在多层建筑中，抵抗水平力成为确定和设计结构体系的关键问题。多层建筑中常用的结构体系有框架、剪力墙、框架-剪力墙以及它们的组合。多层建筑随着层数和高度的增加水平作用对多层建筑机构安全的控制作用更加显著，包括地震作用和风荷载，多层建筑的承载能力、抗侧刚度、抗震性能、材料用量和造价高低，与其所采用的机构体系又密切的相关。不同的结构体系，适用于不同的层数、高度和功能。框架结构体系是由梁、柱构件通过节点连接构成，既承受竖向荷载，也承受水平荷载的结构体系。这种体系适用于多层建筑及高度不大的多层建筑。本建筑采用的是框架结构体系，框架结构的优点是建筑平面布置灵活，框架结构可通过合理的设计，使之具有良好的抗震性能；框架结构构件类型少，易于标准化、定型化；可以采用预制构件，也易于采用定型模板而做成现浇结构，本建筑采用的现浇结构。

由于本次设计是教学楼设计，要求有灵活的空间布置，和较高的抗震等级，故采用钢筋混凝土框架结构体系。

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内容简介：: xx科技学院毕业设计（论文）开题报告表课题名称郑州大学材料工程学院教学楼方案（一）课题来源教师拟定课题类型AY指导教师学生姓名专业土木工程学号一、调研资料的准备在接到毕业设计任务书以后，通过网络、图书馆及建筑书店收集了多方面的设计资料，了解了更多的关于钢筋混凝土框架结构和平面设计的知识，熟悉钢筋混凝土框架结构和平面布置的优缺点和平面设计对房间功能的影响等。郑州大学材料工程学院教学楼采用现浇钢筋混凝土多层框架结构，总建筑面积4500m2左右；层数主体4层，局部可为5层，层高3.63.9m，底层门厅可为4.2m，阶梯教室层高4.8m。调研资料如下:1 惠宽堂，曹勇 .土木工程专业英语S.北京：中国建筑工业出版社，2006.2 何斌，陈锦昌 .建筑工程制图第四版M.北京：高等教育出版社，2001.3 GB/T 500012001，房屋建筑制图统一标准.北京：中国建筑工业出版社，20024 张来仪，景瑞. 结构力学上册S.北京：中国建筑工业出版社，1997.5 GB 500092001，建筑结构荷载规范S.北京：中国建筑工业出版社，2002.6 GJBT 61103G101-2003,国家建筑标准设计图集.北京：中国计划出版社，2006.7 GBJ 1687（2001修订版）, 建筑设计防火规范.北京：中国建筑工业出版社，2001.8 GB500112001，建筑抗震设计规范S.北京：中国建筑工业出版社，2001.9 龚恩礼.建筑抗震设计手册M.北京：中国建筑工业出版社，2002.10 梁兴文，史庆轩.土木工程专业毕业设计指导M.北京：科学出版社，2002.11 沈蒲生，苏三庆.高等学校建筑工程专业毕业设计指导M.北京：中国建筑工业出版社，2006.（说明：相关教材、现行设计规范与标准、相关设计手册、资料集、标准图集等都可以，各个同学不要重复，具体1、相关教材：建筑制图、房屋建筑学、建筑构造、结构力学、混凝土结构、土力学地基与基础、多层与高层结构设计、建筑结构抗震设计等；2、规范标准类：建筑制图标准、民用建筑设计防火规范、建筑结构荷载规范、混凝土结构设计规范、砌体结构设计规范、建筑地基基础设计规范、结构抗震设计规范、国家建筑标准设计图集、中南地区通用建筑标准设计图集、河南省通用建筑标准设计图集等；3、设计手册、资料集类：建筑结构静力计算手册、混凝土结构构造手册、工民建专业毕业设计指南、建筑结构设计综合手册、建筑设计资料集（第二版）、建筑构造资料集等。）二、设计的目的与要求1、设计的目的进一步加强对我们创新精神和实践能力的综合训练，培养我们综合运用所学理论、知识和技能，解决较复杂问题的能力，使我们深化对所修学科专业的认识，提高其从事本专业实际工作和研究工作的基本能力。2、设计的要求设计应充分体现综合性、创新性、科学性、实践性的总体目标要求。具体要求如下：（1）建筑设计：根据各设计项目的使用要求，配合结构体系，确定建筑底层平面布置，单元平面布置，标准层平面布置及立面环境协调。（2）结构设计：配合建筑设计方案，考虑经济实用，确定结构体系及柱、梁、板的尺寸和布置。并据此进行结构和构件的计算、剖面的处理。应尽量做到平面布置紧凑合理，使用方便，立面处理简洁、大方、美观。（3）设计图纸：设计的图纸要求表达正确，图面应布局合理、正确清晰、符合制图标准及有关规定，主要图纸应基本达到施工图深度。三、设计的思路与预期成果1、设计思路：（1）在相关规定和规范下，尽可能创新建筑设计和结构设计方案（2）掌握建筑设计与结构设计全过程、设计基本步骤和设计方法；（3）认真考虑影响设计的各项因素，处理好建筑与结构的整体和细部的关系；（4）选择合理的结构型式、结构体系和进行结构布置，掌握框架结构的基本计算方法；（5）掌握钢筋混凝土结构构件的基本构造要求及抗震设计要求；（6）了解和掌握与本设计有关的最新设计规范，并能在设计中正确运用。（7）把老师指导与自己的思考和查阅有关资料结合起来是解决思路的关键。2、设计预期成果预期成果应包括文献综述（不少于3000字）、文献翻译（不少于3000字）、设计说明书与图纸4部分内容。毕业设计说明书应包括与设计有关的阐述说明及计算，要求内容完整、计算准确、简洁明了、文字通顺、书写工整、装订整齐；字数应不少于8000字，包括目录、前言、正文、参考文献及附录等。图纸应包括建筑设计图与结构设计图，图面应布局合理、正确清晰、符合制图标准及有关规定，主要图纸应基本达到施工图深度；图纸数量一般为12张（按A2号图计），比例一般为1：1001：200，详图可采用1：1050。建筑图应包括设计说明、门窗表、建筑平面图（首层、标准层与顶层）；立面图、剖面图（见楼梯）、楼梯平面及剖面图；节点构造详图等内容。结构图应包括框架、梁、柱、板配筋图、楼梯平面及配筋图、节点详图等内容。四、任务完成的阶段内容及时间安排1、第八学期1-2周完成毕业调研与文献检索2、第八学期3-4周完成论文翻译与开题3、第八学期5-6周完成建筑的初步设计方案4、第八学期7-10周完成结构计算5、第八学期11-12周完成设计说明（可换成日期的形式填写）五、完成设计所具备的条件因素：设计方面的有关规范标准，根据教师提供的参考资料在图书馆查寻，在设计过程中遇到的疑难问题向老师请教或者同学们共同讨论。另外，工学院实验室有AutoCAD、天正、PKPM等建筑软件，充分保证了我们毕业设计的顺利进行。指导老师签名: 日期：课题来源：（1）教师拟订（2）学生建议（3）企业和社会征集（4）科研单位提供课题类型：（1）A-工程设计；B-技术开发；C-软件工程；D-理论研究；E-调研报告（2）X-真实课题；Y-模拟课题；Z-虚拟课题要求（1）、（2）均要填，如AX、BX等单位代码学号分类号密级毕业设计开题报告院（系）名称工学院建筑系专业名称土木工程学生姓名指导教师 2013年2月26日单位代码学号分类号密级毕业设计文献综述院（系）名称工学院建筑系专业名称土木工程学生姓名指导教师 2013年5月10日 xx科技学院毕业设计(文献综述) 第 5 页文献综述1 前言进入21世纪以来，世界各地的钢筋混凝土多层框架结构的发展很快。而对于建筑评估要从它的使用性，耐久性以及稳定性等方面进行。而现在运用最多的要数框架结构。因为框架结构有着很多优点：承载力大、结构自重轻、抗震性能好、造价低、材料来源广泛、耐火性好、结构刚度大、使用维修费用低等。与其他结构相比框架结构有很大的优越性，如在合理的高度和层数的情况下，框架结构能够提供较大的建筑空间，其平面布置比较的灵活，可适合多种工艺与使用功能的要求。2 正文2.1框架结构布置原则1结构平面形状和里面体型宜简单、规则，使各部分均匀对称，减少结构产生扭转的可能性2控制结构高宽比，以减少水平荷载下的侧移。3尽量统一柱网及层高，以减少构件种类规格，简化设计及施工。2.2设计构造方面的要求1框架节点核芯区箍筋配置应满足要求对于规范中规定的框架柱箍筋加密区的箍筋最小体积配箍率的要求，绝大部分设计人员都能给予足够的重视，但对于建筑抗震设计规范（GB50011-2001）中规定的“一、二、三级框架节点核芯区配箍特征值分别不宜小于0.12、0.10、0.08且体积配箍率分别不宜小于0.6、0.5，0.4。”设计中经常被忽视，尤其是柱轴压比不大时，常常不满足要求。这一规定是保证节点核芯区延性的重要构造措施，应严格遵守。 2 底层框架柱箍筋加密区范围应满足要求建筑抗震设计规范（GB50011-2001）中规定：“底层柱，柱根处箍筋加密区范围为不小于柱净高的1/3”这是新增加的要求，设计中应重点说明。3 框架梁的纵向配筋率应注意。