Method statament of earth excavation 530
Method Statement
2.10.1 Method StatementBrief Outline of the Proposed Method:Immediately following notification of the award..1) Preconstruction Activities:1. Agree site possession date with the Employer2. Confirm all contact names and details. This covers emergency services and facilities, utilities contacts, local and highways contacts.3. Arrange insurances and bonds as required.4. Confirm release of the Advance Payments as Clause 13.2of the Contract.5. Agree site specific control documentation.6. Undertake complete Topographical and Geotechnical surveys of the site, commence photographic record.7. Proceed with detailed design of the Works, with priority to first phase civil and structural elements. Submit details for approval.8. Submit first phase materials for approvals.9. Submit site establishment details for approval, including safety equipments.The details cover facilities for Client Representative, Design and Construction supervision and approval, Contractors facilities covering in-house and subcontract design, staff and labor offices and messing facilities, laboratory and testing facilities, plant and equipment parking and maintenance facilities, and secure materials and equipment storage areas. Also covered are on site production facilities andsecured sample rooms for submittals and approved materials.Details of construction and equipment to be on and off site are attached in a separate schedule; however we are able to provide all the plant and equipment necessary for the complete execution of the Works.10. Agree access and security perimeter details. Obtain necessary permits to start Works.2) Preliminaries:11. Take possession of the site. Jointly confirm beacons, dimensions, and access limits.12. Establish and secure access points as agreed.13. Provide materials and establish secure perimeter, including signworks.14. Clear, prepare, and secure site establishment areas, including services.15. Prepare site establishment facilities and mobilize equipment and manpower as agreed.16. Prepare Contract Programme and update Method Statement. Submit for approvals.17. Provide safety induction courses for staff and workers. Update as required.18. Prepare co-ordinated procurement programme, to highlight specific approvals deadlines. (Note that ‘procurement’ includes design, plant, subcontracts, and manpower as well as materials and equipments for incorporation into the Works) 19. Prepare schedule of existing conditions and submit for approval. Identify wherethe conditions encountered require changes in the initial design assumptions, and advise the Employer accordingly.20. Establish production/supply facilities, for concrete, asphalt, stone, sand, water; rebar, formworks, additives, curing compounds, protection methods. submit samples and obtain approvals.3) Site Works:22. Foundation pit supporting and drainage engineering safety constructionIf the foundation pit supporting adopts steel sheet pile or the reinforced concrete prefabricated piles for pit wall supporting, it has to accord with the following rules:（1）Decrease the influence as far as possible when piling on nearby buildings and structures.（2）When the soil is bad, appropriate USES tooth jewels sheet pile（3）If adopting the reinforced concrete piles, Excavation starts after the pile body meets the design strength of concrete.（4）When digging nearby pile body, it can't influencepile body.23. If adopting Steel sheet pile or reinforced concrete pile for pit wall supporting together with the Anchor bolt, it has to accord with the following rules:（1）Anchor bolt should choose steel rebar.Remove grease and rustbefore using it, to strengthen the binding force and avoid accidents.（2）Anchor fixing part should be set in soil or rock with good stability, and the length should be greater than or equal to the calculation regulations.（3）Drilling should not damage environment, the existingcable or other buried content（4）Measure the stretching resistance of Anchor bolts before the construction. （5）Anchor bolt part should be perfused by cement mortar. Check the anchor head tighten and soil conditionsaround the bolts.24. Artificial precipitationArtificial precipitation means burying a certain number of filter tube or well in advance before the pit excavation, drawing water by the drawing equipment to make ground water level below the pit bottom, and meanwhile keeping drawing water while excavating the foundation pit, so as to make the soil keep dry and prevent radically the fine sand and powder soil resulting in flow sand phenomenon.Artificial precipitation methods includeLight well point, injection well point, casing well point, deep well pumps and electricity into well points and so on. According to the permeability coefficient of soil, reduction the depth of the water level, the features of the project and equipment conditions, we should choose the most appropriatemethod.25. Secure and divert the main surface water outfall from the existing Airport at the entry point to the new site. The outfall is to be taken clear of the working area, and if instructed a new alignment established outwith the area of the Phase II works.26. Clear site of obstructions, strip and retain top soil as directed.27. Undertake building ‘fit’ check and submit details to the Employe r for approval.28. Set out the Works and establish clean access to all first stage works.29. Establish a control grid for level and location of all elements of the Works.30. Excavate unsuitable materials such as black cotton soil from the roads, hard standings, and building areas and remove to a place of deposit.31. Establish formations for first stage works, submit for approvals.32. Prepare formation for subgrade on proposed rail line. Upfill with hardcore to provide Phase I temporary access running surface and access to the site establishment areas.Underpass section of the line is to be deferred until permanent drainage is installed.33. Provide dewatering equipment and excavate for basement areas at the Terminal Complex.34. Confirm formation conditions and submit for approvals. Set-out and install underslabservices and penetrations.35. Provide for underground connections to the existing JKIA installations. Either by use of a reserve or duct, or by incorporation of a pc box. The decision will relate to the sensitivity of the services connection, and timing requirements.36. Prepare formations for basement slabs and protect with blinding concrete.37. Submit concrete pour procedures for approval.38. Re-establish control grids, set out and prepare basement slabs, including approved waterproofing installation. Incorporate reinforcement, inserts and penetrations as detailed. Offer for inspection and approval prior to delivery of concrete.39. Concrete will be supplied in transmixer trucks from our approved off-site batching facility. A smaller ‘make-up’ plant will be retained on site for use when necessary, with the material being subject to the same approval processes as are applied to the main supply facility.Following approval of the prepared areas concrete will be supplied and placed in position in accordance with the approved procedures, and subject to the normal supervisory control. Samples will be taken in accordance with the requirements of the Contract and subject to the set preparation by our on-site laboratory prior to testing to confirm compliance.Concrete placement will be by skip via cranes, by pump direct to the work area, or direct from the transmixer, depending on the access available. The concrete will be placed, compacted, floated, and protected in accordance with agreed and approved procedures.The procedures here will be repeated for all of the in-situ concrete works.40. Following approval of the work done and the procedures proposed, preparations will commence for construction of the basement walls with cleaning and scabbling ofconcrete surfaces at wall kickers, fixing of reinforcement, formworks and services inserts and penetrations. When the preparatory work is approved, forms closed and secured and access platforms positioned, the concrete pour can proceed.41. The pour procedure for casting of the intermediate columns, downstand beams, and basement roof slab follows the general procedure as noted above. Again the control of services co-ordination, procurement, and approvals will define progress of the Works.When the columns, beams, and slab are completed and the work approved, the specifiedwaterproofing membrane will be fixed to the external faces of the basement walls, together with its protective board, all in accordance with the Manufacturer’s instructions and backfill between the walls and the excavated surfaces can commence using approved granular material compacted in layers as specified.42. Recheck the set-out grids to ensure that the control points remain unchanged.Set out for structural bases and strip footings in the area of the new Terminal building.Here the locations are defined by access considerations, where casting of bases must permit sufficient separation to ensure that green concrete does not suffer shock. Request approval for the proposed pour pattern.Excavate through compacted murram for the specific bases, prepare formations and compact, submit for approval, and lay blinding concrete on approved formations.Prepare bases and associated strip footings, fix formwork and reinforcement, checkservices requirements and incorporate inserts and penetrations as required, submit for approval and cast following approval.43. Prepare for substructure columns and walls on the bases noted above. Incorporate services as required and cast following approvals. When cured, prepare for and backfill in layers to specified grade. Protect exposed elements.44. Establish set-out grids for the grade separated roundabout linking the existing airport to the new terminal. Agree the work sequence and safety measures required to protect airport traffic and minimize interference. Prepare and submit a programme covering access timetable and pour pattern for approval.When approved set up signage and security measures and excavate for column foundations, prepare formations and submit for approval.Lay blinding concrete on approved formations.Proceed as described in items 38 and 39 above, with the proviso that measures to protect the public are necessary due to the proximity of the bases to the road.45. Prepare for substructure columns and/or abutments as noted. Provide deviations where necessary to permit traffic movement. Where access issues demand specialmeasures it may be necessary to request approval for night work.When approved set up signage and security measures and cast concrete columns and abutments as noted.The physical constraints present at this work area indicate that the bridge deck must be precast, which will greatly reduce the time required on site and eliminate the need for extensive falsework. Again it is expected that the decking will be delivered and placed in position by mobile crane during night hours when there will be least interference with traffic. At this stage it has not been decided whether the decking will be precast on or off site. Once details are available these will be submitted for approval.46. When the grade separated roundabout is advanced the access lanes will be introduced, the intention being to complete both elements at the same time and hand over for beneficial use. Construction of the lanes will require that part of the existing road be allocated to permit space for the new works to proceed. The details will form part of a submittal for approval, as will the signage, furniture, surfacing, and finishes.Here the roundabout and the slip roads are required to accept traffic from the existing airport, while the extended road provides access to the new terminal.The construction and approval process will follow the established pattern as noted, with the further exception that the works will be the first section of the project to be commissioned and handed over, and will be a test piece for that exercise.47. The split nature of the overall project requires that allowance be made on site for introduction and capping of services under the ground slab. The capped lines will be activated when phase two of the project proceeds, and similar allowance is needed when elements of the curtailed structure are affected. Such details are not available now but will be provided and submitted for approval prior to the need on site. A specific example is the direct fuel supply system, from hydrants under pressure in a ring main.48. Introduce tower cranes on rails to serve upper levels and roof structures.49. Structural works continue with preparation for incorporation of services within the area of the ground floor slab in the terminal building. Here box-outs and penetrations are needed, and inserts where services are incorporated. A submittal will be provided for the pour pattern to suit the cast-in anchors for conveyors and other equipments, and to provide continuity for services continuing in the superstructure. Again the approval procedure will apply to areas prepared for concrete.50. By this stage in the construction programme the design details for the roof and support structures will be available. It is assumed that the roof structure is galvanized sheeting on fabricated beams which spring from the second floor area. The loads from the roof structure are transferred to the ground through heavily reinforced in-situ concrete beams/columns hence the roof work commences at the ground floor or lower.Details of the system will be submitted for approval early enough to ensure thatthe anchorages are provided in time and that orders are placed for the steelwork.51. The grid control system is now transferred into the building and set to permit verticality checks through use of riser shafts and external elements.Support scaffold is introduced to suit formworks for the suspended floor slabs and inserts and voids provided to suit services requirements. The sequence of slab/column or wall and slab again is followed with allowance for services inserts and box-outs as needed.In each case the items are submitted for approval prior to pouring concrete.52. As the areas become available concrete works can proceed with the access ramps and dropping areas, with the transit hotel, and other fixed structures. In all cases the works are confirmed by the services team , and submitted for approval prior to casting.53. Steel work for the roofing structures is supplied to site with identification tags and site protection as specified. The material is checked against the delivery schedule and when approved is laid out at the work area.The method statement is confirmed and the support equipments, craneage, and scaffold approved prior to commencing erection of the steelwork. The erectors are required to have safety equipments including personal harnesses. As the steelwork is likely to be unstable until purlins and sheeting are fixed turfers are needed to hold the sections in position. The steel fabricator will confirm the temporary anchor positions.54. The approved roof sheeting is delivered in flat packs on pallets. The roof er’s safety procedures are confirmed and approved before the materials are raised into position for fixing. The sheets, hook bolts, nuts, washers and profiled joint sealant are set on the deck and lifted by the roofers. The fixing sequence is approved in advance to avoid uneven loading of the structure. Elements of the lightning protection system can now proceed.55. First and second fix of services and finishes has proceeded in the structure where the works involve inserts and brackets, or the materials are safely concealed underground or out of reach. Works which can safely proceed without building enclosure can continue. Architectural finishes such as screeds and plaster and fixings for ceilings can proceed.56. Installation of the approved curtain walling can commence once the heavy lift items have been moved inside the terminal. The areas are large and the walling will be supported on a steel sub-frame to avoid distortion. The method statement and access arrangements will be provided for approval by the specialist supplier. Details of protection measures will be issued and implemented to minimize the likelihood of damage.57. Fixings and finishings form a substantial part of the works, much of which cannotproceed before the building is watertight and secure. A security team will be deployed in the building with zonal responsibility and the ability to lock areas off, with access by permit only. The phasing of the works is not included here, however tiling, painting, metalworks, rails, doors, etc can commence as areas become available. Surface mounted electrical and plumbing items, lighting units, security units, mineral fibre tiles and other climate sensitive items cannot however be installed until later.58. Supply and distribution of furnishings. As and when approved by the Employer. This is a last minute exercise.59. Work on the hard standings, aprons and taxiways has proceeded in tandem with the installation of services. Here the services cover main drainage culverts, water supply, and power, together with the specialist services for the airport. The works are scheduled in sections and the team signs off on areas before closing with concrete or asphalt. As noted the in-house testing process is continuous and no area is closed without undertaking continuity checks, water checks, or whatever is appropriate. 60. Landscaping works cover the areas between taxiways and specifically decorative areas at the terminal building. When areas are sufficiently clear to permit landscaping access we prefer to introduce this work to enable the plants to grow and soften the lines. It is not possible to be specific about the extent of this exercise at this time.61. External works are partly covered in earlier items of this statement. Signworks, kerbs and other edge markers, lighting poles, gulley covers, manhole covers surface drains, perimeter fencing, security gates etc.The incomplete work on the railway alignment can proceed.62 Start formal commissioning programme. Obtain commissioning documentation from the suppliers and the specialist contractors and personalize for the project. The Employer will introduce his commissioning team and we will attend to carry out the tests and they will record results.As all items are examined and several of the tests are exhaustive the period allowed will be needed.4) OccupationalHealth , Safety Control& SecurityWe will fully comply with the requirements of the Health, Safety, Security and Environment management and Coordination Act.All the activities of the construction work shall comply with our Safety and Health Policy. Also, all the staff and site activities will comply with Employer’s Security Requirements.Health during the construction of project is also influenced in large part by decisions made during the planning and design process. Some designs or construction plans are inherently difficult and dangerous to implement, whereas other, comparable plans may considerably reduce the possibility of accidents. For example, the operator of thedumping equipment and the crane clear understand and obey the safety order during the construction period can greatly reduce the possibility of accidental occasions. Workers shall constantly be alert to the possibilities of accidents and avoid taking unnecessary risks.In addition to providing, equipping and maintaining adequate first aid stations throughout the Works in accordance with the Laws of Kenya, the Contractor shall provide and maintain on site during the duration of the Contract, a fully equipped dispensary. The dispensary shall be staffed with a qualified Clinical officer/ Nurse. Safety largely depends upon education, vigilance and cooperation during the construction process. The Contractor shall take an active role in civic and public health education to his employees and the community in general. To this end the Contractor shall initiate and coordinate a HIV/ AIDS awareness program. Such as the Contractor will display AIDS awareness posters in all buildings frequented by workers employed on the contract, where such buildings fall under the control of the Contractor. AIDS awareness shall also be included in the orientation process of all works employed on the contract. The following Measures to reduce the risk of HIV Virus will been taken: Conduct seminars to workforce on preventive measures; Provided protective gadgets to work force; Preach the word of God during free time.5) Protection of the EnvironmentWe will be responsible for the following measures to protect the environment in accordance with the Environmental Management Plan as defined in the Environmental Impact Assessment prepared by the Client. We shall work closely with the Client’s representative for supervision.Compliance with national and local statutes and regulations relating to protection of the environment, the Contractor will be responsible for familiarizing himself with all existing national and local legislation in this regard.All construction activities shall be carried out using the best possible means to reduce environmental pollution such as noise, dust and smoke. All vehicles and plant shall be regularly serviced in accordance with the manufacturer’s recommendations to ensure that they operate efficiently and without excessive noxious emissions. The Engineer will have the authority to instruct the Contractor to temporarily cease operations and/or remove from the site vehicles or plant which do not comply with this requirement, until such time that he is satisfied that best practicable means to reduce environmental pollution to a minimum are being used.We shall at all times maintain all sites under his control in a clean and tidy condition and shall provide appropriate and adequate facilities for the temporary storage of all waste prior to disposal.We shall be responsible for the safe transportation and disposal of all waste generated as a result of his activities in such a manner as will not give rise to environmental pollution in any form, or hazard to human or animal health. In the event of any thirdparty being employed to dispose of waste, the Contractor shall be considered to have discharged his responsibilities under this clause from the time at which waste leaves sites under his control, providing that he has satisfied himself that the proposed transportation and disposal arrangements are such as will not give rise to pollution or health hazard.We shall be responsible for the provision of adequate sanitary facilities for our workforce, and that of our sub-contractors, at all construction and ancillary sites. We shall not allow the discharge of any untreated sanitary waste to groundwater or any surface watercourse.Prior to the mobilization of the workforce the Contractor shall provide details of proposed sanitary arrangements to the Engineer for approval, such as will allow him to assess whether or not the proposed facilities are adequate and are unlikely to pollute water resources, and also that the facilities will be properly operated and maintained.All concrete and asphalt plants shall be operated and maintained in accordance with the original manufacturer’s specifications and manuals, and in such a manner as to minimize emissions of hydrocarbons and particulates. If, in the opinion of the Engineer, the operation of such plant is causing, or is likely to cause nuisance or health problems to site staff or the general public, the Contractor shall carry out such work as is necessary to reduce emissions to an acceptable level within a time-scale agreed with the Engineer.We shall regularly dowse with water all exposed dirt surfaces to reduce dust levels. The Contractor shall take all reasonable measures, at all sites under his control, to prevent spillage and leakage of materials likely to cause pollution of water resources. Such measures shall include, but not be limited to the provision of bunds around fuel, oil and bitumen storage facilities, and provision of oil and grease traps for servicing and fuelling areas. Prior to construction of such facilities, the Contractor shall submit details of pollution prevention measures to the Engineer for his approval.We shall be responsible for ensuring that exposed surfaces are re-vegetated as construction progresses, all to the satisfaction of the Engineer.The removal of trees shall be kept to the minimum necessary to accommodate the Permanent Works. Prior to the removal of any trees the Contractor shall inform the Engineer of the intended operation and obtain the permission of the Engineer for the removal of the trees.We shall ensure that fires, except for controlled fires for burning rubbish, do not start within the Site or in the environs thereto as a result of the works or from the actions of his employees. The burning of waste, such as vehicle tires causing noxious emissions is prohibited. We shall have available at all times trained fire-fighting personnel provided with adequate fire-fighting equipment to deal with all fires. We shall additionally at all times provide sufficient fire protection and fighting equipment local to parts of the Works which constitute particular fire hazards.6) Testing and CommissioningTesting of the services and installed equipment will be carried out as the services installations are completed. Final testing and commissioning will be carried out prior to handing over of the completed works. Brochures and operation manual of various installations as well as a set of As-built drawings for the installations and the building works will be complied and submitted at the handing over of the works. Also Manuals and brochures of Equipment will be handed over to the Employer during the project hand over.。
