irregular nature of the sea is required. A specific sea state is then described by a wave energy spectrum which is characterized by the following parameters:
—Significant wave height, H s
—Average zero-up-crossing period, T z
The probability of occurrence of a specific sea state defined by H s and T z is usually indicated in a wave scatter diagram, see DNV-RP-C205.
An appropriate type of wave spectrum should be used. However, unless the spectrum peak period is close to a
2. Environmental Conditions – Page 11
major peak in the response transfer function, e.g. resonance peak, the Pierson-Moskovitz spectrum may be assumed.
For fatigue analyses where long term effects are essential, the wave scatter diagram is divided into a finite number of sea states, each with a certain probability of occurrence.
For extreme response analysis, only sea states comprising waves of extreme height or extreme steepness need to be considered.
The most probable largest wave height in a specific sea state of a certain duration is:
where N is the number of cycles in the sea state.
The duration of a storm is of the order of a few hours, and the number of cycles will normally be of order 103. Consequently:
The significant wave height need therefore normally not be taken greater than 0,55 H100.
The steepness of a specific sea state is defined by:
The sea steepness need not be taken greater than the 100 year sea steepness for unrestricted service, which normally may be taken as /14/:
or
or
The 100 year return period is used as the basis for extreme load analysis. For other types of analyses, different return periods may be used /1/.
In connection with fatigue analysis a return period equal to the required fatigue life is used as the basis for wave load analysis. The required fatigue life is normally 20 years /1/.
In connection with accidental loads or damaged conditions a return period of 1 year is taken as the basis for wave load analysis.
The maximum wave height corresponding to a specific return period may be obtained from a wave height exceedance diagram. If wave height exceedance data are plotted in a log/linear diagram, the resulting curve will in many cases be a straight line, see Figure 2-2. Such results are obtained for areas with a homogenous wave climate. Other results may be obtained for areas where the climate is characterized by long periods with calm weather interrupted by heavy storms of short duration /15/ and /16/.
Page 12 – 2. Environmental Conditions
Figure 2-2
Height exceedance diagram.
When the individual waves have been defined, wave particle motions may be calculated by use of an appropriate wave theory, where shallow water effects and other limitations of the theory are to be duly considered, see e.g. /28/.
For deterministic response analysis, the following wave theories are generally recommended:
Solitary wave theory:
Stokes' 5th order wave theory:
Linear wave theory (or Stokes' 5th order):
where
h= still water depth.
λ= wave length.
For stochastic response analysis, linear (Airy) wave theory are normally to be used for all applicable h/λ-ratios. When linear (Airy) wave theory is used, it is important that wave forces are calculated for the actual submerged portion of the legs.
In stochastic wave load analysis the effect of short-crested ness may be included by a directionality function, f(α), as follows:
2. Environmental Conditions – Page 13
where
α
=angle between direction of elementary wave trains and the main direction of short-crested wave system.
S (ω, α) =directional short-crested wave power density spectrum.f (α) =
directionality function.
In the absence of more reliable data the following directionality function may be applied:
where n = power constant.
C
= constant chosen such that
The power constant, n, should normally not be taken less than:
n = 4.0 for fatigue analysis when combined with Pierson-Moskowitz spectrum n
= 4.0 for extreme analysis.
Calculation of wave crest elevation in connection with the air gap requirement, see 10.2, should always be based on a higher order wave theory.
2.3 Current
The current speed and profile are to be specified by the designer.
The current profile may in lieu of accurate field measurements be taken as (see Figure 2-3):where v T = tidal current at still water level.
v W = wind generated current at still water level.
h o = reference depth for wind generated current (h o = 50 m)
z = distance from the still water level (positive downwards), but max. h o h
= still water depth.
Page 14 – 2. Environmental Conditions
Figure 2-3
Current profile
Although the tidal current velocity can be measured in the absence of waves, and the wind generated current velocity can be calculated, the resulting current velocity in the extreme storm condition is a rather uncertain quantity.
The wind generated current may be taken as:
v W = 0.017 v R1
where
v R1= wind velocity for z = 10 m/t = 1 min. See 2.4
z= height above still water
t= averaging period
It is normally assumed that waves and current are coincident in direction.
The variation in current profile with variation in water depth due to wave action is to be accounted for.
In such cases the current profile may be stretched or compressed vertically, but the current velocity at any proportion of the instantaneous depth is constant, see Figure 2-4. By this method the surface current component shall remain constant.
v c0 = v c1 = v c2
A c1 > A c0 > A c2
Figure 2-4
Recommended method for current profile stretching with waves
2. Environmental Conditions – Page 15
2.4 Wind
The reference wind velocity, v R , is defined as the wind velocity averaged over 10 minute, 10 m above the still water level.
The wind velocity as a function of height above the still water level and the averaging period may be taken as (see Figure 2-5):
where
v R = Reference speed z = 10 m and t = 10 min
z = height of load point above the still water level.z o = reference height (z o = 10 m)t = averaging time in minutes t 10= reference time = 10 minutes
It is normally assumed that wind, current and waves are coincident in direction.
1 minute averaging time (t = 1 minute in above equation) is used for sustained wind in combination with maximum wave forces.
For unrestricted operation the one minute wind speed need normally not be taken larger than v(1 min,10 m) =55 m/s.
Figure 2-5Wind profile.
2.5 Water depth
The water depth is an important parameter in the calculation of wave and current loads. The required leg length depends primarily on the water depth, which therefore is a vital parameter for the evaluation of a jack-up's suitability for a given location.Definitions:
The tidal range is defined as the range between the highest astronomical tide (HAT) and the lowest astronomical tide (LAT).
The mean water level (MWL) is defined as the mean level between the highest astronomical tide and the lowest astronomical tide.
The storm surge includes wind-induced and pressure-induced effects.
The still water level (SWL) is defined as the highest astronomical tide including storm surge.
The reference water depth (h) to be used for various calculations is the distance between the sea bed and the still water level (SWL), as defined in Figure 2-6.
Figure 2-6
Definition of water levels.
????
???
??+=100047,0ln 137.01),(t t z z v z t v
R
Page 16 – 3. Design Loads
2.6 Bottom conditions
The bottom conditions have to be considered in the following contexts:
—The overturning stability depends on the stability of the foundation.
