• 3.29 MB
  • 75页

层剪力墙板式住宅毕业设计

  • 75页
  • 当前文档由用户上传发布,收益归属用户
  1. 1、本文档共5页,可阅读全部内容。
  2. 2、本文档内容版权归属内容提供方,所产生的收益全部归内容提供方所有。如果您对本文有版权争议,可选择认领,认领后既往收益都归您。
  3. 3、本文档由用户上传,本站不保证质量和数量令人满意,可能有诸多瑕疵,付费之前,请仔细先通过免费阅读内容等途径辨别内容交易风险。如存在严重挂羊头卖狗肉之情形,可联系本站下载客服投诉处理。
  4. 文档侵权举报电话:19940600175。
'*******本科生毕业设计(论文)专业代做土木毕业设计,也有300多套现成的设计(往届的优秀设计);代写代发土木文章(职称论文、工程硕士及硕士博士论文);专利等都可以!有这方面的需要的可以联系我!电话:18004593668QQ:316525616(毕设)QQ:1102830630(文章)祝好!此广告常年有效。但由于工作地点的更换,手机号以后可能会换,但QQ号是一直在用。摘要本设计为高层板式住宅,位于绥化市,共十三层,三个单元,总建筑面积为8758.25m²。本设计包括建筑设计和结构设计两部分。建筑设计部分包括总体布局,平面与垂直交通、建筑物朝向,户型选择以及防火和疏散要求。主要进行了平面布局设计、立面设计、剖面设计以及防火和疏散设计。该设计力求平面布局合理、立面简洁大方,满足功能要求。结构设计部分,采用剪力墙结构体系。主要包括荷载计算(重力荷载、风荷载、水平地震作用)、剪力墙、楼板,以及基础的内力计算和配筋,在结构计算中,水平地震作用采用底部剪力法。在荷载内力计算的基础上,进行了内力组合,取最不利内力进行了配筋计算。在配筋计算中,考虑了构造和抗震要求,并进行了相应的构造配筋,计算结果准确。该设计平面布局合理、满足功能要求。结构计算较全面、详实。满足设计任务书的要求。关键词:高层住宅;结构设计;剪力墙;荷载计算;IV *******本科生毕业设计(论文)AbstractThisdesignisahigh-riseresidentialbuildinginSuiHuacity,calledtheapartmentofboardstylebuildings.Itsmainbodyis13storeyswiththreeunitsThewholeareaofthisbuildingare8758.25m2.Thedesignincludestwochapters,architecturedesignandstructuraldesign.Thearchitecturaldesignpartincludingtheentiredistribution,theplaneandtheverticaltransportation,thebuildingfaces,householdchoiceaswellasfireprotectionanddispersalrequest.Thisparthasmainlycarriedontheplanarconfigurationdesign,theverticalsurfacedesign,thesectionplanedesignaswellasthefireprotectionandthedispersaldesign.Thisdesignmakeseveryefforttheplanarconfigurationreasonably,theverticalsurfacesuccinctnatural,whichsatisfiesthefunctionrequest.Thestructuralsystemadoptsshearwall.Thestructuredesignincludestheloadingcalculation(thegravityloading,thewindloadingandthehorizontalearthquakeaction),internalforcecomputationandreinforcingbarsofshearwall,floorandthefoundation,inthestructurecalculation,thehorizontalearthquakefunctionusesshearstrengthcalculationoftheend.Onthebasisofcalculatingtheinternalforce,thisarticlemakethecombinationofinternalforce,andchoosethemostdisadvantageousforcetodesignthesteelreinforcingbar.Inconsiderationoftherequirmentoftheconstitutionandantiseismicandcarriyingoutdesigningthesteelreinforcingbar.Theresultisfairlyexact.Thedesignwhoseplaneisreasonable,satisfiesthefunction’srequirement.Structuraldesignisfairlyfullandaccurate,andalsosatisfiestherequirementofthedesigningtask.Keywords:high-riseresidentialbuildings;structuraldesign;Shearwall;loadingIV *******本科生毕业设计(论文)caculation;IV *******本科生毕业设计(论文)目录第1章建筑设计…………………………………………………….……………....11.1高层住宅特点………………………………….…………………………....11.2总体布局……………………………………………..…………….………...21.3平面及竖向交通……………………………………………..………………21.4建筑物朝向…………………………………………………………..……....31.5户型设计……………………………………………………..………..……..3第2章结构设计…………………………………………………………..………...72.1概述…………………………………………………………………………..72.2荷载计算……………………………………………………………………132.3水平地震作用及结构内力计算…………………………………………....172.4风荷载作用下结构内力计算………………………………………………262.5竖向荷载作用下结构内力计算……………………………………………312.6内力组合………………………………………………………………...….402.7剪力墙截面计算…………………………………………………..…..……452.8楼板配筋计算…………………………………………………………....…612.9桩基础结构设计………………………………………………..………..…63结论……………………………………………………………………..…….…68参考文献……………………………………………………………………..…….…69致谢…………………………………………………………………………………...70IV *******本科生毕业设计(论文)第1章建筑设计1.1高层住宅特点[1]高层住宅作为住宅的一种类型,除了具备各类住宅的许多共性外还具有其个性、与多层住宅相比,其根本特点是高,并由此产生了一系列的影响。首先,由于建筑高度增加,在高层建筑中的竖向交通一般由楼梯来完成,电梯起到辅助作用,这样会增加建筑物的造价,从建筑防火的角度看,高层建筑的防火要高于中低层建筑,也会增加高层建筑的工程造价和运行成本。其次,由于建筑高度的增加,在相同的建设场地上,建造高层住宅可以获得更多的建筑面积,这样可以部分解决城市用地紧张和地价高涨的问题。此外,设计精美的高层建筑可以为城市增加景观。第三,从结构受力的角度看,随着高度的增加,侧向荷载(风荷载和水平地震作用)在高层住宅的分析和设计中起着重要的作用,因此,高层住宅的结构分析和设计要比一般的中低层建筑复杂的多。第四,从城市建设和管理的角度看,建筑物向高空延伸,可以缩小城市的平面规模,缩短城市道路和各种公共管线的长度,从而节省城建与管理的投资。由于高层建筑增加人们的聚集密度,缩短了相互间的距离,水平与竖向交通相结合,使人们在地面上的活动走向空间化,节约时间,增加了效率。但是人口过于密集有时会造成交通拥挤、出行困难等问题。第五,建筑高、重量大,近地面大气层对它周围环境都产生了影响,从而在许多设施、建筑构造及局部处理上都要与之相适应,另外,由于高层建筑的重量大,居住人数多,而出现高密度居住,对居民的心理状态、社会环境、城市结构的动态平衡、居住区的空间组织等都带来了新的问题。第六,由于高层住宅的兴建,居住区和城市由水平向发展转向竖向发展,使经济评价方法和范围发生了变化。第七,新的结构形式随之而来的新的施工方式,同时也影响到设计方法和建筑管理。综上所述,建造高层住宅利大于弊,而合理的规划和设计可以达到美化城市环境效果。可以预见,在相当长的一段时间内,高层建筑仍然是城市建设中的主要建筑形式。因此认识这些特点并掌握高层建筑结构的分析理论和基本设计方法,可以为今后的工作打下良好的基础。本建筑属于高层板式住宅,板式住宅,是多层、高层住宅中最常用的一种住宅建筑形式。板式8 *******本科生毕业设计(论文)住宅的平面是条形设计,一幢条形住宅可有多个楼梯,不论是一梯2户,还是一梯3户,每个楼梯的控制面积称为一个“居住单元”。条形的梯间式多层住宅又称为“连续单元式住宅”。板式住宅的特点主要有:(1)每层以楼梯为中心,每层安排户数较少,各户自成一体。(2)户内生活设施完善,既减少了住户之间的相互干扰,又能适应多种气候条件。(3)仍保留一些公共使用面积,如楼梯、走道保证了邻里交往,有助于改善人际关系。(4)建筑面积较小,造价经济合理。单元式住宅彻底改变了旧式住宅相互干扰拥挤不堪的落后状况,为千百万普通家庭提供了独用、舒适又适于标准化、工业化生产的住宅类型。目前,它已成为当今住宅市场上最便于买卖、出租、交换和交易量最高的住宅商品。(5)板式住宅与塔式住宅相比,采光和通风性能好,使居住空间更加舒适,满足现在和未来的发展趋势。1.1总体布局该住宅楼共为十三层,顶部设有电梯机房,一层至十三层均为住户房间。一层分六户,并且对称布置,平面的中心是第二单元的楼电梯间的前室这样布置对抗侧力有利。每套居室室内的平而布置基本上按“大客厅,小卧室”的要求确定的,并且厨房靠近客厅,卫生间靠近卧室,各种居住行为各得其所。1.2平面及竖向交通[2]交通部分的主要功能是通行、出入和防火疏散。交通部分可分为户内交通和户外交通两部分。户内交通一般包括走道、过厅、户内楼梯等。户外交通包括门厅、公共走道、公共楼梯及电梯等。(1)走道套内入口过道净宽不宜小于1.2m;通往卧室、起居室的过道净宽不应小于1m;通往厨房、卫生间、储藏室的过道净宽不应小于0.90m,过道在拐角处的尺寸应便于搬运家具。(2)楼梯及电梯楼梯的尺度要综合考虑人行、防火疏散、家具搬运、自行车及病人担架通过等要求,楼梯间设计应符合现行国家标准《建筑设计防火规范》[3]和《高层民用建筑设计防火规范》的有关规定。楼梯的位置,踏步的尺寸和数量,从考虑高层住宅的特点和一些建筑要求的方面做了设计和计算,楼梯采用直接采光和人工照明相结合,楼梯兼作防烟楼梯。本住宅楼每个单元设有一台电梯,共三台,每台额定载重量为630kg,除可以运送人外,还允许运送残疾人乘坐轮椅及童车。候梯厅深度为1.8m,满足规范要求。8 *******本科生毕业设计(论文)1.4建筑物的朝向选择合理的住宅朝向是住宅区建筑物布置首先考虑的问题,影响建筑物朝向的因素很多,如地理纬度、地段环境、局部气候特征及建筑用地条件等。北方住宅的朝向以朝南为主,板式住宅如本设计的建筑属于朝南,满足规范要求。这种选择主要考虑以下几点:(1)炎热的夏季尽量减少太阳光直射居室外墙或直射室内。(2)夏季有良好的通风,冬季避免冷风吹袭。(3)冬季能有适量的阳光射入室内。(4)尽量适合建筑组合的需要。(5)拟建建筑的交通与已有道路尽量融合一体。(6)充分利用地形。1.5户型设计在分析了我国目前城市人口结构和家庭组成及发展趋势,再结合该地区的实际居住条件决定采用两种户型配套使用,由于目前城市正由主干型转换为核心型。两种户型可以满足不同层次和不同人口的家庭的需要。1.5.1卧室因为是休息的地方所以要求动、静分开的同时,同时也要求同其它房间分隔开来;各人生活各得其所,具有良好的私密性。对房间的要求是隔声效果好,卧室之间不应穿越,同时必须直接采光,自然通风。1.5.2客厅根据中国特色,厅具有客厅、会客室、餐厅的多种功能。本设计中采用了大客厅分别与厨房、卫生间、卧室相邻,成为连接各房间的交通枢纽。起居室内的门窗洞口布置应综合考虑使用功能要求,减少直接开向起居室的门数量.起居室内布置家具的墙面直线长度应大于3m。1.5.3厨房厨房的主要功能是炊事,有的厨房还同时兼有进餐或洗涤的功能,厨房是家务劳动中心。其设计基本要求是:(1)厨房应设置洗涤池、案台、炉灶及排油烟机等设施或预留位置,按炊事操流程排列,操作净长不应小于2.10m。(2)单排布置设备的厨房净宽不应小于1.58 *******本科生毕业设计(论文);双排布置设备的厨房其两排设备的净距不应小于0.90m。(3)厨房应该有直接的采光、自然通风,并宜布置在套内近入口处。基于以上要求,本设计中采用的厨房,满足尺寸要求。1.5.4卫生间卫生间的主要功能包括便溺,漱洗,沐浴,其居住标准、生活水平、自然条件、生活习惯不同,设施标准具有较大的差别。其设计要求为;(1)在满足设备及人体活动空间要求的前提下,力求布置紧凑,设备的尺寸和安装要符合人体工程学要求,以便尽可能减少人的体力消耗。(2)厕所、卫生间是用水较多的场所,其建筑材料的选用及主要注意防水及排水并便于清洁,地面和墙裙应选用防水、又不致于过滑的材料,地面要设置一定坡度。(3)厕所、卫生间产生的蒸汽及其臭味要组织好通风予以排除。最好采用外窗直接通风,否则采用通风道或设小功率排气扇等措施。排风道的排气口应设在接近顶棚的位置。暗厕所,卫生间采用人工照明,有条件的可通过高窗从邻近房间直接间接采光。本设计方案中采用的是公共使用的厕所和浴室。公共使用的厕所的设置与卧室和客厅都较靠近。这样就大大方便了住户。地面均采用防水地面砖,地面低于室内地面30mm。设计1%的坡度以防水流入室内。采光用人工照明,且有通风用的小窗口。1.5.5楼梯本设计中,楼梯宽度为2.520,满足要求。首层楼梯踏步宽260mm,踏步高166.67mm,一跑11阶,二跑7阶;标准层楼梯踏步宽260mm,踏步高168.75mm每跑均8阶。