(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 Urban
Underground Railway
Y Cocheril
Abstract
In 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 technology
Because of the design requirements of the subway tunnel, a variety
of 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 Overview
The 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. The
thickness 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 plan
Due 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 Plan
The 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. . 2
After 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 the
equipment and equipment will lead to higher construction costs and lower economic benefits.
2.2 Separated Wall Construction Plan
The 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 Plan
From 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 construction
Changed 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 Measures
The construction of the multi-arch tunnel section needs to be carried
out 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 bolts
After 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 of
5.2 Grouting Reinforcement in Middle Wall Rock Pillar
The 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 Technology
All 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 Support
Through ANSYS simulation analysis In order to ensure the safety of
small-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 Construction
In 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 a
large 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。在地铁施工中首次提出了将连拱隧道改为单洞隧道施工技术并对单一式中墙和分离式中墙结构的技术方案进行了比选得出了满足结构安全、施工安全和经济效益较好的技术方案可为今后类似工程的设计和施工提供借鉴和参考。
关键词：连拱隧道群，单一式中隔墙，分离式中隔墙，施工技术地铁隧道由于线路设计要求产生多种隧道结构形式其中由不等跨双连拱和三连拱隧道组成的连拱隧道段常用于正线和渡线的连接。本文结合工程实例根据隧道所处地质条件、工期要求通过比选提出了可达到快速施工和节省施工成本目的的最佳施工方案。
1 工程概况
地铁三号线体育西路站折返线为体育西路站站后折返线结构形式复杂在段设置了不等跨双连拱结构、三连拱结构等隧道群。不等跨连拱隧道开挖跨度为20.1m开挖高度为10.076m跨矢比为1∶0.5小洞衬砌后跨度为5.2m大洞衬砌后跨度为11.4m中墙厚度为1.6m。
三连拱隧道开挖跨度为19.9m开挖高度为7.885m跨矢比为1∶0.1。连拱隧道段的围岩自上而下有:人工填土层、冲-洪积砂层、冲积-洪积土层、河湖相沉积土层、可塑状残积土、硬塑-坚硬状残积土、全风化岩层、强风化岩层、中风化层和微风化层。隧道通过地层岩质较为均一强度较高承载能力强稳定性好。隧道拱顶覆盖层厚度为15.518m 其中拱顶Ⅳ级围岩层厚度为
2 双连拱段施工方案
由于连拱隧道段结构比较复杂隧道断面变化较大施工工序繁复施工难度高施工周期长所以选择一个好的施工方案对优质高效完成连拱隧道段的施工尤为重要。选择施工方案时主要考虑以下几个方面:1 施工安全和结构安全2施工难度3施工周期4经济效益。本着这四条原则经过施工方案的研究和论证选出下面两个施工方案进行比较甄选。
2.1 单一式中墙施工方案
该方案的主要施工步骤及措施如下: 1从右线双连拱小洞隧道内向折返线侧进行临时施工通道、双连拱和三连拱中墙施工完成后中墙及时支撑施工时防止偏压。2中墙衬砌施工完成后按照“先小后大、封闭成环”的原则用台阶法进行右线施工用CRD 工法进行折返线大跨度隧道施工。3当折返线侧施工到三连拱隧道中墙后再按照右线中墙施工方法进行三连拱和双连拱中墙施工这期间右线停止掘进直到中墙施工完成。4折返线侧中墙施工完成后右线继续往前施工。该工法为国内连拱隧道常规施工工法广州地铁、南京地铁和北京地铁