—The leg bending moments depend on the bottom restraint.
—The overall stiffness and consequently the natural period of the platform depends on the bottom restraint.—The response at resonance depends on the damping which partly depends on the bottom conditions.—The air gap depends on the penetration depth.
Requirements for verification of foundation behaviour during all phases of a jack-up platform at a specific location, including penetration, preloading, operation and pull-out are given in Classification Note No. 30.4“Foundations” /10/.
A detailed treatment of bottom conditions can only be carried out in connection with one specific location. At the design stage, however, the detailed bottom conditions are normally not known. In such cases the boundary conditions for the leg at the seabed have to be established based on simplified and conservative assessments as indicated below.
The selected design values for the bottom conditions shall be stated in the certificates of the platform. At each new location it must be verified that the selected design values for the bottom conditions are met. The need for detailed analyses will in such cases depend on the degree to which the platform has previously been checked for similar conditions. When existing analyses are used as basis for verification of foundation behaviour, any deviation in actual conditions from those used in the analyses should be identified, and the uncertainties related to such deviations should be satisfactorily taken into account.
Legs with separate footings may penetrate the seabed to a considerable depth. The prediction of penetration depth may be vital when determining the suitability of a jack-up for a given location.
In certain conditions the spud-tanks may provide a considerable degree of rotational restraint for the leg, while for other conditions this moment restraint will be close to zero. These restoring moments at the seabed are very important because they have a direct effect on the following quantities:
—The leg bending moment distribution.
—The overall stiffness of the jack-up and consequently the lowest natural frequencies.
—The load distribution on the spud cans.
For simple structural analysis of jack-up platforms under extreme storm conditions, the leg/bottom interaction may normally be assumed to behave as pin joints, and thus unable to sustain any bending moments.
In cases where the inclusion of rotational seabed fixities are justified and included in the analysis, the model should also include lateral and vertical soil springs.
For further details see /12/.
For checking of spud cans, spudcan to leg connections and lower parts of the leg, a high bottom moment restraint should be assumed, see DNV-OS-C104 Ch.1 Sec.5 B200.
For fatigue analysis, bottom moment restraints may normally be included.
3. Design Loads
3.1 Introduction
The description used for loads in the current section mainly refers to LRFD-method, but the same loads will have to be designed for also when using the WSD-method.
As described in DNV-OS-C101 and DNV-OS-C104, the following load categories are relevant for self-elevating units:
—permanent loads (G)
—variable functional loads (Q)
—environmental loads (E)
—accidental loads (A)
—deformation loads (D).
Characteristic loads are reference values of loads to be used in the determination of load effects. The characteristic load is normally based upon a defined fractile in the upper end of the distribution function for the load. Note that the characteristic loads may differ for the different limit states and design conditions.
The basis for the selection of characteristic loads for the different load categories (G, Q, E, A, D), limit states (ULS, FLS, ALS) and design conditions are given in DNV-OS-C101 Sec.2 and 3.
A design load is obtained by multiplying the characteristic load by a load factor. A design load effect is the
3. Design Loads – Page 17
most unfavourable combined load effect derived from design loads. Load factors are given in DNV-OS-C101Sec.2.
3.2 Permanent (G) and variable functional loads (Q)
(i) Permanent loads (G)
Permanent loads are described/defined in DNV-OS-C101 Sec.3 C and DNV-OS-C104 Sec.3 B.
(ii) Variable functional loads (Q)
Variable functional loads are described/defined in DNV-OS-C101 Sec.3 D and DNV-OS-C104 Sec.3 C. This includes variable functional loads on deck area and tank pressures. In addition the deck load plan and tank plan specific for the considered unit need to be accounted for. Tank filling may vary between the design conditions. (iii) Elevated hull weight (P + Q)For a self-elevating unit it is normally limitations on the combinations of G and Q loads to be applied simultaneously on the hull. These limitations are normally expressed as maximum and minimum Elevated hull weight and an envelope for its horizontal position for centre of gravity (longitudinal and transverse directions).
3.3 Deformation loads (D)
Fabrication tolerances as out-of-straightness, hull leg clearances and heel of platform are to be considered. See 4.4.7 for description on how this can be included as P-Δ loads for the elevated condition.
3.4 Environmental loads (E)
(i) General
Environmental loads are in general terms given in DNV-OS-C101 Sec.3 E and F and in DNV-OS-C104 Sec.3D. Practical information regarding environmental loads is given in the DNV-RP-C205.
(ii) Wave loads
Wave loads on jack-up legs may normally be calculated by use of the Morison equation. The force per unit length of a homogenous leg is then given by:
F = F D + F I F D =1/2 ρ C D D v |v| - drag force F I =ρ C I a A - inertia force where:
ρ
=density of liquid.
a =liquid particle acceleration.v =liquid particle velocity.A =cross sectional area of the leg (for a circular cylindrical leg, A = π D 2 / 4)D =cross sectional dimension perpendicular to the flow direction (for a circular cylindrical leg, D is the
diameter).
C D =drag (shape) coefficient.C I =inertia (mass) coefficient.
The liquid particle velocity and acceleration in regular waves are to be calculated according to recognized wave theories, taking into account the significance of shallow water and surface elevation, see 2.2. For a moving cylinder the equation has to be modified as indicated in 4.4.1.
Dynamic amplification of the wave loads is to be considered. This effect may be calculated based on 4.4.6.(iii) Current loads
Current loads on jack-up legs may normally be calculated from the drag term in the Morison equation. The current velocity, as a function of depth below the still water level, may be determined in accordance with 2.3.Due to the non-linearity of drag forces it is not acceptable to calculate separately drag forces due to waves and current, and subsequently add the two linearly. In general the current velocity is to be added to the liquid particle velocity in the waves. The drag force is then calculated for the resulting velocity.
The maximum drag force due to the combined action of waves and current is approximately given by:
F DW = drag force due to waves.F DC = drag force due to current.
DC
DC DW DW D F F F F F ++=2
Page 18 – 3. Design Loads
The mean value of the total drag force is approximately given by:
if F DW > F DC
or
F DM = (1 + R) F DW if F DW < F DC
The amplitude of the total drag force is approximately given by:
F DA = (1 + R) F DW if F DW > F DC
or
F DA = 2 F DW if F
DW < F DC
where R
=
F DC / F DW (see Figure 3-1).
