英文翻译原文

1 Glossary

1 strength

The capacity of resisting failure in member cross-section material or connection. Strength checking aims at preventing failure of structural members or connections from exceeding the material strength.

2 load-carrying capacity

The largest internal force that a structure or member can bear without failure from strength, stability or fatigue, etc., or the largest internal force at the onset of failure mechanism in plastically analyzed structures; or the internal force generating a deformation that hinders further loading.

3 brittle fracture

In general, the suddenly occurred brittle fracture of a steel structure subject to tensile stress without warning by plastic deformation.

4 characteristic value of strength

5 design value of strength

The value obtained from division of the characteristic value of strength of steel or connection by corresponding partial factor of resistance.

6 first order elastic analysis

The elastic analysis of structure internal forces and deformation, based on the equilibrium condition of undeformed structure, taking no account of the effect of the second order deformation on infernal forces.

7 second order elastic analysis

The elastic analysis of structure internal forces and deformation, based on the equilibrium condition of deformed structure, taking account of the effect of the second order deformation on internal forces.

8 buckling

An abrupt large deformation, not conforming to the original configuration of members or plates subject to axial force, bending moment or shear force, and thereby causing loss of stability.

9 post-buckling strength of web plate

The capacity of web plates to bear further loading after buckling.

10 normalized web slenderness

Parameter, equal to the square root of the quotient of steel yield strength in flexion, shear or compression by corresponding elastic buckling stress of web plates in flexion, shear or local compression.

11 overall stability

Assessment of the possibility of buckling or loss of stability of structures or structural numbers as a whole under the action of external loading.

12 effective width

That part of plate width assumed effective in checking the section strength and the stability.

13 effective width factor

Ratio of the effective width to the actual width of a plate element.

14 effective length

The equivalent length of a member obtained by multiplying its geometrical length within adjacent effective restraining points by a coefficient taking account of end deformation condition and loading condition. The length of welds assumed in calculation of the strength of welded connections.

15 slenderness ratio

The ratio of member effective length to the radius of gyration of its cross-section.

6 equivalent slenderness ratio

The slenderness ratio transforming a laced or battened column into solid-web one according to the principle of equal critical force for checking the overall stability of axially compressed members. The slenderness ratio transforming a flexural-torsional buckling and torsional buckling into flexural buckling.

17 nodal bracing force

Force to be applied at the location of lateral support installed for reducing the unsupported length of a compression member (or compression flange of a member).This force acts in the direction of member buckling at the shear center of the member section.

18 unbraced frame

Frames resisting lateral load by bending resistance of members and their connections.

19 frame braced with strong bracing system

A frame braced with bracing system of large stiffness against lateral displacement (bracing truss, shear wall, elevator well, etc.), adequate to be regarded as frame without sidesway

20 frame braced with weak bracing system

A frame braced with bracing system of weak stiffness against lateral displacement, inadequate to be regarded as frame without sidesway.

21 leaning column

A column hinged at both ends and not capable of resisting lateral load in a framed structure.

22 panel zone of column web

The zone of column web within the beam depth at a rigid joint of frame.

23 spherical steel bearing

A hinged or movable support transmitting force through a spheric surface allowing the structure to rotate in any direction at the support.

24 composite rubber and steel support

A support transmitting end reaction through a composite product of rubber and thin steel plates satisfying the displacement requirement at the support.

25 chord member

Members continuous through panel points in tubular structures, similar to chord members in regular trusses.

26 bracing member

Members cut short and connected to the chord members at panel points in tubular structures, similar to web members in regular trusses.

27 gap joint

Joints of tubular structures where the toes of two bracing members are distant from each other by a gap.

28 overlap joint

Joints of tubular structures where the two bracing members are overlaping.

29 uniplanar joint

Joints where chord member is connected to bracing members in a same plane.

30 multiplannar joint

Tubular joints where chord member is connected to bracing members in different planes.

-31 built-up member

Members fabricated by joining more than one plate members (or rolled shapes), such as built-up beams or columns of I- or box-section.

-32 composite steel and concrete beam

A beam composed of steel beam and concrete flange plate, acting as an integrated member by means of shear connectors.

2 Strength

1 The bending strength of solid web members bent in their principal planes shall be checked as follows:

y x x nx y ny

M M f W W γγ+≤ where M x , M y —bending moments about x - and y - axes at a common section (for I-section, x -axis is the strong

axis and y is the weak axis);

W nx , W ny —net section moduli about x - and y -axis;

γx , γy —plasticity adaptation factors, γx =1.05, γy =1.20 for I-section, γx , γy =1.05 for box section;

f —design value of bendin

g strengt

h of steel.

When the ratio of the free outstand of the compression flange to its thickness is larger than y 13235/f , but not exceeding y 15235/f , γx shall be taken as 1.0. f y is the yield strength of the material indicated by the steel grade.

For beams requiring fatigue checking, γx =γy =1.0 should be used.

2 The shear strength of solid web members bent in their principal plane shall be checked by the following formula (for members taking account of web post-buckling strength:

v w

VS f It τ=≤ where V —shear force in the calculated section along the plane of web;

S —static moment about neutral axis of that part of the gross section above the location where shear stress

is calculated;

I —moment of inertia of gross section;

t w —web thickness;

f v —design value of shear strength of steel.

