隧道施工外文翻译
专业英语-隧道施工专业名词
隧道工程相关专业英语词汇隧道 tunnel●隧道工程 tunnel engineering●铁道隧道 railway tunnel●公路隧道 highway tunnel●地铁隧道 subway tunnel ; underground railway tunnel;metro tunnel●人行隧道 pedestrian tunnel●水工隧洞 ;输水隧道 hydraulic tunnel●山岭隧道 mountain tunnel●水下隧道 subaqueous tunnel●海底隧道 ;水下隧道 submarine tunnel;underwater tunnel●土质隧道 earth tunnel●岩石隧道 rock tunnel●浅埋隧道 shallow tunnel;shallow-depth tunnel ;shallow burying tunnel●深埋隧道 deep tunnel;deep-depth tunnel ; deep burying tunnel ●偏压隧道 unsymmetrical loading tunnel●马蹄形隧道 ;拱形隧道 horse-shoe tunnel ; arch tunnel●圆形隧道 circular tunnel●矩形隧道 rectangular section tunnel●大断面隧道 largecross-section tunnel●长隧道 long tunnel●双线隧道 twin-track tunnel ; double track tunnel●曲线隧道 curved tunnel●明洞 open tunnel;open cut tunnel;tunnel without cover;gallery隧道施工方法 tunnel construction method●钻爆法 drilling and blasting method●新奥法 natm;new austrian tunnelling method●盾构法 shield driving method;shield method●顶进法 pipe jacking method ; jack-in method●浅埋暗挖法 sallow buried-tunnelling method●明挖法 cut and cover tunneling;open cut method●地下连续墙法 underground diaphragm wall method;underground wall method●冻结法 freezing method●沉埋法 immersed tube method●管棚法 pipe-shed method隧道勘测 tunnel survey●超前探测 drift boring●工程地质勘测 ;工程地质勘探 engineering geological prospecting●隧道测量 tunnel survey●施工测量 construction survey●断面测量 section survey●隧道设计 tunnel design●隧道断面 tunnel section●安全系数 safety coefficient●隧道力学 tunnel mechanics●隧道结构 tunnel structure ●隧道洞口设施 facilities of tunnel portal●边墙 side wall●拱顶 arch crown●拱圈 tunnel arch●仰拱 inverted arch●底板 base plate;floor●隧道埋深 depth of tunnel●隧道群 tunnel group●隧道施工 tunnel construction●隧道开挖 tunnel excavation●分部开挖 partial excavation●大断面开挖 large cross-section excavation●全断面开挖 full face tunnelling●开挖面 excavated surface围岩压力 ground pressure;●surrounding rock pressure●围岩变形 surrounding rock deformation●围岩破坏 surrounding rock failure●软弱围岩 weak surrounding rock支护 support●锚喷支护 anchor bolt-spray support●锚杆支护 anchor bolt-support;anchor bolt support ●喷射混凝土支护 ;喷射砼支护 shotcrete support;sprayed concrete support●配筋喷射混凝土支护 ;配筋喷射砼支护 reinforced sprayed concrete support●钢架喷射混凝土支护 ;钢架喷射砼支护 rigid-frame shotcrete support●掘进工作面支护 excavation face support●超前支护 advance support●管棚支护 pipe-shed support;pipe roofing support●胶结型锚杆 adhesive anchor bolt●砂浆锚杆 mortar bolt●树脂锚杆 resin anchored bolt●摩擦型锚杆 friction anchor bolt●楔缝式锚杆 slit wedge type rock bolt●涨壳式锚杆 expansion type anchor bolt●机械型锚杆 mechanical anchor bolt●预应力锚杆 prestressed anchor bolt●土层锚杆 soil bolt 岩石锚杆 rock bolt衬砌 lining●整体式衬砌 integral tunnel lining;integral lining●拼装式衬砌 precast lining●组合衬砌 composite lining●挤压混凝土衬砌 shotcrete tunnel lining ;extruding concrete tunnel lining●混凝土衬砌 ;砼衬砌 concrete lining●喷锚衬砌 shotcrete and bolt lining;shotcrete bolt lining隧道通风 tunnel ventilation●施工通风 construction ventilation●运营通风 operation ventilation●机械通风 mechanical ventilation●自然通风 natural ventilation●隧道射流式通风 efflux ventilation for tunnel ;tunnel efflux ventilation;tunnel injector type ventilation●隧道通风帘幕 curtain for tunnel ventilation;ventilation curtain ●通风设备 ventilation equipment隧道照明 tunnel illuminationtunnel lighting照明设备 lighting equipment隧道防水 tunnel waterproofing;waterproofing of tunnel●防水板 waterproofing board;waterproof board;waterproof sheet ●防水材料 waterproof material●隧道排水 tunnel drainage●排水设备 drainage facilites●隧道病害 tunnel defect●衬砌裂损 lining split;●隧道漏水 water leakage of tunnel;tunnel leak●坍方 landslide;slip●地面塌陷 land yielding●涌水 gushing water●隧道养护 tunnel maintenance●堵漏 leaking stoppage●注浆 grouting●化学注浆 chemical grouting●防寒 cold-proof●整治 regulation●限界检查 clearance examination;checking of●clearance;clearance check measurement●隧道管理系统 tunnelling management system●隧道环境 tunnel environment隧道试验 ;隧道实验 tunnel test●试验段 ;实验段 test section●隧道监控量测 ;隧道监控测量 tunnel monitoring measurement ●收敛 convergence●隧道安全 tunnel safety●隧道防火 tunnel fire proofing●火灾 fire hazard●消防 fire fighting●隧道防灾设施 tunnel disaster prevention equipment;tunnel anti-disaster equipment●报警装置 ;报警器 alarming device;warning device●通过隧道 passing tunnel●避车洞 refuge hole●避难洞 ;避车洞 refuge recess;refuge hole电气化铁道工程 ;电气化铁路工程 electrified railway construction●直流电气化铁道 dc electrified railway●交流电气化铁道 ;交流电气化铁路 a.c.electrification railway●低频电气化铁道 low frequency electrified railway●工频电气化铁路 industry frequency electrified railway●电压制 voltage system●电流制 current system。
地铁隧道施工外文文献翻译
地铁隧道施工外文文献翻译(文档含中英文对照即英文原文和中文翻译)原文：Urban Underground Railroad arch tunnel Construction Technology GroupAbstract Project in Guangzhou Metro Line, right-arch construction method of tunnels to explore. Subway Construction in Guangzhou for the first time put forward a double-arch tunnel to single-hole tunnel construction technology, and a single type of wall and split in the wall structure, comparison and selection of Technology solutions were obtained to meet the structural safety, construction safety and Economic benefits of better Technology solutions for the future design and construction of similar projects to provide reference and reference.Keywords: double-arch tunnel group; a single type of wall; construction Technology; split in the wall.As the circuit design requirements subway tunnel, the tunnel structure produces a variety of forms, ranging from cross-section from double-arch and the three-arch tunnel composed of double-arch tunnel section is commonly used in the connection lines andcrossing lines. In this paper, engineering examples, according to tunnel in which geological conditions, duration requirements, raised through the comparison and selection can achieve rapid construction and the purpose of construction cost savings of the best construction programs.1 Project OverviewGuangzhou Metro Line Road station turn-back line of sports for sports Road station after the return line, structure complex, DK3 016.047 ~ 037.157 varying cross-section set the double-arch structure, three-arch structure of tunnels. Ranging from cross-arch tunnel excavation span 20.1m, excavation height of 10.076m, cross-vector ratio of 1:0.5, after lining a hole span 5.2m, large holes, after lining span 11.4m, the wall thickness of 1.6 m. Three double-arch tunnel excavation span 19.9m, excavation height of 7.885m, cross-vector ratio of 1:0.1. -Arch tunnel section of rock from top to bottom are: artificial fill soil, red - alluvial sand, alluvial - alluvial soil, river and lake facies soil, plastic-like residual soil, hard plastic - a hard-like residual soil, all weathered rock, strong weathering rock, the weathered layer and the breeze layer. Tunnel through the rock strata are more homogeneous, the intensity high, carrying ability, good stability. Thickness of the tunnel vault covering 15.5 ~ 18m, of which grade ⅣWai rock vault thickness 5.6 ~ 7.6m. Double-arch tunnel segment groundwater table is 2.28 ~ 4.1m, mainly Quaternary pore water and fissure water.Section 2 dual-arch construction scheme comparisonAs the double-arch tunnel segment structure more complex, the tunnel cross-section changes in large, complicated construction process, construction was very difficult, the construction cycle is long, so I chose a good quality and efficient completion of the construction program segment arch tunnel construction is particularly important. Selection of a construction program, the main consideration the following aspects: (1) construction safety and structural safety; (2) construction difficulties; (3) the construction cycle; (4) cost-effectiveness. Based on these four principles, through the construction of research and demonstration program to select the following two programs to compare the selection of the construction.2.1 a single type of wall construction planThe program's main construction steps and measures are as follows:(1) The right line of double-arch tunnel hole within the return line side of temporary construction access, dual-arch and the three-arch in the wall construction, is completed in a timely support for the wall, the construction to prevent bias.(2) construction of the wall lining is completed, according to "first small then big, closed into a ring" principle, the right line with the step method of construction, with CRD engineering method returned a four-lane span tunnel construction.(3) When the return line side of the construction to the three-arch tunnel in the wall, then in accordance with the right line of the wall construction method and the three-arch-arch in the wall construction, during which the right line to stop excavation until the completion of construction of the wall.(4) The return line side of the wall construction is completed, the right line to continue to move forward the construction.The construction method for the domestic double-arch tunnel of conventional construction method, Guangzhou Metro, Nanjing and Beijing Metro subway both applications, and can secure successful completion of the construction of tunnels. However, examples of past engineering and construction Technology research can be found, the program has weaknesses and shortcomings.(1) The program used in this project, in a short span of 21.11m of double-arch tunnel, the tunnel's opening between the supporting and secondary lining will be converted four times, the conversion too frequently.(2) wall and side holes covered by waterproof layer of tunnel lining construction, steel engineering, formwork, concrete pouring required multiple conversions, the construction period up to 2 months.(3) The lining is completed, the wall of anti-bias materials, equipment, support and input, resulting in higher construction costs, Economic efficiency will drop.2.2 The split in the wall construction planThe program's main construction steps and measures are as follows:(1) ranging from cross-double-arch tunnel into two single-hole, change the formula for the separation wall, the first line of one-way right-forward construction of the tunnel.(2) three arch tunnel in the wall to make the first non-Shi lining, according to single-line working condition through.(3) the right line of large-section double-arch tunnel wall construction method adopted in accordance with CRD.(4) The return line is in accordance with the right line of the opposite side of the construction sequence of construction.Adoption of this program is in fact a one-way in accordance with the construction of two methods, compared with the previous one, after the program has the following advantages:(1) reduction of the construction process to speed up the convergence process conversion.(2) reduce the construction difficulty, shortening the construction cycle.(3) reduce the construction costs and improve Economic efficiency.(4) change a single type of wall to separate the wall, completely solved the structure of double-arch tunnel waterproofing defects.(5) The three-arch tunnel in the latter pArt of the construction hole, equivalent to large-span rock tunnels reserved for the core is conducive to both sides of the double-arch tunnel construction safety (Table 1).Section 3 three-arch construction planRight-line direct access to three double-arch tunnel, the Support parameters to the original designs for grating erection of the whole ring, according to design the whole ring of shotcrete, and enhance the bolt at the wall vault settings (return right side Tong Line Construction method), wall construction in the tunnel when you need to get rid of Office, located at a vertical grill joints strengthened beam.Strict control of excavation footage of each cycle, grid spacing of 0.6m / Pin. Weak in the wall excavation using millisecond blasting program (conditional maximize the use of static blasting programs), minimize the wall rock and the lining of the tunnel has beendisturbed, to ensure construction safety. The completion of excavation in the wall immediately after the secondary lining. After the completion of construction of the wall in wall voids of the backfilling, plus jack supports. The side of the construction is completed, carry out the other side of the wall construction. When both sides of the wall construction is complete, in a timely manner on both sides of a single-hole tunnel secondary lining, and then proceed to three-arch tunnel excavation and lining of the middle of rock. Construction, special attention should be three arch tunnel in the wall at the settlement and convergence deformation, such as the unusual phenomenon, an immediate reinforcement.4 construction of the force structure of Behavior AnalysisAcross the range of the double-arched wall canceled, changed to separate the wall, in the domestic urban underground railway engineering has not yet been a similar engineering design and construction experience, there is no such tunnel structure design, and therefore the structure is safe, as well as the course of construction conversion process of construction is safe, the program will be the focus of the study.Application of ANSYS finite element software for common procedures ranging from cross-arch tunnel numerical simulation, using stratigraphic - structural model of the structure of the tunnel by the force and deformation analysis (Figure 1, Figure 2, Figure 3). The scope of the horizontal direction taken by force along the direction of the tunnel cross-section to cross-hole 3 times the limit, taking the top of the vertical direction to the surface, the bottom-hole span to 3 times the limit, unit model uses the DP formation of elastic-plastic material entity, the tunnel Lining with elastic beam element simulation, beam elements and solid elements used to connect coupling equation. Through the analysis of data in Table 2 we can see that during the construction of large tunnels in a greater impact on small tunnel, if a small section of the tunnel with the necessary strengthening of measures and control the removal of temporary support to the longitudinal spacing, the program is useful and feasible to The.5 Construction of key technologies and corresponding measuresArch tunnel construction segment is required on a strict construction organization and strong technical assurance measures carried out under the good job in organizing theconstruction of steps to prepare the construction of a variety of technical preventive measures are key to success.5.1 pairs of pull anchor and strengthen the boltAbolition of a single type of wall, the excavation is complete in the wall thickness of 0.8m, pull anchor and strengthen the right bolt set is very necessary. Φ22 steel bolt used on the pull bolt drug volume, pitch, 0.6m × 0.5m, the length of the wall thickness according to the 0.8 ~ 2.0m. Strengthen the bolt in the wall located at the invert and side walls at both sides, using 3.0m of Φ25 hollow grouting anchor, spacing 0.6m × 0.8m.5.2 in the body wall, grouting rock block foldersIn the wall of rock thinnest Department to 0.15m, after repeated blasting excavation process, the impact of the rock wall around the loose, their bearing capacity affected. Therefore, we must separate the wall in the vault, wall, invert Department for loose rock for grouting. Φ42 embedded steel, cement slurry to take - water glass pairs of liquid slurry, the parameter of 1:1 cement and 30 ~ 45Be sodium silicate solution, grouting pressure of 0.2 ~ 1.0MPa. In both excavation grouting in the wall were carried out, after the completion of the final excavation carried out in saturated sandwich wall grouting.5.3 millisecond blasting technology microseismsTunnel excavation construction method used in all drilling and blasting. Because the lot is located in downtown Guangzhou, the ground-intensive buildings, and the Tunnel "0" spacing excavation, blasting must be set aside in accordance with glossy layer of smooth microseismic millisecond blasting program construction blasting vibration control will be allowed within the . For the double-arch tunnel in which strata of Ⅲ, Ⅳgrade rock blasting to take measures as follows:(1) The blasting equipment, using low-speed emulsion explosive shock.(2) strict control of footage per cycle (0.6 ~ 0.8m), around the borehole spacing of 0.4m, reduce the loading dose to control the smooth blasting effect (Figure 4).(3) The use of multiple detonators per blast detonation, using non-electric millisecond detonator initiation network asymmetric micro-vibration technology.(4), excavation and construction of the wall at the second to take first reserve 1m smooth layer, Cutting away from the eyes arranged in the side of the wall on the second floor reserved for smooth blasting around the eyes more than surface layout of the empty eyes, a small charge. Put an end to ultra-digging, digging, when partially due to artificial air pick excavation.Through the above effective measures, in the wall during the construction of the second blast, right in the thick wall of 0.15m basic did not cause damage to the smooth passage of the double-arch tunnel "0" from the excavation.5.4 Auxiliary scissors to strengthen supportingBy ANSYS simulation analysis, in order to ensure that small section of tunnel construction safety, the need for auxiliary support of small section tunnel reinforcement to resist the impact of blasting and rock produced by the instantaneous release of excavation loads generated by bias.Supporting materials, using I20 steel, welded steel plate embedded in the grille on both ends, using high-strength bolt reinforcement. Support arrangement spacing of 0.6m, which are arranged on a grid for each Pin, arranged to extend the scope to a double-arch on each side of 1.2m, and the completion of the excavation before the big end. The height and angle of support arrangements to ensure the smooth passage of construction machinery and equipment. Through the construction of proof, supporting the setting is necessary and effective, small-section tunnels in additional support after the convergence of scissors just 5mm.5.5 Information ConstructionIn order to ensure structural safety and construction safety, in the tunnel construction process to carry out real-time monitoring measurements to study the supporting structure and the surrounding strata deformation characteristics to predict the corresponding supporting structure deformation and verify that the supporting structure is reasonable, for the information technology provide the basis for the construction. Construction Monitoring and Measurement shows a small section of the tunnel maximum settlement of 14.6mm, maximum settlement of large-section tunnel 17.2mm, structural convergence of amaximum of 7.6mm, maximum ground subsidence of 10mm, three-arched vault in the largest settlement of tunnel excavation 22.8mm.6 Construction SummaryThrough this project example, proved that the use of separate programs to ensure that the wall construction of tunnels section of arch construction safety and structural safety, duration of more than a single type of wall construction program faster 1.0 to 1.5 months. This project for similar future subway construction has achieved successful experiences and Application examples.By summarizing the analysis, the following conclusions:(1) In accordance with the actual geological conditions boldly changed a single type of double-arched wall to separate the construction of walls, similar to conventional ultra-small-distance tunnel construction, eliminating double-arch tunnel Construction of the wall must be of conventional construction method, the final lining of structural forces has little effect on the structure of water is more favorable, and shorten the construction duration. Through the construction of this project in two to realize ultra-small space tunnel "0" spacing Excavation of a major breakthrough in technology.(2) The construction of the key technology is to reduce the damage and disturbance of surrounding rock, as well as the protection of the tunnel structure has been forming. Therefore, in the double-arched wall at the weak control of a weak good millisecond blasting will be the focus of the success of the construction. Smooth layer of smooth blasting using reserved achieved the desired results. If the reserved right to take a static smooth layer of rock blasting will be even better.(3) to strengthen the weak in the wall is also supporting the construction of this important reasons for the success. From the mechanical analysis of view, invert the junction with the side walls are most affected, ensuring adequate capacity to withstand the initial load supporting; second is to strengthen the body in the clip rock column grouting reinforcement of its use of the pull bolt, strengthening bolt and grouting reinforcement, ensuring the stability of surrounding rock. Used in the construction of the pull-bolt if the full use of prestressed reinforcement, the effect may be better.(4) reasonably arrange construction sequence so that all processes in the conversion with minimal impact during the construction of each other.References[1] LIU Xiao-bing. Double-arch tunnel in the form of wall-structured study [J]. Construction Technology 2004-10, 15[2] Wang Junming. Weak rock sections double-arch tunnel Construction Technology [J]. Western Exploration Engineering, 2003-06[3] GB50299-1999 underground railway Engineering Construction and acceptance of norms [S]. Beijing: China Planning Press, 1999城市地下铁道连拱隧道群施工技术研究摘要：利用广州地铁工程实例,对连拱隧道群施工工法进行探讨。