Figure 3-1
Drag force variation.
(iv) Wind loads
Wind loads are to be determined by relevant analytical methods and/or model test, as appropriate. Dynamic effects of wind are to be considered for structures or structural parts which are sensitive to dynamic wind loads.Wind forces and pressures on members above the sea surface may normally be considered as steady loads. The steady state wind force or wind force component acting normal to the member axis or surface may be calculated according to:
F = 1/2 ρ C S A v 2 cos α
where
ρ
= mass density of air (= 1.225 kg/m 3 for dry air).
C s
= shape coefficient for flow normal to the member axis.A = projected area normal to the member axis.v = design wind velocity as defined in 2.4.α= angle between the direction of the wind and the cross sectional plane of the member.The shape factor (C s ) is to be determined from relevant recognised data.
For building block methods the shape coefficients as given in Table 3-1 may be applied to the individual parts.Examples of open lattice section are the drilling derrick and the part of the leg extending above the top of an enclosed jack house. Wind loads on the part of the leg between the wave crest and the hull baseline need normally not to be considered.
For calculation of wind forces on individual beam members the wind load per unit length is given by:
F = ? ρ C D D v 2 cos β
where D = the characteristic cross-sectional dimension of the member.C D
= drag coefficient.β= angle between the direction of the wind and the cross sectional plane of the member.The drag coefficient (C D ) is to be determined from relevant recognized data.
Table 3-1 Drag coefficients for building block method Part Drag https://www.doczj.com/doc/9c10510664.html,ments Deck side 1.0Deck houses 1.1 E.g. quarters, jack houses etc.Open lattice sections 2.0Applied to 50% of the projected area
DW DM F R F 2=R
4. Global Response Analysis – Page 19
Solidification and shielding effects are to be taken into account if relevant.
For structures or part of structures sensitive to fluctuating wind forces, these forces are to be accounted for including dynamic effects. An example of structural parts prone to dynamic excitation by fluctuating wind forces are slender open lattice structures such as crane booms etc.
The possibility of local aerodynamic instability should be investigated, where relevant. Vortex shedding on slender members is such an example.
For general and more detailed information, reference is made to DNV-RP-C205 /8/.
3.5 Sea pressures during Transit (P, G and E loads)
Calculations of sea pressure acting on the bottom, side and weather deck of a self-elevating unit in transit condition may be done according to DNV-OS-C104 Sec.4 D600
3.6 Accidental loads (A)
Accidental loads are in general terms given in DNV-OS-C101 Sec.3 G and in DNV-OS-C104 Sec.3 D. Practical information regarding accidental loads is given in the DNV-RP-C204.
4. Global Response Analysis
4.1 Introduction
In the global response analysis it is determined how the various loads are distributed into the structure.
In the elevated condition the jack-up platform is comparable with a fixed jacket structure, but with more lateral flexibility due to the slenderness of the legs. The lateral flexibility is also pending on the moment restraint at the connection between the leg footing and the soil foundations. The jack-up will typically be subject to higher non-linear effects caused by large hull sway and more dynamic actions due to higher natural periods coinciding with or closer to the wave periods.
The elevated condition is normally critical for the major parts of the legs, spud cans and jack house and this condition may also be designing for the drill floor, the cantilever and sometimes the main barge girders in way of the legs supports. Also this condition may be critical for some internal bulkheads, in particular preload tanks which are not used in transit condition.
The transit condition is critical for the lower part of the legs and possibly also the jack house.
The transit condition may also be critical for the major part of the barge, due to hydrostatic loading and large motion induced leg bending moments.
For both conditions different analysis methods have been established. The choice of analysis method depends on the actual requirement for accuracy.
The elevated condition is normally critical for the major parts of the legs, spud cans and jack house while the transit condition is critical for the lower part of the legs and possibly also the jack house.
For the major part of the barge, the transit condition will often be critical due to hydrostatic loading and large motion induced leg bending moments. The elevated condition, however, may be critical for some internal bulkheads, in particular preload tanks which are not used in transit, drill floor and cantilever and sometimes the main barge girders in way of the legs supports.
In the static elevated condition, the barge may sometimes be assumed simply supported at the leg positions as the legs are clamped after elevation or the pinions are moving with different speed during elevation to account for the barge deflection (sagging). For jack-ups platforms with small guide clearances, guide/leg contact and friction may occur during jacking, giving some clamping moment, which should be included in the response analysis.
It may be the case that the leg experience significant bending restriction at the connection to the seabed. Such design condition is to be considered, by varying the leg/soil interaction as necessary within the design specifications to provide maximum stress in spud can and the lower end of the legs.
4.2 Leg stiffness
The leg stiffness has to be determined for the global response analysis. In particular the leg stiffness is essential for the calculation of second order bending effects and dynamic structural response. The Euler load of legs is described in Appendix A.2.
The leg structure may be grouped as follows:
—Tubular or box shaped legs
—Lattice legs
—Equivalent legs
The typical leg sections are illustrated in Figure 4-1.
Page 20 – 4. Global Response Analysis
4.2.1 Effect of rack teeth
The leg stiffness used in the overall response analysis may account for a contribution from a portion of the rack tooth material. The assumed effective area of the rack teeth should not exceed 10% of their maximum cross sectional area. When checking the capacity of the chords no account of rack teeth is to be considered. See Figure 4-2.
Figure 4-1
Typical leg sections.
W = Width of effective area (shaded)
TH = Rack teeth height
Figure 4-2
Effective stiffness for chord including rack teeth
4.2.2 Stiffness of Lattice legs
The stiffness of a lattice leg may be determined either from a direct analysis of the complete structure by use of an appropriate computer program, or from a simplified analysis of an equivalent leg.
In the direct analysis each chord, brace and span-breaker member is represented in a detailed leg model.
The Stiffness of equivalent legs can be calculated from Appendix A.
4.2.3 Stiffness of tubular or box shaped legs
The stiffness of a cylindrical or box shaped jack-up legs are characterized by the beam properties.
