Analysis of Unreinforced Masonry Walls Strengthened with Glass Fiber-Reinforced Polymer Bars
Analysis of Wallace Stevens’s “Anecdote of the Jar”
Analysis of Wallace Stevens’s “Anecdote of the Jar”The poem written by Wallace Stevens is mainly about the relationship between nature and art.The poet thinks that the nature is a desultory world and only ideas can make it united as a whole.In fact, “the slovenly wilderness”is the symbol of crudity and ignorance,which indicates that the world is in a state of chaos.While as a piece of artwork the jar is the counterpart that stands for art.However,in Steven’s mind,it is not only a piece of lifeless artwork, but also has its beauty and could be appreciated by people.What’s more,it also represents imaginative creativity and makes the slovenly wilderness orderly.Though the jar itself is a member of the nature,it is not just that.The same goes as civilization to wildness and folly.Civilization is originated from wildness and folly initially,but it is superior to the original wildness.The jar is not decorated,but its brilliant rays are not covered or weaken;the jar does not have life as animals,it has its unique speciality which overshadow other ordinary creature in nature as well as being beautiful and irreplaceable.The poet placed the jar higher han other things in nature,however,it does not mean that the jar can replace the position of “the sloven wilderness”,neither can the jar be put solely away from its backdrop—the nature.Because its art fascination would not exist if it is not with the slovenly wilderness.That is to say,the jar’s being vivid and charming are built on nature and they are closely related to each other.In this poem,the readers can get the message of the aesthetic ideas of the poet,and that is the combination of art,ideas and nature.All of them are indivisible and setting off each other.As for the content of the poem,it almost has the quality of a Zen story discussing the concept of 'emptiness.' Ordinarily a jar contains what is inside it. Here, the jar “contains” what is outside it. “It made the slovenly wilderness/ Surround that hill.” Moreover, “The wilderness rose up to it, / And spra wled around, no longer wild.” So the jar starts out as a demarcation point between the civilized world and the wilderness. But then, the very presence of the jar tames the wilderness, which is “no longer wild.” Indeed, the jar “took dominion everywhere.” I n the opening stanza, Stevens mentions that the jar was round, and then he repeats that in the second stanza: it was “round upon the ground.” The geometric nature of the jar makes it unnatural or strictly man-made, and gives it dominion over what is natural and formerly wild. So at least in that sense, the jar does “contain” what is outside it. (BTW, I think this is different from a candy wrapper or a cigarette butt or other litter simply ruining the view. The poet-narrator “placed” it. The jar here contras ts with the“slovenly” wilderness. It is “tall and of a port in air.” It is not just litter.) The poem ends as a sort of joke, as so many Zen stories do. The jar “did not give of bird or bush.” Well, of course not. It will only be of use to a bird or bush if it contained something else, like water, seed, or the bird’s nest. Empty, it “contains” the wilderness. But if it has something in it, then it’s just there. It becomes part of what surrounds it.And then, in the last line, the jar is “Like nothing else in Tennessee.” There is a question: there are no other jars in Tennessee? The answer is: well, no others that contain the wilderness.In so far as the technique of this poem,the most important one is symbolism and surrealism.For example,the “I”in the poem maybe not refers to the writer Wallace Stevens himself,it can be anyone.And the jar symbolize art,while the wilderness in Tennessee is the symbol of nature.The purpose of surrealism is to put the relatively discordant verbal images and physical objects together so as to create a feeling of surreal.In this poem,the jar and the slovenly wilderness are placed together to produce the effect of being surreal.And another part of the poem to analyze is its structure.There are totally three parts in this poem.In the first stanza, “I”put a empty jar in the hill among the slovenly wilderness to make it orderly.In the second stanza,the jar is just like the king that is dignified,high up above the masses.And the wilderness is like the its people obedient.In the last stanza,though the jar controls the whole,it does not have real life as plants and birds.In the appreciation of the poem,we know that the writer is very prudent in using words,and the contrasting between the jar and the slovenly wilderness is everywhere in the poem,such as round versus slovenly in the first stanza,tall and of a port in air versus sprawled around in the second,and gray and bare versus give of bird or bush in the third stanza.。