地铁隧道施工外文文献翻译
(含：英文原文及中文译文)文献出处：Cocheril Y. Study on Construction Technology of Multi-Arch Tunnel Group in Urban Underground Railway[J]. Journal of Communications, 2015, 3(4):22-32.英文原文Study on Construction Technology of Multi-Arch Tunnel Group in UrbanUnderground RailwayY CocherilAbstractIn this paper, the construction method of the multi-arch tunnel group is discussed by using an engineering example of Metro Line 3. In the construction of the subway, the construction technique of changing a multi-arch tunnel into a single-hole tunnel was first proposed. The technical solutions of the single-middle wall and the separated middle-wall structure were compared and selected to meet the requirements of structural safety, construction safety, and economic efficiency. Good technical solutions can provide reference and reference for the design and construction of similar projects in the future. Keywords: multi-arch tunnel group, single middle partition wall, separated middle partition wall, construction technologyBecause of the design requirements of the subway tunnel, a varietyof tunnel structures are required. Among them, a multi-arch tunnel segment consisting of unequal cross-linked arches and triple-arched tunnels is often used for the connection of the main line and the crossover line. This article combines the project example according to the geological conditions of the tunnel, the time limit requirements through comparison and selection of the best construction program that can achieve rapid construction and save construction costs.1 Project OverviewThe return line of Sports West Road Station on Metro Line 3 is a complex type of return line from Sports West Road Station. In the section , a tunnel group with unequal spans with double arches and triple arches was set up. Unequal cross-arch tunnel excavation span of 20.1m excavation height of 10.076m cross-vector ratio of 1:0.5 hole lining after the lining of 5.2m large-hole lining after the span of 11.4m in the wall thickness of 1.6m. The triple-arch tunnel excavation span is 19.9m and the 7.885m cross-vector ratio is 1:0.1. The surrounding rock of the section of the multi-arch tunnel is from top to bottom: artificial backfill, red sand and alluvial sand layer, alluvial-diluvial earth, fluvial-lacustrine sedimentary soil, plastic residual soil, hard plastic-hard residue. Soil, weathered rock formations, strong weathered rock formations, weathered layers, and weathered layers. Tunnels through the formation of more homogeneous rock strength, strong bearing capacity and stability. Thethickness of the vault covering the tunnel is 15.518m, and the thickness of the surrounding rock layer IV is The buried depth of groundwater in the section of the multi-arch tunnel is , mainly Quaternary pore water and fissure water.2 double arch construction planDue to the complex structure of the multi-arch tunnel section, the tunnel section changes greatly. The construction process is complex and the construction is difficult. The construction period is long. Therefore, it is very important to choose a good construction scheme to complete the construction of the multi-arch tunnel section with high quality and efficiency. When selecting a construction plan, the following aspects are mainly considered: 1 Construction safety and construction Safety 2 Construction difficulty 3 Construction cycle 4 Economic benefits. Based on these four principles, the following two construction plans were selected for comparative selection through the research and demonstration of the construction plan.2.1 Single Wall Construction PlanThe main construction steps and measures of this program are as follows: 1 Prevent the construction of the middle wall from timely construction after the completion of the construction of the temporary construction channel, double-arched and triple-arched intermediate wall from the double-arched tunnel on the right line to the return line side. . 2After the construction of the middle wall lining is completed, the CRD construction method for the right line shall be used for the construction of the large-span tunnel of the re-entry line in accordance with the principle of “small first, large, and closed”. (3) When the construction of the triple-arch tunnel on the side of the re-entry line is carried out, the construction of the triple-arch and double-arched middle wall shall be carried out in accordance with the construction method of the middle-wall of the right line. After the completion of the construction of the four-fold line on the side of the middle wall, the construction of the right line will continue. This construction method is applied to the general construction methods of domestic double-arch tunnels in Guangzhou Metro, Nanjing Metro and Beijing Subway, and can safely and smoothly complete the construction of tunnel groups. However, the study of previous engineering examples and construction techniques can reveal that the program still has shortcomings and defects. 1 This scheme is applied frequently in this project. The initial support and the secondary lining of the tunnel within the short 21.11m multi-arch tunnel will convert 4 times.2 The waterproof layer construction, reinforcement engineering, formwork engineering, and concrete pouring involved in the lining of the middle wall and side tunnels all require multiple conversions and a construction period of up to 2 months. After the completion of the lining, the investment of the anti-bias support of the middle wall and theequipment and equipment will lead to higher construction costs and lower economic benefits.2.2 Separated Wall Construction PlanThe main construction steps and measures of this plan are as follows: 1 Change the unequal span double-arch tunnels into two single holes to change the separation-type mid-rise wall first from the right-line single-line tunnel construction. 2 Double-arched tunnels will not be used for middle-liner lining under single-line conditions. 3 The right-sided large-section double-arch tunnel passes through the side wall of the CRD method. For the 4 fold back line, the construction is performed in the reverse order of the right line. Adopting this scheme is actually a comparison between the two single-line construction methods and the previous one. This has the following advantages: 1 Reduce the number of construction processes and speed up the transition of the process. 2 Reduced the difficulty of construction and shortened the construction period. 3 Reduced construction costs and increased economic efficiency.4 The change to a single wall in the middle of the wall has completely solved the waterproofing defects of the double-arch tunnel structure.5 The construction of the middle tunnel of a triple-arch tunnel is equivalent to a large-span tunnel with reserved core rock, which is conducive to the construction of safety double-arch tunnels on both sides.3 Three Arches Construction PlanFrom the right line directly into the triple-arch tunnel, its supporting parameters are based on the original design, and the entire ring is installed. The whole ring is sprayed on the design and the anchor bar at the middle wall is reinforced. The re-entry side is the same as the right-line construction method. It is necessary to remove a longitudinal reinforcement beam at the junction of the tunnel grille. Strictly control the distance between each step of the excavation footage grid is 0.6m/榀. The middle-wall excavation adopts a weak-weak-weakening blasting scheme to conditionally use the static blasting scheme to minimize the disturbance to the middle-wall rock formation and the lining tunnel to ensure construction safety. The secondary lining is performed immediately after the middle wall excavation is completed. After the completion of the construction of the middle wall, the gaps in the middle walls will be backfilled with jack support. Only one side of the construction is completed before the other side of the wall construction. After the completion of the construction of the middle walls on both sides, the secondary lining of the single-hole tunnels on both sides shall be promptly conducted, and then the excavation and lining of the middle rock mass of the triple-arch tunnel shall be carried out. Special attention should be paid to the settlement and convergence deformation of the triple-arch tunnel at the middle of construction.4 Analysis of structural behavior during constructionChanged the cancellation of mid-walls that do not cross double arches into separated walls. There is no similar engineering design and construction experience in domestic urban subway projects, and there is no similar tunnel structure design. Therefore, whether the structure is safe and whether the construction process is changed during the construction process. Safety will be the focus of this program. Using ANSYS finite element general program software to perform numerical simulations on unequal cross-arch tunnels. The strata-structure model was used to analyze the stress and deformation of the tunnel structure (Fig. 1, Fig. 2, Fig. 3). The horizontal direction of the force taken along the direction of the tunnel is limited to 3 times the hole span. The vertical direction is taken upwards to the surface, and the bottom is 3 times the hole span. Element model Elasto-plastic physical tunnel lining with DP stratum material adopts elasticity The beam element simulation beam elements and solid elements are connected using a coupling equation. It can be seen from the data analysis in Table 2 that the large tunnel has a greater impact on the small tunnel during construction. If the necessary reinforcement measures are taken for the small section tunnel and the longitudinal demolition distance of the temporary support is controlled, this scheme is beneficial and feasible.5 Key Construction Technologies and Corresponding MeasuresThe construction of the multi-arch tunnel section needs to be carriedout under strict construction organization and strong technical guarantee measures. The construction of each construction step is a key to successful construction.5.1 Pulling bolts and reinforcing boltsAfter the removal of the single middle wall, the thickness of the middle wall after the excavation is completed is 0.8m. It is very necessary to set the anchor bolt and the reinforcement bolt. For the tension bolt, the length of the Φ22 steel reel bolt is , and the thickn ess of the middle wall is Reinforced anchor rods are installed at the inverting arch and side wall at both sides of the middle wall with a Φ25 hollow grouting anchor spacing of5.2 Grouting Reinforcement in Middle Wall Rock PillarThe thinnest part of the rock mass in the middle wall is 0.15m. After several blasting excavation processes, the surrounding rock around the middle wall loosens its bearing capacity. Therefore, the loose surrounding rock must be grouted in the vaults, walls and inverted arches of the middle wall. The embedded Φ42 steel pipe slurry adopts a cement-water glass double slurry parameter of 1:1 cement slurry and 3045Be. In the two excavations, the grouting pressure of the inflow glass solution of the middle wall is 0.21.0 MPa. After the final excavation of the grouting line,a saturated grouting is performed on the sandwich wall.5.3 Differential Blasting TechnologyAll the tunnel excavations are drilled and blasted. Because the ground buildings in the downtown area of Guangzhou City are dense and the tunnel is blasted at a distance of “0”, the blasting vibration must be controlled within the allowable range in accordance with the blasting scheme for micro-shock blasting in the reserved smooth layer. The blasting measures taken for Grade III and Grade IV surrounding rocks in the strata of a multi-arch tunnel are as follows: (1) Blasting equipment uses emulsion explosives with low seismic velocity. 2 Strictly control the distance between the perforation of per cycle and the distance between the peripheral blastholes of 0.4m to reduce the charge volume and control the smooth blasting effect. 3 Multi-stage detonator detonation in each blasting The non-electrical millimeter detonator is used to asymmetrically detonate the network micro-vibration technology. 4Second excavation is adopted at the middle wall. 1m is reserved for the smooth surface. Grooves are arranged on the side far away from the middle wall. medicine. The use of artificial wind excavation for excavation of partially dug excavation is prohibited. Through the above-mentioned effective measures, the “0” distance excavation of the multi-arch tunnel was smoothly passed without causing damage to the 0.15-m thick middle wall during the secondary blasting of the middle wall.5.4 Assisted Scissor SupportThrough ANSYS simulation analysis In order to ensure the safety ofsmall-section tunnel construction, it is necessary to assist the reinforcement of the small-section tunnel to withstand the transient impact caused by blasting and the bias generated by the load release during excavation of the rock formation. The support material is welded to both ends of the grid pre-embedded steel plate with I20 steel and the spacing of the support arrangement is 0.6m, ie high strength bolts are used on each grid. The layout of the arrangement was extended to 1.2m on each side of the double arch and completed in front of the big end of the excavation. The height and angle of the support arrangement should ensure smooth construction machinery and equipment. Through the construction proof that the setting of the support is necessary and effective, the small section tunnel converges only 5 mm after the auxiliary scissor is added.5.5 Information ConstructionIn order to ensure structural safety and construction safety, real-time monitoring measurement is carried out during the tunnel construction process. The deformation characteristics of supporting structures and surrounding strata are used to predict the corresponding support structure displacements and to verify the rationality of supporting structures to provide a basis for information construction. Monitoring during construction shows that the maximum settlement of a tunnel with a small cross section is 14.6 mm. The maximum settlement of a tunnel with alarge section is 17.2 mm. The maximum convergence of the tunnel is 7.6 mm. The maximum settlement of the ground is 10 mm. The maximum settlement of the arch with a triple hole arch is 22.8 mm.中文译文城市地下铁道连拱隧道群施工技术研究作者Y Cocheril摘要本文利用地铁三号线某一工程实例对连拱隧道群施工工法进行探讨。
隧道工程英语专业词汇
隧道工程英语专业词汇隧道工程tunnel engineering隧道tunnel铁路隧道railway tunnel公路隧道highway tunnel地铁隧道subway tunnel;underground railway tunnel;metro tunnel 人行隧道pedestrian tunnel水工隧洞hydraulic tunnel输水隧道raulic tunnel山岭隧道mountain tunnel水下隧道subaqueous tunnel海底隧道水下隧道submarinetunnel;underwater tunnel 土质隧道earth tunnel岩石隧道rock tunnel浅埋隧道shallow tunnel;shallow-depthtunnel;s hallow burying tunnel深埋隧道deeptunnel;deep-depthtunnel;dee p burying tunnel偏压隧道unsymmetrical loading tunnel马蹄形隧道拱形隧道horse-shoe tunnel;arch tunnel圆形隧道circular tunnel矩形隧道rectangular section tunnel 大断面隧道largecross-section tunnel长隧道long tunnel双线隧道twin-track tunnel;double track tunnel曲线隧道curved tunnel明洞open tunnel;open cut tunnel;tunnel without cover;gallery隧道勘测tunnel survey超前探测drift boring工程地质勘测工程地质勘探engineering geological prospecting隧道测量tunnel survey施工测量construction survey断面测量section survey隧道设计tunnel design隧道断面tunnel section安全系数safety coefficient隧道力学tunnel mechanics隧道结构tunnel structure隧道洞口设施facilities of tunnel portal 边墙side wall拱顶arch crown拱圈tunnel arch 仰拱inverted arch底板base plate;floor隧道埋深depth of tunnel隧道群tunnel group隧道施工tunnel construction隧道开挖tunnel excavation分部开挖partial excavation大断面开挖large cross-section excavation全断面开挖full face tunnelling开挖面excavated surface隧道施工方法tunnel construction method 钻爆法drilling and blasting method 新奥法natm;newaustriantunnelling method盾构法shield driving method;shield method顶进法pipe jacking method;jack-in method浅埋暗挖法sallow buried-tunnelling method明挖法cut and cover tunneling;open cut method地下连续墙法underground diaphragm wall method;underground wall method冻结法freezing method沉埋法immersed tube method管棚法pipe-shed method综合机械化掘进comprehensive mechanized excavation辅助坑道auxiliary adit;service gallery 平行坑道parallel adit竖井shaft斜井sloping shaft;inclined shaft 导坑heading衬砌工艺lining process喷锚锚喷anchor bolt spray;anchor bolt-spray管段tube section接缝joint地层加固reinforcing of natural ground 弃碴ballast piling施工监控construction monitor control 超挖overbreak欠挖underbreak施工进度construction progress隧道贯通tunnel holing-through工期work period隧道施工机械tunnel construction machinery隧道掘进机tunnellingmachine;tunnelbor ing machine;tbm单臂掘进机single cantilever tunnelling machine全断面掘进机full face tunnel boring machine隧道钻眼爆破机械machine for tunnel drilling and blasting operation装碴运输机械loading-conveying ballast equipment衬砌机械lining mechanism钢模板steel form模板台车formworking jumbo混凝土喷射机砼喷射机concrete sprayer盾构shield泥水盾构slurry shield气压盾构air pressure shield挤压闭胸盾构shotcrete closed shield 土压平衡盾构soil pressure balancing shield 注浆机械grouting machine凿岩机rock drilling machine;air hammer drill凿岩台车drill jumbo;rock drilling jumbo围岩surrounding rock围岩分类surrounding rock classification围岩加固surrounding rock consolidation围岩稳定surrounding rock stability围岩应力surrounding rock stress围岩压力pressure of surrounding rock 山体压力围岩压力ground pressure;surrounding rock pressure围岩变形surrounding rock deformation围岩破坏surrounding rock failure软弱围岩weak surrounding rock支护support锚喷支护anchor bolt-spray support 锚杆支护anchor bolt-support;anchor bolt support喷射混凝土支护喷射砼支护shotcrete support;sprayed concrete support配筋喷射混凝土支护配筋喷射砼支护reinforced sprayed concrete support钢架喷射混凝土支护钢架喷射砼支护rigid-frame shotcrete support掘进工作面支护excavation face support超前支护advance support管棚支护pipe-shed support;pipe roofing support胶结型锚杆adhesive anchor bolt砂浆锚杆mortar bolt树脂锚杆resin anchored bolt摩擦型锚杆friction anchor bolt楔缝式锚杆slit wedge type rock bolt涨壳式锚杆expansion type anchor bolt 机械型锚杆mechanical anchor bolt预应力锚杆prestressed anchor bolt土层锚杆soil bolt岩石锚杆rock bolt衬砌lining整体式衬砌integral tunnel lining;integral lining拼装式衬砌precast lining组合衬砌composite lining挤压混凝土衬砌挤压砼衬砌shotcrete tunnellining;extruding concrete tunnel lining混凝土衬砌砼衬砌concrete lining喷锚衬砌shotcrete and boltlining;shotcrete bolt lining 隧道通风tunnel ventilation施工通风construction ventilation运营通风operation ventilation机械通风mechanical ventilation自然通风natural ventilation隧道射流式通风隧道射流通风efflux ventilation for tunnel;tunnel efflux ventilation;tunnel injector type ventilation隧道通风帘幕curtain for tunnel ventilation;ventilation curtain 通风设备ventilation equipment隧道照明tunnel illumination;tunnel lighting照明设备lighting equipment隧道防水Tunnelwaterproofing;waterpr oofing of tunnel防水板waterproofingboard;waterproofboard;water proof sheet防水材料waterproof material隧道排水tunnel drainage排水设备drainage facilites隧道病害tunnel defect衬砌裂损lining split;lining **ing隧道漏水water leakage of tunnel;tunnel leak坍方landslide;slip地面塌陷land yielding涌水gushing water隧道养护tunnel maintenance堵漏leaking stoppage注浆grouting化学注浆chemical grouting防寒cold-proof整治regulation限界检查clearance examination;checking of clearance;clearance check measurement隧道管理系统tunnelling management system隧道环境tunnel environment隧道试验隧道实验tunnel test试验段实验段test section隧道监控量测隧道监控测量tunnel monitoring measurement收敛convergence隧道安全tunnel safety隧道防火tunnel fire proofing火灾fire hazard消防fire fighting隧道防灾设施tunnel disaster prevention equipment;tunnelanti-disaster equipment 报警装置报警器alarming device;warning device通过隧道passing tunnel避车洞refuge hole避难洞避车洞refuge recess;refuge hole 电气化铁道工程电气化铁路工程electrified railway construction电气化铁道电气化铁路electrified railway直流电气化铁道dc electrified railway交流电气化铁道交流电气化铁路a.c.electrification railway低频电气化铁道low frequency electrified railway工频电气化铁道工频电气化铁路industry frequency electrified railway电压制voltage system电流制current system。