中均有应用并能安全顺利地完成隧道群的施工。但是对以往的工程实例和施工技术的研究可以发现该方案还存在不足和缺陷。1本方案运用于本工程上在短短的21.11m 的连拱隧道内隧道的初期支护和二次衬砌间将转换4 次转换过于频繁。2中墙和边洞隧道衬砌涉及的防水层施工、钢筋工程、模板工程、混凝土浇注均需多次转换施工周期长达2个月。3衬砌完成后中墙防偏压支撑和材料设备的投入导致施工成本增高经济效益降低。
2.2 分离式中墙施工方案
该方案的主要施工步骤及措施如下: 1将不等跨双连拱隧道改为两个单洞变更为分离式中墙先从右线单线隧道往前施工。2对三连拱隧道先不施作中墙衬砌按单线工况通过。3对右线的大断面双连拱隧道按照CRD 工法侧壁通过。4折返线侧则按照右线相反的施工顺序进行施工。采用本方案实际就是按照两条单线的施工方法进行与上一方案进行对比后具有如下优点: 1减少施工工序加快工序的衔接转换。2降低了施工难度缩短了施工周期。3降低了施工成本提高了经济效益。4变单一式中墙为分离式中墙彻底地解决了连拱隧道结构的防水上的缺陷。5三连拱隧道中洞后期施工相当于大跨度隧道预留了核心岩体有利于两侧双连拱隧道施工安全表。
3 三连拱段施工方案
从右线直接进入三连拱隧道其支护参数以原设计进行格栅全环安设按设计全环喷射混凝土并加强中墙拱顶处的锚杆设置折返侧同右线施工方法在中墙施工时需要破除隧道格栅接头处设一纵向加强
梁。严格控制每循环开挖进尺格栅间距为0.6m/榀。中墙开挖采用微差弱爆破方案有条件尽量采用静态爆破方案最大限度地减少对中墙岩层和已衬砌隧道的扰动确保施工安全。中墙开挖完成后立即进行二次衬砌。中墙施工完成后对中墙空隙进行回填加千斤顶支护。一侧施工完成后才进行另一侧中墙施工。当两侧中墙施工完成后及时进行两侧单洞隧道的二次衬砌然后进行三连拱隧道中间岩体的开挖和衬砌。施工中应特别注意三连拱隧道中墙处的沉降和收敛变形如出现异常现象立即进行加固处理。
4 施工时结构受力性态分析
将不等跨双连拱的中墙取消改为分离式中墙在国内城市地下铁道工程中尚未有类似工程设计及施工经验也没有类似隧道结构设计因此结构是否安全以及施工过程中工序转换时施工是否安全将是本方案研究的重点。应用ANSYS 有限元通用程序软件对不等跨连拱隧道进行数值模拟计算采用地层-结构的模式对隧道结构的受力和变形进行分析图1、图2、图3。所取受力范围水平方向沿隧道横断面方向以洞跨的 3 倍为限垂直方向上方取至地表、下方以洞跨的 3 倍为限单元模型采用DP 地层材料的弹塑性实体隧道衬砌采用弹性梁单元模拟梁单元和实体单元采用藕合方程连接。通过表 2 中的数据分析可以看出大隧道在施工时对小隧道的影响较大如果对小断面隧道采用必要的加强措施并控制临时支撑的纵向拆除间距该方案是有益并可行的。
5 施工关键技术及对应措施
连拱隧道段的施工是需要在严密的施工组织和强有力的技术保证措施下进行的组织好各施工步骤准备好各种技术预防措施是施工成功的关键。
5.1 对拉锚杆及加强锚杆
取消单一式中墙后开挖完成后中墙厚度为0.8m对拉锚杆和加强锚杆的设置是非常必要的。对拉锚杆采用Φ22 钢筋药卷锚杆间距为的Φ25 中空注浆锚杆间距
5.2 中墙夹岩柱体注浆加固
中墙岩体最薄处为0.15m经过多次爆破开挖过程的影响中墙周围的围岩松动其承载力受影响。因此必须分别在中墙拱顶、墙、仰拱处对松动围岩进行注浆。预埋Φ42 钢管浆液采取水泥-水玻璃双液浆参数为1∶1 水泥浆和3045Be 在两次开挖中中墙均进水玻璃溶液注浆压力为
5.3 微差微震爆破技术
隧道开挖全部采用钻爆法施工。由于地处广州市繁华地段地面建筑物密集且隧道采用“0”间距开挖爆破时必须按照预留光面层光面微震微差爆破方案进行施工将爆破震动控制在容许范围内。对于连拱隧道所处地层为Ⅲ、Ⅳ级围岩采取的爆破措施为: 1爆破器材采用低震速乳化炸药。2严格控制每循环进尺3每次爆破使用多段位雷管起爆采用非电毫秒雷管不对称起爆网路微震动技术。4中墙处采取二次开挖施工先预留1m 光面层掏槽眼布置在远离中墙的一侧对预留的光面层二次爆破时周边眼光面层多布置空眼、少装药。杜绝超挖局
部欠挖时采用人工风镐开挖。通过以上有效措施在中墙二次爆破施工时对0.15m 厚的中墙基本未造成破坏顺利通过了连拱隧道的“0”距离开挖。
5.4 辅助剪刀撑加强支护
通过ANSYS 模拟分析为确保小断面隧道施工安全必须对小断面隧道进行辅助支撑加固抵御爆破产生的瞬时冲击和岩层开挖时荷载释放产生的偏压。支撑材料采用I20 型钢焊接于两端格栅预埋钢板上并支撑布置间距为0.6m即每一榀格栅上均采用高强螺栓加固。布置布置范围延长至双连拱两边各1.2m并在开挖大端面前完成。支撑布置的高度和角度要确保施工机械设备能顺利通行。通过施工证明支撑的设置是必要和有效的小断面隧道在加设辅助剪刀撑后收敛仅为5mm。
5.5 信息化施工
为确保结构安全和施工安全在隧道施工过程中开展实时监控量测研究支护结构和周边地层的变形特征预测相应的支护结构变位并验证支护结构的合理性为信息化施工提供依据。施工中监控量测显示小断面隧道最大沉降为14.6mm大断面隧道最大沉降为17.2mm结构收敛最大值为7.6mm地面最大沉降为10mm三连拱中洞开挖拱顶最大沉降为22.8mm。