建筑抗震设计规范（GB50011一2001）中规定：“当框架梁梁端纵向受拉钢筋配筋率大于2%时，梁箍筋最小直径的数值应比表6.3.3中规定的数值增大2mm。”在目前设计中，这一规定常被忽视，造成梁端延性不足。4框架梁上部纵筋端部水平锚固长度应满足要求。混凝土结构设计规范（GB50010-2002）中规定：“框架端节点处，当框架梁上都纵筋水平直线段锚固长度不足时，应伸至柱外边并向下弯折，弯折前的水平投影长度不应小于0.4LaE。”当框架柱截面尺寸小于400400mm时，应注意梁上部纵筋直径的选择，否则这一项要求不容易得到保证。2.3 梁的钢筋配置应符合下列要求1粱端纵向受拉钢筋的配筋率不应大于2.5%。且计入受压钢筋的梁端混凝土受压区高度和有效高度之比，一级不应大于0.25.二、三级不应大于0.35.2梁端截面的底面和顶面纵向钢筋的配筋量的比值，除按计算确定外，一级小应小于0.5，二、三级不应小于0.3。3梁端箍筋加密区的长度、箍筋最大间距和最小直径应按表12-29采用，当梁端纵向受拉钢筋配筋率大于2%时，表中箍筋最小直径数值应增大2mm.2.4 各层的结构布置图 1预制板的布置(板的选用、板缝尺寸及配筋)。标注预制板的块数和类型时, 不要采用对角线的形式。因为此种方法易造成线的交叉, 宜采用水平线或垂直线的方法, 相同类型的房间直接标房间类型号。应全楼统一编号，可减少设计工作量，也方便施工人员看图。板缝尽量为40, 此种板缝可不配筋或加一根筋。布板时从房间里面往外布板, 尽量采用宽板, 现浇板带留在靠窗处, 现浇板带宽最好200(考虑水暖的立管穿板)。如果构造上要求有整浇层时, 板缝应大于60。整浇层厚50, 配双向6250, 混凝土C20。纯框架结构一般不需要加整浇层。构造柱处不得布预制板。地下车库由于防火要求不可用预制板。框架结构不宜使用长向板，否则长向板与框架梁平行相接处易出现裂缝。建议使用PMCAD的人工布板功能布预制板，自动布板可能不能满足用户的施工图要求，仅能满足定义荷载传递路线的要求。对楼层净高很敏感、跨度超过6.9米或不符合模数时可采用SP板，SP板120厚可做到7.2米跨。 2.现浇板的配筋(板上、下钢筋，板厚尺寸)。板厚一般取120、140、160、180四种尺寸或120、150、180三种尺寸。尽量用二级钢包括直径10（目前供货较少）的二级钢，直径12的受力钢筋，除吊钩外，不得采用一级钢。钢筋宜大直径大间距，但间距不大于200，间距尽量用200。(一般跨度小于6.6米的板的裂缝均可满足要求)。跨度小于2米的板上部钢筋不必断开，钢筋也可不画，仅说明钢筋为双向双排8200。板上下钢筋间距宜相等，直径可不同，但钢筋直径类型也不宜过多。顶层及考虑抗裂时板上筋可不断，或50%连通，较大处附加钢筋，拉通筋均应按受拉搭接钢筋。板配筋相同时，仅标出板号即可。一般可将板的下部筋相同和部分上部筋相同的板编为一个板号，将不相同的上部筋画在图上。当板的形状不同但配筋相同时也可编为一个板号。应全楼统一编号。当考虑穿电线管时，板厚120，不采用薄板加垫层的做法。电的管井电线引出处的板，因电线管过多有可能要加大板厚至180（考虑四层32的钢管叠加）。宜尽量用大跨度板，不在房间内(尤其是住宅)加次梁。说明分布筋为6250，温度影响较大处可为8200。板顶标高不同时，板的上筋应分开或倾斜通过。现浇挑板阳角加辐射状附加筋(包括内墙上的阳角)。现浇挑板阴角的板下宜加斜筋。顶层应建议甲方采用现浇楼板，以利防水，并加强结构的整体性及方便装饰性挑沿的稳定。外露的挑沿、雨罩、挑廊应每隔1015米设一10mm的缝，钢筋不断。尽量采用现浇板，不采用予制板加整浇层方案。卫生间做法可为70厚 10高差(取消垫层)。8米以下的板均可以采用非预应力板。L、T或十字形建筑平面的阴角处附近的板应现浇并加厚，双向双排配筋，并附加45度的4根16的抗拉筋。现浇板的配筋建议采用PMCAO软件自动生成，一可加快速度，二来尽量减小笔误。自动生成楼板配筋时建议不对钢筋编号，因工程较大时可能编出上百个钢筋号，查找困难，如果要编号，编号不应出房间。配筋计算时，可考虑塑性内力重分布，将板上筋乘以0.80.9的折减系数，将板下筋乘以1.11.2的放大系数。值得注意的是，按弹性计算的双向板钢筋是板某几处的最大值，按此配筋是偏于保守的，不必再人为放大。支承在外圈框架梁上的板负筋不宜过大，否则将对梁产生过大的附加扭距。一般：板厚150时采用10200；否则用8200。PMCAD生成的板配筋图应注意以下几点：1.单向板是按塑性计算的，而双向板按弹性计算，宜改成一种计算方法。2.当厚板与薄板相接时，薄板支座按固定端考虑是适当的，但厚板就不合适，宜减小厚板支座配筋，增大跨中配筋。3.非矩形板宜减小支座配筋，增大跨中配筋。4.房间边数过多或凹形板应采用有限元程序验算其配筋。PMCAD生成的板配筋图为PM?.T。板一般可按塑性计算，尤其是基础底板和人防结构。但结构自防水、不允许出现裂缝和对防水要求严格的建筑, 如坡、平屋顶、橱厕、配电间等应采用弹性计算。室内轻隔墙下一般不应加粗钢筋，一是轻隔墙有可能移位，二是板整体受力，应整体提高板的配筋。只有垂直单向板长边的不可能移位的隔墙，如厕所与其他房间的隔墙下才可以加粗钢筋。坡屋顶板为偏拉构件，应双向双排配筋。 3.关于过梁布置及轻隔墙。现在框架填充墙一般为轻墙，过梁一般不采用预制混凝土过梁，而是现浇梁带。应注明采用的轻墙的做法及图集，如北京地区的京94SJ19，并注明过梁的补充筋。当过梁与柱或构造柱相接时，柱应甩筋，过梁现浇。不建议采用加气混凝土做围护墙，装修难做并不能用在厕所处。 4.雨蓬、阳台、挑檐布置和其剖面详图。注意：雨棚和阳台的竖板现浇时，最小厚度应为80，否则难以施工。竖筋应放在板中部。当做双排筋时，高度900时，最小板厚120。阳台的竖板应尽量现浇，预制挡板的相交处极易裂缝。雨棚和阳台上有斜的装饰板时，板的钢筋放斜板的上面，并通过水平挑板的下部锚入墙体圈梁（即挑板双层布筋)。两侧的封板可采用泰柏板封堵，钢筋与泰柏板的钢丝焊接，不必采用混凝土结构。挑板挑出长度大于2米时宜配置板下构造筋，较长外露挑板（包括竖板）宜配温度筋。挑板内跨板上筋长度应大于等于挑板出挑长度，尤其是挑板端部有集中荷载时。内挑板端部宜加小竖沿，防止清扫时灰尘落下。当顶层阳台的雨搭为无组织排水时，雨搭出挑长度应大于其下阳台出挑长度100，顶层阳台必须设雨搭。挑板配筋应有余地，并应采用大直径大间距钢筋，给工人以下脚的地方，防止踩弯。挑板内跨板跨度较小，跨中可能出现负弯距，应将挑板支座的负筋伸过全跨。挑板端部板上筋通常兜一圈向上，但当钢筋直径大于等于12时是难以施工的，应另加筋。 5.楼梯布置。采用X型斜线表示楼梯间，并注明楼梯间另详。尽量用板式楼梯，方便设计及施工，也较美观。 6.板顶标高。可在图名下说明大多数的板厚及板顶标高，厨厕及其它特殊处在其房间上另外标明。 7.梁布置及其编号，应按层编号，如L-1-XX，1指1层，XX为梁的编号。柱布置及编号。 8.板上开洞(厨、厕、电气及设备)洞口尺寸及其附加筋，附加筋不必一定锚入板支座，从洞边锚入La即可。板上开洞的附加筋，如果洞口处板仅有正弯距，可只在板下加筋；否则应在板上下均加附加筋。留筋后浇的板宜用虚线表示其范围，并注明用提高一级的膨胀混凝土浇筑。未浇筑前应采取有效支承措施。住宅跃层楼梯在楼板上所开大洞，周边不宜加梁，应采用有限元程序计算板的内力和配筋。板适当加厚, 洞边加暗梁。 9.屋面上人孔、通气孔位置及详图。 10.在平面图上不能表达清楚的细节要加剖面，可在建筑墙体剖面做法的基础上，对应画结构详图。 2.5地基基础设计地基处理是指对建筑物和设备的基础下的受力层进行提高其强度和稳定性的强化处理。处理地基的方法有很多，其中包括孔内深层强夯法、换填垫层法、强夯法、砂石桩法、振冲法、水泥土搅拌法、高压喷射注浆法、预压法、夯实水泥土桩法、灰土挤密桩法和土挤密桩法、柱锤冲扩桩法、单液硅化法和碱液法等。随着科技的发展地基处理技术及加固技术已经不断地更新更符合当代建筑发展的需要。地基基础设计历来是建筑工程结构设计的重要内容,施工中问题较多的也往往是地下部分。对于地基基础设计中我们应从地下室底板的受力、静压桩的适用性、多高层建筑的沉降控制、基础的倾斜与偏心、沉降控制复合桩基的适用条件等问题进行设计并且实施研究。对于钢筋混凝土框架结构柱下扩展基础较宽或地基不均匀及地基较软时宜采用柱下条基；建筑地段较好、基础埋深大于3m时，应建议做地下室；地下室外墙为混凝土时，相应的楼层处梁和基础梁可取消；抗震缝、伸缩缝在地面以下可不设，连接处应加强但沉降缝两侧墙体基础一定要分开。2.6结构的抗震设计原则选择建筑场地时，应根据工程需要和地震活动情况、工程地质和地震地质的有关资料，对抗震有利、不利和危险地段做出评估。