均满足要求。1.5.6大门入口的朝向高层住宅的人口最好放在冬季主导风的背面,因为在迎风面上,越接近建筑物根部中心位置,其风压值越大,如果在这个位置设入口。就成了泄风口,再加上入口必然与垂直交通相连,电梯井与楼梯井就成了披风简,因此会加剧风的烈度,所以人口要尽量避免开向迎风面,有时受总体限制不得不将入口置于迎风面上时,入口就需做适当处理,本设计的高层住宅选择北向入口,因为该地区冬季主导风向为西南风,所以选择合理。1.5.7设施与设备公共设备有电话线、配电设备、宽带网线等。室内有抽油烟机、浴缸、配有热水器喷头、可视门铃等。8 *******本科生毕业设计(论文)1.5.8阳台及栏杆阳台是楼层住户与大自然相联系的部分。它按其使用性质可分为生活阳和服务阳台,阳台设计中问题有尺寸、朝向、通风、视线、排水安全及附属设施几个方面。由于高层住宅的窗台距地面较高,再加之周围风速较大,易使产生心理上危险感,因此本建筑采用室内阳台,通风、采光良好的同时给人以安全、舒适的感觉。1.5.9防火设计[4]各套户型的进户门均采用防盗门,如某一住户发生火灾可及时关闭防火门,防止火势蔓延,使住户有足够的时间脱离危险区,保证了住户的生命安全,进入楼梯入口的门为乙级防火门,耐火极限为1.2小时,该楼梯是发生火灾时居民疏散的主要通道采用封闭式楼梯间,可以有效地减少火灾造成的人生伤亡,为了有利于消防员及时运送消防器材和救护伤员,设计时在电梯前室入口,同样设置了乙级防火门。根据规范规定设置防烟楼梯,楼梯间入口处设有前室,前室内设有送风、排烟竖井,供疏散人员一经到达前室,就达到了第一个安全地点,如果烟一旦侵入前室,基本上可以从前室排除。1.5.10使用房间的分类从使用房间的功能要求分类。住宅中的房间有客厅、餐厅、卧室、卫生间和厨房。A户型(三室二厅)建筑面积110.08m2主卧室的面积17.85m2卧室1的面积12.14m2卧室2的面积11.34m2客厅的面积26.30m2厨房和餐厅的面积16.39m2卫生间的面积5.41m2、4.26m2B户型(二室二厅)建筑面积85.97m2主卧室的面积14.33m2卧室1的面积13.03m2餐厅的面积26.30m2厨房和餐厅的面积16.39m2卫生间的面积4.57m28 *******本科生毕业设计(论文)1.5.11门窗在房间平面中的布置两个户型的入户门宽为1000mm、卧室门均为宽900mm,其中入户门为防盗门,卧室门为成品木门;卫生间门宽700mm、厨房门宽为700mm,采用900mm的门可使一个携带东西的人方便的通过也能搬进书柜等尺寸较大的家具;700mm的门稍大于一个人通过宽度,这些较小的门扇,开启时可以少占室内的使用面积这对平面紧凑的核心式住宅显得更加重要。窗的高度1.5m。主卧室内设有室内阳台,采用门宽为700mm。因设计中使用了最新的地热式供暖方式,所以暖气被取消了,窗的面积可以相应的增大了。窗的位置考虑采光和通风的要求设置,使各房间的采光均满足规范所规定的窗地比的要求。8 *******本科生毕业设计(论文)第1章结构设计1.1概述[5]2.1.1工程概况该13层高层住宅楼,采用现浇钢筋混凝土剪力墙结构、墙下条形桩基,标准层建筑平面布置如图所示,主体结构高度为35.4m,首层层高3.0m,标准层层高2.7m,突出屋面电梯机房层高3.3m,结构主体总高度38.70m。该工程抗震设防烈度为7度,场地类别为Ⅱ类,设计地震分组为第一组,基本风压0.55kN/m2,地面粗糙度为B类,基本雪压为0.45kN/m2;该房屋为丙类建筑。2.1.2主体结构布置该剪力墙结构平面布置对称,凸出、凹进尺寸符合规范要求;结构侧向刚度沿竖向变化均匀,无刚度突变;结构高宽比为H/B〈5;每个独立墙肢段的高宽比均大于2,且墙肢长度均小于8m。剪力墙门洞口上下对齐,形成了明确的墙肢和连梁。2.1.3材料的选用及剪力墙截面尺寸的确定剪力墙结构的混凝土强度等级选用C30,钢筋采用HPB235和HRB300级。剪力墙厚度按抗震等级设计时不应小于楼层高度的1/20且不应小于160mm,本工程剪力墙采用双排配筋,剪力墙截面的厚度均为180mm。2.1.4剪力墙截面的类型判别及刚度计算根据抗震设计的一般原则,对称结构的两个主轴方向均应进行抗震计算。限于篇幅,只对一个方向进行计算,且假定结构无扭转。另外,根据《高层规程》,在计算剪力墙结构的内力和位移时,可以不考虑纵横墙的共同工作,为了简化计算,不考虑纵横墙的共同工作。2.1.4.1剪力墙的类型判别由图可得Y方向上各片剪力墙的平面尺寸,该工程外墙的门窗洞口高度均为1500mm,则一层门窗洞口处连梁高度均为1500mm,其他层门窗洞口处连梁高度均为1200,内墙门窗洞口的高度均为2100mm,则一层内墙门窗洞口处的连梁高度为900mm,其他层内墙门窗洞口处的连梁高度为600mm。8 *******本科生毕业设计(论文)图2-1建筑平面布置图8 ********本科生毕业设计(论文)由此可以计算得外墙连梁的面面积和惯性矩分别为:Abj=0.18×1.2=0.216Ibj0=m4内墙连梁的截面面积和惯性矩分别为:Abj=0.18×0.6=0.108Ibj0=m4图2-2墙体详图39 ********本科生毕业设计(论文)各片剪力墙截面特征列于下表。各片剪力墙连梁的折算惯性矩分别见表,其中连梁的计算跨度及折算惯性矩分别按公式计算,截面剪应力不均匀系数μ=1.2.各片剪力墙的整体工作系数,再根据与In/I与ζ(根据建筑层数n及由表确定)的关系[6],可进行剪力墙类型的判别。表2-1各墙肢截面面积墙号YSW-11.1500.7181.868YSW-20.2680.4320.2520.4770.5291.958YSW-61.0060.1980.8442.048YSW-70.5330.5330.5331.599表2-2各片剪力墙截面特征墙号各墙肢截面惯性矩形心轴组合截面惯性矩I/mYSW-13.9140.9534.8675.8828.755YSW-20.04960.20740.04120.27910.38120.95857.3727.329YSW-62.620.0121.54744.17947.07811.125YSW-70.3890.3890.3891.1676.094.984整体小开口墙、多肢墙和壁式框架的分类界限可根据整体系数α,墙肢惯性矩的比值,以及楼层层数确定。整体系数α可按下式计算:多肢墙:(2-1)双肢墙(2-2)式中:T—系数,当为3~4肢时取0.8、5~7肢时取0.85、8肢以上取0.9I—剪力墙对组合截面形心的惯性矩--各墙肢截面对组合截面形心的面积2次矩之和(2-3)H—剪力墙总高度39 ********本科生毕业设计(论文)2--第i列连梁计算跨度2=2+2--第i列洞口宽度--连梁高度2--第i跨墙肢轴线间距离Z—系数,与α及层数N有关,当等肢或各肢相差不多时,已经列成数表,当为不等肢墙且各肢相差很大时,可根据式计算,然后用上式算出的值分别检查每肢墙。表2-3各片连梁的折算惯性矩墙号洞口2YSW-111.81.22.40.2160.025920.015253.4950.10780.1078YSW-210.90.61.20.1080.003240.001911.44250.01840.079420.70.610.1080.003240.001611.30.021730.90.61.20.1080.003240.001911.0130.009140.90.61.20.1080.003240.001911.84750.0302YSW-6120.62.30.1080.003240.002722.67250.01280.044620.90.61.20.1080.003240.001911.89750.0318YSW-711.50.61.80.1080.003240.002472.230.01680.033621.50.61.80.1080.003240.002472.230.0168表2-4各片剪力墙类型判别墙号墙肢类型YSW-114.8678.7553.8880.107811.30.90851.0030.444小开口20.851YSW-210.95857.3296.37050.07940.8515.80.94660.7340.869小开口20.93230.69140.95450.974YSW-614.179411.1256.94560.04460.85.8双肢墙23YSW-711.1674.9843.8170.03360.86.8双肢墙39 ********本科生毕业设计(论文)2.1.4.2剪力墙刚度计算(1)各片剪力墙刚度计算1)XSW-3、XSW-4、XSW-5为实体墙。Ec=3.0×107kN/m2表2-5实体墙的等效刚度墙号H/mb/mh/mAw/m2Iw/m4μEc/107kN/m2EcIeqXSW-335.40.182.280.41041.7781.23.00.5313XSW-435.40.185.881.05843.04951.23.08.9233XSW-535.40.184.680.84241.53751.23.04.5395注:1、2、Gc=2)XSW-1、XSW-2为整体小开口墙。()其中:截面的等效刚度,为剪力不均匀系数,矩形取1.2,为组合截面惯性矩。各整体小开口墙的等效刚度计算结果如下表,由于YSW-1是两片墙间距较小而算成一片墙,应考虑折减要乘以0.8。表2-6整体小开口的等效刚度墙号H/mb/mh/mAw/m2Iw/m4μEc/107kN/m2EcIeqYSW-135.41.8688.7551.23.022.2090YSW-235.41.9587.3291.23.021.28853)YSW-6,YSW-7为双肢墙由于水平地震作用近似于倒三角形分布,故可以由公式中的倒三角形荷载分布的算式计算联肢墙的等效刚度,计算结果见表,其中,为各列连梁的刚度系数之和,为连梁与墙肢的刚度比,τ为墙肢轴向变形影响系数,系数由公式计算得到,为墙肢的剪切变形影响系数;Ec同前(2-4)表2-7多肢墙的等效刚度墙号TEcIeqYSW-60.04464.179429.21636.520.80.0762.0480.00473145.0979YSW-70.03361.16778.82698.5330.80.03141.59840.00169315.137339 ********本科生毕业设计(论文)总剪力墙刚度取各片剪力墙的等效刚度之和,计算结果见下表:表2-8总剪力墙刚度计算墙号墙体类型数量YSW-3实体墙60.5313368.0073YSW-468.9233YSW-534.5395YSW-1整体小开口墙222.209YSW-2221.2885YSW-6双肢墙445.0979YSW-7215.13731.1荷载计算[6]2.2.1重力荷载计算(标准值)2.2.1.1屋面及楼面荷载(1)屋面及楼面的永久荷载屋面:30厚细石混凝土保护层0.03×20=0.6kN/㎡三毡四油防水层0.40kN/㎡20厚水泥砂浆找平层0.02×20=0.4kN/㎡240厚膨胀珍珠岩0.24×3.0=0.72kN/㎡20厚水泥砂浆找平层0.02×20=0.4kN/m2120厚现浇钢筋砼板0.12×25=3.000kN/㎡10厚水泥石灰膏砂浆打底0.01×14=0.14kN/㎡∑=5.660kN/㎡屋面活载不上人屋面0.5kN/㎡屋面雪荷载0.5kN/㎡(2)一般楼面、卫生间、厨房地面荷载:8厚陶瓷地砖0.008×17.8=0.142kN/㎡20厚干硬性水泥砂浆找平层0.02×20=0.40kN/㎡120厚钢筋混凝土现浇板0.12×25=3.00kN/㎡10厚水泥石灰膏砂浆打底0.01×14=0.14kN/㎡∑=3.682kN/㎡查《建筑结构荷载规范》本建筑楼面活载为:住宅2.0kN/㎡厨房、卫生间2.0kN/㎡走道、门厅、楼梯2.0kN/㎡39 ********本科生毕业设计(论文)阳台2.5kN/㎡2.2.1.2墙体自重(1)外墙:6厚水泥石灰膏砂浆罩面(两面)0.006×20=0.120kN/㎡60厚加强水泥石膏聚苯保温板0.17kN/㎡180厚钢筋混凝土墙0.18×25=4.5kN/㎡20厚水泥砂浆找平0.02×20=0.400kN/㎡12厚水泥砂浆0.012×20=0.240kN/㎡∑=5.43kN/㎡(2)内墙:5厚水泥石灰膏砂浆罩面(两面)0.005×14×2=0.14kN/㎡13厚水泥石灰膏砂浆罩面(两面)0.013×14×2=0.364kN/㎡180厚钢筋混凝土墙0.18×25=4.500kN/㎡∑=5.004kN/㎡(3)隔墙(200厚陶粒空心砌块)5厚水泥石灰膏砂浆罩面(两面)0.005×14×2=0.14kN/㎡13厚水泥石灰膏砂浆罩面(两面)0.013×14×2=0.364kN/㎡190厚陶粒空心砌块0.19×6=1.14kN/㎡∑=1.644kN/㎡(4)女儿墙6厚水泥砂浆罩面0.006×14=0.12kN/㎡12厚水泥砂浆打底0.012×20=0.24kN/㎡100厚钢筋砼墙0.1×25=2.5kN/㎡20厚水泥砂浆找平     0.02×20=0.4kN/㎡∑=3.36kN/㎡4门窗重量木门0.2kN/㎡钢铁门0.45kN/㎡乙级防火门0.45kN/㎡塑钢窗0.45kN/㎡5设备重量电梯桥箱及设备取200kN6梁自重b×h=200mm×300mm0.25×(0.3-0.12)×25=1.125kN/m10厚水泥石灰膏砂浆0.01×(0.3-0.12)×2×14=0.05kN/m∑=1.175kN/mb×h=200mm×250mm0.2×(0.25-0.12)×25=0.813kN/m39 ********本科生毕业设计(论文)10厚水泥石灰膏砂浆0.01×(0.4-0.1)×2×14=0.036kN/m∑=0.849kN/m2.2.2风荷载计算基本风压Wo=0.55kN/㎡,由《荷载规范》可知,本建筑风载体型系数,按下图取同。