摘要： 建筑工程在施工过程中，施工组织方案的优劣不仅直接影响工程的质量，对工期及施工过程中的人员安全也有重要影响。施工组织是项目建设和指导工程施工的重要技术经济文件。能调节施工中人员、机器、原料、环境、工艺、设备、土建、安装、管理、生产等矛盾,要对施工组织设计进行监督和控制,才能科学合理的保证工程项目高质量、低成本、少耗能的完成。 关键词： 项目管理施工组织方案重要性 施工组织设计就是对工程建设项目整个施工过程的构思设想和具体安排，是施工组织管理工作的核心和灵魂。其目的是使工程速度快、质量好、效益高。使整个工程在施工中获得相对的最优效果。 1．编制施工组织设计重要性的原因 建筑工程及其施工具有固定性与流动性、多样性与单件性、形体庞大与施工周期长这三对特点。所以，每一建筑工程的施工都必须进行施工组织设计。这是因为：其它一般工业产品的生产都有着自己固定的、长期适用的工厂。而建筑施工具有流动性的特点，不可能建立这样的工厂，只能是当每一个建筑工程施工时，建立一个相应的、临时性的，如同工厂作用性质的施工现场准备，即工地。施工单件性特点与施工流动性特点，决定了每一建筑工程施工都要选择相应的机具和劳动力组织。选择施工方法、拟定施工技术方案及其劳动力组织和机具配置，统称为施工作业能力配置。施工周期的特点，决定了各种劳动力、机具和众多材料物资技术的供应时间也比较长，这就产生了与施工总进度计划相适应的物资技术的施工组织设计内容。由此可见，施工组织设计在项目管理中是相当重要的。 2．施工组织设计方案的重要性 建筑产品作为一种商品，在项目管理中工程质量在整个施工过程中起着极其重要的作用。工程建设项目的施工组织设计与其工程造价有着密切的关系。施工组织设计基本的内容有：工程概况和施工条件的分析、施工方案、施工工艺、施工进度计划、施工总平面图。还有经济分析和施工准备工作计划。其中,施工方案及施工工艺的确定更为重要,如:施工机械的选择、水平运输方法的选择、土方的施工方法及主体结构的施工方法和施工工艺的选择等等,均直接影响着工程预算价格的变化。在保证工程质量和满足业主使用要求及工期要求的前提下,优化施工方案及施工工艺是控制投资和降低工程项目造价的重要措施和手段。 2.1施工组织方案在很大程度上影响着工程质量，因此合理的施工组织方案不仅是确保工程顺利完成的基础，也是工程安全的依据。施工组织设计是建筑工
forced concrete structure reinforced with an overviewRein Since the reform and opening up, with the national economy's rapid and sustained development of a reinforced concrete structure built, reinforced with the development of technology has been great. Therefore, to promote the use of advanced technology reinforced connecting to improve project quality and speed up the pace of construction, improve labor productivity, reduce costs, and is of great significance. Reinforced steel bars connecting technologies can be divided into two broad categories linking welding machinery and steel. There are six types of welding steel welding methods, and some apply to the prefabricated plant, and some apply to the construction site, some of both apply. There are three types of machinery commonly used reinforcement linking method primarily applicable to the construction site. Ways has its own characteristics and different application, and in the continuous development and improvement. In actual production, should be based on specific conditions of work, working environment and technical requirements, the choice of suitable methods to achieve the best overall efficiency. 1、steel mechanical link 1.1 radial squeeze link Will be a steel sleeve in two sets to the highly-reinforced Department with superhigh pressure hydraulic equipment (squeeze tongs) along steel sleeve radial squeeze steel casing, in squeezing out tongs squeeze pressure role of a steel sleeve plasticity deformation closely integrated with reinforced through reinforced steel sleeve and Wang Liang's Position will be two solid steel bars linked Characteristic: Connect intensity to be high, performance reliable, can bear high stress draw and pigeonhole the load and tired load repeatedly.