Fixing and Securing Memorial Masonry in the Workpl
F/503/3096:F IXING AND SECURING MEMORIAL MASONRY IN THE WORKPLACEN029195 – Fixing and securing memorial masonry in the workplace – Issue 1 © Pearson Education Limited 2012 1This version of this unit replaces all previously published versions with effect from January 2012. This unit should be used by all learners registering for qualifications that include it in their structure from this date.Unit title: Fixing and securing memorialmasonry in the workplaceUnit reference number: F/503/3096QCF level: 2Credit value: 15Guided learning hours: 50Start date: January 2012Unit summaryThe aim of this unit is to develop the skills, knowledge and understanding required to confirm competence in fixing and securing memorial masonry in the workplace, within the relevant sector of industry.Assessment requirements/evidence requirementsThis unit must be assessed in a work environment, in accordance with:–the Additional Requirements for Qualifications using the title NVQ in QCF –the ConstructionSkills’ Consolidated Assessment Strategy for Construction and the Built Environment.Assessors for this unit must have verifiable, current industry experience and a sufficient depth of relevant occupational expertise and knowledge, and must use a combination of assessment methods as defined in the Consolidated Assessment Strategy.Workplace evidence of skills cannot be simulated.F/503/3096: F IXING AND SECURING MEMORIAL MASONRY IN THE WORKPLACEN029195 – Fixing and securing memorial masonry in the workplace – Issue 1© Pearson Education Limited 20122Assessment recordingThis unit is assessed in the workplace. The table on the following pages shows the learning outcomes and the assessment criteria for this unit. The table includes space for learners to enter the types of evidence they are presenting for assessment and the submission date against each assessment criterion. Alternatively, centres can use their own documentation.F/503/3096:F IXING AND SECURING MEMORIAL MASONRY IN THE WORKPLACEN029195 – Fixing and securing memorial masonry in the workplace – Issue 1 © Pearson Education Limited 2012 3Learning outcomes and assessment criteriaLearning Outcome Assessment Criterion EvidencetypePortfolioreferenceDate1 Interpret the giveninformation relating tothe work and resourcesneeded when fixing andsecuring memorialmasonry. 1.1 Interpret and extract relevant information fromdrawings, specifications, schedules and riskassessments.1.2 Comply with information and/or instructions derivedfrom risk assessments and method statements.1.3 Statetheorganisationalprocedures developed to report and rectify inappropriate information and unsuitableresources and how they are implemented.1.4 Describe different types of information, their source andhow they are interpreted in relation to:–drawings, specifications, schedules, methodstatements, risk assessments, technical informationand regulations relating to burial and cremation.2 Know how to complywith relevant legislationand official guidancewhen fixing andsecuring memorialmasonry. 2.1 Describe their responsibilities under current legislationand official guidance whilst working:–in the workplace, below ground level, at height, with tools and equipment, with materials and substances,with movement/storage of materials and by manualhandling and mechanical lifting.2.2 Describe the organisational security procedures fortools, equipment and personal belongings in relation tosite, workplace, company and operative.2.3 Explain what the accident reporting procedures are andwho is responsible for making reports.F/503/3096: Fixing and securing memorial masonry in the workplaceN029195 – Fixing and securing memorial masonry in the workplace – Issue 1© Pearson Education Limited 20124Learning Outcome Assessment Criterion Evidence type Portfolio referenceDate3 Maintain safe workingpractices when fixing and securing memorial masonry.3.1Use health and safety control equipment safely to carry out the activity in accordance with legislation andorganisational requirements when fixing and securing memorial masonry.3.2Explain why and when health and safety controlequipment, identified by the principles of protection, should be used relating to fixing and securing memorial masonry, and the types, purpose and limitations of each type, the work situation and general work environment, in relation to:– collective protective measures – personal protective equipment (PPE) – respiratory protective equipment (RPE) – local exhaust ventilation (LEV).3.3Describe how the relevant health and safety control equipment should be used in accordance with the giveninstructions. 