地铁隧道施工中英文外文翻译
地铁隧道施工中英文外文翻译(含：英文原文及中文译文)文献出处：Ercelebi S G, Copur H, Ocak I. Surface settlement predictions for Istanbul Metro tunnels excavated by EPB-TBM[J]. Environmental Earth Sciences, 2011, 62(2):357-365.英文原文Surface settlement predictions for Istanbul Metro tunnels excavated byEPB-TBMS. G. Ercelebi • H. Copur • I. OcakAbstractIn this study, short-term surface settlements are predicted for twin tunnels, which are to be excavated in the chainage of 0 ? 850 to 0 ? 900 m between the Esenler and Kirazl ıstati ons of the Istanbul Metro line, which is 4 km in length. The total length of the excavation line is 21.2 km between Esenler and Basaksehir. Tunnels are excavated by employing two earth pressure balance (EPB) tunnel boring machines (TBMs) that have twin tubes of 6.5 m diameter and with 14 m distance from center to center. The TBM in the right tube follows about 100 m behind the other tube. Segmental lining of 1.4 m length is currently employed as the final support. Settlement predictions are performed with finite element method by using Plaxis finite element program. Excavation, ground support and face support steps in FEM analyses are simulated as applied in the field.Predictions are performed for a typical geological zone, which is considered as critical in terms of surface settlement. Geology in the study area is composed of fill, very stiff clay, dense sand, very dense sand and hard clay, respectively, starting from the surface. In addition to finite element modeling, the surface settlements are also predicted by using semi-theoretical (semi-empirical) and analytical methods. The results indicate that the FE model predicts well the short-term surface settlements for a given volume loss value. The results of semi-theoretical and analytical methods are found to be in good agreement with the FE model. The results of predictions are compared and verified by field measurements. It is suggested that grouting of the excavation void should be performed as fast as possible after excavation of a section as a precaution against surface settlements during excavation. Face pressure of the TBMs should be closely monitored and adjusted for different zones.Keywords : Surface settlement prediction, Finite element method, Analytical method , Semi-theoretical method, EPB-TBM tunneling, Istanbul MetroIntroductionIncreasing demand on infrastructures increases attention to shallow soft ground tunneling methods in urbanized areas. Many surface and sub-surface structures make underground construction works very delicate due to the influence of ground deformation, which should bedefinitely limited/controlled to acceptable levels. Independent of the excavation method, the short- and long-term surface and sub-surface ground deformations should be predicted and remedial precautions against any damage to existing structures planned prior to construction. Tunneling cost substantially increases due to damages to structures resulting from surface settlements, which are above tolerable limits (Bilgin et al. 2009).Basic parameters affecting the ground deformations are ground conditions, technical/environmental parameters and tunneling or construction methods (O’Reilly and New 1982; Arioglu 1992; Karakus and Fowell 2003; Tan and Ranjit 2003; Minguez et al. 2005; Ellis 2005; Suwansawat and Einstein 2006). A thorough study of the ground by site investigations should be performed to find out the physical and mechanical properties of the ground and existence of underground water, as well as deformation characteristics, especially the stiffness. Technical parameters include tunnel depth and geometry, tunnel diameter–line –grade, single or double track lines and neighboring structures. The construction method, which should lead to a safe and economic project, is selected based on site characteristics and technical project constraints and should be planned so that the ground movements are limited to an acceptable level. Excavation method, face support pressure, advance (excavation) rate, stiffness of support system, excavation sequence andground treatment/improvement have dramatic effects on the ground deformations occurring due to tunneling operations.The primary reason for ground movements above the tunnel, also known as surface settlements, is convergence of the ground into the tunnel after excavation, which changes the in situ stress state of the ground and results in stress relief. Convergence of the ground is also known as ground loss or volume loss. The volume of the settlement on the surface is usually assumed to be equal to the ground (volume) loss inside the tunnel (O’Reilly and New 1982). Ground loss can be classified as radial loss around the tunnel periphery and axial (face) loss at the excavation face (Attewell et al. 1986; Schmidt 1974). The exact ratio of radial and axial volume losses is not fully demonstrated or generalized in any study. However, it is possible to diminish or minimize the face loss in full-face mechanized excavations by applying a face pressure as a slurry of bentonite– water mixture or foam-processed muck. The ground loss is usually more in granular soils than in cohesive soils for similar construction conditions. The width of the settlement trough on both sides of the tunnel axis is wider in the case of cohesive soils, which means lower maximum settlement for the same amount of ground loss.Time dependency of ground behavior and existence of underground water distinguish short- and long-term settlements (Attewell et al. 1986). Short-term settlements occur during or after a few days (mostly a fewweeks) of excavation, assuming that undrained soil conditions are dominant. Long-term settlements are mostly due to creep, stress redistribution and consolidation of soil after drainageof the underground water and elimination of pore water pressure inside the soil, and it may take a few months to a few years to reach a stabilized level. In dry soil conditions, the long-term settlements may be considered as very limited.There are mainly three settlement prediction approaches for mechanized tunnel excavations: (1) numerical analysis such as finite element method, (2) analytical method and (3) semi-theoretical (semi-empirical) method. Among them, the numerical approaches are the most reliable ones. However, the results of all methods should be used carefully by an experienced field engineer in designing the stage of an excavation project.In this study, all three prediction methods are employed for a critical zone to predict the short-term maximum surface settlements above the twin tunnels of the chainage between 0 ? 850 and 0 ? 900 m between Esenler and Kirazlı stations of Istanbul Metro line, which is 4 km in length. Plaxis finite element modeling program is used for numerical modeling; the method suggested by Loganathan and Poulos (1998) is used for the analytical solution. A few different semi-theoretical models are also used for predictions. The results are compared and validated byfield measurements.Description of the project, site and construction methodThe first construction phase of Istanbul Metro line was started in 1992 and opened to public in 2000. This line is being extended gradually, as well as new lines are being constructed in other locations. One of these metro lines is the twin line between Esenler and Basaksehir, which is 21.2 km. The excavation of this section has been started in May 2006. Currently, around 1,400 m of excavation has already been completed. The region is highly populated including several story buildings, industrial zones and heavy traffic. Alignment and stations of the metro line between Esenler and Basaksehir is presented in Fig.Totally four earth pressure balance (EPB) tunnel boring machines (TBM) are used for excavation of the tunnels. The metro lines in the study area are excavated by a Herrenknecht EPB-TBM in the right tube and a Lovat EPB-TBM in the left tube. Right tube excavation follows around 100 m behind the left tube. Some of the technical features of the machines are summarized in Table.Excavated material is removed by auger (screw conveyor) through the machine to a belt conveyor and than loaded to rail cars for transporting to the portal. Since the excavated ground bears water and includes stability problems, the excavation chamber is pressurized by 300 kPa and conditioned by applying water, foam, bentonite and polymersthrough the injection ports. Chamber pressure is continuously monitored by pressure sensors inside the chamber and auger. Installation of a segment ring with 1.4-m length (inner diameter of 5.7 m and outer diameter of 6.3 m) and 30-cm thickness is realized by a wing-type vacuum erector. The ring is configured as five segments plus a key segment. After installation of the ring, the excavation restarts and the void between the segment outer perimeter and excavated tunnel perimeter is grouted by300 kPa of pressure through the grout cannels in the trailing shield. This method of construction has been proven to minimize the surface settlements.The study area includes the twin tunnels of the chainage between 0 + 850 and 0 + 900 m, between Esenler and Kirazlı stations. Gung oren Formation of the Miosen age is found in the study area. Laboratory and in situ tests are applied to define the geotechnical features of the formations that the tunnels pass through. The name, thickness and some of the geotechnical properties of the layers are summarized in Table 2 (Ayson 2005). Fill layer of 2.5-m thick consists of sand, clay, gravel and some pieces of masonry. The very stiff clay layer of 4 m is grayish green in color, consisting of gravel and sand. The dense sand layer of 5 m is brown at the upper levels and greenish yellow at the lower levels, consisting of clay, silt and mica. Dense sand of 3 m is greenish yellow and consists of mica. The base layer of the tunnel is hard clay, which is dark green,consisting of shell. The underground water table starts at 4.5 m below the surface. The tunnel axis is 14.5 m below the surface, close to the contact between very dense sand and hard clay. This depth isquite uniform in the chainage between 0 + 850 and 0 + 900 m.Surface settlement prediction with finite element modelingPlaxis finite element code for soil and rock analysis is used to predict the surface settlement. First, the right tube is constructed, and then the left tube 100 m behind the right tube is excavated. This is based on the assumption that ground deformations caused by the excavation of the right tube are stabilized before the excavation of the left tube. The finite element mesh is shown in Fig. 2 using 15 stress point triangular elements. The FEM model consists of 1,838 elements and 15,121 nodes. In FE modeling, the Mohr – Coulomb failure criterion is applied.Staged construction is used in the FE model. Excavation of the soil and the construction of the tunnel lining are carried out in different phases. In the first phase, the soil in front of TBM is excavated, and a support pressure of 300 kPa is applied at the tunnel face to prevent failure at the face. In the first phase, TBM is modeled as shell elements. In the second phase, the tunnel lining is constructed using prefabricated concrete ring segments, which are bolted together within the tunnel boring machine. During the erection of the lining, TBM remains stationary. Once a lining ring has been bolted, excavation is resumed until sufficient soilexcavation is carried out for the next lining. The tunnel lining is modeled using volume elements. In the second phase, the lining is activated and TBM shell elements are deactivated.Verification of predictions by field measurements and discussionThe results of measurements performed on the surface monitoring points, by Istanbul Metropolitan Municipality, are presented in Table 4 for the left and right tubes. As seen, the average maximum surface settlements are around 9.6 mm for the right tube and 14.4 mm for the left tube, which excavates 100 m behind the right tube. Themaximum surface settlements measured around 15.2 mm for the right tube and 26.3 mm for the left tube. Higher settlements are expected in the left tube since the previous TBM excavation activities on the right tube overlaps the previous deformation. The effect of the left tube excavation on deformations of the right tube is presented in Fig. 9. As seen, after Lovat TBM in the right tube excavates nearby the surface monitoring point 25, maximum surface settlement reaches at around 9 mm; however, while Herrenknecht TBM in the left tube passes the same point, maximum surface settlement reaches at around 29 mm.ConclusionsIn this study, three surface settlement prediction methods for mechanized twin tunnel excavations betwee n Esenler and Kirazlı stations of Istanbul Metro Line are applied. Tunnels of 6.5-m diameters with 14-mdistance between their centers are excavated by EPM tunnel boring machines. The geologic structure of the area can be classified as soft ground. Settlement predictions are performed by using FE modeling, and semi-theoretical (semi-empirical) and analytical methods. The measured results after tunneling are compared to predicted results. These indicate that the FE model predicts well the short time surface settlements for a given volume loss value. The results of some semi-theoretical and analytical methods are found to be in good agreement with the FE model, whereas some methods overestimate the measured settlements. The FE model predicted the maximum surface settlement as 15.89 mm (1% volume loss) for the right tube, while the measured maximum settlement was 15.20 mm. For the left tube (opened after the right), FE prediction was 24.34 mm, while measured maximum settlement was 26.30 mm.中文译文由EPB-TBM发掘的伊斯坦布尔地铁隧道的地表沉降预测作者：SG Ercelebi ，H Copur ，I Ocak摘要在这项研究中，预测双隧道的短期地表沉降，这些隧道将在0的里程出土。
专业英语-隧道施工专业名词
隧道工程相关专业英语词汇隧道tunnel 隧道工程tunnel engineering 铁道隧道railway tunnel 公路隧道highway tunnel 地铁隧道subway tunnel ; underground railway tunnel; metro tunnel 人行隧道pedestrian tunnel 水工隧洞;输水隧道hydraulic tunnel 山岭隧道mountain tunnel 水下隧道subaqueous tunnel 海底隧道;水下隧道submarine tunnel;underwater tunnel 土质隧道earth tunnel 岩石隧道rock tunnel 浅埋隧道shallow tunnel;shallow-depth tunnel ; shallow burying tunnel 深埋隧道deep tunnel;deep-depth tunnel ; deep burying tunnel 偏压隧道unsymmetrical loading tunnel 马蹄形隧道;拱形隧道horse-shoe tunnel ; arch tunnel 圆形隧道circular tunnel矩形隧道rectangular section tunnel 大断面隧道largecross-section tunnel 长隧道long tunnel双线隧道twin-track tunnel ; double track tunnel 曲线隧道curved tunnel 明洞open tunnel;open cut tunnel;tunnel without cover;gallery 隧道施工方法tunnel construction method 钻爆法drilling and blasting method 新奥法natm;new austrian tunnelling method 盾构法shield driving method;shield method 顶进法pipe jacking method ; jack-in method 浅埋暗挖法sallow buried-tunnelling method 明挖法cut and covertunneling;opencut method 地下连续墙法underground diaphragm wall method; underground wall method 冻结法freezing method 沉埋法immersed tube method 管棚法pipe-shed method隧道勘测tunnel survey超前探测drift boring 工程地质勘测;工程地质勘探engineering geological prospecting 隧道测量tunnel survey 施工测量construction survey 断面测量section survey 隧道设计tunnel design 隧道断面tunnel section 安全系数safety coefficient 隧道力学tunnel mechanics隧道结构tunnel structure隧道洞口设施facilities of tunnel portal 边墙side wall 拱顶arch crown 拱圈tunnel arch 仰拱inverted arch 底板base plate;floor 隧道埋深depth of tunnel 隧道群tunnel group隧道施工tunnel construction隧道开挖tunnel excavation分部开挖partial excavation大断面开挖large cross-section excavation 全断面开挖full face tunnelling 开挖面excavated surface围岩压力ground pressure;surrounding rock pressure 围岩变形surrounding rock deformation 围岩破坏surrounding rock failure 软弱围岩weak surrounding rock支护support锚喷支护anchor bolt-spray support锚杆支护anchor bolt-support;anchor bolt support 喷射混凝土支护;喷射砼支护shotcrete support;sprayed concrete support 配筋喷射混凝土支护;配筋喷射砼支护reinforced sprayed concrete support 钢架喷射混凝土支护;钢架喷射砼支护rigid-frame shotcrete support掘进工作面支护excavation face support 超前支护advance support 管棚支护pipe-shed support;pipe roofing support 胶结型锚杆adhesive anchor bolt 砂浆锚杆mortar bolt 树脂锚杆resin anchored bolt 摩擦型锚杆friction anchor bolt 楔缝式锚杆slit wedge type rock bolt 涨壳式锚杆expansion typeanchor bolt 机械型锚杆mechanical anchor bolt 预应力锚杆prestressed anchor bolt 土层锚杆soil bolt 岩石锚杆rock bolt衬砌lining整体式衬砌integral tunnel lining;integral lining 拼装式衬砌precast lining 组合衬砌composite lining挤压混凝土衬砌shotcrete tunnel lining ; extruding concrete tunnel lining 混凝土衬砌;砼衬砌concrete lining 喷锚衬砌shotcrete and bolt lining;shotcrete bolt lining隧道通风tunnel ventilation施工通风construction ventilation运营通风operation ventilation机械通风mechanical ventilation自然通风natural ventilation隧道射流式通风efflux ventilation for tunnel ;tunnel efflux ventilation;tunnel injector type ventilation 隧道通风帘幕curtain for tunnel ventilation;ventilation curtain 通风设备ventilation equipment隧道照明tunnel illuminationtunnel lighting照明设备lighting equipment隧道防水tunnel waterproofing;waterproofing of tunnel防水板waterproofing board;waterproof board;waterproof sheet防水材料waterproof material隧道排水tunnel drainage排水设备drainage facilites隧道病害tunnel defect衬砌裂损lining split;隧道漏水water leakage of tunnel;tunnel leak坍方landslide;slip地面塌陷land yielding涌水gushing water隧道养护tunnel maintenance堵漏leaking stoppage注浆grouting化学注浆chemical grouting防寒cold-proof整治regulation限界检查clearance examination;checking of clearance;clearance check measurement 隧道管理系统tunnelling management system 隧道环境tunnel environment隧道试验;隧道实验tunnel test试验段;实验段test section隧道监控量测;隧道监控测量tunnel monitoring measurement 收敛convergence隧道安全tunnel safety隧道防火tunnel fire proofing火灾fire hazard 消防fire fighting 隧道防灾设施tunneldisaster prevention equipment; tunnel anti-disaster equipment 报警装置;报警器alarming device;warning device 通过隧道passing tunnel 避车洞refuge hole 避难洞;避车洞refugerecess;refuge hole电气化铁道工程; 电气化铁路工程electrified railway construction直流电气化铁道dc electrified railway交流电气化铁道;交流电气化铁路 a.c.electrification railway 低频电气化铁道low frequency electrified railway 工频电气化铁路industry frequency electrified railway 电压制voltage system电流制current system。
隧道工程英语专业词汇
