道路工程毕业设计外文翻译---高速公路设计与施工

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西安工业大学建工院土木工程毕业设计总说明书外文文献翻译

西安工业大学建工院土木工程毕业设计总说明书外文文献翻译

毕业设计(论文)外文翻译题目:Comparative Analysis of Excavation Schemes for a TunnelConstructed through Loose Deposits院(系)建筑工程学院专业土木工程班级130702姓名xxxxx学号xxxxx导师xxxxx2017x年5月1日通过松散堆积物构建了隧道开挖方案的对比分析摘要:由于周围岩石较弱,构造松散沉积物的隧道易于坍塌,二次内衬通常遭受过度变形。

因此,选择适当的挖掘方案是重要的,这将对隧道施工安全和随后的隧道运行产生影响。

本文采用亭子坝隧道,一条浅埋在浅沉积和冲积起源的高速公路隧道为例。

在施工期间,这条隧道经历了很多穹顶倒塌事件和先进的支援破坏。

对重组样品进行各向同性排水(CD)压缩试验,以获得松散沉积物的机械参数。

进行三维建模以模拟三种不同方案开挖后隧道中的应力和变形分布,即上下台阶隧道,三台隧道和单侧方向隧道掘进。

比较分析结果表明,单侧巷道隧道更适合该隧道,既可以减少拱顶沉降,又可以限制塑性区的开发。

对于类似地质环境中的隧道设计和施工,结果应该是重要的。

关键词:松散堆积物;力学参数; 隧道;开挖方案;比较分析。

说明随着中国交通基础设施快速发展,在过去的几十年里,许多新的隧道已经或正在通过具有挑战性的地质条件的地区建设等。

软岩在隧道建设中经常遇到。

软岩的力学特性导致快速变形和各种干扰(Sharifzadeh等人。

2013a;朱某等人。

2013)它能影响地下结构的稳定性。

为此,软岩石已受到很多关于交通隧道建设的关注。

例如,Jeng等人(2002)评价Mushan的变形砂岩和台湾北部对隧道变、形的影响。

Ozsan和Basarr(2003)计算出强风化凝灰岩Urus坝址引水隧洞的支持能力。

李和舒伯特(2008)研究了在软弱围岩中圆形隧道的长度。

Shahrour 等(2010)分析了用软土构建的隧道的地震响应。

道路与桥梁工程中英文对照外文翻译文献

道路与桥梁工程中英文对照外文翻译文献

中英文对照外文翻译(文档含英文原文和中文翻译)Bridge research in EuropeA brief outline is given of the development of the European Union, together with the research platform in Europe. The special case of post-tensioned bridges in the UK is discussed. In order to illustrate the type of European research being undertaken, an example is given from the University of Edinburgh portfolio: relating to the identification of voids in post-tensioned concrete bridges using digital impulse radar.IntroductionThe challenge in any research arena is to harness the findings of different research groups to identify a coherent mass of data, which enables research and practice to be better focused. A particular challenge exists with respect to Europe where language barriers are inevitably very significant. The European Community was formed in the 1960s based upon a political will within continental Europe to avoid the European civil wars, which developed into World War 2 from 1939 to 1945. The strong political motivation formed the original community of which Britain was not a member. Many of the continental countries saw Britain’s interest as being purelyeconomic. The 1970s saw Britain joining what was then the European Economic Community (EEC) and the 1990s has seen the widening of the community to a European Union, EU, with certain political goals together with the objective of a common European currency.Notwithstanding these financial and political developments, civil engineering and bridge engineering in particular have found great difficulty in forming any kind of common thread. Indeed the educational systems for University training are quite different between Britain and the European continental countries. The formation of the EU funding schemes —e.g. Socrates, Brite Euram and other programs have helped significantly. The Socrates scheme is based upon the exchange of students between Universities in different member states. The Brite Euram scheme has involved technical research grants given to consortia of academics and industrial partners within a number of the states— a Brite Euram bid would normally be led by an industrialist.In terms of dissemination of knowledge, two quite different strands appear to have emerged. The UK and the USA have concentrated primarily upon disseminating basic research in refereed journal publications: ASCE, ICE and other journals. Whereas the continental Europeans have frequently disseminated basic research at conferences where the circulation of the proceedings is restricted.Additionally, language barriers have proved to be very difficult to break down. In countries where English is a strong second language there has been enthusiastic participation in international conferences based within continental Europe —e.g. Germany, Italy, Belgium, The Netherlands and Switzerland. However, countries where English is not a strong second language have been hesitant participants }—e.g. France.European researchExamples of research relating to bridges in Europe can be divided into three types of structure:Masonry arch bridgesBritain has the largest stock of masonry arch bridges. In certain regions of the UK up to 60% of the road bridges are historic stone masonry arch bridges originally constructed for horse drawn traffic. This is less common in other parts of Europe as many of these bridges were destroyed during World War 2.Concrete bridgesA large stock of concrete bridges was constructed during the 1950s, 1960s and 1970s. At the time, these structures were seen as maintenance free. Europe also has a large number of post-tensioned concrete bridges with steel tendon ducts preventing radar inspection. This is a particular problem in France and the UK.Steel bridgesSteel bridges went out of fashion in the UK due to their need for maintenance as perceived in the 1960s and 1970s. However, they have been used for long span and rail bridges, and they are now returning to fashion for motorway widening schemes in the UK.Research activity in EuropeIt gives an indication certain areas of expertise and work being undertaken in Europe, but is by no means exhaustive.In order to illustrate the type of European research being undertaken, an example is given from the University of Edinburgh portfolio. The example relates to the identification of voids in post-tensioned concrete bridges, using digital impulse radar.Post-tensioned concrete rail bridge analysisOve Arup and Partners carried out an inspection and assessment of the superstructure of a 160 m long post-tensioned, segmental railway bridge in Manchester to determine its load-carrying capacity prior to a transfer of ownership, for use in the Metrolink light rail system..Particular attention was paid to the integrity of its post-tensioned steel elements. Physical inspection, non-destructive radar testing and other exploratory methods were used to investigate for possible weaknesses in the bridge.Since the sudden collapse of Ynys-y-Gwas Bridge in Wales, UK in 1985, there has been concern about the long-term integrity of segmental, post-tensioned concrete bridges which may b e prone to ‘brittle’ failure without warning. The corrosion protection of the post-tensioned steel cables, where they pass through joints between the segments, has been identified as a major factor affecting the long-term durability and consequent strength of this type of bridge. The identification of voids in grouted tendon ducts at vulnerable positions is recognized as an important step in the detection of such corrosion.Description of bridgeGeneral arrangementBesses o’ th’ Barn Bridge is a 160 m long, three span, segmental, post-tensionedconcrete railway bridge built in 1969. The main span of 90 m crosses over both the M62 motorway and A665 Bury to Prestwick Road. Minimum headroom is 5.18 m from the A665 and the M62 is cleared by approx 12.5 m.The superstructure consists of a central hollow trapezoidal concrete box section 6.7 m high and 4 m wide. The majority of the south and central spans are constructed using 1.27 m long pre-cast concrete trapezoidal box units, post-tensioned together. This box section supports the in site concrete transverse cantilever slabs at bottom flange level, which carry the rail tracks and ballast.The center and south span sections are of post-tensioned construction. These post-tensioned sections have five types of pre-stressing:1. Longitudinal tendons in grouted ducts within the top and bottom flanges.2. Longitudinal internal draped tendons located alongside the webs. These are deflected at internal diaphragm positions and are encased in in site concrete.3. Longitudinal macalloy bars in the transverse cantilever slabs in the central span .4. Vertical macalloy bars in the 229 mm wide webs to enhance shear capacity.5. Transverse macalloy bars through the bottom flange to support the transverse cantilever slabs.Segmental constructionThe pre-cast segmental system of construction used for the south and center span sections was an alternative method proposed by the contractor. Current thinking suggests that such a form of construction can lead to ‘brittle’ failure of the ent ire structure without warning due to corrosion of tendons across a construction joint,The original design concept had been for in site concrete construction.Inspection and assessmentInspectionInspection work was undertaken in a number of phases and was linked with the testing required for the structure. The initial inspections recorded a number of visible problems including:Defective waterproofing on the exposed surface of the top flange.Water trapped in the internal space of the hollow box with depths up to 300 mm.Various drainage problems at joints and abutments.Longitudinal cracking of the exposed soffit of the central span.Longitudinal cracking on sides of the top flange of the pre-stressed sections.Widespread sapling on some in site concrete surfaces with exposed rusting reinforcement.AssessmentThe subject of an earlier paper, the objectives of the assessment were:Estimate the present load-carrying capacity.Identify any structural deficiencies in the original design.Determine reasons for existing problems identified by the inspection.Conclusion to the inspection and assessmentFollowing the inspection and the analytical assessment one major element of doubt still existed. This concerned the condition of the embedded pre-stressing wires, strands, cables or bars. For the purpose of structural analysis these elements、had been assumed to be sound. However, due to the very high forces involved,、a risk to the structure, caused by corrosion to these primary elements, was identified.The initial recommendations which completed the first phase of the assessment were:1. Carry out detailed material testing to determine the condition of hidden structural elements, in particularthe grouted post-tensioned steel cables.2. Conduct concrete durability tests.3. Undertake repairs to defective waterproofing and surface defects in concrete.Testing proceduresNon-destructi v e radar testingDuring the first phase investigation at a joint between pre-cast deck segments the observation of a void in a post-tensioned cable duct gave rise to serious concern about corrosion and the integrity of the pre-stress. However, the extent of this problem was extremely difficult to determine. The bridge contains 93 joints with an average of 24 cables passing through each joint, i.e. there were approx. 2200 positions where investigations could be carried out. A typical section through such a joint is that the 24 draped tendons within the spine did not give rise to concern because these were protected by in site concrete poured without joints after the cables had been stressed.As it was clearly impractical to consider physically exposing all tendon/joint intersections, radar was used to investigate a large numbers of tendons and hence locate duct voids within a modest timescale. It was fortunate that the corrugated steel ducts around the tendons were discontinuous through the joints which allowed theradar to detect the tendons and voids. The problem, however, was still highly complex due to the high density of other steel elements which could interfere with the radar signals and the fact that the area of interest was at most 102 mm wide and embedded between 150 mm and 800 mm deep in thick concrete slabs.Trial radar investigations.Three companies were invited to visit the bridge and conduct a trial investigation. One company decided not to proceed. The remaining two were given 2 weeks to mobilize, test and report. Their results were then compared with physical explorations.To make the comparisons, observation holes were drilled vertically downwards into the ducts at a selection of 10 locations which included several where voids were predicted and several where the ducts were predicted to be fully grouted. A 25-mm diameter hole was required in order to facilitate use of the chosen horoscope. The results from the University of Edinburgh yielded an accuracy of around 60%.Main radar sur v ey, horoscope verification of v oids.Having completed a radar survey of the total structure, a baroscopic was then used to investigate all predicted voids and in more than 60% of cases this gave a clear confirmation of the radar findings. In several other cases some evidence of honeycombing in the in site stitch concrete above the duct was found.When viewing voids through the baroscopic, however, it proved impossible to determine their actual size or how far they extended along the tendon ducts although they only appeared to occupy less than the top 25% of the duct diameter. Most of these voids, in fact, were smaller than the diameter of the flexible baroscopic being used (approximately 9 mm) and were seen between the horizontal top surface of the grout and the curved upper limit of the duct. In a very few cases the tops of the pre-stressing strands were visible above the grout but no sign of any trapped water was seen. It was not possible, using the baroscopic, to see whether those cables were corroded.Digital radar testingThe test method involved exciting the joints using radio frequency radar antenna: 1 GHz, 900 MHz and 500 MHz. The highest frequency gives the highest resolution but has shallow depth penetration in the concrete. The lowest frequency gives the greatest depth penetration but yields lower resolution.The data collected on the radar sweeps were recorded on a GSSI SIR System 10.This system involves radar pulsing and recording. The data from the antenna is transformed from an analogue signal to a digital signal using a 16-bit analogue digital converter giving a very high resolution for subsequent data processing. The data is displayed on site on a high-resolution color monitor. Following visual inspection it is then stored digitally on a 2.3-gigabyte tape for subsequent analysis and signal processing. The tape first of all records a ‘header’ noting the digital radar settings together with the trace number prior to recording the actual data. When the data is played back, one is able to clearly identify all the relevant settings —making for accurate and reliable data reproduction.At particular locations along the traces, the trace was marked using a marker switch on the recording unit or the antenna.All the digital records were subsequently downloaded at the University’s NDT laboratory on to a micro-computer.(The raw data prior to processing consumed 35 megabytes of digital data.)Post-processing was undertaken using sophisticated signal processing software. Techniques available for the analysis include changing the color transform and changing the scales from linear to a skewed distribution in order to highlight、突出certain features. Also, the color transforms could be changed to highlight phase changes. In addition to these color transform facilities, sophisticated horizontal and vertical filtering procedures are available. Using a large screen monitor it is possible to display in split screens the raw data and the transformed processed data. Thus one is able to get an accurate indication of the processing which has taken place. The computer screen displays the time domain calibrations of the reflected signals on the vertical axis.A further facility of the software was the ability to display the individual radar pulses as time domain wiggle plots. This was a particularly valuable feature when looking at individual records in the vicinity of the tendons.Interpretation of findingsA full analysis of findings is given elsewhere, Essentially the digitized radar plots were transformed to color line scans and where double phase shifts were identified in the joints, then voiding was diagnosed.Conclusions1. An outline of the bridge research platform in Europe is given.2. The use of impulse radar has contributed considerably to the level of confidence in the assessment of the Besses o’ th’ Barn Rail Bridge.3. The radar investigations revealed extensive voiding within the post-tensioned cable ducts. However, no sign of corrosion on the stressing wires had been found except for the very first investigation.欧洲桥梁研究欧洲联盟共同的研究平台诞生于欧洲联盟。