名词解释 1.文艺学：研究文学及其规律的学科统称文艺学，它是一门以文学为研究对象，以揭示文学基本规律，介绍相关知识为目的的学科，属于人文学科的畴。 2.文学理论：文艺学的分支之一，以文学的基本原理、概念、畴以及相关的研究法为研究对象，并将分析研究文学的普遍规律作为其根本任务。 3.文本：文本是指由作者写成，而有待于阅读的单个文学作品本身。艾布拉姆斯提出文学作为一种活动是由作品、作家、世界、读者等四个要素组成的。 4.文学价值：文学价值是文学作品满足人和社会需要的属性，是由作家和读者共同创造的，主客观统一的产物，主要包括认识价值、伦理价值、审美价值等。 5.文学价值的“真”：文学价值的真，是指文学要通过合乎艺术规律的式，将社会的真实状况、人生的真正面目、作家的真诚体验等表现出来。 6.文学价值的“美”：文学价值的美，是指文学在真和善相统一的基础上，满足人们对美的追求和需要，给人精神上的愉悦。 7.文学的功能定义：文学功能是文学价值属性的实际反映和体现。文学功能存在的在依据是文学的价值。文学的功能不是孤立地存在的，它存在于功能的系统之中。 8.文学创作（创作过程）：是指作家从产生创作动机和创作冲动到完
成艺术构思和艺术传达的过程。（这也是一部文学作品从在心理体验到外在形式的形成过程。） 语言呈现：是作家将构思成熟的艺术形象用语言表达出来的过程。（eg：眼中之竹到胸中之竹到手中之竹。眼中之竹山是指客观存在的竹子，而胸中之竹则是艺术构思过程中的艺术形象，至于手中之竹，已经是经过艺术传达之后的竹子，是画在纸上的画图，是最终完成的作品。） 国维的隔与不隔：“隔”意思则是指艺术技巧使用的很拙劣，以致不能有效地调动读者情感，并使之升华为艺术情感。“不隔”第一层含义是说文字运用得恰到好处，是读者能够直接体会到诗词中蕴含的涵而感不到丝毫的文字障碍。第二层含义是指用直书其事的式作诗，不堆砌典故，使人不劳猜想就直接感知诗中蕴含的情感。（池塘生春草不隔，“家池上，江淹浦畔”，隔） 文学创作过程（创作动因、艺术构思、语言呈现）、文学创作心理机制（艺术直觉、艺术情感、艺术想象、艺术理解）、文学创作的主体条件和追求（作家与生活体验、思想道德修养与文化艺术素养、创作个性与独创性、创作自由和社会责任） 创作动因：创作动因是指作家生活体验积累到一定程度时产生的创作驱力，包括创作动机和创作冲动。这是文学创作的开端。 9.创作动机：创作动机是指作家从事具体创作活动的目的。作家有某种思想感情需要传达，或要赞美、批评某种现存事物，或要互换某种新的社会变革等，心中有所积郁，不吐不快，于是产生了创作动机。
一、填空题:（每空1 分，本大题共10 分） 1. （）语言学是在19世纪逐步发展和完善的，它是语言学 走上独立发展道路的标志。 2. 人的大脑分左右两半球，大脑的左半球控制（ 掌管不需要语言的感性直观思维。 3. 进入20世纪以后，语言研究的主流由历史比较语言学转为 （）。 4. 俄语属于印欧语系的（ 5. 一个音位包含的不同音素或者具体表现出来的音素叫做 （）。 6. 语言中最单纯、最常用、最原始和最能产的词是（ 7. 现代大多数国家的拼音文字的字母，大多直接来源于（）字 母。 8. 言外之意之所以能够被理解是因为（）起了补充说明的 作用。 9. 方言在社会完全分化的情况下，有可能发展成（? ）?； 在社会高度统一的情况下，会逐渐被共同语消磨直到同化。 10. 南京方言的“兰”、“南”不分，从音位变体的角度来说，[n ]和[l]是 属于（）变体。 二、单项选择题: 码填在题干上的括号内。（每小题1 分，本大题共15 分）
1. 在二十世纪，对哲学、人类学、心理学、社会学等学科产生重大影响 的语言学流派是（） A.历史比较语言学 B.心理语言学 C.结构主义语言学 D.社会语言学 2. “人有人言，兽有兽语”中的“言”属于（） A.语言 B.言语 C.言语行为 D.言语作品 3. “我爱家乡”中“爱”和“家乡”（） A.是聚合关系。 B.是组合关系。 C.既是聚合关系又是组合关系。 D. 4. 一种语言中数量最少的是 A.音素 B.音位 C.语素 D.音节 5. 英语的man—→men采用的语法手段是 A. 屈折变化 B.变换重音的位置 C. 变化中缀 D.异根 6. 在汉语普通话中没有意义区别功能的声学特征是（） A.音高 B.音强 C.音长 D.音质 7. [ε]的发音特征是 A.舌面前高不圆唇 B.舌面后高不圆唇 C.舌面前半高不圆唇 D.舌面前半低不圆唇 8. 构成“语言、身体”这两个词的语素的类型（） A.都是成词语素 B.都是不成词语素 C.“语”和“言”是成词语素，“身”和“体”是不成词语素 D.“语”和“言”是不成词语素，“身”和“体” 9. 广义地说，汉语动词词尾“着”、“了”、“过”属于语法范畴中的 （）
Chapter 6 Pragmatics 语用学 1.What is pragmatics? 什么是语用学？ Pragmatics can be defined as the study of how speakers of a language use sentences to effect successful communication. As the process of communication is essentially a process of conveying meaning in a certain context, pragmatics can also be regarded as a kind of meaning study. It places the study of meaning in the context in which language is used. 语用学研究的是说某种语言的人怎样用句子去实现成功的交际。 由于交际的过程从本质来说是在一定的语境中表达意义的过程，因而语用学的本质是一种意义研究。它是一种将语言置于使用的语境中去的意义研究。 2.Pragmatics and semantics 语用学和语义学 Pragmatics and semantics are both linguistic studies of meaning, but they are different. What essentially distinguishes semantics and pragmatics is whether in the study of meaning, the context of use is considered. If it is not considered, the study is restricted to the area of traditional semantics; if it is considered, the study is being carried out in the area of pragmatics. 语用学和语义学都是对意义的语言学研究，但两者是不同的。它们的本质区别在于研究意义时是否考虑了语言使用的语境。没有考虑到语境进行的研究就没有超出传统语义学的研究范围；相反，考虑到语境进行的研究就属于语用学的研究范围。 3.Context 语境 Context is essential to the pragmatic study of language. It is generally considered as constituted by the knowledge shared by the speaker and the hearer. 语境是语言的语用研究中不可缺少的概念。它一般被理解为说话者和听话者所共有的知识。The shared knowledge is of two types: the knowledge of the language they use, and the knowledge about the world, including the general knowledge about the world and the specific knowledge about the situation in which linguistic communication is taking place. 共有的知识包括他们所使用的语言方面的知识和双方对世界的认识，包括对世界的总的认识和对正在进行的语言交际所处的环境的具体认识。 4.Sentence meaning and utterance meaning 句子意义和话语意义The meaning of a sentence is abstract, and de-contextualized, while utterance meaning is concrete, and context-dependent. Utterance is based on sentence meaning; it is the realization of the abstract meaning of a sentence in a real situation of communication, or simply in a context. 句子的意义是抽象的，非语境化的，而话语的意义是具体的，受语境制约的。话语意义基于句子意义；它是一个句子的抽象意义在特定语境中的具体体现，或简而言之，在一个语境中的具体化。 5.Speech act theory 言语行为理论 Speech act theory is an important theory in the pragmatic study of language. It was originated with the British philosopher John Austin in the late 50’s of the 20th century. 言语行为理论是语言语用研究中的一个重要理论。它最初是由英国哲学家约翰.奥斯汀在20世纪50年代提出的。 According to speech act theory, we are performing actions when we are speaking.