图2-3风载体形系数图对于主体结构=(0.8+0.5)×49.98=64.974m对于突出屋面部分=1.3×4.68=6.084m由于本建筑高度和刚度沿建筑高度分布较均匀,该建筑结构高度H=35.4+0.6=36.0m30m,且高宽比大于1.5,所以按下式计算风振系数脉动增大系数ξ查表,地面粗糙度类别为C类,结构自振周期T1=0.05n=0.05×13=0.65skN·s2/m2查得脉动增大系数ξ1.248脉动影响系数由表差得υ=0.41439 ********本科生毕业设计(论文)各楼层风荷载计算见下表:表2-9各楼层风荷载计算楼层Hi机房39.31.1211.5073.356.08418.94213361.0741.4811.26.38713361.0741.4811.9564.974110.8451233.31.0391.4602.7146.3311130.61.0041.4372.7139.1841027.90.9621.4152.7131.361925.20.9181.3932.7123.345822.50.8751.3672.7115.426719.80.8351.3382.7107.796617.10.8081.3012.7101.840514.40.7811.2612.795.045411.70.7541.2192.788.670390.741.1702.783.54926.30.741.1172.779.77813.60.741.065384.453注:1、(2-5)2、(2-6)3、H=36m由于电梯机房风荷载数值不大,不作为集中荷载作用在结构主体顶部,按照结构底部弯矩等效,将各层风荷载转化为倒三角形分布倒三角形分布的荷载=3×各层风荷载在底部产生的弯矩见下表:表2-10各层风荷载在底部产生的弯矩楼层楼层机房38.718.942733.055719.2107.7962037.3441335.4117.2324114.843616.5101.841643.021232.7146.3314741.124513.895.0451283.1081130139.1844133.765411.188.67957.6361027.3131.3613546.74738.483.549676.747924.6123.3452997.28425.779.778430.801821.9115.4262493.2021384.453228.02339 ********本科生毕业设计(论文)1.1水平地震作用及结构内力计算[7]2.3.1荷载代表值的计算结构地震反应,集中于个质点的重力荷载Gi为计算单元范围内各楼层楼面上重力荷载代表值及上、下各半层的墙、柱等重力荷载。(楼电梯间楼面自重力荷载近似取一般楼面自重力荷载的1.2倍)。1-12层重力荷载代表值见下表。(表2-19,表2-20,表2-21)表2-11重力荷载代表值计算项目单位面积重量面积单位长度重量长度重量外墙5.43525.451826.33内墙5.004403.873313.81隔墙1.64473.50168.54门窗0.2054.647.6440.45203.5117.42楼板3.682642.372248.56楼电梯间1.2×3.68231.24240.85楼面活荷载2.00682.571137.34梁1.1750.8499.454211.1035.66=8438.58kN表2-12重力荷载代表值计算项目单位面积重量面积单位长度重量长度重量外墙5.43259.651409.9内墙5.004520.9022606.56隔墙1.64482.668137.56门窗0.2038.227.640.4529.713.37楼板3.682610.692248.56楼电梯间1.2×3.68254.51240.85楼面活荷载2.00568.671137.34梁1.1750.8499.454211.1035.66=7283.85kN表2-13重力荷载代表值计算项目单位面积重量面积单位长度重量长度重量外墙704.95内墙1303.297隔墙68.7839 ********本科生毕业设计(论文)表2-13重力荷载代表值计算续表项目单位面积重量面积单位长度重量长度重量门窗3125.24梁12.53屋面板5.660610.6946.76楼电梯间1.2×3.68254.5142.10女儿墙3.36082.15261.25电梯间外墙5.4352.97201.31电梯间门窗0.456.1052.75电梯设备200.00电梯间内墙1.64423.238.14雪荷载0.5610.697427.72电梯间楼面活荷载2.054.51109.02=6845.41kN表2-14重力荷载代表值的计算项目单位面积重量面积单位面积重量长度重量电梯间外墙287.63电梯间内墙38.14电梯间窗2.75电梯间屋面板5.66054.51308.53女儿墙3.3615.4852.01雪荷载0.554.5127.26=702.86kN重力荷载代表值的位置如图:图2-4重力荷载代表值位置图39 ********本科生毕业设计(论文)2.3.2结构基本自振周期计算因屋面带有突出间,按照主体结构顶点位移相等的原则,将电梯间质点的重力荷载代表值折算到主体结构的顶层,并将各质点的重力荷载转化为均布荷载.由公式可得:Ge=G14(1+=702.86=801.14(kN)q===2695.09(kN/m)==0.59s2.3.3地震作用计算我国《建筑抗震设计规范》(GB50011-2001)规范,建筑结构的抗震计算应根据情况的不同采用底部剪力法或震型分解反应谱法计算,特别不规则的建筑、甲类建筑等,尚应采用时程分析法进行多遇地震下的补充计算。考虑到本建筑的主体高度不超过40m。且刚度和质量沿高度分布较均匀。故可以按底部剪力法计算水平地震作用的。根据Ⅱ类场地,7度抗震,设计分组为第一组,查表得:=0.35s,=0.08,取ζ=0.05,则,=式中——地震影响系数则结构的总的等效重力荷载:式中Gi——集中于质点i的重力荷载代表值;Geq——结构的等效总重力荷载。用底部剪力法求得结构的总水平地震作用的标准值为:=0.05×81692.69=4084.63kN39 ********本科生毕业设计(论文)因为=0.08×0.59+0.07=0.1172所以=0.1172×4084.63=478.72kN各质点水平地震作用标准值计算见下表:表2-15各质点水平地震作用标准值计算质点重力荷载代表值距底部高度(m)kN14702.8638.727200.6853.5136845.4135.4242327.51476.6616874127283.8532.7238181.9468.5115320117283.8530218515.5429.8212895107283.8527.3198849.11391.141067897283.8524.6179182.71352.45867087283.8521.9159516.32313.77687277283.8519.2139849.92275.09528267283.8516.5120183.53236.4390157283.8513.8100517.13197.72272947283.8511.180850.74159.03176537283.858.461184.34120.35101127283.855.741517.9581.6746518438.58325315.7449.8149=96109.2kN=1833193.05kNkN注:(2-7)将电梯机房质点的地震作用移至主体顶层,并附加一弯矩M,kN再按照结构底部弯矩等效的原则,将和附加弯矩转化为等效倒三角分布荷载,=53.5+478.72=532.22kN作用于房屋底部。图2-5倒三角形分布荷载图39 ********本科生毕业设计(论文)2.3.3结构水平位移的验算[8]1)地震作用下的位移为倒三角形分布荷载和顶点集中荷载产生的位移和。在倒三角形荷载作用下任一点位移:=2)顶部集中荷载作用下:3)风荷载作用下:=在顶点集中荷载作用下:表2-16结构在风荷载及水平地震作用下位移验算楼层m风荷载作用下水平地震作用下倒三角形荷载作用下顶部集中荷载作用下总位移m1335.40.002810.000290.008120.002410.010530.001121232.70.002520.000290.007280.002130.009410.0011111300.002230.000290.006430.001860.008290.001101027.30.001940.000290.005600.001600.007190.00108924.60.001650.000280.004770.001340.006110.0010539 ********本科生毕业设计(论文)续表2-16楼层m风荷载作用下水平地震作用下倒三角形荷载作用下顶部集中荷载作用下总位移m821.90.001370.000270.003970.001100.005070.00100719.20.001110.000250.003200.000870.004070.00093616.50.000860.000230.002480.000660.003140.00085513.80.000630.00020.001810.000480.002290.00075411.10.000420.000170.001230.000320.001550.0006238.40.000250.000130.000730.000190.000920.0004825.70.000120.000090.000350.000090.000440.00031130.000040.000040.000100.000030.000130.00013在风荷载作用下位移验算满足要求[9]:满足要求在水平地震作用下位移验算满足要求:满足要求2.3.4水平地震作用下结构内力的计算[10]剪力墙内力计算2.3.4.1将剪力墙内力向各片剪力墙分配根据各片剪力墙的等效刚度与总剪力墙等效刚度的比值,将总剪力墙内力分配给各片剪力墙。表2-17各片剪力墙等效刚度比墙编号YSW-3YSW-4YSW-5YSW-1YSW-2YSW-6YSW-7等效刚度()0.53138.92334.539522.20921.288545.097915.1373等效刚度比0.001440.024250.012340.060350.057850.122550.0411339 ********本科生毕业设计(论文)表2-18水平地震下剪力墙的总剪力、总弯矩及其分配楼层Hi总剪力墙内力YSW3YSW4YSW5VMVMVMVM1335.41008.8802.22024.47012.450.001232.71477.392723.983.255.9935.8366.0618.2333.6111301907.216712.934.2014.7746.25162.7923.5382.841027.32298.3511862.45.0626.1055.73287.6628.36146.38924.62650.818067.95.8339.7564.28438.1532.71222.96821.92964.5725225.16.5255.5071.89611.7136.58311.28719.23239.6633229.47.1373.1078.56805.8139.98410.05616.53476.0641976.57.6592.3584.291017.9342.89517.99513.83673.7851361.98.08113.0089.091245.5345.33633.81411.13832.8161281.18.43134.8292.951486.0747.30756.2138.43953.1671629.78.70157.5995.861737.0248.78883.9125.74034.8382303.28.88181.0797.841995.8549.791015.62134084.6393197.38.99205.0399.052260.0350.401150.0504084.631054518.99231.9999.052557.1950.401301.27续表2-18楼层YSW1YSW2YSW6YSW7VMVMVMVM1360.89058.360123.64041.500.001289.16164.3985.47157.58181.05333.8260.77112.0411115.10405.13110.33388.34233.73822.6778.44276.1010138.71715.90132.96686.24281.661453.7494.53487.909159.981090.40153.351045.23324.862214.23109.03743.138178.911522.33171.501459.27363.313091.34121.931037.517195.512005.40187.411922.32397.024072.27133.251366.736209.782533.28201.092428.34425.995144.22142.971726.495221.713099.69212.532971.28450.226294.40151.102112.514231.313698.31221.733545.11469.717510.00157.642520.493238.574322.85228.694143.78484.468778.22162.592946.132243.504967.00233.414761.24494.4710086.26165.953385.131246.515624.45236.305391.46500.5711421.32168.003833.20246.516363.97236.306100.35500.5712923.03168.004337.202.3.4.2XSW-1(整体小开口墙)墙肢和连梁内力计算对小开口墙的各肢墙截面内力和连梁内力计算公式:(1)墙肢内力值:39 ********本科生毕业设计(论文)底层剪力按墙肢截面面积分配:其他层剪力按墙肢截面面积和惯性矩的平均值分配:墙肢轴力:(2-8)(2-9)(2-10)式中Ai——第i个墙肢截面的面积;yi——第i个墙肢截面形心到组合截面形心之间的距离;I——剪力墙对组合截面形心轴的惯性矩;Ii——墙肢i的惯性矩(对自身形心轴)。