外文翻译道路工程

外文翻译道路工程

SCAFFOLDS FAILURES CAUSED BY VEHICLE STRIKES DURING12CONSTRUCTION OF NEW VIADUCT OVER A-18 MOTORWAY IN POLAND34567Zbigniew “Zee” Manko8Professor of Civil and Structural Engineering, Bridge Division, Institute of Civil Engineering 9Wroclaw University of Technology, Wybrzeze Wyspianskiego No. 27, 50-370 Wroclaw, Poland 10Tel./fax (+48) 71 352-92-74 zbigniew.manko@wp.pl11(Corresponding author)12131415Word count: text (3122) + 7 figures (7 × 250 = 1750) + 0 tables (0 × 250 = 0) = 487216Submission date: June 5, 2009.171819202122232425262728293031323334353637383940414243444546Abstract: The paper is presented cases of failures of steel scaffolds damaged by vehicle strikes 12during the construction of new viaducts over the upgraded A-18 motorway in Poland. After3several vehicle strikes into the scaffold structures their damaged components were no longer4serviceable (considering the safety of the construction works being carried out). This put the5contractor to additional expenses connected with the replacement of the damaged scaffold. The 6causes and consequences of the failures are given and the necessary solutions adopted in the7considered cases – whereby the traffic situation significantly improved – are described.8Moreover, it is proposed to increase the minimum vertical clearance required during the building 9or repairs of bridge structures.101112Keywords: Scaffold Failure, Vehicle Strike, Damaged component, New Object, Viaduct13Construction, Motorway A-18.141516171819202122232425262728293031323334353637383940414243444546INTRODUCTION12Formerly in Poland, a little attention was paid to the bridge-specific design and erection of3scaffolds, which was the cause of many serious failures (1), (2), (3), (4), (5), (6), (7), (8). Today bridge scaffolds are classified as engineering structures and require the detailed design, including 45all aspects, which may occur from their erection, through the full loading of the spans during6concreting, to their dismantling, in accordance with the current guidelines (PN-M-47900-3 (9),7PN-M-47900-1 (10), and PN-M-48090 (11). When new bridge structures are built over transport 8obstacles, the continuity of vehicle traffic must be ensured, particularly on national roads, which9carry traffic through the whole bridge construction period (12), (13), (14).Unfortunately, the heavy trucks (e.g. TIR lorries) and tractor-trailer units carrying various1011machines and equipment drive through the clearance gates shaped in the scaffolds using during 12building of motorway bridge structures most often strike at the new scaffold components already built. It refers these both as well as the trucks of permissible and over normative dimensions1314which mainly conducting to serious damages of scaffolds or their structural elements.15Using as example motorway viaducts WD-14 and WD-12 built over national road A-18 16(which is being upgraded), the failures of the scaffolds erected to build on site the concrete17objects are described and their causes are explained. The cases considered here and the ones18presented previously (1), (2), (7), (13), (14), (15), (16) clearly show the need to modify andupdate the guidelines for erecting scaffolds for the building of road bridge structures. This1920applies particularly to the minimum headroom (vertical clearance) since the current standard one 21is inadequate. The above considerations should be taken into account in the designs of bridgestructures.222324DESCRIPTION OF OLD AND NEW VIADUCT WD-1425The old reinforced concrete viaduct (built in 1934) consisted of two spans having an effective26length l e = 14.00 + 14.00 = 28.00 m. The span overall width was 6.76 m, load class D (200 kN) 27according to the PN-85/S-10030 (17), the vertical clearance – 4.53 m. The viaduct was situated 28at a skew of 45 to the road’s longitudinal axis. Because of the viaduct’s bad technical condition,29it was not worthwhile to upgrade it and so it was demolished (Figure 1).30The new viaduct is located at the 0+179.79 km of Cisowa – Jedrzychowiczki (Henrykow)31local road No. 4918009 being upgraded. The viaduct makes possible the safe crossing of national 32road No. 18 at its 13+634.37 km. The designed viaduct WD-14 is located in the place of the olddemolished one (Figure 1).3334The new reinforced concrete viaduct with a trapezoidal single-girder cross section and a35continuous-beam static scheme has four spans with an effective length l e = 18.00 + 27.00 + 27.00 36+ 18.00 = 90.00 m. The axes of the supports are parallel to the national road and with the37viaduct’s longitudinal axis form an angle of 44.99’. The middle spans cross the two carriageways 38of the national road. There are technological strips and the local road embankment slopes under the extreme spans. The main girder is 1.50 m high and 2.70 m and 3.20 m wide respectively at3940the bottom and top (at the level of the cantilevers’ bottom). The cantilevers’ width varies from 410.21 to 0.40 m and their outreach is 1.90 m. The overall width of the load-carrying structure is7.00 m. The overall width of the viaduct is B = 7.70 m, including the roadway between the curbs4243(6.10 m) and sidewalks with the rigid barriers (2 × 0.80 m). The viaduct’s total surface area44bounded by the deck edges is A = 7.70 × 92.10 = 709.17 m2. The local road’s technical class is L(4), (5). The target traffic clearance under the viaduct is H c = 4.70 m. The viaduct traffic loading4546is as for class B (400 kN) according to the Polish Bridge Load Standard PN-85/S-10030 (17).The viaduct load-carrying structure was made of reinforced concrete and it reposes on 1 supports (abutments) via elastomer bearings (the middle support and the span structures are 2 joined together monolithically). The grade of the load-carrying structure concrete is B35 and the 3 steel grade – 18G2-b.4 The intermediate supports (piers) have the form of oval columns 2.40 m wide and 1.00 m5 thick and they are founded directly on a continuous footing 3.60 × 7.20 m in plan and 1.40 m6 thick. There is B35 and B30 class concrete in respectively the columns and the footing. The7 massive abutments are sunk in the embankment and founded directly on a continuous footing8 4.50 × 1.20 m in cross section. The wing walls are suspended from the abutment body and joined9 with the continuous footing.1011 USE OF SCAFFOLDS FOR CONSTRUCTION OF VIADUCT ON A-18 MOTORWAY 12 Proper working designs of the span scaffolds for the WD-14 – WD-19 viaducts were created. For 13 the already built supports (18) the necessary scaffold and formwork to be used under viaduct 14 spans was designed (19), (20), (21), (22), (23), (24), (25), (26). The grade lines for the new 15 viaducts were taken from their design documentation (18). The elevation of the pavement16 reinforced concrete slabs under the scaffolds was determined based on the levels obtained from 17 geodetic surveys carried out by the building contractor (Figure 2).18 The RöRo scaffolds of type L (20) erected outside the road clearance – on each side two 19 towers in the axis of the load-carrying structure and in addition, more widely spaced scaffolds 20 under the spans’ cantilevers (Figure 3) – were to be used for concreting the spans of the viaduct.21 The spans situated directly above the road clearance were supported by heavy scaffolds 22 H20 type on which double-T (20) steel girders were put up (Figure 2).23 The following scaffold components were used:24 ∙ steel beams – HE-B 160, HE-B 360, HE-B 300, 220M HE; 25 ∙ frame supports – RöRo L supports;26 ∙ grillage supports – HUNNEBECK H20; 27 ∙ pipe bracings – O48.3 × 4.05/S 235;28FIGURE 1 Cross sections of viaduct WD-14 and WD-12 (dimensions for the latter are given in brackets).1various connections, i.e. steel couplers and clamps, etc., conforming to the EngelhardRöRo2standard (16), (20).3Moreover, a template of constant-cross-section formwork (Figure 2) with a single girder 4trapezoidal in cross section was designed and made (21), (22).56DAMAGE TO SCAFFOLDS DURING THEIR ERECTION7General Remarks8During the construction of viaduct WD-14 the structural components of the scaffold near the9drive-through clearance were damaged twice due to the too small standard headroom (insuffi-10cient for the proper location of scaffolds for the construction of bridge spans). The standard11headroom is H = 4.20 m and in many cases, it no longer meets the current service conditions.12Therefore, after the first vehicle struck at the girders of the scaffold situated immediately 13above the road clearance (conforming to the technical documentation approved by the motorway 14supervision authority) the headroom was increased by the available reserve (by redesigning and 15rebuilding the load-bearing structure of the scaffold). This, however, did not help much sincesoon another vehicle hit the lower part of the scaffold located directly above the drive-through.1617After the second vehicle strike, the designers of the scaffold together with the viaduct builder had 18to increase the vertical clearance. They decided that the minimum safe vertical clearance in thisFIGURE 2 Cross section of viaduct WD-14 with structure of scaffold put up above road clearance.case should be H1 = 4.30 1m. At this clearance no 2more vehicle strikes3occurred. The scaffolds 4and the new vertical5clearance were tried out 6on another viaduct, i.e. 7WD-19. The vehicle,8which previously9damaged the scaffold of 10WD-14 this time, drove 11through.1213Description of14Accidents Involving15Vehicles Striking16Scaffold Components 17The first collision18occurred on 2919September 2005. A TIR 20lorry (semi trailer height 21over 4.20 m) from22Ukraine struck the23scaffold and as a result 24got stuck under the span, 25seriously damaging the 26structural components of 27the scaffold.28A few days later29on 3 October 2005 in the 30morning hours, a tractor-31trailer unit transporting 32an excavator struck the 33scaffold components34situated immediately35above the clearance of 36viaduct WD-14. As a37result all the girders were 38knocked off and fell39down onto the roadway 40(Figure 4). Another41strike of this vehicle into 42the scaffold of viaduct 43WD-12 caused two44girders to turn (Figure 5).45The transported46excavator, as the police 47STEPISTEPISTEPI(c)(d)(b)FIGURE3ArrangementofEngelhardRöRoscaffoldsforviaductWD-14:(a)topview,(b)longitudinalsectionA–A(verticalclearanceH=4.2m),(c)longitudinalsectionA–A(verticalclearance4.24m),and(d)longitudinalsectionA–A(verticalclearance4.33m).findings show, probably was stolen from another building site, which explains the driver’s 1 unusual determination to ram all the obstacles on his way. Luckily, at this time, the vehicle 2 traffic on the road was relatively light, there were no construction workers on the scaffolds, no 3 concreting work was being conducted, and so there were no casualties.45 Change of Vertical Clearance in Viaduct WD-146 Because of the relatively low elevation of the spans of viaduct WD-14 over the A-18 motorway,7 nobody expected that the standard vertical clearance of 4.20 m could be insufficient. In the case8 of the other viaduct over the same road, there were substantial reserves in height owing to the9 grade line adopted in the design. Therefore, quite simply and naturally the actual vertical 10 clearances under the scaffolds were much larger than the required minimum of 4.20 m. 11(a)(b)FIGURE 4 View on the damaged scaffold supports in viaduct WD-14 after vehicle struck main girders located above drive-through clearance: (a) view from roadway, (b) side view.(a)(b)FIGURE 5 View of viaduct WD-12 scaffold after vehicle strike: (a) damaged and turned steel girders of scaffold (two girders on Wroclaw side were turned), (b) collapsed reinforcement of span load-bearing structure before planned concreting.In the case of viaduct WD-14, two vehicle strikes into steel girders located above the 1 drive-through clearance occurred whereby the contractor and the designers had to redesign the 2 scaffold structure several times.3 The first alteration in the height of the drive-through clearance under the load-bearing4 girders of the scaffold was made by replacing the HE 360-B girders (10 units) with 16 girders of5 the HE 300-B type because of which the spacing of the main H20 girders decreased from 9.35 m6 to 8.35 m. In this way, a vertical clearance of 4.26 m was obtained. It was thought that there7 would be no more collisions (Figure 3c).8 After the second vehicle strike into the increased (from 4.20 m to 4.26 m) vertical9 clearance it became necessary for safety reasons to redesign the height of the drive-through gate. 10 A detailed analysis of the causes of the damage to the scaffold showed that replacing the HE-B 11 300 girders with shorter ones was out of the question because of the insufficient load-capacity of 12 any shorter girders. It was found, however, that it was possible to reduce the height of the13 formwork trusses situated immediately above the clearance from 0.10 m to 0.06 m. In addition, 14 because of the roadway cross fall (2%) the whole drive-through gate was moved to the edge of 15 the roadway, towards the lowest road grade line whereby a few more reserve centimeters were 16 obtained (Figure 6). In this way a vertical clearance of 4.33 m was obtained at the lowest point of 17 the road (4.36 m at the edge of the clearance), i.e. by 0.13 m larger than the standard clearance of 18 4.20 m and by 0.07 m larger than the other clearance of 4.26 m (Figure 3d). The new drive-19 through height of 4.33 m ensured safe work on the viaduct until its completion. 2021 CONCLUSIONS22 Considering the two cases of scaffold failures on viaducts built on the upgraded A-18 motorway, 23 caused by vehicle strikes into scaffold girders situated above the clearance, in the nearest future 24 the much out-of-date guidelines on the minimum vertical road clearance (4.20 m) required 25 during the construction of bridge structures should be amended. Based on the authors’26 experience in the design, site supervision and use of scaffolds it can be stated that the vertical 27 clearance should not be smaller than 4.30 m instead 4.20 m.28(a) (b)FIGURE 6 Side view of encased scaffold of viaduct WD-14 prior to concreting load-carrying structure after two vehicle strikes into girders located above clearance: (a) H20 scaffolds erected under formwork, (b) drive-through clearance outline shifted to edge of roadway.Until the proper amendments are 1 adopted half measures must be used and 2 in the cases where the height of the drive-3 through clearance cannot be increased 4 above 4.20 m, unbreachable solid drive-5 through gates and warning systems, such 6 as audible and visual signaling devices, 7 warning drivers early that their vehicles 8 exceed the height of the drive-through 9 gate located in front of the road structure 10 should be erected. It should be added that 11 if all the above possibilities have been 12 exhausted, one should contact the road 13 services, which must screen vehicles and 14 direct the ones with excessive height to 15 previously prepared diversions.16 Regardless of the increased road 17 height clearance and additional18 protections (Figure 7), one should always 19 take into account the fact that because of 20 some irresponsible road users there is a 21 real possibility that the scaffold will be 22 damaged.2324 References25 (1) Flaga, K. Technical-Construction Expert Opinion on Causes of Collapse of Viaduct 26 on Skoczow – Cieszyn National Road S-1 in Ogrodzona. Typescript , Cracow, Poland, Aug., 27 2003 (in Polish).28 (2) Flaga, K. Reflections on Collapse of Viaduct in Ogrodzona. 22nd Scientific-Technical 29 Conference on Structural Failures, Prevention–Diagnostics–Repairs–Reconstruction , Szczecin –30 Miedzyzdroje, Poland, May 17–20, 2005, pp. 53–66 (in Polish).31 (3) Furtak, K., and W. Wolowicki. Bridge Scaffolds . Wydawnictwa Komunikacji i 32 Lacznosci (WKiL), Warsaw, Poland 2005 (in Polish).33 (4) Ministry Technical Requirements. Minister of Transport and Marine Economy Order 34 of 2 March 1999 concerning Technical Requirements which Public Roads and their Location 35 Should Meet , Law Gazette (Dz.U.), 1999, No. 43, item 430 (in Polish).36 (5) Ministry Technical Requirements. Minister of Transport and Marine Economy Order 37 of 30 May 2000 concerning Technical Requirements which Road Structures and their Location 38 Should Meet , Law Gazette (Dz.U.), 2000, No. 63, item 735 (in Polish).39 (6) Rowinski, L. Working and Load-Bearing Scaffolds. Polskie Centrum Budownictwa 40 (PCB), Warsaw, Poland 2001 (in Polish).41 (7) Rymsza, J. On Causes of Collapse during Construction of Viaduct over Dual42 Carriageway S-1 on Skoczow – Cieszyn Section. Inzynieria i Budownictwo , Vol. LX, No. 3, 43 2004, pp. 140–143 (in Polish).44 (8) Wolf, M. Bridge Scaffolds and Formworks. Wydawnictwa Komunikacji i Lacznosci 45 (WKiL), Warsaw, Poland 1964 (in Polish).46 (9) PN-M-47900-3. Standing Working Metal Scaffold. Frame Scaffolds. 1996 (in Polish).47FIGURE 7 View of beam marking height ofclearance (3.70 m) before entry into road section where scaffolds were being erected andreinforcement installed prior to concreting spans (vertical clearance for all viaduct being built was 4.20 m and was larger than clearance height on warning gate where there was exit leading to another road).1(10) PN-M-47900-1. Standing Working Metal Scaffold. Definition. Division and Main2Parameters. 1996 (in Polish).3(11) PN-M-48090. Steel Scaffolds Made from Folding Components for Bridge4Construction. 1996(in Polish).5(12) Glomb, J. Technology of Building Concrete Bridges. Wydawnictwa Komunikacji i 6Lacznosci (WKiL), Warsaw, Poland 1982 (in Polish).7(13) Holowaty, J. Case of Damage to Bridge Scaffold Support Caused by Vehicle Strike 8during Concreting of Spans. 21st Scientific-Technical Conference on Structural Failures,Prevention–Diagnostics–Repairs–Reconstruction, Szczecin – Miedzyzdroje, Poland, May 20–91023, 2003, pp. 567–572 (in Polish).11(14) Holowaty, J. Scaffold Structures for Building Overpasses Providing Access to12Bridge Crossing over Regalica River in Szczecin. IV All-Polish Bridge Engineers Conference on 13Bridge Structures and Equipments, Wisla, Poland, Oct. 12–14, 2005, pp. 63–70 (in Polish).14(15) Barzykowski, W., J. Derecki, A. Feder, L. Jaczewski, A. Jarominiak, and M.Pierozynski. Bridge Construction Mechanization. Wydawnictwa Komunikacji i Lacznosci1516(WKiL), Warsaw, Poland 1971 (in Polish).17(16) Construction Equipment Bridge Formworks. Magazyn Autostrady, Special edition,Vol. 37, 2006 (in Polish).1819(17) PN-85/S-10030. Bridge Structures. Loads. The Polish Bridge Load Standard. 1985 20(in Polish).(18) Working Designs Modernization of National Road No. 18 along Section: Olszyna2122Interchange – Golnice Interchange, Section 3. Road Structures WD-14, WD-15, WD-16, WD-2317, WD-18, WD-19. TRANSPROJEKT – WARSZAWA Roads & Bridges Design-Research24Office, Warsaw, Poland 2003 (in Polish).25(19) Technical Guide. Scaffolds. Formworks 2005 (in Polish).26(20) Catalogue. EngelhardRöRo L and H20 Types Scaffolds 1998–2008 (in Polish).(21) Kaluzinski D., and Z. Manko. Designs of Viaducts WD-14 – WD-19. MOSTAR2728Scientific-Research Center for Bridge Construction Development, Wroclaw, Poland 2005 (in29Polish).(22) Kaluzinski, D., and Z. Manko. Designs of Formwork for Viaducts WD-14, WD-15,3031WD-16, WD-17, WD-18, WD-19. MOSTAR Scientific-Research Center for Bridge32Construction Development, Wroclaw, Poland 2005 (in Polish).33(23) Kaluzinski, D., and Z. Manko. EngelhardRöRo Scaffolds. Magazyn Autostrady,34Special Edition, Part I, No. 10, Oct., 2006, pp. 40–48 and Part II, No. 12, Dec., 2006, pp. 84–89 35(in Polish).(24) Kaluzinski, D., and Z. Manko. Damage to Scaffolds during Construction of New3637Viaduct over A-18 Motorway. 23rd Scientific-Technical Conference on Structural Failures,38Prevention–Diagnostics–Repairs–Reconstruction, Szczecin – Miedzyzdroje, Poland, May 23–3926, 2007, pp. 895–902 (in Polish).40(25) Kaluzinski, D. and Z. Manko. Damage to Scaffolds during Construction of New41Viaduct over A-18 Motorway. Magazyn Aurostrady, 2008 (in print) (in Polish).(26) Kaluzinski D., Z. Manko, A. Mordak, and D. Beben. Scaffolds Failures Caused by4243Vehicle Strikes during Construction of New Viaduct over A-18 Motorway. 12th International44Conference and Exhibition on Structural Faults & Repair Extending the Life of Bridges, Concrete +45Composites, Buildings, Masonry + Civil Structures, June 10–12, 2008, Edinburgh, UK, p. 59 (abstract), 46and full paper on CD-ROM.。

