毕业论文(含结论,外文翻译).doc

江西省九江市综合楼施工图预算摘 要本次毕业设计题目为江西省九江市综合楼施工图预算，该工程总建筑面积为5521.7，占地面积1430.52，总高度22.9m,层数地上5层。建筑主体结构为框架结构，基础形式为独立基础。该工程建筑抗震设防烈度为6度，耐火等级为2 级，屋顶防水等级为3级，建筑物使用年限为50年。本次毕业设计的主要内容包括熟悉设计施工图纸；掌握钢筋平法识读，了解工程量顺序，运用定额与标准图集等工具书掌握工程量计算规则，此外运用广联达计价软件进行定额套价，根据市场价调整人；材；机价差。最后依据工程取费标准，根据相应费率，计算出该工程的含税总造价为6,360,964.95元，单方造价为1151.99元/关键词： 施工图； 计算规则； 工程量； 计价； 工程造价Jiangxi jiujiang complex building construction drawing budgetAbstractThe graduation design topic for Jiangxi jiujiang complex building construction drawing budget , the project total construction area of 5521.7 , covers an area of 1430.52 , the total height of 22.9 m, layer number of 5 layers on the ground. Building main body structure for the frame structure, basic form for the independent foundation. The engineering construction seismic fortification intensity of 6 degrees, fire resistance rating for level 2, roof waterproof level for level 3, building use fixed number of year for 50 years. The main content of this graduation design including familiar with design and construction drawings, grasp the reinforcement method is used to read, understand the sequence of quantities, using the norm and standard atlas reference books such as master of quantities calculation rules, besides using vision bank invoicing software quota set price, according to the market price adjustment of people, material, machine spreads. Finally according to the engineering charging standard, according to the corresponding rate, calculate the tax of the engineering total cost is 6,360,964.95 yuan, unilateral cost1151.99 yuan / Key words: Construction drawing; Calculation rules; Quantity; Engineering cost and valuation目 录1总说明.11.1 工程概况.11.2 编制依据.11.3 编制说明.12工程量计算书.23单位工程费用汇总表.1494单位工程直接费表.1535措施项目分项汇总表.1596单位工程人材机分析表.1617单位工程人材机价差表.166结 论.168参考文献.169致 谢.170附录1外文参考文献（原文）.171附录2外文参考文献（译文）.179 1. 总说明1.1 工程概况 本工程为江西省九江市综合楼，总建筑面积5521.7，占地面积1430.52，总高度 22.9m，层数地上5层。建筑主体结构为框架结构，基础形式为独立基础。该工程建筑抗震设防烈度为6度，耐火等级为2 级，屋顶防水等级为3 级，建筑物使用年限为50年。采用陶瓷面砖楼地面。内墙和顶棚刷一般抹灰处理，外墙装饰为涂料和面砖饰面。1.2编制依据 某综合楼建筑设计及结构设计施工图 湖北省建筑工程消耗量定额及统一基价表2008 湖北省装饰装修工程消耗量定额及统一基价表2008 湖北省土石方工程消耗量定额及统一基价表2008 湖北省建筑安装工程费用定额2008 国家建筑标准设计图集11G101-1 国家建筑标准设计图集11G101-2 国家建筑标准设计图集11G101-31.3编制说明建筑类型:框架结构建筑面积：5521.7工程总造价（元）：6,360,964.95单位工程单方造价（元/）：1151.99工程总造价（大写）：陆佰叁拾陆万零玖佰陆拾肆元玖角伍分1.因缺少施工组织设计文件，未计算排水降水措施费2因缺少施工组织设计文件，铁件栏杆未计算因缺少施工组织设计文件，安装工程水电未计算 结 论本次毕业设计建筑为江西省九江市综合楼，该工程总建筑面积为5521.7，占地面积1430.52，总高度22.9m，层数为地上5层。含税总造价为6,360,964.95元/。其中直接工程费910669.96元，人工费274193.6元，材料费618498.27元，机械费17978.09元，人，材，机价差为317604.09元。毕业设计对于每个大学生来说是一门必修课程，是大学阶段最后一次的完整的学习检验阶段，这次施工图预算，是对大学期间所学的知识做了一个系统的总结和应用，巩固、深化、拓宽所学过的基础课程、专业基础课和专业课知识，提高综合运用这些知识，独立进行分析和解决实际问题的能力，使我的所学的知识得以综合的应用。完成施工图预算书的编制使我的实践操作能力有了很大的提高，这对今后的工作来说也有深远的意义。参考文献1GB50500-2013建设工程工程量清单计价规范，2013.2国家建筑标准设计图集11G101-1，11G101-2 2011.3黄伟典.建筑工程计量与计价M.北京：中国电力出版社，2009-09.4齐宝库黄昌铁.工程估价M.大连：大连理工大学出版社,2011-02.5丁云飞.建筑安装工程造价与施工管理M.北京：机械工业出版社,2012-01-01.6马楠周和生李宏欣.建设工程造价管理M.北京：清华大学出版社,2012-08.7杨子江张淑华.建筑结构M.武汉：武汉理工大学出版社,2012-09.8湖北省建设工程计价依据预算定额20089建筑工程计量与计价主编刘元芳 中国建材工业出版社10建筑工程计量与计价 重庆大学出版社11 2008年湖北省建筑工程消耗量定额及统一基价表122008年湖北省装饰装修工程消耗量定额及统一基价表13 2008年湖北省建筑安装工程费用定额14土木工程施工 刘宗仁主编 高等教育出版社致 谢随着这篇本科毕业论文的最后落笔，我四年的大学生活也即将划上一个圆 满的句号。回忆这四年生活的点点滴滴，从入学时对大学生活的无限憧憬到课堂 上对各位老师学术学识的深沉沉湎，从奔波于教室图书馆的来去匆匆到业余生活 的五彩缤纷，一切中的一切都是历历在目，让人倍感留恋，倍感珍惜。四年武汉科技大学城市学院的学习生活注定将成为我人生中的一段重要旅程。四年来，我的师长、我的领导、我的同学给予我的关心和帮助，使我终身收益，我真心地感谢他们。在本文的撰写过程中，王凤琳老师作为我的指导老师，她治学严谨，学识渊博，视野广阔，为我营造了一种良好的学术氛围。使我更加熟练的掌握所学的知识，对不懂的地方不断学习进步。而且还明白了许多待人接物与为人处世的道理。正是由于她在百忙之中多次审阅全文，对细节进行修改，并为本文的撰写提供了许多中肯而且宝贵的意见，本文才得以成型。 在此特向王凤琳老师致以衷心的谢意！向她无可挑剔的敬业精神、严谨认真的治学态度和平易近人的待人方式表示深深的敬意！同时我要感谢所有的任课老师对我的栽培和教育。 附录1 外文参考文献（原文）Safety Assurance for Challenging Geotechnical CivilEngineering Constructions in Urban AreasAbstractSafety is the most important aspect during design, construction and service time of any structure, especially for challenging projects like high-rise buildings and tunnels in urban areas. A high level design considering the soil-structure interaction, based on a qualified soil investigation is required for a safe and optimised design. Due to the complexity of geotechnical constructions the safety assurance guaranteed by the 4-eye-principle is essential. The 4-eye-principle consists of an independent peer review by publicly certified