北语汉语国际教育学部考研复试经验 北语汉语国际教育学部考研复试公共课的复习 对于公共课的复习，我想最重要的是要控制自己的贪欲，不要在海量的资料中迷失。时间有限你不会看完所有的资料，即便它们看上去都很美很真实。选择被时间验证过的经典书目可以有效避免浪费宝贵时间，最好的方式是向前辈咨询而不是听信各种宣传。 无论英语政治还是专业课，最基础的教材都是第一位的，任何技巧都是在基础知识之上的。技巧并非投机取巧，它可以让你用最短的时间掌握对考试最有价值的东西，而努力仍是必须的。课本和历年真题是基础，其他的资料只是帮助你更好的理解考点。 （一）北语汉语国际教育学部考研复试英语 在英语方面我不是牛人，但近两年的学习自己也深得体会。不论你之前的英语功底有多好，考研英语都不能怠慢。因为考研英语是几位灭绝师太凑在一起将一篇浅显的文章修改地千疮百孔之后拿来考我们，所以有时是不能用正常的思维顺序去思考的。读懂文章是一方面，做对题是另一方面。而对考研单词的熟悉程度、阅读速度和对真题逻辑的研读是应对一切的法宝。首先，单词是重中之重。 考研阅读本身就包含大量生词，需要联系上下文猜测，试想，如果你连最基本的单词都不认识，还怎么猜测。我习惯背小一点的单词书，总觉得大的单词书虽然每个词的意义概括的很全面，但是不方便记忆，常常是看了半天才翻过去一页，效果不好，也没有成就感。如果你不放心，可以买两种，小的用来记忆，大的当字典用来查阅。我当时买了星火的便携本。每天用一小时的时间记两三单元，前几遍先记基本意思和自己原本知道的偏义，因为考研英语虽然很少考基本意思，但考察的引申义从语境中也能根据基本义进行推断。这样反复过多次之后，我用书签盖住意思，然后看单词想它的意思，开始反应有点慢，反复过几次后逐渐快了。我觉得这个过程很重要，因为对单词的反应程度会决定阅读的速度。这之后仍有一些顽固的单词记不住，我把他们写在五颜六色的小卡片上，正面是单词，背面是意思，前前后后整理了近二十摞。 每天快下自习的前几分钟就拿出来看一小摞，感觉效果很不错。对于真题中的单词我也是用这种方法记，不知道单词书和小卡片被我翻了多少遍，到最后一两周，为了节省时间背政治，我只看自己小卡片上不熟的单词，直到考研的前一天我还在背单词，不是因为还没记住，只是想保持看到单词的灵敏度和熟悉度。这种记单词的方法真得很受用。
1.再现论与表现论 再现论：文学是对现实的模仿，具有实践性。亚里士多德是再现论的奠基人。在中国，最早的文学作品是《二言弹歌》，“断竹续竹，飞土逐肉”再现当时人类的生存环境。 优点：①对文学艺术的源泉做出了唯物主义的解释。 ②十分重视文学艺术的认识价值。 ③引导作家深入生活。 缺点：①没有分清艺术与科学的界限，认为两者的本质都是给人以真知，只不过科学是以概念来把握生活，文学以形象来反映生活。 ②艺术创作的目的是为了逼近生活，以忠于现实，逼肖现实作为创作于批评 的最高标准，忽视作者对生活的情感体验。 表现论：文学是心灵的表现。如中国文论中意境的范畴，有我之境与无我之境。外国文论应追溯到柏拉图，他的“迷狂说”是表现论的理论基础，认为文学艺术陷入迷狂。真正对此理论作出贡献的是康德，认为知、情、意三者同样重要，作者主要表现情感。康德的表现论是是有审美标准的，理性的。此外还有弗洛伊德的“冰山理论”。 优点：重视创作主体的能动作用，揭示了文学与科学的区别，指出文学不属于认识而属于情感领域。 缺点：①把主观与客观完全对立起来，割断情感与外部世界的联系，导致创作中情感源泉的枯竭。 ②把情感与认识对立起来，割断了情感与理智的联系，导致创作中一味的情 感的宣泄。 ③把表现与规范对立起来，把表现等同于天才、灵感。 2.文学审美的特殊性 文学审美的特殊性表现在： 1)整体性：表现在两个方面，在文学中，生活是一个有机的整体；在文学中，人是一个活 生生的生命整体。例如《杜十娘怒沉百宝箱》，以外写内的文学手段，通过人物行动、外貌等表现人物的心理，杜十娘的出身青楼，对爱情的渴望，以及遇人不淑的事件决定了杜十娘必死的结局。又如在《红楼梦》中，林黛玉身在封建社会，其地位与性情以及过分看重爱情，注定她的宿命。在列夫·托尔斯泰的《安娜·卡列尼娜》中安娜未得到爱情暗示了她的死亡。 2)形象性：事物的外形是怎样的，抓住外在具体的东西。可以以外写内，例写“愁”，将 情感化具体形象，切忌将情感抽象化，或长篇大论，应找具体“意象”，融入主体感情。 3)情感性：文学以人为中心，人是有思想有感情的。而且文学形象带有主体创作色彩，文 学是有情感的价值趋向与判断，没有纯客观的形象。例如“一切景语皆情语”。审美主体将情感移情到审美客体上。 4)无功利性：文学有求真、从善的功能，最终为了求美，这里的美指的是崇高的美，壮美。 例如悲剧，美在其悲剧性，表现主人公的抗争性。文学不追求直接的功利性，而是追求情感的体验，例如歌德诗体小说《少年维特之烦恼》，艺术影响很大，艺术追求积极健
英语语言学试题（1） I. Directions: Read each of the following statements carefully. Decide which one of the four choices best completes the statement and put the letter A, B, C or D in the brackets. (2%×10=20%) 1、As modern linguistics aims to describe and analyze the language people actually use, and not to lay down rules for "correct" linguistic behavior, it is said to be ___. A、prescriptive B、sociolinguistic C、descriptive D、psycholinguistic 2、Of all the speech organs, the ___ is/are the most flexible. A、mouth B、lips C、tongue D、vocal cords 3、The morpheme "vision" in the common word "television" is a(n) ___. A、bound morpheme B、bound form C、inflectional morpheme D、free morpheme 4、A ___ in the embedded clause refers to the introductory word that introduces the embedded clause. A、coordinator B、particle C、preposition D、subordinator 5、"Can I borrow your bike?" _____ "You have a bike." A、is synonymous with B、is inconsistent with C、entails D、presupposes 6、The branch of linguistics that studies how context influences the way speakers interpret sentences is called ___. A、semantics B、pragmatics C、sociolinguistics D、psycholinguistics 7、Grammatical changes may be explained, in part, as analogic changes, which are ___ or generalization. A、elaboration B、simplification C、external borrowing D、internal borrowing 8、___ refers to a marginal language of few lexical items and straightforward grammatical rules, used as a medium of communication. A、Lingua franca B、Creole C、Pidgin D、Standard language 9、Psychologists, neurologists and linguists have concluded