本科毕业设计 外文文献及译文 文献、资料题目：Designing Against Fire Of Building 文献、资料来源：国道数据库 文献、资料发表（出版）日期：2008.3.25 院（部）：土木工程学院 专业：土木工程 班级：土木辅修091 姓名：武建伟 学号：2008121008 指导教师：周学军、李相云 翻译日期： 20012.6.1
外文文献: Designing Against Fire Of Buliding John Lynch ABSTRACT: This paper considers the design of buildings for fire safety. It is found that fire and the associ- ated effects on buildings is significantly different to other forms of loading such as gravity live loads, wind and earthquakes and their respective effects on the building structure. Fire events are derived from the human activities within buildings or from the malfunction of mechanical and electrical equipment provided within buildings to achieve a serviceable environment. It is therefore possible to directly influence the rate of fire starts within buildings by changing human behaviour, improved maintenance and improved design of mechanical and electrical systems. Furthermore, should a fire develops, it is possible to directly influence the resulting fire severity by the incorporation of fire safety systems such as sprinklers and to provide measures within the building to enable safer egress from the building. The ability to influence the rate of fire starts and the resulting fire severity is unique to the consideration of fire within buildings since other loads such as wind and earthquakes are directly a function of nature. The possible approaches for designing a building for fire safety are presented using an example of a multi-storey building constructed over a railway line. The design of both the transfer structure supporting the building over the railway and the levels above the transfer structure are considered in the context of current regulatory requirements. The principles and assumptions associ- ated with various approaches are discussed. 1 INTRODUCTION Other papers presented in this series consider the design of buildings for gravity loads, wind and earthquakes.The design of buildings against such load effects is to a large extent covered by engineering based standards referenced by the building regulations. This is not the case, to nearly the same extent, in the
隧道与地下空间技术 2006 年 5-7 月刊，第 21 期，章节 3-4，第 332 页 釜山——巨济的交通系统：沉管隧道开创新局面 1 1Wim Janssen Peter de Haas Young-Hoon Yoon 荷兰隧道工程顾问:大宇工程建设公司釜山—巨济交通线隧道工程技术顾问 韩国大宇工程建设公司摘要 釜山—巨济交通系统将会为釜山和巨济两岛上的大城市提供一条道路连接。该沉管隧道有许多特点：长度达到千米，处于水下 35 米处，海况条件严峻、地基土较为软弱和线型要求较高。基于以上诸多特点，隧道的设计和建造面临着巨大的挑战。可以预见的是这项工程将会开创沉管隧道施工技术的新局面。本文突出论述了这些特点以及阐述在土木和结构方面的问题。1.工程简介 釜山是韩国的第二大城市和一座重要的海港。它位于韩国的东南部，其南面和东面朝向朝鲜海峡同时在釜山北部山势较为陡峭。该市发展迅速，近年来的人口增长超过 370 万（总计 460 万人）。人口密度达到 4850 人/km2，约为香港的 3/4。釜山市的进一步发展由于其所处的地理位置而受到限制。釜山—巨济交通系统在釜山和巨济岛之间创造了一条直接的联系线，以从客观上满足釜山的城市扩展，在巨济岛上发展工业区，以及为釜山市民在较短的行车距离内增加休闲娱乐的去处。巨济岛西侧目前已经与朝鲜半岛相连，在本项连接工程完工之后，从釜山市到巨济岛的驾车时间将由原来的 2 小时缩短为现在的 45 分钟。釜山—巨济交通系统将在巨济岛与 Gaduk 岛之间提供一条连接，使其成为连接釜山新港地区至巨济岛的双重高速公路体系的一部分。