3.4State how emergencies should be responded to in accordance with organisational authorisation and personal skills when involved with fires, spillages, occupational injuries and other task-related hazards.F/503/3096:F IXING AND SECURING MEMORIAL MASONRY IN THE WORKPLACEN029195 – Fixing and securing memorial masonry in the workplace – Issue 1 © Pearson Education Limited 2012 5Learning Outcome Assessment Criterion EvidencetypePortfolioreferenceDate4 Select the requiredquantity and quality ofresources for themethods of work to fixand secure memorialmasonry. 4.1 Select resources associated with own work in relation tomaterials, components, tools and equipment.4.2 Describe the characteristics, quality, uses,sustainability, limitations and defects associated withthe resources in relation to:–memorial stones4.3 Describe how the resources should be used correctlyand how problems associated with the resources arereported.4.4 Explain why the organisational procedures have beendeveloped and how they are used for the selection ofrequired resources.4.5 Describe any potential hazards associated with theresources and method of work.4.6 Describe how to calculate quantity, length, area, volumeand wastage associated with the method/procedure tofix and secure memorial masonry.F/503/3096: Fixing and securing memorial masonry in the workplaceN029195 – Fixing and securing memorial masonry in the workplace – Issue 1© Pearson Education Limited 20126Learning Outcome Assessment CriterionEvidence typePortfolio referenceDate5Minimise the risk of damage to the work and surrounding area when fixing and securingmemorial masonry.5.1 Protect the work and its surrounding area from damage in accordance with safe working practices and organisational procedures.5.2Minimise damage and maintain a clean work space. 5.3Dispose of waste in accordance with legislation.5.4Describe how to protect work from damage and the purpose of protection in relation to general workplace activities, other occupations and adverse weather conditions.5.5Explain why the disposal of waste should be carried out safely in accordance with environmental responsibilities, organisational procedures, technical information, statutory regulations and official guidance. 6Complete the work within the allocated time when fixing andsecuring memorialmasonry.6.1 Demonstrate completion of the work within the allocated time.6.2 State the purpose of the work programme and explain why deadlines should be kept in relation to:– types of progress charts, timetables and estimatedtimes – organisational procedures for reportingcircumstances which will affect the work programme.F/503/3096:F IXING AND SECURING MEMORIAL MASONRY IN THE WORKPLACEN029195 – Fixing and securing memorial masonry in the workplace – Issue 1 © Pearson Education Limited 2012 7Learning Outcome Assessment Criterion EvidencetypePortfolioreferenceDate7 Comply with the givencontract information tofix and secure memorialmasonry to the requiredspecification. 7.1 Demonstrate the following work skills when fixing andsecuring memorial masonry:–measure, mark out, drill, fit, finish, position, secure, seal and clean.7.2 Erect memorial stones, to given working instructions, onground foundations.7.3 Safely use materials, hand tools and/or portable powertools and ancillary equipment.7.4 Safely store the materials, tools and equipment usedwhen fixing and securing memorial masonry.7.5 Describe how to apply safe work practices, followprocedures, report problems and establish the authorityneeded to rectify them, to:–erect memorial stones on ground foundations–lift and position memorial stones–use hand tools, power tools and equipment.7.6 Describe the needs of other occupations and how toeffectively communicate within a team when fixing andsecuring memorial masonry.7.7 Describe how to maintain the tools and equipment usedwhen fixing and securing memorial masonry.F/503/3096: Fixing and securing memorial masonry in the workplaceN029195 – Fixing and securing memorial masonry in the workplace – Issue 1© Pearson Education Limited 20128Learner name: ___________________________________________ Date: __________________________ Learner signature: ________________________________________ Date: __________________________ Assessor signature: _______________________________________ Date: __________________________ Internal verifier signature: _________________________________ (if sampled ) Date: __________________________。
国外砌体结构设计书籍
国外砌体结构设计书籍Designing a masonry structure for a building requires a deep understanding of the materials and techniques involved.设计建筑物的砌体结构需要深刻地理解所涉及的材料和技术。
As an architect or designer, having a comprehensive knowledge of masonry design principles is essential in order to create safe and aesthetically pleasing structures.作为一名建筑师或设计师，具备全面的砌体设计原则知识对于创建安全且美观的结构至关重要。
There are a variety of resources available to help designers and architects learn about masonry design, including books specifically dedicated to this subject.有各种资源可供设计师和建筑师学习砌体设计，包括专门研究这一主题的书籍。