3 When a concentrated load is acting along the web plane on the upper flange of the beam, and that no bearing stiffener is provided at the loading location, the local compressive stress of the web at the upper edge of its effective depth shall be computed as follows:

c w z

F f t l ψσ=≤ where F —concentrated load, taking into account the impact factor in case of dynamic loading;

ψ—amplification coefficient of the concentrated load, ψ=1.35 for heavy duty crane girder; ψ=1.0 for

other beams and girders;

l z —assumed distribution length of the concentrated load on the upper edge of the effective

web depth taken as:

z y R 52l a h h =++

a —bearing length of the concentrated load along the beam span, taken as 50mm for wheel

loading on rail;

h y —distance from the top of girders or beams to the upper edge of the effective web depth;

h R —depth of the rail, h R =0 for beams without rail on top;

f —design value of compressive strength of steel.

4 In case comparatively large normal stress σ, shear stress τ, and local compressive stress σc (or comparatively large σ and τ) exist simultaneously at the edge of the effective web depth of build –up girders, e. g. at the intermediate support of a continuous girder or at a section where the flange changes its dimensions, the reduced stress shall be checked by the following expression

222c c 13f σσσστβ+-+≤

where σ, τ, σc —normal stress, shear stress and local compressive stress occurring simultaneously at a same point

on the edge of effective web depth. while σ is determined as follows:

1n

M y I σ= σ and σc are taken as positive while being tensile and negative while compressive;

I n —moment of inertia of the net beam section;

y 1—distance from the calculated point to the neutral axis of the beam section;

β1—amplification coefficient of design value of strength for reduced stress, β1=1.2 when σ and σc are

of different signs, β1=1.1 when σ and σc are of the same sign or when σc =0.

3 Overall stability

1 Calculation of the overall stability of the beams may not be needed when one of the following situations takes place:

A rigid decking (reinforced concrete slab or steel plate) is securely connected to the compression flange of the beam and capable of preventing its lateral deflection;

2 Except for the situations specified in Clause 1, members bent in their principal plane of largest rigidity shall be checked for overall stability as follows:

x b x

M f W ?≤ where M x —maximum bending moment about the strong axis;

W x —gross section modulus of the beam with respect to compression fibers;

?b —overall stability factor determined according to Appendix B.

3 Except for the situations specified in Clause 1, H- and I-section members bent in their two principal planes shall be checked for overall stability as follows:

y x b x y y

M M f W W ?γ+≤ where W x , W y —gross section moduli about x- and y- axes with respect to compression fibers;

?b —overall stability factor for members bent about the strong axis.

4 Simply supported box section beams not conforming to the first situation specified in Clause 1 shall have their cross section dimension meeting the relationships h /b 0≤6 and 10y /95(235/)l b f ≤.

Simply supported box section beams fulfilling the above requirement may not be checked for overall stability.

5 Detailing measures shall be taken to prevent twisting of the section at beam end supports.

6 Members subjected to combined axial load and bending

Solid web beam-columns bent in their plane of symmetric axis (about x -axis) shall have their stability checked as follows.

（1） In-plane stability:

mx x x x 1x Ex

(10.8)M N f N A W N β?γ+≤-' where N —axial compression in the calculated portion of the member;

Ex

N '—parameter, 22Ex x /(1.1)N EA πλ'=; ?x —stability factor of axially loaded compression members buckling in the plane of bending;

M x —maximum moment in the calculated portion of the member;

W 1x —gross section modulus referred to the more compressed fiber in the plane of bending;

βmx —factor of equivalent moment , taken as follows:

1) For columns of frames and for members supported at the two ends:

(1) In the case of no transverse load: βmx =0.65+0.35M 2/M 1, where M 1 and M 2 are end moments taken as

of same sign for members bent in single curvature (without inflexion point) and of different signs for

members bent in reverse curvatures (with inflexion point), |M 1|≥|M 2|;

(2) In the case of having end moments combined with transverse load: βmx =1.0 for members bent in

single curvature and βmx = 0.85 for members bent in reverse curvatures;

(3) In the case of having transverse loads and no end moments: βmx =1.0;

2) For cantilevers, columns of pure frame not taking account of 2nd order effect in stress

（2）Out-of-plane stability:

tx x y b 1x

M N f A W βη??+≤ where ?y — stability factor of axially loaded compression members buckling out of the plane of M x ;

?b — overall stability factor of beams under uniform bending;

M x —maximum moment in the calculated member portion;

η —factor of section effect, taken as η = 0.7 for box section and η = 1.0 for others;

βtx — factor of equivalent moment, taken as follows:

1) For members with lateral supports, βtx shall be determined according to loading and internal force situation in the member portion between two adjacent supporting points as follows:

(1) In the case of no transverse load within the calculated portion: βtx = 0.65 + 0.35M 2/M 1 , where M 1

and M 2 are end moments in the plane of bending, taken as of same sign for member portions bent

in a single curvature and of different signs for member portions bent in reverse curvatures;

|M 1|≥|M 2|;

(2) In the case of having end moments combined with transverse loads within the calculated portion:

βtx =1.0 for member portions bent in single curvature, βtx =0.85 for those bent in reverse curvatures;

(3) In the case of having transverse loads and no end moment within the calculated portion: βtx = 1.0.

2) For members acting as cantilevers out of the plane of bending βtx =1.0.

7 Laced or battened beam-columns bent about the open web axis (x -axis) shall be checked for in-plane stability by the following formula:

mx x x 1x x Ex

(1)M N f N A W N β??+≤-' where x 1x 0

I W y =, I x being the moment of inertia of the gross area about the x -axis, y 0 being the distance from the x -axis to the axis of the more compressed component or to the outside face of web of this component, whichever

is larger; x ?and Ex

N 'shall be determined using the equivalent slenderness ratio. The overall out-of-plane stability of the member may not be checked in this case, but the stability of components shall be checked. The axial force of these components shall be determined as in the chords of trusses. For battened columns, bending of the components due to shear force shall be taken into account.

