郑州市水利局办公楼设计 -毕业设计计算书

'郑州大学土木工程学院毕业设计计算书题目：郑州市水利局办公楼设计学生姓名：学号：专业：指导老师：培养层次：完成时间：2014.09 摘要本次毕业设计是设计郑州市水利局办公楼。采用钢筋混凝土框架结构，基本抗震设防烈度为6度，场地类型为Ⅱ类。建筑总面积为5544.96平方米，建筑总高20.250米，共有六层，标准层层高3.30米。本建筑的设计内容包括两部分：建筑设计和结构设计。建筑设计部分：根据建筑的地理位置以及所要求的功能分区等设计依据并力求建筑物安全、实用、经济、美观，进行了总体方案设计、平面设计、立面设计、剖面设计、防火组织设计，以及屋面、楼梯及墙体等构造设计，完成了建筑设计说明及有关施工图。结构设计部分：根据建筑的重要性，建筑所在地的抗震设防烈度，工程地质勘查报告，建筑场地的类别及建筑的高度和层数来确定建筑的结构形式，本工程采用的是钢筋混凝土框架结构。随后进行了结构平面布置、估算截面尺寸、荷载计算、框架计算、侧移计算、内力计算、内力组合及构件设计等工作，并完成了结构设计说明及标准层结构平面布置图、框架配筋图、楼梯、基础结构布置图。关键词：框架结构；建筑设计；结构设计；内力组合；内力计算V ABSTRACTThisgraduationdesignistheadministrativeofficebuildingdesign.Theuseofreinforcedconcreteframestructure,thebasicseismicintensityof6degrees,thesitetypeII.Totalconstructionareaof5084.04squaremeters,buildingatotalheightof20.250meters,atotaloffivelayer.standardlayeris3.30meterstall.Thebuildingdesignincludestwoparts:ArchitecturalDesignandstructuraldesign.Architecturaldesign:accordingtothegeographicallocationandtheconstructionoftherequiredfunctions,designbasisandbuildingssafe,practical,economic,beautiful,theoveralldesign,graphicdesign,facadedesign,profiledesign,fireprotectiondesign,aswellastheroof,stairsandwallsandotherstructuraldesign,completedthearchitecturaldesignandrelateddrawings.Structuredesignpart:accordingtotheconstructionoftheimportance,theseismicfortificationintensitybuildinglocation,engineeringgeologicalsurveyreport,thetypeofconstructionsitesandconstructionoftheheightandthenumberoflayerstodeterminethestructureofbuilding,theprojectadoptsthereinforcedconcreteframestructure.Followedbyastructurallayout,estimatingsectionsize,theloadcalculation,calculationframework,sideswaycalculation,internalforcecalculation,internalforcecombinationandcomponentdesignwork,andcompletedthestructuredesignspecificationandstandardlayerstructurelayout,framereinforcementdrawing,stairs,infrastructurelayout.Keywords:framestructure;architecturaldesign;structuredesign;thecombinationofinternalforcecalculationoftheinternalforceV 