收集人：红旗飞扬隧道工程英语专业词汇隧道工程tunnel engineering隧道tunnel铁路隧道;铁道隧道railway tunnel公路隧道highway tunnel地铁隧道subway tunnel;underground railway tunnel;metro tunnel人行隧道pedestrian tunnel水工隧洞;输水隧道hydraulic tunnel山岭隧道mountain tunnel水下隧道subaqueous tunnel海底隧道;水下隧道submarine tunnel;underwater tunnel土质隧道earth tunnel岩石隧道rock tunnel浅埋隧道shallow tunnel;shallow-depth tunnel;shallow burying tunnel 深埋隧道deep tunnel;deep-depth tunnel;deep burying tunnel偏压隧道unsymmetrical loading tunnel马蹄形隧道;拱形隧道horse-shoe tunnel;arch tunnel圆形隧道circular tunnel矩形隧道rectangular section tunnel大断面隧道largecross-section tunnel长隧道long tunnel双线隧道twin-track tunnel;double track tunnel曲线隧道curved tunnel明洞open tunnel;open cut tunnel;tunnel without cover;gallery隧道勘测tunnel survey超前探测drift boring工程地质勘测;工程地质勘探engineering geological prospecting隧道测量tunnel survey施工测量construction survey断面测量section survey隧道设计tunnel design隧道断面tunnel section安全系数safety coefficient隧道力学tunnel mechanics隧道结构tunnel structure隧道洞口设施facilities of tunnel portal边墙side wall拱顶arch crown拱圈tunnel arch仰拱inverted arch底板base plate;floor隧道埋深depth of tunnel隧道群tunnel group隧道施工tunnel construction隧道开挖tunnel excavation分部开挖partial excavation大断面开挖large cross-section excavation全断面开挖full face tunnelling开挖面excavated surface隧道施工方法tunnel construction method钻爆法drilling and blasting method新奥法natm;new austrian tunnelling method盾构法shield driving method;shield method顶进法pipe jacking method;jack-in method浅埋暗挖法sallow buried-tunnelling method明挖法cut and cover tunneling;open cut method地下连续墙法underground diaphragm wall method;underground wall method 冻结法freezing method沉埋法immersed tube method管棚法pipe-shed method综合机械化掘进comprehensive mechanized excavation辅助坑道auxiliary adit;service gallery平行坑道parallel adit竖井shaft斜井sloping shaft;inclined shaft导坑heading衬砌工艺lining process喷锚;锚喷anchor bolt spray;anchor bolt-spray管段tube section接缝joint地层加固reinforcing of natural ground弃碴ballast piling施工监控construction monitor control超挖overbreak欠挖underbreak施工进度construction progress隧道贯通tunnel holing-through工期work period隧道施工机械tunnel construction machinery隧道掘进机tunnelling machine;tunnel boring machine;tbm单臂掘进机single cantilever tunnelling machine全断面掘进机full face tunnel boring machine隧道钻眼爆破机械machine for tunnel drilling and blasting operation装碴运输机械loading-conveying ballast equipment衬砌机械lining mechanism钢模板steel form模板台车formworking jumbo混凝土喷射机;砼喷射机concrete sprayer盾构shield泥水盾构slurry shield气压盾构air pressure shield挤压闭胸盾构shotcrete closed shield土压平衡盾构soil pressure balancing shield注浆机械grouting machine凿岩机rock drilling machine;air hammer drill凿岩台车drill jumbo;rock drilling jumbo围岩surrounding rock围岩分类surrounding rock classification围岩加固surrounding rock consolidation围岩稳定surrounding rock stability围岩应力surrounding rock stress围岩压力pressure of surrounding rock山体压力;围岩压力ground pressure;surrounding rock pressure围岩变形surrounding rock deformation围岩破坏surrounding rock failure软弱围岩weak surrounding rock支护support锚喷支护anchor bolt-spray support锚杆支护anchor bolt-support;anchor bolt support喷射混凝土支护;喷射砼支护shotcrete support;sprayed concrete support 配筋喷射混凝土支护;配筋喷射砼支护reinforced sprayed concrete support 钢架喷射混凝土支护;钢架喷射砼支护rigid-frame shotcrete support掘进工作面支护excavation face support超前支护advance support管棚支护pipe-shed support;pipe roofing support胶结型锚杆adhesive anchor bolt砂浆锚杆mortar bolt树脂锚杆resin anchored bolt摩擦型锚杆friction anchor bolt楔缝式锚杆slit wedge type rock bolt涨壳式锚杆expansion type anchor bolt机械型锚杆mechanical anchor bolt预应力锚杆prestressed anchor bolt土层锚杆soil bolt岩石锚杆rock bolt衬砌lining整体式衬砌integral tunnel lining;integral lining拼装式衬砌precast lining组合衬砌composite lining挤压混凝土衬砌;挤压砼衬砌shotcrete tunnel lining;extruding concrete tunnel lining混凝土衬砌;砼衬砌concrete lining喷锚衬砌shotcrete and bolt lining;shotcrete bolt lining隧道通风tunnel ventilation施工通风construction ventilation运营通风operation ventilation机械通风mechanical ventilation自然通风natural ventilation隧道射流式通风;隧道射流通风efflux ventilation for tunnel;tunnel efflux ventilation;tunnel injector type ventilation隧道通风帘幕curtain for tunnel ventilation;ventilation curtain通风设备ventilation equipment隧道照明tunnel illumination;tunnel lighting照明设备lighting equipment隧道防水tunnel waterproofing;waterproofing of tunnel防水板waterproofing board;waterproof board;waterproof sheet防水材料waterproof material隧道排水tunnel drainage排水设备drainage facilites隧道病害tunnel defect衬砌裂损lining split;lining **ing隧道漏水water leakage of tunnel;tunnel leak坍方landslide;slip地面塌陷land yielding涌水gushing water隧道养护tunnel maintenance堵漏leaking stoppage注浆grouting化学注浆chemical grouting防寒cold-proof整治regulation限界检查clearance examination;checking of clearance;clearance check measurement 隧道管理系统tunnelling management system隧道环境tunnel environment隧道试验;隧道实验tunnel test试验段;实验段test section隧道监控量测;隧道监控测量tunnel monitoring measurement收敛convergence隧道安全tunnel safety隧道防火tunnel fire proofing火灾fire hazard消防fire fighting隧道防灾设施tunnel disaster prevention equipment;tunnel anti-disaster equipment 报警装置;报警器alarming device;warning device通过隧道passing tunnel避车洞refuge hole避难洞;避车洞refuge recess;refuge hole电气化铁道工程;电气化铁路工程electrified railway construction电气化铁道;电气化铁路electrified railway直流电气化铁道dc electrified railway交流电气化铁道;交流电气化铁路a.c.electrification railway低频电气化铁道low frequency electrified railway工频电气化铁道;工频电气化铁路industry frequency electrified railway电压制voltage system电流制current system。
2019最新150427【隧道工程】第6章隧道施工方法英语
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● 适用条件
适用范围很广，Ⅰ-Ⅴ级围岩都能采用， 尤其适用于Ⅳ、Ⅴ级围岩，是新奥法施工 中主要采用的方法之一。
● 优点：
短台阶法可缩短支护结构闭合的时间， 改善初期支护的受力条件，有利于控制隧 道收敛速度和量值
● 缺点
上台阶出碴时对下半断面施 工的干扰较大，不能全部平行作 业。
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新奥法施工，按其开挖断面的大小及位置，基 本上又可分为：全断面法、台阶法、分部开挖 法三大类及若干变化方案。
新奥法（NATM，New Austria Tunneling Method） 7
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全断面开挖法工作面设备布置
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适用条件: 跨度较大，围岩较破碎的情况
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问题：经地表锚喷加固后的坡面将寸草不生； 措施：土工网格植草、植物混凝土
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动工时
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有瓦斯的隧道，必须采用机械通风
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工程实例：家竹箐隧道：
现场实测瓦斯压力0.2-1.34MPa
措施： 1）采用全封闭（带仰拱）复合式衬砌； 2）支护结构材料选用掺有硅粉和粉煤灰的双掺气密 性混凝土，并在二次模筑混凝土与初期支护间设置了 TDPE防水板以阻止瓦斯渗漏
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超短台阶法适用于膨胀性围岩和土质围岩，要求及早闭合断面
各类专业工程施工英文名称
各类专业工程施工英文名称如下：1. 建筑工程（Construction Engineering）- 建筑施工（Building Construction）- 土建工程（Civil Engineering）- 钢结构工程（Steel Structure Engineering）- 装饰工程（Decoration Engineering）- 防水工程（Waterproofing Engineering）- 地基与基础工程（Foundation and Basic Engineering） - 幕墙工程（Curtain Wall Engineering）- 园林绿化工程（Landscaping Engineering）2. 市政工程（Municipal Engineering）- 道路工程（Road Engineering）- 桥梁工程（Bridge Engineering）- 隧道工程（Tunnel Engineering）- 给排水工程（Drainage Engineering）- 供电工程（Power Supply Engineering）- 燃气工程（Gas Engineering）- 通信工程（Communication Engineering）3. 电力工程（Power Engineering）- 发电工程（Power Generation Engineering）- 输电工程（Transmission Engineering）- 变电工程（Substation Engineering）- 配电工程（Distribution Engineering）- 电缆工程（Cable Engineering）4. 水利工程（Hydraulic Engineering）- 水库工程（Reservoir Engineering）- 河道工程（River Engineering）- 港口工程（Port Engineering）- 防洪工程（Flood Control Engineering）- 灌溉工程（Irrigation Engineering）5. 环境工程（Environmental Engineering）- 污水处理工程（Sewage Treatment Engineering）- 固废处理工程（Waste Disposal Engineering）- 环保设施工程（Environmental Protection Facility Engineering） - 环境监测工程（Environmental Monitoring Engineering）6. 交通工程（Transportation Engineering）- 公路工程（Highway Engineering）- 铁路工程（Railway Engineering）- 机场工程（Airport Engineering）- 轨道交通工程（Rapid Transit Engineering）7. 矿业工程（Mining Engineering）- 矿山开采工程（Mine Mining Engineering）- 矿井工程（Mine Engineering）- 选矿工程（Mineral Processing Engineering）8. 机械设备安装工程（Mechanical Equipment Installation Engineering） - 设备安装工程（Equipment Installation Engineering）- 自动化控制系统工程（Automation Control System Engineering）- 仪表安装工程（Instrument Installation Engineering）9. 园林景观工程（Landscape Engineering）- 景观设计工程（Landscape Design Engineering）- 景观施工工程（Landscape Construction Engineering）- 景观规划工程（Landscape Planning Engineering）10. 照明工程（Illumination Engineering）- 道路照明工程（Road Illumination Engineering）- 室内照明工程（Indoor Illumination Engineering）- 景观照明工程（Landscape Illumination Engineering）以上各类专业工程施工英文名称仅作参考，实际应用中可能会有所不同。
隧道施工外文文献及翻译
隧道施工外文文献及翻译附录二外文参考文献及翻译NATM tunnel design principle in the construction of major andConstruction TechnologyW.BroereI.The NATM Design Principle1.Tunnel design and construction of two major theoretical and development processSince the 20th century, human space on the ground floor of the growing demand, thus the underground works of the study of a rapid development. In a large number of underground engineering practice, it is generally recognized that the tunnel and underground cavern project, the core of the problem, all up in the excavation and retaining two key processes. How excavation, it will be more conducive to the stability and cavern facilitate support : For more support, Supporting how they can more effectively ensure stability and facilitate the cavern excavation. This is the tunnels and underground works two promote each other and check each other's problems.Tunnels and underground caverns, and focusing on the core issues with the above practice and research, in different periods, People of different theories and gradually established a system of different theories, Each system includes theory and resolve (or are studying the resolution) from the works of understanding (concept), mechanics, engineering measures to the construction methods (Technology), a series of engineering problems.A theory of the 20th century the 1920s the traditional "load relaxation theory." Its core content is : a stable rock self-stability, no load : unstable rock may have collapsed. need shoring structure to be supported. Thus, the role of the supporting structure of the rock load iswithin a certain range may be due to relaxation and collapse of rock gravity. This is a traditional theory, and their representative is Taishaji and Principe's and others. It works similar to the surface issues of the thinking is still widely used to.Another theory of the 20th century made the 1950s the modern theory of timbering or "rock for the theory." Its core content is : rock stability is clearly bearing rock to their own self-stability : unstable rock loss of stability is a process, and if this process in providing the necessary help or restrictions will still be able to enter the rock steady state. This theoretical system of representative characters Labuxiweici, Miller-Feiqieer, Fenner - Daluobo and Kashitenai others. This is a more modern theory, it is already out of the ground works to consider the ideas, and underground works closer to reality, the past 50 years has been widely accepted and applied. demonstrated broad development prospects.Can be seen from the above, the former theory more attention to the findings and the results of treatment : The latter theory is even more attention to the process and the control of the process, right from the rock for the full utilization of capacity. Given this distinction, which both theory and methods in the process, each with different performance characteristics. NATM theory is rock for the tunnel engineering practice in the representation method.2. NATMNATM that the new Austrian Tunneling Method short the original is in New Austrian Tunneling Method, referred to as the NATM. France said it convergence bound or some countries alleged to observe the dynamic design and construction of the basic principles.NATM concept of filibustering Xiweici Austria scholars in the 20th century, Professor age of 50. It was based on the experience of both the tunnel and rock mechanics theory, will bolt and shotcrete combination as a major means of supporting a construction method, Austria, Sweden, Italy and other countries, many practical and theoretical study in the 1960s and patented officially named. Following this approach in Western Europe, Scandinavia, the United States and Japan and many other underground works with a very rapid development, have become modern tunnels new technologies landmark. Nearly 40 years ago, the railway sector through research, design, construction combining, in many construction of the tunnel, according to their own characteristics successfully applied a new Austrian law, made more experience, have accumulated large amounts of data, This is the application stage. However, in the road sector NATM of only 50%. Currently, the New Austrian Tunneling Methodalmost become weak and broken rock section of a tunnel construction method, technical and economic benefits are clear. NATM the basic points can be summarized as follows : （1）. Rock tunnel structure is the main loading unit, the construction must fully protect the rock, it minimize the disturbance to avoid excessive damage to the intensity of rock. To this end, the construction of sub-section should not block too much, excavation should be used smooth blasting, presplit blasting or mechanical tunneling.（2）. In order to give full play to rock the carrying capacity should be allowed to control and rock deformation. While allowing deformation, which can be a rock bearing ring; The other hand, have to limit it, Rock is not so lax and excessive loss or greatly reduced carrying capacity. During construction should be used with rock close to, the timely building puzzle keeps strengthening Flexible support structure, such as bolting and shotcreting supporting. This adjustment will be adopted supporting structural strength, Stiffness and its participation in the work of the time (including the closure of time) to control the deformation of the rock mass.（3）. In order to improve the support structure, the mechanical properties, the construction should be closed as soon as possible, and to become a closed cylindrical structure. In addition, the tunnel shape with a round should, as far as possible, to avoid the corner of the stress concentration.（4）. Construction right through the rock and supporting the dynamic observation, measurement, and reasonable arrangements for the construction procedures, changes in the design and construction management of the day-to-day.（5）. To lay waterproof layer, or is subject to bolt corrosion, deterioration of rock properties, rheological, swelling caused by the follow-up to load, use composite lining.（6）. Lining in principle, and the early rock deformation Supporting the basic stability of the conditions under construction. rock and supporting structure into a whole, thereby improving the support system of security.NATM above the basic elements can be briefly summarized as : "less disturbance, early spray anchor, ground measurements, closed tight."3．With a spring to understand the principle NATM（1）. Cavern brink of a point A in the original excavation ago with stress (stress self-respect and tectonic stress) in a state of equilibrium. As an elastic stiffness of the spring K,P0 under compression in a state of equilibrium.（2）. Cavern excavation, A point in attacking lose face constraints, the original stress state to be adjusted, if the intensity of rock big enough, After less stress adjustments may cavern in a stable condition (without support). But most of the geological conditions of the poor, that is, after the stress cavern adjustments, such as weak protection, we could have convergence deformation, even instability (landslides), must be provided to support power PE, in order to prevent landslides instability. Equivalent to the Spring of deformation u, in the role of PE is now in the midst of a state of equilibrium.（3）. By the mechanical balance equation, we can see in the spring P0 role in a state of equilibrium; Spring in the event of deformation u, PE in the role they will be in equilibrium, assuming spring elasticity of K, were : P0=PE+KuDiscussion :(1) When u = 0, that is not allowed P0=PE rock deformation, is a rigid support, not economic;(2) when u ↑, PE ↓; When u↓, PE ↑. That is, rock deformation occurred, the release of some of the load (unloading), we should allow some extent rock deformation, to give full play to rock the capacity for self. Is an economic support measures, the rock self-stability P=P0-PE=Ku;(3) When u=umax, landslides, have relaxation load and unsafe.4. Points（1）. Rock cavern excavation is affected by that part of rock (soil) body, the rock is a trinity : have a load bearing structure, building materials.（2）. Tunnel construction is in the rock stress is of special architectural environment, which can not be equated with the construction on the ground.（3）. Tunnel structure rock + = bracing system.II. The new Austrian highway construction in the basic methodNATM one of the characteristics is the scene monitoring, measurement information to guide construction, through the tunnel construction measure receipts and excavation of the geological observation for prediction and feedback. And in accordance with the established benchmark for measuring the tunnel construction, excavation section steps and sequences,Supporting the initial parameters for reasonable adjustments to guarantee the safety of construction, a tunnel rock stability, the quality of the project and supporting structure of the economy and so on. The author of commitments (Chengde) Chek (Chifeng) East Maojingba Tunnel NATM basic construction method for investigation concluded, synthesis of a new highway tunnel Natm the selection of different types and the basic characteristics of the construction methods and tips.1. A tunnel construction method of choice tunnel construction method of choice, mainly based on the engineering geological and hydrogeological conditions Construction, rock type, buried deep tunnel, the tunnel section size and length lining types, Construction should be the premise of safety and engineering quality at the core, and with the use of the tunnel function, the level of construction technology, Construction machinery and equipment, time requirements and economic feasibility of factors to consider in selection.When choosing the method for tunnel construction on the surrounding environment negatively affected, should also be a tunnel, the environmental conditions as the method to choose one of the factors, taking into rock changes the method and the applicability of the possibility of change. Tunnel project to avoid mistakes and unnecessary increase investment in public works. NATM new construction, we should also consider the entire process of construction of auxiliary operations and changes in the surrounding rock to measure control methods and the tunnel through special geological lots of construction means for a reasonable choice.2. New Austrian Tunneling Method program New Austrian Tunneling Method used all methods can be divided into sections, Division level and the three major types of excavation method and some changes in the program.(1) Full-face method. That whole section excavation method is based on the design of an excavation face excavation molding. Excavation order is its full face excavation, steel bracing, pouring concrete lining. Often choose to IV-VI Class Rock Hard Rock Tunnel, which can be used blasting deep hole.Excavation whole section of the law is a larger space operations, introducing supporting large mechanized operations, improving the speed and process small, less interference and facilitate the construction organization and management. Excavation is due to shortcomings in the larger, lower relative stability of rock, and with each cycle of the relatively large workload,it requires the construction units should have a strong excavation, transport and slag out and support capability, Maojingba VI : Class V rock used in the full-face excavation to achieve the desired results.Full-face excavation face, drilling and blasting construction more efficient use of deep focus to accelerate the excavation blasting speed, and the rock blasting vibration frequency less conducive to a stable transfer rocks. The drawback is every deep hole blasting vibration larger. Therefore require careful drilling and blasting design and strict control of blasting operations.Full-face excavation method is the main process : the use of mobile carts (or platforms), the first full-face a bored, and installed a line, and then drilling platform car outside 50m back to a safe place and then detonate, Blasting to make a shape out after drilling Jardine car again moved to the excavation face in place, began a cycle of drilling and blasting operations, Anchor sprayed simultaneously supporting or after the first arch wall lining.