One such book is "Masonry Design and Detailing" by Christine Beall, which provides in-depth information on masonry materials, construction techniques, and design considerations.其中一本是Christine Beall的《砌体设计与细部设计》，该书详细介绍了砌体材料、施工技术和设计考虑因素。
By studying books like this, designers can gain a better understanding of how to incorporate masonry into their projects effectively.通过学习这样的书籍，设计师可以更好地理解如何有效地将砌体融入他们的项目中。
地震体验装置 外文翻译
外文原文：Damage as a measure for earthquake-resistant design ofmasonry structuresauthor：Miha TomazˇevicAbstract:The results of lateral resistance tests of masonry walls and shaking table tests of a number of models of ma-sonry buildings of various structural configurations, built with various materials in different construction systems, havebeen analyzed to find a correlation between the occurrence of different grades of damage to structural elements, character-istic limit states, and lateral displacement capacity. On the basis of correlation between acceptable level of damage and displacement capacity, it has been shown that the range of elastic force reduction factor values used to determine the de-sign seismic loads for different masonry construction systems proposed by the recently adopted European standard Euro-code 8 EN-1998-1 for earthquake resistant design are adequate. By using the recommended design values, satisfactory performance of the masonry buildings that have been analyzed may be expected when subjected to design intensity earth-quakes with respect to both the no-collapse and damage-limitation requirements.Key words: masonry structures, seismic-resistant design, seismic performance, damage, limit states, behavior factor.1. IntroductionEarthquake-resistant design of masonry structures is a combination of tradition, experience, and modern engineer-ing principles based on experimental research. Usually, it is a two-step procedure: ( i ) the structure is conceived accord-ing to traditional requirements regarding structural configu-ration and ( ii ) the seismic resistance is verified by calculations and the dimensions and distribution of structural elements are modified, if necessary.Since no-collapse and damage-limitation requirements should be fulfilled, the ultimate state (associated with collap-se) and the serviceability limit state (associated with the oc-currence of minimum damage) also need to be verified in the case of masonrystructures. According to the recently adopted Eurocode 8 standard,Design of structures for earth-quake resistance (CEN 2004), the structure should be de-signed to withstand the design seismic action, i.e., earthquake, with a return period of 475 years and a 10% probability of exceedance in 50 years, and the no-collapse requirement defined in Eurocode 8 as ……without local or global collapse, thus retaining its structural integrity and a residual load bearing capacity after the seismic events.‟‟However, the structure should also be designed to withstand an earthquake having a larger probability of occurrence than the design earthquake, i.e., earthquake with return period of 95 years with 10% probability of exceedance in 10 years, as well as the damage-limitation requirement defined in Euro-code 8 as ……without the occurrence of damage and limita-tion of use, the costs of which would be disproportionately high in comparison with the costs of the structure itself.‟‟According to Eurocode 8, for all structural members and for the structure as a whole, the design resistance capacity Rd shall be greater than the design load Ed , which includes seismic actions if the structure is exposed to seismic haz-ard. The form in which the seismic action is used in seis-mic resistance verification depends on the importance and complexity of the structure under consideration. In the case of structures with regular structural configuration,where the response is not significantly affected by the con-tribution of higher modes of vibration, such as masonry structures, response spectra methods provide adequate re-sults. The calculations for these regular structures are fur-ther simplified by taking into account only one horizontal component of the seismic ground motion and analyzing the structure in each orthogonal direction separately. Non-linear dynamic response analysis is replaced by equivalent elastic static analysis, where the design seismic loads are evaluated on the basis of the design response spectra, con-sidering the structure as an equivalent single-degree-of-freedom system.The ordinates of the elastic response spectra are reduced by the structural behavior factor (elastic force reduction factor), q, defined by Eurocode 8 as a ……factor used for de-sign purposes to reduce the forces obtained from a linear analysis, in order to account for thenonlinear response of a structure‟‟ and it takes into account the energy dissipation and displacement capacity of the structure under considera-tion. According to Eurocode 8, ……the behavior factor q is an appr oximation of the ratio of the seismic forces that the structure would experience if its response was completely elastic with 5% viscous damping, to the minimum seismic forces that may be used in the design —with a conventional elastic analysis model —still ensuring a satisfactory re-sponse of the structure.