that, in addition to the motor area which is responsible for physical articulation of utterances, three areas of the left brain are vital to language, namely, ___ . A、Broca's area, Wernicke's area and the angular gyrus B、Broca's area, Wernicke's area and cerebral cortex C、Broca's area, Wernicke's area and neurons D、Broca's area, Wernicke's area and Exner's area 10、According to Krashen, ___ refers to the gradual and subconscious development of ability in the first language by using it naturally in daily communicative situations. A、learning B、competence C、performance D、acquisition II. Directions: Fill in the blank in each of the following statements with one word, the first letter of which is already given as a clue. Note that you are to fill in One word only, and you are not allowed to change the letter given. (1%×10=10%) 11、Chomsky defines "competence" as the ideal user's k_______ of the rules of his language. 12、The four sounds /p/,/b/,/m/ and /w/have one feature in common, i.e, they are all b______ . 13、M_______ is a branch of grammar which studies the internal structure of words and the rules by which words are formed. 14、A s______ is a structurally independent unit that usually comprises a number of words to form a complete statement, question or command. 15、Synonyms that are mutually substitutable under all circumstances are called c______ synonyms. 16、The illocutionary point of r_____ is to commit the speaker to something's being the case, to the truth of what has been said. 17、Words are created outright to fit some purpose. Such a method of enlarging the vocabulary is known as word c______.
文学概论知识点整理
1.再现论与表现论 再现论：文学是对现实的模仿，具有实践性。亚里士多德是再现论的奠基人。在中国，最早的文学作品是《二言弹歌》，“断竹续竹，飞土逐肉”再现当时人类的生存环境。 优点：①对文学艺术的源泉做出了唯物主义的解释。 ②十分重视文学艺术的认识价值。 ③引导作家深入生活。 缺点：①没有分清艺术与科学的界限， 认为两者的本质都是给人以真 知，只不过科学是以概念来把握 生活，文学以形象来反映生活。 ②艺术创作的目的是为了逼近生 活，以忠于现实，逼肖现实作为 创作于批评的最高标准，忽视作 者对生活的情感体验。 表现论：文学是心灵的表现。如中国文论中意境的范畴，有我之境与无我之境。外国文论应追溯到柏拉图，他的“迷狂说”是表现论的理论基础，
认为文学艺术陷入迷狂。真正对此理论作出贡献的是康德，认为知、情、意三者同样重要，作者主要表现情感。康德的表现论是是有审美标准的，理性的。此外还有弗洛伊德的“冰山理论”。 优点：重视创作主体的能动作用，揭示 了文学与科学的区别，指出文学 不属于认识而属于情感领域。 缺点：①把主观与客观完全对立起来， 割断情感与外部世界的联系，导 致创作中情感源泉的枯竭。 ②把情感与认识对立起来，割断 了情感与理智的联系，导致创作 中一味的情感的宣泄。 ③把表现与规范对立起来，把表 现等同于天才、灵感。 2.文学审美的特殊性 文学审美的特殊性表现在： 1)整体性：表现在两个方面，在文学中，生活是 一个有机的整体；在文学中，人是一个活生生的生命整体。例如《杜十娘怒沉百宝箱》，以外写内的文学手段，通过人物行动、外貌等表
练习1 1. There is no logical connection between meaning and sounds. A dog might be a pig if only the first person or group of persons had used it for a pig. This is one of the design features of language.A. duality B. arbitrariness C. productivity D. displacement 2. Language is a system of two sets of structures, one of sounds and the other of meaning. This is . It makes people possible to talk everything within his knowledge. A. duality B. arbitrariness C. productivity D. displacement 3. ___ refers to the ability to construct and understand an indefinitely large number of sentences in one’s native language, including those that he has never heard before, but that are appropriate to the speaking situation .A. duality B. arbitrariness C. productivity D. displacement 4. __ __ refers to the fact that one can talk about things that are not present, as easily as he does things present. The dog couldn’t be bow-wowing sorrowfully for some lost love or a bone to be lost. A. duality B. arbitrariness C. productivity D. displacement 5. ______ means language is not biologically transmitted from generation to generation, but the linguistic system must be learnt anew by each speaker. A. duality B. Arbitrariness C. interchangeability D. cultural transmission 6. ______ means that any human being