物理勘探方法 英语
物理勘探方法英语Physical Exploration Methods.Physical exploration methods are geophysical techniques that utilize physical properties of the Earth's materials to investigate subsurface structures and properties. These methods involve measuring and interpreting physical fields, such as gravity, magnetic, electrical, and seismic waves, to determine the physical characteristics and geological formations beneath the Earth's surface.Gravity Exploration.Gravity exploration is based on the principle that the Earth's gravitational field varies due to the different densities of subsurface materials. Denser materials, such as metallic ores or massive rocks, exert a stronger gravitational pull than less dense materials, such as voids or fluids. Gravity surveys involve measuring the variations in the Earth's gravitational field using gravimeters. Thesemeasurements can reveal subsurface structures, such as faults, folds, and intrusions, as well as the presence of dense ore bodies or fluid-filled cavities.Magnetic Exploration.Magnetic exploration utilizes the Earth's magneticfield and the magnetic properties of subsurface materials. Magnetic surveys measure variations in the Earth's magnetic field caused by the presence of magnetic minerals or magnetized rocks. Magnetic anomalies, which are deviations from the normal magnetic field, can indicate the presence of magnetic ore deposits, buried metallic objects, or geological structures with contrasting magnetic susceptibilities.Electrical Exploration.Electrical exploration methods involve introducing electrical currents into the ground and measuring the resulting electrical field. The electrical properties of subsurface materials, such as conductivity, resistivity,and dielectric permittivity, vary depending on their composition and porosity. Electrical surveys can detect subsurface structures, such as conductive ore veins, resistive bedrock, and fluid-saturated zones.Seismic Exploration.Seismic exploration is based on the propagation of seismic waves through the Earth's materials. Seismic surveys involve generating seismic waves using controlled explosions or vibrating sources and recording the waves as they travel through the subsurface. The velocity and reflection patterns of seismic waves provide information about the subsurface geology, including the depth, thickness, and composition of rock layers, as well as the presence of faults and hydrocarbon reservoirs.Other Physical Exploration Methods.In addition to the main methods described above, there are various specialized physical exploration methods that can be used for specific purposes. These include:Radioactive Exploration: This method measures the natural radioactivity emitted by radioactive minerals, such as uranium and thorium, to identify radioactive ore deposits.Electromagnetic Exploration: This method utilizes electromagnetic waves to detect conductive subsurface structures, such as ore bodies and buried pipelines.Ground-Penetrating Radar (GPR): This method uses high-frequency electromagnetic waves to investigate shallow subsurface structures, such as buried utilities, cavities, and archaeological remains.Thermal Exploration: This method measures subsurface temperatures to identify geothermal resources, such as hot springs and magma chambers.Borehole Geophysics: This method involves logging down boreholes to obtain physical measurements, such as density, resistivity, and seismic velocity, for detailed subsurfacecharacterization.Applications of Physical Exploration Methods.Physical exploration methods have a wide range of applications in various fields, including:Mineral exploration: Identifying and assessing ore deposits of metals, minerals, and hydrocarbons.Hydrogeological investigations: Determining groundwater resources, assessing aquifer properties, and detecting groundwater contamination.Engineering geology: Evaluating subsurface conditions for construction projects, such as tunnels, dams, and pipelines.Environmental investigations: Identifying buried waste sites, monitoring groundwater contamination, and assessing soil stability.Archaeological surveys: Locating buried structures, artifacts, and archaeological features.Geothermal exploration: Identifying potential geothermal reservoirs for energy production.Advantages and Limitations of Physical Exploration Methods.Physical exploration methods offer several advantages:Non-invasive: These methods do not require direct excavation of the ground, which minimizes environmental impact and disruption.Depth penetration: Some methods, such as seismic and gravity surveys, can provide information about deep subsurface structures.Quantifiable data: The measurements obtained from physical exploration surveys can be quantified and processed to provide detailed subsurface models.However, physical exploration methods also have limitations:Resolution: The resolution of physical exploration methods varies depending on the method and the subsurface conditions.Interpretation: The interpretation of physical exploration data requires expert knowledge and experience to accurately determine subsurface structures and properties.Cost: Physical exploration surveys can be relatively expensive, especially for large-scale projects.。
土方开挖（earthexcavation）
土方开挖（earth excavation）Before the construction, according to the project scale and characteristics, topography, geology, hydrology, weather and other natural conditions, construction diversion and project requirements, construction conditions and the construction method, selected excavation method. Open excavation includes full excavation, partial excavation, layered excavation and sectional excavation. Full excavation is suitable for the project with shallow excavation depth and small scope. Partial excavation is needed when the excavation range is large. As the excavation depth increases, the layered excavation for rock excavation is often combined with deep hole blasting (see blasting) stratified by ladder. Sectional excavation is suitable for large length canal, spillway and other projects. For the hole, a TBM excavation, excavation and excavation method etc..Construction methodEarthwork excavation, including loosening, crushing, excavation, transportation, slag discharge and other processes. In addition to soft rock excavation, rock Ripper available to chisel fracturing excavation, blasting methods are generally required to loose and broken. Artificial and semi mechanized excavation, using shovel, drill, hammer and other simple tools, with small or simple pick up transport operations, suitable for small water conservancy projects. Some irrigation drainage ditches are constructed directly by ditching machines, which can be formed at one time. Excavation of earth and stone works in large and medium sized water conservancy projects. Open cut. In addition to the use of all kinds of rock drilling machinery,drilling, mainly used for blasting operations, mining machinery, such as excavator (see photo) or excavator; earthmoving machinery, such as bulldozers, scrapers and loaders; rail transport machinery, such as locomotive traction tramcar; trackless transport machinery, such as dump trucks etc.. According to the different conditions, using a variety of ways of cooperation, digging, loading, transportation, unloading and other operations. According to the size of the project, construction conditions, reasonable selection of appropriate construction machinery and corresponding construction methods, especially pay attention to the coordination of machinery and equipment, to avoid weak links. Under certain conditions, can adopt method of hydraulic excavation of earth excavation; blasting excavation method is also adopted, by throwing blasting or abandonment blasting technology, not only will the earth broken, and all or part of the design to abandon the borders. Hole digging. The commonly used method for drilling and blasting excavation, excavation by mechanical loading and transport unloading operations; can also use full face tunnel boring machine; in the soil or available shield construction in soft rock (see tunnel excavation, excavation of underground powerhouse). Underwater excavation. The dredging machines such as dragline, grab and so on can be used, but usually all kinds of dredgers are used, and combined operation such as tugs, barges and other water transportation equipment (dredging) is adopted.In order to meet the design requirements, engineering quality, construction safety and construction period requirements, the construction scheme is optimized through technical and economic comparison. The preparation of the constructionprogram, the general should be considered: the excavation method and construction method can meet the requirements of the excavation progress, connected with before and after the construction diversion and the concrete pouring process, and meet the requirements of flood control and flood. According to the hydrological, seasonal and construction conditions, reasonable arrangement of construction sequence, rapid construction, balanced production. According to the excavation scale, rock and soil characteristics, working conditions and construction methods, suitable construction machinery and equipment should be selected, and equipment suitable for excavation, loading, transportation and unloading should be reasonably matched. Fourth, according to local conditions, arrange transportation routes and construction general layout, as well as wind, water, electricity and other systems. The well balance allocation arrangements, pay attention to digging, filling with combination of abandoned to avoid duplication, daoyun. The abandoned and abandoned soil sites should be taken as farmland as much as possible and returned to the ground as much as possible. Waste slag to avoid the occupation of the river, avoid impeding flood discharge or elevation of tail water effects generation benefit. The good drainage measures will hinder the construction, construction operation and engineering quality of rainwater, surface water and underground water and wastewater discharged into the construction site, to create good conditions for engineering construction. According to the requirements of the design and construction technical specification, construction quality assurance. Problems that may be encountered in construction,Such as sand, slope stability, tunnel collapse, to conducttechnical analysis, put forward the measures. We pay attention to the safety of construction, in accordance with the provisions of security, fire prevention, environmental protection, health and other aspects of industrial regulations, formulate technical measures of construction safety.DevelopmentWith the increasing development of water conservancy project construction scale, the earthwork excavation volume of several large projects often reach tens of millions of cubic meters, even more than billion cubic meters, such as the Pakistan tower Bella dam (dam filling capacity of 120 million m3) and China Gezhouba Dam water conservancy earthwork excavation volume of more than 100 million m3; Brazil Itaipu hydropower station project, earthwork the excavation volume of 60 million 100 thousand m3. Therefore, some developed countries earthwork construction mechanization level increasing to large and efficient development, the main features are: Earthwork construction machinery the development of large capacity, high power, high efficiency, such as excavator, dump truck above 10m3, more than 100t level; the mechanical parts of a whole the process, capacity, efficiency and coordination; application of hydraulic technology; the use of electronic technology and new materials, widely used in automatic control technology; and not only pay attention to the development of multifunctional mechanical use of a machine, but also pay attention to the development of special machinery; the attention of construction machinery repair and maintenance.Safety measures of earthwork excavation(1) in the construction organization design, construction scheme to single earthwork, the construction preparation, excavation method, slope, drainage, slope support should be designed according to the requirements of relevant specifications, the slope support to design calculations.(2) artificial digging pit, to keep a safe distance from the operator, is generally greater than 2.5M; more mechanical excavation, excavator distance should be greater than 10m, to dig from top to bottom, layer by layer, dig foot prohibited dangerous operations.(3) before digging earth, the surrounding environment should be carefully checked and can not work under dangerous rock or building.(4) the excavation of the foundation pit should be carried out strictly according to the requirements, and the problems should be found in time with the stability of the slope.(5) mechanical excavation, excavation and multiple steps, checked the stability of the slope. Excavator high slope safety distance is determined according to the provisions and checking.(6) the fourth week of deep foundation pit under the protective railing, personnel must have the special ladder.(7) slope, turning radius of road transport shall comply with the relevant safety regulations.(8) to comply with the relevant provisions of the earthwork blasting blasting safety。
地球物理学中的电磁场正演与反演
第22卷 第4期地 球 物 理 学 进 展Vol.22 No.42007年8月(页码:1181～1194)PRO GRESS IN GEOP H YSICSAug. 2007地球物理学中的电磁场正演与反演汤井田, 任政勇, 化希瑞(中南大学信息物理工程学院,长沙410083)摘 要 本文在近年来众多的地球物理研究者的研究基础上,总结了当前地电磁模型正反演已有成果,定量分析了各种主要正反演的性能测试,指出不同正反演法的优点、缺点以及应用范围局限,提出了各种方法的发展趋势以及当前计算地球物理领域的核心内容,指出了计算地球物理领域的数值模拟发展方向.关键词 有限差分,有限元,积分方程,线性迭代,蒙特卡罗,电磁模型,正演,反演中图分类号 P318,P319 文献标识码 A 文章编号 100422903(2007)0421181214The forw ard modeling and inversion ingeophysical electrom agnetic f ieldTAN G Jing 2tian , REN Zheng 2yong , HUA Xi 2rui(S chool of I nf o -p hysics and Geomatics Engineering ,Changsha ,410083)Abstract Based on the excellent achievements by many geophysical researchers at present ,this paper has analyzed performances of the most used forward and inversion methods in electromagnetic quantitatively ,and then ,has pointed the merits and faults of this algorithms.So ,with the quantitative analysis and testing ,the development trend of a 2bove forward and inversion in geophysical electromagnetic filed is pointed and also the core of computational geophys 2ics is listed.At the end ,we have clearly listed the development trend of the numerical simulation in computational ge 2ophysics.K eyw ords finite difference method ,finite element method ,integral equation method ,linear iterate method ,monte 2carlo method ,electromagnetic simulation ,forward model ,inversion收稿日期 2007204210; 修回日期 2007206220.基金项目 国家863计划(2006AA06Z105,2007AA06Z134)项目资助.作者简介 汤井田,博士,博士生导师,中南大学教授,中国地球物理学会会员,美国勘探地球物理学家协会(SEG )会员.主要从事电磁场理论和应用、地球物理信号处理及反演成像等研究.(Email :jttang @ ).0 引 言在地球物理学,电磁场的复杂性决定了地球物理模型的复杂性,一般而言,地球物理模型无法以解析法得到解析解[1],因此,数值模拟方法在地球物理学中得到了广泛地应用,并以此,地球物理学家得到了许多经典的地电模型的电磁场分布数据.借助于这些电磁场分布数据,结合地电模型结构,我们可以初步建立电磁场数据与模型之间的对应关系.但对于复杂的模型来说,其电磁场分布也非常之复杂,在这种情况下,模型与电磁场数据之间的关系变得十分复杂,因此,需要一种高效的、准确的方法来建立模型与电磁模型之间的关系,这种方法即称为电磁模型的反演[2].目前而言,反演主要集中在完全2D 、3D 非线性模型上[3～5],在其中,3D 电磁场数值模拟是3D 电磁反演的核心引擎,因此反演与正演是相得益彰,互相促进的.限于篇幅,本文只讨论广泛应用于地球物理电磁场正演的有限差分[6～8],有限元[9,10],积分方程法[11,12]等,基于此的方法变种,如微分2积分法[13]等不具体讨论;对于反演来说,只讨论线性迭代法[14]、蒙特卡洛反演方法[3].而其它一些变种如微分2积分方法[13]等不具体论述.本文第一部分,讨论有限差分、有限元和积分方程法,分析其现有应用效果,其优点与缺点,基于此分析其发展趋势;第二部分详细论述反演算法的应用以及发展趋势,集中讨论线性化迭代法,蒙特卡洛地 球 物 理 学 进 展22卷非线性全局最优化方法等,分析其优点与缺点,并讨论解决当前阻碍其发展的解决方法,指出非线性反演的在电磁模型中发展趋势.表1 符号的意义T able1 The meaning of symbolsV Laplace算子ε介电常数μ磁导率σ介质电导率ω～角频率j ext外加电流σ～=σ-iωt复电导率e-iωt时间依赖常数E电场强度H磁感应强度E0初始电场强度H0初始磁感应强度r空间坐标V s体积A系统矩阵D空间维数X节点值向量B右边向量φ目标函数m目标模型δm模型增量λ罚函数因子J n×m灵敏矩阵H n×m海森矩阵i,n,k不清索引计数β调整因子M=N M模型集x模型参数w,v模型个体1 电磁场正演分析电磁正演模型的宏观控制方程为Maxwell方程,就其在频率领域的形式为[2]:Δ×H=σ～E+j ext,Δ×E=iωμH.(1)求解(1)式,便可获得H和E.对于绝大多数模型,(1)式只能够通常数值方法来求解,下面列举主要数值方法最新进展.1.1 有限差分法[4,7]有限差分(Finite-deference met hod,FDM)是最为古老的数值计算方法之一,其被用于应用地球物理邻域始于20世纪60代(Yee1966[7];Jones and Pascoe,1972[15];Dey and Morrison,1979[16]; Madden and Mackie,1989[17]),特别进入90年代,交错式样网格被广泛用于地电磁场的分析中来,使有限差分法步入全盛时期(Smit h and Booker, 1991[8];Mackie et al,1993,1994[18,19];Wang and Hohmann,1993[20];Weaver,1994[21];Newman and Alumbaugh,1995,1997[22,23];Smit h,1996a, b[24,25];Varent sov,1999[26];Champagne etal, 1999[27];Xiong et al.,2000[28];Fomenko and Mogi, 2002[29];Newman and Alumbaugh,2002[30]).有限差分的基本原理为:方程(Ⅰ)控制的模型被分为规则的网格,其规模为M=N x×N y×N z,N i为直角笛卡尔坐标系的坐标轴方向的节点距,电磁与磁场被离散到节点,并导致一些关于电磁场节点值的线性方程组,A FD X=B,A FD为3M×3M的复数、对称、大型、稀疏矩阵,X为3M长的各节点电场或磁场的三方向值的向量,B 为由j ext等激励和边界条件生成的长度为3M的向量.同上可知,有限差分的最大不足之处为,它要求模型能够被剖分成规则的单元如四边形,六面体等,严重制约了其在复杂地球物理模型中的应用;最大优点在于能够非常好的处理内部介质中电磁性差异引出的磁场与电磁不连续现象,这是由交错网格的基本性质决定.目前来说,作为电磁数值模拟方法的主导者,有限差分法(FD)正处于各向同性介质模型转向各向异性介质模型的升级(Weidelt,1999[31]; Weiss and Newman2002,2003[32,33]);正处于频率域电磁模型的模拟向时间域电磁模型模拟的空间转换,并借助于并行技术求解(Wang and Hohmann, 1993[20],Wang and Tripp,1996[34],Haber et al, 2002[35];Commer and Newman,2004[36]).1.2 有限单元法[4,8,9]有限单元法(Finite element met hod,FEM)并未广泛地被应用到地电磁场数值模拟计算当中来, FEM利用节点值与节点基函数来形成整个电磁场的分布.不同于FDM,FEM是基于电磁场的积分形28114期汤井田,等:地球物理学中的电磁场正演与反演式,它是由电磁场的微分形式通过Green等定理变换而得,通常也称有限法的解为微分形式的弱解.同于FDM,FEM最也形成大型,对称,复数,稀疏矩阵,A FE X=B.不同于FDM,FEM并不一定要求模型能够被剖分成规则单元,如三角形与六面体单元(其被理论与实践证明可以无限度精确地模拟地球物理模型),因此,FEM能够求解FDM不能够求解的复杂地球物理模型,并被应用于实际中(Reddy,1977[37] Coggen,1976[9];Pridmore,1981[38]Pasulsen, 1988[39]Boyce,1992[40]Livelybrooks,1993[41]Lager and Mur,1998[42]Sugeng,1999[43]unorbi,1999[44] Ratz,1999[45]Ellis,1999[46]Haber,1999[47]Zyserman and Santos,2000[48]Badea,2001[49]Mit subhata and Uchida,2004[50].由上可知,FEM不仅能够处理FDM能处理的简单模型,更能够处理复杂的模型,因此,FEM能够作为地电磁场数值模拟的通用者. FEM显然肯定一些不足之处:对于复杂的模型,其结果不能给人以绝对的信服,其解没有相应的误差分析,并且这种分析是非常之必要.FEM的发展趋势:(1)对复杂的模型给予相应的精确的误差分布,难以肯定结果的真实可靠性[24～30];(2)基于势理论的成长,电磁场借助于矢量势与(或)标量势的方程系统能够完美的代表电磁场分布,有限元求解这些系统是一种大势所趋[44,49,50].(3)虽然FD能够处理内部边界电磁场不连续现象,但是基于节点的有限元法不能处理此理解,从而给结果带来误差,基于边的矢量有限元能够很好的处理节点有限元的不足[43,50],因此,随着对误差的要求越来越小,矢量有限元将会越来越多的应用到地电磁场的分析中来.1.3 积分方程法[4,11,12]积分方程法实现了均匀导电半空间三维大地电磁响应的数值模拟.即求取张量格林函数积分时,采用二次剖分算法解决计算中奇异值问题,对于含有贝塞尔函数的积分项,利用结合连分式展开的高斯求积代替常规的快速汉克尔变换方法,确保了张量格林函数的正确计算并提高了计算精度.最后通过数值模拟结果的对比及模型试算验证了算法的正确性.积分方程法(Integral equation met hod,IE)把Maxwell方程变成Fredholm积分方程(Raiche, 1974[11,12])E(r)=E0(r)+∫V s G(r,r′)(σ～-σ～0)E(r′)dr′,(2)(2)式为电场表达式,此方程即为著名的散射方程(Scattering Equation,SE).(2)式中,E0(r)通常为已经项,G为3×3的Green函数在1D参考介质中矩阵,V s为(σ～-σ～0)不为0处的体积.通过离散化方程(2),产生线性方程组,AIEX=B为复数、密实矩阵.由此可见,IEM的主要优点为线性方程的维数相对FDM、FEM要小的多,可以快速求解模型;不足之处为,解的精度严重依赖于AIE的精确度,但一般来讲,AIE的精确无法得出有限保证,并且其本身也是一项十分耗时的工作.但是由于其速度快的优点,特别是在3D电磁模型计算中,被广泛地应用(Ting and Hohmann,1981[51];Wannamaker, 1984[52];Newman and HOhmann,1988[53];Hohm2 ann,1988[54];Wannamaker,1991[55];Dmit riev and Newmeyanova,1992[56];Xiong,1992[57];Xiong and Tripp,1995[58];Kauf man and Eaton,2001[59]).由于其速度快的原因,IE的发展趋势为求解三维大型、超大型基本电磁模型上面,由此可见,IE是所有电磁场数值模型中的效率快速者.积分方程法主要优点为,1.积分方程法只须对异常体进行剖分和求积,不涉及微分方法中的吸收边界等复杂问题,在三维电磁数值模拟研究中具有快速、方便等特点,与有限元和有限差分法相比,这种方法在模拟有限大小三维体电磁响应时更为有效,计算速度快,占用内存少因而积分方程法近年来受到人们的关注和重视,并取得较快的发展. 2.由于计算机的迅速发展,对异常体进行三维网格剖分和数值求积已变得越来越方便.同样的问题,用计算机计算的时间比以前大大降低.三维电磁响应数值模拟不再是“昂贵”和“费时”,从而可以成为一种廉价、快速、能推广的解释技术.1.4 频谱Lancsoz分解法[4]频谱Lancsoz分解法(Spectral Lancsoz Decompo2 sition Method,SLDM)是一种频率中非常有效的数值模拟方法(Druskin and Knizhernam,1994[60]; Druskin,1999[61]).特别是有模型多频率情况下的首先者,因为SLDM在求解多频模型所需时间与其它方法如FDM、FEM、IDM求解单频模型所需时间相当.SLDM由于其在多频模型模拟上的优点,算得上电磁场模型模拟中的高效者.目前而看,SDLM正转向各向异性模型的模拟(Wang and Fang,2001[62]),3811地 球 物 理 学 进 展22卷Davydycheva(2003)[63]提出了特别的电导率平均法与最优化网格法来减小网格大小与数目,从而加速了SDLM的速度,使其效率更上一层.综观上述各种数值模型方法,正演各种数值方法不外乎把地球物理模拟转化为复数,大型的线性方程组.因而如何快速、准确地求解此线性方程成为重中之重,在数据表明,此线性方程的求解时间约为总求解时间的80%[2].通常来说,由FEM、FDM、ID、SDL M等法生成的线性方程的条件数(Condi2tion Number,CN)非常之大(109-1012,Tamarch2enko,1999[64]),而求解速度与CN成正比,因此十分之有必要减小线性方程式的CN,从而加速成了方程组的预条件处理器(p reconditioners)的发展.在IEM方面,通常利用M ID E(modified iterative2dissipative met hod)来加快方程的收敛速度(Sing2er,1995[65];Pankratov,1995,1997[66][67];Singerand Fainberg,1995,1997[68][69];Avdeev and Zha2nov,2002[70]),通常与FDM法(Newman andAlumbaugh,2002[30])相对比,足见M IDE在ID中的作用,表2列出了IE与FD方法中各种预处理器的性能.表2 各种预处理器的性能,模型为三维感应测井(引用Avdeev(2002)[30])IE测试平台为PC P2350MH z,FD测试平台为IBM R S-6000590工作站T able2 The performance testing of differentpreconditioners,testing on3D induction loggingmodel(cited from Avdeev(2002)[30]).testing platform is PC P2350MH z for IE andIBM R S-6000590for FD正演方法网格大小N x×N y×N z=M频率(k Hz)预处理器迭代次数运行时间A(s)IE 31×31×32=30752101600MIDM72950500056332810L IN172121FD435334160J acobi60005686 4353345000J acobi12001101对于FDM、FEM、SLDM来说,最通常用预处理器则为J acobi,SSOR与不完全L U分解器(例如,M=25×22×21=11550,N bicgstab=396;T CPU= 18min在P31-Ghz PC上,Mit suhata and Uchida, 2004).另外,还有低感应数法(Low induction num2 ber,IN,Newman and Alumbaugh,2002[18])与多重网格预处理器等,表3、4列出L IN与J acobi处理器的测试性能.表3 IE法中的L IN与Jacobi处理器的测试性能,模型为3D感应测井模型的结果统计(采用Avdeev,2002[30]),本次Jacobi测试平台为P350MH z,LIN平台为IBM RS-6000590工作站T able3 The perform ance testing of L IN and Jacobi on IE method,testing models is3D induction logging models(cited from Avdeev,2002[30])Jacobi is tested on PC P2350MH z, L IN is tested on IBM RS26000590w orkstation预处理器迭代次数相对残差J acobi1 1.00E-035 2.00E-11L IN1 1.10E-011009.40E-051000 1.30E-10由上表各表定量分析可知,经预处理过的线性方程组不仅在收敛速度上加快,而且在精确度上也有所提高.因此,寻找最优的预处理器是今后地电模型电磁正演的发展趋势之一.2 电磁模型反演反演领域十分活跃,目前反演存在三个主要问题:(1)理论表明反演的收敛速度严重依赖于正演模型的精确,但目前正演的准确度仍然无法得以保证(Zhdanov,2000[70];Torres2Verdin and Ha2 bashy,2002[71];Zhang,2003[72]).(2)反演问题通常规模较大,通常需要在成千上万的节点上反演成千上万的参数.就目前而言,计算机速度较难以提供如此之动力.(3)地球物理模型的反演通常是非线性的、病态的,这有增加了数值模拟上的困难,结果很难以收敛到精确解,只可以把误差控制在一定的范围之内.非线性成倍增加了反演的计算负担,使反演很难在完全现实的状态中完成.(4)反演存在非唯一性、非稳定性,要解决此困难,通常要包括稳定罚顶(Stabilizing Penalty Func2 tion,SPF,Tikhonov and Arenin,1977[73]);通常SPF依赖于先念信息,可影响解的平稳性、精确性等等(Part niaguine and Zhdanov,1999[74];Sasaki, 2004[75];Heber,2005[76]).因此,选取合理的SPF 在反演过程是十分重要(Farquharson and Olden2 burg,1998[77]).因此,完全反演将会是十分活跃的领域,以下为48114期汤井田,等:地球物理学中的电磁场正演与反演当前反演的主要方法和最新进展.2.1 线性化迭代法线性化迭代法(linear iterator met hod,L IM)地电磁模型反演算法中最为古老的方法(Eato n,1989[78]),在其产生的10之中,发展较为缓慢.非约束非线性最优化(Unconst rained nonlinear optimi2zation,Nocedal and Wright,1999[79])思想的引入使得L IM得到快速发展,数学理论的完善更是推动了L IM的进步.L IM的标准迭代公式可表示为:φ(m,λ)=φd (m)+λR(m)→m,λmin,(3)一般来讲,要求解(3)式的最小值值问题,可应用非线性牛顿迭代性(nonlinear Newto n2type itera2 tions,NN I;如,Newton Iterations,N I、Gauss2 Newton Iterations,CN T、quasi2Newton Iterations, QN I)求解模型空间参数.一旦(3)式得到了满足,得是反演具休来说,在每的最优模型.L IM算法描述如下:Step1:初始化模型参数。
岩土工程专业词汇
一。
综合类geOenv。
cn，blog1.geotechnical engineering岩土工程2。
foundation engineering基础工程3。
soil, earth土4.soil mechanics土力学cyclic loading周期荷载unloading卸载reloading再加载viscoelastic foundation粘弹性地基viscous damping粘滞阻尼shear modulus剪切模量5。
soil dynamics土动力学6.stress path应力路径7。
numerical geotechanics 数值岩土力学二。
土的分类1。
residual soil残积土groundwater level地下水位2。
groundwater 地下水groundwater table地下水位3.clay minerals粘土矿物4.secondary minerals次生矿物5。
landslides滑坡6.bore hole columnar section钻孔柱状图7.engineering geologic investigation工程地质勘察8.boulder漂石9。
cobble卵石10.gravel砂石11.gravelly sand砾砂12。
coarse sand粗砂13。
medium sand中砂14.fine sand细砂15。
silty sand粉土16.clayey soil粘性土17。
clay粘土18.silty clay粉质粘土19。
silt粉土20.sandy silt砂质粉土21。
clayey silt粘质粉土22。
saturated soil饱和土23。
unsaturated soil非饱和土24。
fill (soil)填土25。
overconsolidated soil超固结土26。
normally consolidated soil正常固结土27.underconsolidated soil欠固结土28。
面板堆石坝填筑方案
目录1.目的及实施组织 (1)1.1 目的 (1)1.2 实施组织 (1)2.编制依据 (2)2.1设计图纸 (2)2.2技术规范 (2)3.工程概况 (3)3.1概述 (3)3.2工程量 (4)3.3里程碑工期 (4)3.4相邻混凝土建筑物的施工进度 (5)4.施工布置 (6)4.1施工分段 (6)4.2碴场和暂存料场布置 (7)4.3施工道路布置 (8)4.4现场办公室布置 (9)4.5现场机械停放场布置 (10)4.6施工水电及通讯布置 (10)5.施工程序及施工进度 (11)5.1施工程序 (11)5.2施工进度计划及强度安排 (12)5.3主要施工机械配备 (13)5.4人力资源配备 (14)5.5主要施工材料 (14)5.5施工进度管理 (15)6.料源规划和坝料制备 (20)6.1料源规划 (20)6.2坝料制备 (20)6.3.资源配置 (24)7.坝体填筑施工方法 (25)7.1总体施工顺序 (25)7.2使用的主要施工机械 (25)7.3填筑前基础处理 (26)7.4坝体填筑分期分块 (26)7.5坝体填筑施工方法 (29)7.6资源配置 (35)8.填筑质量检查频率 (36)9.堆石体内安全监测仪器埋设 (37)10.质量管理措施 (37)10.1 质量管理依据和目标 (37)10.2 坝体填筑质量控制的主要项目 (38)10.3 坝体填筑质量管理流程 (39)10.4 质量保证措施 (40)11.附件 (41)右岸混凝土面板堆石坝坝体填筑施工方案1.目的及实施组织1.1 目的为使右岸混凝土面板堆石坝坝体填筑的施工工序与施工过程处于受控状态，准确体现设计意图，满足合同规范、规程和当地法律所涉及的质量、安全和环保要求，按计划给后续工程提供合格工作面，确保实现里程碑工期及总进度要求，特编制本方案。
本方案为包括基础处理在内的CFRD填筑施工。
趾板、砼面板和防浪墙的施工方案将单独递交。
(整理)大地测量中的英文翻译.