本科毕业设计外文文献翻译

本科毕业设计外文文献翻译

(Shear wall st ructural design ofh igh-lev el fr ameworkWu Jiche ngAbstract : In t his pape r the basic c oncepts of man pow er from th e fra me sh ear w all str uc ture, analy sis of the struct ur al des ign of th e c ont ent of t he fr ame she ar wall, in cludi ng the seism ic wa ll she ar spa本科毕业设计外文文献翻译学校代码: 10128学 号:题 目:Shear wall structural design of high-level framework 学生姓名: 学 院:土木工程学院 系 别:建筑工程系 专 业:土木工程专业(建筑工程方向) 班 级:土木08-(5)班 指导教师: (副教授)nratiodesign, and a concretestructure in themost co mmonly usedframe shear wallstructurethedesign of p oints to note.Keywords: concrete; frameshearwall structure;high-risebuildingsThe wall is amodern high-rise buildings is an impo rtant buildingcontent, the size of theframe shear wall must comply with building regulations. The principle is that the largersizebut the thicknessmust besmaller geometric featuresshouldbe presented to the plate,the force is close to cylindrical.The wall shear wa ll structure is a flatcomponent. Itsexposure to the force along the plane level of therole ofshear and moment, must also take intoaccountthe vertical pressure.Operate under thecombined action ofbending moments and axial force andshear forcebythe cantilever deep beam under the action of the force levelto loo kinto the bottom mounted on the basis of. Shearwall isdividedinto a whole walland theassociated shear wall in theactual project,a wholewallfor exampl e, such as generalhousingconstruction in the gableor fish bone structure filmwalls and small openingswall.Coupled Shear walls are connected bythecoupling beam shear wall.Butbecause thegeneralcoupling beamstiffness is less thanthe wall stiffnessof the limbs,so. Walllimb aloneis obvious.The central beam of theinflection pointtopay attentionto thewall pressure than the limits of the limb axis. Will forma shortwide beams,widecolumn wall limbshear wall openings toolarge component atbothen ds with just the domain of variable cross-section ro din the internalforcesunder theactionof many Walllimb inflection point Therefore, the calcula tions and construction shouldAccordingtoapproximate the framestructure to consider.The designof shear walls shouldbe based on the characteristics of avariety ofwall itself,and differentmechanical ch aracteristicsand requirements,wall oftheinternalforcedistribution and failuremodes of specific and comprehensive consideration of the design reinforcement and structural measures. Frame shear wall structure design is to consider the structure of the overall analysis for both directionsofthehorizontal and verticaleffects. Obtain theinternal force is required in accordancewiththe bias or partial pull normal section forcecalculation.The wall structure oftheframe shear wall structural design of the content frame high-rise buildings, in the actual projectintheuse of themost seismic walls have sufficient quantitiesto meet thelimitsof the layer displacement, the location isrelatively flexible. Seismic wall for continuous layout,full-length through.Should bedesigned to avoid the wall mutations in limb length and alignment is notupand down the hole. The sametime.The inside of the hole marginscolumnshould not belessthan300mm inordertoguaranteethelengthof the column as the edgeof the component and constraint edgecomponents.Thebi-direc tional lateral force resisting structural form of vertical andhorizontalwallconnected.Each other as the affinityof the shear wall. For one, two seismic frame she ar walls,even beam highratio should notgreaterthan 5 and a height of not less than400mm.Midline columnand beams,wall midline shouldnotbe greater tha nthe columnwidthof1/4,in order toreduce thetorsional effect of the seismicaction onthecolumn.Otherwisecan be taken tostrengthen thestirrupratio inthe column tomake up.If theshear wall shearspan thanthe big two. Eventhe beamcro ss-height ratiogreaterthan 2.5, then the design pressure of thecut shouldnotmakeabig 0.2. However, if the shearwallshear spanratioof less than two couplingbeams span of less than 2.5, then the shear compres sion ratiois notgreater than 0.15. Theother hand,the bottom ofthe frame shear wallstructure to enhance thedesign should notbe less than200mmand notlessthanstorey 1/16,otherpartsshouldnot be less than 160mm and not less thanstorey 1/20. Aroundthe wall of the frame shear wall structure shouldbe set to the beam or dark beamand the side columntoform a border. Horizontal distributionofshear walls can from the shear effect,this design when building higher longeror framestructure reinforcement should be appropriatelyincreased, especially in the sensitiveparts of the beam position or temperature, stiffnesschange is bestappropriately increased, thenconsideration shouldbe givento the wallverticalreinforcement,because it is mainly from the bending effect, andtake in some multi-storeyshearwall structurereinforcedreinforcement rate -likelessconstrained edgeofthecomponent or components reinforcement of theedge component.References: [1 sad Hayashi,He Yaming. On the shortshear wall high-rise buildingdesign [J].Keyuan, 2008, (O2).高层框架剪力墙结构设计吴继成摘要: 本文从框架剪力墙结构设计的基本概念人手, 分析了框架剪力墙的构造设计内容, 包括抗震墙、剪跨比等的设计, 并出混凝土结构中最常用的框架剪力墙结构设计的注意要点。

毕业设计外文资料翻译sc-pdf

毕业设计外文资料翻译sc-pdf

毕业设计外文资料翻译题目甲醇氧化生产甲醛的银催化剂改性学院化学化工学院专业化学工程与工艺班级0803学生许继盟学号20080207167指导教师倪献智二〇一二年三月十五日Catalysts Today, 1996, (28): 239-244.甲醇氧化生产甲醛的银催化剂的改性A.N.Pestryakov摘 要 银催化剂的性能可用Zr ,La , Rb ,C s 的氧化物改性,改性后的银催化剂的物化性能和催化性能已在甲醇的选择性氧化工艺中研究过,甲醇氧化制甲醛工艺中,质量分数为1%-10%的改性添加物会改变载体银的有效电荷及氧化还原性能、金属分散度和其表面扩散、催化剂表面酸度及结焦程度。

当银催化性能改变时,改性物主要影响催化剂活性位(++δn Ag Ag)。

关键词 银催化剂;甲醇氧化为甲醛 1 简介甲醇选择性氧化生产甲醛工艺中使用大量的载体银催化剂[1-3]。

采用不同的非有机添加物对银催化剂进行改性是提高其性能的最有前景的方法之一。

在银催化剂发现之后,人们致力于对其进行改进,以达到提高其催化活性和寿命,降低银使用量和扩展其工艺操作条件的目的。

广泛使用载体以减少银使用量及防止银在“严酷”条件(600-700 ℃)下烧结也是改性方法之一。

但是载体的堆积有限,不同改性化合物的少量添加(质量分数0.1-10%)可以使银可变的催化性能产生较大差异。

在科技和专利文献中提到过很多不同的添加物,它们能改善并激发银的催化性能[3-14]。

在这其中,研究人员提到改性作用的不同机理:银上金属的电子功能和电子密度改变[7-9],O 2吸附的差异[3,10],催化剂表面酸度[11],催化剂表面的机械堵塞[12],添加物的固有催化性质[13,14]。

然而,所有这些仅描述了催化剂改性的几个分散的方面,并没有涉及添加物对银催化剂改性影响的差异。

也没有考虑改性物对银催化剂活性位电子状态的影响。

在本文中,我们研究了改性物对银的性能影响的几个方面[15-18],目的是在甲醇氧化制甲醛工艺中对稀有和稀土金属氧化物反应及银催化剂的电子属性、物化属性和催化属性进行综合研究。

公路工程施工方案英语

公路工程施工方案英语

公路工程施工方案英语1. Project OverviewThe highway engineering project focuses on the construction of a new highway which will connect two major cities, and improve the transportation efficiency in the region. The total length of the new highway is 100 kilometers, and it will pass through urban areas, suburban areas, and rural areas. The construction project aims to promote economic development, enhance regional connectivity, and improve the overall transportation network.2. Project ObjectivesThe main objectives of the highway engineering construction project are as follows:To construct a new, high-quality highway that meets the national standards for road design and constructionTo ensure the safety of the construction process and the future use of the highwayTo minimize the environmental impact of the construction project and promote sustainable developmentTo complete the construction project within the specified time frame and budgetTo provide employment opportunities and promote local economic development through the construction project3. Project ScopeThe scope of the highway engineering construction project includes the following key components:Road design and planning: This includes the determination of the route, alignment, and specifications for the new highway, as well as the necessary surveys and studies to support the design process.Land acquisition and preparation: This involves the acquisition of land for the new highway, as well as the preparation of the land for construction activities.Earthwork and grading: This includes the excavation, filling, and compaction of the roadbed, as well as the construction of embankments, cut slopes, and other earthwork activities.Pavement construction: This involves the construction of the highway pavement, including the placement of subbase, base, and wearing course materials.Bridge and culvert construction: This includes the construction of bridges, culverts, and other structures to facilitate the crossing of water bodies, railways, and other obstacles.Traffic control and safety measures: This involves the implementation of traffic control measures and safety precautions to ensure the safety of construction workers and the traveling public.Environmental protection and mitigation: This includes the implementation of measures to protect the natural environment and mitigate the impact of construction activities on the surrounding area.Quality control and assurance: This involves the implementation of quality control measures to ensure that the construction activities meet the specified standards and specifications.4. Project ScheduleThe highway engineering construction project will be divided into multiple phases, with each phase focusing on specific aspects of the construction process. The project schedule will be as follows:Phase 1: Preliminary studies and planning (6 months)Phase 2: Land acquisition and preparation (12 months)Phase 3: Earthwork and grading (18 months)Phase 4: Pavement construction (24 months)Phase 5: Bridge and culvert construction (18 months)Phase 6: Traffic control and safety measures (6 months)Phase 7: Environmental protection and mitigation (12 months)Phase 8: Quality control and assurance (6 months)Phase 9: Final inspection and completion (3 months)5. Project BudgetThe total budget for the highway engineering construction project is estimated to be $100 million. This budget will cover the cost of land acquisition, design and planning, construction materials, labor, equipment, and other expenses associated with the project. The budget will be allocated to the various phases of the project based on the specific requirements and priorities of each phase.6. Project ManagementThe highway engineering construction project will be managed by a dedicated project management team, which will be responsible for overseeing all aspects of the project from planning and design to construction and completion. The project management team will becomposed of experienced professionals with expertise in civil engineering, project management, construction, and other relevant fields.The project management team will be responsible for coordinating the activities of all stakeholders involved in the project, including government agencies, contractors, suppliers, and local communities. The team will also be responsible for monitoring the progress of the project, managing the project budget, and ensuring that the project is completed on schedule and according to the specified quality standards.7. Health and Safety MeasuresThe health and safety of construction workers and the traveling public are of utmost importance in the highway engineering construction project. The project management team will implement a comprehensive health and safety program to ensure that all construction activities are conducted in a safe and responsible manner.The health and safety program will include the following key components:Identification and assessment of potential health and safety hazards associated with the construction activitiesImplementation of measures to control and mitigate health and safety risksProvision of necessary personal protective equipment and training for construction workersRegular monitoring and inspection of construction activities to ensure compliance with health and safety regulationsEmergency preparedness and response procedures for various potential hazardsThe project management team will work in close collaboration with relevant government agencies and other stakeholders to ensure that the health and safety program is implemented effectively and that all health and safety regulations are strictly adhered to throughout the construction process.8. Environmental Protection and MitigationThe highway engineering construction project will be conducted in compliance with all applicable environmental regulations and standards to minimize the impact of construction activities on the natural environment. The project management team will implement a range of measures to protect the environment and mitigate any adverse effects of construction.Key environmental protection and mitigation measures will include:Identification and assessment of potential environmental impacts associated with construction activitiesImplementation of measures to prevent soil erosion, sedimentation, and other forms of environmental degradationProper disposal of construction waste and management of hazardous materials Protection of wildlife habitats and preservation of natural resourcesImplementation of measures to reduce noise, dust, and other forms of pollution associated with construction activitiesThe project management team will also work in collaboration with environmental agencies and other relevant stakeholders to ensure that the environmental protection and mitigation measures are implemented effectively and that the project complies with all environmental regulations and standards.9. Quality Control and AssuranceThe highway engineering construction project will be subject to stringent quality control measures to ensure that all construction activities meet the specified standards and specifications. The project management team will implement a comprehensive quality control and assurance program to monitor and assess the quality of construction activities throughout the project.Key components of the quality control and assurance program will include: Establishment of quality control guidelines and procedures for construction activities Regular inspection and testing of construction materials and workmanship Identification and resolution of any quality issues or deficiencies in construction activities Documentation and record-keeping of all quality control measures and findingsThe project management team will work in close collaboration with construction contractors, suppliers, and other stakeholders to ensure that the quality control and assurance program is implemented effectively and that all construction activities meet the specified quality standards.10. ConclusionThe highway engineering construction project represents a significant investment in the transportation infrastructure of the region. The project will contribute to economic development, regional connectivity, and improved transportation efficiency. The project will be implemented with a focus on safety, environmental protection, and quality, and will be managed by a dedicated project management team. Through careful planning, efficient execution, and strict adherence to regulatory standards, the project aims to deliver a high-quality, sustainable highway that will benefit the region for years to come.。

道路工程外文翻译

道路工程外文翻译

The Early Days of SUEThe value of SUE became apparent to highway engineers when an engineering company in Manassas Park, V A, introduced the practice in 1982.The company combined two relatively new technologies- surface geophysics(近地表地球物理)and air/vacuum excavation(真空开挖)-to gather data(收集数据)on the exact location of subsurface utilities early in the development of projects.1982年马纳萨斯帕克一家工程公司将地下实用工程引入到公路建设项目后,地下实用工程对公路工程项目的价值开始凸显。

此工程公司结合近地表地球物理和真空预压开挖两种相对较新的科学技术来收集早期已建设项目中地下公用设备的准确位置。

One year later, the transportation department in nearby(在…附近)Fairfax County(费尔法克斯县),V A(维吉尼亚州),beame the first government agency (代理,中介;代理处,经销处)to use SUE on highway projects. In 1985 the Virginia(弗吉尼亚州)Department of Transportation(VDOT) became the first State agency(州政府机构)to use it.此一年之后,维吉尼亚州费尔法克斯县交通部正式成为第一家将地下实用工程运用到公路项目中的政府机构,而1985年,弗吉尼亚州交通部也正式成为第一家应用地下实用工程的州政府机构。

公路工程毕业设计摘要及翻译 汇总

公路工程毕业设计摘要及翻译 汇总

摘要交通运输事业是国民经济的重要组成部分,是国民经济的命脉,是联系工业和农业、城市和乡村、生产和消费的纽带。

它在国家的政治、经济、军事、文化建设中具有重要作用。

一级公路是连接高速公路或是某些大城市的城乡结合部、开发区经济带及人烟稀少地区的干线公路,一级公路的建成对长春市和沈阳市这两个省会城市的政治、经济、文化的交流和发展会起到积极的作用。

对东北地区来说,公路的建设意义深远,选择交通作为合作的突破口,无疑是注重实效的选择。

实现交通的多面化,既是行业协调发展,为社会提供优良交通环境的需要,也是振兴东北老工业基地,全面实现小康社会目标的需要,是实现经济一体化,促进区域经济共同协调发展的需要。

**一级公路全长2350m,主要设计的有横断面设计,平面线形设计,纵断面设计,路面结构设计等。

平面设计的主要内容是线形设计,同时要考虑行车视距问题。

纵断面设计主要是纵坡及坡长设计。

路面为沥青混凝土路面结构类型,**一级公路的建成将对于两个省会城市区域间的发展和建设具有重要意义。

关键词:一级公路;路线设计;路面ABSTRACTTransport industry is an important part of the national economy,the lifeline of national economy,and. It is associated industry and agriculture, urban and rural areas, production and consumption of a link. It plays an important role in the country's political, economic, military,and culture.A highway is to connect some of the urban cities, economic development zones and sparsely populated areas with the main highway,Northeast region, the construction of roads far-reaching, select traffic as a breakthrough, and no doubt a pragmatic choice,To achieve transport of multi-faceted, coordinated development of both industries, and provide good traffic environment needs, but also the revitalization of northeast old industrial base, the full realization of the objectives of a well-off society needs to achieve economic integration, promoting regional economic co-coordinated development.The length of Shen Chang-arterial road is 2350m. The main design elements are cross-sectional design, the design of horizontal alignment, vertical section design, pavement structure design.The main elements of graphic design is the linear design, at the same time horizon to consider the issue of traffic.Profile Design is the design of longitudinal and slope length. Asphalt concrete pavement is the type of pavement structure It is great significance of Shen Chang-arterial road-building for regional development and building .Keywords: Arterial road ; Route design ; Pavement design摘要本设计是平原微丘区一级公路的方案设计。