8 Laced or battened beam-columns bent about the solid web axis shall have their in-plane and out-of-plane stability checked in the same way as solid web members, but the equivalent slenderness ratios shall be used for out-of-plane overall stability calculation and ?b taken as 1.0.

9 Doubly symmetrical I- (H-) and box (closed) section beam-columns bent in two principal planes, shall be checked for stability by the following formulae:

t y y m x x x b y y x x Ex

(10.8)M M N f N A W W N ββη??γ++≤-' my y tx x y bx x y y Ey

(10.8)M M N f N A W W N ββη??γ++≤-' Where ?x , ?y —stability factors of axially loaded compression members about the strong axis x -x and the weak

axis y -y ;

?bx , ?by —overall stability factors of beams under uniform bending;

M x , M y —maximum bending moment about the strong and the weak axes in the calculated member

portion;

Ex N ', Ey N '—parameters, 22Ex x π/(1.1)N EA λ'=, 22Ey y π/(1.1)N EA λ'=;

W x , W y —gross section moduli about the strong and the weak axes;

βmx , βmy —factors of equivalent moment;

βtx , βty —factors of equivalent moment;

10 The stability of laced (or battened) beam-columns with two components bent in two principal planes shall be checked as follows:

Overall stability

ty y mx x x 1y 1x x Ex

(1)M M N f N A W W N ββ??++≤-' Where W 1y —gross section modulus referred to the more compressed fiber under the action of M y .

11 Axially loaded members

The strength of members subject to axial tension or compression, except at high strength bolted friction-type connections, shall be checked as follows:

n

N f A σ=≤ where N — axial tension or compression;

A n —net sectional area.

The strength of member at a high-strength bolted friction-type connection shall be checked by the following formulae:

1n

(10.5)n N f n A σ=-≤ and

N f A σ=

≤ where n — number of high-strength bolts of one end of the member at a joint or a splice;

n 1— number of high-strength bolts on the calculated section (outermost line of bolts);

A — gross sectional area of the member.

The stability of axially loaded compression solid web members shall be checked as follows

N f A

?≤ where ? —stability factor of axially loaded compression members.

4 Local stability

1 Stiffeners shall be provided for webs of built-up girders in accordance with the following provisions:

(1). When 0w /h t ≤y 80235/f , transverse stiffeners shall be provided for girders with local compressive

stress(σc ≠0) in accordance with detailing requirements, but may not be provided for girders without local compressive stress(σc =0).

(2). Transverse stiffeners shall be provided in case 0w y /80235/h t f >, among which, when

0w y /170235/h t f >(twisting of compression flange is restrained, such as connected with rigid slab, surge plate

or welded-on rail) or 0w y /150235/h t f >(twisting of compression flange not restrained), or demanded by

calculation, longitudinal stiffeners shall be added in the compression zone of large flexural stress panels. For girders with considerable local compressive stress, additional short stiffeners should also be provided if necessary.

h 0/t w shall in no case exceed 250.

In the above, h 0 is the effective web depth (for monosymmetric girders, h 0 shall be taken as twice the height of compression zone h c in judging whether longitudinal stiffeners are necessary), t w is the web thickness.

(3). Bearing stiffeners shall be provided at girder supports and anywhere a fixed and comparatively large concentrated load is applied on the upper flange.

2 Panels of girder webs provided solely with transverse stiffeners shall be checked for local stability by the

following expression

22

c cr cr c, cr 1σστστσ????++≤ ? ????? where σ—bending compressive stress at the edge of effective depth of the web cause

d by th

e average bending

moment in the calculated web panel;

τ—mean shear stress of the web caused by the average shear force in the calculated web panel, ()w w V h t τ=, h w being the web depth.

σc —local compressive stress at the edge of effective depth of the web, calculated with formula , but

taking ψ=1.0;

σcr , τcr , σc, cr —critical value of bending-, shear- and local compressive stress.

3 Local stability of compression members

The ratio of free outstand, b , of a flange to its thickness, t , in compression members shall conform to the following requirements:

（1） Axially loaded compression members

b t

≤(10+0.1λ)y 235f where λ —the larger of the slenderness ratios of the member in two directions, taken as 30 when λ<30, and as

100 when λ>100.

（2） Beam-columns

b t

≤13y 235f b /t may be enlarged to 15y 235/f in case γx =1.0 is used for strength and stability checking.

Note: The free outstand b of the flange shall be taken as follows: the distance from the face of the web to the flange tip for

welded members; the distance from the toe of the fillet to the flange tip for rolled members.

4 The ratio of effective web depth, h 0, to thickness, t w , in I-section compression members shall conform to the following requirements:

（1） Axially loaded compression members

0w

h t ≤(25+0.25λ)y 235f where λ — the larger of the slenderness ratios of the member in two directions, taken as 30 when λ < 30, and as

100 when λ > 100.

（2） Beam-columns

0w

h t ≤(16α0+0.5λ+25)y 235f , when 0≤α0≤1.6 0w

h t ≤(48α0+0.5λ–26.2)y 235f , when 1.6<α0≤2

max min 0max

σσασ-=

where max σ— maximum compressive stress on the edge of effective web depth, not taking account of the

stability factor of the member, nor the plasticity adaptation factor of the section;

min σ— corresponding stress on the other edge of effective web depth, taken as positive for compression

and negative for tension;

λ — slenderness ratio in the plane of bending, taken as 30 when λ<30 and as 100 when λ>100. 5 whereas the ratio of the effective web depth, h 0, to thickness, t w , shall conform to the following requirements:

（1） For axially loaded compression members, 0w

h t ≤y 23540f 6 The depth-to-thickness ratio of the web in T-section compression members shall not exceed the following values:

(1) Axially loaded compression members and beam-columns in which bending moment causes tension on the

free edge of the web:

For hot-rolled cut-T section (15 + 0.2 λ)y 235f

For welded T-section (13 + 0.17 λ)y 235f

(2) Beam-columns, in which bending moment causes compression on the free edge of the web: 15y 235f , when α0≤1.0 18y 235f , when α0 > 1.0

7 The ratio of outside diameter to wall thickness of circular tubes subject to compression shall not exceed 100 (235/f y ).