大地测量中的英文翻译02.001 大地测量geodetic surveying02.002 几何大地测量学geometric geodesy02.003 椭球面大地测量学ellipsoidal geodesy02.004 大地天文学geodetic astronomy02.005 物理大地测量学(又称“大地重力学”)physical geodesy 02.006 空间大地测量学space geodesy02.007 卫星大地测量学satellite geodesy02.008 动力大地测量学dynamic geodesy02.009 海洋大地测量学marine geodesy02.010 月面测量学lunar geodesy，selenodesy02.011 行星测量学planetary geodesy02.012 天文大地网(又称“国家大地网”) astro--geodetic network 02.013 参考椭球reference ellipsoid02.014 贝塞尔椭球Bessel ellipsoid02.015 海福德椭球Hayford ellipsoid02.016 克拉索夫斯基椭球Krasovsky ellipsoid02.017 参考椭球定位orientation of reference ellipsoid02.018 大地基准geodetic datum02.019 大地坐标系geodetic coordinate system02.020 弧度测量arc measurement02.021 拉普拉斯方位角Laplace azimuth02.022 拉普拉斯点Laplace point02.023 三角测量triangulation02.024 三角点triangulation point02.025 三角锁triangulation chain02.026 三角网triangulation network02.027 图形权倒数weight reciprocal of figure02.028 菲列罗公式Ferreros formula02.029 施赖伯全组合测角法Schreiber method in all combinations02.030 方向观测法method of direction observation，method by series 02.031 测回observation set02.032 归心元素elements of centring02.033 归心改正correction for centring02.034 水平折光差(又称“旁折光差”) horizontal refraction error 02.035 基线测量base measurement02.036 基线baseline02.037 基线网base network02.038 精密导线测量precise traversing02.039 三角高程测量trigonometric leveling02.040 三角高程网trigonometric leveling network 02.041 铅垂线plumb line02.042 天顶距zenith distance02.043 高度角elevation angle， altitude angle02.044 垂直折光差vertical refraction error02.045 垂直折光系数vertical refraction coefficient 02.046 国家水准网national leveling network02.047 精密水准测量Precise leveling02.048 水准面level surface02.049 高程height02.050 正高orthometric height02.051 正常高normal height02.052 力高dynamic height02.053 地球位数geopotential number02.054 水准点benchmark02.055 水准路线leveling line02.056 跨河水准测量river－crossing leveling02.057 椭球长半径major radius of ellipsoid02.058 椭球扁率flattening of ellipsoid02.059 椭球偏心率eccentricity of ellipsoid02.060 子午面meridian plane02.061 子午圈meridian02.062 卯酉圈prime vertical02.063 平行圈parallel circle02.064 法截面normal section02.065 子午圈曲率半径radius of curvature in meridian02.066 卯酉圈曲率半径radius of curvature in prime vertical02.067 平均曲率半径mean radius of curvature02.068 大地线geodesic02.069 大地线微分方程differential equation of geodesic02.070 大地坐标geodetic coordinate02.071 大地经度geodetic longitude02.072 大地纬度geodetic latitude02.073 大地高geodetic height，ellipsoidal height02.074 大地方位角geodetic azimuth02.075 天文大地垂线偏差astro—geodetic deflection of the vertical 02.076 垂线偏差改正correction for deflection of the vertical02.077 标高差改正correction for skew normals02.078 截面差改正correction from normal section to geodetic02.079 大地主题正解direct solution of geodetic problem02.080 大地主题反解 inverse solution of geodetic problem02.081 高斯中纬度公式Gauss mid—latitude formula02.082 贝塞尔大地主题解算公式Bessel formula for solution of geodetic problem02.083 高斯一克吕格投影Gauss－Kruger projection又称“高斯投影”。
工程英语常用词汇
工程英语常用词汇（李振委）A安全带safety belt安全岛refuge island安全负责人safety manager安全系数safety coefficient, safety factor, coefficient of safety, factor for safety安全网protecting net安装installation, mount, erection fixing, erect安装夹片installing strand taper安装减振装置installation vibration absorber胺固化环氧树脂amine cured epoxy resin按合同条款规定，提供第三方责任险Third Party Insurance under the Contract按合同条款规定，提供建筑工程一切险Construction All Risks Insurance under the Contract 案秤counter scale凹形竖曲线concave vertical curveB八字形桥台flare wing wall abutment拔制钢拉制钢/ 冷拉钢. Drawn Steel拔桩机pile drawer摆式摩擦系数测定仪pendulum coefficient of friction tester摆式仪portable pendulum tester百米桩hectometer stake板桥slab bridge板式橡胶支座plate type rubber bearing板桩sheet pile板桩围堰sheet pile cofferdam, sheeting cofferdam半刚性基层semi-rigid type base半填半挖式路基cut and fill road bed, part-cut part-fill subrade半压力式涵洞inlet submerged culvert绑扎band, banding拌和法mixing method拌和站mixing station薄壁空心墩thin-shelled tubular structure饱和土saturated soil保护套protector保护罩guard保温护道thermal insulation保险费insurance保证施工进度guarantee construction process暴雨强度intensity of rainstorm爆孔填塞；夯实tamping爆破飞石flying stone爆破漏斗blasting crater爆破作用圈acting circles of blasting爆炸explosion贝雷桁架Bailey truss贝雷片Bailey tablet泵车pump truck泵送混凝土pump concrete, pumpcrete(立体交叉)泵站排水drainage by pumping station比较线alternative line比重瓶density bottle便道temporary/detour road, acess road, pavement, sidewalk便桥，临时性桥temporary bridge便桥auxiliary bridge边跨side span边跨现浇段边腹板side web, edge slab边沟side ditch, side drain, intercepting ditch边坡side slope, bank边坡平台plain stage of slope边坡坡度grade of side slope边坡坍塌slope collapse/slough/cave/caving边室edge ventricle变截面variable cross section变截面梁beam of variable cross section变坡点grade change point变速车道speed-change lane变形deformation变压器transformer标段，标块bid package标价bid price标书bidding document标书邀请书（函）IFB (invitation for bid)标志mark标柱guard post标准电动击实仪standard automatic compaction device标准阶段standard stage标准轴截standard axial loading(沥青)表面处治bituminous surface treatment表面总面积aggregate superficial area变截面变高度单箱三室截面cross-section of single box with three holes 变形deformation变形观测deformation/deformed/strain observation变坡点grade change point玻璃胶General-Purpose Sealant玻璃纤维fibre glass波纹管卷制机wave-formed pipe making machine驳船；浮船；浮桥pontoon补强层strengthening layer部分预应力混凝土partially prestressed concrete不可抗拒的因素irresistible factor不离析混凝土cohesive concrete不均匀沉降differential settlement不透水impervious布料杆distributing boom, placing boom（平面）布置图layout chartC财务负责人financial manager财务能力financial resources财务状况financial Situation财务总监chief financial director材料场yard of materials材料试验检测设备material testing and inspection equipment材料损耗material wastage采石工程quarry engineering插入式（混凝土）振捣器immersible (concrete) vibrator, poker vibrator 柴油锤，柴油打桩锤diesel hammer柴油机；柴油引擎diesel engine拆模form removal拆除demolition拆除模板formwork removal槽钢iron channel, box iron, steel channel, channel beam, through iron槽钢拉杆channel tie槽式台座through bed操作规程operating rules操作手册operation manual操作指示operation instruction参加公开投标on public work参加投标on the work参数parameter(s)侧带curb side strip侧向土压力lateral earth pressure侧压力，测向挤压lateral compression, side pressure测回法method of observation set测距仪range finding apparatus, telemeter插入式plug-in type插入式震捣器poker vibrator插图；插页inset超车车道overtaking lane超大体积super volume超高superelevation超高缓和段superelevation runoff超固结overconsolidation超前支护advance support超声波裂缝检测ultrasonic crack detection超声波探伤仪ultrasonic flaw detector超声波测试ultrasonic testing超声波无损检测supersonic flaw detecting超声法ultrasonic method超挖overexcavation超载预压surcharge preloading超张拉over stretching/tensioning潮湿dampness铲；铲土机shovel铲运机scraper场内便道off-street detour/temporary road长杆贯入仪penetration test apparatus长石砂岩arkose长石石英岩arkose quartzite长线台座先张法tensioning technique with longline bed 厂拌法plant mixing method厂家manufacturer厂矿道路factories and mines road厂内道路factory-in road厂外道路factory-out road瓷砖镶面ceramic tile facing测点observation point侧面图side elevation测量工程师Survey engineer测量、检测实验设备survey and testing lab equipment 测站instrument station次高级路面sub-high type pavement次坚石或坚石hard or relatively hard rock层铺法spreading in layers车辙试验wheel tracking test车道lane车道宽度lane-width车流vehicle stream车(辆)间净距vehicular gap车行道(行车道) carriage way车头间距spa head way车头时距time headway衬砌tunnel lining衬砌隧洞lined tunnel衬砌台车Lining machine承包工程contract for projects承包人/商contractor承包商，承包方contractor承包人驻地建设construction of the contractor’s camp 承台platform, bearing platform承托haunch承重梁spandrel girder承载板loading plate承载板试验loading plate test承载力; 承重能力；承载能力bearing capacity/force沉淀settle沉井open caisson沉井施工法，沉井法open caisson method沉降subside, settlement沉降；下沉；坍subsidence沉降缝settlement slot沉降观测settlement obvation/measurement沉陷subsidence沉埋法immersed tunneling method沉桩driven pile撑杆；支撑brace城市道路city road, urban road城市高架桥快速干道elevated urban expressway成本控制, 造价控制cost control成孔直径drilling diameter(城市)次干路, (厂内)次干道secondary trunk road尺寸dimension(沥青混合料)抽提仪bitumen extractor冲孔punching hole冲击荷载impact load冲击频率impacting/impact frequency冲刷系数coefficient of scouring冲突点conflict point(土的)稠度界限consistency limit (of soil)初步设计preliminary design初步预算preliminary budget初测preliminary survey初次埋置深度primary bury length/ embedded depth……初凝initial set粗集料coarse aggregate出境交通outbound traffic出行trip除雪机snow plough除锈derust触探试验cone penetration test畜力车道cattle-pass穿心式千斤顶through-bore jack传感器sensor, transductor传力杆dowel bar传力杆合缝钢条dowel steel/bar创建文明工地building civilized site/field锤重hammer weight错车道passing bay错台faulting of slab ends错位slab staggering错位交叉staggered junctionD搭接焊缝overlap weld打虏机rammer打桩机piling machine, pile driver打桩机导向柱pile driver lead大地测量geodetic survey大风wind大块混凝土mass concrete大块混凝土墙mass concrete wall大理石贴面marble facing大模板large panel formwork大体积混凝土，大块混凝土mass concrete大体积混凝土结构（建筑物）bulk concrete structure 大型预制混凝土板large cast (concrete) panel大修heavy maintenance大样图enlarged detail大中修周期maintenance period袋装砂井jute fibre drain, pack drain, packed drain袋装砂井排水法drainage by sacked sand wells袋装水泥bag of cement, bagged cement, sacked cement 带肋钢筋ribbed bar, ribbed steel bars单代号网络图event diagram单斗挖掘机single funnel grab单根张拉mono-strand stretching单轨吊车，电动葫芦，电葫芦electric block单价（元）unit rate (yuan)单索桥mono-cable bridge单索面斜拉桥cable stayed bridge with a single central单索面双排索single plane dual cable单筒快速电动卷扬机single roller fast electric windlass 单向推力墩single direction thrusted pier单向匝道one-wayramp单位unit单位价格unit rate单位工程unit work单位重量unit weight担保，保证人surety(厂矿道路)挡车堆anti-creep heap挡土墙；护土墙retaining wall, earth-retaining wall捣固机；夯土机tamper导爆（火）索blasting fuse导洞法pilot method导管法tremie method导流岛channelization island导火线fuse导梁法erection by launching girder导线traverse导线测量traverse survey导向滑架guided carriage导向架倾角direct/direction/directional导向轮guide wheel道口铺面paved crossing道口限界架boundary frame on crossing道路road道路服务水平level of service道路工程road engineering道路荷载highway loading道路技术标准technical standard of road道路交叉(路线交叉) road intersection道路交通规划traffic planning道路建筑限界boundary line of road construction道路净空界限highway clearance limit道路基层road base道路面层road deck道路路线route of road道路绿化road planting道路线形road alignment道路限界架boundary frame on road(城市)道路面积率road area ratio道路轴线road axis道路网road network道路网规划road network planning道路(网)密度density of road network道路照明设施lighting facilities of road道路中线center line of road道路专业工程师Road engineer倒虹涵siphon culvert等高线isohypse, contour line等级道路classified road等级公路classified highway等截面梁uniform beam, beam with constant cross section狄法尔磨耗试验机(双筒式磨耗试验机) Deval abrasion testing machine 底板base slab/plate, bedplate底基层（底层）bottom course底模counter die底模板soffit formwork低级路面low type pavement低热硅酸盐矿渣水泥low heat Portland blast furnace slag cement低热硅酸盐水泥low heat Portland cement低松弛钢绞线low-relaxation steel strands第5合同段Contract No. 5 或C5第100章Chart 100地表水surface water地基subsoil地基沉降，地基沉陷foundation settlement地基加固foundation stabilization地基容许承载力allowable bearing capability of foundation soil地基摩擦力subgrade friction地沥青asphaltic bitumen地面控制点测量ground control-point survey地面立体摄影测量ground stereophotogrammetry地下水underground water地下水位water table level地形图topographic地震earthquake地震烈度earthquake intensity地质钻探geologic drilling跌水drop water顶板crown/ head plate, top slab/plate顶入法jack-in method顶推法incremental launching method顶推法施工incremental launching method顶推设备incremental launching jacking mechanism定测location survey定额quantum定期养护periodical maintenance定线location of line定向式立体交叉directional interchange定位调节螺丝adjusting screw点速度spot speed垫层underlayer垫片packing piece顶推力jacking force低松弛高强度环氧树脂喷涂钢绞线索steel wire with low laxity and high intensity sprayed with epoxy resin低水化热地理学geography地梁ground beam地脚螺栓；定位螺栓；压紧螺栓holding down bolt地貌topographic feature地面承载力ground bearing pressure地面高程ground elevation地下水ground water地下水位ground water level, underground water level地形topography地形测量topographic survey地形图relief map, topographic map地物culture地震震度earthquake intensity地震系数seismic coefficient地质工程师Geological engineer(道路)地质剖面图geological section(道路)地质柱状图boring log地质状况geological condition垫层bed course, bedding course电power5～6级电动多级水泵5～6 grade electric multi-level water pump电动插入式混凝土振捣器electric insert-type concrete vibrator电动单击electric single striking电动附着式振动器electric external vibrator电动滚筒式搅拌机electric roller type mixer电动混凝土搅拌机electric concrete mixer电动混凝土输送泵electric concrete pump电动机功率motor power deficiency电动卷扬机electric winch电动凿岩机electric rock drill电工electrician电弧焊接arc welding电极；焊条(焊枝) electrode电缆cable, wire, electrical cable电雷管electric detonator电脑辅助设计设施computer aided design (CAD)facilities电源power source电子测距仪electronic distance电子经纬仪electronic transit吊臂起重机derrick crane吊车荷载crane load吊杆boom吊钩，吊环hoisting ring吊机；起重机；吊车crane吊机吊装法erection by hoisting machine吊架lifting frame吊架；吊hanger吊索sling吊索塔架拼装法method of assembling steel truss by cantilever with tower and stay cables 吊重及配件类Hoist & Accessories调索冬季施工winter construction洞口tunnel opening洞口坡面防护slope protection at tunnel portals洞门tunnel portal洞身开挖tunnel excavation动态管理dynamic management动员周期the periods of the ``````` mobilization冻板道路freeze road冻融试验freezing and thawing test冻土frozen soil镀锌zinc plating镀锌钢管galvanized steel pipe镀锌铁管galvanized iron pipe/ tube渡口ferry端承桩，支承桩point bearing pile端横梁end floor beam端模end mould断背曲线broken-back curve断缝broken joint, breaking joint断链broken chain断丝break of wire断面渐变段transition zone of cross section断面尺寸cross-sectional size断面图section diagram断面图，截面图，剖面图sectional drawing墩帽pier capping墩身pier (shaft)墩柱pier column盾构(盾构挖掘机) shield盾构法shield tunneling method盾构掘进机tunneling shield machine堆载预压preloading对称结构symmetric construction对称轴axis of symmetry对中装置equipment of centering对准；调直；定线align多岔交叉multiple-leg intersection多孔箱形梁multi-cell box girder多跨刚架桥multiple-span rigid frame bridge多跨连续梁multi-span beam多年冻土(永冻土) permafrost多室箱梁box girder with multiple cellsE 二次搅拌的混凝土remixed concrete二次清孔secondary hole trimming二次抛物线secondary parabola二次注浆法, 二次灌浆法twice grouting method 二等水准测量secondary levelingF 法兰连接，法兰接头flange joint法兰盘，翼缘板flange plate法人资格qualification of legal representative发电机generator发电设备power generating equipment(道路工程)方案图road project方向角direction angle方位角azimuth angle方桩基础pile foundation翻斗车skip car翻浆frost boiling翻模alternate form翻转模板turnover forms反铲挖掘机backhoe excavator, backhoe shovel 反铲液压挖掘机hydraulic backhoe excavator反铲装载机backhoe loader, backhoe-loader反坡安全线adverse grade for safety反射棱镜reflected prism反射裂缝reflection crack反向曲线reverse curve反压护道loading berm泛油bleeding防潮damp proofing防腐油脂anticorrosion grease防护层，保护层protection coat防护栅safety fence(厂矿道路)防滑堆antiskid heap防滑处理deslicking treatment防沙设施sand protection facilities防渗impermeable防水混凝土waterproof concrete防水与排水waterproofing and drainage防松压板blocking/block/check防炫屏(遮光栅) anti-dazzling screen防雪设施snow protection facilities防撞墩protection from mud and rock flow防撞栏；护栏crash barrier防撞系统fender system放炮，爆破blasting放线lineation放样template making放样；开线；测定；定线setting out非互通立体交叉（立体交叉）grade separation非弹性变形inelastic deformation费用分析表Costs Analysis sheets分包工程合约sub-contract分包合约承办商；次承建商sub-contractor分包人/商:Sub-contractor分别承包合同segregated contract分层回填backfilling in layers分层铺筑（施工）layer construction分道转弯式交叉口channelized intersection分隔带lane separator, separator；central reserve分隔设施separate facilities分隔式立体交叉interchange with special bicycle track 分级张拉stepped tensioning分离式立交grade separation without ramps分两层进行浇筑cast in two layers分流diverging分配梁allocation beam分项工程the work items分项工程进度表programme chart of subdivisional work 粉沙层silty sand layer粉煤灰；飞灰；煤灰pulverized fuel ash (PFA)粉性土silty soil封层seal coat封顶closure of ring, close the top封锚sealing anchorage风荷载load due to wind pressure, wind loading浮桥ferry bridge, pontoon bridge, floating bridge浮力buoyant force浮箱buoyant box浮运架桥法erecting by floating扶壁式挡土墙counter-fort retaining wall扶壁式桥台counter-fort abutment浮吊，浮式起重机barge crane浮式沉井floating caisson浮运架设法erection by floating辅道relief road辅助墩auxiliary pier俯视图，平面图plan view覆盖层overburden layer, covering, coating覆盖酒水养护cover maintenance负弯矩negative moment腹板web腹拱spandrel arch复拌沥青混合料摊铺机asphalt remixer复曲线compound curve附加车道auxiliary lane附属工程ancillary works附属设施ancillary facilities附着力adhesive force附着式振动器adhibiting vibrator附着式振动器有效作用范围effective action range of external vibratorG改建项目alteration project改路、改河、改渠挖方excavation for changing course of roads, rivers and drainage ditches 改善工程road improvement盖板涵slab culvert盖梁bent cap, bent-cap干密度dry density干线公路arterial highway干硬性混凝土dry concrete岗位职责the responsibility钢板steel plate钢板桩metal/steel sheet pile钢材Steel Products钢材剖面Steel Profile钢锭的整修Dressing Of Steel Ingots钢度steel degree钢杆Steel Pole钢管steel pile钢管拱pipe arch钢管混凝土concrete filled steel tube, concrete-filled steel pipe钢管桩贝雷支架支撑steel pile supported by Bailey scaffolding/bearer/isolator/support钢管支架steel support钢管柱steel pipe column钢管桩steel pipe/tube pile钢桁梁steel truss girder钢－混凝土组合梁steel-concrete composite beam (girder)钢架锁脚锚杆steel frame foot anchor bolt钢架支护steel frame supporting钢绞线steel strand, oire rope, stranded wire钢结构steel structure钢筋steel, reinforcing bar, reinforcement, reinforcing steel bar钢筋绑扎tying of reinforcement钢筋保护层的最少厚度minimum cover of reinforcement钢筋工reinforcement worker(预应力)钢筋拉伸机steel extension machine(预应力)钢筋冷镦机steel bar headin press machine钢筋笼steel reinforcement cage, reinforcement cage钢筋棚steel shed钢筋砼；钢筋混凝土reinforced concrete钢筋混凝土reinforced concrete (RC)钢筋混凝土板桩围堰cofferdam of reinforced concrete sheet pile钢筋混凝土盖板reinforced concrete slab钢筋混凝土路面reinforced concrete pavement钢筋混凝土箱涵reinforced concrete box culvert钢筋混凝土桥reinforced concrete bridge钢筋挤压接头rebar welded joint of reinforcing bar钢筋截断器bar cropper钢筋切断机steel bar shears钢筋调直机（器）steel bar straightener钢筋砼盖板涵reinforced concrete cover culvert, tunnels of reinforced concrete cover board 钢筋弯折机bar bender钢筋网fabric reinforcement, bar mat, steel fabric, reinforcement mesh钢筋网喷射混凝土mesh reinforced shotcrete钢梁杆件拼装assembling steel truss from members钢模steel mould钢模板sheet steel form钢丝steel wire钢丝绒steel wool钢丝绳wire rope, steel wire rope钢锚箱steel anchor box钢桥steel bridge钢套箱steel case钢纤维fiber steel钢纤维混凝土steel fiber concrete钢支柱Steel Prop刚度rigidity, stiffness刚构（刚架）桥rigid frame bridge刚性inflexibility刚性吊杆rigid suspender刚性构架braced frame刚性连接fixed joint刚性路面；混凝土路面rigid pavement刚性基层rigid-type base杠杆弯沉仪beam level deflectometer盖梁cap beam, bent cap, coping概述general description, introduction高标号混凝土high grade concrete, high-strength concrete高标号水泥cement of high index高差elevation difference高程altitude: 一个物体在给定的基准面(如地基,地面或海面)以上的垂直高度很高高程(标高) elevation高度误差altitude error高峰小时交通量peak hourly volume高级路面high type pavement高架桥elevated bridge高架桥桥墩viaduct pier高架轨道elevated trackway高架行人路elevated walkway高抗冲聚苯乙烯排水板high erosion resistant EPS drainage board高跨比high-to-span ratio高效减水剂high range water reducer高性能混凝土high performance concrete高速道路；高速公路freeway, motorway, expressway, highway高速公路匝道freeway ramp高强钢丝high tensile wire高强螺栓high strength bolt高桩承台high-rise pile cap, elevated pile footing (foundation)告示牌；招牌sign格栅grating隔水层aquifuge隔温层thermal insulating course隔音板acoustic lining隔音墙acoustic更新的信息updating of information耕植土0.3m (clearing) 0.3m thick top soil功能栽植function planting公交(车辆)停靠站bus bay ；parking station公路highway公路定线route location公路工程技术标准technical standard of highway engineering公路界限highway boundary line公路景观设计highway landscape design公路路线highway公路排水highway drainage公路桥梁设计规范Standard Specifications for the Design of Highway Bridge and Culvert 公路线形highway alignment公路选线route selection公路自然区划climatic zoning for highway工程地质勘探engineering geologic exploration工程调度engineering coordinator工程队construction brigade工程技术规范engineering technical design specification工程交竣工管理project acceptance and as-built management工程进度表progress chart工程进度计划project schedule工程量work amount工程量清单bill of quantities工程评价和审查技术PERT工程说明project identification工程细目pay items of the project工程招标管理project bidding management工程造价管理management of construction costs工地供水、供电field water and electricity support工地指令site instruction工作基点job foundation工、料、机labor, material and equipment公路铁路两用桥highway and rail transit bridge(路用)工业废渣industrial solid waste工业废渣基层industrial waste base course工业区道路industrial district road工字钢flange beam, I-beam工作平台working platform拱涵arch culvert拱上侧墙spandrel wall拱上结构spandrel structure拱桥arch bridge拱圈arch ring拱胀blow up构件，杆件member构件支撑element support箍筋stirrup估算汇总表Estimate Summary sheet骨材；集料；碎石aggregate骨材级配aggregate grading骨料aggregate骨架skeleton固结consolidation固定端fixed end, restrained end固定螺栓holding bolt固定支座fixed bearing固结灌浆（隧道洞周围）envelop grouting挂索suspending cable挂篮悬浇suspending crane关键构件；临界构件critical element关键路线critical path关键路线法，关键路线（径）法CPM (critical path method) 关键路径网络网CPN (critical path network)管道duct管道排水pipe drainage管涵pipe culvert管理费management expenses, cost of operation管棚pipe-shed管棚法tunneling with pilot pipes管式涵洞，涵管，管涵pipe culvert管线综合设计under-ground pipes comprehensive design灌浆；灰浆；水泥浆；浆液grout贯入法penetration method灌注；现场浇筑cast-in-place灌注桩cast-in-situ borehole pile灌注混凝土concreting光轮压路机smooth tyred roller光面爆破挖石方rock excavation by smooth blasting光圆钢筋(I 级) plain round bar (grade I), plain round steel bars 轨道track, rail, orbit轨道平车railway trailer规范要求normative/specification requirements规范变更通知specification change notice过度套过境交通through traffic过湿土excessive wet soil过水路面ford国道线national road国家干线公路(国道) national trunk highwayHH 形钢，工字梁H beam哈弗管Hubbard-Field pipe海平面geoid surface含腊量试验paraffin content test含水量moisture capacity/content, water carrying, water content 涵洞，下水道，阴道culvert焊工welder焊接钢筋网weld bar-mesh reinforcement焊强剂acceleration admixture焊条electrode航道navigation channel航道净空navigation clearance航空摄影测量aerial photogrammetry航摄基线aerophoto base航摄像片判读aerophoto interpretation航线navigation strip和易性workability合成坡度resultant gradient合格性Eligibility合价（元）amount (yuan)合拢段closure section合流converging合约；合同contract合约说明contract description合同contract合同工期contract period合同号contract No.荷载load荷载组合loading combinations河堤levee核子密度仪nuclear density instrument黑铁皮Black Steel Strapping横撑transverse brace横撑，龙筋joist bridging横撑型钢transverse brace shaped steel横道图bar chart横断面图transverse section横梁cross beam, beam, transverse beam横坡cross slope, transverse slope桁架truss桁架拱桥braced spandrel arch bridge, trussed arch bridge桁架桥truss bridge桁梁braced girder横缝transverse joint横隔梁cross beam横隔板diaphragm, transverse diaphragm, cross slab, diaphragm plate横截面cross section横截面积cross sectional area横断面测量cross-sectional survey横断面图cross-sectional profile(平曲线)横净距lateral clear distance of curve横向限动块lateral stopper横坐标轴axis of abscissa衡重式挡土墙balance weight retaining wallHDPE护套及索箍HDPE sheath and cable clamp红白警示带Hazard Warning Tape (Red & White color)红粘土red clay红外线电子测距仪infra-red electronic distance measurement device洪水floods后拉法；后加拉力post-tensioning后张法post-tensioning method后张法施工工艺post tensioning procedure后张法预应力钢绞线post-prestressed steel strand后张法预应力混凝土结构post-tensioned prestressed concrete structure 后张混凝土梁post-tensioned concrete beam后张预应力post-tensioned prestressing护肩及护脚shoulder and footing protection护栏guard railing/rail/fence, guardrail, protecting fence护林防火道路protection forest fire-proof road护路林shelter belt护面墙facing wall护墙guard wall护筒pile casing护坡slope protection护坡道berm护桩reference stake互通式立体交叉interchange, traffic interchange花岗石；花岗岩granite滑轮；滑车pulley滑轮组；滑车组pulley block滑轨slide rail/ track滑模，滑模施工slipform滑丝slip wire划线marking活动支座expansion bearing环保水保负责人environmental and water protection manager环道试验circular track test环形辐射式道路系统ring and radial road system环形交叉rotary intersection；roundabout环形立体交叉rotary interchange 环形匝道loop ramp环氧沥青epoxy asphalt环氧沥青混凝土epoxy asphalt concrete环氧砂浆epoxy mortar环氧树脂epoxide resin, epoxylite, epoxy, epoxy resin环氧树脂黏合剂epoxy adhesive缓和坡段transitional gradient缓和曲线transition curve缓凝剂；减速剂retarder缓凝剂retardant换填replacement fill黄土loess回车道(回车场) turnaround loop回砂road improvement回砂机sand sweeping equipment回填；回填土backfill, back fill, back-filing, back filled earth回填方backfill回填土压实，回填虏实backfill consolidation回弹模量modulus of resilience, rebound modulus回弹弯沉rebound deflection回弹仪rebound apparatus回旋钻机clothoid drill, whirling driller回头曲线switch-back curve；reverse loop回转半径，转动半径radius of gyration活动吊篮movable basket for inspecting bridge girders or trusses混合交通mixed traffic混合式道路系统combination-type road system混合料mixture混合用料比例；混配比例mix proportion混凝土拌合厂；混凝土搅拌楼concrete mixing plant混凝土泵concrete pump混凝土泵车concrete vehicle混凝土的流变性rheological behavior of concrete混凝土等级，标号concrete grade, grade of concrete混凝土电热养护electric curing of concrete混凝土工concreter混凝土离析segregation of concrete混凝土龄期age of concrete混凝土路面，水泥路面concrete pavement混凝土护壁衬砌form liming for protecting concrete wall混凝土护坡concrete slope protection混凝土缓凝剂concrete retarder混凝土混和机；配料厂batching plant混凝土混合物；混凝土拌合料concrete mix混凝土混合机；混凝土搅拌机concrete mixer混凝土集料，混凝土骨料concrete aggregate混凝土搅拌车agitating lorry混凝土搅拌机concrete mixer混凝土搅拌运输车concrete agitator, concrete truck mixer混凝土搅拌输送不料泵车truck mixer with concrete pump and placing boom 混凝土搅拌站（楼）concrete batch plant混凝土抗滑桩基础concrete anti-slide pile foundation混凝土可泵性pumpability of concrete混凝土抗渗标号，混凝土抗渗等级grade of concrete against infiltration混凝土流动性mobility of concrete混凝土耐久性concrete durability混凝土配合比设计design of concrete mix混凝土强度等级/标号strength grade of concrete混凝土输送泵concrete transportation pump混凝土箱涵soil-ground reinforced concrete box culvert混凝土箱梁concrete box beam混凝土强度concrete strength混凝土收缩损失loss due to shrinkage of concrete混凝土双向应力强度strength of concrete under triaxial stresses混凝土徐变损失loss due to creep of concrete混凝土外加剂concrete admixture混凝土应力concrete stress混凝土震捣器(混凝土振动器) concrete vibrator混凝土质量合格控制acceptable control of concrete quality混凝土质量控制quality control of concrete混凝土桩concrete pileIJ基础钢筋steel bar for foundation机动翻斗车auto dumping vehicle机架frame机动空压机auto air-compressor机械设备machinery, mechanical equipment极限抗压强度ultimate compressive strain极限状态limit state急流槽chute, torrent chute极限承载力ultimate bearing capacity极限载重；极限荷载ultimate load级料试验检测设备aggregates testing and inspection equipment级配gradation级配砾石graded gravel级配路面graded aggregate pavement级配碎石graded broken stone级配不良的砂badly graded sand激光测距仪laser distance measuring instrument激光水准仪laser level击实试验compaction test击实仪compaction test apparatus集材道路skid road集料(骨料) aggregate集料离析aggregate segregation集料剥落试验stripping test for aggregate集水槽catchwater channel集水坑sump pit集水沟gully集中拌制混凝土central-mixed concrete集中荷载，点荷载point load集中取土场the center for getting earth集中载重；集中荷载point load基本通行能力basic traffic capacity基层base course基础foundation基础承台foundation platform基坑foundation ditch/fit基线；底线；基准线baseline基准面base level基桩foundation pile几何误差geometrical error计量工程师measurement engineer计划表schedule技术员technician技术规范technical specifications技术建议书technical proposal计算行车速度(设计车速) design speed季节性冻土seasonal frozen soil夹片strand taper加固consolidate加宽缓和段transition zone of curve widening加宽转角式交叉口intersection with widened corners 加工图，下料图fabrication drawing加固地基consolidated subsoil加固路基reinforced subgrade加劲板stiffened plate加劲角钢bracing angle加筋土挡土墙reinforced earth retaining wall夹具grip加速车道acceleration lane加桩additional stake加州承载比(CBR) California bearing ratio (CBR)加州承载比(CBR)测定仪California bearing ratio tester假缝dummy joint架空道路；高架道路elevated road架桥机girder-erecting machine/crane, bridge girder erection equipment, bridge erection crane /machine架桥机架梁installing girder by bridge erection架设erection架设安装erection installation郊区道路suburban road(平面)交叉口intersection；road crossing交叉口出口intersection exit交叉口进口intersection entrance交叉口平面图intersection plan交叉口设计road crossing design交叉口通行能力capacity of intersection交叉角intersection angle交点intersection point交工验收acceptance, commissioning and acceptance交流对焊机Alternating current welding machine交流发电机motor alternator交通安全设施traffic safety device交通岛traffic island交通调查traffic survey交通发生traffic generation交通分布traffic distribution交通方式划分model split交通广场traffic square交通量分配traffic assignment交通量traffic volume交通量调查traffic volume survey交通量观测站traffic volume observation交通量预测traffic volume prognosis交通流traffic flow交通事故traffic accident, incident交通密度traffic density交通组成traffic composition交织weaving交织点weaving point。