这一系统总计公里长，穿越海峡并将Daejuk Jungjuk 和 Jeo 三个无人小岛连接在一起。原则上该系统由一条长度为 3240m 的双向四车道沉管隧道和两座主跨 475，两边跨 230m 的斜拉桥组成。2.规划组织该项目是作为一个公私合作，共同建设的工程，GK 交通系统公司可获得设计、施工和运营的特许权，经营期限为 40 年。特许权基于该系统设计理念的一个环节。GK 交通系统公司由大宇工程建设公司领衔的 7 家特许权法人组成。TEC/Halcrow 等合资公司作为技术顾问，从工程开始便参与该项工程。Halcrow 与 TEC 两个合资公司分别负责关于桥梁和隧道建设方面的技术问题。永久设施的设计工作已接近完成，后续的建设的准备工作也已经开始。图 1. 工程地理位置图 2. 空中鸟瞰效果图设计要求和基本闲置因素该项目将 Gaduk 岛与巨济岛经 Daejuk Jungjuk and Joe island 三个小岛连接在一起，基本布局由三条航道的要求决定。位于 Gaduk 岛和 Daejuk 岛之间的主航道宽 1800m， 18m。 深由于这条航道没有官方的水深规定，因此选择以隧道的方式穿越成为一种可行的方案。另外两条位于 Jungjuk—Jeo 岛和 Joe—巨济岛的次级航道，最小宽度分别为435m 和 404m，各自的通航净空要求分别为 52m 和 36m。两条次级航道的水深均为 16m。鉴于 Daejuk 岛和 Gaduk 岛之间相对较为陡峭的海岸，开挖作业又是在海床以下 25至 30 米处，这就使得工程无法满足两岛之间的对准开挖。而为了驾驶的舒适与安全又不得不延长梯度线和坡长。因此，将穿越该水域的沉管隧道设置在略低于海床平面成为一个合理的选择。图 3. 线路纵剖面图岩土条件 地层在隧道线路方向上呈现出不同但是在纵向自上而下依次为典型的海洋粘土、海砂、砾卵石和海床基岩。 在沉管隧道沿线的海床主要以海洋粘土为主，除了在海岸线附近露出地表的海床、
专业资料 学院： 专业：土木工程 姓名： 学号： 外文出处：Structural Systems to resist (用外文写) Lateral loads 附件：1.外文资料翻译译文；2.外文原文。
附件1：外文资料翻译译文 抗侧向荷载的结构体系 常用的结构体系 若已测出荷载量达数千万磅重，那么在高层建筑设计中就没有多少可以进行极其复杂的构思余地了。确实，较好的高层建筑普遍具有构思简单、表现明晰的特点。 这并不是说没有进行宏观构思的余地。实际上，正是因为有了这种宏观的构思，新奇的高层建筑体系才得以发展，可能更重要的是：几年以前才出现的一些新概念在今天的技术中已经变得平常了。 如果忽略一些与建筑材料密切相关的概念不谈，高层建筑里最为常用的结构体系便可分为如下几类： 1.抗弯矩框架。 2.支撑框架，包括偏心支撑框架。 3.剪力墙，包括钢板剪力墙。 4.筒中框架。 5.筒中筒结构。 6.核心交互结构。 7. 框格体系或束筒体系。 特别是由于最近趋向于更复杂的建筑形式，同时也需要增加刚度以抵抗几力和地震力，大多数高层建筑都具有由框架、支撑构架、剪力墙和相关体系相结合而构成的体系。而且，就较高的建筑物而言，大多数都是由交互式构件组成三维陈列。 将这些构件结合起来的方法正是高层建筑设计方法的本质。其结合方式需要在考虑环境、功能和费用后再发展，以便提供促使建筑发展达到新高度的有效结构。这并
不是说富于想象力的结构设计就能够创造出伟大建筑。正相反，有许多例优美的建筑仅得到结构工程师适当的支持就被创造出来了，然而，如果没有天赋甚厚的建筑师的创造力的指导，那么，得以发展的就只能是好的结构，并非是伟大的建筑。无论如何，要想创造出高层建筑真正非凡的设计，两者都需要最好的。 虽然在文献中通常可以见到有关这七种体系的全面性讨论，但是在这里还值得进一步讨论。设计方法的本质贯穿于整个讨论。设计方法的本质贯穿于整个讨论中。 抗弯矩框架 抗弯矩框架也许是低，中高度的建筑中常用的体系，它具有线性水平构件和垂直构件在接头处基本刚接之特点。这种框架用作独立的体系，或者和其他体系结合起来使用，以便提供所需要水平荷载抵抗力。对于较高的高层建筑，可能会发现该本系不宜作为独立体系，这是因为在侧向力的作用下难以调动足够的刚度。 我们可以利用STRESS，STRUDL 或者其他大量合适的计算机程序进行结构分析。所谓的门架法分析或悬臂法分析在当今的技术中无一席之地，由于柱梁节点固有柔性，并且由于初步设计应该力求突出体系的弱点，所以在初析中使用框架的中心距尺寸设计是司空惯的。当然，在设计的后期阶段，实际地评价结点的变形很有必要。 支撑框架 支撑框架实际上刚度比抗弯矩框架强，在高层建筑中也得到更广泛的应用。这种体系以其结点处铰接或则接的线性水平构件、垂直构件和斜撑构件而具特色，它通常与其他体系共同用于较高的建筑，并且作为一种独立的体系用在低、中高度的建筑中。
桥梁结构设计外文文献翻译 (文档含中英文对照即英文原文和中文翻译) 结构设计 Augustine J.Fredrich 摘要：结构设计是选择材料和构件类型，大小和形状以安全有用的样式承担荷载。一般说来，结构设计暗指结构物如建筑物和桥或是可移动但有刚性外壳如船体和飞机框架的工厂稳定性。设计的移动时彼此相连的设备（连接件），一般被安排在机械设计领域。 关键词：结构设计结构分析结构方案工程要求 Abstract: Structure design is the selection of materials and member type ,size, and configuration to carry loads in a safe and serviceable fashion .In general ,structural design implies the engineering of stationary objects such as buildings and bridges ,or objects that maybe mobile but have a rigid shape such as ship hulls and aircraft frames. Devices with parts planned to move with relation to each other(linkages) are generally assigned to the area of mechanical . Key words: Structure Design Structural analysis structural scheme Project requirements Structure Design Structural design involved at least five distinct phases of work: project requirements, materials, structural scheme, analysis, and design.