宜选择对建筑抗战有利的地段，避开对建筑抗震不利的地段，严禁在危险地段改造甲、乙类建筑，不应建造丙类建筑。抗震危险地段指地震是可能发生滑坡，崩塌，地陷，地裂，泥石流等地段，以及断裂带在地震是可能发生地表错位的部位。抗震不利地段，一般指软土、液化土、条状突出的山嘴、非均匀的陡峭、河岸和边坡的边缘。对于框架结构来说结构的抗震性能不容忽视。从我国现行的抗震设计规范来讲，建筑抗震设计从方法上可分为两个部分，即计算设计和概念设计，抗震概念设计是指从宏观上对房屋结构做合理的选型、规划和布置，选用合格的材料，采取有效的构造措施，以达到抗震设计的目的。对于钢筋混凝土框架结构，概念设计的原则有：1.结构抗震设计和构造措施应该按抗震等级划分；2.抗震结构宜有多道抗震防线，并合理设计各道防震线的防震性能；3.框架结构平面和立面形状要规正，避免过大的外伸和内收，结构竖向刚度和强度尽量要均匀，防止变形集中；4.框架结构设计要做到“强柱弱梁”，使结构整体延性增强，提高变形和耗能能力；5.框架结构节点强度一定要比构件强度强，是结构在地震作用下，节点有很好的约束和连接作用；6.框架结构的梁、柱设计应做到“强剪弱弯”，提高构件延性，减少脆性破坏发生的可能性。3总结综上所述，框架机、结构构具有很多其他结构体系所不具有的优点，满足了人们不断追求使用个性化和功能化的要求。随着社会科学技术的不断发展和人们物质生活水平的提高，框架结构(住宅、公共建筑，厂房)将会得到较大发展。于我来说,在做毕业设计时,要根据规范以及实际的环境,选取构件参数和设计参数.此外,还要多了解一些结构细部构造等设计.通过查看抗震等规范,建筑杂志等文献资料,对建筑结构的设计有一个具体的认识。通过毕业设计的机会，完整的进行一次锻炼，考虑周全，使毕业设计满足各方面的要求，为以后工作打下坚实的基础。参考文献1 筑结构荷载规范 (GB 50009-2001) 中国建筑工业出版社2 建筑地基基础设计规范 (GB50007-2002) 中国建筑工业出版社 3 建筑抗震设计规范 (GB50011-2001) 中国建筑工业出版社 4 混凝土结构设计规范 (GB50010-2002) 中国建筑工业出版社5 建筑结构制图标准 (GB /T50105-0009-2001) 中国建筑工业出版社6 砌体结构设计规范 (GB50003-2001) 中国建筑工业出版社 7 多层及高层建筑结构空间有限元分析与设计软件-SATWE8 吴培明，彭少民.混凝土结构（上、下）M.武汉：武汉理工大学出版社，20049 刘立新.砌体结构M. 武汉：武汉理工大学出版社，200310 赵明华.土力学与地基基础M. 武汉：武汉理工大学出版社，200211 赵西安.钢筋混凝土高层建筑结构设计M.北京：中国建筑工业出版社，2000 12 PMCAD用户手册及技术条件M .北京：中国建筑科学研究院PKPM CAD工程部13 PK用户手册及技术条件M.北京：中国建筑科学研究院PKPM CAD工程部14 SATWE用户手册及技术条件M.北京：中国建筑科学研究院PKPM CAD工程部15李国胜.多高层钢筋混凝土结构设计中疑难问题的处理及算例M.北京：中国建筑工业出版社，2004.16髙立人，方鄂华，钱稼茹.高层建筑结构概念设计. 北京：中国计划出版社，2005.17 Kazou Inoue. Stiffening requirements for unbonded braces encased in concrete planelsJ.Journalof Stuctural Engineering,2001,(6);715-719 18 Shunsuke Otani. Earthquake resistant design of reinforced concrete buildings-past and futureJ.Journal ofAdvanced Concrete Technology,2004, 2(1):3-24 The frame structure anti- earthquake concept designThe disaster has an earthquake dashing forward sending out nature, may forecast nature very low so far, bring about loss for human society is that the natural disaster of all kinds is hit by one of the gravest disaster gravely. In the light of now available our country science level and economy condition, correct the target building seismic resistance having brought forward three standards fortification, be that generally, the what be spoken small earthquake shocks does not but constructs in the dirty trick, big earthquakes do not fall . That generally, what be talked small shocks in the earthquake, big earthquakes refer to respectively is intensity exceed probability in 50 fortifying for 3%s 63% , 10% , 2 being more is caught in an earthquake, earthquake , rare Yu earthquake. Since building the astigmatic design complexity, in actual project, anti-knock conceptual design appears especially important right away. It includes the following content mainly: Architectural design should pay attention to the architectural systematic ness; Choose rational building structure system; the tensile resisting inclining force structure and the component is designed. That the ability designs law is the main content that the structure denasality designs includes standard our country internal force adjustment and structure two aspect. It is twenty centuries seventies later stage , reinforced concrete structure brought forward by famous New Zealand scholar T.Paulay and Park has sufficient tonsillitis method under the force designing an earthquake chooses value is prejudiced low situationW.hose core thought is: The beam cuts organization or the beam column cuts organization by the fact that the strong weak post beam guides structure to take form; Avoid structure by strong weak scissors turn before reach estimate that shearing happened in the denasality in the ability front destroy; Turn an ability and consume an