英文文章
ORIGINAL PAPERLower Carboniferous post-orogenic granites in central-eastern Sierra de Velasco,Sierras Pampeanas,Argentina:U–Pb monazite geochronology,geochemistry and Sr–Nd isotopesPablo Grosse ÆFrank So¨llner ÆMiguel A.Ba ´ez ÆAlejandro J.Toselli ÆJuana N.Rossi ÆJesus D.de la RosaReceived:1October 2007/Accepted:19December 2007/Published online:22January 2008ÓSpringer-Verlag 2008Abstract The central-eastern part of the Sierra de Velasco (Sierras Pampeanas,NW Argentina)is formed by the large Huaco (40930km)and Sanagasta (25915km)granite massifs and the small La Chinchilla stock (292km).The larger granites intrude into Ordovician metagranitoids and crosscut Devonian (?)mylonitic shear zones,whereas the small stock sharply intrudes into the Huaco granite.The two voluminous granites are biotitic-muscovitic and biotitic porphyritic syeno-to monzogranites.They contain small and rounded tonalitic and quartz-dioritic mafic micro-granular enclaves.The small stock is an equigranular,zinnwaldite-and fluorite-bearing monzogranite.The stud-ied granites are silica-rich (SiO 2[70%),potassium-rich (K 2O [4%),ferroan,alkali-calcic to slightly calk-alkalic,and moderately to weakly peraluminous (A/CNK:1.06–1.18Huaco granite, 1.01–1.09Sanagasta granite, 1.05–1.06La Chinchilla stock).They have moderate to strong enrichments in several LIL (Li,Rb,Cs)and HFS (Nb,Ta,Y,Th,U)elements,and low Sr,Ba and Eu contents.U–Pb monazite age determinations indicate Lower Carboniferous crystallization ages:350–358Ma for the Huaco granite,352.7±1.4Ma for the Sanagasta granite and 344.5±1.4Ma for the La Chinchilla stock.The larger granites have similar e Nd values between -2.1and -4.3,whereas the younger stock has higher e Nd of -0.6to -1.4,roughly comparable to the values obtained for the Carboniferous San Blas granite (-1.4to -1.7),located in the north of the sierra.The Huaco and Sanagasta granites have a mainly crustal source,but with some participation of a more primitive,possibly mantle-derived,component.The main crustal component can be attributed to Ordovician peralu-minous metagranitoids.The La Chinchilla stock derives from a more primitive source,suggesting an increase with time in the participation of the primitive component during magma genesis.The studied granites were generated during a post-orogenic period in a within-plate setting,possibly as a response to the collapse of the previous Famatinian oro-gen,extension of the crust and mantle upwelling.They are part of the group of Middle Devonian–Lower Carboniferous granites of the Sierras Pampeanas.The distribution and U–Pb ages of these granites suggests a northward arc-par-allel migration of this mainly post-orogenic magmatism with time.Keywords Carboniferous post-orogenic granites ÁU–Pb monazite geochronology ÁGeochemistry ÁSr–Nd isotopes ÁSierra de Velasco ÁSierras Pampeanas ÁArgentinaP.Grosse (&)Instituto Superior de Correlacio´n Geolo ´gica (CONICET)and Fundacio´n Miguel Lillo,Miguel Lillo 251,4000San Miguel de Tucuma´n,Argentina e-mail:pablogrosse@F.So¨llner Department fu¨r Geo-und Umweltwissenschaften,Ludwig-Maximilians-Universita¨t,Luisenstrasse 37,80333Munich,GermanyM.A.Ba´ez ÁA.J.Toselli ÁJ.N.Rossi Instituto Superior de Correlacio´n Geolo ´gica (CONICET)and Facultad de Ciencias Naturales,Universidad Nacional de Tucuma´n,Miguel Lillo 205,4000San Miguel de Tucuma´n,Argentina J.D.de la RosaDepartamento de Geologı´a,Universidad de Huelva,Campus Universitario El Carmen,21071Huelva,SpainInt J Earth Sci (Geol Rundsch)(2009)98:1001–1025DOI 10.1007/s00531-007-0297-5IntroductionThe Sierras Pampeanas geological province of north-western Argentina contains abundant granitoid massifs generated during the Famatinian orogenic cycle(for details see Rapela et al.2001a;Miller and So¨llner2005).Most of these Famatinian granitoids are related to the main sub-duction phase of this cycle(e.g.Pankhurst et al.2000; Rapela et al.2001a;Miller and So¨llner2005)and have Early-Middle Ordovician ages(e.g.Pankhurst et al.1998, 2000;So¨llner et al.2001;Ho¨ckenreiner et al.2003) (Fig.1a).These granitoids are distributed along two sub-parallel,NNW–SSE trending belts:a main calc-alkaline I-type belt towards the southwest,and an inner peralumi-nous and S-type belt towards the northeast(Fig.1a).Additionally,numerous younger granites of Middle Devonian to Lower Carboniferous age are also present in the Sierras Pampeanas(e.g.Brogioni1987,1993;Rapela et al.1991;Grissom et al.1998;Llambı´as et al.1998; Saavedra et al.1998;Siegesmund et al.2004;Dahlquist et al.2006)(Fig.1a).The genesis of these granites is not well constrained,and they have been alternatively con-sidered as products of a crustal reheating process during a final phase of the Famatinian cycle,(e.g.Grissom et al. 1998;Llambı´as et al.1998;Ho¨ckenreiner et al.2003; Miller and So¨llner2005)or part of a separate cycle called Achalian(e.g.Sims et al.1998;Rapela et al.2001a; Siegesmund et al.2004;Lo´pez de Luchi et al.2007).The Sierra de Velasco is located in the central region of the Sierras Pampeanas(Fig.1a)and consists almost entirely of rocks of granitoid composition,making it the largest granitic massif of this geological province.The Sierra de Velasco granitoids have generally been regarded as part of the Famatinian inner peraluminous S-type belt (e.g.Rapela et al.1990;Toselli et al.1996,2000;Pank-hurst et al.2000),with the exception of the southern portion of the sierra which seems to correspond to the main calc-alkaline I-type belt(Bellos et al.2002;Bellos2005) (Fig.1a,b).However,field studies carried out in the northern(Ba´ez et al.2002;Ba´ez and Basei2005)and central(Grosse and Sardi2005;Grosse et al.2005)parts of the sierra indicate the presence of younger undeformed granites(Fig.1b),possibly belonging to the late-Famatin-ian,or Achalian,granite group.Recent U–Pb age determinations have confirmed that the northern unde-formed granites are of Lower Carboniferous age(Ba´ez et al.2004;Dahlquist et al.2006).The central undeformed granites have yet to be dated.The goal of this study is to determine the absolute ages and the geochemistry of the undeformed granites located in the central part of the Sierra de Velasco.To this end,we have carried out U–Pb dating on monazite and whole-rock elemental and Sr–Nd isotopic geochemical analyses.The obtained data are used to place constraints on the possible magma sources and geotectonic setting of these granites, and to discuss regional implications.Geological setting:the Sierra de VelascoThe Sierra de Velasco is dominated by rocks of granitoid composition.Low grade metamorphic rocks are only present as small outcrops along the easternflank of the sierra(Fig.1b,c).These phyllites and mica schists have been correlated with the La Ce´bila Formation,located in the Sierra de Ambato(Gonza´lez Bonorino1951;Espizua and Caminos1979).Recent discovery of marine fossils in this formation constrains its age to the Lower Ordovician (Verdecchia et al.2007),in agreement with detrital zircon geochronology(Rapela et al.2007).The granitoid units of the Sierra de Velasco have been reviewed and described by Toselli et al.(2000,2005)and Ba´ez et al.(2005).Two groups can be distinguished (Fig.1b):older deformed granitoids(here referred to as metagranitoids)and younger undeformed granites.The metagranitoids are the most abundant rocks.They are weakly to strongly foliated,depending on the degree of deformation.The main variety consists of strongly pera-luminous porphyritic two-mica-,garnet-,sillimanite-and kyanite-bearing meta-monzogranites(Rossi et al.2000, 2005).Subordinate varieties include strongly peraluminous porphyritic biotite–cordierite meta-monzogranites and moderately peraluminous coarse-to medium-grained bio-tite meta-granodiorites and meta-tonalites.In the southern part of the sierra,the main lithologies are metaluminous to weakly peraluminous biotite-hornblende meta-granodior-ites and meta-tonalites(Bellos2005)(Fig.1b).Two U–Pb SHRIMP determinations indicate Lower Ordovician ages for the metagranitoids(481±3Ma,Pankhurst et al.2000; 481±2Ma,Rapela et al.2001b).All of the metagranitoids are cut by several NNW–SSE trending mylonitic shear zones(Fig.1b).No age determi-nations exist of these shear zones in the Sierra de Velasco. However,similar mylonitic shear zones in other areas of the Sierras Pampeanas have been dated,with ages varying between the Upper Ordovician and the Upper Devonian (Northrup et al.1998;Rapela et al.1998;Sims et al.1998; Lo´pez et al.2000;Ho¨ckenreiner et al.2003).The precise Sm–Nd age of402±2Ma(Ho¨ckenreiner et al.2003) obtained on syntectonically grown garnet from mylonites of the Sierra de Copacabana(Fig.1a),which can be traced directly into the Sierra de Velasco(Lo´pez and Toselli 1993;So¨llner et al.2003),can be considered the best age estimate of mylonitization in this range.The undeformed granites crop out in the northern and central-eastern parts of the sierra(Fig.1b).Toselli et al.(2006)have grouped these granites in the Aimogasta batholith.The northern San Blas and Asha granites intrude the older metagranitoids and cross-cut the mylonitic shearzones (Ba´ez et al.2002;Ba ´ez and Basei 2005).They are moderately to weakly peraluminous porphyritic two-mica monzogranites.Existing U–Pb ages are 334±5Ma(conventional U–Pb method on zircon,Ba ´ez et al.2004)and 340±3Ma (U–Pb SHRIMP on zircon,Dahlquistet al.2006)for the San Blas granite,and 344±1Ma(conventional U–Pb method on monazite,Ba´ez et al.2004)for the Asha granite.In restricted areas,the granitic rocks are unconformably overlain by continental sandstones and conglomerates of the Paganzo Group (Salfity and Gorustovich 1984),ofFig.1a General geological map of the Sierras Pampeanas of NW Argentina with the main lithologies;sierras considered in the text are named.b General geology of the Sierra deVelasco;c Geological map of the central part of the Sierra de Velasco showing the Huaco,Sanagasta and La Chinchilla granites,with locations of dated samples;Bt biotite,Ms muscovite,Crd cordierite,Mzgr monzogranite,Ton tonalite,Grd granodioriteUpper Carboniferous to Permian age,deposited during regional uplift of the Sierras Pampeanas.Unconsolidated Tertiary-recent sediments,related to Andean tectonics, locallyfill basins and formfluvial terraces and cones. The Huaco,Sanagasta and La Chinchilla granitesThe central-eastern region of the Sierra de Velasco is formed mainly by two large granitic massifs,the Huaco granite(HG)and the Sanagasta granite(SG)(Fig.1c) (Grosse and Sardi2005).These granites consist of adjacent, sub-elipsoidal bodies with dimensions of approximately 40930km for the HG and25915km for the SG. Additionally,a small stock of around292km,named La Chinchilla stock(LCS),has been recognized in the central area of the HG(Fig.1c)(Grosse et al.2005).The HG and the SG intrude into the older metagranitoids and mylonites and are not deformed.The contacts are sharp and the granites truncate both the structures of the metag-ranitoids and the mylonitic shear zones,and contain enclaves of both of these host rocks.Thesefield relation-ships indicate that the granites are younger than both the crystallization of the metagranitoids and their deformation. The contact between the HG and the SG is irregular and transitional,suggesting that the two granites have similar ages and consist of two coeval magmatic pulses.The transitional area between the two granites is of*100–200m;in Fig.1c the contact between the granites was drawn along this transitional zone.The LCS clearly intrudes into the HG and is thus younger.The contacts are sharp and straight,and aplitic dykes from the LCS com-monly cut through the HG.Both the HG and the SG are rather homogeneous por-phyritic syeno-to monzogranites.They are characterized by abundant K-feldspar megacrysts up to12cm long (generally between2and5cm)set in a medium-to coarse-grained groundmass of quartz,plagioclase,K-feldspar, micas and accessory minerals.The megacrysts are usually oriented,defining a primary magmatic foliation.The HG consists in grayish-white K-feldspar megacrysts (30–36vol.%)and a groundmass of anhedral quartz(25–39%),subhedral plagioclase laths(An10–23)(18–31%), interstitial perthitic K-feldspar(2–14%),dark brown to straw-colored biotite(4–10%)and muscovite(2–6%). Accessory minerals include apatite(up to0.5%),zircon, monazite and ilmenite,all of which are generally associ-ated with,or included in,biotite.The SG contains pink K-feldspar megacrysts(33–37%) that are occasionally mantled by plagioclase generating a Rapakivi-like texture.The groundmass consists in anhedral quartz(23–34%),subhedral plagioclase laths(An18–24) (17–33%),interstitial perthitic K-feldspar(2–17%),and dark brown to straw-colored biotite(3–10%).Muscovite is absent or very scarce(0–2%).Accessory minerals are commonly found included in biotite.Apatite is less abundant than in the HG,whereas zircon,monazite and especially the opaque minerals(both ilmenite and magne-tite)are more frequent.In addition,titanite and allanite are sometimes present.Both the HG and the SG commonly contain small and rounded mafic microgranular enclaves.These generally have ovoid shapes,elongated parallel to the magmaticflow direction.The enclaves arefine-to veryfine-grained equigranular tonalites and quartz-diorites.They contain abundant biotite(15–50%)forming small,subhedral crys-tals.Opaque minerals and acicular apatite are common. The enclaves usually contain much larger xenocrysts of quartz,feldspar or biotite,and have chilled margins,sug-gesting partial assimilation and homogenization with the enclosing granites.Pegmatites and aplites are very common in these gran-ites,specially in the HG.The larger pegmatites are zoned and belong to the rare-element class,beryl type,beryl-columbite-phosphate sub-type with a hybrid LCT-NYF affiliation(Galliski1993;Sardi2005;Sardi and Grosse 2005).The HG also contains a small outcrop of an orbic-ular granite(Quartino and Villar Fabre1962;Grosse et al. 2006b).The LCS is a medium-grained,equigranular to slightly porphyritic,monzogranite.It shows a weak textural zona-tion determined by a progressive increase in grain size towards the center of the stock,where a slight porphyritic texture is present(up to10%of K-feldspar megacrysts). Mineralogically,the LCS consists of quartz(37–42%), plagioclase(almost pure albite,An1–2)(25–33%),K-feld-spar(19–34%),discolored,very pale brown to pale red-brown biotite(4–9%),anhedral and irregularly shaped fluorite(up to1%)and small quantities of zircon,monazite, opaque minerals and very scarce apatite.Beryl is occa-sionally present as euhedral prismatic crystals.Microprobe analyses(Grosse et al.2006a)indicate that the biotites of the HG and the SG have compositions ranging from Fe-biotites to siderophyllites(according to the classification diagram of Tischendorf et al.1997)and have high Fe/(Fe+Mg)ratios(0.76–0.82),typical of evolved granites.In the discrimination diagram of Nachit et al.(1985),they plot in the calc-alkalinefield.Biotites from de LCS have very high Fe/(Fe+Mg)ratios(0.94–0.97)and are Li-rich.They classify mainly as zinnwaldites and also as protolithionites in the classification diagram of Tischendorf et al.(1997).Zircons of the HG and the SG have similar morpholo-gies.They correspond mainly to the S17–19and S22–23 types of Pupin(1980),which are characteristic of calc-alkaline series granites.On the other hand,the zirconsof the LCS are different,with morphologies mostly of the P5-type of Pupin(1980),of primitive alkaline affiliation. The San Blas granite,in the north of the sierra(Fig.1b), has the same zircon typology as the LCS.No previous U–Pb age determinations exist of the HG and the SG,while the LCS has not been previously dated by any method.K–Ar and Rb–Sr geochronological studies have been carried out on granites of the Sierra de Velasco, which in some cases correspond to the HG or SG(see compilation in Linares and Gonza´lez1990).The ages in these studies are very variable,spanning from the Ordo-vician to the Permian,probably due to the inherent problems of the methods used(low closure temperature,Ar loss,etc.).Analytical methodsU–Pb geochronologyU–Pb geochronology was carried out at the Department of Earth-and Environmental Sciences,Ludwig-Maximilians-Universita¨t,Munich,Germany.Heavy mineral concen-trates,mainly zircons and monazites,were obtained using standard crushing,magnetic separation,and heavy-liquid techniques.For each analyzed sample around50monazite crystals were handpicked.Chosen crystals were yellow, translucent,anhedral to subhedral and lacked inclusions and fractures.We chose to analyze monazites because this mineral generally does not contain inherited cores and does not suffer radiogenic Pb loss at low temperatures,both common problems in zircons(see Parrish1990for discussion).Additionally,the closing temperature of monazite,although slightly lower than that of zircon(for details see Romer and Ro¨tzler2001),is sufficiently high to maintain the system unperturbed by low-temperature post-crystallization events.The monazite fractions were cleaned with purified6N HCl,H2O and acetone,and then deposited in Teflon inserts together with a mixed205Pb–233U spike.Subsequently, samples were dissolved in autoclaves,heated at180°C,for 5days using48%HF and subsequently6N HCl.The U and Pb of the samples were separated using small50l l ion exchange columns with Dowex raisin AG198100–200 mesh.The isotopic ratios of Pb and U were determined with a thermal ionization mass spectrometer(TIMS) Finnigan MAT261/262.Pb isotopes were measured in static mode and U isotopes in dynamic mode.Standards (NBS982Pb and U500)were used for measurement con-trol.U–Pb data was treated using the PBDAT1.24(Ludwig 1994)and ISOPLOT/Ex2.49x(Ludwig2001)programs. Errors quoted are at the2r confidence level.The correc-tions for initial non-radiogenic Pb was obtained following the model of Stacey and Kramers(1975).The U decay constants proposed by the IUGS(Steiger and Ja¨ger1977) were used for the age calculations.Mass fractionation was corrected using0.13±0.06%/a.m.u.for Pb and0.05±0.04%per a.m.u for U.Together with the samples,a procedural blank was analyzed to determine the level of contamination.For Pb blank corrections a mean value of 0.2ng and an isotopic composition of208Pb/204Pb=38.14; 207Pb/204Pb=15.63;206Pb/204Pb=18.15was used.Long term measured standards gave values of:NBS982(Pb): 208Pb/206Pb=0.99474±0.00013(0.013%,2rm,n=94); U500(U):238U/235U=1.00312±0.00027(=0.027%, 2r m,n=14).Whole-rock major and trace element geochemistry Whole-rock geochemistry was determined at the universi-ties of Oviedo(major elements)and Huelva(trace elements),Spain.Major elements were analyzed by X-ray fluorescence(XRF)with a Phillips PW2404system using glass beads.The typical precision of this method is better than±1.5%relative.Trace elements were analyzed by inductively coupled plasma mass spectrometry(ICP-MS) with an HP-4500system.Samples were dissolved using a mixture of HF+HNO3(8:3),a second dissolution in HNO3after evaporation andfinal dissolution in HCl.The precision and accuracy for most elements is between5and 10%relative(5–7%for Rb,Sr,Nd and Sm)and was controlled by repeated analyses of international rock stan-dards SARM-1(granite)and SARM-4(norite).Details on the method can be found in de la Rosa et al.(2001).Sr and Nd isotope geochemistrySr and Nd isotope analyses were carried out at the Department of Earth-and Environmental Sciences, Ludwig-Maximilians-Universita¨t,Munich,Germany.The analyzed powders were the same as those used for major and trace element analyses.For the determination of con-centrations and for comparison with the ICP-MS data,a mixed Sm–Nd spike was added to12samples.For the remaining samples,and for all Rb–Sr calculations,the concentrations obtained by ICP-MS were used.Samples(approximately0.1g each)were dissolved on a hot plate(140°C)during36h using a mixture of5ml of HF48%+HNO3(5:1).Sr and REE were separated using ion exchange columns with Dowex AG50W raisin.Nd and Sm were then separated from the total REE fractions using smaller ion exchange columns with bis(2-ethyl-hexyl)phosphoric acid(HDEHP)and Teflon powder.Theisotopic ratios of Sr,Nd and Sm were determined with a thermal ionization mass spectrometer (TIMS)Finnigan MAT 261/262.Standards were used for measurement control (NBS987,AMES Nd and AMES Sm).All errors used are at the 95%(2r )confidence level.Mass fraction-ation was corrected normalizing the isotopic ratios to 88Sr/86Sr =8.3752094for Sr,146Nd/144Nd =0.7219for Nd,and 148Sm/152Sm =0.4204548for Sm.CHUR con-stants used for e Nd calculation were 143Nd/144Nd =0.512638(Goldstein et al.1984)and 147Sm/144Nd =0.1967(Peucat et al.1988).One-step model ages were calculated following Goldstein et al.(1984)(with 143Nd/144Nd (DM)=0.51315and 147Sm/144Nd (DM)=0.217)and two-step model ages were calculated following Liew and Hofmann (1988)(with 143Nd/144Nd (DM)=0.513151,147Sm/144Nd (DM)=0.219and 147Sm/144Nd (CC)=0.12).During the period of analyses,the measured standards gave the following average values:NBS987(Sr):87Sr/86Sr =0.710230±0.000013(0.0018%,2r m ,n =8);AMES (Nd):143Nd/144Nd =0.512131±0.000007(0.0013%,2r m ,n =10);AMES (Sm):149Sm/147Sm =0.91262±0.00016(0.018%,2r m ,n =3).U–Pb monazite geochronologyMonazite fractions of six samples were analyzed,three of which correspond to the Sanagasta granite (SG),two to the Huaco granite (HG),and one to the La Chinchilla stock (LCS).Locations of the analyzed samples are shown in Fig.1c.Table 1shows the analytical results.In the U–Pb concordia diagram (Fig.2),two of the six analyzed samples are concordant whereas the other four are discordant,three of which plot above the concordia (phe-nomenon called ‘‘reverse discordance’’)and one below.Reverse discordance in monazite has been observed by many authors and seems to be a common phenomenon in this mineral (Parrish et al.1990,and references therein).Scha¨rer (1984)suggests that reverse discordances are owed to an excess in 206Pb due to the decay of 230Th,an inter-mediate product in the decay chain of 238U to 206Pb,incorporated in significant amounts in the crystal during crystallization of monazite,because this mineral is a carrier of Th.This might be valid for sample 7703Mo,which is slightly reverse discordant (Fig.2).However,samples 7365Mo,7381Mo and 7369Mo are strongly reverse and normally discordant,respectively (Fig.2).These samples probably suffered loss of U (7365Mo,7381Mo)and radiogenic Pb (7369Mo).The two samples of the HG are strongly reverse discor-dant,probably due to loss of U (U contents:6,135and 10,129ppm)(Fig.2).207Pb/206Pb ages of both samples are equivalent within limits of errors at 350±5andT a b l e 1U –P b m o n a z i t e d a t a o f t h e t h r e e s t u d i e d g r a n i t e s o f c e n t r a l -e a s t e r n S i e r r a d e V e l a s c oS a m p l eW e i g h t (g )U (p p m )T h (p p m )P b (p p m )206P b /204P b m e a s u r e dC a l c u l a t e d a t o m i c r a t i o sC a l c u l a t e d a g e s (i n M a )206P b /238U2r (%)207P b /235U2r(%)207P b /206P b2r (%)206P b /238U2r207P b /235U2r207P b /206P b2rH u a c o g r a n i t e7365M o0.0001521016983552159071340.068090.210.502170.250.053490.12424.60.9413.21.0349.75.37381M o 0.000138613546863146943430.113740.210.841770.240.053680.11694.41.5620.11.5357.54.9S a n a g a s t a g r a n i t e7369M o0.00011030483830554140230800.005920.210.043480.280.053300.1738.00.143.20.1341.57.87379M o0.000093331166434104940230.056270.210.414820.260.053470.15352.90.7352.30.9348.76.77703M o0.00015022266190997831150.056310.210.411960.330.053060.24353.20.7350.31.2331.311.0L a C h i n c h i l l a s t o c k7740M o 0.00012226816011092719720.054910.210.402970.330.053230.24344.60.7343.81.1338.610.9R a d i o g e n i c P b c o r r e c t e d f o r b l a n k a n d f o r i n i t i a l P b (f o l l o w i n g t h e m o d e l o f S t a c e y a n d K r a m e r s 1975).U c o r r e c t e d f o r b l a n k .A g e s c a l c u l a t e d u s i n g t h e P B D A T 1.24p r o g r a m (L u d w i g 1994)a n d t h e d e c a y c o n s t a n t s r e c o m m e n d e d b y t h e I U G S (S t e i g e r a n d J a¨g e r 1977)358±5Ma.These ages are interpreted as the best estimatefor crystallization of the HG.Recently,So¨llner et al.(2007)have carried out LA-ICP-MS U–Pb age determinations on zircons of sample 7365of the HG,obtaining a main crystallization age of 354±4Ma,thus confirming the monazite 207Pb/206Pb ages.In addition,many of these zir-cons have non-detrital inherited cores with Ordovician ages,suggesting significant participation of Ordovician metag-ranitoids in the formation of the HG (So¨llner et al.2007).Only one of the three samples of the SG (sample 7379Mo)gives a concordant age of 352.7±1.4Ma (degree of discordance =1.5%,Fig.2).Sample 7703Mo is slightly reverse discordant at 350.3±1.2Ma (207Pb/235U age),whereas sample 7369Mo is strongly discordant at 38.0±0.1Ma (206Pb/238U age;207Pb/206Pb age =342±8Ma)(Fig.2),suggesting loss of radiogenic Pb,possibly related to the very high measured U content (30,483ppm)and the presence of dim and/or fractured crystals.All three data points,including the origin,fit a regression line with an upper intercept of 340±26Ma (MSWD =3.8).The concordant age of 352.7±1.4Ma of sample 7379Mo is interpreted as the most precise and adequate age of crystallization of the SG.Sample 7740Mo of the LCS is concordant at 344.5±1.4Ma (degree of discordance =1.2%,Fig.2),which is interpreted as dating the time of crystallization of the LCS.GeochemistryMajor and trace elementsTable 2shows 31whole-rock major and trace element chemical analyses of the studied granites;13analysescorrespond to the HG,10to the SG,4to the LCS and 4to mafic microgranular enclaves of the HG and the SG (see also Grosse et al.2007).For comparison,the average composition of the border and central facies of the San Blas granite are also shown (calculated from 13analyses of Ba´ez 2006).The HG and the SG are characterized by a high and restricted SiO 2range of 69.7–74.7%(wt%).With slightly lower average SiO 2,the SG has somewhat higher Fe 2O 3tot ,MgO,TiO 2and CaO concentrations than the HG,although both granites are poor in these oxides.They are,on the other hand,rich in alkalis (generally [8%),specially in K 2O (generally [5%).Both granites are peraluminous;the HG is mainly moderately peraluminous (Alumina Satura-tion Index,A/CNK,= 1.06–1.18),whereas the SG is weakly peraluminous (A/CNK =1.01–1.09).In major element variation diagrams (Fig.3),both granites show similar,poorly defined correlations.Fe 2O 3tot ,MgO and TiO 2decrease with increasing SiO 2suggesting fractionation of mafic phases,mainly biotite.Al 2O 3,CaO and P 2O 5also decrease,suggesting fractionation of pla-gioclase and apatite,respectively,whereas Na 2O and K 2O do not correlate well with SiO 2.The HG and the SG can be distinguished well in an A/CNK versus SiO 2diagram (Fig.4a)and in the A–B diagram of Debon and Le Fort (1983)(Fig.4b),due to the different variations in peraluminosity:it decreases with differentia-tion in the HG,while it increases with differentiation in the SG.These opposite tendencies can be explained by frac-tionation of muscovite in the HG (which will strongly decrease the peraluminosity of the remaining melt due to its high peraluminosity)and the absence of this mineral in the SG (where the increase in peraluminosity is due mainly to the fractionation of plagioclase,whose A/CNK =1).Fig.2U–Pb Concordiadiagram of monazites from the three studied granites of central-eastern Sierra de Velasco.Two samples correspond to the Huaco granite (HG:7365Mo and 7381Mo),three to theSanagasta granite (SG:7369Mo,7379Mo and 7703Mo)and one to the La Chinchilla stock (LCS:7740Mo).See text for further explanations.Plotted errorellipses and quoted errors are at the 2r confidence level。