experts combined with the observational method. The paper presents the fundamental aspects of safety assurance by the 4-eye-principle. The application is explained on several examples, as deep excavations, complex foundation systems for high-rise buildings and tunnel constructions in urban areas. The experiences made in the planning, design and construction phases are explained and for new inner urban projects recommendations are given.Key words: Natural Asset; Financial Value; Neural Network1. Introduction A safety design and construction of challenging projects in urban areas is based on the following main aspects: Qualified experts for planning, design and construction; Interaction between architects, structural engineers and geotechnical engineers; Adequate soil investigation; Design of deep foundation systems using the FiniteElement-Method (FEM) in combination with enhanced in-situ load tests for calibrating the soil parameters used in the numerical simulations;Quality assurance by an independent peer review process and the observational method (4-eye-principle).These facts will be explained by large construction projects which are located in difficult soil and groundwater conditions.2. The 4-Eye-Principle The basis for safety assurance is the 4-eye-principle. This 4-eye-principle is a process of an independent peer review as shown in Figure 1. It consists of 3 parts. The investor, the experts for planning and design and the construction company belong to the first division. Planning and design are done accordingto the requirements of the investor and all relevant documents to obtain the building permission are prepared. The building authorities are the second part and are responsible for the building permission which is given to the investor. The thirddivision consists of the publicly certified experts.They are appointed by the building authorities but work as independent experts. They are responsible for the technical supervision of the planning, design and the construction.In order to achieve the license as a publicly certified expert for geotechnical engineering by the building authorities intensive studies of geotechnical engineering in university and large experiences in geotechnical engineering with special knowledge about the soil-structure interaction have to be proven. The independent peer review by publicly certified experts for geotechnical engineering makes sure that all information including the results of the soil investigation consisting of labor field tests and the boundary conditions defined for the geotechnical design are complete and correct.In the case of a defect or collapse the publicly certified expert for geotechnical engineering can be involved as an independent expert to find out the reasons for the defect or damage and to develop a concept for stabilization and reconstruction 1.For all difficult projects an independent peer review is essential for the successful realization of the project.3. Observational Method The observational method is practical to projects with difficult boundary conditions for verification of the design during the construction time and, if necessary, during service time. For example in the European Standard Eurocode 7 (EC 7) the effect and the boundary conditions of the observational method are defined.The application of the observational method is recommended for the following types of construction projects 2: very complicated/complex projects; projects with a distinctive soil-structure-interaction,e.g. mixed shallow and deep foundations, retaining walls for deep excavations, Combined Pile-Raft Foundations (CPRFs); projects with a high and variable water pressure; complex interaction situations consisting of ground,excavation and neighbouring buildings and structures; projects with pore-water pressures reducing the stability; projects on slopes. The observational method is always a combination of the common geotechnical investigations before and during the construction phase together with the theoretical modeling and a plan of contingency actions(Figure 2). Only monitoring to ensure the stability and the service ability of the structure is not sufficient and,according to the standardization, not