ability by the fact that necessary structure measure makes the location may form the plasticity hinge have the necessary plasticity. Make structure have the necessary tonsillitis from all above three aspect guarantee. That framed structure is the common structure form, whose senility certainly designs that, is to embody from about this three aspect also mainly.1, Strong pillar weak beamDriving force reaction analysis indicates structure; architectural deformability is connected with to destroying mechanism. Common have three kinds models consume energy organization , beam hinge organization “, post hinge organization “, beam column hinge organization .Beam hinge organization and beam column hinge organization Lang Xian knuckle under , may let the entire frame have distribution and energy consumption heavier than big internal forces ability, limit tier displacement is big , plasticity hinge quantity is many , the hinge does not lose efficacy but the structure entirety does not lose efficacy because of individual plasticity. The as a result anti-knock function is easy to be that the armored concrete is ideal consume energy organization. Being that our country norm adopts allows a pillar , the shearing force wall puts up the hinge beam column hinge scheme, taking place adopting strong relative weak post beam measure , postponing a pillar cuts time. Weak tier of post hinge organization possibility appear on unable complete trouble shooting but , require that the axis pressure restricting a pillar compares as a result, architectural weakness prevents necessary time from appearing tier by the fact that Cheng analysis law judges now and then, post hinge organization. Are that V. I. P. is to enhance the pillar bending resistance , guidance holds in the beam appear first, the plasticity cuts our strong common weak post beam adjustment measure. Before plasticity hinge appearing on structure, structure component Yin La District concrete dehiscence and pressure area concrete mistake elasticity character, every component stiffness reduces a reinforced bar will do with the cementation degeneration between the concrete. That stiffness reduces a beam is relatively graver than accepting the pillar pressing on , structure enhances from initial shearing type deformation to curved scissors shape deformation transition , curved post inner regulation proportion really more curved than beam; The at the same time architectural period is lengthened, size affecting the participation modulus shaking a type respectively to structures; Change happened in the earthquake force modulus , lead to the part pillar bend regulation enhancing, feasible beam reality knuckles under intensity rise , the post inner bends regulation when plasticity hinge appearing on thereby feasible beam enhancing since structure cause and the people who designs the middle reinforced bars are to enhance. And after plasticity hinge appearing on structure, same existence having above-mentioned cause, structure knuckles under mistake elasticity in the day after tomorrow process being that process , post that the earthquake enhances strenuously further bend regulation enhancing with earthquake force but enhance. The force arouses an earthquake overturn force moment having changed the actual post inner axis force. We knuckle under the ability lessening than axis pressure in standardizing being limited to be able to ensure that the pillar also can lead to a pillar in big the bias voltage range inner , axis force diminution like value. The anti-knock norm is stipulated: Except that the frame top storey and post axis pressure are compared to the strut beam and frame pillar being smaller than 0.15 person and frame, post holds curved regulation designing that value should accord with difference being ， that first order takes 1.4 , the two stage takes 1.2 , grade-three takes 1.1. 