can be both a producer and a receiver of messages. A. duality B. Arbitrariness C. interchangeability D. cultural transmission 7. To say “How are you.” “Hi” to your friends is the ____ __of language. A. directive function B. informative function C. phatic function D. interrogative function 8. “Tell me the result when you finish.” If you want to get your hearer to do something, y ou should use the _____ of language. A. directive function B. informative function C. phatic function D. interrogative function 9. A linguist regards the changes in language and language use as __ ___. A. unnatural B. something to be feared C. natural D. abnormal 10. A linguist is interested in ___A. speech sounds only B. all sounds C. vowels only 11. Which of the following sounds is a voiceless bilabial stop? A. [t] B. [m] C. [b] D. [p 12. Which of the following sounds is a voiced affricate? A. [y] B. [t∫] C. [z] D. [dЗ] 13. Which of the following sounds is a central vowel? A. [ ? ] B. [ i ] C. [ou] D. [a: ] 14. In the following sounds , ______ is a palatal fricative ? A. [ s ] B. [∫] C. [ l ] D. [θ] 15. In the following sounds, _____ is a voiceless affricative? A. [dЗ] B. [v] C. [t∫] D. [θ] 16. In English if a word begins with a [ l ] or [ r ],then the next sound must be a __ __. A. fricative B. nasal sound C. semi-vowel D. vowel 17. Of the “words” listed below___ is not an English word A. [r∧b ] B. [ l? b ] C. [m?sta:∫] D. [lm?p] 18. ___ are produced when the obstruction created by the speech organs is total and audibly released. A. Back vowels B. Stops C. Fricatives D. Glides 19. The International Phonetic Association devised the INTERNATIONAL PHONETIC ALPHABET in _____. A. 1965 B. 1957 C. 1888 D. 1788 20. ___ is a phonological unit , and it is a unit that is of distinctive value. A. Phone B. Phoneme C. Allophone D. Sound 1. [ f ] is a dental consonant. F 2. Phonology studies the characteristics of speech sounds and provides methods for their description, classification and transcription. F 7. The three / p / are allophones. T 3. Phoneme is a phonological unit. T 4. Phone is a phonetic unit. T
Chapter 6 pragmatics 语用学 知识点： 1.*Definition: pragmatics; context 2.*sentence meaning vs utterance meaning 3.*Austin’s model of speech act theory 4.Searle’s classification of speech acts 5.*Grice’s Cooperative Principle 考核目标： 识记：*Definition: pragmatics; context 领会：Searle’s classification of speech acts 综合应用：sentence meaning vs utterance meaning；Austin’s model of speech act theory；Grice’s Cooperative Principle 一、定义 1. Pragmatics语用学: Pragmatics: the study of how speakers of a language use sentences to effect successful communication. Pragmatic can also be regarded as a kind of meaning study.语用学研究的是语言使用者是如何使用句子成功进行交际的。语用学也可以看作是一中意义研究。(它不是孤立地去研究语义，而是把语义置于使用语境中去研究的一门学科。) 2. Context 语境：The notion of context is essential to the pragmatic study of language, it’s generally considered as constituted by the knowledge shared by the speaker and the hearer. 语境这个概念对语言的语用研究来说是必不可少的。一般认为他是由言者和听者的共享知识所构成的。 二、知识点 6.1.2 pragmatics vs. semantics语用学与语义学 二十世纪初，Saussure’s Course in General Linguistics 一书的出版标志着现代语言学研究的开始，同时也为现代语言学奠定了基础调，即语言应该作为一个独立的，内在的系统来加以研究。 语用学和语义学既有相关性又有相异性。两者都是对意义的研究。传统语义学把语义看成是抽象的，内在的，是语言本身的特性，不受语境的影响。因此传统语义学只研究语义的内在特征，不把语义研究置于语境中来考察。语用学研究的是交际过程中语言意义的表达和理解。语用学家认为不把意义放在语境中来考虑就不可能对语义进行充分的描述，因此在研究语义时是否考虑语境便成了传统语义学和语用学的根本区别所在。 Semantics 和Pragmatics的区分 Pragmatics studies how meaning is conveyed in the process of communication. The basic difference between them is that pragmatics considers meaning in context, traditional semantics studies meaning in isolation from the context of use.