‟‟ A ……satisfactory response,‟‟ in this case, means a ductile response; however, a response with a limited amount of damage to structural elements. Therefore,to prevent excessive damage to structural walls, the dam-age-limitation requirement should be the leading parameter when deciding upon the design ductility capacity of the structural type under consideration and, consequently, deter-mining the value of behavior factorq to be considered in the design.The amou A limited number of seismic vulnerability and other stud-ies already provide basic information regarding the damage-limitation requirements (Alcocer et al. 2004; Calvi 1999;D‟Ayala 1998) to be considered in the design and seismic esistance verification of masonry structures of different ypologies and construction systems.As a contribution to ex-isting information, experimental results obtained in the past by testing different walls and models of masonry buildings at the Slovenian National Building and Civil Engineering In-stitute (ZAG) in Ljubljana, Slovenia, have been analyzed.The results of this analysis indicate that structural damage is correlated with storey drift in anuniform way, not depending on the type of masonry under consideration. Consequently, adequate seismic performance of masonry structures may be expected if, besides ductility and energy dissipation capacity of the structure, damage-limitation requirements in terms of.maximum acceptable storey drift are taken into account when determining the design seismic loads and respective values of the elastic force reduction factor q2. Seismic resistance and limit statesBasic information regarding the seismic behaviour of structures or structural elements is obtained on the basis of known relationships between lateral resistance and displace-ments. By knowing the so-called resistance curve and of damage that is associated with typical limit states defined on the curve, the seismic performance of the structure for the case of the expected seismic loads can be assessed. In the case of unreinforced and confined masonry struc-tures, the resistance curve is adequately represented by the relationship between the resistance R of the critical storey, usually the first storey of the building, and storey drift d (relative storey displacement) of the same storey (Fig. 1). Usually, the curve is presented in a nondimensional form. The resistanceis given in terms of the seismic resistance co-efficient (SRC), i.e., the ratio between the resistance, R , and weight of the building, W, above the critical section (SRC = R/W ). The displacements, however, are expressed in terms of storey rotation F , which is the ratio between the storey drift, d, and storey height, h ( F = d/h). The following four main limit states, which are used in seismic resistance verification and determine the usability of buildings, are defined on the resistance curve (Fig. 1):(1) Crack (damage) limit state, where the first cracks occur in the walls causing evident changes in stiffness of the structural system. Crack limit on the resistance curve is sometimes associated with the serviceability limit state of the structure.(2) Maximum resistance.(3) Design ultimate limit state, where the resistance of the system degrades below the acceptable level. Convention-ally, 20% of degradation of the maximum resistance is acceptable. Consequently, part of the resistance curve, where the resistance degrades below 80% of the maxi-mum, is no longer considered for design purposes. It only provides information about additional ductility and energy dissipation capacity, i.e., additional safety of the structure. (4) Limit of collapse, defined by partial or total collapse of the structure.3. Correlation between damage, limit states and usabilityUsability of earthquake-damaged buildings is assessed on the basis of the observed damage. Different categories of damage such as light, moderate, heavy, and very heavy (severe) are attributed to different categories of usability. Fig. 2 provides examples of post-earthquake damage obser-vations of a number of typical central European masonry buildings, showing moderate, heavy, and severe damage (near collapse). A number of unreinforced and confined masonry walls have been tested in the laboratory, by subjecting them to cyclic lateral loading, and a series of models of the same types of masonry construction systems have been tested on a shaking table. An attempt has been made to correlate the resulting physical damage to the tested walls and model buildings with the limit states and, consequently, use