道路路面毕业设计外文翻译

道路路面毕业设计外文翻译

毕业论文(外文翻译)(2012届)学院名称土木与水利工程学院专业(班级)土木工程七班姓名(学号)李小润(20083650)指导教师扈惠敏系(教研室)负责人方诗圣PavementHighway pavements are divided into two main categories: rigitand flexible.The wearing surfaceof a rigid pavement is usually constructed of Portland cement concrete such that it acts like a beam over any irregularities in the underlying supporting material.The wearing surface of flexible pavements, on the other hand, is usually constructed of bituminous material such that they remain in contact with the underlying material even when minor irregularities occur.Flexible pavements usually consist of a bituminous surface underlaid with a layer of granular material and a layer of a suitable mixture of coarse and fine materials.Coarse aggregatesFine aggregatesTraffic loads are transferred by the wearing surface to the underlying supporting materials through the interlocking of aggregates, the frictionaleffect of the granular materials, and the cohesion of the fine materials.Flexible pavements are further divided into three subgroups: high type, intermediate type, and low type. High-type pavements have wearing surfaces that adequately support the expected traffic load without visible distress due to fatigue and are not susceptible to weather conditions.Intermediate-type pavements have wearing surfaces that range from surface treated to those with qualities just below that of high-type pavements. Low-type pavements are used mainly for low-cost roads and have wearing surfaces that range from untreated to loose natural materials to surface-treated earth.✹The components of a flexible pavement include the subgradeor prepared roadbed, the subbase, basecourse, and the surface course (Fig.11.1).✹Upper surface courseMiddle surface courseLower surface courseThe performance of the pavement depends on the satisfactory performance of each component, which requires proper evaluation of the properties of each component separately.✹The subgrade is usually the natural material located along the horizontal alignment of the pavement and serves as the foundation of the pavement structure.✹The subgrademay also consist of a layer of selected borrow materials, well compacted to prescribedspecifications.✹Compacting plantCompaction deviceCompactnessIt may be necessary to treat the subgrade material to achieve certain strength properties required for the type of pavement being constructed.Located immediately above the subgrade, the subbase component consists of a superior quality to that which generally is used for subgrade construction. The requirements for subbase materials are usually given in terms of the gradation, plastic characteristics, and strength. When the quality of the subgrade material meets the requirements of the subbase material, the subbase component may be omitted.In cases where suitable subbase material is not readily available ,the available material can be treated with other materials to achieve the necessary properties. This process of treating soils to improve their engineering properties is know as stabilization.✹The base course lies immediately above the subbase. It is placed immediately above the subgrade if a subbase course is not used.✹This course usually consists of granular materials such as crushed stone, crushed or uncrushed.The specifications for base course materials usually include stricter requirements than those for subbase materials, particularly with respect to their plasticity, gradation, and strength.Materials that do not have the required properties can be used as base materials if they are properly stabilized with Portland cement, asphalt, or lime .In some cases, high-quality base course materials may also be treated with asphalt or Portland cement to improve the stiffness characteristics of heavy-duty pavementsThe surface course is the upper course of the road pavement and is constructed immediately above the base course. The surface course in flexible pavement usually consists of a mixture of mineral aggregates and asphaltic materials.It should be capable of withstanding high tire pressures, resisting the abrasive forces due to traffic, providing a skid-resistant driving surface, and preventing the penetration of surface water into the underlying layers.✹The thickness of the wearing surface can vary from 3 in. to more than 6 in.(inch,英寸,2.54cm), depending on the expected traffic on the pavement.It was shown that the quality of the surface course of a flexible pavement depends on the mix design of the asphalt concrete used.✹Rigid highway pavements usually are constructed to carry heavy traffic loads, although they have been used for residential and local roads. Properly designed and constructed rigid pavements have long service lives and usually are less expensive to maintain than the flexible pavements.✹The Portland cement concrete commonly used for rigid pavements consists of Portland cement, coarse aggregate, fine aggregate, and water. Steel reinforcing rods may or may not be used, depending on the type of pavement being constructed.Rigid highway pavements be divided into three general type: plain concrete pavements, simply reinforced concrete pavements, and continuously reinforced concrete pavement. The definition of each pavement type is related to the amount of reinforcement used.Plain concrete pavement has no temperature steel or dowels for load transfer.However, steel tie bars are often used to provide a hingeeffect at longitudinal joints and to prevent the opening of these joints. Plain concrete pavements are used mainly on low-volume highways or when cement-stabilized soils are used as subbase.Joints are placed at relatively shorter distances (10 to 20 ft) than with the other types of concrete pavements to reduce the amount of cracking.In some case, the transverse joints of plain concrete pavements are skewed about 4 to 5 ft in plan, such that only one wheel of a vehicle passes through the joint at a time. This helps to provide a smoother ride.Simply reinforced concrete pavements have dowels for the transfer of traffic loads across joints, with these joints spaced at larger distances, ranging from 30 to 100 ft. Temperature steel is used throughout the slab, with the amount dependent on the length of the slab. Tie bars are also commonly used in longitudinal joints.Continuously reinforced concrete pavements have no transverse joints, except construction joints or expansion joints when they are necessary at specific positions, such as at bridges.These pavements have a relatively high percentage of steel, with the minimum usually at 0.6 percent of the cross section of the slab. They also contain tie bars across the longitudinal joints.h/2h/25~10cm填缝料 横向施工缝构造填缝料平缝加拉杆型Bituminous Surface CoursesThe bituminous surface course has to provide resistance to the effects of repeated loading by tyres and to the effects of the environment.✹In addition, it must offer adequate skid resistance in wet weather as well as comfortable vehicle ride. It must also be resistant to rutting and to cracking.✹It is also desirable that surface course is impermeable, except in the case of porous asphalt.Hot rolled asphalt (HRA) is a gapgraded material with less coarse aggregate. In fact it is essentially a bitumen/fine aggregate/filler mortar into which some coarse aggregate is placed.The mechanical propertiesare dominated by those of the mortar. This material has been extensively used as the wearing course on major road in the UK, though its use has recently declined as new materials have been introduced.✹It provides a durablelayer with good resistance to cracking and one which is relatively easy to compact. The coarse aggregate content is low (typically 30%) which results in the compacted mixture having a smooth surface. Accordingly, the skid resistance is inadequate and precoated chippings are rolled into the surface at the time of laying to correct this deficiency.In Scotland, HRA wearing course remains the preferred wearing course on trunk roads including motorway but,since 1999 thin surfacings have been the preferred option in England and Wales. Since 1999 in Northern Ireland, HRA wearing course and thin surfacings are the preferred permitted options.Porous asphalt (PA) is a uniformly graded material which is designed to provide large air voids so that water can drain to the verges within the layer thickness. If the wearing course is to be effective, the basecourse below must be waterproof and the PA must have the ability to retain its open textured properties with time.Thick binder films are required to resist water damage and ageing of the binder. In use, this material minimizes vehicle spray, provides a quiet ride and lower rolling resistance to traffic than dense mixtures.✹It is often specified for environmental reasons but stone mastic asphalt (SMA) and special thin surfacings are generally favoured in current UK practice.There have been high profile instances where a PA wearing course has failed early in its life. The Highways Agency does not recommend the use of a PA at traffic levels above 6000 commercial vehicles per day.✹Asphaltic concrete and dense bitumen macadam (DBM) are continuously graded mixtures similar in principle to the DBMs used in roadbases and basecourses but with smaller maximum particle sizes. Asphaltic concrete tends to have a slightlydenser grading and is used for road surfaces throughout the world with the excepting of the UK.✹It is more difficult to meet UK skid resistance Standards with DBMs than HRA, SMA or PA. This problem can be resolves by providing a separate surface treatment but doing so generally makes DBM economically unattractive.✹Stone mastic asphalt (SMA) material was pioneeredin Germany and Scandinavia and is now widely used in the UK. SMA has a coarse, aggregrate skeleton, like PA, but the voids are filled with a fine aggregate/filler /bitumen mortar.✹In mixtures using penetration grade bitumen , fibres are added to hold the bitumen within the mixture (to prevent “binder drainage”).Bitumen✹oil bitumen( earth oil)✹natural bitumen✹TarWhere a polymer modified bitumen is used, there is generally no need for fibres. SMA is a gap-graded material with good resistance to rutting and high durability. modified bitumen✹SBS✹SBR✹PE\EV A✹It differs from HRA in that the mortar is designed to just fill the voids in the coarse aggregate whereas, in HRA, coarse aggregate is introduced into the mortar and does not provide a continous stone matrix. The higher stone content HRAs ,however, are rather similar to SMA but are not wide used as wearing courses in the UK, being preferred for roadbase and basecourse construction.A variety of thin and what were called ultra thin surfacings (nowadays, the tendency is to use the term ‘thin surfacings’ for both thin and ultra thin surfacings ) have been introduced in recent years, principally as a result of development work concentrated in France.These materials vary in their detailed constituents but usually have an aggregate grading similar to SMA and often incorporate a polymer modified bitumen.They may be used over a high stiffness roadbase and basecourse or used for resurfacing of existing pavements. For heavy duty pavements (i .e those designed to have a useful life of forty years), the maintenance philosophy is one of minimum lane occupancy, which only allows time for replacement of the wearing course to these ‘long life’ pavement structures. The new generation of th in surfacings allows this to be conveniently achieved.The various generic mixture types described above can be compared with respect to their mechanical properties and durability characteristics by reference to Fig.12.1. This shows, in principle, how low stone content HRA, asphaltic concrete, SMA and PA mixtures mobilize resistance to loading by traffic.Asphaltic concrete (Fig.12.1a)) presents something of a compromise when well designed, since the dense aggregate grading can offer good resistance to the shear stresses which cause rutting, while an adequate binder content will provide reasonable resistance to the tensile stresses which cause cracking.In general, the role of the aggregate dominates. DBMs tend to have less dense gradings and properties which, therefore, tend towards good rutting resistance andaway from good crack resistance.HRA (Fig.12.1b)) offers particularly good resistance to cracking through the binder rich mortar between the coarse aggregate particles. This also provides good durability but the lack of coarse aggregate content inhibits resistance to rutting.SMA and PA are shown in the same diagram ( Fig.c)) to emphasis the dominant role the coarse aggregate. In both case, well coated stone is used. In PA, the void space remains available for drainage of water, whilst in SMA, the space is occupied by a fine aggregate/ filler/ bitumen/ fibre mortar.Both materials offer good rutting resistance through the coarse aggregate content. The tensile strength of PA is low whilst that of SMA is probably adequate but little mechanical testing data have been reported to date.Drainage for Road and Airports✹Provision of adequate drainage is important factor in the location and geometric design of road and airports. Drainage facilities on any highway, street and airport should adequately provide for the flow of water away from the surface of the pavement to properly designed channels.Inadequate drainage will eventually result in serious damage to the structure.✹In addition, traffic may be slowed by accumulated water on the pavement, and accidents may occur as a result of hydroplaning and loss of visibility from splash and spray. The importance of adequate drainage is recognized in the amount of highway construction dollars allocated to drainage facilities. About25 percent of highway construction dollars are spent for erosion control anddrainage structures, such as culverts, bridges, channels, and ditches.✹Highway Drainage Structures✹One of the main concerns of the highway engineer is to provide an adequate size structure, such that the waterway opening is sufficiently large to discharge the expected flow of water.Inadequately sized structures can result in water impounding, which may lead to failure of the adjacent sections of the highway due to embankments being submerged in water for long periods.✹The two general categories of drainage structures are major and minor. Major structures are those with clear spans greater than 20 feet, whereas minor structures are those with clear spans of 20 feet or less .✹Major structures are usually large bridges, although multiple-span culverts may also be included in this class. Minor structures include small bridges and culverts.Emphasis is placed on selecting the span and vertical clearancerequirements for major structures. The bridge deck should be located above the high water mark .The clearance above the high water mark depends on whether the waterway is navigable ✹If the waterway is navigable, the clearance above the high water mark should allow the largest ship using the channel to pass underneath the bridge without colliding with the bridge deck. The clearance height, type, and spacing of piers also depend on the probability of ice jams and the extentto which floating logs and debris appear on the waterway during high water.✹An examination of the banks on either side of the waterway will indicate the location of the high water mark, since this is usually associated with signs of erosion and debris deposits. Local residents, who have lived near and observed the waterway during flood stages over a number of years, can also give reliable information on the location of the high water mark. Stream gauges that have been installed in the waterway for many years can also provide data that can be used to locate the high water mark.Minor structures, consisting of short-span bridges and culverts, are the predominant type of drainage structures on highways. Although openings for these structures are not designed to be adequate for the worst flood conditions, they shouldbe large enough to accommodate the flow conditions that might occur during the normal life expectancy of the structure.✹Provision should also be made for preventing clogging of the structure due to floating debris and large boulders rolling from the banks of steep channels.✹Culverts are made of different materials and in different shapes. Materials used to construct culverts include concrete(reinforced and unreinforced), corrugated steel, and corrugatedaluminum. Other materials may also be used to line the interiorof the culvert to prevent corrosion and abrasionor to reduce hydraulic resistance. For example, asphaltic concrete may be used to line corrugated metal culverts. The different shapes normally used in culvert construction include circular, rectangular (box), elliptical, pipe arch, metal box, and arch.✹The drainage problem is increased in these areas primarily for two reasons: the impervious nature of the area creates a very high runoff; and there is little room for natural water courses. It is often necessary to collect the entire storm water into a system of pipes and transmit it over considerable distances before it can be loosed again as surface runoff. This collection and transmission further increase the problem, since all of the water must be collected with virtually no pending, thus eliminating any natural storage; and through increased velocity the peak runoffs are reached more quickly.Also, the shorter times of peaks cause the system to be more sensitive to short-duration,high intensive rainfall.Storm sewers,like culverts and bridges,are designed for storms of various intensity-return-period relationships, depending upon the economy and amount of ponding that can be tolerated.✹Airport Drainage✹The problem of providing proper drainage facilities for airports is similar in many ways to that of highways and streets. However, because of the large and relatively flat surface involved, the varying soil conditions, the absence of natural water courses and possible side ditches, and the greater concentration of discharge at the terminus of the construction area, some phases of the problem are more complex. For the average airport the over-all area to be drained is relatively large and an extensive drainage system is required. The magnitude of such a system makes it even more imperative that sound engineering principles based on all of the best available data be used to ensure the most economical design.Overdesigning of facilities results in excessive money investment with no return, and underdesigning can result in conditions hazardous to the air traffic using the airport. In order to ensure surfaces that are smooth, firm, stable, and reasonably free from flooding, it is necessary to provide a system which will do several things.It must collect and remove the surface water from the airport surfaces; intercept and remove surface water flowing toward the airport from adjacent areas; collect and remove any excessive subsurface water beneath the surface of the airport facilities and in many cases lower the ground-water table; and provide protection against erosion of the sloping areas.路面公路的路面被分为两类:刚性的和柔性的。