英语原文及其翻译

Exploring Filipino School Counselors’ Beliefs about Learning Allan B. I. Bernardo [Abstract] School reform efforts that focus on student learning require school counselors to take on important new roles as advocates of student learning and achievement.But how do school counselors understand the process of learning? In this study, we explore the learning beliefs of 115 Filipino school counselors who indicated their degree of agreementwith 42 statements about the process of learning and the factors thatinfluence this process.A principal components analysis of the responses to the 42 statements suggested three factors:(F1)social-cognitive constructivist beliefs, (F2) teacher-curriculum-centered behaviorist beliefs,and (F3) individual difference factors.The preliminary results are briefly discussed in terms of issues related to how Filipino school counselors’ conceptions of learning may guide their strategies for promoting student learning and achievement. [Key words]beliefs about learning, conceptions of learning, school counselors, student learning, Philippines School reform efforts in different parts of the world have focusedon students’learning. In particular,most school improvement programsnow aim to ensure that students acquire the high-level knowledge and skills that help them to thrive in today’s highly competitive globaleconomy (e.g., Lee & Williams, 2006). I n this regard, school reform programs draw from various contemporary theories and research on learning (e.g.,Bransford,Brown, & Cocking, 1999; Lambert & McCombs, 1998).The basic idea is that all school improvement efforts should be directed at ensuring students achieve high levels of learning or attainment of well-defined curricular objectives and standards.For example, textbooks (Chien & Young, 2007), computers and educational technology (Gravoso, 2002; Haertnel & Means, 2003;Technology in Schools Task Force, 2003), and educational assessment systems (Black & Wiliam2004; Cheung & Ng, 2007; Clark, 2001; Stiggins, 2005) are being reconsidered as regards how they can effectively provide scaffolds and resources for advancing student learning. Likewise,the allocation and management of a school’s financial resources are assessed in terms ofwhether these are effectively mobilized and utilized towards improving student learning (Bolam, 2006; Chung & Hung, 2006; Retna, 2007). In this regard, some advocates have also called for an examination of the role of school counselors in these reform efforts (Herr, 2002). Inthe United States, House and Hayes (2002) challenged school counselors to take proactive leadership roles in advocating for the success of all

蓝梅主编 给排水科学与工程专业英语部分课文翻译中文版

第四单元给水系统 一般来说，供水系统可划分为四个主要组成部分:（1）水源和取水工程（2）水处理和存储（3）输水干管和配水管网。常见的未处理的水或者说是原水的来源是像河流、湖泊、泉水、人造水库之类的地表水源以及像岩洞和水井之类的地下水源。修建取水构筑物和泵站是为了从这些水源中取水。原水通过输水干管输送到自来水厂进行处理并且处理后的出水储存到清水池。处理的程度取决于原水的水质和出水水质要求。有时候，地下水的水质是如此的好以至于在供给给用户之前只需消毒即可。由于自来水厂一般是根据平均日需求流量设计的，所以，清水池为水需求日变化量提供了一个缓冲区。 水通过输水干管长距离输送。如果输水干管中的水流是通过泵所产生的压力水头维持的，那么我们称这个干管为增压管。另外，如果输水干管中的水流是靠由于高差产生的可获得的重力势能维持的，那么我们称这个干管为重力管。在输水干管中没有中间取水。与输水干管类似，在配水管网中水流的维持要么靠泵增压，要么靠重力势能。一般来说，在平坦地区，大的配水管网中的水压是靠泵提供的，然而，在不平坦的地区，配水管网中的压力水头是靠重力势能维持的。 一个配水管网通过引入管连接配水给用户。这样的配水管网可能有不同的形状，并且这些形状取决于这个地区的布局。一般地，配水管网有环状或枝状的管道结构，但是，根据当地城市道路和街区总体布局计划，有时候环状和枝状结构合用。城市配水管网大多上是环状形式，然而，乡村地区的管网是枝状形式。由于供水服务可靠性要求高，环状管网优于枝状管网。 配水管网的成本取决于对管网的几何形状合适的选择。城市计划采用的街道布局的选择对提供一个最小成本的供水系统来说是重要的。环状管网最常见的两个供水结构是方格状、环状和辐射状；然而，我们不可能找到一个最佳的几何形状而使得成本最低。 一般地，城镇供水系统是单入口环状管系统。如上所说，环状系统有一些通过系统相互连接的管道使得通过这些连接接的管道，可以供水到同一个需水点。与枝状系统不同，在环状系统中，由于需水量在空间和时间上的变化，管道中的水流方向并非不变。 环状管网可为系统提供余量，提高系统应对局部变化的能力，并且保证管道故障时为用户供水。从水质方面来说，环状形状可减少水龄，因此被推广。管道的尺寸和配水系统的设计对减少水龄来说是重要的因素。由于多方向水流模式和系统中流动模式随时间的变化，水不会停留在一个地方，这样减少了水龄。环状配水系统的优缺点如表4.1所述。 优点:1.Minimize loss of services.as main breaks can be isolated due to multidirectional flow to demand points.2.Reliability for fire protection is higher due to redundancy in the system.3.Likely to meet increase in water demand -higher capacity and lower velocities.4.Better residual chlorine due to in line mixing and fewer dead ends. 5.Reduced water age. 在文献中曾记载过，只考虑最低成本设计的环状管网系统会转化成树状似的结构，这一做法导致在最终的设计中失去最初的几何形状。环状保证了系统的可靠性。因此，一个只考虑最低成本为依据的设计打败了在环状管网中所提供的基本功能。有文献记载设计环状管网系统的方法。尽管这个方法也是仅以考虑最低成本为基础，它通过对管网中所有管道最优化规划从而保持了管网的环状结构。