9 degree and one step of framed structure still responds to coincidence, ，intensity standard value ascertains that according to matching reinforced bar area and material really. The bottom post axis is strenuously big, the ability that the plasticity rotates dispatches, be that pressure collapses after avoiding a foot stall producing a hinge, one, two, three steps of framed structure bottom, post holds cross section constituting curved regulation designing that value takes advantage of that 1.5, 1.25 compose in reply 1.15 in order to enhancing a modulus respectively. Combination of the corner post adjustment queen bends regulation still should take advantage of that not to be smaller than 1.10s modular. Curved regulation designs that value carries out adjustment to one-level anti-knock grade shearing force wall limb cross section combination , force the plasticity hinge to appear to reinforce location in the wall limb bottom, the bottom reinforces location and all above layer of curved regulation designing that value takes wall limb bottom cross section constituting curved regulation designing value , other location multiplies 1.2s by to enhance a modulus. Prop up anti-knock wall structure to part frame, bottom-end , whose curved combination regulation design value respond to one, two steps of frame pillars post upper end and bottom post take advantage of that 1.5 composes in reply 1.25 in order to enhancing a modulus respectively. All above strong weak post beam” adjustment measure, reaction analysis indicates , big satisfied fundamental earthquakes demand no upside down course nonlinearity driving force. Reinforced bar spending area, the beam in 7 is controlled from gravity load, the post reinforced bar matches tendon rates basically from the minimum under the control of. Have enhanced post Liana Xiang all round resisting the curved ability. At the same time, 7 degree of area exactly curved regulation plasticity hinge appears on disaster very much, plays arrive at advantageous role to fighting against big earthquakes. In 9 degree of area, adopt reality to match reinforced bar area and material bending regulation within intensity standard value calculation post, structural beam reinforced bar enhancing same lead to enhancing bending regulation within post designing value, under importing in many waves, the beam holds the plasticity hinge rotating developing greatly, more sufficient, post holds the plasticity hinge developing insufficiency, rotate less. Design demand with the beam. Reaction and 9 degree are about the same to 8 degree of area , whose big earthquake displacement , that post holds the plasticity hinge is bigger than rotating 9 degree much but, the beam holds the plasticity hinge appearing sufficient but rotate small, as a result strong weak post beam effect is not obvious , curved regulation enhances a modulus ought to take 1.35 , this waits for improving and perfecting going a step further when the grade suggesting that 8 degree of two stage is anti-knock in connection with the expert.2, Strong shear weak curvedStrong weak scissors turn” is that the plasticity cuts cross section for guarantee on reach anticipate that shearing happened in the mistake elastic-deformation prior to destroy. As far as common structure be concerned, main behaviors holds in the beam, post holds, the shearing force wall bottom reinforces area , shearing force wall entrance to a cave company beam tools , beam