道路交通工程专业外文翻译外文文献英文文献

道路交通工程专业外文翻译外文文献英文文献

土木工程学院交通工程专业中英文翻译Road Design专业:交通工程英文原文The Basics of a Good RoadWe have known how to build good roads for a long time. Archaeologists have found ancient Egyptian roadsthat carried blocks to the pyramids in 4600 BCE. Later,the Romans built an extensive road system, using the same principles we use today. Some of these roads arestill in service.If you follow the basic concepts of road building, you will create a road that will last. The ten commandments of a good road are:(1)Get water away from the road(2)Build on a firm foundation(3)Use the best materials(4)Compact all layers properly(5)Design for traffic loads and volumes(6)Design for maintenance(7)Pave only when ready(8)Build from the bottom up(9)Protect your investment(10)Keep good records1.Get water away from the roadWe can’t overemphasize the importance of good drainage.Engineers estimate that at least 90% of a road’s problems can be related to excess water or to poor waterdrainage. Too much water in any laye r of a road’sstructure can weaken that layer, leading to failure.In the surface layer, water can cause cracks and potholes. In lower layers it undermines support, causing cracks and potholes. A common sign of water in an asphalt road surface is alligator cracking — an interconnected pattern of cracks forming small irregular shaped pieces that look like alligator skin. Edge cracking, frost heaves, and spring breakup of pavements also point to moisture problems.To prevent these problems remember that water:• flows downhill• needs to flow someplace• is a problem if it is not flowingEffective drainage systems divert, drain and dispose of water. To do this they use interceptor ditches and slopes,road crowns, and ditch and culvert systems.Divert —Interceptor ditches, located between the road and higher ground along the road, keep the water from reaching the roadway. These ditches must slope so they carry water away from the road.Drain —Creating a crown in the road so it is higher along the centerline than at the edges encourages water to flow off the road. Typically a paved crown should be 1⁄4" higher than the shoulder for each foot of width from the centerline to the edge. For gravel surfaces the crownshould be 1⁄2" higher per foot of width. For this flow path to work, the road surface must be relatively water tight. Road shoulders also must be sloped away from the road to continue carrying the flow away. Superelevations (banking) at the outside of curves will also help drainthe road surface.Dispose —A ditch and culvert system carries water away from the road structure. Ditches should be at least one foot lower than the bottom of the gravel road layer that drains the roadway. They must be kept clean and must be sloped to move water into natural drainage. If water stays in the ditches it can seep back into the road structure and undermine its strength. Ditches should also be protected from erosion by planting grass, or installing rock and other erosion control measures. Erosion can damage shoulders and ditches, clog culverts, undermine roadbeds, and contaminate nearby streams and lakes. Evaluate your ditch and culvert system twice a year to ensure that it works. In the fall, clean out leaves and branches that can block flow. In spring, check for and remove silts from plowing and any dead plant material left from the fall.2.Build on a firm foundationA road is only as good as its foundation. A highway wears out from the top down but falls apart from the bottom. The road base must carry the entire structure and the traffic that uses it.To make a firm foundation you may need to stabilize the roadbed with chemical stabilizers, large stone called breaker run, or geotextile fabric. When you run into conditions where you suspect that the native soil is unstable, work with an engineer to investigate the situation and design an appropriate solution.3.Use the best materialsWith all road materials you “pay now or pay later.” Inferior materials may require extensive maintenance throughout the road’s life. They may also force you to replace the road prematurely.Crushed aggregate is the best material for the base course. The sharp angles of thecrushed material interlock when they are compacted. This supports the pavement and traffic by transmitting the load from particle to particle. By contrast, rounded particles act like ballbearings, moving under loads.Angular particles are more stable than rounded particles.Asphalt and concrete pavement materials must be of the highest quality, designed forthe conditions, obtained from established firms, and tested to ensure it meets specifications.4.Compact all layersIn general, the more densely a material is compacted, the stronger it is. Compaction also shrinks or eliminates open spaces (voids) between particles. This means that less water can enter the structure. Water in soil can weaken the structure or lead to frost heaves. This is especially important for unsurfaced (gravel) roads. Use gravel which has a mix of sizes (well-graded aggregate) so smaller particles can fill the voids between larger ones. Goodcompaction of asphalt pavement lengthens its life.5.Design for traffic loads and volumesDesign for the highest anticipated load the road will carry. A road that has been designed only for cars will not stand up to trucks. One truck with 9 tons on a single rear axle does as much damage to a road as nearly 10,000 cars.Rural roads may carry log trucks, milk trucks, fire department pumper trucks, or construction equipment. If you don’t know what specific loads the road w ill carry, a good rule of thumb is to design for the largest piece of highway maintenance equipment that will be used on the road.A well-constructed and maintained asphalt road should last 20 years without major repairs or reconstruction. In designing a road, use traffic counts that project numbers and sizes of vehicles 20 years into the future. These are only projections, at best, but they will allow you to plan for traffic loadings through a road’s life.6.Design for maintenanceWithout maintenance a road will rapidly deteriorate and fail. Design your roads so they can be easily maintained. This means:• adequate ditches that can be cleaned regularly• culverts that are marked for easy locating in the spring• enough space for snow after it is plowed off the road• proper cross slopes for safety, maintenance and to avoid snow drifts• roadsi des that are planted or treated to prevent erosion• roadsides that can be mowed safelyA rule of thumb for adequate road width is to make it wide enough for a snowplow to pass another vehicle without leaving the travelled way.Mark culverts with a post so they can be located easily.7.Pave only when readyIt is not necessary to pave all your roads immediately. There is nothing wrong with a well-built and wellmaintained gravel road if traffic loads and volume do not require a paved surface. Three hundred vehicles per day is the recommended minimum to justify paving.Don’t assume that laying down asphalt will fix a gravel road that is failing. Before youpave, make sure you have an adequate crushed stone base that drains well and is properly compacted. The recommended minimum depth of crushed stone base is 10" depending on subgrade soils. A road paved only when it is ready will far outperform one that is constructed too quickly.8.Ê Build from the bottom upThis commandment may seem obvious, but it means that you shouldn’t top dress or resurface a road if the problem is in an underlying layer. Before you do any road improvement, locate the cause of any surface problems. Choose an improvement technique that will address the problem. This may mean recycling or removing all road materials down to the native soil and rebuilding everything. Doing any work that doesn’t solve the problem is a waste of money and effort.9.Ê Protec t your investmentThe road system can be your municipality’s biggest investment. Just as a home needs painting or a new roof, a road must be maintained. Wisconsin’s severe climate requires more road maintenance than in milder places. Do these important maintenance activities: Surface —grade, shape, patch, seal cracks, control dust, remove snow and iceDrainage —clean and repair ditches and culverts; remove all excess materialRoadside —cut brush, trim trees and roadside plantings, control erosionTraffic service —clean and repair or replace signsDesign roads with adequate ditches so they can be maintained with a motor grader. Clean and grade ditches to maintain proper pitch and peak efficiency. After grading, remove all excess material from the shoulder.10.Keep good recordsYour maintenance will be more efficient with good records. Knowing the road’s construction, life, and repair history makes it much easier to plan and budget its future repairs. Records can also help you evaluate the effectiveness of the repair methods and materials you used.Good record keeping starts with an inventory of the system. It should include the history and surface condition of the roadway, identify and evaluate culverts and bridges, note ditch conditions, shoulders, signs, and such structures as retaining walls and guardrails.Update your inventory each year or when you repair or change a road section. A formal pavement management system can help use these records and plan and budget road improvements.ResourcesThe Basics of a Good Road#17649, UW-Madison, 15 min. videotape. Presentsthe Ten Commandments of a Good Road. Videotapes are loaned free through County Extension offices.Asphalt PASER Manual(39 pp), Concrete PASER Manual (48 pp), Gravel PASERManual (32 pp). These booklets contain extensive photos and descriptions of road surfaces to help you understand types of distress conditions and their causes. A simple procedure for rating the condition helps you manage your pavements and plan repairs.Roadware, a computer program which stores and reports pavement conditioninformation. Developed by the Transportation Information Center and enhanced by the Wisconsin Department of Transportation, it uses the PASER rating system to providefive-year cost budgets and roadway repair/reconstruction priority lists.Wisconsin Transportation Bulletin factsheets, available from the Transportation Information Center (T.I.C.).Road Drainage, No. 4. Describes drainage for roadways, shoulders, ditches, and culverts.Gravel Roads, No. 5. Discusses the characteristics of a gravel road and how to maintain one.Using Salt and Sand for Winter Road Maintenance,No. 6. Basic information and practical tips on how to use de-icing chemicals and sand.Culverts—Proper Use and Installation, No. 15. Selecting and sizing culverts, designing, installing and maintaining them.Geotextiles in Road Construction/Maintenance andErosion Control, No. 16. Definitions and common applications of geotextiles onroadways and for erosion control.T.I.C. workshops are offered at locations around the state.Crossroads,an 8-page quarterly newsletter published by the T.I.C. carries helpfularticles, workshop information, and resource lists. For more information on any of these materials, contact the T.I.C. at 800/442-4615.中文译文一个良好的公路的基础长久以来我们已经掌握了如何铺设好一条道路的方法,考古学家发现在4600年古埃及使用建造金字塔的石块铺设道路,后来,罗马人使用同样的方法建立了一个庞大的道路系统,这种方法一直沿用到今天。

土木工程-毕业设计-论文-外文翻译-中英文对照

土木工程-毕业设计-论文-外文翻译-中英文对照

英文原文:Concrete structure reinforcement designSheyanb oⅠWangchenji aⅡⅠFoundation Engineering Co., Ltd. Heilongjiang DongyuⅡHeilongjiang Province, East Building Foundation Engineering Co., Ltd. CoalAbstract:structure in the long-term natural environment and under the use environment's function, its function is weaken inevitably gradually, our structural engineering's duty not just must finish the building earlier period the project work, but must be able the science appraisal structure damage objective law and the degree, and adopts the effective method guarantee structure the security use, that the structure reinforcement will become an important work. What may foresee will be the 21st century, the human building also by the concrete structure, the steel structure, the bricking-up structure and so on primarily, the present stage I will think us in the structure reinforcement this aspect research should also take this as the main breakthrough direction.Key word:Concrete structure reinforcement bricking-up structure reinforcement steel structure reinforcement1 Concrete structure reinforcementConcrete structure's reinforcement divides into the direct reinforcement and reinforces two kinds indirectly, when the design may act according to the actual condition and the operation requirements choice being suitable method and the necessary technology.1.1the direct reinforcement's general method1)Enlarges the section reinforcement lawAdds the concretes cast-in-place level in the reinforced concrete member in bending compression zone, may increase the section effective height, the expansion cross sectional area, thus enhances the component right section anti-curved, the oblique section anti-cuts ability and the section rigidity, plays the reinforcement reinforcement the role.In the suitable muscle scope, the concretes change curved the component right section supporting capacity increase along with the area of reinforcement and the intensity enhance. In the original component right section ratio of reinforcement not too high situation, increases the main reinforcement area to be possible to propose the plateau component right section anti-curved supporting capacity effectively. Is pulled in the section the area to add the cast-in-place concrete jacket to increase the component section, through new Canada partial and original component joint work, but enhances the component supporting capacity effectively, improvement normal operational performance.Enlarges the section reinforcement law construction craft simply, compatible, and has the mature design and the construction experience; Is suitable in Liang, the board, the column, the wall and the general structure concretes reinforcement; But scene construction's wet operating time is long, to produces has certain influence with the life, and after reinforcing the building clearance has certain reduction.2) Replacement concretes reinforcement lawThis law's merit with enlarges the method of sections to be close, and after reinforcing, does not affect building's clearance, but similar existence construction wet operating time long shortcoming; Is suitable somewhat low or has concretes carrier's and so on serious defect Liang, column in the compression zone concretes intensity reinforcement.3) the caking outsourcing section reinforcement lawOutside the Baotou Steel Factory reinforcement is wraps in the section or the steel plate is reinforced component's outside, outside the Baotou Steel Factory reinforces reinforced concrete Liang to use the wet outsourcing law generally, namely uses the epoxy resinification to be in the milk and so on methods with to reinforce the section the construction commission to cake a whole, after the reinforcement component, because is pulled with the compressed steel cross sectional area large scale enhancement, therefore right section supporting capacity and section rigidity large scale enhancement.This law also said that the wet outside Baotou Steel Factory reinforcement law, the stress is reliable, the construction is simple, the scene work load is small, but is big with the steel quantity, and uses in above not suitably 600C in the non-protection's situation the high temperature place; Is suitable does not allow in the use obviously to increase the original component section size, but requests to sharpen its bearing capacity large scale the concrete structure reinforcement.4) Sticks the steel reinforcement lawOutside the reinforced concrete member in bending sticks the steel reinforcement is (right section is pulled in the component supporting capacity insufficient sector area, right section compression zone or oblique section) the superficial glue steel plate, like this may enhance is reinforced component's supporting capacity, and constructs conveniently.This law construction is fast, the scene not wet work or only has the plastering and so on few wet works, to produces is small with the life influence, and after reinforcing, is not remarkable to the original structure outward appearance and the original clearance affects, but the reinforcement effect is decided to a great extent by the gummy craft and the operational level; Is suitable in the withstanding static function, and is in the normal humidity environment to bend or the tension member reinforcement.5) Glue fibre reinforcement plastic reinforcement lawOutside pastes the textile fiber reinforcement is pastes with the cementing material the fibre reinforcement compound materials in is reinforced the component to pull the region, causes it with to reinforce the section joint work, achieves sharpens the component bearing capacity the goal. Besides has glues the steel plate similar merit, but also has anticorrosive muddy, bears moistly, does not increase the self-weight of structure nearly, durably, the maintenance cost low status merit, but needs special fire protection processing, is suitable in each kind of stress nature concrete structure component and the general construction.This law's good and bad points with enlarge the method of sections to be close; Is suitable reinforcement which is insufficient in the concrete structure component oblique section supporting capacity, or must exert the crosswise binding force to the compressional member the situation.6) Reeling lawThis law's good and bad points with enlarge the method of sections to be close; Is suitable reinforcement which is insufficient in the concrete structure component oblique section supporting capacity, or must exert the crosswise binding force to the compressional member the situation.7) Fang bolt anchor lawThis law is suitable in the concretes intensity rank is the C20~C60 concretes load-bearing member transformation, the reinforcement; It is not suitable for already the above structure which and the light quality structure makes decent seriously. 1.2The indirect reinforcement's general method1)Pre-stressed reinforcement law(1)Thepre-stressed horizontal tension bar reinforces concretes member in bending,because the pre-stressed and increases the exterior load the combined action, in the tension bar has the axial tension, this strength eccentric transmits on the component through the pole end anchor (, when tension bar and Liang board bottom surface close fitting, tension bar can look for tune together with component, this fashion has partial pressures to transmit directly for component bottom surface), has the eccentric compression function in the component, this function has overcome the bending moment which outside the part the load produces, reduced outside the load effect, thus sharpened component's anti-curved ability. At the same time, because the tension bar passes to component's pressure function, the component crack development can alleviate, the control, the oblique section anti-to cut the supporting capacity also along with it enhancement.As a result of the horizontal lifting stem's function, the original component's section stress characteristic by received bends turned the eccentric compression, therefore, after the reinforcement, component's supporting capacity was mainly decided in bends under the condition the original component's supporting capacity 。

毕业设计论文外文文献翻译智能交通信号灯控制中英文对照

毕业设计论文外文文献翻译智能交通信号灯控制中英文对照

英语原文Intelligent Traffic Light Controlby Marco Wiering The topic I picked for our community project was traffic lights. In a community, people need stop signs and traffic lights to slow down drivers from going too fast. If there were no traffic lights or stop signs, people’s lives would be in danger from drivers going too fast.The urban traffic trends towards the saturation, the rate of increase of the road of big city far lags behind rate of increase of the car.The urban passenger traffic has already become the main part of city traffic day by day and it has used about 80% of the area of road of center district. With the increase of population and industry activity, people's traffic is more and more frequent, which is unavoidable. What means of transportation people adopt produces pressure completely different to city traffic. According to calculating, if it is 1 to adopt the area of road that the public transport needs, bike needs 5-7, car needs 15-25, even to walk is 3 times more than to take public transits. So only by building road can't solve the city traffic problem finally yet. Every large city of the world increases the traffic policy to the first place of the question.For example,according to calculating, when the automobile owning amount of Shanghai reaches 800,000 (outside cars count separately ), if it distributes still as now for example: center district accounts for great proportion, even when several loop-lines and arterial highways have been built up , the traffic cannot be improved more than before and the situation might be even worse. So the traffic policy Shanghai must adopt , or called traffic strategy is that have priority to develop public passenger traffic of city, narrow the scope of using of the bicycle progressively , control the scale of growth of the car traffic in the center district, limit the development of the motorcycle strictly.There are more municipals project under construction in big city. the influence on the traffic is greater.Municipal infrastructure construction is originally a good thing of alleviating the traffic, but in the course of constructing, it unavoidably influence the local traffic. Some road sections are blocked, some change into an one-way lane, thus the vehicle can only take a devious route . The construction makes the road very narrow, forming the bottleneck, which seriously influence the car flow.When having stop signs and traffic lights, people have a tendency to drive slower andlook out for people walking in the middle of streets. To put a traffic light or a stop sign in a community, it takes a lot of work and planning from the community and the city to put one in. It is not cheap to do it either. The community first needs to take a petition around to everyone in the community and have them sign so they can take it to the board when the next city council meeting is. A couple residents will present it to the board, and they will decide weather or not to put it in or not. If not put in a lot of residents might be mad and bad things could happened to that part of the city.When the planning of putting traffic lights and stop signs, you should look at the subdivision plan and figure out where all the buildings and schools are for the protection of students walking and riding home from school. In our plan that we have made, we will need traffic lights next to the school, so people will look out for the students going home. We will need a stop sign next to the park incase kids run out in the street. This will help the protection of the kids having fun. Will need a traffic light separating the mall and the store. This will be the busiest part of the town with people going to the mall and the store. And finally there will need to be a stop sign at the end of the streets so people don’t drive too fast and get in a big accident. If this is down everyone will be safe driving, walking, or riding their bikes.In putting in a traffic light, it takes a lot of planning and money to complete it. A traffic light cost around $40,000 to $125,000 and sometimes more depending on the location. If a business goes in and a traffic light needs to go in, the business or businesses will have to pay some money to pay for it to make sure everyone is safe going from and to that business. Also if there is too many accidents in one particular place in a city, a traffic light will go in to safe people from getting a severe accident and ending their life and maybe someone else’s.The reason I picked this part of our community development report was that traffic is a very important part of a city. If not for traffic lights and stop signs, people’s lives would be in danger every time they walked out their doors. People will be driving extremely fast and people will be hit just trying to have fun with their friends. So having traffic lights and stop signs this will prevent all this from happening.Traffic in a city is very much affected by traffic light controllers. When waiting for a traffic light, the driver looses time and the car uses fuel. Hence, reducing waiting times before traffic lights can save our European society billions of Euros annually. To make traffic light controllers more intelligent, we exploit the emergence of novel technologies such as communication networks and sensor networks, as well as the use of more sophisticated algorithms for setting traffic lights. Intelligent traffic light control does not only mean thattraffic lights are set in order to minimize waiting times of road users, but also that road users receive information about how to drive through a city in order to minimize their waiting times. This means that we are coping with a complex multi-agent system, where communication and coordination play essential roles. Our research has led to a novel system in which traffic light controllers and the behaviour of car drivers are optimized using machine-learning methods.Our idea of setting a traffic light is as follows. Suppose there are a number of cars with their destination address standing before a crossing. All cars communicate to the traffic light their specific place in the queue and their destination address. Now the traffic light has to decide which option (ie, which lanes are to be put on green) is optimal to minimize the long-term average waiting time until all cars have arrived at their destination address. The learning traffic light controllers solve this problem by estimating how long it would take for a car to arrive at its destination address (for which the car may need to pass many different traffic lights) when currently the light would be put on green, and how long it would take if the light would be put on red. The difference between the waiting time for red and the waiting time for green is the gain for the car. Now the traffic light controllers set the lights in such a way to maximize the average gain of all cars standing before the crossing. To estimate the waiting times, we use 'reinforcement learning' which keeps track of the waiting times of individual cars and uses a smart way to compute the long term average waiting times using dynamic programming algorithms. One nice feature is that the system is very fair; it never lets one car wait for a very long time, since then its gain of setting its own light to green becomes very large, and the optimal decision of the traffic light will set his light to green. Furthermore, since we estimate waiting times before traffic lights until the destination of the road user has been reached, the road user can use this information to choose to which next traffic light to go, thereby improving its driving behaviour through a city. Note that we solve the traffic light control problem by using a distributed multi-agent system, where cooperation and coordination are done by communication, learning, and voting mechanisms. To allow for green waves during extremely busy situations, we combine our algorithm with a special bucket algorithm which propagates gains from one traffic light to the next one, inducing stronger voting on the next traffic controller option.We have implemented the 'Green Light District', a traffic simulator in Java in which infrastructures can be edited easily by using the mouse, and different levels of road usage can be simulated. A large number of fixed and learning traffic light controllers have already been tested in the simulator and the resulting average waiting times of cars have been plotted and compared. The results indicate that the learning controllers can reduce average waiting timeswith at least 10% in semi-busy traffic situations, and even much more when high congestion of the traffic occurs.We are currently studying the behaviour of the learning traffic light controllers on many different infrastructures in our simulator. We are also planning to cooperate with other institutes and companies in the Netherlands to apply our system to real world traffic situations. For this, modern technologies such as communicating networks can be brought to use on a very large scale, making the necessary communication between road users and traffic lights possible.中文翻译:智能交通信号灯控制马克·威宁我所选择的社区项目主题是交通灯。