XXXXXXXXX 毕业设计（论文）外文翻译 学生姓名： 院（系）： 专业班级： 指导教师： 完成日期：
施工组织设计的重要性 摘要： 建筑工程在施工过程中，施工组织方案的优劣不仅直接影响工程的质量，对工期及施工过程中的人员安全也有重要影响。施工组织是项目建设和指导工程施工的重要技术经济文件。能调节施工中人员、机器、原料、环境、工艺、设备、土建、安装、管理、生产等矛盾,要对施工组织设计进行监督和控制,才能科学合理的保证工程项目高质量、低成本、少耗能的完成。 关键词： 项目管理施工组织方案重要性 施工组织设计就是对工程建设项目整个施工过程的构思设想和具体安排，是施工组织管理工作的核心和灵魂。其目的是使工程速度快、质量好、效益高。使整个工程在施工中获得相对的最优效果。 1.编制施工组织设计重要性的原因 建筑工程及其施工具有固定性与流动性、多样性与单件性、形体庞大与施工周期长这三对特点。所以，每一建筑工程的施工都必须进行施工组织设计。这是因为：其它一般工业产品的生产都有着自己固定的、长期适用的工厂。而建筑施工具有流动性的特点，不可能建立这样的工厂，只能是当每一个建筑工程施工时，建立一个相应的、临时性的，如同工厂作用性质的施工现场准备，即工地。施工单件性特点与施工流动性特点，决定了每一建筑工程施工都要选择相应的机具和劳动力组织。选择施工方法、拟定施工技术方案及其劳动力组织和机具配置，统称为施工作业能力配置。施工周期的特点，决定了各种劳动力、机具和众多材料物资技术的供应时间也比较长，这就产生了与施工总进度计划相适应的物资技术的施工组织设计内容。由此可见，施工组织设计在项目管理中是相当重要的。 2.施工组织设计方案的重要性 建筑产品作为一种商品，在项目管理中工程质量在整个施工过程中起着极其重要的作用。工程建设项目的施工组织设计与其工程造价有着密切的关系。施工组织设计基本的内容有：工程概况和施工条件的分析、施工方案、施工工艺、施工进度计划、施工总平面图。还有经济分析和施工准备工作计划。其中,施工方案及施工工艺的确定更为重要,如:施工机械的选择、水平运输方法的选择、土方的施工方法及主体结构的施工方法和施工工艺的选择等等,均直接影响着工程预算价格的变化。在保证工程质量和满足业主使用要求及工期要求的前提下,优化施工方案及施工工艺是控制投资和降低工程项目造价的重要措施和手段。 2.1施工组织方案在很大程度上影响着工程质量，因此合理的施工组织方案 不仅是确保工程顺利完成的基础，也是工程安全的依据。施工组织设计是建筑工程设计文件的重要组成部分，是编制工程投资概预算的主要依据和编制招投标文件的
（ 二 〇 一 二 年 六 月 外文文献及翻译 题 目： About Buiding on the Structure Design 学生姓名： 学 院：土木工程学院 系 别：建筑工程系 专 业：土木工程(建筑工程方向) 班 级：土木08-4班 指导教师：
英文原文： Building construction concrete crack of prevention and processing Abstract The crack problem of concrete is a widespread existence but again difficult in solve of engineering actual problem, this text carried on a study analysis to a little bit familiar crack problem in the concrete engineering, and aim at concrete the circumstance put forward some prevention, processing measure. Keyword:Concrete crack prevention processing Foreword Concrete's ising 1 kind is anticipate by the freestone bone, cement, water and other mixture but formation of the in addition material of quality brittleness not and all material.Because the concrete construction transform with oneself, control etc. a series problem, harden model of in the concrete existence numerous tiny hole, spirit cave and tiny crack, is exactly because these beginning start blemish of existence just make the concrete present one some not and all the characteristic of quality.The tiny crack is a kind of harmless crack and accept concrete heavy, defend Shen and a little bit other use function not a creation to endanger.But after the concrete be subjected to lotus carry, difference in temperature etc. function, tiny crack would continuously of expand with connect, end formation we can see without the
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