地球物理方法英语作文
地球物理方法英语作文标题，Applications of Geophysical Methods in Earth Sciences。
地球物理方法在地球科学中的应用。
Introduction:Geophysical methods play a crucial role in Earth sciences, providing valuable insights into the structure, composition, and dynamics of our planet. From exploration for natural resources to understanding natural hazards, these techniques contribute significantly to various fields of study. This essay explores the applications of geophysical methods in Earth sciences, highlighting their importance and impact.地球物理方法在地球科学中起着至关重要的作用，为我们提供了有价值的关于地球结构、组成和动态的洞察。
从自然资源的勘探到对自然灾害的了解，这些技术对各个研究领域都有重要贡献。
本文将探讨地球物理方法在地球科学中的应用，突出它们的重要性和影响。
Exploration for Natural Resources:地质勘探：Geophysical methods are widely employed in the exploration for various natural resources, including oil, gas, minerals, and groundwater. Seismic reflection and refraction surveys, for instance, are instrumental in identifying subsurface structures that may host oil and gas reservoirs. By analyzing the seismic waves' travel times and reflections, geophysicists can delineate geological formations and assess their potential for resource accumulation.地球物理方法被广泛应用于各种自然资源的勘探，包括石油、天然气、矿产和地下水。
工程施工方案英文Method statement
Method Statement1. Earthworks1.1.1 Method for earthworksThe work shall be carried out by a road work team with construction equipment, and quality follow-up control shall be adopted during the construction process to assure construction quality for each procedure.1.1.2 Construction Method and Process Flow1.1.2.1 Topsoil clearance and grubbingBulldozers will be employed for clearance and grubbing of the topsoil assisted with loader for loading and dump truck for the disposal thereof. Trees shall be cut down manually but the stumps shall be removed using an excavator.Existing concrete structures shall be demolished by breaking hammer assisted by manual labor and disposed by using dump trucks to a disposal area designated by the Employer.1.1.2.2 Subgrade Excavation1) Excavation of unsuitable materials and etc.Using excavator, loader and dump trucks for removing unsuitable materials which will be disposed at place designated by the Employer.2) Excavation worksExcavation will be carried out section by section.The common excavation shall be performed by excavator, loader and dump truck. As for rock excavation, a crawler mounted drilling machine with air compressor will be employed for shallow hole blasting operation to split and loose the rock, the excavated materials will be removed and disposed by dump truck.The process flow of common excavation is as follows:Demarcating the excavation line after survey →original ground clearance →mobilizing equipment into position→excavation and disposalThe processing sequence of rock excavation by blasting operation:Surface clearance →drilling machine in position→drilling by drilling machine →charging the hole →blasting→inspection and clearanceSince the rock excavation of the project is 22143m3 in volume, some experienced and competent experts will be assigned for conducting and supervising the entire blasting operation, so as to ensure the safety and efficiency.1.1.2.3 Subgrade Filling1) Earth Filling worksFilling in horizontal layers and compaction in layers shall be used in construction. The thickness of each loose filling layer. Filling material shall be delivered to the site by 16m3dump trucks and leveled firstly by bulldozers and then by grader for precise leveling after it is filled in filling area, and then rolled with vibration and static compaction by using single-drum vibratory road rollers and static rollers respectively. Small compactor shall be used where roller can no reach.During construction, thickness for each layer, leveling, water content, and compaction scope and number of compaction shall be controlled strictly. Only when the previous work is approved and accepted by the Engineer after inspection, then filling of next layer can be made. Pile up filling by dump truck or overfilling is not allowed. The spoil is required to be leveled and compacted to prevent environmental contamination. The construction works shall be properly arranged taking due account of rainy season, so as to avoid working in rainy days.Flow-chart for filling works of subgrade earthwork:2) Rock FillingRockfill shall be used for filling in soft ground areas, as for culverts and wall back filling, rock filling material to be used shall be selected. Silt and soft materials will be removed before filling.Construction method of filling and compacting in layers shall be adopted for rock subgrade. Thickness of filling and compaction for each layer shall be controlled within 250mm.Flow-chart for rock filling of subgrade:Construction method: Excavators and dump trucks shall be used for loading and transportation, bulldozers in large horse power shall be used for leveling and grading, joint filling by manual labor, and single-drum vibrating rollers and steel rollers shall be used for compaction.2.2Construction Method for Cement stabilized Natural Gravel Subbase Course1) Construction planMixture used for cement stabilized natural gravel sub-base in thickness of 250mm shall be mixed at mixing plant, and paver will be used for subbase laying in one operation. To cover the full width, paving shall be performed by paver in two times. And compaction shall be done using a vibrating roller and a tyred roller, the workmanship of shoulder with subbase material is as same as that for cement stabilized natural gravel subbase.2) Construction Flow-chart(i) flow-chart:Material test(ii) Flow-chart for paving and compaction:3) Control on major workmanship(i) PreparationsThe acceptance inspection on subgrade shall be carried out in accordance with the specifications and related quality acceptance standards, the levelness, width, transverse grade and compactness and water content shall meet the requirements of specifications. Surface shall be free of dust and debris, and it shall be kept wet by watering before construction.(ii) Setting outThe road centerline shall be reinstated. Stakes shall be set up at 10m intervals on straight sections and at 5m intervals in curves, and reference stakes shall be set up, too. Level survey shall be carried out for level control.(iii) Materials PreparationsComponent materials shall be prepared as per the mix design approved by the Engineer prior to construction, and which can not be changed without approval by the Engineer, so as to keep stability.(iv) MixingThe component materials of cement stabilized gravel for sub-base shall be mixed at mixing plants. The mixing will not start until the mix proportion satisfy the design requirement and approved by the Engineer. A specific person will be assigned for controlling the cement and water proportioning during mixing operation. The ready mixed mixture must be right in batching, well mixed, the grain size of aggregate and grading range shall meet the mixing design.(v) TransportationDump trucks shall be used for transporting. Haulage capacity must match with mixing capacity. In order to ensure a continuous supply, more dump trucks shall be deployed for this task.(vi) PavingA paver with an auto leveling device and vibrating compaction function shall be employed for the job. Loose coefficient shall be obtained from trial section and speed of paving shall be controlled in conformity with rate of mixing and supply of the stabilized gravel. The segregation of the mixture if any after paving will be dealt with by manual labor.(vii) CompactionThe compaction plan shall be worked out according to the width of the road and width and range of the roller’s wheels. Compaction shall be made under the principle of beginning with light compaction followed by heavy compaction, being slow at start and speeding up gradually, and starting at the lowest places before compaction at higher places, and the compaction shall overlap with 1/2 wheel width over theprevious compaction rut. The rear wheel of roller shall roll over the joint between two strips. Surface shall be kept wet all the time, on which water shall be sprayed if water is vaporized too fast. It is not allowable that the roller turns around sharply or brakes suddenly on completed sections or sections which is being compacted. The compactness shall be checked promptly after compaction. Additional compaction shall be performed should the compactness is found insufficient. The time for compaction shall be controlled taking due account the nature of cement stabilized macadam, the compaction shall be carried out before the final set of cement and the compactness shall be met without remaining obvious ruts.(viii) Joint TreatmentImmediately after paving and compaction, a leveling ruler shall be used to check the smoothness of the surface. Straight and vertical transverse joints shall be cut manually and some materials shall be placed over the cut joint for the purpose of traffic passing, and other surplus shall be cleared away. Longitudinal joints shall be avoided as much as possible. In case a longitudinal joint is not avoidable, it shall be cut straight and vertically .(ix) Traffic controlAfter compaction of subbase which meet various index upon test and inspection, no traffic other than construction equipment shall be allowed to run over.4) Measures for ensuring the quality of sub-base(i) The preparation of raw materials shall be carried out strictly in accordance with specifications and as instructed by the Engineer, and proportion of materials shall be well controlled.(ii) In compliance with the specifications and the instructions by the Engineer, and self-inspection shall be made by the contractor.(iii) Works shall be carried out in a trial section with the method approved by the Engineer prior to practical construction, which will be conducted with the loose paving factor, optimum water content, the arrangement of equipment and means of construction gained from the practice in the trial section.(iv) The surface shall be cleaned free of dust and debris before construction, and it shall be kept moist by watering. However, the works shall be stopped if it rains.(v) Specific person shall be assigned at the mixing plant for controlling and monitoring proportion of cement and water content so that abnormity shall be adjusted promptly if it occurs.(vi) Paving thickness shall be well controlled and compaction must be made fully, so as to ensure that compaction thickness meets requirements of specifications. The compacted area shall be covered with geotextile after compaction.(vii) Inspection shall be performed on levelness. Any place not meeting the requirements shall be treated and corrected immediately.2.3Construction Method for Graded crushed stone Base Course1)Construction SchemeA crushing plant will be set up by the contractor for the supply of the crushed stone materials, but some crushed stone materials might be purchase from local supplier at the earlier stage of construction. After crushed stone being delivered at site, using paver for laying crushed stone base course in thickness of 225mm, the full width will be paved by two operations in consideration of the width of the paver. The laying operation shall be carried out in half width of the carriageway. One single-drum vibratory roller shall be used for vibrating compaction and one tyred roller for static compaction.In order to avoid traffic congestion by construction activities, half of the road will be open to public traffic while the other half will be under construction.2) Flow chart3) Control on Workmanship(i) Construction PreparationsThe inspection and acceptance of subbase will be made as per the specifications and as instructed by the Engineer before construction. The levelness, width, transverse slope and compactness shall meet requirements of specifications. The surface of the sub-base shall be kept moist by watering when paving.(ii) Setting outThe road centerline shall be reinstated. Stakes shall be set up at 10m intervals on straight sections and at 5m intervals in curves, and reference stakes shall be set up, too. At the same time, level survey shall be carried out for level control.(iii) Material PreparationsThe preparation of material shall be made in the manner in accordance with the specifications and instruction by the Engineer, no change of materials and its source is allowed. The quality and grade of crushed stones shall satisfy the requirements of specification.(iv) Material HaulageDump trucks shall be used for transporting. Haulage capacity must match with mixing capacity. In order to ensure a continuous supply, more dump trucks shall be deployed for this task.(v) PavingA paver with an auto leveling device and vibrating compaction function shall be employed for the job. Loose coefficient shall be obtained from trial section and speed of paving shall be controlled in conformity with rate of mixing and materials supply. The segregation of the mixture if any after paving will be dealt with by manual labor. (vi) CompactionThe compaction plan shall be worked out according to the width of the road and width and range of the roller’s wheels. Compaction shall be made under the principle of beginning with light compaction followed by heavy compaction, being slow at start and speeding up gradually, and starting at the lowest places before compaction at higher places, and the compaction shall overlap with 1/2 wheel width over the previous compaction rut. The rear wheel of roller shall roll over the joint between two strips. Surface shall be kept wet all the time, on which water shall be sprayed if water is vaporized too fast. It is not allowable that the roller turns around sharply or brakes suddenly on completed sections or sections which is being compacted. The compactness shall be checked promptly after compaction. Additional compaction shall be performed should the compactness is found insufficient. The time for compaction shall be controlled taking due account the nature of cement stabilized macadam, the compaction shall be carried out before the final set of cement and the compactness shall be met without remaining obvious ruts.(vii) Joint TreatmentFor the transverse joint, the uncompacted material near the paver will be compacted together with the material to be laid next day. Attention shall be paid to the water content.Where longitudinal joint is unavoidable, it shall be tied-in vertically and it shallconform to the specifications.(viii)Traffic controlEmulsion asphalt priming coat shall be spread immediately after base course is done with compaction, and traffic shall not be allowed on the base course without priming coat.4) Measures for ensuring quality(i) Raw materials shall be prepared in accordance with the specifications and/or as instructed by the Engineer.(ii) In compliance with the specifications and the instructions by the Engineer, and self-inspection shall be made by the contractor.(iii) A trial section of the base course shall be constructed in the way and manner as approved by the Engineer prior to the practical construction. The loose paving factor, optimum water content, the appropriate arrangement of equipment and workmanship will be based on the data obtained from the trial section.(iv) The surface shall be cleaned and free of loose material and foreign matters before construction everyday, and it shall be kept moist by watering. However, the works shall be stopped if it rains.(v) The works shall be performed strictly according to the Specifications, and the grade, grain size and compactness shall meet standards of specifications.(vi) The roller shall not turn around sharply or brake suddenly on the completed section or the section where compaction is still ongoing.(vii) Laying thickness shall be well controlled with sufficient compaction.(viii) Inspection shall be performed on levelness and compactness now and then, any place not meet the requirement shall be treated immediately.2.4．Construction Scheme for Bitumen Surface Treatment1）Construction SchemeDuring construction of bitumen surface treatment, a bitumen sprayer shall be used to spray bitumen, followed by spreading of aggregate using spreading equipment, then compacted by a tyred roller. The rate and speed of spreading of bitumen and aggregate will be that obtained from trial section.2) Flow chart3）Workmanship(1) Material preparationSample and test all surfacing component materials. No material shall be changed after being approved by the Engineer.(2) Equipment preparationExamining and commissioning all equipment for bitumen surfacing treatment, so as to ensure the quality and continuity of construction.(3) Construction preparationBefore spraying, all the loose material and sundries shall be clear away by rotary broom or washing by water or by other means. All the hardened or other sundries shall be scraped or loosened before cleaning. Start the next process after approval by the Engineer.(4) Spray bitumen, spread aggregate and compactionManually demarcate the edge line. Spray bitumen evenly with bitumen sprayer and then spread aggregate followed by compaction with tyred roller according to the specifications. Bitumen spray, aggregate spread, and roller compaction shall be carried out successively. Precautious measures shall be taken to prevent the contamination. The inspection and acceptance by the Engineer will need before going onto the next process.（5）Traffic ControlSet up temporary speed limit sign at the site where bitumen surfacing activity isongoing, the construction vehicles shall drive slowly at the bitumen spray section which will be opened to public traffic till the bitumen surfacing treatment meet the specification.4）Measures for ensuring the quality of bitumen surfacing treatment(1) Prepare materials and work out the mixing proportioning strictly according to the specifications and as instructed by the Engineer;(2) Doing good job in trial section to get relevant information and data, based on which to finalize the optimum equipment arrangement and method for the job.(3) Adopt the correct workmanship and the right method as per the specifications and the site situation. Control and inspection shall be made by the contractor now and then, and any disqualified shall be dealt with immediately;(4) The rate of bitumen spraying and aggregate spreading shall be well controlled as per the specifications. No bitumen surfacing shall be performed in the rainy day or when the surface is with standing water.(5) All the works completed are subject to the inspection and approval by the Engineer before performance of next process.2.5．Method of asphalt binder course and wearing course1）MethodThe mixture for asphalt concrete binder and wearing courses shall be prepared at the asphalt mixing plant, and then delivered to site by dump truck with canvas covers, The binder course and wearing course to be laid by paver are 100mm and 50mm respectively in thickness shall be compacted by double steel drum vibratory roller and tyred roller. The paving and compaction shall be done in half width of the road at each time.2) Process flow-chart(1)Mixing process(2) Process flow of paving and compaction3) Control Major Construction Process Control(1) Material preparationAll the component materials shall be sampled and tested to ensure that they meet the specifications. The proportion of component materials shall meet the specifications. Only materials approved by the Engineer shall be used. Once approved, the materialscan not be changed without prior consent of the Engineer.(2)Equipment preparationBefore starting, all the equipment including mixing plant, trucks, paver, compactors and quality control test devices shall be checked and calibrated. The equipment shall be maintained in good working condition to guarantee a continuous operation and ensure smooth progress and good quality construction.(3) Surface preparationAll kerbs shall be installed prior to laying asphalt concrete. The surface shall be swept clean of loose materials and debris by use of a machine or with an air compressor or other approved means.(4) Setting outA guide line shall be marked out for the paver. And the edge line shall be marked out for the section without kerb.(5) MixingUse asphalt mixing plant with auto batching, auto temperature controlling, and dust preventing devices for mixing. Ensure accurate batching, well mixing, and specified temperature during mixing. Samples of the mixture shall be tested for asphalt content and mineral grading.(6) TransportationThe mixture shall be transported to the road site by dump trucks or tipper trucks. In order to avoid contamination or pollution of the mix and drastic cooling, the loaded trucks shall be covered with canvas or something similar during transportation.(7) PavingPaving shall be carried out with a paver fitted with floating beam equipped with an automatic leveling device.(8) CompactionCompaction shall be performed by pneumatic tyre roller and vibratory roller. The order of compaction established during construction the trial section shall be followed. Compaction shall start from edge to centre. The rollers shall move in a longitudinal direction parallel to the road centerline. Each pass shall be such that there is an overlap with the half the width of the previous pass. Areas not easily accessible to the rollers shall be compacted with a vibratory plate compactor.Compaction on super elevation curves shall start from the concave to the convex. Areas not accessible for the roller shall be compacted to the specified compactness with a vibrating plate compactor or tamp manually.(9) Trimming, joint and edgeAll the loose or contaminated mix or any defects shall be removed and replaced with fresh hot mix, then compacted to satisfy the requirements.Transverse joint left on completion of the day: to be jointed vertically. Longitudinal joint: where it is not avoidable, shall be cold jointed longitudinally, that is, before paving the other half, cut lengthwise tidily and remove 100mm of the edge of the other half that was paved and compacted. Trimming of the joint shall meet the surface requirements, and shall be of consistent polishing, grain and density, as other parts of the work.The layer edge shall be compacted with the transverse joint or be compacted immediately after forming of longitudinal joint. The steel wheel of the roller shall cover 50 to 100mm of the edge.