毕设必备道路桥梁专业毕业设计英文翻译(英文原文+中文翻译)

毕设必备道路桥梁专业毕业设计英文翻译(英文原文+中文翻译)

Accident Analysis and PreventionThis paper describes a project undertaken to establish a self-explaining roads (SER) design programmeon existing streets in an urban area. The methodology focussed on developing a process to identifyfunctional road categories and designs based on endemic road characteristics taken from functionalexemplars in the study area. The study area was divided into two sections, one to receive SER treatments designed to maximise visual differences between road categories, and a matched control area to remainuntreated for purposes of comparison. The SER design for local roads included increased landscaping andcommunity islands to limit forward visibility, and removal of road markings to create a visually distinctroad environment. In comparison, roads categorised as collectors received increased delineation, additionof cycle lanes, and improved amenity for pedestrians. Speed data collected 3 months after implementationshowed a significant reduction in vehicle speeds on local roads and increased homogeneity of speeds onboth local and collector roads. The objective speed data, combined with r esidents’ speed choice ratings,indicated that the project was successful in creating two discriminably different road categories.2010 Elsevier Ltd. All rights reserved.1. Introduction1.1. BackgroundChanging the visual characteristics of roads to influencedriver behaviour has come to be called the self-explaining roads(SER) approach (Theeuwes, 1998; Theeuwes and Godthelp, 1995;Rothengatter, 1999). Sometimes referred to as sustainable safety,as applied in the Netherlands, the logic behind the approach isthe use of road designs that evoke correct expectations and drivingbehaviours from road users (Wegman et al., 2005; Weller etal., 2008). The SER approach focuses on the three key principlesof functionality, homogeneity, and predictability (van Vliet andSchermers, 2000). In practice, functionality requires the creation ofa few well-defined road categories (e.g., through roads, distributorroads, and access roads) and ensuring that the use of a particularroad matches its intended function. Multifunctional roadslead to contradictory design requirements, confusion in the mindsof drivers, and incorrect expectations and inappropriate drivingbehaviour. Clearly defined road categories promote homogeneity intheir use and prevent large differences in vehicle speed, direction,and mass. Finally, predictability, or recognisability, means keepingthe road design and layout within each category as uniform as possibleand clearly differentiated from other categories so that thefunction of a road is easily recognised and will elicit the correctbehaviour from road users. The SER approach has been pursued tothe largest extent in the Netherlands and the United Kingdom but ithas also been of some interest inNewZealand. In 2004, the NationalRoad Safety Committee and the Ministry of Transport articulateda new National Speed Management Initiative which stated “Theemphas is is not just on speed limit enforcement, it includes perceptualmeasures that influence the speed that a driver feels is appropriatefor the section of road upon which they are driving–in effect the ‘selfexplainingroad”’ (New Zealand Ministry of Transport, 2004).In cognitive psychological terms, the SER approach attempts toimprove road safety via two complementary avenues. The first is toidentify and use road designs that afford desirable driver behaviour.Perceptual properties such as road markings, delineated lane width,and roadside objects can function as affordances that serve as builtininstructions and guide driver behaviour, either implicitly orexplicitly (Charlton, 2007a; Elliott et al., 2003; Weller et al., 2008).This work is more or less a direct development of work on perceptualcountermeasures, perceptual cues in the roading environmentthat imply or suggest a particular speed or lane position, eitherattentionally or perceptually (Charlton, 2004, 2007b; Godley et al.,1999).A second aspect of the SER approach is to establish mentalschemata and scripts, memory representations that will allowroad users to easily categorise the type of road on which they are.1.2. Localised speed managementThe traditional approaches to improving speed management,traffic calming and local area traffic management (LATM) havefocussed on treating specific problem locations or “black spots”in response to crash occurrences or complaints from the public(Ewing, 1999). A potential disadvantage of these approaches is thataddressing the problem with localised treatments can lead to are-emergence of the problem at another location nearby. Further,when applied inappropriately, localised approaches may addressthe problem from only one perspective, without considering theimpact on other types of road users or residents. When traffic calmingtreatments rely on physical obstacles such as speed humpsthey can be very unpopular with bothresidents and road users andcan create new problems associated with noise, maintenance, andvandalism (Martens et al., 1997).From an SER perspective, treatments that are highly localizedor idiosyncratic may do more harm than good by adding to themultiplicity of road categories and driver uncertainty, rather thanbuilding driver expectations around a few uniform road types.Instead of considering a single location in isolation, SER roaddesigns are considered within a hierarchy of road functions; e.g.,access roads, collector roads, and arterial roads. Although SERschemes may employ physical design elements used in trafficcalming schemes (e.g., road narrowing with chicanes and accesscontrols) they also employ a range of more visually oriented featuressuch as median and edge line treatments, road markings,pavement surfaces, and roadside furniture. For an effective SERscheme it is important to select the combination of features that will afford the desired driver speeds and to ensure their consistentuse to form distinct categories of road types (van der Horst andKaptein, 1998; Wegman et al., 2005).road category that would meet the three SER principles of functional use, homogeneous use, and predictable use. Herrstedt (2006)reported on the use of a standardised catalogue of treatments compiledfrom researcher and practitioner advice. Goldenbeld and vanSchagen (2007) used a survey technique to determine road characteristicsthat minimise the difference between drivers’ ratingsof preferred speed and perceived safe speed and select road featuresthat make posted speeds “credible”. Aarts and Davidse (2007)used a driving simulator to verify whether the “essential recognisabilitycharacteristics” of different road classes conformed to theexpectations of road users. Weller et al. (2008) employed a range of statistical techniques, including factor analysis and categoricalclustering to establish the road characteristics that drivers use tocategorise different road types.The practical difficulties of implementing an SER system thusbecome a matter of finding answers to a series of questions. Howdoes one create a discriminable road hierarchy for an existingroad network? What road characteristics should be manipulatedto establish category-defining road features? How can SER roadfeatures and selection methods be made relevant and appropriatefor a local context? (Roaddesigns appropriate for The Netherlandswould not be suitable in New Zealand, in spite of its name.) A surveyof national and international expert opinion in order establishcategory-defining road features for New Zealand roads revealedthat the regional character and local topography of roads oftenundercut the usefulness of any standardised catalogue of designcharacteristics (Charlton and Baas, 2006).1.4. Goals of the present projectThe project described in this paper sought to develop anddemonstrate an SER process based on retrofitting existing roadsto establish a clear multi-level road hierarchy with appropriatedesign speeds, ensuring that each level in the hierarchy possesseda different “look and feel”. Rather than transferring SER designs already in use internationally, the project attempted to develop amethod that would build on the features of roads in the local area;extending road characteristics with desirable affordances to otherroads lacking them and creating discriminable road categories inthe process. Of interest was whether such a process could producecost-effective designs and whether those designs would be effectivein creating different road user expectations and distinct speedprofiles for roads of different categories.2. MethodsThe research methodology/SER design process developed forthis project progressed through a series of five stages: (1) selectionof study area; (2) identification of the road hierarchy; (3) analysisof the road features; (4) development of a design template; and (5)implementation and evaluation of the SER treatments. Each of thestages is described in the sections that follow.2.1. Selection of study areaThe study area for this project (Pt England/Glen Innes in Auckland)was selected in consultation with a project steering groupcomprised of representatives from the Ministry of Transport, NewZealand Transport Agency, New Zealand Police, and other localtransport and urban agencies. The study area was an establishedneighbourhood contained amix of private residences, small shops,schools, and churches, and was selected, in part, because of its historyof cyclist, pedestrian and loss of controlcrashes, almost twicethe number。

道路工程(路桥)毕业设计外文文献翻译

道路工程(路桥)毕业设计外文文献翻译

外文文献翻译原文:Asphalt Mixtures-Applications, Theory and Principles1 . ApplicationsAsphalt materials find wide usage in the construction industry. The use of asphalt as a cementing agent in pavements is the most common of its applications, however, and the one that will be consid ered here.Asphalt products are used to produce flexibl e pavements for highways and airports. The term “fl exible” is used to distinguish these pavements from those made with Portland cement, which are classified as rigid pavements, that is, having beam strength. This distinction is important because it provid es they key to the design approach which must be used for successful flexibl e pavement structures.The flexibl e pavement classification may be further broken d own into high and l ow types, the type usually depending on whether a solid or liquid asphalt product is used. The l ow types of pavement are mad e with the cutback, or emulsion, liquid products and are very widely used throughout this country. Descriptive terminology has been devel oped in various sections of the country to the extent that one pavement type may have several names. However, the general process foll owed in construction is similar for most l ow-type pavements and can be described as one in which the aggregate and the asphalt product are usually applied to the roadbed separately and there mixed or all owed to mix, forming the pavement.The high type of asphalt pavements is made with asphalt cements of some sel ected penetration grad e.Fig. ·1 A modern asphalt concrete highway. Should er striping is used as a safely feature.Fig. ·2 Asphalt concrete at the San Francisco International Airport.They are used when high wheel l oads and high volumes of traffic occur and are, therefore, often designed for a particular installation.2 . Theory of asphalt concrete mix designHigh types of flexible pavement are constructed by combining an asphalt cement, often in the penetration grad e of 85 to 100, with aggregates that are usually divided into three groups, based on size. The three groups are coarse aggregates, fine aggregates, and mineral filler. These will be discussed in d etail in later chapter.Each of the constituent parts mentioned has a particular function in the asphalt mixture, and mix proportioning or d esign is the process of ensuring that no function is negl ected. Before these individual functions are examined, however, the criteria for pavement success and failure should be consid ered so that d esign objectives can be established.A successful fl exible pavement must have several particular properties. First, it must be stable, that is to resistant to permanent displacement under l oad. Deformation of an asphalt pavement can occur in three ways, two unsatisfactory and one desirable. Plastic d eformationof a pavement failure and which is to be avoid ed if possible. Compressive deformation of the pavement results in a dimensional change in the pavement, and with this change come a l oss of resiliency and usually a d egree of roughness. This deformation is less serious than the one just described, but it, too, leads to pavement failure. The desirabl e type of deformation is an elastic one, which actually is beneficial to flexibl e pavements and is necessary to their long life.The pavement should be durable and should offer protection to the subgrade. Asphalt cement is not impervious to the effects of weathering, and so the design must minimize weather susceptibility. A durable pavement that does not crack or ravel will probably also protect the roadbed. It must be remembered that fl exible pavements transmit l oads to the subgrad e without significant bridging action, and so a dry firm base is absolutely essential.Rapidly moving vehicl es d epend on the tire-pavement friction factor for control and safety. The texture of the pavement surfaces must be such that an adequate skid resistance is developed or unsafe conditions result. The design procedure should be used to sel ect the asphalt material and aggregates combination which provid es a skid resistant roadway.Design procedures which yield paving mixtures embodying all these properties are not available. Sound pavements are constructed where materials and methods are selected by using time-tested tests and specifications and engineering judgments al ong with a so-call ed design method.The final requirement for any pavement is one of economy. Economy, again, cannot be measured directly, since true economy only begins with construction cost and is not fully determinable until the full useful life of the pavement has been record ed. If, however, the requirements for a stable, durable, and safe pavement are met with a reasonable safety factor, then the best interests of economy have probably been served as well.With these requirements in mind, the functions of the constituent parts can be examined with consideration give to how each part contributes to now-established objectives or requirements. The functions of the aggregates is to carry the l oad imposed on the pavement, and this is accomplished by frictional resistance and interl ocking between the individual pieces of aggregates. The carrying capacity of the asphalt pavement is, then, related to the surface texture (particularly that of the fine aggregate) and the density, or “compactness,”, of the aggregates. Surface texture varies with different aggregates, and while a rough surfacetexture is desired, this may not be available in some l ocalities. Dense mixtures are obtained by using aggregates that are either naturally or artificially “well grad ed”. This means that the fine aggregate serves to fill the voids in the coarser aggregates. In addition to affecting density and therefore strength characteristics, the grading also influences workability. When an excess of coarse aggregate is used, the mix becomes harsh and hard to work. When an excess of mineral filler is used, the mixes become gummy and difficult to manage.The asphalt cement in the fl exibl e pavement is used to bind the aggregate particl es together and to waterproof the pavements. Obtaining the proper asphalt content is extremely important and bears a significant influence on all the items marking a successful pavement. A chief objective of all the design methods which have been devel oped is to arrive at the best asphalt content for a particular combination of aggregates.3 . Mix design principl esCertain fundamental principles underlie the design procedures that have been developed. Before these procedures can be properly studied or applied, some consid eration of these principles is necessary.Asphalt pavements are composed of aggregates, asphalt cement, and voids. Consid ering the aggregate alone, all the space between particles is void space. The volume of aggregate voids depends on grading and can vary widely. When the asphalt cement is ad ded, a portion of these aggregate voids is fill ed and a final air-void volume is retained. The retention of thisair-void volume is very important to the characteristics of the mixture. The term air-void volume is used, since these voids are weightless and are usually expressed as a percentage of the total volume of the compacted mixture.An asphalt pavement carries the applied load by particl e friction and interlock. If the particl es are pushed apart for any reason , then the pavement stability is d estroyed. This factor indicates that certainly no more asphalt shoul d be ad ded than the aggregate voids can readily hold. However ,asphalt cement is susceptible to volume change and the pavement is subject to further compaction under use. If the pavement has no air voids when placed, or if it loses them under traffic, then the expanding asphalt will overfl ow in a condition known as bleeding. The l oss of asphalt cement through bl eeding weakens the pavement and also reduces surface friction, making the roadway hazard ous.Fig. ·3 Cross section of an asphalt concrete pavement showing the aggregate framework bound together by asphalt cement.The need for a minimum air-void volume (usually 2 or 3 per cent ) has been established. In addition, a maximum air-void volume of 5 to 7 per cent shoul d not be exceed. An excess of air voids promotes raveling of the pavement and also permits water to enter and speed up the deteriorating processes. Also, in the presence of excess air the asphalt cement hard ens and ages with an accompanying loss of durability and resiliency.The air-void volume of the mix is determined by the d egree of compaction as well as by the asphalt content. For a given asphalt content, a lightly compacted mix will have a large voids volume and a l ower d ensity and a greater strength will result. In the laboratory, the compaction is controlled by using a specified hammer and regulating the number of bl ows and the energy per blow. In the fiel d, the compaction and the air voids are more difficult to control and tests must be made no specimens taken from the compacted pavement to cheek on the d egree of compaction being obtained. Traffic further compact the pavement, andall owance must be mad e for this in the design. A systematic checking of the pavement over an extend ed period is needed to given factual information for a particular mix. A change in density of several per cent is not unusual, however.Asphalt content has been discussed in connection with various facets of the ix design problem. It is a very important factor in the mix design and has a bearing an all the characteristics ld a successful pavement: stability, skid resistance, durability, and economy. As has been mentioned, the various design procedures are intended to provid e a means for selecting the asphalt content . These tests will be consid ered in detail in a future chapter ,butthe relationship between asphalt content and the measurable properties of stability, unit weight, and air voids will be discussed here.Fig.4 Variations in stability, unit weight, and air-void content with asphalt cement content.If the gradation and type of aggregate, the degree of compaction, and the type of asphalt cement are controll ed, then the strength varies in a predictable manner. The strength will increase up to some optimum asphalt content and then decrease with further additions. The pattern of strength variation will be different when the other mix factors are changed, and so only a typical pattern can be predicted prior to actual testing.Unit weight varies in the same manner as strength when all other variabl e are controll ed. It will reach some peak value at an asphalt content near that determined from the strength curve and then fall off with further additions.As already mentioned, the air-void volume will vary with asphalt content. However, the manner of variation is different in that increased asphalt content will d ecrease air-void volume to some minimum value which is approached asymptotically. With still greater additions of asphalt material the particles of aggregate are only pushed apart and no change occurs in air-void volume.In summary, certain principles involving aggregate gradation, air-void volume, asphalt content, and compaction mist be understood before proceeding to actual mix d esign. The proper design based on these principl es will result in sound pavements. If these principles are overl ooked, the pavement may fail by one or more of the recognized modes of failure: shoving, rutting, corrugating, becoming slick when the max is too ‘rich’; raveling, cracking, having low durability whe n the mix is too ‘l ean’.It should be again emphasized that the strength of flexible is, more accurately, a stabilityand d oes not indicate any ability to bridge weak points in the subgrade by beam strength. No asphalt mixture can be successful unless it rests on top of a properly designed and constructed base structure. This fact, that the surface is no better than the base, must be continually in the minds of those concerned with any aspect of fl exible pavement work.译文:沥青混合料的应用、理论和原则1、应用沥青材料如今在建筑行业广泛使用。

土木工程(道桥方向)专业外文翻译—路(公路)

土木工程(道桥方向)专业外文翻译—路(公路)

毕业设计(论文)外文资料翻译系别:土木系专业:土木工程(道桥方向)班级:工077姓名:学号:外文出处:Prof essional Englishon Ci vilE ngineering M echanics附件:1、外文原文;2、外文资料翻译译文。