文献翻译英文原文

https://www.wendangku.net/doc/ab13887613.html,/finance/company/consumer.html Consumer finance company The consumer finance division of the SG group of France has become highly active within India. They plan to offer finance for vehicles and two-wheelers to consumers, aiming to provide close to Rs. 400 billion in India in the next few years of its operations. The SG group is also dealing in stock broking, asset management, investment banking, private banking, information technology and business processing. SG group has ventured into the rapidly growing consumer credit market in India, and have plans to construct a headquarters at Kolkata. The AIG Group has been approved by the RBI to set up a non-banking finance company (NBFC). AIG seeks to introduce its consumer finance and asset management businesses in India. AIG Capital India plans to emphasize credit cards, mortgage financing, consumer durable financing and personal loans. Leading Indian and international concerns like the HSBC, Deutsche Bank, Goldman Sachs, Barclays and HDFC Bank are also waiting to be approved by the Reserve Bank of India to initiate similar operations. AIG is presently involved in insurance and financial services in more than one hundred countries. The affiliates of the AIG Group also provide retirement and asset management services all over the world. Many international companies have been looking at NBFC business because of the growing consumer finance market. Unlike foreign banks, there are no strictures on branch openings for the NBFCs. GE Consumer Finance is a section of General Electric. It is responsible for looking after the retail finance operations. GE Consumer Finance also governs the GE Capital Asia. Outside the United States, GE Consumer Finance performs its operations under the GE Money brand. GE Consumer Finance currently offers financial services in more than fifty countries. The company deals in credit cards, personal finance, mortgages and automobile solutions. It has a client base of more than 118 million customers throughout the world

建筑工程及给排水专业中英文对照翻译

Laminar and Turbulent Flow Observation shows that two entirely different types of fluid flow exist. This was demon- strated by Osborne Reynolds in 1883 through an experiment in which water was discharged from a tank through a glass tube. The rate of flow could be controlled by a valve at the outlet, and a fine filament of dye injected at the entrance to the tube. At low velocities, it was found that the dye filament remained intact throughout the length of the tube, showing that the particles of water moved in parallel lines. This type of flow is known as laminar, viscous or streamline, the particles of fluid moving in an orderly manner and retaining the same relative positions in successive cross- sections. As the velocity in the tube was increased by opening the outlet valve, a point was eventually reached at which the dye filament at first began to oscillate and then broke up so that the colour was diffused over the whole cross-section, showing that the particles of fluid no longer moved in an orderly manner but occupied different relative position in successive cross-sections. This type of flow is known as turbulent and is characterized by continuous small fluctuations in the magnitude and direction of the velocity of the fluid particles, which are accompanied by corresponding small fluctuations of pressure. When the motion of a fluid particle in a stream is disturbed, its inertia

英文翻译(原文)

GRA VITY RETAINING?WALL 1. INTRODUCTION Retaining walls are structures used to provide stability for earth or other material where conditions disallow the mass to assume its natural slope, and are commonly used to hold back or support soilbanks,coal or ore piles, and water. Retaining walls are classified, based on the method of achieving stability, into six principal types (Fig.1). The gravity-wall depends upon its weight, as the name implies, for stability. The cantilever wall is a reinforced-concrete wall that utilizes cantilever action to retain the mass behind the wall from assuming a natural slope. Stability of this wall is partially achieved from the weight of soil on the heel portion of the base slab. A counterfort retaining wall is similar to a cantilever retaining wall, except that it is used where the cantilever is long or for very high pressures behind wall and has counterforts, which tie the wall and base together, built at intervals along the wall to reduce the bending moments and sheers. As indicated in Fig.1c, the counterfort is behind the wall and subjected to tensile forces. A buttressed retaining wall is similar to a counterfort wall, except that the bracing is in front of the wall and is in compression instead of tension. Two other types of walls not considered further are crib walls, which are built-up members of pieces of precast concrete, metal, or timber and are supported by anchor pieces embedded in the soil for stability, and semigravity walls, which are walls intermediate between a true gravity and a cantilever wall. (a)(b)(e)