(10) Curing and traffic controlProper initial curing shall be carried out to the compacted road surface and the road shall be blocked for 4~6 hours. During initial stage of traffic opening, assign flagmen for traffic direction, the speed shall be restricted to 20km/h, and no braking or turning is allowed.2.5．Bridge construction method2.5.1．Concrete mixing, transportation and placingConcrete shall be mixed collectively at batching plant, delivered by concrete transit mixer and poured into formwork by mobile crane.2.5.2．Bridge foundation constructionThe foundation shall be excavated mechanically and trimmed manually. Assembled steel formwork is adopted for abutment formwork, and concrete shall be placed in lifts.2.5.3．Construction method of pier, abutment, and capping beamConstruction of pier and abutment shall be carried out in the sequence of surface treatment, adjustment or install of reinforcement, formwork fixing, concrete placing, formwork removal, and curing. Construction process flow chart is as follows.Key points of construction:(1)Cleaning surface and inspecting reinforcement before fixing formworks.(2) Fix, adjust and tie the spacer bar, main bar and other reinforcement.(3) Timber and steel pipe will be used for bracing and support.(4) Concrete will be mixed at mixing plant, delivered to site by truck mixer, placed bycrane and vibrated with poker vibrators.(5) Remove formworks after set of the concrete.(6) Curing shall be done properly with consideration of temperature and humidity.(7) The level shall be marked on formworks for pier, pile cap and plinth, so as tocontrol the level of plinth.(8) The backfilling materials, the thickness for the abutment shall satisfy thespecification and the Engineer. The bench cut and cone filling shall be madesimultaneously.2.5.4．Beam constructionThere are one interchange bridge of cast-in-situ simple-supported and continuous beams and two foot bridges in this project, which are all to be constructed by full scaffolding support method.2.5.4.1．Process flow chart of cast-in-situ beam with fully scaffolding support methodProcess Flow Chart of Cast-In-Situ Beam with Bracket Method2.5.4.2．Construction process2.5.4.2.1．Scaffolding support construction1) Scaffolding support systemThe structure of scaffolding support shall be of sufficient strength, rigidity, and stability; the load bearing capacity, part stability, and integral stability of the support shall be calculated.The stress safety factor of support members is above 1.3, and the stability safety factor of the same is above 1.5.The formwork shall be installed only when the scaffolding supports meet the design after being installed and checked carefully.2) PrepressIn order to eliminate the plastic deformation and observe the elastic deformation settlement of the scaffolding support. The scaffolding support shall be prepressed with load.With the scaffolding support method, the camber shall be set as per the design value, that is, the camber of the mid-span is maxim with that of the beam end as zero, and to be set lengthwise along the beam on a parabola. Proper settlement shall be allowed as per the calculation results and prepress test results to ensure that the beam contour is in conformity with the design.Remove form & supportProcess Flow Chart of cast-in-situ with Scaffolding support Method2.5.4.2.2．FormworksMountable steel formworks are proposed to be used as bottom and exterior side formwork for box beam, the dimension of each formwork will depend on the convenience for lifting.1) Formwork fitting: fit the bottom formwork first and adjustment the bottom formwork elevation as per camber and settlement allowance. Apply double-side adhesive tape on the joints between bottom formworks, tie with bolts, press, and remove surplus adhesive so as to make smooth and tight joints.2) The assembly of exterior side formworks is similar to that of the bottom formworks fitting. During assembly, the angle and elevation shall be controlled well, the joining bolts for connecting the bottom and exterior side formwork will be tied fully and tightly.3) Apply form removal paint: after assembly, the bottom and exterior side formworks shall be ground away of sundries and rusts on them, and coated with removal paint,which shall be of glossy finish and forming enamel naturally, it shall be painted in dry condition other than at night when there is dew or in the day when there is fog, so as to avoid peeling.4) Inner formwork fitting: the inner formwork shall be assembled by segments, that is, lifting by mobile crane after fixing beam bottom and web steel plate, join the segment to form inner formwork, and seal the joints with adhesive tape to stop leakage.5) Inner and exterior side formworks shall be tied together by tie rod through air vent at both side, so as to stop the inner formwork from raising.6) When fitting the end formwork and pedestal, allowance for pedestal offset and beam compress shall be made as per the design, so that the beam span and length can meet the design requirements.2.5.4.2.3．Reinforcement fixingAll reinforcement shall be fabricate at shed or in the workshop and deliver to site, the fixing thereof shall be made in the sequence of bottom, web, and top. When the beam reinforcement contacts the prestressing strand, the beam reinforcement can be slightly moved or bended properly.The thickness of minimum net concrete cover shall meet the design, and the end of stirrup wire shall not extend into the cover. At reinforcement at the deck weephole can be moved slightly. In order to ensure the correct position of reinforcement at web, top and bottom during construction, attention shall be paid to the fixing of standing reinforcement. When spacer is used to maintain the net thickness of cover, the spacer shall be made of the material with same life-span of the beam concrete, and guarantee the durability of the beam.2.5.4.2.4．Concrete placing and curingConcrete shall be mixed at batching plant, delivered by concrete transit mixer and vibrated by poker vibrator.The specific workmanship and techniques for concreting and curing shall meet the design requirements for cast-in-situ box beam.2.5.4.2.5．Removal of scaffolding supports and formworkThe removal of inner and exterior formworks shall be as per the design; the bottom formwork shall be removed after set of concrete which meet the requirement. The inner formwork shall be assembled timely after being removed; while the exterior side formwork and bottom formwork shall be moved to the scaffolding support for next span where the assembly will be made on the ready assembled scaffolding support.。
基坑规范英文版
基坑规范英文版篇一：行业标准中英对照44项工程建设标准（英文版）目录123篇二：地下室设计深基坑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)Deep ExcavationsABSTRACT ：All major topics in the design of in-situ retaining systems for deep excavations in urban areas are outlined. Type of wall, water related problems and water pressures, lateral earth pressures, type of support, solution to earth retaining walls, types of failure, internal and external stability problems.KEYWORDS: deep excavation; retaining wall; earth pressure;INTRODUCTIONNumbers of deep excavation pits in city centers are increasing every year. Buildings, streets surroundingexcavation locations and design of very deep basements make excavations formidable projects. This chapter has been organized in such a way that subjects related to deep excavation projects are summarized in several sections in the order of design routine. These are types of in-situ walls, water pressures and water related problems. Earth pressures in cohesionless and cohesive soils are presented in two different categories. Ground anchors, struts and nails as supporting elements are explained. Anchors are given more emphasis pared to others due to widespread use observed in the recent years. Stability of retaining systems are discussed as internal and external stability. Solution of walls for shears, moments, displacements and support reactions under earth and water pressures are obtained making use of different methods of analysis. A pile wall supported by anchors is solved by three methods and the results are pared. Type of wall failures, observed wall movements and instrumentation of deep excavation projects are summarized.1. TYPES OF EARTH RETAINING WALLS1.1 IntroductionMore than several types of in-situ walls are used to support excavations. The criteria for the selection of type of wall are size of excavation, ground conditions, groundwater level, vertical and horizontal displacements of adjacent ground and limitations of various structures, availability of construction, cost,speed of work and others. One of the main decisions is the water-tightness of wall. The following types ofin-situ walls will be summarized below;1. Braced walls, soldier pile and lagging walls2. Sheet-piling or sheet pile walls3. Pile walls (contiguous, secant)4. Diaphragm walls or slurry trench walls5. Reinforced concrete (cast-in-situ or prefabricated) retaining walls6. Soil nail walls7. Cofferdams8. Jet-grout and deep mixed walls9. Top-down construction10. Partial excavation or island method1.1.1 Braced WallsExcavation proceeds step by step after placement of soldier piles or so called king posts around the excavation at about 2 to 3 m intervals. These may be steel H, I or WF sections. Rail sections and timber are also used. At each level horizontal waling beams and supporting elements (struts, anchors,nails) are constructed. Soldier piles are driven or monly placed in bored holes in urban areas, and timberlagging is placed between soldier piles during the excavation. Various details of placement of lagging are available, however(来自: 小龙文档网:基坑规范英文版), precast units, in-situ concrete or shotcrete may also be used as alternative to timber. Depending on ground conditions no lagging may be provided in relatively shallow pits.Historically braced walls are strut supported. They had been used extensively before the ground anchor technology was developed in 1970?s. Soils with some cohesion and without water table are usually suitable for this type of construction or dewatering is acpanied if required and allowed. Strut support is monly preferred in narrow excavations for pipe laying or similar works but also used in deep and large excavations (See Fig 1.1). Ground anchor support is increasingly used and preferred due to access for construction works and machinery. Waling beams may be used or anchors may be placed directly on soldierpiles without any beams.1.1.2 Sheet-piling or Sheet Pile WallsSheet pile is a thin steel section (7-30 mm thick)400-500 mm wide. It is manufactured in different lengths and shapes like U, Z and straight line sections (Fig. 1.2). There are interlocking watertight grooves at the sides, and they are driven into soil by hammering or vibrating. Their use is often restricted in urbanized areas due to environmental problems likenoise and vibrations. New generation hammers generate minimum vibration anddisturbance, and static pushing of sections have been recently possible. In soft ground several sections may be driven using a template. The end product is a watertight steel wall in soil. One side (inner) of wall is excavated step by step and support is given by struts or anchor. Waling beams (walers) are frequently used. They are usually constructed in water bearing soils.Steel sheet piles are the most mon but sometimes reinforced concrete precast sheet pile sections are preferred in soft soils if driving difficulties are not expected. Steel piles may also encounter driving difficulties in very dense, stiff soils or in soils with boulders. Jetting may be acpanied during the process to ease penetration. Steel sheet pile sections used in such difficult driving conditions are selected according to the driving resistance rather than the design moments in the project. Another frequently faced problem is the flaws in interlocking during driving which result in leakages under water table. Sheet pile walls are monly used for temporary purposes but permanent cases are also abundant. In temporary works sections are extracted after their service is over, and they are reused after maintenance. This process may not be suitable in dense urban environment.1.1.3 Pile WallsIn-situ pile retaining walls are very popular due to their availability and practicability. There are different types of pile walls (Fig. 1.3). In contiguous (intermittent) bored pile construction, spacing between the piles is greater篇三：基坑开挖换填施工方案英文版Sokoto Cement Factory Project of the 17 Bureau, Chinese Railway ConstructionCompanythConstruction Schemes for Foundation pit ExcavationAnd ReplacementComposed by：Editor：Chief editor：Fifth division of 17th Bureau of CRCC, manager department of theSokoto Cement Factory Project, Nigeria23th November 2104Contents1Introduction ......................................... ...................................................... ............................. １1.1 Basis for theposition ............................................. ............................................... １1.2 Principles for theposition ............................................. ........................................ １2.1Location ............................................. ...................................................... .................... １2.2 Geographicreport ............................................... ...................................................... ... ２2.3 Ground water and undergroundwater. ............................................... ......................... ２ Construction techniques andmethods .............................................. ...................................... ２3.1 Excavation of the foundationpit .................................................. ................................ ２3.1.13.1.23.1.33.1.43.1.53.1.63.23.2.13.2.23.2.33.2.44 Gradient of the foundationpit .................................................. ......................... ３ The stability of the side slope ................................................ ............................ ３ The form ofexcavation ........................................... .......................................... ４Preparation for theexcavation ........................................... ................................ ５ Construction procedures ........................................... ......................................... ６Methods .............................................. ...................................................... ......... ６ Constructionmaterial ............................................. ........................................... ７Constructionpreparation .......................................... ......................................... ８Techniques and constructionalprocedure. ........................................... ............. ８Methods .............................................. ...................................................... ......... ９ 3 Gravelreplacement .......................................... ...................................................... ...... ７ Organization of construction and logistic work ................................................. ................ １１4.1 The managing system for construction organization. ........................................ ...... １１4.2 Human resources for theconstruction ......................................... ............................ １１4.3 Logisticwork ................................................. ...................................................... .... １２4.4 Technicalguarantee ............................................ ..................................................... １２4.5 Quality and techniques standard andregulation ........................................... ........... １２4.5.14.5.24.5.34.5.44.64.6.14.6.24.6.34.74.8 Qualitystandard ............................................. ............................................... １２Quality monitoringorganization ......................................... .......................... １３ Raising awareness for the importance of quality and professional skills. .... １３ Establishing quality managementcode. ................................................ ........ １３ Safety regulations for mechanical construction ......................................... ... １４ Trafficregulations ......................................................................................... １５Safety regulations for fillingconstruction. ........................................ ............ １５ Safety techniquesmeasures ............................................. ........................................ １４Environment protectionmeasures ............................................. .............................. １６ Construction during the rainseason ............................................... ......................... １６4.8.14.8.2 Collecting weatherdata ................................................. ................................ １６ Technical measures fordrainage ............................................. ...................... １６4.9 Technical measures for sandstorm ................................................ .......................... １７4.10 Contingencyplan ................................................. .................................................... １７Construction Schemes for Foundation pitExcavation And Replacement1 Introduction1.1 Basis for the position1.1.1 1.1.21.1.3 Drawings submitted by the Owner (GB50300-2001）。
英文版道路施工组织设计method statements for road construction
METHOD STATEMENTS FOR ROADCONSTRUCTION1. Earth Works (2)2. Drainage Works (3)3. Cement Stabilized Gravel - Road Sub-base material (4)4. Cement Improved Graded Crushed Stone Road Base (6)5. Asphalt Concrete Works (8)6. Dense Bitumen Macadam (DBM) Works (11)7. Cement Concrete (14)8. RE WALL WORKS (18)I. Introduction (18)II. Handling Reinforced Earth Materials (20)III. Construction Procedures (21)1. Earth WorksWork under this chapter mainly includes obtaining approved materials from in and out of the road corridor, transporting to site, spreading, grading to required slope and compacting to meet the requirement as specified in the Technical Specification.1. ExcavationExcavation shall be carried out by 2~3 no. excavators from top to bottom in a stepped manner. The excavated materials shall be transported by dump trucks to designated dumping sites. Work shall be undertaken in sections which should be of adequate sizes to allow for economic operations.2. Selection of Construction Equipment for Earth and Rock WorksBased on our experiences, construction equipment of all kinds shall be selected as follows: Excavator: 3 No. (Capacity per bucket: 1.0~2.0m3) excavators shall be delivered into site for excavation.Dump trucks: 10 sets dump trucks shall be delivered to site for transport of earth and rocks. This plant/equipment may be adjusted according to workload.3. Fillinga. TransportDesign for transport shall be made in accordance with earthwork construction scheme. Transportation shall be carried out by 12~18 m3 dump trucks. During transportation, entrance to and exit from working place of heavy vehicles shall be supervised by specially-assigned personnel to avoid any damages to constructed fills or existing road network.b. SpreadingDuring spreading, the actual moisture content of fills shall be maintained within the specified/optimum moisture content. Spreading operation shall be carried out in two stages: first stage, grading fills unloaded from dump trucks by graders; second stage, compacting fills by rollers.c. CompactionConstruction technical parameters (including roller tonnage, traveling velocity, dynamic stress, vibrating frequency and rolling times etc.) shall be obtained from an approved trial section.Notes:z Rolling from light to heavy, the transition shall be determined by the results of a trial section;z The adjacent two rolling operations shall have a lapping width of at least 15cm;z Spread fills shall be compacted in time during shift. In case of rains, at end of eachz shift, spread fills shall be compacted to prevent surface water or rain water from infiltrating;In case of abruptly bad/wet weather , spread fills, which can’t be compacted in time, shall be leveled and be sealed through compaction on the top to reduce infiltration of water and covered with impermeable membrane. When commencing the next stage of operation, suchfills shall be scarified for drying in the sun up to the required moisture content and then bere-spread and re-compacted.1). Machinery with operatorsa) Excavator – 3 No.b) Motor graders – 2 No.c) 12 Ton steel vibrating rollers – 2 No.d) 8 Ton tyred pneumatic rollers – 2 No.e) 5000L water bousers – 2 No.f) Transport for stabilizer-dump trucks - 10No.toolsg) Assorted2). Manpower / Personnela) Engineer – 1b) Foreman – 1c) Surveyor – 1–3d) Chairmene) Laborers – 15 No.Any necessary adjustments will be done on sites as the situation demands.2. Drainage WorksDrainage works in this project will entail culverts of various sizes and open drains as will be instructed by the Engineer, side drains, mitre-drains and stone pitching or lining channels where instructed.These will be carried out as per Engineer’s Instructions and Design and in accordance with specifications.**** will have an independent team for drainage structures work to be headed by an experienced foreman so that drainage works will precede earthworks where necessary or alongside it depending on the kind of drainage works involved. **** has concrete mobile mixers and towed mixers, which willbe available for these works. Where culverts are to be done with insitu concrete formwork shall consist of a combination of balloons and marine plywood. All stages of work shall be approved by the Engineer before the contract proceeds with the next stage. i.e. The Engineer shall approve each of the following stages setting out-excavation-bed preparation-formwork-reinforcement-base casting-balloon-formwork-reinforcement-concrete-formwork & balloon removal-concrete strength-loading etc1). Machinery with operatorsa) Excavators – 1 No.b) Motor graders – 1 No.c) 12 Ton steel vibrating rollers – 1 No.d) Transport for stabilizer-dump trucks - 2No.e) Mobile truck mixers – 2 No.f) Vibrators – 2 No.g) Balloons – 2 No.toolsh) Assorted2). Manpower / Personnela) Engineer – 1b) Foreman – 1c) Surveyor – 11–d) Chairmene) Laborers – 10 No.Any necessary adjustments will be done on sites as the situation demands.3. Cement Stabilized Gravel - Road Sub-base material1. Introduction:This Method Statement describes the works operation to under take the spreading of Cement and stabilization of sub base, specifically for Section A of the project. It covers all the works in connection with the exploitation, hauling, dumping and processing of natural gravel material for cement stabilization.The entire process shall be done in adherence to contract requirements. In particular the requirements of the specifications and road design manual part III will be observed.2. Methodology and Procedure:A trial section, approximately 100m will be done following the procedure below to establish the vital parameters to be adopted for the actual operations thereafter. Actual stabilization will be undertaken in sections of 150m length. It its estimated that such lengths will be processed within 2-4hrs. This time estimate is taken from the moment the cement bags are opened to the completion of compaction.Once the formation layer is placed and approved, material for sub-base will be dumped immediately thereafter to protect the formation from damage. All necessary reference pegs for levels and offsets shall already be in place.The approved material will be dumped at intervals to achieve the required final thickness and spread.In the case of material form borrow pits with large chunks of boulders, pre-processing by adequate passes of the sheep foot roller and grader will be made to breakdown the material into workable form. The final surface will be compacted lightly.The day before the actual stabilization, pre-levelling and pre-watering will be done .the actual activity of stabilization will commence with dumping of cement bags at spacing determined to achieve required percent of cement stabilization based on laboratory tests. The bags will then be opened.Cement will be spread using the grader blade and hand brooming. The gravel material will then be scarified by grader. Hand brooms will be used in areas where mechanical operation is difficult. Dry mixing will be done by one pass of the pulvimixer.Water will then be applied from water bowsers. The second and possibly third pass of the pulvimixer will then follow. The quantity of water required shall be guided by the properties of the material as obtained from laboratory test, accordingly calculated to suit the section length, width ＆thickness and material density. The experience of the personnel executing the works will be of great value in this operation. It is estimated that 60% of the total water for this operation will be applied at the pre-watering stage on the day before stabilization. This will reduce the likelihood of cement being washed due to excessive application of water.Immediately