(2) step method. Step method of design is generally divided into sections on the half-section and the lower half section two excavation molding. Excavation order is its first half excavation arch bolt jet concrete bracing, arch lining, the central part of the second half of excavation, sidewall of excavation, concrete wall jet bolt support and lining. The more applicable to the II, III and soft joint development of the surrounding rock, which were used Tim change program.Long-step method : The next stage distance away, on the general level above 50m ahead, Construction can be assigned to the Department of next larger machine with parallel operations, when mechanical deficiencies can be used interchangeably. When the case of a short tunnel, the upper section will be all dug later, and then dug under the section, the construction of which less interference, single process can work.Short step method : on the stage length 5-50m apply to Ⅱ, Ⅲrock can be shortened Invert closing time, Supporting improve early stress conditions, but larger construction interference, in the event of Soft Rock need to consider carefully, Auxiliary shall be applied measures to stabilize the excavation excavation face, in order to ensure the safety of construction.Ultrashort step method : The only step ahead 3-5m, section closed faster. The method used for the high level of mechanization of various rock section, in the event of the siege softrock when required careful consideration. Auxiliary shall be applied measures to stabilize the construction excavation face to ensure the safety of construction.Excavation level of character is the first step to using light excavation drilling machine drill a hole, rather than through large drilling platform car. Two step method of excavation operations with sufficient space and a faster rate of construction. Level is conducive to the stability of excavation face. Especially Excavation in the upper, lower operational safety. Three step method of excavation is the next shortcomings of operations interfere with each other. It should be noted at the bottom of the upper operational stability, level of excavation will increase the number of country rock.(3) Segment excavation method. Excavation Law Division can be divided into five changes in the program : Excavation Division level, from top to bottom hole lead, heading advance on the excavation, single (double) and lateral pit method. Excavation will be conducted Section Division excavation by the Ministry of shape, and to advance some of excavation, it may be called derivative ahead excavation pit method.Law Division level : general application or soil collapse easily lots of soft rock, with its advantages - stage method, height can be lengthened, the two-lane tunnel for a hole-fold, cycling Road Tunnel - hole 2 times; rather than single (double) PENDANTS Heading a high degree of mechanization, can accelerate the progress of the projects.The next heading advance excavation method (that is guided pit wall first arch) : This Act applies to Ⅱ, Ⅲrock. in the soft ground tunneling, to be adopted next general guide advance excavation pit wall first arch Act. Its advantages are : Heading advance excavation, the use of proven geological conditions in advance to facilitate change in the method. Face to facilitate started procedures applicable to the labor arrangements for the use of small machinery and construction. The drawbacks : The next section will guide small, slow construction and construction processes more, construction and management difficult.Unilateral-arm pit Law : rock instability, the tunnel span larger, ground subsidence is difficult to control when using this method. Its characteristics are : a positive step and arms Heading Act advantages.Bilateral arm Heading law : in large-span shallow tunnels, surface subsidence require strict, especially poor rock used. Advantages of this method are : Construction of safe, reliable, but slow construction, high cost.III.The main tunnel construction technology1. Cave construction :（1）excavation slope around :Lofting total station measurements, the use of excavators from top to bottom, paragraph by paragraph excavation, not the amount of excavation or the end of next overlapping excavation, remove pits with the above may slump topsoil, shrubs and rock slopes, rock strata of slope excavation needs blasting, Discussion should focus mainly loose blasting. Also partial artificial finishing, when excavation and inspection slope of slope, if sliding and cracking phenomenon and slowing down due slope.（2）.Cheng Tung-supporting :Yang Brush Singapore Singapore after the completion of timely inspection plate slope gradient, the gradient to pass the inspection, the system set up to fight time anchor, and the exposed bolt heads, hanging metal based network expansion and bolt welding into first overall. Linked network immediately after the completion of shotcrete and repeatedly jet until it reaches the thickness of the design so far.（3）.as of gutter construction :Yang slope away from the groove 5 meters excavation ditch interception, interception gutter mainly mechanical excavation, artificial finishing, after dressing, 7.5# immediately masonry made of mortar and stones, and the floor surface with mortar.2. Auxiliary construction :（1）A long pipe roof :Sets arch construction : construction Lofting, template installation, assembling reinforcement, the guidance of lofting 127 installation guide, concrete pouring.Pipe specifications : Heat Nazarbayev Seamless Steel Tube ￠108 mm and a thickness of 6 mm, length of 3 m, 6 m;N pipe from : Central to the distance 50 cm;N Inclination : Elevation 1 ° (the actual construction works by 2 °), the direction parallel with the Central Line;N pipe construction error : Radial not more than 20 cm;N tunnel longitudinal joints within the same section with more than 50% adjacent pipe joints staggered at least a meter.A. pipe roof construction method :Lofting accurate measurement personnel, marking the centerline and the vault out of its hole elevation, soil excavation reserved as a core pipe roof construction work platform Excavation footage of 2.5 meters, after the end of excavation, artificial symmetrical on both sides of excavation (Commodities H) platform, level width of 1.5 meters, 2.0 meters high, as construction sets and pipe arch shed facilities drilling platform. Pipe-roof design position should be and it should be a good hole steel tube, grouting after playing non-porous tube steel, non-porous tube can be used as pipe inspection, Grouting quality inspection, drill vertical direction must be accurately controlled to guarantee the opening hole to the right, End each drilling a hole is a pipe jacking, drilling should always use dipcompass drilling pipe measuring the deflection, found that the deflection over design requirements in a timely fashion. Pipe joints using screw connection, screw length 15 cm, to stagger the pipe joints, odd-numbered as the first section of the introduction of three-meter steel pipes and even numbered the first section of pipe using 6 meters, After each have adopted six-meter-long steel pipe.B. pipe roof construction machinery :N drilling machinery : XY-28-300 equipped with electric drill, drilling and pipe jacking long shelf;N grouting machine : BW-250/50-injection pump two Taiwan;N using cement-water glass slurry. Mud and water volume ratio 1:0.5; water glass slurry concentration of water-cement ratio 1:1 silicate 35 Baume; The efficacy silicate modulus pressure grouting pressure early pressure 2.0MPA 0.5~1.0MPA; end.（2）. a small catheterA. small catheter used ahead diameter of 42 mm and a thickness of 3.5 mm thermal Nazarbayev seamless steel tubes, steel pipe was front-tip, Welding on the tail ￠6 stiffening brace and the wall around the drilling hole grouting 8 mm, but the tail of a meter without grouting holes and Advance Construction of a small catheter, the tubes and the lining of the centerline parallel to 10 ° -30 ° Chalu into the rock arch. penstocks to 20-50 cm spacing. Each was over a steel tubes, should be closed immediately shotcrete excavation face and thengrouting. After grouting, erecting steel Arch, Supporting the early completion of every (2-3 meters, and the paper attempts to be) another one for steel tubes, Advance small catheter general lap length of 1.0 meters.B. Grouting parameters :N water slurry and water glass volume : 1:0.5;N slurry water-cement ratio 1:1N 35 Baume concentration of sodium silicate; The efficacy silicate modulusN grouting pressure 0.5~1.0MPA; if necessary, set up only orifice Pulp Cypriots.（3）. bolting ahead : The Chalu must be greater than 14 degrees, grouting satiated and lap length is not less than 1 meter.3.Correcting construction :Embedded parts used by the Design Dimensions plank make shape design, installation in contrast snoop plate car, and position accuracy (error ± 50CM), the firm shall not be fixed, you must be in possession of the wire through the middle wear.4. Leveling ConstructionInstallation templates, at the request of both sides leveling layer calibration position to install template. Side-channel steel templates used [10#, top elevation with a corresponding length of the road elevation unanimously to allow deviation ±2mm. adjusted using the standard measurement to determine elevation. Every template fixed a certain distance from the outside to ensure that no displacement, the joints template close comfort, not from a slit, crooked and formation, and the bottom connector templates are not allowed to leak plasma. Concrete before reperfusion, the bottom surface of concrete must be clean. When the concrete arrived at the construction site directly installed backward mode of the road bed, and using artificial Huabu uniform. Concrete paver should be considered after the earthquake destroyed the settlement. Unrealistically high can be 10% higher, Lan is the surface elevation and design line. Concrete earthquake destroyed at or anywhere near the corner with plug-Lan Lan pound for pound order; Flat-Lan pound for pound crisscross comprehensive Lan, Inside each location is no longer the time for concrete sinks, no longer emitted large bubbles, and the surface of cement mortar later. normally no less than 15 seconds, also should not be too long; Then Chun-pound beam along the longitudinal Lan-pound trailer, With redundant Chun-pound concrete beams were dragged shift Trim, Dixian Department should keepleveling Lan facts. Finally, the diameter 75~100mm rolling seamless steel pipe for further leveling. Just do prohibited in the surface spraying water, and threw cement.5. Water, cable duct constructionInstall groove wall reinforcement of location accuracy, the line must be linked to the construction. Install groove wall purity, the purity requirements of accurate location, a vertical line. Dyadic greatest degree of not more than 3 mm, and template-Ditch The top-pronged, pass the inspection before the concrete reperfusion, on the side of the original wall must pick hair, and embedded parts to the location accurately. Template using stereotypes purity.6.Gate ConstructionCleared the site for construction layout. By design size requirement dug-wall basis. M7.5# masonry made of mortar and stones.Template installation, location accuracy requirements purity, a vertical line, and timely inspection template slope. Concrete pouring 15 # Riprap concrete, concrete strength to be more than 70% for Myeongdong vault backfill.Myungdong vault backfill should hierarchical compaction said. The typical thickness of less than 0.3M, both backfill surface height difference of not more than 0.5M. restored to the vault after the pack to design hierarchical compaction high, the use of machines rolling, Ramming must manually filled to vault over 1.0M before mechanical compaction .7 .Construction safety and environmental controlEntrance to wear helmets to prevent crashes, in which the speed limit 5KM, lighting must be a 10-meter lights reckless goods stored material must be standardized and distributed under special guard.Spoil venues must be smooth drainage, and must be masonry retaining wall to prevent flooding, debris flow forming.8. The construction process has to tackle the problems :Construction of two liner after water seepage treatment :Small cracks with acrylic, water or slurry coating of epoxy resin and other caulking, a good effect; On the larger cracks, available on the 10th of cement mortar or cement mortar expansion caulking more appropriate and effective;Large cracks (crack width greater than 5MM), (if leakage of water, available along the cutting machine cutting a wide cracks around 2~4CM small groove depth approximately10CM above the water, Cutting a 5 × 5CM Cube holes room, then insert a pipe 4 × 4CM MF7 plastic Blind groove, Cutting together into good pressure tank, the introduction of vertical water drains, Finally, cement and water Glass closed mixed mortar cutting groove) without seepage, it is appropriate epoxy mortar, or grouting, Reinforced concrete and other reinforced jet.IV. Example projectsNATM is from the introduction of the bolt and shotcrete a category of "active" support the new technology to promote the use began. Soon, the Chinese engineer on the tunnel not only in substance but also in terms of acceptance of the new Austrian law. To be held in China in the tunnel and underground engineering academic meeting, the new Austrian capital has become a hot topic.Engineers of the new Austrian law relishes is justified : the use of new Austrian law, has been successful in soft rock and difficult conditions of the construction of various types of underground works.Built on loose sand gravel stratum of Beijing Subway allowed back of the tunnel is a typical example. The tunnel is located in the main street-256, 358m long, the largest excavation section 9m high, 14.5m wide coverage stratigraphic top of the tunnel only minimum thickness 9.0m. Tunnel boring machine of excavation, strengthen the grid arch shotcrete initial support and advance small catheter care, Without prejudice to ground transportation, underground pipelines to ensure the safety of construction success.In the works is the experience, knowledge of the Chinese engineers, the use of new Austrian law principles can be used in the Mountain Tunnel Mine Act to expand the scope of application of the soft rock, even in the fourth strata of municipal shallow tunnel to replace the traditional method of digging or shield. In China, such a method called "shallow mining method."Following allowed back lane tunnel, gravel in the same folder of alluvial gravel layer is shallow mining method used to build the span of 21.67m in the Xidan MTR stations.Changan Avenue in the construction of the new Beijing metro line projects, shallow mining method has been selected as the main method of construction. For example, the Tiananmen Square in Beijing Metro West Point, 226m long, for two double-pole structure.Guangzhou Metro East is shallow mining method used in the construction. Experience shows that from the ground environmental protection, surface subsidence of the dug system and the cost and time period perspective, Shallow Mining Act of open or with the shield are compared with a competitive edge.Chinese engineers from Europe to the introduction of the new Austrian law, and in light of China's situation of the new Austrian law, and related technology expanding means of support, such as, measurement and control technology was further developed. As a new Austrian law an important background shotcrete technology in China has been widely used. With the international situation, in order to resolve the long-troubled people of dust pollution of the environment. Rebound serious and concrete uneven quality of such issues, and is vigorously implementing the wet spray. Recently by the China Academy of Railway Sciences Southwest Branch of the development of a "Rotor-Piston," a new type of jet aircraft. This type wet spraying process, which is to include the machines Mix Concrete Preparation good product mixture, However, material handling is different from the general-pumping wet spraying machine, using thin stream conveyor. Therefore machines compact and easy to use. Has been popularized in this country.It is no exaggeration to say that the new Austrian law implementation has indeed caused a mining method in the construction of the excavation, Construction of the tunnel design, and even the thinking of the major changes. Nevertheless, it should be said that China's implementation of the new Austrian law is not satisfactory. In many works was no lack of examples of failure. In addition to construction management, quality control and technology related to grasp, and other reasons, is the main tunnel engineers sometimes NATM real lack of a proper understanding.For the "new Austrian law," the connotation of the word, people have an understanding of the development process. Just as the term itself - New Austrian Tunneling Method expressed in the , the new Austrian founder of the first as it is with a new supporting the tunnel construction method proposed. It was subsequently found that, NATM will stick to a particular method or specific technical support to implement it will be very much constrained. So, in some literature emphasized that the new Austrian law is a "concept" and "philosophy", "principle" or "channels" instead of a fixed concrete construction method or technology. Clarify this point, has important practical significance. Indeed, in some projects, As copy。
土木工程词汇
通风设备 ventilation equipment
隧道照明 tunnel illumination;tunnel lighting
照明设备 lighting equipment
锚杆支护 anchor bolt-support;anchor bolt support
喷射混凝土支护 ;喷射砼支护 shotcrete support;sprayed concrete support
配筋喷射混凝土支护 ;配筋喷射砼支护 reinforced sprayed concrete support
隧道工程 tunnel engineering
隧道 tunnel
铁路隧道 ;铁道隧道 railway tunnel
公路隧道 highway tunnel
地铁隧道 subway tunnel;underground railway tunnel;metro tunnel
施工进度 construction progress
隧道贯通 tunnel holing-through
工期 work period
隧道施工机械 tunnel construction machinery
隧道掘进机 tunnelling machine;tunnel boring machine;tbm
断面测量 section survey
隧道设计 tunnel design
隧道断面 tunnel section
安全系数 safety coefficient
隧道力学 tunnel mechanics
隧道施工外文文献及翻译