this information for the assessment of usability of earthquake-damaged buildings. Complete (true replica) models have also been tested on the shaking table and correlation tests, carried out on prototype and model masonry walls, showed very good agreement between the model and prototype masonrywith respect to the similarity of resistance curves as well as damage patterns at the characteristic limit states. Therefore, although the information was obtained on the models, it can also be considered reliable for the case of the prototype structures. As the first step of analysis, typical damage categories (grades) have been defined. Although the types of damage to masonry walls and buildings vary depending on masonry materials and construction systems, damage to structural walls can be classified and damage grades can be defined in a uniform way. The classification of damage and damage grades proposed by the European macroseismic scale (EMS-98) (Gru¨ nthal 1998) for masonry buildings has been used as a basis for the description of structural damage to masonry walls. In the case of prevailing shear behavior, typical for all masonry construction systems when subjected to seismic loads, the following characteristic damage patterns can be attributed to damage grades as defined by the EMS-98 scale:Grade 1 — no structural damage.Grade 2 —slight structural damage, cracks in many walls: formation of the first hardly visible diagonally oriented cracks in the middle part of the wall, light damage. Grade 3 — moderate structural damage, cracks in many walls: increased number of cracks with limited width (less than 0.2 mm wide), oriented diagonally in both diag-onal directions; moderate, repairable damage which maybe defined as acceptable damage at the serviceability limitstate.Grade 4 —heavy structural damage, serious failure of walls: increased number of diagonally oriented cracks that are more than 1 mm but less than 10 mm wide; crushing of individual masonry units; heavy damage, which is in most cases repairable, but sometimes repair is not economical.Grade 5 —total or near total collapse: increased crack width (more than 10 mm); crushing of units along both wall diagonals; severe strength degradation and final col-lapse.Typical damage patterns at characteristic damage grades for the case of plain masonry walls tested in the laboratory are presented in Fig. 3.Similar correlation between the observed damage, attrib-uted damage grades, and limit states has been made for the case of the tested model buildings:Grade 2 —first structural damage, which may cause noticeable decay of the first natural vibration frequency of the building.Grade 3 — increased number of cracks, typical for the governing behavior mechanism of the structural system (diagonal cracks in the case of shear, horizontal tension cracks in the case of a flexural mechanism). As in the case of individual walls, this type of crack pattern is typi-cally observed at, or very soon after, the attained maxi-mum lateral resistance of the building. Moderate, repairable damage.Grade 4 —heavy damage to the walls, defined by crush-ing at the corners of the building, falling out of parts of the walls, and (or) crushing of individual masonry units.Damage is in most cases repairable, but sometimes the re-pair is not economical. Grade 5 — increased damage to the walls. Damage to horizontal structural elements, such as slabs and bond beams; crushing of concrete; and rupture or buckling of reinforcing bars (if reinforced). Final collapse.It is obvious that damage grades 2 and 5 define the crack limit and limit of collapse, respectively. As indicated by the analysis of experimentally obtained resistance curves,the displacement levels at which the crack limit and maximum resistance are attained are relatively close together (see Table 1). It has also been found that grade 3 damage can develop sometime after the attained maximum resistance. The analysis of the experiments has shown that such damage may generally occur at storey drift, equal to approximately three times the storey drift (rotation) at the occurrence of the first cracks in the walls.Grade 4 damage is observed near the point that is defined as the design ultimate limit state, where the actual resistance of the structure degrades to 80% of the maximum. However, as grade 4 damage is often not economical torepair, it is proposed that, in addition to the criterion of 20% degradation of resistance, the damage-limitation requirement should also be considered when deciding on the level of design ultimate limit state. As indicated by this analysis, the occurrence of grade 3 damage seems to be an adequate measure. It is, therefore, recommended that in their design, displacement and ductility capacity of masonry structures should not be used beyond the storey drift, which is equal to three times the displacement (rotation) at the