附录 附录1：英文文献 Line Balancing in the Real World Abstract:Line Balancing (LB) is a classic, well-researched Operations Research (OR) optimization problem of significant industrial importance. It is one of those problems where domain expertise does not help very much: whatever the number of years spent solving it, one is each time facing an intractable problem with an astronomic number of possible solutions and no real guidance on how to solve it in the best way, unless one postulates that the old way is the best way .Here we explain an apparent paradox: although many algorithms have been proposed in the past, and despite the problem’s practical importance, just one commercially available LB software currently appears to be available for application in industries such as automotive. We speculate that this may be due to a misalignment between the academic LB problem addressed by OR, and the actual problem faced by the industry. Keyword:Line Balancing, Assembly lines, Optimization
Original Article Impact of crack width on bond: confined and unconfine d rebar David https://www.doczj.com/doc/fd7525586.html,w1, Denglei Tang2, Thoma s K. C.Molyneaux3 and Rebecca Gravina3 (1)School of the Built Environment, Heriot Watt University, Edinburgh, EH14 4AS, UK (2)VicRoads, Melbourne, VIC, Australia (3)School of Civil, Environmental and Chemical Engineering, RMIT University, Melbourne, VIC, 3000, Australia David W. Law Email: https://www.doczj.com/doc/fd7525586.html,w@https://www.doczj.com/doc/fd7525586.html, Received: 14January2010Accepted: 14Decemb er2010Published online: 23December2010 Abstract This paper reports the results of a research project comp aring the effect of surface crack width and degree of corrosi on on the bond strength of confined and unconfined deforme d 12 and 16mm mild steel reinforcing bars. The corrosion was induced by chloride contamination of the concrete and
反思前瞻规划优化施工流程 Farook Hamzeh Glenn Ballard Iris D. Tommelein 摘要 研究的问题：如何改善前瞻规划在建设行业的做法来提高生产计划的可靠性？目的：为了评估前瞻规划的性能，寻找一个标准化的做法，使前瞻规划与活动执行有紧密的联系，来提高生产计划的可靠性。 研究设计/方法：本研究采用案例分析，行业访谈，和行业调查，以评估目前在北美、南美和欧洲的建设项目执行的前瞻规划。 研究结果：研究结果显示存在与去年规划系统规则的不符合，前瞻规划与标准化做法的不足，识别和清除限制的迟缓，而且没有对计划失败的分析。 关键词：前瞻规划，生产计划，生产控制，精益建设，最后的规划系统，规划建设。 简介 建筑、工程与施工是受变化问题的困扰的，即破坏项目绩效和扰乱施工流程导致对项目时间、成本和质量造成的不利影响（Hamzeh等，2007年，霍普和Spearman2008年，萨利姆等。 2006年，克莱顿1966年）。组织使用许多种不同的方法来维持生产流程的一致性和屏蔽产量内部业务流程以及外部环境的变化。汤普森（1967）着重介绍了这些方法，其中包括： ?预测 ?缓冲 ?平滑 各种预测方法是用于预测在内部流程和生产原料中的变化。然而，预测不能满足所有的变化，并且有许多限制：越详细的预测越不准确，越遥远的预测越容易出错。（纳米亚斯2009年）。 缓冲用于减轻同时在输入侧和输出侧的工艺变化。输入通常需要成功执行的任务包括：信息，先决条件工作，人力资源，空间，材料，设备，外部条件和资金（巴拉德＆Howell公司1994年，科斯基拉2000年）。 缓冲区可以采取的三种主要形式：时间，库存和产能。时间缓冲 是分配松弛的活动，利用额外的库存缓冲库存以应对供应的变化，以及用容量缓
建筑外文文献及翻译