附录二外文参考文献及翻译NATM tunnel design principle in the construction of major andConstruction TechnologyW.BroereI.The NATM Design Principle1.Tunnel design and construction of two major theoretical and development processSince the 20th century, human space on the ground floor of the growing demand, thus the underground works of the study of a rapid development. In a large number of underground engineering practice, it is generally recognized that the tunnel and underground cavern project, the core of the problem, all up in the excavation and retaining two key processes. How excavation, it will be more conducive to the stability and cavern facilitate support : For more support, Supporting how they can more effectively ensure stability and facilitate the cavern excavation. This is the tunnels and underground works two promote each other and check each other's problems.Tunnels and underground caverns, and focusing on the core issues with the above practice and research, in different periods, People of different theories and gradually established a system of different theories, Each system includes theory and resolve (or are studying the resolution) from the works of understanding (concept), mechanics, engineering measures to the construction methods (Technology), a series of engineering problems.A theory of the 20th century the 1920s the traditional "load relaxation theory." Its core content is : a stable rock self-stability, no load : unstable rock may have collapsed. need shoring structure to be supported. Thus, the role of the supporting structure of the rock load is within a certain range may be due to relaxation and collapse of rock gravity. This is a traditional theory, and their representative is Taishaji and Principe's and others. It works similar to the surface issues of the thinking is still widely used to.Another theory of the 20th century made the 1950s the modern theory of timbering or "rock for the theory." Its core content is : rock stability is clearly bearing rock to their ownself-stability : unstable rock loss of stability is a process, and if this process in providing the necessary help or restrictions will still be able to enter the rock steady state. This theoretical system of representative characters Labuxiweici, Miller-Feiqieer, Fenner - Daluobo and Kashitenai others. This is a more modern theory, it is already out of the ground works to consider the ideas, and underground works closer to reality, the past 50 years has been widely accepted and applied. demonstrated broad development prospects.Can be seen from the above, the former theory more attention to the findings and the results of treatment : The latter theory is even more attention to the process and the control of the process, right from the rock for the full utilization of capacity. Given this distinction, which both theory and methods in the process, each with different performance characteristics. NATM theory is rock for the tunnel engineering practice in the representation method.2. NATMNATM that the new Austrian Tunneling Method short the original is in New Austrian Tunneling Method, referred to as the NATM. France said it convergence bound or some countries alleged to observe the dynamic design and construction of the basic principles.NATM concept of filibustering Xiweici Austria scholars in the 20th century, Professor age of 50. It was based on the experience of both the tunnel and rock mechanics theory, will bolt and shotcrete combination as a major means of supporting a construction method, Austria, Sweden, Italy and other countries, many practical and theoretical study in the 1960s and patented officially named. Following this approach in Western Europe, Scandinavia, the United States and Japan and many other underground works with a very rapid development, have become modern tunnels new technologies landmark. Nearly 40 years ago, the railway sector through research, design, construction combining, in many construction of the tunnel, according to their own characteristics successfully applied a new Austrian law, made more experience, have accumulated large amounts of data, This is the application stage. However, in the road sector NATM of only 50%. Currently, the New Austrian Tunneling Method almost become weak and broken rock section of a tunnel construction method, technical and economic benefits are clear. NATM the basic points can be summarized as follows : （1）. Rock tunnel structure is the main loading unit, the construction must fully protect the rock, it minimize the disturbance to avoid excessive damage to the intensity of rock. Tothis end, the construction of sub-section should not block too much, excavation should be used smooth blasting, presplit blasting or mechanical tunneling.（2）. In order to give full play to rock the carrying capacity should be allowed to control and rock deformation. While allowing deformation, which can be a rock bearing ring; The other hand, have to limit it, Rock is not so lax and excessive loss or greatly reduced carrying capacity. During construction should be used with rock close to, the timely building puzzle keeps strengthening Flexible support structure, such as bolting and shotcreting supporting. This adjustment will be adopted supporting structural strength, Stiffness and its participation in the work of the time (including the closure of time) to control the deformation of the rock mass.（3）. In order to improve the support structure, the mechanical properties, the construction should be closed as soon as possible, and to become a closed cylindrical structure. In addition, the tunnel shape with a round should, as far as possible, to avoid the corner of the stress concentration.（4）. Construction right through the rock and supporting the dynamic observation, measurement, and reasonable arrangements for the construction procedures, changes in the design and construction management of the day-to-day.（5）. To lay waterproof layer, or is subject to bolt corrosion, deterioration of rock properties, rheological, swelling caused by the follow-up to load, use composite lining.（6）. Lining in principle, and the early rock deformation Supporting the basic stability of the conditions under construction. rock and supporting structure into a whole, thereby improving the support system of security.NATM above the basic elements can be briefly summarized as : "less disturbance, early spray anchor, ground measurements, closed tight."3．With a spring to understand the principle NATM（1）. Cavern brink of a point A in the original excavation ago with stress (stress self-respect and tectonic stress) in a state of equilibrium. As an elastic stiffness of the spring K, P0 under compression in a state of equilibrium.（2）. Cavern excavation, A point in attacking lose face constraints, the original stress state to be adjusted, if the intensity of rock big enough, After less stress adjustments may cavern in a stable condition (without support). But most of the geological conditions of thepoor, that is, after the stress cavern adjustments, such as weak protection, we could have convergence deformation, even instability (landslides), must be provided to support power PE, in order to prevent landslides instability. Equivalent to the Spring of deformation u, in the role of PE is now in the midst of a state of equilibrium.（3）. By the mechanical balance equation, we can see in the spring P0 role in a state of equilibrium; Spring in the event of deformation u, PE in the role they will be in equilibrium, assuming spring elasticity of K, were : P0=PE+KuDiscussion :(1) When u = 0, that is not allowed P0=PE rock deformation, is a rigid support, not economic;(2) when u ↑, PE ↓; When u ↓, PE ↑. That is, rock deformation occurred, t he release of some of the load (unloading), we should allow some extent rock deformation, to give full play to rock the capacity for self. Is an economic support measures, the rock self-stability P=P0-PE=Ku;(3) When u=umax, landslides, have relaxation load and unsafe.4. Points（1）. Rock cavern excavation is affected by that part of rock (soil) body, the rock is a trinity : have a load bearing structure, building materials.（2）. Tunnel construction is in the rock stress is of special architectural environment, which can not be equated with the construction on the ground.（3）. Tunnel structure rock + = bracing system.II. The new Austrian highway construction in the basic methodNATM one of the characteristics is the scene monitoring, measurement information to guide construction, through the tunnel construction measure receipts and excavation of the geological observation for prediction and feedback. And in accordance with the established benchmark for measuring the tunnel construction, excavation section steps and sequences, Supporting the initial parameters for reasonable adjustments to guarantee the safety of construction, a tunnel rock stability, the quality of the project and supporting structure of the economy and so on. The author of commitments (Chengde) Chek (Chifeng) East Maojingba Tunnel NATM basic construction method for investigation concluded, synthesis of a newhighway tunnel Natm the selection of different types and the basic characteristics of the construction methods and tips.1. A tunnel construction method of choice tunnel construction method of choice, mainly based on the engineering geological and hydrogeological conditions Construction, rock type, buried deep tunnel, the tunnel section size and length lining types, Construction should be the premise of safety and engineering quality at the core, and with the use of the tunnel function, the level of construction technology, Construction machinery and equipment, time requirements and economic feasibility of factors to consider in selection.When choosing the method for tunnel construction on the surrounding environment negatively affected, should also be a tunnel, the environmental conditions as the method to choose one of the factors, taking into rock changes the method and the applicability of the possibility of change. Tunnel project to avoid mistakes and unnecessary increase investment in public works. NATM new construction, we should also consider the entire process of construction of auxiliary operations and changes in the surrounding rock to measure control methods and the tunnel through special geological lots of construction means for a reasonable choice.2. New Austrian Tunneling Method program New Austrian Tunneling Method used all methods can be divided into sections, Division level and the three major types of excavation method and some changes in the program.(1) Full-face method. That whole section excavation method is based on the design of an excavation face excavation molding. Excavation order is its full face excavation, steel bracing, pouring concrete lining. Often choose to IV-VI Class Rock Hard Rock Tunnel, which can be used blasting deep hole.Excavation whole section of the law is a larger space operations, introducing supporting large mechanized operations, improving the speed and process small, less interference and facilitate the construction organization and management. Excavation is due to shortcomings in the larger, lower relative stability of rock, and with each cycle of the relatively large workload, it requires the construction units should have a strong excavation, transport and slag out and support capability, Maojingba VI : Class V rock used in the full-face excavation to achieve the desired results.Full-face excavation face, drilling and blasting construction more efficient use of deep focus to accelerate the excavation blasting speed, and the rock blasting vibration frequency less conducive to a stable transfer rocks. The drawback is every deep hole blasting vibration larger. Therefore require careful drilling and blasting design and strict control of blasting operations.Full-face excavation method is the main process : the use of mobile carts (or platforms), the first full-face a bored, and installed a line, and then drilling platform car outside 50m back to a safe place and then detonate, Blasting to make a shape out after drilling Jardine car again moved to the excavation face in place, began a cycle of drilling and blasting operations, Anchor sprayed simultaneously supporting or after the first arch wall lining.(2) step method. Step method of design is generally divided into sections on the half-section and the lower half section two excavation molding. Excavation order is its first half excavation arch bolt jet concrete bracing, arch lining, the central part of the second half of excavation, sidewall of excavation, concrete wall jet bolt support and lining. The more applicable to the II, III and soft joint development of the surrounding rock, which were used Tim change program.Long-step method : The next stage distance away, on the general level above 50m ahead, Construction can be assigned to the Department of next larger machine with parallel operations, when mechanical deficiencies can be used interchangeably. When the case of a short tunnel, the upper section will be all dug later, and then dug under the section, the construction of which less interference, single process can work.Short step method : on the stage length 5-50m apply to Ⅱ, Ⅲrock can be shortened Invert closing time, Supporting improve early stress conditions, but larger construction interference, in the event of Soft Rock need to consider carefully, Auxiliary shall be applied measures to stabilize the excavation excavation face, in order to ensure the safety of construction.Ultrashort step method : The only step ahead 3-5m, section closed faster. The method used for the high level of mechanization of various rock section, in the event of the siege soft rock when required careful consideration. Auxiliary shall be applied measures to stabilize the construction excavation face to ensure the safety of construction.Excavation level of character is the first step to using light excavation drilling machine drill a hole, rather than through large drilling platform car. Two step method of excavation operations with sufficient space and a faster rate of construction. Level is conducive to the stability of excavation face. Especially Excavation in the upper, lower operational safety. Three step method of excavation is the next shortcomings of operations interfere with each other. It should be noted at the bottom of the upper operational stability, level of excavation will increase the number of country rock.(3) Segment excavation method. Excavation Law Division can be divided into five changes in the program : Excavation Division level, from top to bottom hole lead, heading advance on the excavation, single (double) and lateral pit method. Excavation will be conducted Section Division excavation by the Ministry of shape, and to advance some of excavation, it may be called derivative ahead excavation pit method.Law Division level : general application or soil collapse easily lots of soft rock, with its advantages - stage method, height can be lengthened, the two-lane tunnel for a hole-fold, cycling Road Tunnel - hole 2 times; rather than single (double) PENDANTS Heading a high degree of mechanization, can accelerate the progress of the projects.The next heading advance excavation method (that is guided pit wall first arch) : This Act applies to Ⅱ, Ⅲrock. in the soft ground tunneling, to be adopted next general guide advance excavation pit wall first arch Act. Its advantages are : Heading advance excavation, the use of proven geological conditions in advance to facilitate change in the method. Face to facilitate started procedures applicable to the labor arrangements for the use of small machinery and construction. The drawbacks : The next section will guide small, slow construction and construction processes more, construction and management difficult.Unilateral-arm pit Law : rock instability, the tunnel span larger, ground subsidence is difficult to control when using this method. Its characteristics are : a positive step and arms Heading Act advantages.Bilateral arm Heading law : in large-span shallow tunnels, surface subsidence require strict, especially poor rock used. Advantages of this method are : Construction of safe, reliable, but slow construction, high cost.III.The main tunnel construction technology1. Cave construction :（1）excavation slope around :Lofting total station measurements, the use of excavators from top to bottom, paragraph by paragraph excavation, not the amount of excavation or the end of next overlapping excavation, remove pits with the above may slump topsoil, shrubs and rock slopes, rock strata of slope excavation needs blasting, Discussion should focus mainly loose blasting. Also partial artificial finishing, when excavation and inspection slope of slope, if sliding and cracking phenomenon and slowing down due slope.（2）.Cheng Tung-supporting :Yang Brush Singapore Singapore after the completion of timely inspection plate slope gradient, the gradient to pass the inspection, the system set up to fight time anchor, and the exposed bolt heads, hanging metal based network expansion and bolt welding into first overall. Linked network immediately after the completion of shotcrete and repeatedly jet until it reaches the thickness of the design so far.（3）.as of gutter construction :Yang slope away from the groove 5 meters excavation ditch interception, interception gutter mainly mechanical excavation, artificial finishing, after dressing, 7.5# immediately masonry made of mortar and stones, and the floor surface with mortar.2. Auxiliary construction :（1）A long pipe roof :Sets arch construction : construction Lofting, template installation, assembling reinforcement, the guidance of lofting 127 installation guide, concrete pouring.Pipe specifications : Heat Nazarbayev Seamless Steel Tube ￠108 mm and a thickness of 6 mm, length of 3 m, 6 m;N pipe from : Central to the distance 50 cm;N Inclination : Elevation 1 ° (the actual construction works by 2 °), the direction parallel with the Central Line;N pipe construction error : Radial not more than 20 cm;N tunnel longitudinal joints within the same section with more than 50% adjacent pipe joints staggered at least a meter.A. pipe roof construction method :Lofting accurate measurement personnel, marking the centerline and the vault out of its hole elevation, soil excavation reserved as a core pipe roof construction work platform Excavation footage of 2.5 meters, after the end of excavation, artificial symmetrical on both sides of excavation (Commodities H) platform, level width of 1.5 meters, 2.0 meters high, as construction sets and pipe arch shed facilities drilling platform. Pipe-roof design position should be and it should be a good hole steel tube, grouting after playing non-porous tube steel, non-porous tube can be used as pipe inspection, Grouting quality inspection, drill vertical direction must be accurately controlled to guarantee the opening hole to the right, End each drilling a hole is a pipe jacking, drilling should always use dipcompass drilling pipe measuring the deflection, found that the deflection over design requirements in a timely fashion. Pipe joints using screw connection, screw length 15 cm, to stagger the pipe joints, odd-numbered as the first section of the introduction of three-meter steel pipes and even numbered the first section of pipe using 6 meters, After each have adopted six-meter-long steel pipe.B. pipe roof construction machinery :N drilling machinery : XY-28-300 equipped with electric drill, drilling and pipe jacking long shelf;N grouting machine : BW-250/50-injection pump two Taiwan;N using cement-water glass slurry. Mud and water volume ratio 1:0.5; water glass slurry concentration of water-cement ratio 1:1 silicate 35 Baume; The efficacy silicate modulus pressure grouting pressure early pressure 2.0MPA 0.5~1.0MPA; end.（2）. a small catheterA. small catheter used ahead diameter of 42 mm and a thickness of 3.5 mm thermal Nazarbayev seamless steel tubes, steel pipe was front-tip, Welding on the tail ￠6 stiffening brace and the wall around the drilling hole grouting 8 mm, but the tail of a meter without grouting holes and Advance Construction of a small catheter, the tubes and the lining of the centerline parallel to 10 ° -30 ° Chalu into the rock arch. penstocks to 20-50 cm spacing. Each was over a steel tubes, should be closed immediately shotcrete excavation face and then grouting. After grouting, erecting steel Arch, Supporting the early completion of every (2-3 meters, and the paper attempts to be) another one for steel tubes, Advance small catheter general lap length of 1.0 meters.B. Grouting parameters :N water slurry and water glass volume : 1:0.5;N slurry water-cement ratio 1:1N 35 Baume concentration of sodium silicate; The efficacy silicate modulusN grouting pressure 0.5~1.0MPA; if necessary, set up only orifice Pulp Cypriots.