occurrence of the first cracks in structural walls. Therefore, the design ultimate state on the idealized resistance curve may be defined by either the displacement (rotation) value, where the resistance degrades to 80% of the maximum (no-collapse requirement), or the displacement (rotation) value, which attains three times the value of the displacement (rotation) at the occurrence of cracks (damage-limitation requirement), whichever is less:Fire following an earthquake is an important factor causing damage to buildings and life-line structures. There-fore, besides satisfying structural design requirements for normal loads, such as dead and live loads including the seismichazard, buildings should also be designed to withstand the fire following earthquakes for a certain minimum duration as required for a desired level of performance. This period of time will allow occupants to evacuate the building safely and the emergency crews to cope with the fire. Also, it is essential to reduce the post-earthquake fire (PEF) ignitions and mini-mize the damage to active fire protection systems as much as possible to prevent the spread of fire. This paper presents a state-of-the-art review on the PEFhazard and discusses the causes, mitigation measures, and performance of building structures under this hazard. Mitigation measures that could be developed based on the experience from the structural engi-neering field are identified. Both local and global approaches that should be taken to mitigate the PEF hazard, including structural and nonstructural design, various urban planning aspects, and their interactive combinations, are discussed.Based on the review, it is concluded that that there is a strong need for the development of guidelines for structural firesafety design for PEF scenarios. In addition, appropriate analysis and numerical simulation techniques for the evaluationof the structural performance under earthquake-induced fire conditions need to be developed. It is also necessary to con-duct experimental studies to validate such numerical models and refine them.文献来源：Miha Tomazˇevic 《Damage as a measure for earthquake-resistant design of masonry structures》损害为砌体结构的抗震设计措施作者：Miha Tomazˇevic摘要：对砌体墙抗侧力测试和振动的砌体建筑模型的各种结构配置表测试的结果，在不同的建筑系统各种材料建成的，进行了分析，发现不同档次的损坏的结构元素的发生之间的相关性特征，极限状态，和侧位移量。
中阿两国关于砌体填充墙构造措施做法比较与分析
2021年5月下第50卷第10期施工技术CONSTRUCTION TECHNOLOGY113DOI：10.7672/sgjs2021100113中阿两国关于砌体填充墙构造措施做法比较与分析王少奎，黄义鸿，薛彪,黎东海(中国建筑一局(集团)有限公司，北京100161)［摘要］以砌体填充墙构造措施为岀发点，总结国内填充墙构造措施相关规定,并从设计原则、材料及连接要求方面与阿联酋地区混凝土结构砌体填充墙抗震性能方面的构造措施进行对比分析。
调研阿联酋地区7个房建及公共设施类项目设计要求，对当地项目填充墙拉结、构造柱、水平系梁等构造措施要求进行总结分析，并与国内相应规定做岀分析比较，归纳岀当地常用的构造措施。
在填充墙与主体结构连接方面，介绍当地常用连接件及其主要优点和布置原则。
［关键词］钢筋混凝土框架;砌体;填充墙;构造柱;水平系梁;拉结筋［中图分类号］TU364［文献标识码］A［文章编号］1002-8498(2021)10-0113-04Comparison and Analysis of Construction Measures forMasonry Infill Walls Between China and the UAEWANG Shaokui,HUANG Yihong,XUE Biao,LI Donghai(China Construction First Group Co.,Ltd.,Beijing100161,China)Abstract:Taking the construction measures of masonry infill walls as the starting point，summarize the relevant regulations of domestic infill wall construction measures，and compare and analyze the structural measures in terms of the seismic performance of concrete structure masonry infill walls in the UAE in terms of design principles，materials and connection requirements.Investigate the design requirements of seven housing construction and public facilities projects in the UAE,summarize and analyze the requirements for structural measures such as infill wall ties，structural columns，and horizontal tie beams in local projects，and analyze and compare with the corresponding domestic regulations，and summarize the local commonly used structural measures.In terms of the connection between the infill wall and the main structure，the local common connectors and their main advantages and layout principles are introduced.Keywords:reinforced concrete frame;masonry;infill wall;structural columns;horizontal straining beam;tie bar0引言随着施工企业不断走向国际市场，国内工程人员快速掌握当地规范、规定及通常做法已成为每个海外企业亟待解决的问题之一。
空斗墙结构现场检测及计算分析
空斗墙结构现场检测及计算分析高瑾上海市房屋建筑设计院有限公司 上海 200062摘 要 空斗墙是早期砖石结构中较传统的结构形式，在老旧房屋检测中常有遇到，但由于其整体性和抗震性均较差，现行规范中已明确取消了该类结构，故现行相关规范中均无法找出空斗墙的检测评定依据，计算软件中也无空斗墙结构体系。
本文通过长期的工程实践经验总结了空斗墙结构的现场检测要点，并通过对历代砌体设计规范的研读，提出了对空斗墙结构采用普通黏土实心砖墙模拟，通过修改材料容重、修正墙体受压承载力，得出符合空斗墙实际情况的计算结果；最后介绍了空斗墙结构的抗震性评定方法，为空斗墙结构的老旧房屋现场检测与安全性评定提供参考。