外文原文 Study on Human Resource Allocation in Multi-Project Based on the Priority and the Cost of Projects Lin Jingjing , Zhou Guohua SchoolofEconomics and management, Southwest Jiao tong University ,610031 ,China Abstract -- This paper put forward the affecting factors of project 'prsiority. which is introduced into a multi-objective optimization model for human resource allocation in multi-project environment . The objectives of the model were the minimum cost loss due to the delay of the time limit of the projects and the minimum delay of the project with the highest priority .Then a Genetic Algorithm to solve the model was introduced. Finally, a numerical example was used to testify the feasibility of the model and the algorithm. Index Terms —Genetic Algorithm, Human Resource Allocation, Multi- project 's project 's priority . 1.INTRODUCTION More and more enterprises are facing the challenge of multi-project management, which has been the focus among researches on project management. In multi-project environment ,the share are competition of resources such as capital , time and human resources often occur .Therefore , it 'csritical to schedule projects in order to satisfy the different resource demands and to shorten the projects 'duration time with resources constrained ,as in [1].For many enterprises ,the human resources are the most precious asset .So enterprises should reasonably and effectively allocate each resource , especially the human resource ,in order to shorten the time and cost of projects and to increase the benefits .Some literatures have discussed the resource allocation problem in multi-project environment with resources constrained. Reference [1] designed an iterative algorithm and proposed a mathematical model of the resource-constrained multi-project scheduling .Based on work breakdown structure (WBS) and Dantzig-Wolfe decomposition method ,a feasible multi-project planning method was illustrated , as in [2] . References [3,4] discussed the resource-constrained project scheduling based on Branch Delimitation method .Reference [5] put forward the framework of human resource allocation in multi-project in Long-
外文文献翻译 1 中文翻译 1.1钢筋混凝土 素混凝土是由水泥、水、细骨料、粗骨料（碎石或；卵石）、空气，通常还有其他外加剂等经过凝固硬化而成。将可塑的混凝土拌合物注入到模板内，并将其捣实，然后进行养护，以加速水泥与水的水化反应，最后获得硬化的混凝土。其最终制成品具有较高的抗压强度和较低的抗拉强度。其抗拉强度约为抗压强度的十分之一。因此，截面的受拉区必须配置抗拉钢筋和抗剪钢筋以增加钢筋混凝土构件中较弱的受拉区的强度。 由于钢筋混凝土截面在均质性上与标准的木材或钢的截面存在着差异，因此，需要对结构设计的基本原理进行修改。将钢筋混凝土这种非均质截面的两种组成部分按一定比例适当布置，可以最好的利用这两种材料。这一要求是可以达到的。因混凝土由配料搅拌成湿拌合物，经过振捣并凝固硬化，可以做成任何一种需要的形状。如果拌制混凝土的各种材料配合比恰当，则混凝土制成品的强度较高，经久耐用，配置钢筋后，可以作为任何结构体系的主要构件。 浇筑混凝土所需要的技术取决于即将浇筑的构件类型，诸如：柱、梁、墙、板、基础，大体积混凝土水坝或者继续延长已浇筑完毕并且已经凝固的混凝土等。对于梁、柱、墙等构件，当模板清理干净后应该在其上涂油，钢筋表面的锈及其他有害物质也应该被清除干净。浇筑基础前，应将坑底土夯实并用水浸湿6英寸，以免土壤从新浇的混凝土中吸收水分。一般情况下，除使用混凝土泵浇筑外，混凝土都应在水平方向分层浇筑，并使用插入式或表面式高频电动振捣器捣实。必须记住，过分的振捣将导致骨料离析和混凝土泌浆等现象，因而是有害的。 水泥的水化作用发生在有水分存在，而且气温在50°F以上的条件下。为了保证水泥的水化作用得以进行，必须具备上述条件。如果干燥过快则会出现表面裂缝，这将有损与混凝土的强度，同时也会影响到水泥水化作用的充分进行。 设计钢筋混凝土构件时显然需要处理大量的参数，诸如宽度、高度等几何尺寸，配筋的面积，钢筋的应变和混凝土的应变，钢筋的应力等等。因此，在选择混凝土截面时需要进行试算并作调整，根据施工现场条件、混凝土原材料的供应情况、业主提出的特殊要求、对建筑和净空高度的要求、所用的设计规范以及建筑物周围环