(2)连梁内力值:(2-11)39 ********本科生毕业设计(论文)YSW-1墙肢及连梁各层内力计算见表:表2-19YSW1水平地震作用下墙肢及连梁内力标准值计算地震YSW1-VYSW1-M1360.890.0043.230.000.0017.660.000.000.000.001289.16175.0563.3087.6452.5225.8621.34-52.5252.5247.2611115.10415.7881.71208.15124.7433.3950.68-124.7472.2265.0010138.71726.5598.47363.73217.9740.2488.56-217.9793.2383.919159.981101.06113.57551.22330.3246.41134.21-330.32112.35101.128178.911532.99127.01767.46459.9051.90186.86-459.90129.58116.627195.512016.05138.791009.29604.8256.72245.75-604.82144.92130.436209.782543.94148.931273.57763.1960.85310.09-763.19158.37142.535221.713110.34157.391557.13933.1264.32379.14-933.12169.92152.934231.313708.97164.211856.821112.7167.10452.11-1112.71179.59161.633238.574333.51169.362169.481300.0769.21528.24-1300.07187.37168.632243.504977.65172.862491.951493.3270.64606.75-1493.32193.25173.921246.515635.11151.762821.101690.5694.75686.89-1690.56197.24177.520246.516374.63151.763191.321912.4294.75777.04-1912.422.3.4.3XSW-7多肢墙内力计算(2-12)因为只有两列连梁,且是对称布置,所以(2-13)各层连梁剪力为:(2-14)连梁梁端弯矩为(2-15)墙肢剪力为39 ********本科生毕业设计(论文)(2-16)墙肢弯矩为(2-17)表2-20YSW-7水平地震作用下墙肢及连梁内力标准值计算楼层YSW7VYSW7MXξ1341.500.0000.000.24945.1845.180.50005.065.061260.77119.302.70.080.280101.61146.780.500011.3911.391178.44283.365.40.150.336121.93268.710.500013.6713.671094.53495.168.10.230.419152.05420.760.500017.0517.059109.03750.4010.80.310.506183.62604.380.500020.5820.588121.931044.7713.50.380.551199.95804.320.500022.4222.427133.251373.9916.20.460.652236.601040.920.500026.5226.526142.971733.7618.90.530.703255.101296.030.500028.6028.605151.102119.7821.60.610.740268.531564.560.500030.1030.104157.642527.7524.30.690.745270.351834.900.500030.3130.313162.592953.39270.760.710257.642092.550.500028.8828.882165.953392.3929.70.840.605219.542312.090.500024.6124.611168.003840.4632.40.920.386155.642467.730.500017.4517.450168.004344.4735.41.000.0000.002467.730.5000续表2-20楼层133.803.805.060.00-5.0613.8313.8313.83-15.06-15.06-15.06128.548.5416.460.00-16.4620.2620.2620.26-9.16-9.16-9.161110.2510.2530.120.00-30.1226.1526.1526.154.884.884.881012.7812.7847.170.00-47.1731.5131.5131.5124.8024.8024.80915.4415.4467.760.00-67.7636.3436.3436.3448.6748.6748.67816.8116.8190.170.00-90.1740.6440.6440.6480.1580.1580.15719.8919.89116.700.00-116.7044.4244.4244.42111.02111.02111.02621.4521.45145.290.00-145.2947.6647.6647.66145.91145.91145.91522.5822.58175.400.00-175.4050.3750.3750.37185.07185.07185.07422.7322.73205.710.00-205.7152.5552.5552.55230.95230.95230.95321.6621.66234.590.00-234.5954.2054.2054.20286.95286.95286.95218.4618.46259.200.00-259.2055.3255.3255.32360.10360.10360.10113.0913.09276.650.00-276.6556.0056.0056.00457.58457.58457.580276.650.00-276.6556.0056.0056.00625.58625.58625.581.1风荷载作用下结构内力计算39 ********本科生毕业设计(论文)作用在结构上的风荷载可以是自左向右(左风)或自右向左(右风)。其在墙肢中产生的内力大小相等方向相反。本结构仅计算在左风作用下产生的内力;墙肢截面内力的正负号规定与水平地震作用下相同。在风荷载作用下,剪力墙结构应分别按倒三角形分布荷载和均布荷载作用下计算内力。计算公式与水平地震作用下的相似。表2-21风荷载作用下剪力墙的总剪力、总弯矩及其分配楼层Hi总剪力墙内力YSW3YSW4YSW5VMVMVMVM1335.4136.170.000.200.003.300.001.680.001232.7282.51379.040.410.556.859.193.494.681130421.691090.660.611.5710.2326.455.2013.461027.3553.052178.070.803.1413.4152.826.8226.88924.6676.403620.160.975.2116.4087.798.3544.67821.9791.825395.291.147.7719.20130.849.7766.58719.2899.627482.061.3010.7721.82181.4411.1092.33616.51001.469859.881.4414.2024.29239.1012.36121.67513.81096.5012512.671.5818.0226.59303.4313.53154.41411.11185.1715422.091.7122.2128.74373.9914.63190.3138.41268.7218570.911.8326.7430.77450.3415.66229.1625.71348.5021945.311.9431.6032.70532.1716.64270.81131432.9525535.112.0636.7734.75619.2317.68315.1001432.9529891.182.0643.0434.75724.8617.68368.86续表2-21楼层YSW1YSW2YSW6YSW7VMVMVMVM138.220.007.880.0016.690.005.600.001217.0522.8716.3421.9334.6246.4511.6215.591125.4565.8224.3963.0951.68133.6617.3444.861033.38131.4531.99126.0067.78266.9222.7589.58940.82218.4839.13209.4382.89443.6527.82148.90847.79325.6145.81312.1297.04661.1932.57221.91754.29451.5452.04432.84110.25916.9337.00307.74660.44595.0457.93570.39122.731208.3341.19405.54566.17755.1463.43723.86134.381533.4345.10514.65471.53930.7268.56892.17145.241889.9848.75634.31376.571120.7573.401074.33155.482275.8652.18763.82281.381324.4078.011269.54165.262689.4055.46902.61186.481541.0482.901477.21175.613129.3358.941050.2686.481803.9382.901729.21175.613663.1658.941229.42(1)SW-1(整体小开口墙)墙肢和连梁内力计算小开口墙的各肢墙截面内力和连梁内力计算公式:39 ********本科生毕业设计(论文)1)墙肢内力值:底层剪力按墙肢截面面积分配:其他层剪力按墙肢截面面积和惯性矩的平均值分配:墙肢轴力:式中Ai——第i个墙肢截面的面积;yi——第i个墙肢截面形心到组合截面形心之间的距离;I——剪力墙对组合截面形心轴的惯性矩;39 ********本科生毕业设计(论文)Ii——墙肢i的惯性矩(对自身形心轴)。2)连梁内力值:YSW-1墙肢及连梁各层内力计算见表表2-22YSW1风荷载作用下墙肢及连梁内力标准值计算地震YSW1-VYSW1-M138.220.005.840.000.002.380.000.000.000.001217.0522.8712.1011.456.864.952.79-6.866.866.181125.4565.8218.0732.9519.757.388.02-19.7512.8811.601033.38131.4523.7065.8139.439.6816.02-39.4319.6917.72940.82218.4828.98109.3865.5411.8426.63-65.5426.1123.50847.79325.6133.93163.0197.6813.8639.69-97.6832.1428.93754.29451.5438.54226.06135.4615.7555.04-135.4637.7834.00660.44595.0442.91297.90178.5217.5372.53-178.5243.0538.75566.17755.1446.97378.04226.5519.2092.05-226.5548.0343.23471.53930.7250.78465.95279.2220.75113.45-279.2252.6847.41376.571120.7554.36561.08336.2322.21136.61-336.2357.0151.31281.381324.4057.77663.03397.3323.61161.44-397.3361.0954.99186.481541.0453.24771.49462.3233.24187.85-462.3264.9958.50086.481803.9353.24903.10541.1933.24219.89-541.19(2)XSW-7多肢墙内力计算因为只有两列连梁,且是对称布置,所以各层连梁剪力为:连梁梁端弯矩为墙肢剪力为39 ********本科生毕业设计(论文)墙肢弯矩为表2-23YSW-7风荷载作用下墙肢及连梁内力标准值计算楼层YSW7VYSW7MXξ135.600.0000.000.24915.8515.850.50001.781.781211.6215.592.70.080.28035.6551.500.50004.004.001117.3444.865.40.150.33642.7894.270.50004.804.801022.7589.588.10.230.41953.34147.620.50005.985.98927.82148.9010.80.310.50664.42212.040.50007.227.22832.57221.9113.50.380.55170.15282.180.50007.867.86737.00307.7416.20.460.65283.01365.190.50009.319.31641.19405.5418.90.530.70389.50454.690.500010.0310.03545.10514.6521.60.610.74094.21548.900.500010.5610.56448.75634.3124.30.690.74594.85643.750.500010.6310.63352.18763.82270.760.71090.39734.140.500010.1310.13255.46902.6129.70.840.60577.02811.160.50008.638.63158.941050.2632.40.920.38654.60865.760.50006.126.12058.941229.4235.41.000.0000.00865.760.5000续表楼层131.331.331.780.00-1.781.871.871.87-5.28-5.28-5.28123.003.005.770.00-5.773.873.873.87-11.97-11.97-11.97113.603.6010.570.00-10.575.785.785.78-16.47-16.47-16.47104.494.4916.550.00-16.557.587.587.58-19.34-19.34-19.3495.425.4223.770.00-23.779.279.279.27-21.05-21.05-21.0585.905.9031.630.00-31.6310.8610.8610.86-20.09-20.09-20.0976.986.9840.940.00-40.9412.3312.3312.33-19.15-19.15-19.1567.537.5350.970.00-50.9713.7313.7313.73-16.38-16.38-16.3857.927.9261.540.00-61.5415.0315.0315.03-11.42-11.42-11.4247.977.9772.170.00-72.1716.2516.2516.25-3.14-3.14-3.1437.607.6082.300.00-82.3017.3917.3917.399.909.909.9026.486.4890.940.00-90.9418.4918.4918.4930.4830.4830.4814.594.5997.060.00-97.0619.6519.6519.6561.5061.5061.50097.060.00-97.0619.6519.6519.65121.22121.22121.2239 ********本科生毕业设计(论文)1.1竖向荷载作用下结构内力计算2.5.1实体墙YSW-4在竖向荷载作用下内力设计值计算(1)荷载标准值计算1)恒载屋面:楼梯间屋面5.66×1.35×5.7=13.36kN厨房屋面5.66×楼面:楼梯间楼面1.2×3.682×1.35×5.7=34.55kN厨房楼面kN墙自重:女儿墙自重3.36×5.7×0.6=11.49kN/m突出楼面墙自重3.3×5.43×5.7=102.14kN2~13层墙自重5.004×2.7×5.7=77.01kN底层墙自重5.004×3×5.7=85.57kN从12层往下有梁和隔墙梁1.175×1.575=1.85kN隔墙1.644×0.75×2.45=3.021kN39 ********本科生毕业设计(论文)图2-6实体墙YSW-4荷载竖向荷载分布图1)活载突出部分雪荷载0.5×1.35×5.7=3.85kN厨房屋面雪荷载0.5×楼梯间活荷载4×3.85=15.41kN厨房活载4×3.25=13kN(2)内力计算见下表表2-24实墙YSW-4非地震时,分别在Gk.1.4Qk作用下墙体的轴力计算楼层楼屋面恒载墙自重N1.4楼屋面活载N机房顶24.8524.855.395.39底102.14126.9913顶71.32198.3126.1131.5底77.01275.3212顶58.86334.183566.5底77.01411.1911顶58.86470.0535101.5底77.01547.0610顶58.86605.9235136.5底77.01682.939顶58.86741.7935171.5底77.01818.88顶58.86877.6635206.5底77.01954.6739 ********本科生毕业设计(论文)续表2-24楼层楼屋面恒载墙自重N1.4楼屋面活载N7顶58.861013.5335241.5底77.011090.546顶58.861149.435276.5底77.011226.415顶58.861285.2735311.5底77.011362.284顶58.561420.8435346.5底77.011497.853顶58.861556.7135381.5底77.011633.722顶58.861692.5835416.5底77.011769.591顶58.861828.4535451.5底85.571914.02表2-25实墙YSW-4地震时,在1.2GE作用下墙体的轴力计算楼层1.2楼屋面恒载1.2墙自重1.2楼屋面活载N机房顶29.822.3132.13底122.568154.69813顶85.58411.19251.472底92.412343.88412顶70.63215429.516底92.412521.92811顶70.63215607.56底92.412699.97210顶70.63215785.604底92.412878.0169顶70.63215963.648底92.4121056.068顶70.632151141.692底92.4121234.1047顶70.632151319.736底92.4121412.1486顶70.632151497.78底92.4121590.1925顶70.632151675.824底92.4121768.2364顶70.272151853.508底92.4121945.923顶70.632152031.552底92.4122123.9642顶70.632152209.596底92.4122302.0081顶70.632152387.64底102.6842490.32439 ********本科生毕业设计(论文)2.5.2整体小开口YSW-1在竖向荷载作用下内力计算图2-7整体小开口YSW-4荷载竖向荷载分布图(1)求荷载标准值1)恒载:屋面:楼面:女儿墙:3.36×1.2×0.6=24.19kN2~13层墙自重:1层墙自重:1)活载屋面:楼面:4×4.66=18.64kN39 ********本科生毕业设计(论文)(2)内力计算见表:表2-26YSW-1整体小开口非地震时,分别在Gk.1.4Qk作用下墙体的轴力计算楼层墙肢1墙肢2楼面恒载墙自重N1.4楼面活载N楼面恒载墙自重N1.4楼面活载N13顶46.1546.153.913.9130.7630.762.612.61底97.49143.6364.9995.7612顶20.92164.5515.6619.5713.94109.7010.4413.05底97.49262.0464.99174.6911顶20.92282.9515.6635.2313.94188.6410.4423.49底97.49380.4464.99253.6310顶20.92401.3615.6650.8913.94267.5710.4433.92底97.49498.8564.99332.569顶20.92519.7615.6666.5413.94346.5110.4444.36底97.49617.2564.99411.508顶20.92638.1715.6682.2013.94425.4410.4454.80底97.49735.6564.99490.447顶20.92756.5715.6697.8613.94504.3810.4465.24底97.49854.0664.99569.376顶20.92874.9715.66113.5213.94583.3210.4475.68底97.49972.4664.99648.315顶20.92993.3815.66129.1813.94662.2510.4486.12底97.491090.8764.99727.244顶20.921111.7815.66144.8313.94741.1910.4496.56底97.491209.2764.99806.183顶20.921230.1915.66160.4913.94820.1210.44106.99底97.491327.6764.99885.122顶20.921348.5915.66176.1513.94899.0610.44117.43底97.491446.0864.99964.051顶20.921466.9915.66191.8113.94978.0010.44127.87底109.221576.2272.821050.81表2-27YSW-1整体小开口地震时,在1.2GE作用下墙体的轴力计算楼层墙肢1墙肢21.2楼面恒载1.2墙自重1.2*0.5楼面活载N1.2楼面恒载1.2墙自重1.2*0.5楼面活载N13顶55.381.6857.0536.921.1238.04底116.99174.0477.99116.0312顶25.106.71205.8516.734.47137.23底116.99322.8377.99215.2211顶25.106.71354.6416.734.47236.43底116.99471.6377.99314.4210顶25.106.71503.4416.734.47335.63底116.99620.4277.99413.629顶25.106.71652.2316.734.47434.82底116.99769.2277.99512.8139 ********本科生毕业设计(论文)续表2-27楼层墙肢1墙肢21.2楼面恒载1.2墙自重1.2*0.5楼面活载N1.2楼面恒载1.2墙自重1.2*0.5楼面活载N8顶25.106.71801.0316.734.47534.02底116.99918.0177.99612.017顶25.106.71949.8216.734.47633.22底116.991066.8177.99711.216顶25.106.711098.6216.734.47732.41底116.991215.6077.99810.405顶25.106.711247.4116.734.47831.61底116.991364.4077.99909.604顶25.106.711396.2116.734.47930.81底116.991513.2077.991008.803顶25.106.711545.0016.734.471030.00底116.991661.9977.991107.992顶25.106.711693.8016.734.471129.20底116.991810.7977.991207.191顶25.106.711842.6016.734.471228.40底131.071973.6687.381315.782.5.3多肢墙YSW-7在竖向荷载作用下内力计算(1)荷载标准值计算1)恒载屋面:墙肢1,2,3,楼面:墙肢1,2,3,2~12墙自重:5.004×2.7=13.51kN/m底层墙自重:5.004×3=15.01kN/m39 ********本科生毕业设计(论文)图2-8多肢墙YSW-7荷载竖向荷载分布图1)活载:屋面:墙肢1,2,3,楼面:墙肢1,4×4.5=18kN2,2.71×4=10.84kN3,4×4.4=17.6kN(2)内力计算见下表39 ********本科生毕业设计(论文)表2-28YSW-7多肢墙非地震时分别在Gk.1.4Qk作用下墙体的轴力计算楼层墙肢1墙肢2墙肢3楼面恒载墙自重N1.4楼面活载N楼面恒载墙自重N1.4楼面活载N楼面恒载墙自重N1.4楼面活载N13顶50.9450.946.306.3030.6930.693.793.7949.7949.796.166.16底40.5391.4740.5371.2240.5390.3212顶33.68125.1525.2031.5020.2991.5115.1818.9732.92123.2424.6430.80底40.53165.6840.53132.0440.53163.7711顶33.68199.3625.2056.7020.29152.3315.1834.1532.92196.6924.6455.44底40.53239.8940.53192.8640.53237.2210顶33.68273.5725.2081.9020.29213.1515.1849.3232.92270.1424.6480.08底40.53314.1040.53253.6840.53310.679顶33.68347.7825.20107.1020.29273.9715.1864.5032.92343.5924.64104.72底40.53388.3140.53314.5040.53384.128顶33.68421.9925.20132.3020.29334.7915.1879.6732.92417.0424.64129.36底40.53462.5240.53375.3240.53457.577顶33.68496.2025.20157.5020.29395.6115.1894.8532.92490.4924.64154.00底40.53536.7340.53436.1440.53531.026顶33.68570.4125.20182.7020.29456.4315.18110.0332.92563.9424.64178.64底40.53610.9440.53496.9640.53604.475顶33.68644.6225.20207.9020.29517.2515.18125.2032.92637.3924.64203.28底40.53685.1540.53557.7840.53677.924顶33.68718.8325.20233.1020.29578.0715.18140.3832.92710.8424.64227.92底40.53759.3640.53618.6040.53751.373顶33.68793.0425.20258.3020.29638.8915.18155.5532.92784.2924.64252.56底40.53833.5740.53679.4240.53824.822顶33.68867.2525.20283.5020.29699.7115.18170.7332.92857.7424.64277.20底40.53907.7840.53740.2440.53898.271顶33.68941.4625.20308.7020.29760.5315.18185.9132.92931.1924.64301.84底45.03986.4945.03805.5645.03976.2239 ********本科生毕业设计(论文)表2-29YSW-7多肢墙地震时在1.2GE作用下墙体的轴力计算楼层墙肢1墙肢2墙肢31.2楼面恒载1.2墙自重1.2*0.5楼面活载N1.2楼面恒载1.2墙自重1.2*0.5楼面活载N1.2楼面恒载1.2墙自重1.2*0.5楼面活载N13顶61.132.7063.8336.831.6338.4559.752.6462.39底48.64112.4648.6487.0948.64111.0212顶40.4210.80163.6824.356.50117.9439.5010.56161.09底48.64212.3248.64166.5848.64209.7211顶40.4210.80263.5324.356.50197.4339.5010.56259.79底48.64312.1748.64246.0748.64308.4210顶40.4210.80363.3824.356.50276.9239.5010.56358.49底48.64412.0248.64325.5548.64407.129顶40.4210.80463.2424.356.50356.4139.5010.56457.19底48.64511.8748.64405.0448.64505.828顶40.4210.80563.0924.356.50435.8939.5010.56555.89底48.64611.7248.64484.5348.64604.527顶40.4210.80662.9424.356.50515.3839.5010.56654.59底48.64711.5848.64564.0248.64703.226顶40.4210.80762.7924.356.50594.8739.5010.56753.29底48.64811.4348.64643.5148.64801.925顶40.4210.80862.6424.356.50674.3639.5010.56851.99底48.64911.2848.64722.9948.64900.624顶40.4210.80962.5024.356.50753.8539.5010.56950.69底48.641011.1348.64802.4848.64999.323顶40.4210.801062.3524.356.50833.3339.5010.561049.39底48.641110.9848.64881.9748.641098.022顶40.4210.801162.2024.356.50912.8239.5010.561148.09底48.641210.8448.64961.4648.641196.721顶40.4210.801262.0524.356.50992.3139.5010.561246.79底54.041316.0954.041046.3554.041300.8239 ********本科生毕业设计(论文)1.1内力组合比较各片剪力墙非地震时内力和地震时内力可知,墙肢平面内偏压,偏拉内力,连梁内力均由地震内力控制。