column node core area. Show mainly with being not that seismic resistance is compared with each other, strengthening measure in improving the effect shearing force; Aspect adjusting a shear bearing the weight of two forces.1) effect shearing forceOne, two, three-level frame beam and anti-knock wall middle stride over high ratio greater than 2.5 company beam, shearing force design value among them, first order choose 1.3, two stage choose 1.2, three-level choose 1.1, first order framed structure and 9 Due Shan respond to coincidence. Coincidence one, two, three steps of frame post and frame pillar , shearing force being designed being worth taking 1.4 among them, one step , taking 1.2, three steps of take 1.1 , one-level framed structure and 9 Due Shank two steps responding to. One, two, three steps of anti-knock walls bottom reinforces location the shearing force designs that value is among them , first order takes 1.6 , the two stage takes 1.4 , grade-three takes 1.2, 9 Dud Shank respond to coincidence. The node core area seismic resistance the beam column node , one, two steps of anti-knock grades are carried out is born the weight of force checking calculation by the scissors , should accord with anti-knock structure measure about 3 step, correct 9 degree of fortify and one-level anti-knock grade framed structure, think to the beam end the plasticity hinge already appears , the node shearing force holds reality completely from the beam knuckling under curved regulation decision , hold reality according to the beam matching reinforced bar covering an area of the growing modulus that intensity standard value calculation, takes advantage of that at the same time with 1.15 with material. Other first order holds curved regulation according to the beam designing that value secretly schemes against , the shearing force enhances a modulus being 1.35 , the two stage is 1.2.2) Shear formula The continuous beam of armored concrete and the cantilever beam are born the weight of at home and abroad under low repeated cycle load effect by the scissors the force experiment indicates the main cause pooling efforts and reducing even if tendon dowel force lessening is that the beam is born the weight of a force by the scissors, concrete scissors pressure area lessening shearing an intensity, tilted rift room aggregate bite. Scissors bear the weight of a norm to the concrete accepting descending strenuously being 60% be not anti-knock, the reinforced bar item does not reduce. By the same token, the experiment indicates to insisting to intimidate post with that the force is born the weight of by the scissors, loading makes post the force be born the weight of by the scissors reducing 10% again and again 30%, the item arouses , adopts practice identical with the beam mainly from the concrete. The experiment is indicated to shearing force wall, whose repeated loading breaks the subtraction modulus up than monotony increases be loaded with force lessening is born the weight of by the scissors 15% 20%, adopts to be not that seismic resistance is born the weight of by the scissors energy times 0.8s. Two parts accept the pressure pole strenuously tilted from the concrete is born the weight of by the scissors and horizontal stirrup of beam column node seismic resistance cutting the expert who bears the weight of force composition , is connected with have given a relevance out formula.Tilted for preventing the beam , post , company beam , shearing force wall , node from happening pressure is destroyed, we have stipulated upper limits force upper limit to be born the weight of by the scissors , have stipulated to match hoop rates namely