（3）. bolting ahead : The Chalu must be greater than 14 degrees, grouting satiated and lap length is not less than 1 meter.3.Correcting construction :Embedded parts used by the Design Dimensions plank make shape design, installation in contrast snoop plate car, and position accuracy (error ± 50CM), the firm shall not be fixed, you must be in possession of the wire through the middle wear.4. Leveling ConstructionInstallation templates, at the request of both sides leveling layer calibration position to install template. Side-channel steel templates used [10#, top elevation with a corresponding length of the road elevation unanimously to allow deviation ±2mm. adjusted using the standard measurement to determine elevation. Every template fixed a certain distance from the outside to ensure that no displacement, the joints template close comfort, not from a slit, crooked and formation, and the bottom connector templates are not allowed to leak plasma. Concrete before reperfusion, the bottom surface of concrete must be clean. When the concrete arrived at the construction site directly installed backward mode of the road bed, and using artificial Huabu uniform. Concrete paver should be considered after the earthquake destroyed the settlement. Unrealistically high can be 10% higher, Lan is the surface elevation and design line. Concrete earthquake destroyed at or anywhere near the corner with plug-Lan Lan pound for pound order; Flat-Lan pound for pound crisscross comprehensive Lan, Inside each location is no longer the time for concrete sinks, no longer emitted large bubbles, and the surface of cement mortar later. normally no less than 15 seconds, also should not be too long; Then Chun-pound beam along the longitudinal Lan-pound trailer, With redundant Chun-pound concrete beams were dragged shift Trim, Dixian Department should keep leveling Lan facts. Finally, the diameter 75~100mm rolling seamless steel pipe for further leveling. Just do prohibited in the surface spraying water, and threw cement.5. Water, cable duct constructionInstall groove wall reinforcement of location accuracy, the line must be linked to the construction. Install groove wall purity, the purity requirements of accurate location, a vertical line. Dyadic greatest degree of not more than 3 mm, and template-Ditch The top-pronged, pass the inspection before the concrete reperfusion, on the side of the original wall must pick hair, and embedded parts to the location accurately. Template using stereotypes purity.6.Gate ConstructionCleared the site for construction layout. By design size requirement dug-wall basis. M7.5# masonry made of mortar and stones.Template installation, location accuracy requirements purity, a vertical line, and timely inspection template slope. Concrete pouring 15 # Riprap concrete, concrete strength to be more than 70% for Myeongdong vault backfill.Myungdong vault backfill should hierarchical compaction said. The typical thickness of less than 0.3M, both backfill surface height difference of not more than 0.5M. restored to the vault after the pack to design hierarchical compaction high, the use of machines rolling, Ramming must manually filled to vault over 1.0M before mechanical compaction .7 .Construction safety and environmental controlEntrance to wear helmets to prevent crashes, in which the speed limit 5KM, lighting must be a 10-meter lights reckless goods stored material must be standardized and distributed under special guard.Spoil venues must be smooth drainage, and must be masonry retaining wall to prevent flooding, debris flow forming.8. The construction process has to tackle the problems :Construction of two liner after water seepage treatment :Small cracks with acrylic, water or slurry coating of epoxy resin and other caulking, a good effect; On the larger cracks, available on the 10th of cement mortar or cement mortar expansion caulking more appropriate and effective;Large cracks (crack width greater than 5MM), (if leakage of water, available along the cutting machine cutting a wide cracks around 2~4CM small groove depth approximately 10CM above the water, Cutting a 5 × 5CM Cube holes room, then insert a pipe 4 × 4CM MF7 plastic Blind groove, Cutting together into good pressure tank, the introduction of vertical water drains, Finally, cement and water Glass closed mixed mortar cutting groove) withoutseepage, it is appropriate epoxy mortar, or grouting, Reinforced concrete and other reinforced jet.IV. Example projectsNATM is from the introduction of the bolt and shotcrete a category of "active" support the new technology to promote the use began. Soon, the Chinese engineer on the tunnel not only in substance but also in terms of acceptance of the new Austrian law. To be held in China in the tunnel and underground engineering academic meeting, the new Austrian capital has become a hot topic.Engineers of the new Austrian law relishes is justified : the use of new Austrian law, has been successful in soft rock and difficult conditions of the construction of various types of underground works.Built on loose sand gravel stratum of Beijing Subway allowed back of the tunnel is a typical example. The tunnel is located in the main street-256, 358m long, the largest excavation section 9m high, 14.5m wide coverage stratigraphic top of the tunnel only minimum thickness 9.0m. Tunnel boring machine of excavation, strengthen the grid arch shotcrete initial support and advance small catheter care, Without prejudice to ground transportation, underground pipelines to ensure the safety of construction success.In the works is the experience, knowledge of the Chinese engineers, the use of new Austrian law principles can be used in the Mountain Tunnel Mine Act to expand the scope of application of the soft rock, even in the fourth strata of municipal shallow tunnel to replace the traditional method of digging or shield. In China, such a method called "shallow mining method."Following allowed back lane tunnel, gravel in the same folder of alluvial gravel layer is shallow mining method used to build the span of 21.67m in the Xidan MTR stations.Changan Avenue in the construction of the new Beijing metro line projects, shallow mining method has been selected as the main method of construction. For example, the Tiananmen Square in Beijing Metro West Point, 226m long, for two double-pole structure.Guangzhou Metro East is shallow mining method used in the construction. Experience shows that from the ground environmental protection, surface subsidence of the dug system。
隧道外文文献与翻译
附录二外文参考文献及翻译NATM tunnel design principle in the construction of major andConstruction TechnologyW.BroereI.The NATM Design Principle1.Tunnel design and construction of two major theoretical and development processSince the 20th century, human space on the ground floor of the growing demand, thus the underground works of the study of a rapid development. In a large number of underground engineering practice, it is generally recognized that the tunnel and underground cavern project, the core of the problem, all up in the excavation and retaining two key processes. How excavation, it will be more conducive to the stability and cavern facilitate support : For more support, Supporting how they can more effectively ensure stability and facilitate the cavern excavation. This is the tunnels and underground works two promote each other and check each other's problems.Tunnels and underground caverns, and focusing on the core issues with the above practice and research, in different periods, People of different theories and gradually established a system of different theories, Each system includes theory and resolve (or are studying the resolution) from the works of understanding (concept), mechanics, engineering measures to the construction methods (Technology), a series of engineering problems.A theory of the 20th century the 1920s the traditional "load relaxation theory." Its core content is : a stable rock self-stability, no load : unstable rock may have collapsed. need shoring structure to be supported. Thus, the role of the supporting structure of the rock load is within a certain range may be due to relaxation and collapse of rock gravity. This is a traditional theory,and their representative is Taishaji and Principe's and others. It works similar to the surface issues of the thinking is still widely used to.Another theory of the 20th century made the 1950s the modern theory of timbering or "rock for the theory." Its core content is : rock stability is clearly bearing rock to their own self-stability : unstable rock loss of stability is a process, and if this process in providing the necessary help or restrictions will still be able to enter the rock steady state. This theoretical system of representative characters Labuxiweici, Miller-Feiqieer, Fenner - Daluobo and Kashitenai others. This is a more modern theory, it is already out of the ground works to consider the ideas, and underground works closer to reality, the past 50 years has been widely accepted and applied. demonstrated broad development prospects.Can be seen from the above, the former theory more attention to the findings and the results of treatment : The latter theory is even more attention to the process and the control of the process, right from the rock for the full utilization of capacity. Given this distinction, which both theory and methods in the process, each with different performance characteristics. NATM theory is rock for the tunnel engineering practice in the representation method.2. NATMNATM that the new Austrian Tunneling Method short the original is in New Austrian Tunneling Method, referred to as the NATM. France said it convergence bound or some countries alleged to observe the dynamic design and construction of the basic principles.NATM concept of filibustering Xiweici Austria scholars in the 20th century, Professor age of 50. It was based on the experience of both the tunnel and rock mechanics theory, will bolt and shotcrete combination as a major means of supporting a construction method, Austria, Sweden, Italy and other countries, many practical and theoretical study in the 1960s and patented officially named. Following this approach in Western Europe, Scandinavia, the United States and Japan and many other underground works with a very rapid development, have become modern tunnels new technologies landmark. Nearly 40 years ago, the railway sectorthrough research, design, construction combining, in many construction of the tunnel, according to their own characteristics successfully applied a new Austrian law, made more experience, have accumulated large amounts of data, This is the application stage. However, in the road sector NATM of only 50%. Currently, the New Austrian Tunneling Method almost become weak and broken rock section of a tunnel construction method, technical and economic benefits are clear. NATM the basic points can be summarized as follows :（1）. Rock tunnel structure is the main loading unit, the construction must fully protect the rock, it minimize the disturbance to avoid excessive damage to the intensity of rock. To this end, the construction of sub-section should not block too much, excavation should be used smooth blasting, presplit blasting or mechanical tunneling.（2）. In order to give full play to rock the carrying capacity should be allowed to control and rock deformation. While allowing deformation, which can be a rock bearing ring; The other hand, have to limit it, Rock is not so lax and excessive loss or greatly reduced carrying capacity. During construction should be used with rock close to, the timely building puzzle keeps strengthening Flexible support structure, such as bolting and shotcreting supporting. This adjustment will be adopted supporting structural strength, Stiffness and its participation in the work of the time (including the closure of time) to control the deformation of the rock mass.（3）. In order to improve the support structure, the mechanical properties, the construction should be closed as soon as possible, and to become a closed cylindrical structure. In addition, the tunnel shape with a round should, as far as possible, to avoid the corner of the stress concentration.（4）. Construction right through the rock and supporting the dynamic observation, measurement, and reasonable arrangements for the construction procedures, changes in the design and construction management of the day-to-day.（5）. To lay waterproof layer, or is subject to bolt corrosion, deterioration of rock properties, rheological, swelling caused by the follow-up to load, use composite lining.（6）. Lining in principle, and the early rock deformation Supporting the basic stability of the conditions under construction. rock and supporting structure into a whole, thereby improving the support system of security.NATM above the basic elements can be briefly summarized as : "less disturbance, early spray anchor, ground measurements, closed tight."3．With a spring to understand the principle NATM（1）. Cavern brink of a point A in the original excavation ago with stress (stress self-respect and tectonic stress) in a state of equilibrium. As an elastic stiffness of the spring K, P0 under compression in a state of equilibrium.（2）. Cavern excavation, A point in attacking lose face constraints, the original stress state to be adjusted, if the intensity of rock big enough, After less stress adjustments may cavern in a stable condition (without support). But most of the geological conditions of the poor, that is, after the stress cavern adjustments, such as weak protection, we could have convergence deformation, even instability (landslides), must be provided to support power PE, in order to prevent landslides instability. Equivalent to the Spring of deformation u, in the role of PE is now in the midst of a state of equilibrium.（3）. By the mechanical balance equation, we can see in the spring P0 role in a state of equilibrium; Spring in the event of deformation u, PE in the role they will be in equilibrium, assuming spring elasticity of K, were : P0=PE+Ku Discussion :(1) When u = 0, that is not allowed P0=PE rock deformation, is a rigid support, not economic;(2) when u ↑, PE ↓; When u ↓, PE ↑. That is, rock deformation occurred, the release of some of the load (unloading), we should allow some extent rock deformation, to give full play to rock the capacity for self. Is an economic support measures, the rock self-stability P=P0-PE=Ku;(3) When u=umax, landslides, have relaxation load and unsafe.4. Points（1）. Rock cavern excavation is affected by that part of rock (soil) body, the rock is a trinity : have a load bearing structure, building materials.（2）. Tunnel construction is in the rock stress is of special architectural environment, which can not be equated with the construction on the ground.（3）. Tunnel structure rock + = bracing system.II. The new Austrian highway construction in the basic method NATM one of the characteristics is the scene monitoring, measurement information to guide construction, through the tunnel construction measure receipts and excavation of the geological observation for prediction and feedback. And in accordance with the established benchmark for measuring the tunnel construction, excavation section steps and sequences, Supporting the initial parameters for reasonable adjustments to guarantee the safety of construction, a tunnel rock stability, the quality of the project and supporting structure of the economy and so on. The author of commitments (Chengde) Chek (Chifeng) East Maojingba Tunnel NATM basic construction method for investigation concluded, synthesis of a new highway tunnel Natm the selection of different types and the basic characteristics of the construction methods and tips.1. A tunnel construction method of choice tunnel construction method of choice, mainly based on the engineering geological and hydrogeological conditions Construction, rock type, buried deep tunnel, the tunnel section size and length lining types, Construction should be the premise of safety and engineering quality at the core, and with the use of the tunnel function, the level of construction technology, Construction machinery and equipment, time requirements and economic feasibility of factors to consider in selection.When choosing the method for tunnel construction on the surrounding environment negatively affected, should also be a tunnel, the environmental conditions as the method to choose one of the factors, taking into rock changes the method and the applicability of the possibility of change. Tunnel project to avoid mistakes and unnecessary increase investment in public works. NATM new construction, we should also consider the entire process of construction of auxiliary operations and changes in the surrounding rock to measure controlmethods and the tunnel through special geological lots of construction means for a reasonable choice.2. New Austrian Tunneling Method program New Austrian Tunneling Method used all methods can be divided into sections, Division level and the three major types of excavation method and some changes in the program.(1) Full-face method. That whole section excavation method is based on the design of an excavation face excavation molding. Excavation order is its full face excavation, steel bracing, pouring concrete lining. Often choose to IV-VI Class Rock Hard Rock Tunnel, which can be used blasting deep hole.Excavation whole section of the law is a larger space operations, introducing supporting large mechanized operations, improving the speed and process small, less interference and facilitate the construction organization and management. Excavation is due to shortcomings in the larger, lower relative stability of rock, and with each cycle of the relatively large workload, it requires the construction units should have a strong excavation, transport and slag out and support capability, Maojingba VI : Class V rock used in the full-face excavation to achieve the desired results.Full-face excavation face, drilling and blasting construction more efficient use of deep focus to accelerate the excavation blasting speed, and the rock blasting vibration frequency less conducive to a stable transfer rocks. The drawback is every deep hole blasting vibration larger. Therefore require careful drilling and blasting design and strict control of blasting operations.Full-face excavation method is the main process : the use of mobile carts (or platforms), the first full-face a bored, and installed a line, and then drilling platform car outside 50m back to a safe place and then detonate, Blasting to make a shape out after drilling Jardine car again moved to the excavation face in place, began a cycle of drilling and blasting operations, Anchor sprayed simultaneously supporting or after the first arch wall lining.(2) step method. Step method of design is generally divided into sections on the half-section and the lower half section two excavation molding. Excavation order is its first half excavation arch bolt jet concrete bracing, arch lining,the central part of the second half of excavation, sidewall of excavation, concrete wall jet bolt support and lining. The more applicable to the II, III and soft joint development of the surrounding rock, which were used Tim change program.Long-step method : The next stage distance away, on the general level above 50m ahead, Construction can be assigned to the Department of next larger machine with parallel operations, when mechanical deficiencies can be used interchangeably. When the case of a short tunnel, the upper section will be all dug later, and then dug under the section, the construction of which less interference, single process can work.Short step method : on the stage length 5-50m apply to Ⅱ, Ⅲ rock can be shortened Invert closing time, Supporting improve early stress conditions, but larger construction interference, in the event of Soft Rock need to consider carefully, Auxiliary shall be applied measures to stabilize the excavation excavation face, in order to ensure the safety of construction.Ultrashort step method : The only step ahead 3-5m, section closed faster. The method used for the high level of mechanization of various rock section, in the event of the siege soft rock when required careful consideration. Auxiliary shall be applied measures to stabilize the construction excavation face to ensure the safety of construction.Excavation level of character is the first step to using light excavation drilling machine drill a hole, rather than through large drilling platform car. Two step method of excavation operations with sufficient space and a faster rate of construction. Level is conducive to the stability of excavation face. Especially Excavation in the upper, lower operational safety. Three step method of excavation is the next shortcomings of operations interfere with each other. It should be noted at the bottom of the upper operational stability, level of excavation will increase the number of country rock.