故内力组合时对非地震时内力仅列为轴力。以下是YSW-4,YSW-1,YSW-7的内力组合。表2-30YSW-4(实体墙)内力组合表楼层非地震时地震时SGK1.4SQK1.2*①+②1.35*①+0.7*②1.2SGE1.3SEHKN(KN)N(KN)N(KN)N(KN)N(KN)M(KN*M)V(KN)机房顶24.855.3935.2137.3232.13底126.99157.78175.21154.7013顶198.3131.50269.47289.77251.470.0024.47底275.32361.88393.73343.880.0035.8312顶334.1866.50467.52497.69429.5270.3435.83底411.19559.93601.66521.93167.0746.2511顶470.05101.50665.56705.62607.56167.0746.25底547.06757.97809.58699.97291.9455.7310顶605.92136.50863.60913.54785.60291.9455.73底682.93956.021017.51878.02442.4364.289顶741.79171.501061.651121.47963.65442.4364.28底818.801154.061225.431056.06615.9971.898顶877.66206.501259.691329.391141.69615.9971.89底954.671352.101433.351234.10810.1078.567顶1013.53241.501457.741537.321319.74810.1078.56底1090.541550.151641.281412.151022.2184.296顶1149.40276.501655.781745.241497.781022.2184.29底1226.411748.191849.201590.191249.8189.095顶1285.27311.501853.821953.161675.821249.8189.09底1362.281946.242057.131768.241490.3592.954顶1420.84346.502051.512160.681853.511490.3592.95底1497.852143.922264.651945.921741.3095.863顶1556.71381.502249.552368.612031.551741.3095.86底1633.722341.962472.572123.962000.1397.842顶1692.58416.502447.602576.532209.602000.1397.84底1769.592540.012680.502302.012264.3199.051顶1828.45451.502645.642784.462387.642264.3199.05底1914.022748.322899.982490.322561.4799.0544 ********本科生毕业设计(论文)表2-31YSW-1小开口整体墙非震时内力组合表楼层墙肢1墙肢2SGK①1.4SQK②1.4Swk③内力组合SGK①1.4SQK②1.4Swk③内力组合N(kN)N(kN)N(kN)组合项目组合值N(kN)N(kN)N(kN)N(kN)组合项目组合值N(kN)13顶46.153.910.001.35*①+0.7*②65.0430.762.610.001.35*①+0.7*②43.36底143.633.9111.53196.6595.762.61-11.53131.1012顶164.5519.5711.531.2*①+0.7*②+③222.69109.7013.05-11.531.2*①+0.7*②+④152.31底262.0419.5733.18361.33174.6913.05-33.18251.9411顶282.9535.2333.181.2*①+0.7*②+③397.39188.6423.49-33.181.2*①+0.7*②+④275.98底380.4435.2366.25547.44253.6323.49-66.25387.0510顶401.3650.8966.251.2*①+0.7*②+③583.50267.5733.92-66.251.2*①+0.7*②+④411.09底498.8550.89110.11744.35332.5633.92-110.11532.949顶519.7666.54110.111.2*①+0.7*②+③780.41346.5144.36-110.111.2*①+0.7*②+④556.98底617.2566.54164.11951.39411.5044.36-164.11688.978顶638.1782.20164.111.2*①+0.7*②+③987.45425.4454.80-164.111.2*①+0.7*②+④713.01底735.6582.20227.581167.91490.4454.80-227.58854.467顶756.5797.86227.581.2*①+0.7*②+③1203.97504.3865.24-227.581.2*①+0.7*②+④878.50底854.0697.86299.901393.28569.3765.24-299.901028.826顶874.97113.52299.901.2*①+0.7*②+③1429.34583.3275.68-299.901.2*①+0.7*②+④1052.86底972.46113.52380.591627.01648.3175.68-380.591211.545顶993.38129.18380.591.2*①+0.7*②+③1663.07662.2586.12-380.591.2*①+0.7*②+④1235.58底1090.87129.18469.091868.55727.2486.12-469.091402.074顶1111.78144.83469.091.2*①+0.7*②+③1904.61741.1996.56-469.091.2*①+0.7*②+④1426.11底1209.27144.83564.862117.37806.1896.56-564.861599.873顶1230.19160.49564.861.2*①+0.7*②+③2153.43820.12106.99-564.861.2*①+0.7*②+④1623.91底1327.67160.49667.512373.06885.12106.99-667.511804.552顶1348.59176.15667.511.2*①+0.7*②+③2409.12899.06117.43-667.511.2*①+0.7*②+④1828.59底1446.08176.15776.702635.30964.05117.43-776.702015.761顶1466.99191.81776.701.2*①+0.7*②+③2671.36978.00127.87-776.701.2*①+0.7*②+④2039.80底1576.22191.81909.192934.921050.81127.87-909.192259.6844 ********本科生毕业设计(论文)表2-32YSW-1小开口整体墙地震时内力组合表楼层墙肢1墙肢2连梁内力1.2SGE1.3SEHK内力组合1.2SGE1.3SEHK内力组合N(kN)V(kN)M(kN·m)N(kN)N(kN)N(kN)N(kN)V(kN)M(kN·m)N(kN)N(kN)N(kN)Vb(kN)Mb(kN·m)13顶57.0567.430.000.0057.0538.0427.550.000.0038.040.000.0057.0567.43底174.0498.74136.7281.92255.96116.0340.3433.29-81.92197.95174.0498.7412顶205.8598.74136.7281.92287.77137.2340.3433.29-81.92219.1581.9473.73205.8598.74底322.83127.46324.72194.59517.43215.2252.0979.07-194.59409.81322.83127.4611顶354.64127.46324.72194.59549.24236.4352.0979.07-194.59431.02112.67101.40354.64127.46底471.63153.61567.42340.03811.66314.4262.77138.16-340.03654.45471.63153.6110顶503.44153.61567.42340.03843.47335.6362.77138.16-340.03675.66145.44130.90503.44153.61底620.42177.17859.91515.301135.73413.6272.40209.38-515.30928.92620.42177.179顶652.23177.17859.91515.301167.54434.8272.40209.38-515.30950.12175.27157.75652.23177.17底769.22198.131197.24717.461486.68512.8180.96291.50-717.461230.27769.22198.138顶801.03198.131197.24717.461518.48534.0280.96291.50-717.461251.48202.14181.93801.03198.13底918.01216.521574.50943.521861.54612.0188.48383.36-943.521555.53918.01216.527顶949.82216.521574.50943.521893.35633.2288.48383.36-943.521576.74226.08203.47949.82216.52底1066.81232.321986.771190.582257.39711.2194.93483.74-1190.581901.791066.81232.326顶1098.62232.321986.771190.582289.20732.4194.93483.74-1190.581922.99247.06222.351098.62232.32底1215.61245.532429.111455.662671.27810.40100.33591.46-1455.662266.061215.61245.535顶1247.41245.532429.111455.662703.07831.61100.33591.46-1455.662287.27265.08238.571247.41245.53底1364.40256.162896.631735.823100.22909.60104.68705.29-1735.822645.421364.40256.164顶1396.21256.162896.631735.823132.03930.81104.68705.29-1735.822666.63280.16252.141396.21256.16底1513.20264.203384.382028.123541.321008.80107.96824.05-2028.123036.921513.20264.203顶1545.01264.203384.382028.123573.131030.00107.96824.05-2028.123058.12292.30263.061545.01264.20底1661.99269.663887.452329.573991.561107.99110.20946.54-2329.573437.561661.99269.662顶1693.80269.663887.452329.574023.371129.20110.20946.54-2329.573458.77301.48271.321693.80269.66底1810.79236.754400.922637.284448.061207.19147.821071.55-2637.283844.471810.79236.751顶1842.60236.754400.922637.284479.871228.40147.821071.55-2637.283865.68307.69276.941842.60236.75底1973.66236.754978.462983.384957.041315.78147.821212.18-2983.384299.161973.66236.7544 ********本科生毕业设计(论文)表2-33YSW-7多肢墙非震时内力组合表楼层墙肢1墙肢2墙肢3SGK①1.4SQK②1.4Swk③内力组合SGK①1.4SQK②1.4Swk③内力组合SGK①1.4SQK②1.4Swk③内力组合组合项目组合值N(kN)组合项目组合值N(kN)组合项目组合值N(kN)N(kN)N(kN)N(kN)N(kN)N(kN)N(kN)N(kN)N(kN)N(kN)13顶50.946.302.491.2*①+0.7*②+③68.0330.693.7901.35*①+0.7*②44.0949.796.16-2.491.2*①+0.7*②+④66.55底101.606.308.08134.4191.493.790126.17100.456.16-8.08132.9312顶135.2831.508.081.35*①+0.7*②204.68111.7818.9701.35*①+0.7*②164.18133.3730.80-8.081.35*①+0.7*②201.61底185.9531.5014.80273.08172.5718.970246.25184.0430.80-14.80270.0111顶219.6356.7014.801.35*①+0.7*②336.19192.8634.1501.35*①+0.7*②284.26216.9655.44-14.801.35*①+0.7*②331.70底270.2956.7023.17404.58253.6634.150366.34267.6255.44-23.17400.1010顶303.9781.9023.171.35*①+0.7*②467.69273.9549.3201.35*①+0.7*②404.36300.5480.08-23.171.35*①+0.7*②461.79底354.6381.9033.28536.08334.7449.320486.42351.2080.08-33.28530.189顶388.31107.1033.281.35*①+0.7*②599.19355.0364.5001.35*①+0.7*②524.44384.12104.72-33.281.35*①+0.7*②591.87底438.97107.1044.29667.58415.8364.500606.52434.78104.72-44.29660.268顶472.65132.3044.291.35*①+0.7*②730.69436.1279.6701.35*①+0.7*②644.53467.70129.36-44.291.35*①+0.7*②721.95底523.32132.3057.32799.09496.9179.670726.60518.37129.36-57.32790.357顶557.00157.5057.321.35*①+0.7*②862.20517.2094.8501.35*①+0.7*②764.62551.29154.00-57.321.35*①+0.7*②852.04底607.66157.5071.36930.59578.0094.850846.70601.95154.00-71.36920.436顶641.34182.7071.361.35*①+0.7*②993.70598.29110.0301.35*①+0.7*②884.71634.87178.64-71.361.35*①+0.7*②982.12底692.00182.7086.151062.09659.08110.030966.78685.53178.64-86.151050.515顶725.68207.9086.151.35*①+0.7*②1125.20679.37125.2001.35*①+0.7*②1004.79718.45203.28-86.151.35*①+0.7*②1112.20底776.34207.90101.041193.59740.17125.2001086.87769.11203.28-101.041180.594顶810.02233.10101.041.35*①+0.7*②1256.70760.46140.3801.35*①+0.7*②1124.89802.03227.92-101.041.35*①+0.7*②1242.28底860.69233.10115.221325.10821.25140.3801206.95852.70227.92-115.221310.693顶894.37258.30115.221.35*①+0.7*②1388.21841.54155.5501.35*①+0.7*②1244.97885.62252.56-115.221.35*①+0.7*②1372.38底945.03258.30127.311456.60902.34155.5501327.05936.28252.56-127.311440.772顶978.71283.50127.311.35*①+0.7*②1519.71922.63170.7301.35*①+0.7*②1365.06969.20277.20-127.311.35*①+0.7*②1502.46底1029.37283.50135.881588.10983.42170.7301447.131019.86277.20-135.881570.851顶1063.05308.70135.881.35*①+0.7*②1651.211003.71185.9101.35*①+0.7*②1485.141052.78301.84-135.881.35*①+0.7*②1632.54底1119.34308.70135.881727.201071.26185.9101576.341109.07301.84-135.881708.5344 ********本科生毕业设计(论文)表2-34YSW-7多肢墙地震时内力组合表层数墙肢一墙肢二1.2SGE1.3SEHK内力组合1.2SGE1.3SEHK内力组合NVMNNNNVMNNN(kN)(kN)(kN·m)(kN)(kN)(kN)(kN)(kN)(kN·m)(kN)(kN)(kN)13顶63.8317.98-19.586.5870.4157.2538.4517.98-19.58038.4538.45底124.6226.34-11.9121.40146.02103.22111.4126.34-11.910111.41111.4112顶175.8426.34-11.9121.40197.24154.44142.2626.34-11.910142.26142.26底236.6334.006.3439.16275.79197.47215.2134.006.340215.21215.2111顶287.8534.006.3439.16327.01248.69246.0734.006.340246.07246.07底348.6540.9632.2461.32409.97287.33319.0240.9632.240319.02319.0210顶399.8640.9632.2461.32461.18338.54349.8740.9632.240349.87349.87底460.6647.2463.2788.09548.75372.57422.8347.2463.270422.83422.839顶511.8747.2463.2788.09599.96423.78453.6847.2463.270453.68453.68底572.6752.83104.20117.22689.89455.45526.6352.83104.20526.63526.638顶623.8852.83104.20117.22741.10506.66557.4852.83104.20557.48557.48底684.6857.75144.33151.71836.39532.97630.4457.75144.330630.44630.447顶735.8957.75144.33151.71887.60584.18661.2957.75144.330661.29661.29底796.6961.96189.68188.88985.57607.81734.2461.96189.680734.24734.246顶847.9161.96189.68188.881036.79659.03765.1061.96189.680765.10765.10底908.7065.48240.59228.021136.72680.68838.0565.48240.590838.05838.055顶959.9265.48240.59228.021187.94731.90868.9065.48240.590868.90868.90底1020.7168.32300.24267.421288.13753.29941.8668.32300.240941.86941.864顶1071.9368.32300.24267.421339.35804.51972.7168.32300.240972.71972.71底1132.7270.46373.04304.971437.69827.751045.6670.46373.0401045.661045.663顶1183.9470.46373.04304.971488.91878.971076.5170.46373.0401076.511076.51底1244.7371.92468.13336.961581.69907.771149.4771.92468.1301149.471149.472顶1295.9571.92468.13336.961632.91958.991180.3271.92468.1301180.321180.32底1356.7472.80594.85359.651716.39997.091253.2772.8594.8501253.271253.271顶1407.9672.80594.85359.651767.611048.311284.1372.8594.8501284.131284.13底1475.5172.80813.25359.651835.161115.861365.1872.8813.2501365.181365.1844 *******本科生毕业设计(论文)楼层墙肢3连梁内力1.2SGE1.3SEHK内力组合NVMNNNVb1Mb1Vb2Mb2kNkNkN·mkNkNkNkNkN·mkNkN·m13顶62.3917.98-19.58-6.5855.8168.976.584.936.584.93底123.1826.34-11.91-21.40101.78144.5812顶173.2526.34-11.91-21.40151.85194.6514.8111.1114.8111.11底234.0434.006.34-39.16194.88273.2011顶284.1134.006.34-39.16244.95323.2717.7713.3317.7713.33底344.9040.9632.24-61.32283.58406.2210顶394.9740.9632.24-61.32333.65456.2922.1716.6222.1716.62底455.7647.2463.27-88.09367.67543.859顶505.8247.2463.27-88.09417.73593.9126.7520.0726.7520.07底566.6252.83104.20-117.22449.40683.848顶616.6852.83104.20-117.22499.46733.9029.1521.8629.1521.86底677.4857.75144.33-151.71525.77829.197顶727.5457.75144.33-151.71575.83879.2534.4825.8634.4825.86底788.3461.96189.68-188.88599.46977.226顶838.4061.96189.68-188.88649.521027.2837.1827.8937.1827.89底899.2065.48240.59-228.02671.181127.225顶949.2665.48240.59-228.02721.241177.2839.1329.3539.1329.35底1010.0668.32300.24-267.42742.641277.484顶1060.1268.32300.24-267.42792.701327.5439.429.5539.429.55底1120.9170.46373.04-304.97815.941425.883顶1170.9870.46373.04-304.97866.011475.9537.5428.1637.5428.16底1231.7771.92468.13-336.96894.811568.732顶1281.8471.92468.13-336.96944.881618.8031.9923.9931.9923.99底1342.6372.80594.85-359.65982.981702.281顶1392.7072.80594.85-359.651033.051752.3522.6917.0122.6917.01底1460.2472.80813.25-359.651100.591819.89续表2-341.1剪力墙截面计算[11]2.7.1实体墙YSW-4的截面设计地震内力M=2561.47N=2490.32V=99.05kN非地震内力N=2899.98kN比较这两组内力组合可见,考虑地震组合的内力为最不利内力,故下面仅按这组内力进行截面配筋计算。端部采用HRB400级钢筋,箍筋和分布钢筋采用HRB235级钢筋,且端部钢筋对称配置。71 *******本科生毕业设计(论文)(1)墙肢截面尺寸验算h==5880-180=5700mm>满足要求式中Vw——剪力墙截面剪力设计值,应经过调整增大;hw0——剪力墙截面的有效高度;bw——剪力墙厚度;βc——混凝土强度影响系数。(2)正截面偏心受压承载力计算h==5880-180=5700mm取墙体分布钢筋为双排可布置25=50根,则假定,则由此可求得截面受压区高度:属于大偏心受压,=1.0N·mmMsw==N·mm71 *******本科生毕业设计(论文)可求得AS=A’S==-2097.47<0故按构造要求配筋,取0.005mm2和412较大值,选取纵筋412(AS=452mm2),箍筋为。(3)斜截面受剪承载力计算斜截面受剪承载力按以下式子计算。因剪跨比,故取>故取N=2490.32计算,同时选取水平分布钢筋为双排,由下式可得=(4)平面外轴心受压承载力计算查表得经计算,各层配筋列于下表:表2-35YSW-4(实体墙)的配筋计算结果层次竖向分布钢筋水平分布钢筋端柱配筋3-13层双排双排纵筋412,箍筋1-2层双排双排纵筋412,箍筋71 *******本科生毕业设计(论文)2.7.2整体小开口YSW-1的截面设计[12]一,二层为底部加强区2.7.2.1墙肢1地震内力M=4978.46N=4957.04(左震)N=-1009.72(右震)V=236.75非地震内力N=2934.92比较这两组内力组合可见,考虑地震组合的内力为最不利内力,故下面仅按这组内力进行截面配筋计算。端部采用HRB335级钢筋,箍筋和分布钢筋采用HRB235级钢筋,且端部钢筋对称配置。(1)验算墙肢截面尺寸h==6390-180=6210mm>Vw=236.75(满足要求)式中Vw——剪力墙截面剪力设计值,应经过调整增大;hw0——剪力墙截面的有效高度;bw——剪力墙厚度;βc——混凝土强度影响系数。(2)正截面偏心受压承载力计算[11]h==6390-180=6210mm取墙体分布钢筋为双排可布置28=56根,则A78.556=4396mm假定,则由此可求得截面受压区高度:71 *******本科生毕业设计(论文)<=0.5506210=3415.5mm属于大偏心受压,由此可求得=Msw==可求得AS=A’S==-2097.47<0故按构造要求配筋,取mm2和412较大值,但考虑到该墙肢在右震作用下为偏心受拉,故取纵筋为622(),箍筋为。(3)偏心受拉正截面承载力计算M=4978.46N=-1009.72(右震)>N=4957.0471 *******本科生毕业设计(论文)满足要求(4)平面外轴压承载力验算查表得满足要求(5)斜截面受剪承载力计算。