to accepting scissors cross section.Reaction analysis indicates strong weak curved scissors requests; all above measure satisfies basically by mistake elasticity driving force. The plasticity rotates because of anti-knock grade of two stage beam column under big earthquakes still very big , suggest that the shearing force enhances a modulus is bigger than having there is difference between one step unsuitably in connection with the expert, to the beam choose 1.25 is fairly good , ought to take 1.3 to post 1.35. Its the rationality taking value remains to be improved and perfected in going a step further.Require that explanatory being , the beam column node accept a force very complicated , need to ensure that beam column reinforced bar reliability in the node is anchoring , hold occurrence bending resistance at the same time in the beam column destroying front, shearing happened in the node destroy, whose essence should belong to strong weak curved scissors categories. The node carries out adjustment on one, two steps of anti-knock grades shearing force and, only, the person enhances a modulus be are minor than post, ratio post also holds structure measure a little weak. As a result , more strong node “statement, is not worth it encourage.3) Structure measure Structure measure is a beam, post, the shearing force wall plasticity cuts the guarantee that area asks to reach the plasticity that reality needs turning ability and consuming ability. Its strong with strong weak scissors turn , weak post beam correlates, a architectural denasality of guarantee.”Strong weak scissors turn is a prerequisite for ensuring that the plasticity hinge turns an ability and consumes an ability; Strict strong weak post beam degree, the measure affecting corresponding structure, if put strict strong weak post beam into practice, ensure that the pillar does not appear than the plasticity hinge, corresponding axis pressure waiting for structure measure to should be a little loose right away except the bottom. Our country adopts the strong relative weak post beam”, delays a pillar going beyond the hinge time, therefore needing to adopt stricter structure measure. the beam structure measure beam plasticity hinge cross section senility and many factors match tendon rates and the rise knuckling under an intensity but reduce in connection with cross section tensile, with the reinforced bar being pulled; The reinforced bar matches tendon rates and concrete intensity rise but improve with being pressed on, width enhances but enhances with cross section; Plasticity hinge area stirrup can guard against the pressure injustice releasing a tendon , improve concrete limit pressure strain , arrest tilted rift carrying out , fight against a shearing force , plasticity hinge deformation and consume an ability bring into full play, That deck-molding is stridden over is smaller than exceeding , shearing deformation proportion is increasingly big, the gentility destroying , using the tilted rift easy to happen reduces. The beam has led low even if the tendon matches hoop, the reinforced bar may knuckle under after Lang Kai cracks break up by pulling even. As a result, the norm matches tendon rates to the beam even if the tendon maximum matches tendon rates and minimum , the stirrup encryption District length , maximal spacing , minimal diameter , maximal limb lead all have strict regulations from when, volume matches hoop. Being bending regulation , the guarantee cross section denasality , holding to the beam possibly for the end fighting against a beam to pull the pressure reinforced bar area ratio make restrict. Stride over height at the same