after the second of third pass of the pulvimixer, 2 No. passes of the sheep foot roller will be used for primary bottom compaction 3 passes of the smooth steel roller for top compaction will then follow according to the results of the trial section. The grader shall cut the final level and the pneumatic tyred roller shall continue to roll till mechanically stable crack free surface is obtained.Final level shall then be checked and the layer is finally tested to determine its acceptance as per section 2 of general specifications. Curing shall then follow as per specified or as will otherwise be directed by the Resident Engineer.3. Resources for Execution:a) Materialsz Natural material form borrow pit complying with clause 1203(c) of the General Specification and approved by the Engineer for Sub base.z Cement will be ordinary Portland cement 42.5 complying with the requirements of section 2 of the standard specificationz Curing material will be one of the options as in Clause 1409 of the General Specification and 1409 of the Special Specification, as will be agreed with Resident Engineer.b) Plantz Bulldozer – 1 NoThis machine will be used for stockpiling material at borrow pitsz Tipper – 5 NoTippers will be used to haul material from barrow pits to designated section ready to receive sub base material.z Wheel loader – 1 NoWill be used for loading sub base material at the borrow pitz Motor Grader -2 NoWater Thanker 18,000 litres – 2NoBomag 213 Steel Roller (13 ton)-1N0Pneumatic Roller (16 ton)-1NoSelf Propelled Pulvimixer-1 NoThe above machines will be used for processing and compaction of the sub base.z The other machines will be as followsPrime Mover + Trailer – 1No (For Cement)Water Pump 4’’-1 Noc) Senior Supervision personnelz Projects Managerz Projects Engineerz Consultant Materials Engineerz Superintendent of worksz Site Engineerz Quality Controlz Materials Engineerd) Labourz Foremen - 2 Noz Operators - 8 Noz Drivers - 8Noz Head men - 2Noz Un skilled labourers - 15Noz Watchmen - 3No4. Cement Improved Graded Crushed Stone Road Base1.MaterialsThe first step for the programme of the construction of the GCS road base will be the establishment of the material sources that will comply with the specifications and approved by the Engineer. The specified materials are ordinary Portland cement and graded crushed stone size 0/30.The amount of the cement to be used is between 1 – 2% by weight and the actual amount will be established by laboratory tests and field trials and will be subject to Engineers’ approval.Cement will be stored either in weather proof silos (bulk supply) or stores (50 kg bags supply).2.MixingWe shall use stationary batching plant for mixing the aggregates and cement. The mixing plant is fitted with electronic controls that will ensure that the materials introduced in the mixing plant by conveyors will be as predetermined by the laboratory and site trials and approved by the Engineer. The capacity of the batching plant is 75 m3/hr and shall target a daily production of 500 m3.3.TransportationThe mixed materials shall be transported from the batching plant to the laying site using 20 Ton dump trucks. Adequate numbers will be provided to ensure continuous supply of both treated and untreated materials.yingThe laying of the treated materials will be done using a mechanical paver. Our paver is capable of laying an eight (8) metre width and is also fitted with electronic level sensors to ensure accurate thickness control.The thickness of the road base layer is 250 mm while the maximum allowable thickness of laying is 180 mm. We shall therefore construct the base in two equal layers of 125 mm.pactionCompaction will be done using approved vibrating and kneumatic rollers to produce a pavement compacted to 95% MDD and free from ridges, compaction planes, surface irregularities or segregation and within acceptable tolerances.All care will be taken to ensure that the whole operation from the time of cement introduction to rolling completion does not exceed two hours.b.Protection And CuringThe completed layer will initially be kept continuously dump by lightly spraying with water until all quality control parameters are checked and approved by the Engineer.The layer will then be covered by approved polythene sheeting properly secured over the whole width of the treated layer. The curing period shall be a minimum of seven days before the primer is applied. No traffic will be allowed on the completed layer except the watering bousers.c.ResourcesTo achieve the above stated method statement the following resources will be deployed:- z Personnela)Site Engineer – 1 No.b)Surveyor – 1 No.c)Chain men - 3 No.d)Foremen – 2 No.e)General Labour - 10 No.z Equipment with operatorsa)Batching Plant - 1 No.b)20 Ton Trucks - 15 No.c)Vibrating Rollers - 2 No.d)K neumatic roller - 1 No.e)Water tanks (bousers) - 2 No.f)Paver - 1 No.5. Asphalt Concrete Works1. IntroductionThis method Statement describes the operations and procedures to undertake works on asphalt concrete. It covers all the works in connection with the production of constituent aggregates mixing, laying and compaction for the road pavement.The operation shall be done in accordance with the contract requirements. In particular the requirements of the standard and Special Specifications will be observed.A trial section of 100m will be undertaken before the commencement of the actual works2. Methodology and ProcedureThe operation shall commence with careful selection, crushing and testing of suitable stone for strength parameters (LAA, ACV, FI and CR), durability (SSS) and bitumen affinity. Upon confirmation of the suitability of the stone source and its quality, as well as the bitumen to be used, mix designs shall be done in accordance with the requirements of clause 1603B and 1604B of the special specification for approval by the supervisor, Routine testing for grading shall then be carried out on the material, correctly sampled from daily production and thereafter from the stockpiles as deemed necessary. The approved aggregates will be hauled to stockpiles adjacent to the asphalt plant.The asphalt plant will be calibrated prior to use. A dry mix of the selected blend of aggregates will be run through the plant. The resultant product will be tested in the laboratory to ascertain the calibration.A trial mix with bitumen will then be done based on a selected mix for the dry run using appropriate bitumen contents.Asphalt concrete will be mixed at the batching asphalt plant. The various aggregate sizes that have been approved will be weighed in the relevant proportions determined from the selected blend, through the hoppers. A pre-determined percentage of heated bitumen will be pumped into the plant so achieve the required bitumen content of the mix. The combination of materials shall be mixed further with heating at the right temperature in accordance with the specification to produce homogenous asphalt concrete. After loading the trucks will be driven to the tarpaulin yard via the weigh bridge to be covered tightly with canvas for protection from adverse conditions of dust, rain etc and to maintain desired temperatures.The AC shall be laid onto the surface of approved and cleaned dense bitumen macadam. Water will besprayed on the surface by a water bowser then broomed and left to dry. In case of immediate laying, a compressor will be used for drying the surface. The corridor within which the AC is to be laid will be set out and marked using white paint. A tack coat of K160 will be applied on the DBM just before laying of the AC if considered necessary. The road deviation adjacent to the area of works will be watered to abate dust. Ramps shall be constructed for the trucks to access the road corridor to ensure the embankment and other completed layers are not disturbed.The material shall be laid by paver. The depth shall be preset to specified thickness using a wooden plank of similar thickness at the start. Trucks shall queue in front of the paver and will be reversed in turns to tip into the hopper of the paver. Once an adequate quantity is tipped into the hopper the temperature will be checked to ensure compliance with the specifications. The material will be sampled for testing and analysis at the laboratory for Marshall Requirements, extraction of binder and aggregate grading.The material will be mixed further by the auger of the paver. Tipping shall be slow and gentle to avoid segregation. The material will then be laid in one layer of 60mm thick to obtain a final 50mm thick layer after compaction. Initial compaction will be provided by the paver itself .The compaction factor for the paver is about 80% and is adequate to provide stable slope at the asphalt concrete edges to support roller weight without undue movement. The slope will be compacted using and rammers, Dip sticks will be used to check the layer thickness by dipping regularly into the laid material. Necessary adjustments will be made to the paver to correct the layer thickness during the operation.Laying operations shall only commence once several tippers/trailers have queued in front of the paver to avoid stoppage of paver operations that could result in rippling effect .the entire width shall be laid at once.Compaction shall commence with the pneumatic tyre roller followed by the smooth steel vibratory roller. Four passes of both rollers will be used for a start, to be adjusted accordingly once compaction results are obtained. The rolling shall overlap at the joint. The Bomag BW120 roller will be used for compaction at the central joint.The temperature of the material shall be checked again at the completion of compaction for compliance with the specifications. The slope (camber/crossfall) of the final surface shall be checked using a straight steel edge.Cores will be cut from the trial section to determine the density of the compacted material and also confirm thickness laid, refusal density, voids at refusal, stability and flow. The holes will be filled with hot asphalt the following day after application of tack coat and rammed manually to levels exceeding the surrounding slightly.3. Resources for Executiona) Materialsz Asphalt Concrete from the asphalt plant complying with Clause 1603B and 1604B of the standard specification and approved by the Engineer.b) Plantz Asphalt Plant – 1 No (100 ton/hr)Production of Asphalt Concrete material using aggregate and bitumenz Tippers (20 Ton) - 10NoTipper trucks will be used to haul aggregate material from the crusher stockpile z Water Tanker (18,000 litres ) – 1 NoCleaning the DBM surface and watering deviation if /where necessary and filling of rollers z Tractor drawn Mechanical Broom – 1NoCleaning the surface of DBMz Compressor – 1NoDrying the washed and broomed surface of DBM in the case of prompt laying z Vibratory Smooth Steel Roller (9 ton) – 2 Noz Pneumatic Roller (7 wheels each 5 ton max) – 1NoCompactionz Paver-1NoLaying of Asphalt Concertez Water Pumps – 1NoFill up the water bowserc) Senior Supervision personnelz Consultant Material Engineerz Site Managerz Assistant Site Managerz Superintendent of worksz Quality Controlz Materials Engineerz Laboratory field team ( on-field ,sampling and testing )z Laboratory team (lab testing and analysis )d) Labourz Foremen - 2 Noz Operators - 11Noz Drivers - 33Noz Head men - 2Noz Unskilled Labourers - 10Noz Watchmen - 6 No4. Daily Asphalt ProductionOur target for daily production will be 900 tons per day. The mix will be laid and compacted between 10.00 pm and completed before 5.00 am.5. Personnel & EquipmentThe above method will involve the following input;1). Personnela)Engineer – 1 No.b)Foreman – 2 No. (one at plant another at site)c)Surveyor – 1 No.d)Chainman – 3 No.e)Laborers – 15 No.2). Equipment with operatorsa)20 Ton tippers – 15 No.b)10 Ton steel vibrating roller – 2 No.c)Pneumatic 8 Ton rollers – 2 No.d)Asphalt Paver – 1 No.e)Asphalt premix plant of effective production capacity of 100 tons/hr – 1 No.f)Bitumen distributor – 1 No.g)Mechanical broom – 1 No.6. Dense Bitumen Macadam (DBM) Works1. IntroductionThis method Statement describes the operations and procedures to undertake works on Dense Bitumen Macadam. It covers all the works in connection with the production of constituent aggregates mixing, laying and compaction for the road pavement.The operation shall be done in accordance with the contract requirements. In particular the requirements of the standard and Special Specifications will be observed.A trial section of 100m will be undertaken before the commencement of the actual works2. Methodology and ProcedureThe operation shall commence with careful selection, crushing and testing of suitable stone for strength parameters (LAA, ACV, FI and CR), durability (SSS) and bitumen affinity. Upon confirmation of the suitability of the stone source and its quality, as well as the bitumen to be used, mix designs shall be done in accordance with the requirements of clause 1603B and 1604B of the special specification for approval by the supervisor, Routine testing for grading shall then be carried out on the material, correctly sampled form daily production and thereafter form the stockpiles as deemed necessary. The approved aggregates will be hauled to stockpiles adjacent to the asphalt plant.The asphalt plant will be calibrated prior to use. A dry mix of the selected blend of aggregates will be run through the plant. The resultant product will be tested in the laboratory to ascertain the calibration.A trial mix with bitumen will then be done based on a selected mix form the dry run using appropriate bitumen contents .Dense Bitumen Macadam will be mixed at batching asphalt plant. The various aggregate sizes that have been approved will be weighed in the relevant proportions determined form the selected blend, through the hoppers. A pre-determined percentage of heated bitumen will be pumped into the plant so achieve the required bitumen content of the mix. The combination of materials shall be mixed further with hearting at the right temperature in accordance with the specification to produce homogenous Macadam. The Macadam shall then be stored in the plant silo awaiting loading onto the tippers. After loading the trucks will be driven to the tarpaulin yard via the weigh bridge to be covered tightly with canvas for protection form adverse conditions of dust, rain etc and to maintain desired temperatures.The DBM shall be laid onto the surface of approved primed graded crushed stone. The primed surface of the GCS shall be cleaned and dried prior to laying of DBM. The corridor within which the DBM is to be laid will be set out and marked by pegs. A white line will be drawn by paint with the help of strings to define the extents of this corridor. The pegs shall be driven at every chainage. A tack coat of K160 will be applied lightly just before laying of the DBM where considered necessary. The road deviation adjacent to the area of works will be watered to abate dust. Ramps shall be constructed for the trucks to access the road corridor to ensure the embankment and other completed layers are not disturbed.The material shall be laid by pavers working in echelon. The trucks shall queue in front of the pavers and will be reversed in turns to tip into the hopper of the pavers. Once an adequate quantity is tipped into the hoppers, the temperature will be checked to ensure compliance with the specifications. The material will be sampled for testing and analysis at the laboratory for Marshall requirements, extraction of binder and aggregate grading.The material will be mixed further by the auger of the pavers. Tipping shall be slow and gentle to avoid segregation. The material will then be laid in one layer of 150mm thick and initial compaction provided by the pavers. The compaction factor from the pavers is about 80% and is adequate to provide stable slope at the macadam edges to support roller weight without undue movement. The slopes will be compacted use of hand rammers. A dip stick will be used to check the layer thickness by dipping regularly into the laid material. Necessary adjustments will be made to the pavers to correct the layer thickness during the operation.Laying operations shall only commence once several tippers/trailers have queued in front of the paver to avoid stoppage of paver operations that could result in ripple effects or surface distortions.Compaction shall commence with the pneumatic tyre roller followed by the smooth steel vibratory roller. Four passes of both rollers will be used for a start, to be adjusted accordingly once compaction results are obtained. The rolling shall overlap at the joint.The temperature of the material shall be checked again at the completion of compaction for compliance with the specifications. The slope (camber/crossfall) of the final surface shall be checkedusing a straight steel edge.Cores will be cut from the trial section to determine the density of the compacted material and also confirm thickness laid, refusal density, voids at refusal, stability and flow. The holes will be filled with hot DBM the following day after application of tack coat and rammed manually to levels exceeding the surrounding slightly.3. Resources for Executiona) Materialsz Dense Bitumen Macadam from the asphalt plant complying with Clause 1603B and 1604B of the standard specification and approved by the supervisor.b) Plantz Asphalt Plant – 1 No (100 ton/hr)Production of Asphalt Concrete material using aggregate and bitumenz Tippers (20 Ton) - 10NoTipper trucks will be used to haul aggregate material from the crusher stockpile and also DBM from the asphalt plant to the road.z Water Tanker (18,000 litres ) – 1 NoCleaning the graded crushed stone surface and watering deviation if /where necessary and filling of rollersz Tractor drawn Mechanical Broom – 1NoCleaning the graded crushed stone surfacez Vibratory Smooth Steel Roller (9 ton) – 2 NoCompactionz Pneumatic Roller (7 wheels each 5 ton max) – 1Noz Paver-1NoLaying of Dense Bitumen Macadamz Water Pumps – 1NoFill up the water bowserc) Senior Supervision personnelz Consultant Material Engineerz Site Managerz Assistant Site Managerz Superintendent of worksz Quality Controlz Materials Engineerz Laboratory field team ( on-field ,sampling and testing )z Laboratory team (lab testing and analysis )d) Labourz Foremen - 2 Noz Operators - 11Noz Drivers - 33Noz Head men - 2Noz Unskilled Labourers - 10Noz Watchmen - 6 No7. Cement Concrete1.IntroductionThe starting point for cement concrete works will be the identification of materials that meet the required specifications and establishment of the batching plants. This will be followed by determination of (design/job mixes) material proportions to be applied to the different classes of concrete. The materials will then be mixed, transported, placed and compacted in the appropriate locations to give a strong and durable component of the permanent works.All bulk material shall be stock piled at our Mlolongo-Katani site, JKIA camp site, Globe Cinema roundabout, Museum Hill or at Aristocrat Quarry. Cement may be stocked by the various engaged manufacturers in stores clearly identified and reserved for this project only. Materials will be regularly transported from this bulk storage to satellite stores in various work sections. Cement shall be stored in both silos and bags.The various classes of concrete required under this contract include concrete classes 15, 20, 25, 30, 35, 40 (N/mm2)Annexure for detailed methodology on concrete on bridges and related structures including RE walls will be provided as soon as geotechnical investigations are completed and our bridge engineers come in and discuss details on the bridge and other structures designs.To achieve the foregoing, the following steps will be followed:2.Material Sourcesa.Course aggregatesWe shall establish a crushing plant at Mlolongo-Katani. The area has geological features that produce adequate quantity of rock that produces strong and clean aggregates. There are other operational quarries in the area that are producing aggregates for the construction industry. The rocks will be crushed and separated to different sizes using appropriate sieves on the crushing plant.Before our crushing plant is established and operational, we intend to buy any required aggregates from the existing quarries. The aggregates will be analyzed to ascertain that they comply with all specifications before any orders are placed. We shall also minimize the number。
土木工程专业英语词汇
第一部分：1 Finite Element Method 有限单元法2 专业英语Specialty English3 水利工程Hydraulic Engineering4 土木工程Civil Engineering5 地下工程Underground Engineering6 岩土工程GeotechnicalEngineering7 道路工程Road (Highway) Engineering8 桥梁工程Bridge Engineering9 隧道工程TunnelEngineering10 工程力学Engineering Mechanics11 交通工程Traffic Engineering12 港口工程Port Engineering13 安全性safety17木结构timber structure18 砌体结构masonry structure19 混凝土结构concrete structure20 钢结构steelstructure21 钢-混凝土复合结构steel and concrete composite structure22 素混凝土plain concrete23 钢筋混凝土reinforced concrete24 钢筋rebar25 预应力混凝土pre-stressed concrete26 静定结构statically determinate structure27 超静定结构statically indeterminate structure28 桁架结构trussstructure29 空间网架结构spatial grid structure30 近海工程offshore engineering31 静力学statics32运动学kinematics33 动力学dynamics34 简支梁simply supported beam35 固定支座fixed bearing36 弹性力学elasticity37 塑性力学plasticity38 弹塑性力学elaso-plasticity39 断裂力学fracture mechanics40 土力学soil mechanics41 水力学hydraulics42 流体力学fluid mechanics43 固体力学solid mechanics44 集中力concentrated force45 压力pressure46 静水压力hydrostatic pressure47 均布压力uniform pressure48 体力body force49 重力gravity50 线荷载line load51 弯矩bendingmoment52 torque 扭矩53 应力stress54 应变stain55 正应力normal stress56 剪应力shearing stress57 主应力principal stress58 变形deformation59 内力internal force60 偏移量挠度deflection61 settlement 沉降62 屈曲失稳buckle63 轴力axial force64 允许应力allowable stress65 疲劳分析fatigue analysis66 梁beam67 壳shell68 板plate69 桥bridge70 桩pile71 主动土压力activeearth pressure72 被动土压力passive earth pressure73 承载力load-bearing capacity74 水位water height75 位移displacement76 结构力学structural mechanics77 材料力学material mechanics78 经纬仪altometer79 水准仪level80 学科discipline81 子学科sub-discipline82 期刊journal ,periodical83文献literature84 ISSN International Standard Serial Number 国际标准刊85 ISBN International StandardBook Number 国际标准书号86 卷volume87 期number88 专著monograph89 会议论文集proceeding90 学位论文thesis, dissertation91 专利patent92 档案档案室archive93 国际学术会议conference94 导师advisor95 学位论文答辩defense of thesis96 博士研究生doctorate student97 研究生postgraduate98 EI Engineering Index 工程索引99 SCI Science Citation Index 科学引文索引100 ISTP Index to Science and Technology Proceedings 科学技术会议论文集索引101 题目title102 摘要abstract103 全文full-text104 参考文献reference105 联络单位、所属单位affiliation106 主题词subject107 关键字keyword108 ASCE American Society of Civil Engineers 美国土木工程师协会109FHWA Federal Highway Administration 联邦公路总署110 ISO International Standard Organization 111解析方法analytical method112 数值方法numerical method113 计算computation114 说明书instruction115 规范Specification, Code第二部分：岩土工程专业词汇一. 综合类 1.geotechnical engineering岩土工程 2.foundation engineering基础工程 3.soil, earth土 4.soil mechanics土力学 cyclic loading周期荷载 unloading卸载 reloading再加载 viscoelastic foundation粘弹性地基 viscous damping粘滞阻尼 shear modulus剪切模量 5.soil dynamics土动力学 6.stress path应力路径 7.numerical geotechanics 数值岩土力学二. 土的分类 1.residual soil残积土 groundwater level地下水位 2.groundwater 地下水 groundwater table地下水位 3.clay minerals粘土矿物 4.secondary minerals次生矿物 ndslides滑坡 6.bore hole columnar section钻孔柱状图 7.engineering geologic investigation工程地质勘察 8.boulder漂石 9.cobble卵石 10.gravel砂石 11.gravelly sand砾砂 12.coarse sand粗砂 13.medium sand中砂 14.fine sand细砂 15.silty sand粉土 16.clayey soil粘性土 17.clay粘土 18.silty clay 粉质粘土 19.silt粉土 20.sandy silt砂质粉土 21.clayey silt粘质粉土 22.saturated soil饱和土 23.unsaturated soil非饱和土 24.fill (soil)填土 25.overconsolidated soil超固结土 26.normally consolidated soil正常固结土 27.underconsolidated soil欠固结土 28.zonal soil区域性土 29.soft clay软粘土 30.expansive (swelling) soil膨胀土 31.peat泥炭 32.loess黄土 33.frozen soil冻土 24.degree of saturation饱和度 25.dry unit weight干重度 26.moist unit weight湿重度45.ISSMGE=International Society for Soil Mechanics and Geotechnical Engineering 国际土力学与岩土工程学会四. 渗透性和渗流1.Darcy’s law 达西定律 2.piping管涌 3.flowing soil流土 4.sand boiling砂沸 5.flow net流网 6.seepage渗透（流） 7.leakage渗流 8.seepage pressure渗透压力 9.permeability渗透性 10.seepage force渗透力 11.hydraulic gradient水力梯度 12.coefficient of permeability渗透系数五. 地基应力和变形 1.soft soil软土 2.(negative) skin friction of driven pile打入桩（负）摩阻力 3.effective stress有效应力 4.total stress总应力 5.field vane shear strength十字板抗剪强度 6.low activity低活性 7.sensitivity灵敏度 8.triaxial test三轴试验 9.foundation design基础设计 10.recompaction再压缩 11.bearing capacity承载力 12.soil mass土体 13.contact stress (pressure)接触应力（压力） 14.concentrated load集中荷载 15.a semi-infinite elastic solid半无限弹性体 16.homogeneous均质 17.isotropic各向同性 18.strip footing条基 19.square spread footing方形独立基础 20.underlying soil (stratum ,strata)下卧层（土） 21.dead load =sustained load恒载持续荷载 22.live load活载 23.short –term transient load短期瞬时荷载 24.long-term transient load长期荷载 25.reduced load折算荷载 26.settlement沉降 27.deformation变形 28.casing套管 29.dike=dyke堤（防） 30.clay fraction粘粒粒组 31.physical properties物理性质 32.subgrade路基 33.well-graded soil级配良好土 34.poorly-graded soil级配不良土 35.normal stresses正应力 36.shear stresses剪应力 37.principal plane主平面 38.major (intermediate, minor) principal stress最大（中、最小）主应力 39.Mohr-Coulomb failure condition摩尔-库仑破坏条件 40.FEM=finite element method有限元法 41.limit equilibrium method极限平衡法 42.pore water pressure孔隙水压力 43.preconsolidation pressure先期固结压力 44.modulus of compressibility压缩模量 45.coefficent of compressibility压缩系数 pression index压缩指数 47.swelling index回弹指数 48.geostatic stress自重应力 49.additional stress附加应力 50.total stress总应力 51.final settlement最终沉降 52.slip line滑动线六. 