2008-01-06 14:24 许国璋先生在《中国大百科全书》（语言文字卷）对语言作了这样的解释：“语言是人类特有的一种符号系统。当作用于人与人的关系的时候，它就表达相互反映的中介；当作用于人与客观事件的关系的时候，它是认知事物的工具；当作用于文化的时候，它是文化作息的载体。”在这个定义之后，许先生从自己所定义的语言特色、语言的功能、语言的发生、语言的模式等四个方面作了较为详细的论证。传统语言观受到了来自各个方面的挑战。其中一个最为重要的挑战就是语言和思维到底是一种什么样的关系。 语言与思维的关系问题是多种学科，如哲学、心理学、病理学、生物学、人类学和信息科学等都密切关注和长期争论的重大理论问题，当然更是心理语言学或语言心理学的一个重要课题。沈阳说要讨论语言和思维的关系，先要搞清楚两个问题：一是什么是“思维”；二是“语言与思维的关系”是一个什么样的问题。
那么什么是“思维”呢？沈阳在《语言学常识十五讲》中总结说：“狭义的‘思维’可以说就只是‘思考’，即只包括‘想的活动’，但是较广义的‘思维’可以说是包括‘思考’和‘思想’两个方面，即不但指不同程度或不同阶段‘想的活动’，也指不同程度或不同阶段‘想的结果’。”（1） 那么“语言与思维的关系”又是一个什么样的问题呢？这实际上就是要搞清楚人是怎么“想问题”的，或者说是人们在进行“想的活动”和了解“想的结果”的时候，到底主要靠的是什么。其实语言就是思维的工具，思维的各个方面，即“想的活动”和“想的结果”，实际上都离不开语言。人们正是靠了语言才能够知道大家都想了些什么，同时也才能把思维的结果固定起来和传递下去。（2） 不过仅仅说语言是思维的工具，思维离不开语言，这还比较笼统。因为从地位和作用上说，我们还不知道语言和思维是相互作用
语言学概论试题及答案 分享 首次分享者：◇﹎ゞ丫丫℡已被分享11次评论(0)复制链接分享转载举报语言学概论形成性考核作业及参考答案 语言学概论作业1 导言、第一章、第二章 一、名词解释 1、历时语言学——就各种语言的历史事实用比较的方法去研究它的“亲属”关系和历史发展的，叫历时语言学。 2、语言——语言是一种社会现象，是人类最重要的交际工具和进行思维的工具。就语言本身的结构来说，语言是由词汇和语法构成的系统。 3、符号——符号是用来代表事物的一种形式，词这样的符号是声音和意义相结合的统一体。任何符号都是由声音和意义两方面构成的。 4、语言的二层性——语言是一种分层装置，其底层是一套音位；上层是音义结合的符号和符号的序列，这一层又分为若干级，第一级是语素，第二级是由语素构成的词，第三级是由词构成的句子。 5、社会现象——语言是一种社会现象和人类社会有紧密的联系。所谓“社会”，就是指生活在一个共同的地域中，说同一种语言，有共同的风俗习惯和文化传统的人类共同体。语言对于社会全体成员来说是统一的、共同的；另一方面，语言在人们的使用中可以有不同的变异、不同的风格。 二、填空 1、结构主义语言学包括布拉格学派、哥本哈根学派、美国描写语言学三个学派。 2、历史比较语言学是在19世纪逐步发展和完善的，它是语言学走上独立发展道路的标志。 3、人的大脑分左右两半球，大脑的左半球控制语言活动，右半球掌管不需要语言的感性直观思维。 4、一个符号，如果没有意义，就失去了存在的必要，如果没有声音，我们就无法感知，符号也就失去了存在的物质基础。 5、用什么样的语音形式代表什么样的意义，完全是由使用这种语言的社会成员约定俗成。 6、语言符号具有任意性和线条性特点。 7、语言的底层是一套音位，上层是符号和符号的序列，可以分为若干级，第一级是语素，第二级是词，第三级是句子。 8、语言系统中的所有符号，既可以同别的符号组合，又可以被别的符号替换，符号之间的这两种关系是组合和聚合。 9、组合是指符号与符号相互之间在功能上的联系，聚合是指符号在性质上的归类。 三、判断正误（正确的打钩，错误的打叉） 1、文字是人类最重要的交际工具。（×） 2、地主阶级和农民阶级之间没有共同语言，这说明语言是有阶级性的。（×） 3、在现代社会，文字比语言更加重要。（×）
汉语国际教育硕士必读书目及相关论文 对外汉语教学基础理论 书目： 赵金铭主编《对外汉语教学概论》，商务印书馆，2004 周小兵等主编《对外汉语教学入门》，中山大学出版社，2004 刘询《对外汉语教育学引论》，北京语言文化大学出版社，2000 刘询主编《对外汉语教学概论》，北京语言文化大学出版社，1997 吕必松《华语教学讲习》，北京语言学院出版社，1992 吕必松《对外汉语教学研究》，北京语言学院出版社，1993 吕必松《对外汉语教学概论（讲义）》，1996 盛炎《语言教学原理》，重庆出版社，1990 李泉主编《对外汉语教学理论》，商务印书馆，2006 程棠《对外汉语教学目的原则方法》，华语教学出版社，2000 徐子亮、吴仁甫《实用对外汉语教学法》，北京大学出版社，2006 鲁健骥《对外汉语教学思考集》，北京语言文化大学出版社，1999 李扬《中高级对外汉语教学论》，北京大学出版社，1993 李扬《对外汉语本科教育研究》，北京语言文化大学出版社，1999 国家汉办汉语水平考试部《汉语水平词汇与汉字等级大纲》，北京语言学院出版社，1992 国家汉办《高等学校外国留学生汉语言专业教学大纲》，北京语言文化大学出版社，2001 国家汉办《高等学校外国留学生汉语教学大纲（长期进修）》，北京语言文化大学出版社，2001 国家汉办《高等学校外国留学生汉语教学大纲（短期强化）》，北京语言文化大学出版社，2001 论文： 钟梫执笔《15年汉语教学总结》，《语言教学与研究》（试刊）1979年第4集 吕必松《谈谈对外汉语教学的性质和特点》，《语言教学与研究》1983年第3期 吕必松《关于教学内容与教学方法问题的思考》，《语言教学与研究》1990年第2期 吕必松《再论对外汉语教学的性质和特点》，《语言教学与研究》1991年第2期 吕必松《对外汉语教学的理论研究问题刍议》，《语言文字应用》1992年第1期 崔永华《对外汉语教学学科概说》，《中国文化研究》1997年第1期 陆俭明《关于开展对外汉语教学研究之管见》，《语言文字应用》1999年第4期 赵金铭《近十年对外汉语教学研究述评》，《语言教学与研究》1989年第1期 盛炎《对外汉语教学理论研究中几个热门问题的思考》，载《中国对外汉语教学学会第三次学术讨论会论文选》，北京语言学院出版社，1990 中国对外汉语教学学会等《对外汉语教学的定性、定位、定量问题座谈会纪要》，《语言教学与研究》1995年第1期 赵金铭《对外汉语教学与研究的现状与前瞻》，《中国语文》1996年第6期 刑福义《关于对外汉语教学的学科建设》，转引自张德鑫《对外汉语教学五十年》，《语言文字应用》1996年第1期 刑福义《关于对外汉语教学》，载张德鑫主编《对外汉语教学：回眸与思考》，外语教学与研究出版社，2000