time, to minimal beam width, than, aspect ratio has done regulation. the post structure measure For post bending a type accepting the force component, axis pressure than to the denasality and consuming to be able to, nature effect is bigger. Destroy axis pressure than big bias voltages happened in the pillar hour, component deformation is big , gentility energy nature easy to only consume, reduces; Nature is growing with axis pressure than enhancing , consuming an energy, but the gentility sudden drop, moreover the stirrup diminishes to the gentility help. Readjust oneself to a certain extent to adopt the pillar, main guarantee its tonsillitis that the low earthquake designs strenuously, but consuming energy sex to second. The pressure ratio has made a norm to the axis restricting, can ensure that within big bias voltages range in general. Stirrup same get the strain arriving at big roles, restraining the longitudinal tendon, improving concrete pressure, deter the tilted rift from developing also to the denasality. Be to match tendon symmetrically like post, the person leads feeling bigger , as big , becoming deformed when the pillar knuckles under more even if the tendon matches tendon , the tensile finishes exceeding. As a result, the tendon minimum matches tendon rates, the stirrup encryption District length, maximal spacing, minimal diameter, maximal limb lead having made strict regulations out from when, and volume matches hoop to the pillar jumping. At the same time, aspect ratio , scissors to the pillar have stridden over a ratio , minimal altitude of cross section , width have done out regulation, to improve the anti-knock function. Node structure measureThe node is anchoring beam column reinforced bar area, effect is very big to structure function. Be under swear to act on earthquake and the vertical stroke to load, area provides necessary constraint to node core when node core area cuts pressure low than slanting, keep the node fundamental shear ability under disadvantageous condition, make a beam column anchoring even if the tendon is reliable, match hoop rates to node core area maximal spacing of stirrup, minimal diameter, volume having done out regulation. The beam column is main node structure measure content even if tendon reliability in the node is anchoring. Have standardized to beam tendon being hit by the node diameter; Release the anchoring length of tendon to the beam column; anchoring way all has detailed regulation.To sum up ,; Framed structure is to pass the design plan calculating and coming realize structure measure the ability running after beam hinge organization mainly thereby, realize the small earthquake shocks does not but constructs in the dirty trick, big earthquakes do not fall three standards to-en fortifying targets. References.框架结构抗震概念设计地震灾害具有突发性，至今可预报性很低，给人类社会造成的损失严重，是各类自然灾中最严重的灾害之一。我国根据现有的科学水平和经济条件，对建筑抗震提出了“三个水准”的设防目标，即通常所说的“小震不坏，中震可修，大震不倒”。通常所讲的小震、中震、大震分别指的是50年超越概率为63%，10%，23%的多遇地震、设防烈度地震、罕遇地震。由于建筑抗震设计的复杂性，在实际工程中抗震概念设计就显得尤为重要。它主要包括以下内容：建筑设计应注意结构的规则性；选择合理的建筑结构体系；抗侧力结构和构件的延性设计。能力设计法是结构延性设计的主要内容，包括我国规范的内力调整和构造两个方面。它是二十世纪70年代后期，新西兰知名学者T.Paulay和Park提出的钢筋混凝土结构在设计地震力取值偏低的情况下具有足够延性的方法。其核心思想为：通过“强柱弱梁”引导结构形成“梁铰机构”或者“梁柱铰机构”；通过“强剪弱弯”避免结构在达到预计延性能力前发生剪切破坏；通过必要构造措施使可能形成塑性铰的部位具有必要的塑性转动能力和耗能能力。从以上三个方面保证使结构具有必要的延性。框架结构作为常见的结构形式，当然其延性设计也主要是从这三个方面来体现的。1、强柱弱梁结构动力反应分析表明，结构的变形能力和破坏机制有关。常见有三种典型的耗能机构，“梁铰机构”、“柱铰机构”、“梁柱铰机构”。“梁铰机构” 和“梁柱铰机构”的梁先屈服，可使整个框架有较大的内力重分布和能量消耗能力，极限层间位移大，塑性铰数量多，不因个别塑性铰失效而结构整体失效。因而抗震性能好，是钢筋混凝土理想的耗能机构。我国规范采用的是允许柱子、剪力墙出铰的梁柱铰方案，采取相对的“强柱弱梁”措施，推迟柱子的出铰时间。但不能完全排除出现薄弱层的柱铰机构的可能性，因而需要限制柱子的轴压比，必要时通过时程分析法判断结构的薄弱层，防止出现柱铰机构。我们常见的“强柱弱梁”

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