基坑开挖与降水 1 excavation开挖（挖方） 2 dewatering（基坑）降水 3 failure of foundation基坑失稳 4 bracing of foundation pit基坑围护 5 bottom heave=basal heave （基坑）底隆起 6 retaining wall挡土墙 7 pore-pressure distribution孔压分布 8 dewatering method降低地下水位法 9 well point system井点系统（轻型） 10 deep well point深井点 11 vacuum well point真空井点 12 braced cuts支撑围护 13 braced excavation支撑开挖 14 braced sheeting支撑挡板七. 深基础--deep foundation 1.pile foundation桩基础 1)cast –in-place灌注桩 diving casting cast-in-place pile沉管灌注桩 bored pile钻孔桩 special-shaped cast-in-place pile机控异型灌注桩 piles set into rock嵌岩灌注桩 rammed bulb pile夯扩桩 2)belled pier foundation钻孔墩基础 drilled-pier foundation钻孔扩底墩 under-reamed bored pier 3)precast concrete pile预制混凝土桩 4)steel pile钢桩 steel pipe pile钢管桩 steel sheet pile钢板桩 5)prestressed concrete pile预应力混凝土桩 prestressed concrete pipe pile预应力混凝土管桩 2.caisson foundation沉井（箱） 3.diaphragm wall地下连续墙截水墙 4.friction pile摩擦桩 5.end-bearing pile端承桩 6.shaft竖井；桩身 7.wave equation analysis波动方程分析 8.pile caps承台（桩帽） 9.bearing capacity of single pile单桩承载力 teral pile load test单桩横向载荷试验 11.ultimate lateral resistance of single pile单桩横向极限承载力 12.static load test of pile单桩竖向静荷载试验 13.vertical allowable load capacity单桩竖向容许承载力 14.low pile cap低桩承台 15.high-rise pile cap高桩承台 16.vertical ultimate uplift resistance of single pile单桩抗拔极限承载力 17.silent piling静力压桩 18.uplift pile抗拔桩 19.anti-slide pile抗滑桩 20.pile groups群桩 21.efficiency factor of pile groups群桩效率系数（η） 22.efficiency of pile groups 群桩效应 23.dynamic pile testing桩基动测技术 24.final set最后贯入度 25.dynamic load test of pile桩动荷载试验 26.pile integrity test桩的完整性试验 27.pile head=butt桩头 28.pile tip=pile point=pile toe桩端（头） 29.pile spacing桩距 30.pile plan桩位布置图 31.arrangement of piles =pile layout桩的布置 32.group action群桩作用 33.end bearing=tip resistance桩端阻 34.skin(side) friction=shaft resistance桩侧阻 35.pile cushion桩垫 36.pile driving(by vibration) （振动）打桩 37.pile pulling test拔桩试验 38.pile shoe桩靴 39.pile noise打桩噪音 40.pile rig 打桩机九. 固结consolidation 1.Terzzaghi’s consolidation theory太沙基固结理论2.Barraon’s consolidation theory巴隆固结理论3.Biot’s consolidation theory比奥固结理论 4.over consolidation ration (OCR)超固结比 5.overconsolidation soil超固结土 6.excess pore water pressure超孔压力 7.multi-dimensional consolidation多维固结 8.one-dimensional consolidation一维固结 9.primary consolidation主固结 10.secondary consolidation次固结 11.degree of consolidation固结度 12.consolidation test固结试验 13.consolidation curve固结曲线 14.time factor Tv时间因子 15.coefficient of consolidation固结系数 16.preconsolidation pressure前期固结压力 17.principle of effective stress有效应力原理 18.consolidation under K0 condition K0固结十. 抗剪强度shear strength 1.undrained shear strength不排水抗剪强度 2.residual strength残余强度 3.long-term strength长期强度 4.peak strength峰值强度 5.shear strain rate剪切应变速率 6.dilatation剪胀 7.effective stress approach of shear strength 剪胀抗剪强度有效应力法 8.total stress approach of shear strength抗剪强度总应力法 9.Mohr-Coulomb theory莫尔－库仑理论 10.angle of internal friction内摩擦角 11.cohesion粘聚力 12.failure criterion破坏准则 13.vane strength十字板抗剪强度 14.unconfined compression无侧限抗压强度 15.effective stress failure envelop有效应力破坏包线 16.effective stress strength parameter有效应力强度参数十一. 本构模型--constitutive model 1.elastic model弹性模型 2.nonlinear elastic model非线性弹性模型 3.elastoplastic model弹塑性模型 4.viscoelastic model粘弹性模型 5.boundary surface model边界面模型 6.Duncan-Chang model邓肯－张模型 7.rigid plastic model刚塑性模型 8.cap model盖帽模型 9.work softening加工软化 10.work hardening加工硬化 11.Cambridge model剑桥模型 12.ideal elastoplastic model理想弹塑性模型 13.Mohr-Coulomb yield criterion莫尔－库仑屈服准则 14.yield surface屈服面 15.elastic half-space foundation model弹性半空间地基模型 16.elastic modulus弹性模量 17.Winkler foundation model文克尔地基模型十二. 地基承载力--bearing capacity of foundation soil 1.punching shear failure冲剪破坏 2.general shear failure整体剪切破化 3.local shear failure局部剪切破坏 4.state of limit equilibrium极限平衡状态 5.critical edge pressure临塑荷载 6.stability of foundation soil地基稳定性 7.ultimate bearing capacity of foundation soil地基极限承载力 8.allowable bearing capacity of foundation soil地基容许承载力十三. 土压力--earth pressure 1.active earth pressure主动土压力 2.passive earth pressure被动土压力 3.earth pressure at rest静止土压力4.Coulomb’s earth pressure theory库仑土压力理论5.Rankine’s earth pressure theory朗金土压力理论十四. 土坡稳定分析--slope stability analysis 1.angle of repose休止角 2.Bishop method毕肖普法 3.safety factor of slope边坡稳定安全系数 4.Fellenius method of slices费纽伦斯条分法 5.Swedish circle method瑞典圆弧滑动法 6.slices method条分法十五. 挡土墙--retaining wall 1.stability of retaining wall挡土墙稳定性 2.foundation wall基础墙 3.counter retaining wall扶壁式挡土墙 4.cantilever retaining wall悬臂式挡土墙 5.cantilever sheet pile wall悬臂式板桩墙 6.gravity retaining wall重力式挡土墙 7.anchored plate retaining wall锚定板挡土墙 8.anchored sheet pile wall锚定板板桩墙十六. 板桩结构物--sheet pile structure 1.steel sheet pile钢板桩 2.reinforced concrete sheet pile钢筋混凝土板桩 3.steel piles钢桩 4.wooden sheet pile木板桩 5.timber piles木桩十七. 浅基础--shallow foundation 1.box foundation箱型基础 2.mat(raft) foundation片筏基础 3.strip foundation条形基础 4.spread footing扩展基础 pensated foundation补偿性基础 6.bearing stratum持力层 7.rigid foundation刚性基础 8.flexible foundation柔性基础 9.embedded depth of foundation基础埋置深度 foundation pressure基底附加应力 11.structure-foundation-soil interaction analysis上部结构－基础－地基共同作用分析十八. 土的动力性质--dynamic properties of soils 1.dynamic strength of soils动强度 2.wave velocity method波速法 3.material damping材料阻尼 4.geometric damping几何阻尼 5.damping ratio阻尼比 6.initial liquefaction初始液化 7.natural period of soil site地基固有周期 8.dynamic shear modulus of soils动剪切模量 9.dynamic ma二十. 地基基础抗震 1.earthquake engineering地震工程 2.soil dynamics土动力学 3.duration of earthquake地震持续时间 4.earthquake response spectrum地震反应谱 5.earthquake intensity地震烈度 6.earthquake magnitude震级 7.seismic predominant period地震卓越周期 8.maximum acceleration of earthquake地震最大加速度二十一. 室内土工实验 1.high pressure consolidation test高压固结试验 2.consolidation under K0 condition K0固结试验 3.falling head permeability变水头试验 4.constant head permeability常水头渗透试验 5.unconsolidated-undrained triaxial test 不固结不排水试验(UU) 6.consolidated undrained triaxial test固结不排水试验(CU) 7.consolidated drained triaxial test固结排水试验(CD) paction test击实试验 9.consolidated quick direct shear test固结快剪试验 10.quick direct shear test快剪试验 11.consolidated drained direct shear test慢剪试验 12.sieve analysis筛分析 13.geotechnical model test土工模型试验 14.centrifugal model test离心模型试验 15.direct shear apparatus直剪仪 16.direct shear test直剪试验 17.direct simple shear test直接单剪试验 18.dynamic triaxial test三轴试验 19.dynamic simple shear动单剪 20.free （resonance）vibration column test自(共)振柱试验二十二. 原位测试 1.standard penetration test (SPT)标准贯入试验 2.surface wave test (SWT)表面波试验 3.dynamic penetration test(DPT)动力触探试验 4.static cone penetration (SPT) 静力触探试验 5.plate loading test静力荷载试验 teral load test of pile 单桩横向载荷试验 7.static load test of pile 单桩竖向荷载试验 8.cross-hole test 跨孔试验 9.screw plate test螺旋板载荷试验 10.pressuremeter test旁压试验 11.light sounding轻便触探试验 12.deep settlement measurement深层沉降观测 13.vane shear test十字板剪切试验 14.field permeability test现场渗透试验 15.in-situ pore water pressure measurement 原位孔隙水压量测 16.in-situ soil test原位试验。
EXCAVATION METHOD
专利名称：EXCAVATION METHOD发明人：NODA SABURO,野田 三郎申请号：JP特願平8-2595申请日：19960110公开号：JP特開平9-189035A公开日：19970722专利内容由知识产权出版社提供专利附图：摘要：PROBLEM TO BE SOLVED: To improve the execution property by arranging an earth retaining frame in a groove of a shape to surround an embedded article which is excavated in the ground in advance, and excavating the ground at its inner side to the prescribed depth. SOLUTION: A groove of a shape to surround an embedded article 1and of the depth in which no earth is collapsed is excavated, and an earth retaining frame 3 is arranged in the groove. The earth 5 is refilled in the groove, a driveway part 50 of a shovel car 4 is formed, the shovel car 4 is driven inwardly of the frame 3 from the driveway part 50, and a hole 20 is excavated inside the frame 3. The hole 20 is excavated to the specified depth while the shovel car 4 is retreated from the driveway part 50, and a part deeper than the ground at the frame 3 is excavated one size smaller than the frame 3 because it is unstable. The dry-mixed mortar 6 is placed on a bottom surface of the hole 20, the embedded article 1 is arranged thereon, the frame 3 is withdrawn, and the concrete is placed again on a bottom part and its circumference of the embedded article 1. Execution can be easily and safely performed even in a narrow space.申请人：SEKISUI HOUSE LTD,積水ハウス株式会社地址：大阪府大阪市北区大淀中1丁目1番88号国籍：JP代理人：倉内 義朗更多信息请下载全文后查看。
使用物理方法去研究地球的英语
使用物理方法去研究地球的英语Studying the Earth Using Physical Methods.The Earth, the third planet from the Sun and the only known planet to harbor life, is a fascinating object of study. Its complex systems and interactions make it a challenging yet rewarding subject for physicists to explore. In this article, we will delve into the various physical methods used to study the Earth, ranging from seismology to geomagnetism and more.Seismology: Studying Earthquakes and Their Effects.Seismology is the branch of physics that deals with the study of earthquakes and the propagation of seismic waves through the Earth's interior. By analyzing the datacollected from seismic stations around the globe,scientists can infer information about the Earth's interior, such as its structure, composition, and density.Seismic waves are generated when an earthquake occurs. These waves travel through the Earth's crust, mantle, and core, and are detected by seismic stations located at various distances from the epicenter. By analyzing thearrival times, amplitudes, and frequencies of these waves, scientists can determine the location, magnitude, and depth of the earthquake.Seismology has also been used to study the Earth'scrust and upper mantle. By analyzing the propagation of seismic waves through these regions, scientists can infer information about the thickness, composition, and temperature of the crust and upper mantle. This information is crucial for understanding the Earth's tectonic plates, volcanoes, and other geological features.Geomagnetism: Studying the Earth's Magnetic Field.Geomagnetism is the study of the Earth's magnetic field, which is generated by the flow of electrically charged particles within the Earth's interior. This magnetic field extends beyond the Earth's atmosphere and into space,protecting the planet from harmful solar radiation.Geomagnetic observations are made using a variety of instruments, including magnetometers and satellites. These instruments measure the strength and direction of the magnetic field at different locations on the Earth's surface and in space. By analyzing these measurements, scientists can infer information about the sources and dynamics of the Earth's magnetic field.One of the most important applications of geomagnetism is in navigation. The Earth's magnetic field provides a natural compass that can be used to determine direction. However, the magnetic field is not static; it changes over time due to various factors such as solar wind interactions and plate tectonics. Therefore, geomagnetic observations are crucial for monitoring and updating navigation systems.Gravity: Studying the Earth's Mass Distribution.Gravity is another physical method used to study the Earth. By measuring the strength of gravity at differentlocations on the Earth's surface, scientists can infer information about the mass distribution within the planet.Gravity measurements are made using a variety of instruments, including gravimeters and satellites. These instruments measure the acceleration due to gravity at different locations on the Earth's surface. By comparing these measurements, scientists can determine the density and composition of the Earth's interior.Gravity data has been used to study a wide range of geological features, including mountains, basins, and crustal thickness. It has also been used to monitor changes in the Earth's mass distribution due to processes such as glaciation and post-glacial rebound.Conclusion.The Earth is a complex and dynamic planet that offers a wealth of opportunities for physicists to explore. By using a variety of physical methods such as seismology, geomagnetism, and gravity measurements, scientists can gaininsights into the Earth's structure, composition, and dynamics. These insights are crucial for understanding the planet's natural processes and for monitoring and predicting changes that may impact human life on Earth.。
陆地生态系统研究方法课件有道翻译
陆地生态系统研究方法课件有道翻译翻译生态系统的概念:n生态学,生态系统是一个社区的生物(植物、动物和其他生物——也称为生物群落)和环境(或生活小区),功能作为一个单元。
1、一个生态系统是一个动态的、复杂的整体,作为一个生态单元进行交互2,一个生态系统可能非常不同的大小3、不同生态系统往往由地理障碍,如沙漠、山区或海洋,或孤立的否则,如湖泊或河流4、整个地球可以被视为一个生态系统,或者一个湖可以分为几个生态系统,根据不同的使用规模时间尺度:瞬时、季节性、演替、物种迁移,进化的历史地质史研究计划的五个过程:1、定义研究问题;2、应用创新形成新的研究观点;3,确保前提出研究相关科学知识;4、确保拟议的研究技术上是可行的,可以完成可用资源; 5,可以得出确定的结论。
定义研究问题起源和类型的研究问题分析的问题1、假设和问题转换成命题;2、回顾命题相关的科学文献;3、订购主张对这些支持的文学或直接观察,公理,和那些必须研究假设。
应用创造力开发新研究的想法1、分析了珍贵的知识;2、发展的精确和有深度的问题;3,看到别人之前没有见过; 4、当前理论必须详细了解;之前确保该研究相关科学知识1、了解出版系统2、阅读一篇科学论文的方法,而不是内容3、升值之间的紧张关系一般理论和实地研究确保该研究技术上是可行的,可以完成与可用资源——是至关重要的展示你的上级或者主要教授一个详细的计划可以得出确定的结论。
开发一个数据声明1.指定要使用的类型的调查 2 .指定的条件详细调查和测量3 .指定任何统计假设和计算使用关键问题：生态系统净初级生产力(NPP)净生产(NEP)水和养分平衡和稳定的生态结构异养呼吸的来源:土壤微生物活动,树叶会飘落下来,死根、细和粗伍迪碎屑我们为什么要关心生态系统?1、生态系统提供了一个机械的理解地球系统的基础2、生态系统为社会提供商品和服务3、人类活动正在改变生态系统(因此地球系统)陆地生态系统能量和水过程净辐射:1、生态系统的能量输入之间的平衡输入(长期和短波辐射)输出(长期和短波辐射)净辐射(Rnet):输入和输出之间的平衡的短波和长波辐射,测量作为瓦每平方米(Wm-2)短波辐射：1.直接辐射（direct radiation），占绝大部分，90%左右。
陆地生态系统生产总值核算技术指南 引用
陆地生态系统生产总值核算技术指南引用下载提示：该文档是本店铺精心编制而成的，希望大家下载后，能够帮助大家解决实际问题。
文档下载后可定制修改，请根据实际需要进行调整和使用，谢谢!本店铺为大家提供各种类型的实用资料，如教育随笔、日记赏析、句子摘抄、古诗大全、经典美文、话题作文、工作总结、词语解析、文案摘录、其他资料等等，想了解不同资料格式和写法，敬请关注!Download tips: This document is carefully compiled by this editor. I hope that after you download it, it can help you solve practical problems. The document can be customized and modified after downloading, please adjust and use it according to actual needs, thank you! In addition, this shop provides you with various types of practical materials, such as educational essays, diary appreciation, sentence excerpts, ancient poems, classic articles, topic composition, work summary, word parsing, copy excerpts, other materials and so on, want to know different data formats and writing methods, please pay attention!陆地生态系统生产总值核算技术指南摘要陆地生态系统生产总值（LGDP）是衡量陆地生态系统经济价值的重要指标，对于生态文明建设和可持续发展具有重要意义。
消耗地球资源英语作文
消耗地球资源英语作文Title: The Depletion of Earth's Resources and Sustainable Solutions。
Introduction:In recent years, the depletion of Earth's resources has become a pressing global issue. As the demand for natural resources continues to increase due to population growth and industrialization, it is crucial to address this problem and find sustainable solutions. This essay aims to explore the causes and consequences of resource depletion and propose effective measures to mitigate its impact on our planet.Body:1. Causes of resource depletion:1.1 Population growth: The exponential increase in theworld's population has led to a higher demand for resources such as food, water, and energy.1.2 Industrialization: The rapid industrial development in many countries has resulted in the exploitation of natural resources on a massive scale.1.3 Unsustainable consumption patterns: The culture of consumerism has led to excessive and wasteful consumption of resources, putting a strain on the environment.2. Consequences of resource depletion:2.1 Environmental degradation: Overexploitation of resources leads to deforestation, habitat destruction, and pollution, causing irreparable damage to ecosystems.2.2 Climate change: The burning of fossil fuels for energy generation contributes to greenhouse gas emissions, leading to global warming and climate-related disasters.2.3 Economic instability: Resource depletion can leadto economic crises, as scarcity drives up prices and disrupts supply chains.3. Sustainable solutions:3.1 Renewable energy: Promoting the use of renewable energy sources such as solar, wind, and hydroelectric power can reduce the reliance on fossil fuels and mitigate climate change.3.2 Conservation and recycling: Implementing effective waste management systems and encouraging recycling can minimize resource extraction and reduce environmental pollution.3.3 Sustainable agriculture: Promoting organic farming methods, reducing food waste, and implementing efficient irrigation techniques can help conserve water and protect soil fertility.3.4 Education and awareness: Raising awareness about the importance of sustainable living and responsibleconsumption can lead to behavioral changes and reduce resource consumption.4. International cooperation:4.1 Global agreements: Governments and international organizations should collaborate to establish and enforce agreements that promote sustainable resource management and conservation.4.2 Technology transfer: Developed countries should support developing nations in adopting sustainable technologies and practices to reduce resource consumption.4.3 Financial incentives: Providing financial support and incentives for businesses and individuals to invest in sustainable practices can accelerate the transition towards a resource-efficient economy.Conclusion:The depletion of Earth's resources poses a significantthreat to the planet's well-being and future generations. By addressing the root causes of resource depletion and implementing sustainable solutions, we can ensure the preservation of our environment and create a more balanced and equitable world. It is essential for individuals, governments, and international organizations to work together to protect and manage Earth's resources responsibly. Only through collective efforts can we secure a sustainable future for all.。
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CHINA HARBOUR ENGINEERING COMPANY LIMITEDContract No. NCDC 2012-02 CSTB 2756 Project Name: Construction of Gerehu to 9 mileroadDocument No. CHEC/NCDC/CSTB2756/MS002Method Statement ofEarth ExcavationENGINEER & CONTRACTOR DOCUMENTATION REVIEW:□STATUS 1 Approved as submitted□STATUS 2 Approved subject to implementation of Engineer’s and/or Employer’s comments / notation without r e-submission□STATUS 3 Rejected and being subject to full re-submission in response to the Engineer’s and/or Employer’s comments / notation NOTE: Approved by the Engineer’s and/or Employer shall not relieve the Contractor of any duty and responsibility under the Contract.Name & Signature Position Date Prepared By:Reviewed By:Approved By:Section CONTENTSPage1.0 Purpose of method statement 12.0 Scope of Works 13.0 Documents to be referred in this method statement 14.0 Responsibilities for activities described within method statement 15.0 Resources to be used for the Works 25.1 Man power 25.2 Plant &Equipments 26.0 Detailed method of carrying out this method statement 37.0 Inspection plan 58.0 Health & Safety Considerations 58.1 General safety issues 58.2 Emergency Arrangement 59.0 Environmental Considerations 510.0 Record documentation and/or output(s) which confirm completion ofmethod statement. 611.0 Training 612.0 Appendices 6Appendix A - Risk AssessmentAppendix B - Tool Box TalkAppendix C - Inspection PlanAppendix D - RICF1.0Purpose of method statementThis method statement serves as a guideline for the earth excavation work during the construction of the Gerehu to 9 mile road.2.0Scope of WorksThis method statement is applicable to the earth work on the construction of Gerehu to 9 mile road.3.0Documents to be referenced with the method statement1)AS 12892)MRS0043)MRS514)Specifications for road and bridge works — August 19955)Proposed Gerehu Casio circle to 9-mile road geotechnical investigation report6)Contract specification7)Construction drawing8)Project Quality Plan (PQP)9)Project Safety Plan (PSP)10)Project Environmental Plan (PEP)11)Inspection Plan (IP)4.0Responsibilities for activities described within method statement4.1 The responsibilities of the Construction ManagerThe Construction Manager will be responsible for the coordination work in-between the related parties, machinery deployment, and to ensure the construction quality, safety and environmental standard to achieve the requirements of the method statement and the technical specifications.4.2 The responsibilities of the Site EngineerThe Site Engineer’s responsibility is to give technical guidance and make a detailed technical clarification to the personnel whom are on the site of the construction.4.3 The responsibilities of the SurveyorIn the process of earth excavation, the Surveyor should be responsible for the setting out of the central line and highway boundary.4.4 The responsibilities of the Material EngineerThe Material Engineer will be responsible for the compliance test on the materials.4.5 The responsibilities of the SupervisorThe Supervisor will be responsible for the preparation work on the site, and carry out the management work according to the construction schedules and plans.5.0Resources to be used for the works5.1 Man power5.2 Plant &Equipments6.0Detailed method of carrying out this method statement6.1 Sequence6.2 Detailed method of earth excavation6.2.1 Setting outThe surveyor should survey the proposed area and obtain original data, along with the control points，and calculate the required depth that is to be excavated. There should be on going corrections conducted during the excavation process, and make the adjustments to ensure the elevation and slopes are accurate.6.2.2 Interceptor drainPrior to digging, the contractor should excavate an intercepting drain, two (2) meters beyond the cutting top. The intercepting drain will be able to prevent the rains flowing into the embankment to damage the subgrade.6.2.3 Earth excavationMaterials to be excavated shall be classified under the following material types: Type A material shall include all forms of which is not practicable to excavate without drilling and blasting. Type B material shall mean those materials cannot be removed without first loosening them by means of ripping equipment or blasting. Type C material shall include bridge piers, bridge abutments, culvert headwalls, wingwall, footings, retaining walls and spillways of concrete or cement grouted masonry. Type D material shall include all other materials of a nature not included in the foregoing definition of Type A, B or C material.Type A and Type B shall be loosened by drilling or blasting (Details refer to method statement of blasting).Type C and Type D will be excavated and loaded onto a dump truck where it shall be unloaded at a designated area.When the digging depth is less than five meters (5m), using the excavator digging along with the full width of the cutting, if the depth is thicker than 5 meters, the constructor should take stratify excavation, each height at 5-8 meters, with each layer set to a plain stage of slope width, not less than 1 m and 1%-2% gradient. The drainage side slope is set according to the drawings.Existing Pavement shall not be incorporated in the new construction unless otherwise instructed by the Engineer. The limit of excavation adjacent to existing pavement which is to remain as sub-base will be determined on site by the Engineer and if excavation exceeds 200 millimetres below top of the sub-base level, a step or steps with vertical face of 150 millimeters and horizontal face of 300 millimetres shall be formed and the quantity included in the volume will be excavated.Dig to design elevation, the road bed shall be constructed as soon as possible, if it is not constructed within the given time frame, the contractor shall reserve at least 30cm- thick layer of soil.Drains shall be constructed on both sides of the roadbed to prevent damages to the subgrade.If excavation is done exceeding the given depth, the error shall be corrected by being backfilled with the approved material.6.2.4 Finishing battersContractor shall finish the batter according to the drawings and the slope incline to conform to the relevant specification and design drawing. The contractor shall remove dangerous and rough stones or rocks.6.2.4 Disposal of MaterialThe disposal soil shall be classified according to the specification requirements. If the material do not suit/ fit the requirements, it shall be loaded onto a dump truck and unloaded at a designated site as directed by the engineer, however, if the soil/material meets the requirement, then it will be used to backfill the embankment.7.0Inspection PlanAppendix C—Inspection Plan8.0Health & Safety Considerations8.1 General safety issuesProject Safety Plan (PSP)8.2 Emergency ArrangementIn case of mechanical breakdown, injuries or other emergencies occur; the Emergency Arrangement shall be carried out.8.2.1 Emergency materialsEmergency medical instruments are inclusive of first aid box，stretcher and oxygen bags are available at any time when construction works carried out.8.2.2 Emergency responseIn any time the medic shall come to spot of accident at the first time, and the on-site supervisor must report to the safety director or project manager immediately. For the serious injuries, contractor must send them to hospital or call for emergency rescue without any delay. The scene of accident should be protected properly.9.0Environmental ConsiderationsProject Environmental Plan（PEP）10.0Record documentation and/or output(s) which confirm completion ofmethod statementSpecific circumstance in Appendix D-RICF11.0TrainingIn order to improve the quality control and strengthen the safety management, prior to any work, the contractor will carry out a series of training courses to the employees, which contains potential risk control, quality control, construction process, medical aids and self-protection etc.Appendix B—Tool Box Talk12.0 AppendicesAppendix A—Risk AssessmentAppendix B—Tool Box TalkAppendix C—Inspection PlanAppendix D—RICF。