1、外文原文(复印件)Theroad(highway)The road i s one k indof l inearconstruction used for travel. It i s made of the roadbed, the roadsurface,thebridge,theculvertandthetunnel.Inaddition,italsohasthecrossingof lines, theprotective project and the traffic engineeringand the route facility.Theroadbedisthebaseofroadsurface,roadshoulder,sideslope,sideditchfoundations.Itisstonematerialstructure,whichisdesignedacc ording toroute'splaneposition.Theroadbed,asthebaseoftravel,mustguaranteethatit hasthe enough intensity andthe stability thatcanpreventthew a terand other natural disaster from corroding.The road surface is the surface of road. It is sing le or complex structure built w ithmix ture. Theroadsurfacerequirebeingsmooth,havingenoughintensity,goodstabilityandanti-slipperyfunction.The quality of road surface directly affects the safe, comfort and the traffic.The route marking i s one k indof traffic safety facility painted by oil paint or m adeby theconcreteandtilesonhigh-level,lesshigh-typesurface.Itsfunctioniscoordinatingthesigntomaketheeffectivecontroltothetransportation,directingthevehicle sskiproadtravel,servingunimpededandthesafepurpose.Ourcountry’s r oadroutemarkinghasthelanemedian l ine,thetrafficlaneboundary,thecurbline,theparkingline,theconductioncurrentbelt,thepedestriancrossingline,thef ourcornerscentercircle,theparkingazimuthline.Theroutemarkinghasthecontinualsolidline,thebroken l ineand the arrow indicator and itscolor uses the w hiteor the yellow.Thearchofbridgeisthe structurewhichstridesoverrivers,mountainvalleyandchannel.Itismade g enerallyby steel rod, concrete andstone.Thetunnelisthecavewhichconnectsbothsidesoftheroad.Thetechniqueofthisconstructionisverycomplex,thecostofthe projectsishigherthancommonroad.However,itreducesthe drivingdistancebetweentwoplaces,enhancesthegradeofthetechnicalinbuildingtheroadandguaranteesthe cars can drive fast and safely, thus reduces the cost of transportation.The protective project i s to protect and consolidate the roadbed in order that i t can g uaranteetheintensity and the stability of the road, thus maintains the automobile to pass throughsafely.In order to g uaranteethat safe operation of the highway transportation, besides the highwayengineeringandthevehiclesperformance,itmusthavesometrafficsignal,routemarking,eachkindofdirector anddemonstratefacility.Thehighwaymarkingusescertainmarkanddrawsymbol,simplewordsandnumber,theninsta llsinthesuitableplacetoindicatethe front road's condition or theaccidentconditionincludingtheinformationalsign,thewarningsignal,theprohibitorysign,theroadsig n and soon.The road w hichJoin city, village and industry, mainly are used for the automobile and hascertaintechnicalstandardandthefacilitypathcanbecalledthehighway.“T hehighway”in C hinesei sthemodernview,butitwasnotexistedinoldday.Itgetsthenamefromthemeaningofbeingusedforthepublictraffic.Whe rearethe human,therearetheroad.Itis a truth.However,the roadis notthehighway.Ifwetalkthehistoryabouttheroad,theearliesthighwayisthatbuiltbytheoldEgyptiansformakingthepyra mid.NextisthestreetwhichbuiltbytheBabylonpeopleabout4000yearsago.Allthese are much earlier than our country.A bout 500B .C ., the Persian Empire road has l inked up East and West, and connected the road toC hina. It i s the earliest and longest S ilkR oad. 2500 y ears ag o, i t mightbe the g reatestroad .Theancient R omeEmpire’s r oadw asoncecelebrated;i t took R omeasthecenter, a llaroundbuilt29roads.Thereforeitcameoutonecommonsaying:everyroadleadstoRome.The road's construction i s the process to enhance technique and renew the building materials.Theearliestistheoldroad,itiseasytobuildbutitisalsotodestroy.Ifthereistoomuchwaterorcars,itwillbeuneven andevenbedestroyed.ThemacadamroadappearedintheEuropewhichoutbalancedtheearliestmudroad.Thenthebri ckroadappearedwhichwasearlierthanChina.Itwasonegreatbreachthatwemoldedbitumenonthemacadamroad.Fro mancienttimestothepresent,Chinahascourierstationandcourierroad,whilethefirstmoreadvanceroadwastheonetha tfromLongZhouinGangXitoZhenNanGuanin1906.The difference betweenR oad and pathThe path i s the project for each k indof vehicles and people to pass through. A ccordingto itsfunction,wecandivideitintotheurbanroad,theroad,thefactoriesandminespath,theforestroadand county road.The classification of roadFirst, according to administrative rank, i t includes national highway, province road, countyroadand the special road. Generally the national highway and province road are named main l ine; thecounty road i s named branch line.The national road i s the m a in l ineand has political and economy s ignificance, includingtheimportantnationaldefenseroadandtheroadcollectingourcapitalwithotherprovinces,autonomousregi onsandmunicipalities.Itisalsotheroadlinkstheeconomycenter,seaporthinge,factoryandimportant strategicplace. The highway striding over different provinces are built, protected andmanagedby the special org anizationsw hichare approved by the ministry of communications.The provincial road i s the main l inebuilt, protected, managedby the road manage department.Iti s full of political and economic sense to the w hole province.The sing le w ay four levels of roads can adapt below each day and nightmedium-duty truckvolumeoftraffic200.The county route is refers to has county -w ide ( county -level city ) politics,theeconom-icsignificance,connectsinthecountyandthecountythemaintownship(town),theprin-cipalcommoditiesproductionandthecollectionanddistributioncenterroad,aswellasdoesnotbelongtothefederalhig hway,provincialroad'scountybordertheroad.Thecoun-tyroutebythecounty,thecityroad Departmentresponsible for the w orkis responsibleto construct, the maintenance and the management.The tow nshiproad refers to mainly the road w hichfor the tow nship( tow n) thev i l la -g eeconomy,theculture, the administration serves, as w ell as does not belong to above t-hecountyroutebetweenroad's townshipandthetownshipandthe townshipandthe exte-riorcontactroad.Townshipisresponsible by the people's governmentto construct, the m-aintenanceand themanagement.The special-purpose road i s refers to feeds specially or mainly supplies the factoriesandmines,theforestregion,thefarm,the oilfield,the touristarea,themilitaryimportantplaceandsoonandtheexternalrelationsroad.Thespecial-purposeroadisresponsiblebythespecial-purpose unit toconstruct,themaintenanceandthemanagement.Mayalsoentrustthelocalroad departmenttoconstruct, the maintenance and the management.S econd, according to the use duty, the function and adapts the volume of traffic division.A ccordingto our country present "Highway engineering Technical standard" theroadaccordingto the use duty, the function and the adaptation volume of tra-fficdividesinto highway,arterialroad,second-class road, tertiary highway, four level of road five ranks:1 st, the highway to feed specially the automobile and should control the differencec-ompletelyrespectively tow ardthe dividing strip on roads travel the multiple highway.The four traffic lane highway s oughtto be able to adapt each k indof automobile reduce passengervehicle'syearmeandiurnalvolumeoftraffic25000~55000.Thesixtrafficlanehighwaysoughttobeabletoadapteachkindofautomobilereducepassengervehicle'syearmean diurnalvolumeoftraffic45000~80000.The eighttraffic lane highway s oughtto be able to adapt each k indof automobiler-educepassengervehicle'syearmeandiurnalvolumeoftraffic60000~100000.2 nd, the arterial road to supplythe automobile and mayaccording to need to control thedifferencerespectivelytowardthe dividingstriponroadstravelthemultiplehighway.The four traffic lane arterial roads oughtto be able to adapt each k indof automobilreducepassengervehicle'syearmeandiurnalvolumeoftraffic15000~30000.The six traffic lane arterial roads oughtto be able to adapt each k indof automobilereducepassengervehicle'syearmeandiurnalvolumeoftraffic25000~55000.3rd,thesecond-classroadtosupplytheautomobiletravelthetwo-lanehighway.Canadapteachdayandnights3000~7500medium-dutytruckvolumeoftrafficgenerally.4 rd, tertiaryhighway s to mainly supply the automobile travel the two-lane highway.Canadapteachdayandnights1000~4000medium-dutytruckvolumeoftrafficgenerally.The5,fourlevelsofroadstomainlysupplytheautomobiletravelthetwo-laneorthesingle-lanehighway.The two-lane four levels of roads canadapt below each day and nightmedium-dutytruckvolumeoftraffic1500.Highway engineeringincludes Highway planning location design and maintenance. B eforethedesignandconstructionofa newhighwayorhighwayimprovementcanbeundertakentheremintbegeneralplaningandconsiderationoffinancingA spartofgeneralplanningitisdecidedwhatthetrafficneedofthereawillbeforaconsiderableperiod,generally20years,andwhatconstructionwillmeetthoseneeds.Toassesstrafficneedsthehighwaye ngineercollectsandanalyzesinformationaboutthephysicalfeaturesofexistingfacilities,thevolume,distribution,an dcharacterofpresenttraffic,andthechangestobeexpectedinthesefactor.Thehighwayengineermust determine the most suitablelocation lay out, and capacity of the new route and structures. Frequently, a preliminary l ineor locationand several a l ternate routes are studied. The detailed design i s normally beg un only w henthe preferredlocation has been chosen.In selecting the best route, careful consideration i s g ivento the traffic requirements terrain tobetraversedvalueoflandneededfortheright-of-way.andestimatedcostofconstructionforthevariousplans.Thephotogrammetricmethod,whichmakesuse ofaerialphotographsisusedextensivelytoindicate the character of the terrain on la rg e projects w here i t is most economical. On small project,Financing considerations determine w hetherthe project can be carried out t\t one time or whetherconstructionmustbeinstageswitheachstageinitiatedasfundsbecomeavailable.Indecidingthebestmethodof financingthe work, the engineermakesan analysis of whomit willbenefit.Importanthighway s and streets benefit* in vary ingdegrees, three g roups* users ow nersof adjacent property andthe g eneralpublic.U sersof improved highway s benefit from decreased cost of transportation, g reater travelcomfort,increasedsafetyandsavingoftime.Theyalsoobtainrecreationalandeducationalbenefits.Ownersofab uttingoradjacentpropertymaybenefitfrombetteraccess,increasedpropertyvalue,moreeffectivepoliceandfireprot ection,improvedstreetparkinggreaterpedestriantrafficsafety,andtheuseofthestreet rig ht-of-w ay for the location of public utilities such as w a terl inesand sewers.Evaluation of various benefits from highway construction i s often difficult but i s a m ostimportantphaseofhighwayengineering.Somebenefitscanbemeasuredwithaccuracy,buttheevaluationofothersismorespeculative.Asaresultnumerousmethodsarcusedtofinanc econstruction,andmuchengineeringw orkmay heinvolved in selecting the bestprocedure.Environmental evaluation. The environmental impact of constructing highway s hasreceivedincreasedattentionandimportance.Manyprojectshavebeendelayedandnumerousotherscanceledbec auseotenvironmentalproblems.Theenvironmentalstudyorreportcoversmanyfactors,includingnoisegeneration, airpollutiondisturbanceofareastraverseddestructionofexisting housing andpossible a l ternateroutes.Highway engineersmust a l so assist in the acquisition of rig ht-of-w ay needed for new highwayfacilitiesAcquisitionofthelandrequiredforconstructionofexpresswaylendinginto the centralbusiness areas of cities has proved extremely difficult ithe public i s demanding that traffic engineersworkcloselywithcityplanners,architects,sociologistsandallgroupsinterestedinbeautificationandimprove mentofcitiestoassurethatexpresswaysextendinxthroughmetropolitanareasbebuiltonlyafter coordinated evaluation of a l lmajor questions, including the follow ing;( 1 ) Is sufficient a ttentionbeing paid -to beautification of the ex pressway itself? ( 2 ) Wouldachangeinlocationpreserve major natural beauties of the city? (3) Coulda depressed design helogicallysubstitutedforthosesectionswhereanelevatedexpresswayisproposed?(4)Canthegeneraldesignheimpro vedtoreducethenoisecreatedbylargevolumesoftraffic?(5)Aresomesectionsofthe city being isolatedby the proposed location?Detailed design. Detailed design of a highway project includes preparation of draw ingsorblueprintstobeusedforconstruction.Theseplansshow,forexample,thelocation,thedimensionsofsucheleme ntsasroudwaywidth*thefinajprofilefor(heroad,thelocationandtypeofdrainagefacilities, and the quantities of w orkinvolved, including earthworkand surfacing.In planning the g radingoperations the design engineer considers the ty pe of material tobeencounteredinexcavatingorincuttingawaythehighpointsalongtheprojectandhowthe rnaterialremovedcanbestbeutilisedforfillorforconstructingembankmentsacrosslow areaselsewhereontheproject.Forthistheengineermustanalyzethegradationandphysicalpropertiesofthesoil,determ inehowtheembankmentscanbestbecompacted,andcalculatethevolumeofearthworktobedone.Electroniccalculati ngproceduresarenowsometimesusedforthelaststep.Electronicequipmenthas alsospeededupmanyotherhighwayengineeringcalculations.Powerfulandhighlymobile earth moving machines have been developed TO permit rapid and economical operations., S e lection of the ty peand thickness of roudw ay surfacing to be constructed i s an importantpartofdesign.Thetypechosendependsuponthemaximumloadstobeaccommodated,thefrequencyofthese loadsandotherfactors.Forsome mures,trafficvolumemaybeso lowthatnosurfacingiseconomicallyjustifiedandnaturalsoilservesastheroadway.Astrafficincreases,asurfacingofsan dycluy,crushedslag,crushedstonecalichecrushedoystershells,oracombinationofthesemaybeapplied.Ifgravelisuse d,itusuallycontainssufficientclay andfinematerialtohelpstabilizethesurfacing.Gravel surfaces may be further stubilizedby application of calcium chloride, w hicha l so a ids incontrollingdust.AnothersurfacingiscomposedofPortlandcementandwatermixediutotheupperfewinchesofthesuhg radeandcompactedwithrollers.Thisprocedureforms A soil-cementbasethatcanbesurfacedwithbituminousmaterials.Roadwaysrocarrylargevolumes ofheavyvehiclesmustbecarefully designedand made of considerable thickness.M uchof highway engineeringi s devoted to the planingand construction of facilities to drainthehighwayorstreetandlocarrystreamsacrossthehighwayright-of-way.R emovalof surface w a terfrom the road or street i s know n a surface druiuage . It isaccomplishedbyconstructingtheroadsothatithasacrownandbyslopingtheshouldersandadjacentareassoastocontr oltheflowofwatereithertowardexistingnaturaldrainage,suchasopenditches,orintoastormdrainagesystemofcalehba sinsandundergroundpipes.Ifastormdrainagesystemisused,asitwouldbewithcitystreets,thedesignengineermustgivec onsiderationtotherntalareadrainingontothestreet,themaximumrateofrunoffexpected,thedurationofthedesignstor m,theamountofpondingallowableateachcarchbasin,andtheproposedspacingofthecatchbasinsalongthestreet.Fro mthisinformationthedesiredcapacityoftheindividualeatehbaxinandthesizeoftheundergroundpipingnetworkurcc alculated.Indesigningfacilitiestocarrystreamsunderthehighway theengineermustdeterminetheareato be drained the maximumprobableprecipitationoverthe drainage basin,thehighestex pectedrunoffrare.and then, using ( hit information, must calculate the required capacity of l li t: drainagestructure.Generally designs a remade adequate to accommodatenot only the la rgestflow ever recorded for thatlocation but the g reatestdischarge that might be expected under the most adverse conditions for ag iven number of years.Factor considered in calculating the expected flow through a culvert opening include size, length,andshapeoftheopening,roughnessofthewalls,shapeoftheentranceanddownstreamendoftheconduit, maxim um a l low able heightof w atera t the entrance, and w a terlevel a t theoutletM uchengineeringund construction w orkhas been done to provide rest stops a longmajorexpresswayroutes t especiallythenationalsystemofinterstatehighways.Thesefacilitiesmustbecarefullylo catedtopermiteasyandsafeexitandreturnaccesstothehighway.Manyunitshavebeenbuilt^sceniclocationsinforested areastopermitpicnicgroundsandwalkwaysthroughtheforest.These rest areas are especially beneficial to tho« e drivers traveling long distances w ithfewstops.. The control and reduction of noise a long busy routes, especially expressway s, has become animportantpartofhighwayengineering.Inmanycommunitieshighwallshavebeenhuiltalongeithersideoftheexpress way.Suchwallscanhecostlytoconstruct,hutcanproveverybeneficial,barrierscan reduce overall noise levels by over 50 %.Constructionoperations.Althoughmuchengineeringandplaningmustbedonepreliminarytoit,the actual construction i s normally the costliest part of making highway uudstreet improvements.W i l li t h e aw ardof a construction contract follow ingthe preparation of the detailed plansandspecifications t engineersgoontotheftiteandlayouttheproject.Aspartofthisstakingout.limitsofearthworkar e show n, location of drainage structures indicated, and profiles established.Heavy rollers are used to compact the soil or subgradebelow the roadway in order to eliminatelatersettlement.Pneumatictiredrollersandsheepsfootrollers(steelcylindersequippedwithnumerousshort steelteethorfeetJareoftenemployedforthisoperation.Vibratoryrollershavebeendevelopedandusedonsomeproject sinrecentyears.Onetypevibratesupto3400times/min,compactingtheunderlyingmaterial to an appreciabledepth.M a intenanceand operation. Highway maintenance consists of the repair and upkeep of surfacingandshoulders,bridgesanddrainagefacilities?signs,trafficcontroldevices,guardrails,trafficstripingonthep avement,retainingwalls,andside slopes. Additionaloperationsincludeicecontrol undsnowremoval,becauseitisvaluabletoknowwhysomehighwaydesignsgivebetterperformanceandprove less costly to maintain than others, engineerssupervising maintenance can offer valuableguidanceto design engineers. Consequently, maintenance and operation arc important parts ofhighwayengineering.2、外文资料翻译译文路(公路)公路是供汽车或其他车辆行驶的一种线形带状结构体。