permitted for this purpose. Overall the observational method is an institutionalized controlling instrument to verify the soil and rock mechanical modeling 3,4. The identification of all potential failure mechanismsis essential for defining the measure concept. The concept has to be designed in that way that all these mechanisms can be observed. The measurements need to beof an adequate accuracy to allow the identification ocritical tendencies. The required accuracy as well as theboundary values need to be identified within the design phase of the observational method . Contingency actions needs to be planned in the design phase of the observational method and depend on the ductility of the systems.The observational method must not be seen as a potential alternative for a comprehensive soil investigation campaign. A comprehensive soil investigation campaignis in any way of essential importance. Additionally the observational method is a tool of quality assurance and allows the verification of the parameters and calculations applied in the design phase. The observational method helps to achieve an economic and save construction 5.4. In-Situ Load Test On project and site related soil investigations with coredrillings and laboratory tests the soil parameters are determined. Laboratory tests are important and essential for the initial definition of soil mechanical properties of the soil layer, but usually not sufficient for an entire and realistic capture of the complex conditions, caused by the interaction of subsoil and construction 6. In order to reliably determine the ultimate bearing capacity of piles, load tests need to be carried out 7. Forpile load tests often very high counter weights or stronganchor systems are necessary. By using the Osterberg method high loads can be reached without install inganchors or counter weights. Hydraulic jacks induce theload in the pile using the pile itself partly as abutment.The results of the field tests allow a calibration of the numerical simulations. The principle scheme of pile load tests is shown in Figure 3.5. Examples for Engineering Practice 5.1. Classic Pile Foundation for a High-Rise Building in Frankfurt Clay and LimestoneIn the downtown of Frankfurt am Main, Germany, on aconstruction site of 17,400 m2 the high-rise buildingproject “PalaisQuartier” has been realized (Figure 4).The construction was finished in 2010.The complex consists of several structures with a total of 180,000 m2 floor space, there of 60,000 m2 underground (Figure 5). The project includes the historic building “Thurn-und Taxis-Palais” whose facade has been preserved (Unit A). The office building (Unit B),which is the highest building of the project with aheight of 136 m has 34 floors each with a floor space of 1340 m2. The hotel building (Unit C) has a height of 99 m with 24 upper floors. The retail area (Unit D)runs along the total length of the eastern part of the site and consists of eight upper floors with a total height of 43 m. The underground parking garage with five floors spans across the complete project area. With an 8 m high first sublevel, partially with mezzanine floor, and four more sub-levels the foundation depth results to 22 m below ground level. There by excavation bottom is at 80m above sea level (msl). A total of 302 foundation piles(diameter up to 1.86 m, length up to 27 m) reach down to depths of 53.2 m to 70.1 m. above sea level depending on the structural requirements.The pile head of the 543 retaining wall piles (diameter1.5 m, length up to 38 m) were located between 94.1 m and 99.6 m above sea level, the pile base was between 59.8 m and 73.4 m above sea level depending on the structural requirements. As shown in the sectional view(Figure 6), the upper part of the piles is in the FrankfurtClay and the base of the piles is set in the rocky Frankfurt Limestone. Regarding the large number of piles and the high pileloads a pile load test has been carried out for optimization of the classic pile foundation. Osterberg-Cells(O-Cells) have been installed in two levels in order toassess the influence of pile shaft grouting on the limit skin friction of the piles in the Frankfurt Limestone(Figure 6). The test pile