斜截面受剪承载力按以下式子计算。因剪跨比,故取。<故取N=3289.6进行计算,同时选取水平分布钢筋为双排,由下式可得=(6)斜截面偏心受拉受剪承载力验算M=4978.46N=-1009.72(右震)水平分布筋为双排,故取71 *******本科生毕业设计(论文)=2.7.2.2墙肢2地震内力M=1212.18N=-1667.60(左震)N=4299.16(右震)V=147.82非地震内力N=2259.68比较这两组内力组合可见,考虑地震组合的内力为最不利内力,故下面仅按这组内力进行截面配筋计算。端部采用HRB335级钢筋,箍筋和分布钢筋采用HRB235级钢筋,且端部钢筋对称配置。(1)验算墙肢截面尺寸h==3990-180=3810mm>Vw=147.82(满足要求)式中Vw——剪力墙截面剪力设计值,应经过调整增大;hw0——剪力墙截面的有效高度;bw——剪力墙厚度;βc——混凝土强度影响系数。(2)正截面偏心受压承载力计算取墙体分布钢筋为双排则,可布置16=32根,则A78.532=2512mm71 *******本科生毕业设计(论文)假定,则由此可求得截面受压区高度:<=0.5503810=2095.5mm属于大偏心受压,由此可求得=Msw==可求得AS=A’S==-2097.47<0故按构造要求配筋,取mm2和较大值,但考虑到该墙肢在左震作用下为偏心受拉,故取纵筋为625(),箍筋为。(3)偏心受拉正截面承载力计算M=1212.18N=-1667.60(左震)71 *******本科生毕业设计(论文)>N=1667.60满足要求(4)平面外轴压承载力验算查表得满足要求(5)斜截面受剪承载力验算斜截面受剪承载力按以下式子计算因剪跨比,故取。<故取N=2054.1进行计算,同时选取水平分布钢筋为双排,由下式可得=6)斜截面偏心受拉受剪承载力验算M=1212.18N=-1667.6(右震)V=147.82水平分布筋为双排,故取,71 *******本科生毕业设计(论文)=2.7.2.3连梁设计地震内力(1)连梁截面尺寸验算<2.5=>满足要求(2)正截面抗弯承载力验算=查表,选6(3)斜截面受剪承载力验算箍筋选用==经计算各层配筋列于下表71 *******本科生毕业设计(论文)表2.36小开口整体墙YSW-1各层配筋楼层墙肢1墙肢2连梁水平竖向分布筋端柱配筋水平竖向分布筋端柱配筋纵筋箍筋3~13双排纵筋622双排6256121~2双排纵筋622双排6256122.7.3多肢墙YSW-7截面设计一,二层为底部加强区2.7.3.1墙肢1地震内力M=813.25N=1835.16(左震)N=1115.86(右震)V=72.80非地震内力N=1727.2(1)验算墙肢截面尺寸[12]h==3060-180=2880mm>Vw=72.80(满足要求)式中Vw——剪力墙截面剪力设计值,应经过调整增大;hw0——剪力墙截面的有效高度;bw——剪力墙厚度;βc——混凝土强度影响系数。(2)正截面偏心受压承载力计算取墙体分布钢筋为双排则,可布置11=22根,则A50.322=1106.6mm假定,则由此可求得截面受压区高度:71 *******本科生毕业设计(论文)<=0.5502880=1584mm属于大偏心受压=Msw==可求得AS=A’S==-2097.47<0故按构造要求配筋,取mm2和412较大值,选412()箍筋为。(3)斜截面受剪承载力计算<故取N=1575.3进行计算,同时选取水平分布钢筋为双排,由下式可得71 *******本科生毕业设计(论文)=(4)平面外轴压承载力验算查表得满足要求2.7.3.2墙肢2地震内力M=813.25N=1835.16(左震)N=1115.86(右震)V=72.80非地震内力N=1727.2(1)验算墙肢截面尺寸h==3060-180=2880mm>Vw=72.80(满足要求)式中Vw——剪力墙截面剪力设计值,应经过调整增大;hw0——剪力墙截面的有效高度;bw——剪力墙厚度;βc——混凝土强度影响系数。(2)正截面偏心受压承载力计算取墙体分布钢筋为双排则,可布置11=22根,则A50.322=1106.6mm假定,则由此可求得截面受压区高度:71 *******本科生毕业设计(论文)<=0.5502880=1584mm属于大偏心受压=Msw==可求得AS=A’S==-2097.47<0故按构造要求配筋,取mm2和412较大值,选412()箍筋为。(3)斜截面受剪承载力计算>故取N=1575.3进行计算,同时选取水平分布钢筋为双排,由下式可得71 *******本科生毕业设计(论文)=(4)平面外轴压承载力验算查表得满足要求2.7.3.3墙肢3地震内力M=813.25N=1100.69(左震)N=1819.89(右震)V=72.80非地震内力N=1708.53(1)验算墙肢截面尺寸h==3060-180=2880mm>Vw=72.80(满足要求)(2)正截面偏心受压承载力计算取墙体分布钢筋为双排则,可布置11=22根,则A50.322=1106.6mm假定,则由此可求得截面受压区高度:<=0.5502880=1584mm属于大偏心受压=71 *******本科生毕业设计(论文)Msw==可求得AS=A’S==-2097.47<0故按构造要求配筋,取mm2和412较大值,选412()箍筋为。(3)斜截面受剪承载力计算>故取进行计算,同时选取水平分布钢筋为双排,由下式可得=(4)平面外轴压承载力验算查表得71 *******本科生毕业设计(论文)满足要求2.7.3.4连梁设计连梁1,2内力完全相同,则取任一计算均相同地震内力(1)连梁截面尺寸验算<2.5=>满足要求(2)正截面抗弯承载力验算=查表,选4(3)斜截面受剪承载力验算箍筋选用==经计算各层配筋列于下表表2-37多肢墙YSW-7各层配筋楼层墙肢1墙肢2水平竖向分布筋端柱配筋水平竖向分布筋端柱配筋3~13双排412双排4121~2双排412双排412楼层墙肢2连梁水平竖向分布筋端柱配筋纵筋箍筋3~13双排4124121~2双排41241271 *******本科生毕业设计(论文)1.1楼板配筋验算资料:板厚120mm钢筋混凝土板,20mm厚干硬性水泥砂浆找平层,10mm厚水泥石灰膏打底,8mm厚陶瓷地砖,楼面活荷载标准值,,混凝土为(),钢筋()。取XJB-3进行配筋计算,计算简图如图所示。,故按双向板进行计算。图2-9XJB-3示意图1.荷载计算20mm厚干硬性水泥砂浆找平层0.02×20=0.410mm厚水泥石灰膏砂浆打底0.01×14=0.148mm厚陶瓷地砖0.08×17.8=0.142板自重0.12×25=3.00恒载标准值:活荷载标准值:恒载设计值:活荷载设计值:合计按塑性理论计算(1)弯矩计算71 *******本科生毕业设计(论文)计算跨度取采用分离式配筋,跨中及支座塑性铰线上的总弯矩为:代入基本公式,由于板四周与剪力墙整结,内力折减系数0.8=故得(2)配筋计算mm,按计算钢筋截面面积,计算结果见表。表2-38XJB-3的配筋结果方向M应配钢筋面积配筋实配钢筋面积跨中方向1.1661.2252方向0.69636.7252支座方向2.32122.4252方向1.39273.42521.1桩基础结构设计[13]2.9.1设计资料:(1)上部结构资料71 *******本科生毕业设计(论文)基础布置平面图见附图(附基础平面图)(2)建筑物场地资料按《任务书》,建筑物场地地势平坦,自然地表下1.0m为填土,填土下层为3m厚粘土,承载力为160千帕,其下为5m厚粉土,承载力为120千帕,以下为砂砾,承载力为180千帕,最大冻结深度为2.1m,地下水位为地表以下2m,无侵蚀性。2.9.2选择桩型、桩端持力层、承台埋深(1)选择桩型因钻孔灌注桩泥水排泄不便,为了减少对周围环境的污染,采用静压预制桩。这样可以较好的保证桩身质量,并在较短的施工工期完成施工任务。(2)选择几何尺寸及承台埋深依据地基土的分布,第④层土是较合适的桩端持力层、桩端是断面进入持力层0.6m(>1.5d)工程桩入土深度为8.3m承台进入第②层土0.8m,所以承台埋深为1.8m,桩基的有效桩长即为8.3m,桩截面尺寸选用300mm×300mm。图2-10桩基及土层分布示意图2.9.3确定基桩竖向承载力设计值利用经验公式法确定单桩竖向极限承载力标准值(2-18)71 *******本科生毕业设计(论文)式中——单桩竖向极限承载力标准值;——单桩总极限侧阻力标准值;——单桩总极限端阻力标准值;——桩侧第i层土的极限侧阻力标准值;——桩端极限端阻力标准值;AP——桩截面面积;——第i层土的土层厚度。其中m查表得:kPakPakPakPa则由分项系数法确定单桩竖向承载力R式中R——基桩的竖向承载力设计值;——桩基竖向承载力抗力分项系数。查表得即2.9.4确定桩数及布桩初选桩数(n=4)式中F——作用在承台上的轴向压力设计值;G——承台及其上方填土的重力。为了使桩基中各桩受力比较均匀,布置时对应尽可能使上部荷载的中心与桩群的横截面形心重合或接近,对桩下单独桩基和整片式桩基,宜采用外密内疏的布置方式,横墙下桩基可在外纵墙之外布设一至二根“探头”桩。此外,在有门洞的墙下布置桩宜将桩设置在门洞的两侧。根据以上原则,又根据桩的中心矩的要求,具体调整桩数为2.9.4.1初选承台尺寸71 *******本科生毕业设计(论文)取承台的长边和短边为:m承台埋深为2.4m,承台高为1.0m,桩顶伸入承台50mm,钢筋保护层取35mm,则承台有效高度为mm2.9.4.2计算桩顶荷载设计值取承台及其上土的平均重度kN/m3,则桩顶平均竖向力设计值为=<满足要求==故满足要求.2.9.4.3条形承台梁弯矩计算由于桩端持力层较硬且桩轴线重合,视桩为不动支座。按连续梁计算,计算简图如图所示其中均布荷载q近似地按下式计算跨中弯矩支座处弯矩2.9.4.4条形基础梁截面计算混凝土等级为C30,钢筋配置选用HRB335级A受弯跨中配筋查表选471 *******本科生毕业设计(论文)B支座处查表选4受剪承载力计算:>故截面尺寸满足要求.故按构造配筋2.9.5桩身结构设计图2-11起吊点弯矩图钢筋采用HRB335级(N/mm2)混凝土采用C30(fc=14.3N/mm2)所以桩身的配筋应由起吊和吊立的强度计算控制,桩长小于30m,起吊时采用双点吊,桩单位长度的重力=查表得若按最小配筋率算>71 *******本科生毕业设计(论文)选配812()根据构造要求箍筋选配筋图见施工图.结论本毕业设计课题是高层住宅楼的设计,高层建筑可以反映出一个城市经济繁荣和进步的程度。随着社会的发展与进步,城市人口的增加,城市对高层建筑的规模和高度不断增加。建造高层建筑可以缓解城市用地紧张问题。根据所给的设计任务书的要求,在指导老师的热心指导下,经过十几周的努力主要进行了以下几个方面的设计工作:1.建筑设计:综合考虑总体布局、水平与竖向交通、建筑朝向、户型选择、通风、采光、防火与疏散以及功能分区等方面的要求。2.结构设计:综合考虑建筑物的整体性和抗震设防的需要,采用剪力墙结构体系,刚度大、稳定性好可以满足住户的要求。3.荷载计算:对于高层建筑物来说,侧向力起控制作用,因此在本设计中主要考虑水平地震作用以及风荷载的影响,并综合竖向荷载的影响对其进行了内力组合,近而选出最不利的内力组合方式,为墙体配筋计算提供了一个前提。4.截面设计:完成了墙体截面的配筋计算以及斜截面的抗剪计算。5.基础设计:综合考虑设计任务书所提供的地质条件和剪力墙结构体系的特点,采用了整体性较好的墙下条形桩基础,并对其进行了结构设计计算。6.施工图纸:根据统一规定绘制了建筑图(平面、立面、剖面)和结构图(首层结构布置图、板的配筋图、基础平面布置图以及墙体配筋图)。71 *******本科生毕业设计(论文)参考文献[1]杨志勇,李桂青,土木工程专业毕业设计手册2(2003年第二版)[M]武汉理工大学出版社.1-10[2]李必瑜,房屋建筑学[M]第1版,武汉,武汉工业大学出版社,2000.71-82[3]建筑设计防火规范(2001年版)[S]中国计划出版社,2001.644-649[4]陈保胜,周健,高层建筑安全疏散设计[M]同济大学出版社,2004.10-42[5]沈蒲生,高层建筑结构设计例题[M]北京,中国建筑工业出版社,2005.96-171[6]包世华,张铜生,高层建筑结构设计和计算[M]上册,北京,清华大学出版社,2005.43-292[7]丰定国,王社良,抗震结构设计[M]第二版,武汉,武汉理工大学出版社,2000.51-65[8]龙奴球,包世华,结构力学教程[M]第一版,北京,高等教育出版社,2001.386-389[9]梁兴文,史庆轩,土木工程专业设计指导[M]科学出版社,2000.3.97-105[10]方鄂华,钱嫁茹,叶列平,高层建筑结构设计[M]第4版,北京,中国建筑出版社,2005.63-71[11]混凝土及砌体结构[M]北京,中国建筑工业出版社,2002.173-182[12]高层建筑结构构造资料集[M]中国建筑工业出版社,2005.129-135[13]赵明华,土力学与基础工程[M]第2版,武汉,武汉理工大学出版社,71 *******本科生毕业设计(论文)2000.219-226[14]Enricospacone,A.M.ASCE,andsheriffEl-tawil,M.Asce;NonlinearAnalysisofSteel-concreteCompositeStructuresStateoftheArt[M]0733-9445,2004.[15]VivianW.Y.Tam,C.M.Tam,Assessmentofdurabilityofrecycledaggregateconcreteproducedbytwo-stagemixingapproach[J],JMasterSci,2007.42:3592-3602致谢三个月的毕业设计在紧张的忙碌中结束了,这意味着大学四年生活转瞬即逝,毕业设计是对我这四年学习生活的总结和综合。我首先要特别的感谢的就是我的导师滕振超老师在这几个月来对我的帮助与鼓励,让我圆满的完成设计,谢谢您!同时也要谢谢各位专业老师,感谢您们四年来对我的教育和帮助,谢谢你们!我的设计题目是丽影高层住宅,拟建地点位于绥化市,在设计过程中,我遇到了许多问题和麻烦,但是我得到了老师和同学的无私帮助,从而使我能够顺利的完成我的毕业设计,在这里,我要感谢在场的各位。这次毕业设计使我将以前学过的知识贯穿起来,并且也从中学到了许多新的知识。由于自己以前对专业的知识的学习不扎实,并且第一次做这么大规模的设计,难免在设计中出现各种各样的问题,尽管我一直在高要求自己,但是没有最好,只有更好,希望各位老师能够指出我设计中的错误,并告诉我解决方案,为以后的学习和工作打下一个良好的开端,以便早日成为一名优秀的土木工程师。再次感谢各位老师!71 *******本科生毕业设计(论文)71'