英语原文及翻译

高速视频处理系统中的信号完整性分析 摘要：结合高速DSP图像处理系统讨论了高速数字电路中的信号完整性问题，分析了系统中信号反射、串扰、地弹等现象破坏信号完整性的原因，通过先进IS工具的辅助设计，找出了确保系统信号完整性的具体方法。 关键词：高速电路设计信号完整性 DSP系统 深亚微米工艺在IC设计中的使用使得芯片的集成规模更大、体积越来越小、引脚数越来越多；由于近年来IC工艺的发展，使得其速度越来越高。从而，使得信号完整性问题引起电子设计者广泛关注。 在视频处理系统中，多维并行输入输出信号的频率一般都在百兆赫兹以上，而且对时序的要求也非常严格。本文以DSP图像处理系统为背景，对信号完整性进行准确的理论分析，对信号完整性涉及的典型问题[1]——不确定状态、传输线效应、反射、串扰、地弹等进行深入研究，并且从实际系统入手，利用IS仿真软件寻找有效的途径，解决系统的信号完整性问题。 1 系统简介 为了提高算法效率，实时处理图像信息，本图像处理系统是基于DSP+FPGA结构设计的。系统由SAA7111A视频解码器、TI公司的TMS320C6701 DSP、Altera公司的EPlK50QC208 FPGA、PCI9054 PCI接口控制器以及SBRAM、SDRAM、FIFO、FLASH等构成。FPGA是整个系统的时序控制中心和数据交换的桥梁，而且能够对图像数据实现快速底层处理。DSP是整个系统实时处理高级算法的核心器件。系统结构框图如图1所示。 在整个系统中，PCB电路板的面积仅为15cm×l5cm，系统时钟频率高达167MHz，时钟沿时间为0．6ns。由于系统具有快斜率瞬变和极高的工作频率以及很大的电路密度，使得如何处理高速信号问题成为一个制约设计成功的关键因素。 2 系统中信号完整性问题及解决方案 2．1 信号完整性问题产生机理 信号的完整性是指信号通过物理电路传输后，信号接收端看到的波形与信号发送端发送的波形在容许的误差范围内保持一致，并且空间邻近的传输信号间的相互影响也在容许的范围之内。因此，信号完整性分析的主要目标是保证高速数字信号可靠的传输。实际信号总是存在电压的波动，如图2所示。在A、B两点由于过冲和振铃[2]的存在使信号振幅落入阴影部分的不确定区，可能会导致错误的逻辑电平发生。总线信号传输的情况更加复杂，任何一个信号发生相位上的超前或滞后都可能使总线上数据出错，如图3所示。图中，CLK为时钟信号，D0、D1、D2、D3是数据总线上的信号，系统允许信号最大的建立时间[1]为△t。在正常情况下，D0、D1、D2、D3信号建立时间△t1<△t，在△t时刻之后数据总线的数据已稳定，系统可以从总线上采样到正确的数据，如图3(a)所示。相反，当信号D1、D2、D3受过冲和振铃等信号完整问题干扰时，总线信号就发生