关键词 空斗墙；现场检测；计算模拟；修正系数；抗震性能Field Inspection and Calculation Analysis of Cavity Wall StructureGao JinShanghai Municipal Housing Design Institute Co., Ltd., Shanghai 200062, ChinaAbstract Cavity wall is a traditional structure form in early masonry structure, which is often encountered in the inspection of old buildings. However, due to its poor integrity and seismic capacity, this kind of structure has been explicitly canceled in the current norms, so the detection and evaluation basis of cavity wall cannot be found in the current relevant norms, and there is no structural system of cavity wall structure in the calculation software. Through long-term engineering practice experience, this paper summarizes the main points of field inspection of cavity wall structure, and through the study of masonry design norms in the past, it proposes to use common clay solid brick wall simulation of cavity wall structure, through modifying the material bulk density and modifying the wall compression capacity, it obtains the calculation results in line with the actual situation of cavity wall structure. Finally, the seismic resistance evaluation method of cavity wall structure is introduced. It provides reference for the field inspection and safety assessment of the old buildings with cavity wall structure.Key words cavity wall structure; field inspection; calculation simulation; correction factor; seismic capacity引言砌体结构在我国有着悠久的历史，特别是在1949年10月以后，我国砌体结构得到了迅速的发展。
砌体墙、柱高厚比限值的研究进展
砌体墙、柱高厚比限值的研究进展摘要:目前在砌体结构设计领域中,基于规范给出的砌体墙、柱高厚比限值对特殊的墙体（带洞口墙、带壁柱墙、自承重墙、芯柱墙）的理论研究已经形成了比较完善的理论体系和设计方法;然而随着社会的发展以及新的墙体材料的出现,《砌体结构设计规范》给出的数值难以满足要求。
通过研究表明规范给出的高厚比限值还没有完善的理论体系,只是保证砌体结构在施工阶段和使用阶段稳定性的一项重要构造措施。
本文介绍了目前国内关于砌体墙、柱高厚比限值计算理论的研究。
最后讨论了存在的问题,提出了今后值得研究的若干问题。
关键词:高厚比限值、砌体结构、研究进展masonry wall, column high thickness than the research progress of the limityang super king gentleman(shenyang university of building civil engineering college in shenyang, liaoning province 110168)pick to: at present in masonry structure design field, are based on standard of masonry wall, column high thickness of special wall than limits (with the mouth of the cave walls, take bizhu wall, since the main wall, core column wall) theory research has formed a comparatively perfect theory system anddesign method; however, with the development of society and the new wall materials, the emergence of the masonry structure design specification of the numerical hard to meet the requirements are given. through the research shows that regulate the high thickness are than the limit is not perfect theory system, just ensure masonry structure in the construction stage and use the phase stability of an important structural measures. this paper introduces the domestic present about masonry wall, column high thickness calculation theory research than the limit. finally discussed the existing problems and puts forward some problems in the future is worth studying.keywords: high thickness than limits and masonry structure, research progress中图分类号：tu365 文献标识码：a1 引言我国于2005年在全国范围内取缔烧结粘土砖。
欧美部分土木工程标准目录
欧美部分现行土木工程标准目录欧洲结构规范（Eurocode）美国土木工程师学会标准（ASCE）美国混凝土学会标准（ACI）美国垦务局设计标准及工程手册2016.10欧洲结构规范(Eurocodes)欧洲经济共同体委员会(EEC)编制了一套适用于欧洲的建筑和土木工程的标准，简称欧洲标准(Eurocodes),成为在工程建设领域中具有较大影响力的一套区域性国际标准。
欧洲结构标准共包括ENI990至EN1999的10个规范(含58个分册)。
其中，EN1990是结构设计基本原理，是欧洲结构规范纲领性的文件；EN1991是结构作用；与材料有关的规范为EN1992到EN1996以及EN1999；EN1997是岩土工程设计规范；EN1998是抗震设计规范。
美国土木工程师学会（ASCE）现行标准目录（2016）目前，美国土木工程师学会（ASCE）共发布有61个标准，这些标准是由各领域专家编写，通过ASCE标准委员会的程序，最终由美国国家标准学会批准。
ASCE的很多标准都是与其他学会共同制定的（如：EWRI -美国环境与水资源协会、SEI -美国科学工程学学会）。
ASCE标准均是按规定程序定期更新或重新确认的。
ASCE/COPRI 61-14 |桥台与码头的抗震设计ASCE/EWRI 60-12 |水资源共享协议制定指南ASCE/SEI 59-11 |建筑物防爆ASCE/T&DI/ICPI 58-10 |市政街道及道路混凝土路面的锁定结构设计ANSI/ASCE/EWRI 56-10和57-10 |公共供水工程物理安全指南和污水/雨水工程物理安全指南ASCE/SEI 55-10 |张拉膜结构ASCE/EWRI 54-10 |均质和各向同性饱和导水率地质统计学估算及块段平均指南ASCE/G-I 53-10 |压密注浆指南ASCE/SEI 52-10 I玻璃纤维增强塑料（FRP）管设计ASCE/EWRI 50-08和51-08 |利用拟合概率密度函数的饱和导水率指南及计算有效饱和导水率指南ASCE/SEI 49-12 |建筑物和其他结构的风洞试验ASCE/SEI 48-11 |钢传动杆结构设计ASCE/EWRI 45-05、46-05 和47-05 |城市雨水系统设计指南，城市雨水系统安装指南及城市雨水系统操作和维护指南ASCE/EWRI 44-13 |过冷雾消除项目设计和操作实践ASCE/SEI 43-05 |核设施内部结构、系统和部件的抗震设计标准ASCE/EWRI 42-04 |人工增雨项目设计和操作实践ASCE/SEI 41-13 |现有建筑物的抗震加固ASCE/EWRI 40-03 |河岸整治模型代码EWRI/ASCE 39-15 |防雹项目设计和操作实践CI/ASCE 38-02 |现有地下公共工程数据收集和说明指南SEI/ASCE 37-14 |施工过程中的结构设计荷载CI/ASCE 36-15 |微型隧道建设指南EWRI/ASCE 35-01 |安装微孔曝气设备的质量保证指南EWRI/ASCE 34-01 |地下水人工补给指南EWRI/ASCE 33-09 |跨国界河流水质管理综合协议SEI/ASCE 32-01 |浅地基防霜冻设计与施工ASCE/SEI 31-03 |现有建筑物的抗震评估SEI/ASCE 30-14 |建筑物围护结构评估指南ASCE/SEI/SFPE 29-05 |结构防火计算方法ASCE 28-00 |非开挖顶进施工中预制箱形混凝土截面设计惯例ASCE 27-00 |非开挖顶进施工中预制混凝土管设计惯例ASCE 26-97 |埋设预制箱形混凝土截面设计惯例ANSI/ASCE/SEI 25-06 |地震激发气体自动关闭装置ASCE/SEI 24-14 |防洪设计与施工SEI/ASCE 23-97 |腹板开洞结构钢梁技术要求ASCE/ANSI/T&DI 21.4-08 |旅客捷运系统标准，第4部分：安全；应急准备；系统验证和证明；操作、维护和培训；操作监控ASCE/ANSI/T&DI 21.3-08 |大众自动运输工具标准，第3部分：电气、车站、网关ASCE/ANSI/T&DI 21.2-08 |大众自动运输工具标准，第2部分：车辆、牵引和制动ANSI/ASCE/T&DI 21-13 |大众自动运输工具标准，第1部分ASCE 20-96 |桩基础设计和安装指南ASCE/SEI 19-10 |建筑物钢缆结构应用ASCE 18-96 |氧气传输过程中试验指南AF&PA/ASCE 16-95 I木工程施工荷载和阻力系数设计（LRFD）标准ASCE 15-98 |标准安装的埋设预制混凝土管道设计惯例ASCE/EWRI 12-05、13-05 和14-05 |城市地下排水系统设计指南，城市地下排水系统安装指南及城市地下排水系统操作和维护指南SEI/ASCE 11-99 |现有建筑物结构条件评估指南ASCE 10-97 |钢网架传输结构设计SEI/ASCE 08-02 |冷成型不锈钢结构构件设计规范ASCE/SEI 7-10 |建筑物及其他结构的最小设计荷载ASCE 5-11 and 6-11 |圬工结构物的规范要求ASCE 4-98 |与核结构安全相关的抗震分析和评论ANSI/ASCE 3-91和9-91 |复合板结构设计标准及复合板施工与检查实践ASCE/EWRI 2-06 |洁净水中氧气传输测量ANSI/ASCE 1-82 |与核安全相关的土工结构物的设计与分析指南美国混凝土协会（ACI）技术委员会文件目录美国混凝土协会（ACI）是世界领先的混凝土技术权威之一，致力于有关混凝土和钢筋混凝土结构设计、建造和保养技术的研究。