(3) Segment excavation method. Excavation Law Division can be divided into five changes in the program : Excavation Division level, from top to bottom hole lead, heading advance on the excavation, single (double) and lateral pit method.Excavation will be conducted Section Division excavation by the Ministry of shape, and to advance some of excavation, it may be called derivative ahead excavation pit method.Law Division level : general application or soil collapse easily lots of soft rock, with its advantages - stage method, height can be lengthened, the two-lane tunnel for a hole-fold, cycling Road Tunnel - hole 2 times; rather than single (double) PENDANTS Heading a high degree of mechanization, can accelerate the progress of the projects.The next heading advance excavation method (that is guided pit wall first arch) : This Act applies to Ⅱ, Ⅲ rock. in the soft ground tunneling, to be adopted next general guide advance excavation pit wall first arch Act. Its advantages are : Heading advance excavation, the use of proven geological conditions in advance to facilitate change in the method. Face to facilitate started procedures applicable to the labor arrangements for the use of small machinery and construction. The drawbacks : The next section will guide small, slow construction and construction processes more, construction and management difficult.Unilateral-arm pit Law : rock instability, the tunnel span larger, ground subsidence is difficult to control when using this method. Its characteristics are : a positive step and arms Heading Act advantages.Bilateral arm Heading law : in large-span shallow tunnels, surface subsidence require strict, especially poor rock used. Advantages of this method are : Construction of safe, reliable, but slow construction, high cost.III.The main tunnel construction technology1. Cave construction :（1） excavation slope around :Lofting total station measurements, the use of excavators from top to bottom, paragraph by paragraph excavation, not the amount of excavation or the end of next overlapping excavation, remove pits with the above may slump topsoil, shrubs and rock slopes, rock strata of slope excavation needs blasting, Discussionshould focus mainly loose blasting. Also partial artificial finishing, when excavation and inspection slope of slope, if sliding and cracking phenomenon and slowing down due slope.（2）.Cheng Tung-supporting :Yang Brush Singapore Singapore after the completion of timely inspection plate slope gradient, the gradient to pass the inspection, the system set up to fight time anchor, and the exposed bolt heads, hanging metal based network expansion and bolt welding into first overall. Linked network immediately after the completion of shotcrete and repeatedly jet until it reaches the thickness of the design so far.（3）.as of gutter construction :Yang slope away from the groove 5 meters excavation ditch interception, interception gutter mainly mechanical excavation, artificial finishing, after dressing, 7.5# immediately masonry made of mortar and stones, and the floor surface with mortar.2. Auxiliary construction :（1）A long pipe roof :Sets arch construction : construction Lofting, template installation, assembling reinforcement, the guidance of lofting 127 installation guide, concrete pouring.Pipe specifications : Heat Nazarbayev Seamless Steel Tube ￠ 108 mm and a thickness of 6 mm, length of 3 m, 6 m;N pipe from : Central to the distance 50 cm;N Inclination : Elevation 1 ° (the actual construction works by 2 °), the direction parallel with the Central Line;N pipe construction error : Radial not more than 20 cm;N tunnel longitudinal joints within the same section with more than 50% adjacent pipe joints staggered at least a meter.A. pipe roof construction method :Lofting accurate measurement personnel, marking the centerline and the vault out of its hole elevation, soil excavation reserved as a core pipe roofconstruction work platform Excavation footage of 2.5 meters, after the end of excavation, artificial symmetrical on both sides of excavation (Commodities H) platform, level width of 1.5 meters, 2.0 meters high, as construction sets and pipe arch shed facilities drilling platform. Pipe-roof design position should be and it should be a good hole steel tube, grouting after playing non-porous tube steel, non-porous tube can be used as pipe inspection, Grouting quality inspection, drill vertical direction must be accurately controlled to guarantee the opening hole to the right, End each drilling a hole is a pipe jacking, drilling should always use dipcompass drilling pipe measuring the deflection, found that the deflection over design requirements in a timely fashion. Pipe joints using screw connection, screw length 15 cm, to stagger the pipe joints, odd-numbered as the first section of the introduction of three-meter steel pipes and even numbered the first section of pipe using 6 meters, After each have adopted six-meter-long steel pipe.B. pipe roof construction machinery :N drilling machinery : XY-28-300 equipped with electric drill, drilling and pipe jacking long shelf;N grouting machine : BW-250/50-injection pump two Taiwan;N using cement-water glass slurry. Mud and water volume ratio 1:0.5; water glass slurry concentration of water-cement ratio 1:1 silicate 35 Baume; The efficacy silicate modulus pressure grouting pressure early pressure 2.0MPA 0.5~1.0MPA; end.（2）. a small catheterA. small catheter used ahead diameter of 42 mm and a thickness of 3.5 mm thermal Nazarbayev seamless steel tubes, steel pipe was front-tip, Welding on the tail ￠ 6 stiffening brace and the wall around the drilling hole grouting 8 mm, but the tail of a meter without grouting holes and Advance Construction of a small catheter, the tubes and the lining of the centerline parallel to 10 ° -30 ° Chalu into the rock arch. penstocks to 20-50 cm spacing. Each was over a steel tubes, should be closed immediately shotcrete excavation face and then grouting. After grouting, erecting steel Arch, Supporting the early completionof every (2-3 meters, and the paper attempts to be) another one for steel tubes, Advance small catheter general lap length of 1.0 meters.B. Grouting parameters :N water slurry and water glass volume : 1:0.5;N slurry water-cement ratio 1:1N 35 Baume concentration of sodium silicate; The efficacy silicate modulus N grouting pressure 0.5~1.0MPA; if necessary, set up only orifice Pulp Cypriots.（3）. bolting ahead : The Chalu must be greater than 14 degrees, grouting satiated and lap length is not less than 1 meter.3.Correcting construction :Embedded parts used by the Design Dimensions plank make shape design, installation in contrast snoop pl ate car, and position accuracy (error ± 50CM), the firm shall not be fixed, you must be in possession of the wire through the middle wear.4. Leveling ConstructionInstallation templates, at the request of both sides leveling layer calibration position to install template. Side-channel steel templates used [10#, top elevation with a corresponding length of the road elevation unanimously to allow deviation ± 2mm. adjusted using the standard measurement to determine elevation. Every template fixed a certain distance from the outside to ensure that no displacement, the joints template close comfort, not from a slit, crooked and formation, and the bottom connector templates are not allowed to leak plasma. Concrete before reperfusion, the bottom surface of concrete must be clean. When the concrete arrived at the construction site directly installed backward mode of the road bed, and using artificial Huabu uniform. Concrete paver should be considered after the earthquake destroyed the settlement. Unrealistically high can be 10% higher, Lan is the surface elevation and design line. Concrete earthquake destroyed at or anywhere near the corner with plug-Lan Lan pound for pound order; Flat-Lan pound for pound crisscross comprehensive Lan, Inside each location is no longer the time for concrete sinks, no longer emitted large bubbles,and the surface of cement mortar later. normally no less than 15 seconds, also should not be too long; Then Chun-pound beam along the longitudinal Lan-pound trailer, With redundant Chun-pound concrete beams were dragged shift Trim, Dixian Department should keep leveling Lan facts. Finally, the diameter 75~100mm rolling seamless steel pipe for further leveling. Just do prohibited in the surface spraying water, and threw cement.5. Water, cable duct constructionInstall groove wall reinforcement of location accuracy, the line must be linked to the construction. Install groove wall purity, the purity requirements of accurate location, a vertical line. Dyadic greatest degree of not more than 3 mm, and template-Ditch The top-pronged, pass the inspection before the concrete reperfusion, on the side of the original wall must pick hair, and embedded parts to the location accurately. Template using stereotypes purity.6.Gate ConstructionCleared the site for construction layout. By design size requirement dug-wall basis. M7.5# masonry made of mortar and stones.Template installation, location accuracy requirements purity, a vertical line, and timely inspection template slope. Concrete pouring 15 # Riprap concrete, concrete strength to be more than 70% for Myeongdong vault backfill.Myungdong vault backfill should hierarchical compaction said. The typical thickness of less than 0.3M, both backfill surface height difference of not more than 0.5M. restored to the vault after the pack to design hierarchical compaction high, the use of machines rolling, Ramming must manually filled to vault over 1.0M before mechanical compaction .7 .Construction safety and environmental controlEntrance to wear helmets to prevent crashes, in which the speed limit 5KM, lighting must be a 10-meter lights reckless goods stored material must be standardized and distributed under special guard.Spoil venues must be smooth drainage, and must be masonry retaining wall to prevent flooding, debris flow forming.8. The construction process has to tackle the problems :Construction of two liner after water seepage treatment :Small cracks with acrylic, water or slurry coating of epoxy resin and other caulking, a good effect; On the larger cracks, available on the 10th of cement mortar or cement mortar expansion caulking more appropriate and effective;Large cracks (crack width greater than 5MM), (if leakage of water, available along the cutting machine cutting a wide cracks around 2~4CM small groove depth approximately 10CM above the water, Cutting a 5 × 5CM Cube holes room, then insert a pipe 4 × 4CM MF7 plastic Blind groove, Cutting together into good pressure tank, the introduction of vertical water drains, Finally, cement and water Glass closed mixed mortar cutting groove) without seepage, it is appropriate epoxy mortar, or grouting, Reinforced concrete and other reinforced jet.IV. Example projectsNATM is from the introduction of the bolt and shotcrete a category of "active" support the new technology to promote the use began. Soon, the Chinese engineer on the tunnel not only in substance but also in terms of acceptance of the new Austrian law. To be held in China in the tunnel and underground engineering academic meeting, the new Austrian capital has become a hot topic.Engineers of the new Austrian law relishes is justified : the use of new Austrian law, has been successful in soft rock and difficult conditions of the construction of various types of underground works.Built on loose sand gravel stratum of Beijing Subway allowed back of the tunnel is a typical example. The tunnel is located in the main street-256, 358m long, the largest excavation section 9m high, 14.5m wide coverage stratigraphic top of the tunnel only minimum thickness 9.0m. Tunnel boring machine of excavation, strengthen the grid arch shotcrete initial support and advance small catheter care, Without prejudice to ground transportation, underground pipelines to ensure the safety of construction success.In the works is the experience, knowledge of the Chinese engineers, the use of new Austrian law principles can be used in the Mountain Tunnel Mine Act toexpand the scope of application of the soft rock, even in the fourth strata of municipal shallow tunnel to replace the traditional method of digging or shield. In China, such a method called "shallow mining method."Following allowed back lane tunnel, gravel in the same folder of alluvial gravel layer is shallow mining method used to build the span of 21.67m in the Xidan MTR stations.Changan Avenue in the construction of the new Beijing metro line projects, shallow mining method has been selected as the main method of construction. For example, the Tiananmen Square in Beijing Metro West Point, 226m long, for two double-pole structure.Guangzhou Metro East is shallow mining method used in the construction. Experience shows that from the ground environmental protection, surface subsidence of the dug system and the cost and time period perspective, Shallow Mining Act of open or with the shield are compared with a competitive edge.Chinese engineers from Europe to the introduction of the new Austrian law, and in light of China's situation of the new Austrian law, and related technology expanding means of support, such as, measurement and control technology was further developed. As a new Austrian law an important background shotcrete technology in China has been widely used. With the international situation, in order to resolve the long-troubled people of dust pollution of the environment. Rebound serious and concrete uneven quality of such issues, and is vigorously implementing the wet spray. Recently by the China Academy of Railway Sciences Southwest Branch of the development of a "Rotor-Piston," a new type of jet aircraft. This type wet spraying process, which is to include the machines Mix Concrete Preparation good product mixture, However, material handling is different from the general-pumping wet spraying machine, using thin stream conveyor. Therefore machines compact and easy to use. Has been popularized in this country.It is no exaggeration to say that the new Austrian law implementation has indeed caused a mining method in the construction of the excavation, Construction of the tunnel design, and even the thinking of the major changes. Nevertheless,。
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超大型土压平衡式盾构在隧道施工中引发的地面沉降分析1 摘要：使用盾构法进行隧道施工会导致隧道周边的土体位移和地面的沉降，这就使得估测土体的位移和沉降变得尤为重要了。
由于之前已做过很多研究，所以在该领域已取得突破。
然而，对于超大型土压平衡式盾构机在隧道施工中所引发土体移位与沉降的研究还很罕见，其原因是该工法在世界范围内很少被应用，但近年来，该工法已经在城市地下铁道运输结构的施工中有所应并且前景广阔。
由于高含水地层中的切应力作用会使土体中产生超孔隙水压力。
在盾构停止推挤土体后孔隙水会逐渐消散，土压力也会逐渐减小。
而且，土质移位和地面沉降将会发生。
与小型盾构机相比，上述现象在超大型土压平衡式盾构机施工中更为明显，原因就是它超大的开挖面面积。
通过对监测数据和工程实际的隧道参数进行分析，可以发现盾构隧道施工参数对开挖面上土压力的影响规律和超孔隙水压力的大小。
而且，通过调整隧道的开挖参数，可以减小地面沉降。
盾构尾部的空隙填充量可以由反演算法与镜像法来确定。
可以依据空隙量来调整注浆量以减少地面的沉降量。
在上海的两个工程实例证明了这种方法在以后工程施工中的价值。
2 关键词超大型土压平衡式盾构、盾构法隧道施工、地面沉降、镜像法3 概述盾构法隧道施工因其低噪音和对路面交通影响小的优点而被广泛的应用在城市地下隧道工程的施工中。
但是，对原状土的扰动和土层损失将不会导致土层形变和地面沉降，而且会破坏建筑与结构的稳定。
盾构法施工已被广泛研究以至于取得了许多的瞩目成就。
但是超大型土压平衡式盾构在世界范围内很少被使用，而且盾构施工过程中的土体沉降也少有被研究。
在以往对其他类型盾构隧道施工研究中，有两方面被作为主要的研究对象，即开挖面和盾构尾部。
首先，现在对于开挖面失效模式的研究重点主要在破坏区形状方面而不是在土压力和超孔隙水压力方面。
实际上，后来提到的两方面对于地面沉降是很重要的，特别是在砂土和粉土地层中。
相比于小型盾构机，超大型土压平衡式盾构机的大断面开挖会引发土压力和超孔隙水压力的更大影响。
通过研究这两方面因素，超大型土压平衡式盾构开挖面的土压平衡机质会被揭示出来。
其次，在盾构隧道的尾部后端形成的空隙会在施工过程中被同步注浆。
但是，在绝大多数情况下，空隙是不会被完全充填的，之后则会导致地面沉降。
当凝结开始后，同步注浆的体积会有所减少，隧道衬砌结构的形变和扰动土的固结被视为引发盾构尾部土体沉降的首要诱因。
然而，由于空隙未被充填完全而导致的泥浆渗入周围土层则很少作引发盾构尾部土体沉降的诱因而被进一步研究。
对于超大型土压平衡式盾构机施工而言，这一点尤为重要。
而且，在确定同步注浆质量方面具有很高的实践价值。
4 开挖面的研究4.1 超孔隙水压力在隧道盾构中的浮动原则超大型土压平衡式盾构机的施工方法主要是在开挖面后的土压力与土舱中的土压力之间寻求一个平衡。
土舱中的土压力在计算时要考虑水文地质和隧道的埋深，表达式为h p k γ0=，其中P 是平衡土压力和开挖面前端土体压力而且包括水压力；γ是土层的平均重度可以取为m kN 30.18；h 是土舱内压力传感器的埋置深度，k 0是土的侧压力系数，范围是0.75~0.90，并且根据地面沉降的监测数据进行调整。
超大型土压平衡式盾构施工中的平衡状态是理想状态。
当封闭结构前端的土体被刀盘挤压时，这种理想的平衡就会在刀盘的敞开面形式。
随着刀盘的旋转和向前不断推进，土压力与超孔隙水压力也会有所增加，在此之后超孔隙水压力就会形成了。
该压力在后期会逐渐消散而且导致土体固结和地面沉降。
在超孔隙水压力增大时，土质结构会被更严重的破坏；当超孔隙水压力消散后，土层固结与地面沉降才会发生。
通过分析工程实例中的监测数据和盾构隧道的相关参数，开挖面前端的土压力和超孔隙水压力的影响规律就会被找到。
与此同时，超孔隙水压力的波动与地面沉降的关系也会被找到。
这些规律与关系在盾构隧道施工中很具有实践价值。
4.2 工程实例迎宾路第三标段工程应用了一台直径为14.270m的超大型土压式平衡盾构机，并且对测试区域内的粉砂土和灰色淤泥质土层进行开挖。
这两种处于流塑性和可压缩性状态的土层含有少量承压水和高含水量。
工程师在每三环管片间安装一个监测仪，把它标记为H加上环数的形式，如H90.土压力传感器，如SK2--13和超孔隙水压力传感器，如STY2--13都被绝大部分安置在H90与H96的位置上，就如图像1所示：图像1：H90与H96的监测点布置图盾构掘进推进83到85环，刀盘抵达H90的位置；盾构推进89到91环时，刀盘到达H96的位置。
隧道掘进中的超孔隙水压力和土力学的变化规律会在图像2、3中有所显示。
图像2：H90位置上的超孔隙水压力波动图像图像3：H96位置上的超孔隙水压力波动图像图像4：H90位置上的土压力波动图像图像5：H90位置上的土压力波动图形⑴在开挖面前端超孔隙水压力的波动最为明显，而且从开挖面顶部到底部不断增大。
压力传感器SK2--34的波动值最大，这表明最大的波动发生在开挖面的下部。
⑵除了开挖面外，超孔隙水压力在其周围波动的情况也很显著。
最明显的波动位置发生在隧道轴线水平面中。
⑶监测数据表明在开挖面的封闭部分波动频率有所增加。
⑷环83至85和环89至91的主要隧道开挖参数在表格1中有所显示：表格1：总推进力和推进速率通过对比环83至89、环84至90和环85至91的施工参数，可以发现H96位置处的监测参数要大于H90位置处的监测参数。
同时还可以发现H96位置处的超孔隙水压力波动频率要高于H90位置的。
最后，可以总结出的是隧道开挖面前端的超孔隙水压力波动受总推进力和推进速率这两个因素的影响大。
图像4、5的波动图显示出土压力同超孔隙水压力一样，有着相同的变化规律。
地面沉降的水平监测仪安装点标记为A加上环数的形式，如A90。
SK3--29位置的超孔隙水压力变化曲线和A90、A93位置的地面沉降量曲线在图像6中有所显现。
相类似的，SK6--29位置的超孔隙水压力变化曲线和A96、A99位置的地面沉降曲线在图像7中有所显现。
图像6：SK3--29位置处的超孔隙水压力变化曲线与A90、A93位置处的地面沉降曲线图像7：SK6--29位置处的超孔隙水压力变化曲线与A96、A99位置处的地面沉降曲线根据图像6、7的曲线显示，可以得到以下结论：⑴SK3--29、A90和A93位置上饿波动变化趋势大致相同，SK6--29、A96和A99也有相同的情况。
这些结果证实了超孔隙水压力是导致地面沉降的关键性因素。
⑵A90、A96的地面沉降量分别大于A93、A99的值，这也说明了超孔隙水压力是影响地面沉降的关键性因素。
⑶环83至85的总推进力与推进速率要高于环89至91的，所以，由此可以得出当总推进力与推进速率提升时地面沉降量也会跟着增加。
5 盾构尾部的研究5.1 镜像法原理镜像法是由Sagaseta 首先提出的，用以解决土层移位和由空隙引起的对弹性半无限空间衬砌压力的问题，分析步骤如下：⑴地表土的影响忽略不计，地表的正应力和剪应力按照小孔在无限空间土体内的受力方式进行计算；⑵假设一个虚拟的体积膨胀，实际空隙的负镜像会产生负向正压力-σ0和与实际沉陷一样的τ0；⑶正应力会释放而在土体表面产生双倍的剪应力。
为了能依据边界条件，会在土体表面应用-2τ0的附加剪应力；研究人员已经提出了一个因盾构机掘进后未将施工空隙充填完全而引发地表沉降的计算公式：()()()πππππ23222221212414++⋅+⋅⋅-⋅--=h g h g h R v ； 其中，h x h l h u ===πππ321,,，u 代表监测仪所测得的地面沉降量；h 代表勘测点沿隧道轴线的埋置深度；L 代表当盾构平稳推进后盾尾向前推进的距离；X 代表勘测点至轴线的距离；R 代表隧道半径；v 代表土体的泊松系数；g 代表地面沉降量，即地表至盾构圆底部切线的距离。
令()()h g h g h R v k ⋅-⋅-=414，并且只研究轴上点，所以x=0，也就是π3=0，那么上述公式就变形为πππ222122+⋅-=k 通过变形后的公式，可以看出当π2趋近无穷大时，π1就近似等于-2k ，也就是π2越是增大其值，π1就越接近-2k ，即当施工中盾构向前推进。
5.2 调整同步注浆量地计算步骤步骤一：在轴线上选取一个监测点。
当盾构尾端处于该点位置以下时，将地面沉降值记为u 1；当盾构平稳推进后，将另一个地面沉降值记为u 2。
计算u u u 21-=，再计算h u =π1； 步骤二：通过21k -=π计算k 值，再由k 值计算g 的数值；步骤三：计算推进每一环管片后的空隙量()()4221g D D V w --⋅=，其中D代表盾构的外圈半径，w 代表衬砌的支护宽度。
步骤四：沿盾构长度L 计算每一环V 2的注浆量，然后计算V V V21+=步骤五：选择一些监测点的位置并且计算V 的平均值。
5.3 工程实例此论文通过计划方案对轴线上两个监测点的数据进行研究，得到结论后，再用余下隧道里两个监测点的数据结论进行评价、检验。
实例1：还是以迎宾路第三标段工程为例。
在这个工程实例中，对监测点A33和A42的数据进行研究，将所得到的结论用监测点A99和A102的数据进行检验。
所有参量的结果都列在表格2中。
表格2： A33、A42、A99与A102位置处参量的计算结果实例2：上海码头支线位于上海码头下方，这条隧道也同样是用超大型土压平衡式盾构机开掘成的。
在试验区域，盾构机开挖淤泥质土层的粉质粘土层。
这两种土层处于软塑性、中压缩性、不含承压水并且与迎宾路第三标段的土质相比湿度低。
在这个工程中，对监测点C14--E和B36--E处的数据进行研究，将所得到结论用监测点C16--E和B54--E处的数据进行检验。
所有参量的结果都列在表格3中。
表格3：C14--E、C16--E、C36--E与C54--E位置处主要参量的计算结果从以上两个例子中得到以下两个结论：⑴通过设计的方法研究发现，注浆量可以根据隧道的沉降量进行调整并且地面沉降量显著减小，这就证明该方法在盾构隧道掘进中有实践价值。
⑵迎宾路第三标段土质是流塑的并且具有高含水量，而上海码头支线的土质是软塑性并且具有低含水量。
同时，实例1中的地面沉降量比实例2中的大，这证明了在高塑性、大含水量地层中施工空隙要比低塑性、低含水量地层中的施工空隙量大。
6 结论⑴通过对盾构刀盘前端的超孔隙水压力与土压力的波动进行分析研究，可以得到盾构的总推进力与推进速率是影响波动的关键性因素。
同时，可以得到超孔隙水压力是导致地面沉降的关键诱因。
所以盾构的总推进力与推进速率是导致开挖面前端地面沉降的重要因素。
⑵计算盾构尾部结构空隙量的公式是由镜像法得到的。