水文与水资源专业英语文章翻译

3单元 地下水位的高低可在一年内大幅波动，下降和上升后，在干燥的季节，降水期。因此，为了保证连续供水，井应穿透许多米水位以下。当水从井里抽水，它在水面产生抑郁，大致锥形的形状，称为漏斗。如果抽重，水表不仅可以降低周围的好但还可延伸到大面积。这在美国西部的部分是这样的。在这种情况下，可以说，地下水被“开采”。即使抽人立即停止，它可能需要数百年的地下水得到补充。下面的例子说明了这一点： 例如，在干燥的美国西南部，含水层补给是每年只有1英寸深的水的十分之二点位置。在这些地区，这是不寻常的泵两英尺或更多的水用于灌溉和其他用途的每年。在这个简单的例子，如果整个含水层抽水的速度，每年的开采量将相当于120年和十年的补给，泵将1200年积累的水。在泵送期间新补给可以忽略不计。机械问题和经济因素阻止完全脱水的含水层，但原则上是有效的例子。 短期承压是适用于任何情况，地下水位上升，在一个以上的水平，这是最初遇到的。这样的情况发生，两个条件必须满足：（1）水，必须限制在一个含水层，是倾斜的，一端暴露在表面，在那里可以得到水；和（2）防渗层，上面和下面的含水层，必须防止水逃避，这样一层被窃听，被上面的水的重量产生的压力会使水上升。如果没有摩擦，井里的水会上升到顶部的水位。含水层。 自流系统作为管道，将水从很远的偏远地区的充电放电点。这样水倒在威斯康星州中部年前现在是从地面和社区许多英里远，伊利诺斯。在南达科他州这样的系统已经从西部的黑山带水，向东跨越国家。在不同的尺度上，城市供水系统可能是人为的自流系统的例子。水塔，为抽水，可能是补给区，管道的承压含水层，在家中的自流井的水龙头。 4单元 矿产勘查在世界表明温度在深油、矿产品通常会增加在地表以下深度增加。在这样的情况下增加温度约0.6度，平均每30米。因此，当地下水在深循环，它变得激烈，如果它上升到表面，水是温泉。一些温泉水在美国，特别是在东部，加热这种方式。在美国，绝大多数的温泉发现于西方。这种分布的原因是，大部分温泉的热源是冷却的火成岩，它是在西方，火成活动已经最近。 间歇泉是间歇性的温泉或喷泉，水柱喷射的伟大力量在不同的时间间隔，通常上升30-60米。水流停止后，一列蒸汽冲出，通常以雷鸣般的轰鸣声。这或许是世界上最著名的间歇泉是黄石公园的老忠实喷发，大约每小时一次。间歇泉也在世界的其他地区，包括冰岛和新西兰，在那里长期间歇泉，意为“喷泉”或“井喷”这个词。 间歇泉时，地下水是地下室加热。室底部，水在巨大的压力下，由于上覆水的重量。因此，一个100度以上的温度就会沸腾所需的前。例如，在一个300米的室内水下必须达到一个温度近230度才开。加热使水膨胀，其结果是某些流出的顶部。这减少了压力，和水变成蒸汽，使间歇泉喷发。 从温泉和间歇泉地下水通常包含在解决方案比其他来源的地下水多材料因为热水比冷水更有效的溶解。当水中含有大量溶解的二氧化硅，硅华沉积在春天。石灰石，方解石的一种，是在石灰岩地区温泉特色存款。一些温泉含硫磺。除了使水的味道不好，硫发出难闻的气味。毫无疑问，臭蛋的春天，内华达州，这种情况。 11单元 一种污染物，是任何物质，生物或化学。在一个可识别的过量的有害的其他理想的生物。在这个框架内，过量的重金属如发汞；某些放射性同位素；氮，磷，钠；和其他有用的，甚至是必要的元素，以及某些致病性细菌和病毒污染物。在某些情况下，材料可作为一种污染物，世界人口中的一段特别的虽然它对其他部分不被认为是有害的。例如，在适当的复合氮超标有害于婴儿，但少了很多成年人如果在所有。在这样的方式，过多的钠盐通常不是有害的，但它可以制约医疗原因盐的摄入饮食的某些人。 不同的物理，地质，生物环境与地下水污染与地表水污染相比是显著的。在后者中，流量和氧气和阳光可用液压，随着速度的过程中污染物的稀释和扩散发生，明显不同于地下水，在污染物降解菌的机会通常局限于土壤或几英尺以下。此外，通过何种渠道地下水运动是非常小的和可变的。由此，显而易见的是，移动速度大大降低，除非，也许，在大的解决渠道内石灰石，以及分散和稀释的机会是非常有限的。此外，地下水通常缺乏氧气，这是造成好氧微生物的种类有帮助但这可能提供了一个“幸福之家”厌氧品种。 大多数土壤和岩石物理过滤出固体的能力，包括污染的固体，是公认的。然而，这种能力会随不同的大小，形状，和滤料颗粒的安排，在选定的沙子和其他材料在水过滤厂使用证明。也知道，但也许不那么普遍，是粘土和其他矿物捕获和交换的一些元素和化合物的能力时，他们游离在溶液中的正或负电荷的元素或化合物。这样的交流，随着吸附和沉淀过程中，污染物的捕获是重要的。这些过程有能力定义的单位是可逆的。他们也可以很容易地在设计设施正确的污染问题所依托的地质环境，土壤和岩石忽视治疗；这种疏忽可能造成地下水污染。这是特别重要的在污水土地应用。 很多猜测，争论，研究发生的地下水污染。地下水污染的主要关注的是化学元素，化合物的引入，和微生物，不含水层，可用于饮用水或是自然发生的，不仅因为该含水层的降解也因为在检测的难度，长期居住，和难度和费用含水层恢复。强有力的论点是，任何废物或可能的污染物应允许进入地下水系统的任何部分。这是一个不可能实现的梦想。相反，答案在于更多的了解自然过程处理废弃物的保证时，土壤和岩石是不能够处理，存储，或回收废物，我们可以发展过程使污染物处理，储存，或可回收。 Extracting and distinguishing environmental change information with high resolution form groundwater and sediments of groundwater system has been the major trend of groundwater sciences towards environmental sciences, This is very useful for forecasting environmental change.4从地下水及其沉积物中提取高分辨率的环境变化信息，实现对环境变化的预警功能是地下水科学向环境科学延伸的重要方向。5而随着全球淡水资源紧缺的形势不断恶化，全球环境变化，特别是全球气候变化对地下水资源的影响成为水文地质研究的新课题。5 With fresh water shortage increasingly serious, the research on effect of globle environmental change, especially globle climate change in groundwater resource has become a new area for hydrogeological research. 4depleted in K and SO4 井的出水量与含水层的渗透系数成正比。 Well water yield is proportional to the transmissivity of a aquifer. 1、分布在这个深层碳酸岩含水层中的地下热水的温度是60℃-90℃。 2、Temperature of the thermal groundwater in the deep-seated carbonate aquifer occurring in this area ranges from 60℃ 3、所有观测井水位的季节性波动可以用研究区降水量的季节性变化来解 4、Seasonal fluctuations in water table in observation wells are interpreted by seasonal changes of/in precipitation in study areas.

科普版英语六年级下册课文及翻译 (直接打印版)

Lesson 1 I’m not feeling well. Let’s talk （M=Mom, T= Tom） M: What,'s the matter, Tom T: I'm not feeling well, Mom M: Do you have a cold T: Yes, I think so. Could you give me some water, please M: Here you are. T: Thank you, Mom. M: Tom, you must go and see a doctor. T: OK, Mom. M: It's cold outside. You must wear your coat. T: OK, Mom. Could you pass me my coat,please M: Here you are. T: Thank you, Mom M: Tell me your teacher's number. I'll call him and tell him you are sick. T: OK. Here it is. 译文 (M=妈妈,T=汤姆) 妈妈:怎么了,汤姆 汤姆:我感觉不舒服,妈妈。 妈妈:你感冒了吗 汤姆:是的,我想是这样的。您能给我一些水吗 妈妈:给你。 汤姆:谢谢您,妈妈。 妈妈:汤姆,你必须去看医生. 汤姆:好的,妈妈。 妈妈:外面很冷。你必须穿你的外套。 汤姆:好的,妈妈。您能把我的外套递给我吗 妈妈:给你。 汤姆:谢谢您,妈妈。 妈妈:告诉我你老师的电话号码。我将给他打电话告诉他你生病了。

英语翻译专业必翻经典文章英文原文参考译文

文档简介 一，英语翻译经典文章之英文原稿二，中文翻译：这篇英语文章的最好翻译版本！不是俺说的，是俺老师说哒！！ 英文原稿Brian It seems my only request (“please, let me sleep”) is not clear enough, so I made this simple table that can help you when you’re in doubt. Especially during the night