with a total length of 12.9 m anda diameter of 1.68 m consist of three segments and has been installed in the Frankfurt Limestone layer 31.7 m below ground level. The upper pile segment above theupper cell level and the middle pile segment between the two cell levels can be tested independently. In the first phase of the test the upper part was loaded by using themiddle and the lower part as abutment. A limit of 24 MN could be reached (Figure 7). The upper segment was lifted about 1.5 cm, the settlement of the middle andlower part was 1.0 cm. The mobilized shaft friction was about 830 kN/m2. Subsequently the upper pile segment was uncoupled by discharging the upper cell level. In the second test phase the middle pile segment was loaded by using thelower segment as abutment. The limit load of the middle segment with shaft grouting was 27.5 MN (Figure 7).The skin friction was 1040 kN/m2, this means 24% higher than without shaft grouting. Based on the results of the pile load test using O-Cells the majority of the 290 foundation piles were made by applying shaft grouting. Dueto pile load test the total length of was reduced significantly.5.2. CPRF for a High-Rise Building in Clay Marl In the scope of the project Mirax Plaza in Kiev, Ukraine,2 high-rise buildings, each of them 192 m (46 storeys)high, a shopping and entertainment mall and an underground parking are under construction (Figure 8). The area of the project is about 294,000 m2 and cuts a 30 m high natural slope.The geotechnical investigations have been executed 70m deep. The soil conditions at the construction site are as follows: fill to a depth of 2 m to 3 mquaternary silty sand and sandy silt with a thickness of 5 m to 10 m tertiary silt and sand (Charkow and Poltaw formation) with a thickness of 0 m to 24 m tertiary clayey silt and clay marl of the Kiev and But schak formation with a thickness of about 20 m tertiary fine sand of the But schak formation up to the investigation depth The ground water level is in a depth of about 2 m below the ground surface. The soil conditions and a cross section of the project are shown in Figure 9. For verification of the shaft and base resistance of the deep foundation elements and for calibration of the numerical simulations pile load tests have been carried out on the construction yard. The piles had a diameter of 0.82 m and a length of about 10 m to 44 m. Using the results of the load tests the back analysis for verification of the FEM simulations was done. The soil properties in accordance with the results of the back analysis were partly 3 times higher than indicated in the geotechnical report. Figure 10 shows the results of the load test No. 2 and the numerical back analysis. Measurement and calculation show a good accordance.The obtained results of the pile load tests and of the executed back analysis were applied in 3-dimensionalFEM-simulations of the foundation for Tower A, taking advantage of the symmetry of the footprint of the building. The overall load of the Tower A is about 2200 MN and the area of the foundation about 2000 m2 (Figure11).The foundation design considers a CPRF with 64 barrettes with 33 m length and a cross section of 2.8 m 0.8m. The raft of 3 m thickness is located in Kiev Clay Marl at about 10 m depth below the ground surface. The barrettes are penetrating the layer of Kiev Clay Marl reaching the Butschak Sands.The calculated loads on the barrettes were in the range of 22.1 MN to 44.5 MN. The load on the outer barrettes was about 41.2 MN to 44.5 MN which significantly exceeds the loads on the inner barrettes with the maximum value of 30.7 MN. This behavior is typical for a CPRF.The outer deep foundation elements take more loads because of their higher stiffness due to the higher volume of the activated soil. The CPRF coefficient is . Maximum settlements of about 12 cm were calculated due to the settlement-relevant load of 85% of the total design load. The pressure under the foundation raft is calculated in the most areas not exceeding 200kN/m2, at the raft edge the pressure reaches 400 kN/m2.The calculated base pressure of the outer barrettes has anaverage of 5100 kN/m2 and for inner barrettes an average of 4130 kN/m2. Th