土木工程公路工程中英文对照外文翻译文献

土木工程公路工程中英文对照外文翻译文献

(文档含英文原文和中文翻译) 中英文对照外文翻译外文翻译(译文)公路工程20世纪的初期,美国的大多数的街道和马路都是用泥土、砖块和松柏木材建造而成的。

由于只是为马匹、马车和步行建造的,这些马路通常得不到细心维护,而且很窄,根本就容纳不下汽车的通行。

随着汽车制造业的发展,在当地有关部门监管下的私立收费公路开始涌现出来。

截止到1921年,美国有了共计38.7万公里的公路。

他们中的很多都是采用19世纪苏格兰工程师托马斯•特尔福德和约翰•麦克亚当(碎石路面正是因为他们而得名的)所制定的规范,他们的标准强调了充分排水的重要性。

除此之外,根本就没有关于大小尺寸、重量限制以及商业标识的国家标准。

在第一次世界大战期间,全国的马路几乎完全被重型卡车破坏了。

当艾森豪威尔将军——在德国服役于美国陆军第一洲际车队——于1919年从德国归国时,他说道:“旧的车队让我开始考虑完善的双车道的公路,但是德国的高速公路让我看到了更宽阔的跨地域纽带可显示出的智慧。

”又经过了一次战争,联邦政府才开始行动起来来建设全国范围的高速公路体系。

第二次世界大战期间,对货车和新道路数量的需求大幅度上升。

战争证明了道路对于防御系统工作的重要性。

13%生产防御设备的工厂都是靠卡车来获得原材料,而且几乎其他所有的工厂半数以上的产品都由机动车来运送。

战争同样也暴露了这样一个现象,对公路的地方管制已经导致已经导致了众多令人混淆的设计标准。

甚至联邦政府和各州的公路都不遵循基本的标准。

一些州允许卡车载重量高达36000磅,但另一些却限制载重不可以超过7,000磅。

一项政府研究项目建议在全国建设一个总长度为33,920英里的国家公路系统。

不久之后,国会很快通过了《1944年联邦资助公路法案》,这项法案呼吁建立严格的、由中央控制的道路设计标准。

州际公路系统最终于1956年正式动工,它被誉为上个世纪最伟大的公共工程之一。

为了修建长达44000公里的公路、桥梁、隧道网,人们必须制定出数以百计的有针对性的特殊工程设计方案和问题解决方针。

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原文Highway Design and Construction: The Innovation Challenge Author: Robert E. Skinner Jr.Innovations and advances in research are changing the way highways are built in America.The Egyptians were pouring concrete in 2500 BC, and the Romans used it to construct the Pantheon and the Colosseum. By the mid-1800s, Europeans were building bridges with concrete, and the first “modern” concrete highway pavements appear ed in the latter part of the 19th century. Naturally occurring asphalts, which have been used for waterproofing for thousands of years, came into common use in road construction in the 1800s. The first iron bridge was constructed in 1774, but by the end of the 19th century steel had largely replaced iron in bridge construction. These materials—concrete, asphalt, and steel—are now the mainstays of highway and bridge construction throughout the world, as well as of most types of public works infrastructure. Concrete and steel, the most versatile of these materials, are used for bridges and other highway structures; concrete and asphalt are used for roadway pavements.Everyone is familiar with concrete, asphalt, and steel, and some of us have worked with them, perhaps on home improvement projects. This familiarity, coupled with the long history of their many uses, has led many otherwise technically savvy people to believe that these materials are well understood, that their performance can be easily and reliably predicted, and that the technical challenges in using them for highways were overcome long ago. However, such notions are largely incorrect and misleading.For example, consider concrete, which is a mixture of portland cement, sand, aggregate (gravel or crushed stone), and water. Its performance characteristics are determined by the proportions and characteristics of the components, as well as by how it is mixed and formed. The underlying chemical reactions of concrete are surprisingly complex, not completely understood, and vary with the type of stone. Steel may be added for tensile strength (reinforced concrete), and a variety of additives have been identified to improve the workabilityand performance of concrete in particular applications and conditions. Damage and deterioration to concrete can result from excessive loadings and environmental conditions, such as freeze-thaw cycles and chemical reactions with salts used for deicing._________________________Many factors contribute to theurgent need for innovation inhighway construction._________________________Concrete is the most heavily used substance in the world after water (Sedgwick, 1991). Worldwide, concrete construction annually consumes about 1.6 billion tons of cement, 10 billion tons of sand and crushed stone, and 1 billion tons of water (M.S. Kahn, 2007). Given transportation costs, there is a huge financial incentive to using local sources of stone, even if the properties of that stone are less than ideal. Thus concrete is not a homogenous material. In truth, an unlimited number of combinations and permutations are possible.Much the same can be said of asphalt—technically, asphaltic concrete—which is also a mixture of aggregate (gravel or crushed stone), sand, and cement (asphalt binder); economics promote the use of locally available materials; and the underlying chemistry is not well understood. The characteristics of asphalt binder, for instance, vary depending on the source of crude oil from which it is derived.The metallurgy of steel is probably better understood than the chemistry of either asphalt or concrete, but it too is a mixture with virtually limitless combinations. Strength, toughness, corrosion resistance, and weldability are some of the performance characteristics that vary with the type of steel alloy used and the intended applications.As uses evolve and economic conditions change, we have a continuing need for a more sophisticated understanding of these common materials. Even though they are “mature” products, there is still room for significant incremental improvements in their performance. Because fundamental knowledge is still wanting, there is also considerable potential for breakthroughs in their performance.Factors That Affect Highway ConstructionAll other things being equal, stronger, longer lasting, less costly highway materials are desirable and, given the quantities involved, there are plenty of incentives for innovation. In highway transportation, however, all other things are not equal. A number of other factors contribute to the urgent and continuing need for innovation.First, traffic volume and loadings continue to increase. Every day the U.S. highway network carries more traffic, including heavy trucks that were unimagined when the system wasoriginally conceived and constructed. The 47,000-mile interstate highway system today carries more traffic than the entire U.S. highway system carried in 1956 when the interstates were laid out. The U.S. Department of Transportation (DOT) estimates that in metropolitan areas the annual cost of traffic congestion for businesses and citizens is nearly $170 billion (PB Consult, Inc., 2007).On rural interstates, overall traffic more than doubled between 1970 and 2005; at the same time, the loadings on those highways increased six-fold, mainly due to the increase in the number of trucks and the number of miles they travel. (Truck traffic increased from about 5.7 percent of all vehicle-miles traveled on U.S. highways in 1965 to 7.5 percent in 2000 [FHWA, 2005]).Second, traffic disruptions must be kept to a minimum during construction. Our overstressed highway system is not very resilient. Thus disruptions of any sort, such as lane and roadway closings, especially in major metropolitan areas and on key Interstate routes, can cause massive traffic snarls. This means that repair and reconstruction operations must often be done at night, which introduces a variety of additional complexities and safety issues. Occasionally, heroic measures must be taken to keep traffic moving during construction. For example, during construction of the “Big Dig” in Boston, the elevated Central Artery was in continuous service while cut-cover tunnels were constructed directly below it.Third, environmental, community, and safety requirements have become more stringent. For many good reasons, expectations of what a highway should be, how it should operate, and how it should interact with the environment and adjacent communities are constantly evolving. Designs to promote safety, measures to mitigate a growing list of environmental impacts, and attention to aesthetics have fundamentally changed the scope of major highway projects in the United States. For example, on Maryland’s $2.4 billion Intercounty Connector project in suburban Washington, D.C., which is now under construction, environmental mitigation accounts for 15 percent of project costs, or about $15 million per mile (AASHTO, 2008). Fourth, costs continue to rise. Building and maintaining highways cost effectively is an ever-present goal of good engineering. But cost increases in highway construction have been extraordinary due in part to the expanded scope of highway projects and construction in demanding settings. In addition, the costs of the mainstay materials—portland cement, asphalt binder, and steel—have risen dramatically as the world, particularly China, has gone on a construction binge. The Federal Highway Administration’s cost indices for portland cement concrete pavement, asphalt pavement, and structural steel increased by 51 percent, 58 percent, and 70 percent respectively between 1995 and 2005 (FHWA, 2006).Fortunately, research and innovation in construction have never stopped, although they are not always sufficiently funded and they seem to fly beneath the radar of many scientists and engineers. Nevertheless, there have been great successes, which are cumulatively changing how highways are built in America.The Superpave Design SystemIn response to widespread concerns about premature failures of hot-mix asphalt pavements in the early 1980s, a well funded, congressionally mandated, crash research program was conducted to improve our understanding of asphalt pavements and their performance. The seven-year Strategic Highway Research Program (SHRP), which was managed by the National Research Council, developed a new system of standard specifications, test methods, andengineering practices for the selection of materials and the mix proportions for hot-mix asphalt pavement.The new system has improved matches between combinations of asphalt binder and crushed stone and the climatic and traffic conditions on specific highways. State departments of transportation (DOTs) spend more than $10 billion annually on these pavements, so even modest improvements in pavement durability and useful life can lead to substantial cost savings for agencies and time savings for motorists (TRB, 2001).SHRP rolled out the Superpave system in 1993, but it took years for individual states and their paving contractors to switch to the new system, which represents a significant departure, not only in design, but also in the procedures and equipment used for testing. Each state DOT had to be convinced that the benefits would outweigh the modest additional costs of Superpave mixes, as well as the time and effort to train its staff and acquire necessary equipment.A survey in 2005 showed that 50 state DOTs (including the District of Columbia and Puerto Rico) were using Superpave (Figure 1). The remaining two states indicated that they would be doing so by the end of 2006. Throughout the implementation period, researchers continued to refine the system (e.g., using recycled asphalt pavements in the mix design [TRB, 2005]).It may be years before the cost benefits of Superpave can be quantified. A 1997 study by the Te xas Transportation Institute projected that, when fully implemented, Superpave’s annualized net savings over 20 years would approach $1.8 billion annually—approximately $500 million in direct savings to the public and $1.3 billion to highway users (Little et al., 1997).Moreover, analyses by individual states and cities have found that Superpave has dramatically improved performance with little or no increase in cost. Superpave is not only an example of a successful research program. It also demonstrates that a vigorous, sustained technology-transfer effort is often required for innovation in a decentralized sector, such as highway transportation.Prefabricated ComponentsThe offsite manufacturing of steel and other components of reinforced concrete for bridges and tunnels is nothing new. But the need for reconstructing or replacing heavily used highway facilities has increased the use of prefabricated components in startling ways. In some cases components are manufactured thousands of miles from the job site; in others, they are manufactured immediately adjacent to the site. Either way, we are rethinking how design and construction can be integrated.When the Texas Department of Transportation needed to replace 113 bridge spans on an elevated interstate highway in Houston, it found that the existing columns were reusable, but the bent caps (the horizontal connections between columns) had to be replaced. As an alternative to the conventional, time-consuming, cast-in-place approach, researchers at the University of Texas devised new methods of installing precast concrete bents. In this project, the precast bents cut construction time from 18 months to slightly more than 3 months (TRB, 2001).As part of a massive project to replace the San Francisco-Oakland Bay Bridge, the California Department of Transportation and the Bay Area Toll Authority had to replace a 350-foot, 10-lane section of a viaduct on Yerba Buena Island. In this case, the contractor, C.C. Myers, prefabricated the section immediately adjacent to the existing viaduct. The entire bridge was then shut down for the 2007 Labor Day weekend, while the existing viaduct was demolished and the new 6,500-ton segment was “rolled” into place (Figure 2). The entire operation was accomplished 11 hours ahead of schedule (B. Kahn, 2007).Probably the most extensive and stunning collection of prefabricated applications on a single project was on the Central Artery/Tunnel Project (“Big Dig”) in Boston. For the Ted Williams Tunnel, a dozen 325-foot-long steel tunnel sections were constructed in Baltimore, shipped to Boston, floated into place, and then submerged. However, for the section of the tunnel that runs beneath the Four Points Channel, which is part of the I-90 extension, bridge restrictions made this approach infeasible. Instead, a huge casting basin was constructed adjacent to the channel where 30- to 50-ton concrete tunnel sections were manufactured The basin was flooded and the sections winched into position with cables and then submerged.An even more complicated process was used to build the extension tunnel under existing railroad tracks, which had poor underlying soil conditions. Concrete and steel boxes were built at one end of the tunnel, then gradually pushed into place through soil that had been frozen using a network of brine-filled pipes (Vanderwarker, 2001).Specialty Portland Cement ConcretesNew generations of specialty concretes have improved one or more aspects of performance and allow for greater flexibility in highway design and construction. High-performance concrete typically has compressive strengths of at least 10,000 psi. Today, ultra-high-performance concretes with formulations that include silica fume, quartz flour, water reducers, and steel or organic fibers have even greater durability and compressive strengths up to 30,000 psi. These new concretes can enable construction with thinner sections and longer spans (M.S. Kahn, 2007).Latex-modified concrete overlays have been used for many years to extend the life of existing, deteriorating concrete bridge decks by the Virginia DOT, which pioneered the use of very early strength latex-modified concretes for this application. In high-traffic situations, the added costs of the concrete have been more than offset by savings in traffic-control costs and fewer delays for drivers (Sprinkel, 2006).When the air temperature dips below 40, costly insulation techniques must be used when pouring concrete for highway projects. By using commercially available admixtures that depress the freezing point of water, the U.S. Cold-Weather Research and Engineering Laboratory has developed new concrete formulations that retain their strength and durability at temperatures as low as 23?F. Compared to insulation techniques, this innovation has significantly decreased construction costs and extended the construction season in cold weather regions (Korhonen, 2004).As useful as these and other specialty concretes are, nanotechnology and nanoengineering techniques, which are still in their infancy, have the potential to make even more dramatic improvements in theperformance and cost of concrete.Waste and Recycled MaterialsHighway construction has a long history of using industrial waste and by-product materials. The motivations of the construction industry were simple—to help dispose of materials that are otherwise difficult to manage and to reduce the initial costs of highway construction. The challenge has been to use these materials in ways that do not compromise critical performance properties and that do not introduce substances that are potenti-ally harmful to people or the environment. At the same time, as concerns about sustainability have become more prominent in public thinking, the incentives to use by-product materials have increased. In addition, because the reconstruction and resurfacing of highways create their own waste, recycling these construction materials makes economic and environmental sense.Research and demonstration projects have generated many successful uses of by-product and recycled materials in ways that simultaneously meet performance, environmental, and economic objectives. For example, “crumb rubber” from old tires is increasingly being used as an additive in certain hot-mix asphalt pavement designs, and a number of patents have been issued related to the production and design of crumb rubber or asphalt rubber pavements (CDOT, 2003; Epps, 1994).Several states, notably California and Arizona, use asphalt rubber hot mix as an overlay for distressed flexible and rigid pavements and as a means of reducing highway noise. Materials derived from discarded tires have also been successfully used as lightweight fill for highway embankments and backfill for retaining walls, as well as for asphalt-based sealers and membranes (Epps, 1994; TRB, 2001).Fly ash, a residue from coal-burning power plants, and silica fume, a residue from metal-producing furnaces, are increasingly being used as additives to portland cement concrete. Fly-ash concretes can reduce alkali-silica reactions that lead to the premature deterioration of concrete (Lane, 2001), and silica fume is a component of the ultra-high-performance concrete described above.After many years of experimentation and trials, reclaimed asphalt pavement (RAP) is now routinely used in virtually all 50 states as a substitute for aggregate and a portion of the asphalt binder in hot-mix asphalt, including Superpave mixes. The reclaimed material typically constitutes 25 to 50 percent of the “new” mix (TFHRC, 1998). The National Asphalt Pavement Association estimates that 90 percent of the asphalt pavement removed each year is recycled and that approximately 125 millions tons of RAP are produced, with an annual savings of $300 million (North Central Superpave Center, 2004).Visualization, Global Positioning Systems, and Other New Tools For more than 20 years, highway engineers have used two-dimensional, computer-aided drafting and design (CADD) systems to accelerate the design process and reduce costs. The benefits of CADD systems have derived essentially from automating the conventional design process, with engineers doing more or less what they had done before, although much faster and with greater flexibility.New generations of three- and four-dimensional systems are introducing new ways of designing roads, as well as building them (Figure 4). For example, three-dimensional visualization techniques are clearly useful for engineers. But, perhaps more importantly, they have improved the communication of potential designs to affected communities and public officials; in fact, they represent an entirely new design paradigm. Four-dimensional systems help engineers and contractors analyze the constructability of proposed designs well in advance of actual constructionGlobal positioning systems are being used in surveying/layout, in automated guidance systems for earth-moving equipment, and for monitoring quantities. Other innovations include in situ temperature sensors coupled with data storage, transmission, and processing devices that provide onsite information about the maturity and strength of concrete as it cures (Hannon, 2007; Hixson, 2006).ConclusionThe examples described above suggest the wide range of exciting innovations in the design and construction of highways. These innovations address materials, roadway and bridge designs, design and construction methods, road safety, and a variety of environmental, community, and aesthetic concerns. Looking to the future, however, challenges to the U.S. highway system will be even more daunting—accommodating more traffic and higher loadings; reducing traffic disruptions during construction; meeting more stringent environmental, community, and safety requirements; and continuing pressure to reduce costs. Addressing these challenges will require a commitment to innovation and the research that supports innovation.中文翻译高速公路设计与施工:创新的挑战作者:小罗伯特·E·斯金纳研究方式的创新和进步正在改变着美国公路建设的方式。

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