中文翻译小子： 我只想好好地睡觉，你不明白吗？！所以，我做了这个简表。当你不知道怎么办时，特 别是在晚上的时候，你可以看看它。 具体情况行动指南 1，我正在睡觉禁止进入 2，你不确定我是否睡觉，你想搞清楚管你“鸟”事；禁止进入 3，你嗑了药，想奔向我的床你他妈的滚远点 4，你在youtube上看了一个超赞的视频，禁止进入；在脸书上把链接发给我想让我看看 5，就算第三次世界大战开始了管我屁事，他妈的别进来 6，你和你的基友们想和我“玩玩”抱歉，直男一枚。不要碰我的任何东西，门都别碰 7，你想整理我的房间我谢谢你了！我自己会打扫 8，普京宣布同性婚姻合法化终于等到“它”！还好你没放弃！还是不要来我房里！ 9，我不在家进我房间，想都别想 10，白天，我在家。你敲了门，我说“请进” 你可以进来了 福利放送！！

如果你已经看到了这里，那么说明你应该是英文爱好者哦。 下面有一些非常实用，我精心整理的英文资料，你一定用得到！快去看看吧！ 一，最常用英语翻译政治文体句型总结大全完美版 二，英文合同翻译最常用句型总结专业版 三，英语毕业论文提纲模板优秀完整详细无敌版

土木工程专业英语课文原文及对照翻译

土木工程专业英语课文原 文及对照翻译 Newly compiled on November 23, 2020

Civil Engineering Civil engineering, the oldest of the engineering specialties, is the planning, design, construction, and management of the built environment. This environment includes all structures built according to scientific principles, from irrigation and drainage systems to rocket-launching facilities. 土木工程学作为最老的工程技术学科，是指规划，设计，施工及对建筑环境的管理。此处的环境包括建筑符合科学规范的所有结构，从灌溉和排水系统到火箭发射设施。 Civil engineers build roads, bridges, tunnels, dams, harbors, power plants, water and sewage systems, hospitals, schools, mass transit, and other public facilities essential to modern society and large population concentrations. They also build privately owned facilities such as airports, railroads, pipelines, skyscrapers, and other large structures designed for industrial, commercial, or residential use. In addition, civil engineers plan, design, and build complete cities and towns, and more recently have been planning and designing space platforms to house self-contained communities. 土木工程师建造道路，桥梁，管道，大坝，海港，发电厂，给排水系统，医院，学校，公共交通和其他现代社会和大量人口集中地区的基础公共设施。他们也建造私有设施，比如飞机场，铁路，管线，摩天大楼，以及其他设计用作工业，商业和住宅途径的大型结构。此外，土木工程师还规划设计及建造完整的城市和乡镇，并且最近一直在规划设计容纳设施齐全的社区的空间平台。 The word civil derives from the Latin for citizen. In 1782, Englishman John Smeaton used the term to differentiate his nonmilitary engineering work from that of the military engineers who predominated at the time. Since then, the term civil engineering has often been used to refer to engineers who build public facilities, although the field is much broader 土木一词来源于拉丁文词“公民”。在1782年，英国人John Smeaton为了把他的非军事工程工作区别于当时占优势地位的军事工程师的工作而采用的名词。自从那时起，土木工程学被用于提及从事公共设施建设的工程师，尽管其包含的领域更为广阔。 Scope. Because it is so broad, civil engineering is subdivided into a number of technical specialties. Depending on the type of project, the skills of many kinds of civil engineer specialists may be needed. When a project begins, the site is surveyed and mapped by civil engineers who locate utility placement—water, sewer, and power lines. Geotechnical specialists perform soil experiments to determine if the earth can bear the weight of the project. Environmental specialists study the project’s impact on the local area: the potential for air and

英文翻译原文

南京师范大学泰州学院 英文翻译原文 年级： 2011级学号：12110330 姓名：申佳佳 系部：信息工程学院 专业：通信工程 题目：基于C51的数字测速仪设计与仿真 指导教师：焦蓬蓬 2015 年 4 月 5 日

Linux - Operating system of cybertimes Though for a lot of people , regard Linux as the main operating system to make u p huge work station group, finish special effects of " Titanic " make , already can be re garded as and show talent fully. But for Linux, this only numerous news one of. Rece ntly, the manufacturers concerned have announced that support the news of Linux to i ncrease day by day, users' enthusiasm to Linux runs high unprecedentedly too. Then, Linux only have operating system not free more than on earth on 7 year this piece wh at glamour, get the favors of such numerous important software and hardware manufa cturers as the masses of users and Orac le , Informix , HP , Sybase , Corel , Intel , Net scape , Dell ,etc. , OK? 1.The background of Linux and characteristic Linux is a kind of " free (Free ) software ": What is called free, mean users can o btain the procedure and source code freely , and can use them freely , including revise or copy etc.. It is a result of cybertimes, numerous technical staff finish its research a nd development together through Inte rnet, countless user is it test and except fault , c an add user expansion function that oneself make conveniently to participate in. As th e most outstanding one in free software, Linux has characteristic o f the following: (1)Totally follow POSLX standard, expand the network operating system of sup porting all AT&T and BSD Unix characteristic. Because of inheritting Unix outstandi ng design philosophy , and there are clean , stalwart , high-efficient and steady kernels , their all key codes are finished by Li nus Torvalds and other outstanding programmer s, without any Unix code of AT&T or Berkeley, so Linu x is not Unix, but Linux and Unix are totally compatible. (2)Real many tasks, multi-user's system, the built-in n etwork supports, can be with such seamless links as NetWare , Windows NT , OS/2 , Unix ,etc.. Network in various kinds of Unix it tests to be fastest in comparing and ass ess efficiency. Support such many kinds of files systems as FAT16 , FAT32 , NTFS , E x t2FS , ISO9600 ,etc. at the same time .