目录摘要IABSTRACTII1建筑设计说明11.1工程简介11.2建筑平面设计11.3建筑立面设计11.4建筑剖面设计21.5垂直交通设计22结构设计说明32.1工程地质条件32.2气象资料32.3抗震设防烈度32.4材料等级33结构选型及计算单元确定43.1结构平面布置图43.2框架柱截面尺寸确定44荷载计算64.1楼屋面恒荷载64.2楼屋面活荷载74.3单位面积墙体荷载计算84.4单位长度梁、柱荷载计算85水平风荷载作用下框架内力计算95.1框架梁柱线刚度计算95.2框架柱抗侧移刚度计算95.3风荷载标准值的计算105.4风荷载作用下的水平位移验算115.5风荷载作用下框架的内力计算125.5.1反弯点高度计算12V 5.5.2内力计算136竖向荷载作用下的受荷总图166.1屋面荷载简化计算186.2楼面荷载简化计算217内力计算247.1恒荷载作用下的内力计算247.2活荷载作用下的内力计算328内力组合388.1框架结构梁的内力组合388.2框架结构柱的内力组合449梁柱配筋计算539.1框架梁截面设计539.1.1正截面受弯承载力计算539.1.2斜截面受剪承载力计算589.2框架柱截面设计599.2.1轴压比验算599.2.2截面尺寸复核599.2.3正截面受弯承载力计算599.2.4斜截面受剪承载力计算6110楼梯设计6710.1梯段板设计6810.2平台板设计6910.3平台梁设计7011基础设计7111.1设计资料7111.2荷载计算7211.3地基承载力设计值的确定7211.4边柱独立基础设计7211.5中柱联合基础设计7512楼板设计79V 12.1荷载设计值计算7912.2屋面板配筋计算8012.3楼面板配筋计算81结论83参考文献84致谢86V 1建筑设计说明1.1工程简介（1）建筑名称为郑州市水利局办公楼。（2）建筑组成底层主要有门厅、接待室、值班室、配电间、消防控制室等，二层以上为办公室、会议室、卫生间、值班室、走廊、楼梯等。（3）设计内容：本工程采用混凝土框架结构，主体结构层数为六层。框架梁、柱及板均为现浇。属于一般建筑物，安全等级为二级，室内外高差为0.45m。设计使用年限为50年。1.2建筑平面设计平面设计主要是根据设计要求和地形条件，确定建筑物平面中各组成部分的大小和相互关系。平面设计是整个建筑设计的关键，建筑设计首先从平面设计开始。平面设计不仅决定了建筑的平面布局，各组成部分的面积、形状、位置等，而且还影响到建筑的立面和剖面。本办公楼设计综合考虑了建筑立面、建筑剖面、建筑技术、建筑经济、建筑形象等因素，使平面设计尽善尽美。 在平面设计中，结合基地环境、自然条件、建筑规模等，进行了建筑平面体型的设计、主要功能空间的设计和交通联系空间的设计。考虑到地形特性、周围道路等因素，平面体型设计为“一”型，主要功能空间设计包括使用房间的平面设计和辅助房间的平面设计。1.3建筑立面设计一栋建筑物不仅要有完美的平面布局，还要有美观的建筑形象，建筑形象主要由建筑造型艺术处理和立面装饰来体现。 建筑体型和立面的对称性,一种轴线为中心并加以重点强调，两侧对称容易取得完全统一给人以端庄、雄伟、严肃的感觉。本建筑采用对称性体型，在立面上处理上采用虚实分明，主要庄重的灰色弹性涂料饰面。运用立面开窗自由，体型、大小、高低、形状、线条粗细和立面点、线、面等恰当的运用对比，水平窗和窗间墙形成对比，给人舒适、和谐、完美的韵律感。 38 本立面设计，从线条变化来看，粗线给人厚重感，细线则有精致、轻盈感。立面色彩处理恰当，建筑外型主色调为白色，给人以洁净感。在建筑物的主要出入口，临街立面是人们的视觉重心。故门厅处的台阶和四周勒脚均用坚硬厚重的暗红色花岗石。 在立面上，线条疏密有致，给人以立体感。临街立面采用灰色的颜色，增加了建筑表现力，打破了立面的单调感。1.4建筑剖面设计（1）房间的层高和净高 建筑物层高根据房屋的使用性质、要求、建筑结构和施工材料要求来确定。根据办公楼的使用要求，净高一般不低于2.6m，因此该办公楼层高定为3.30m，除去梁高，净高为2.65m，满足了宿舍净高的要求。楼梯要求平台与平台之间的净高不小于2.0m，倾斜梯段之间的净高不小于2.1m。本办公楼采用平行双跑楼梯，每个梯段为12个踏步，每个踏步高150，宽300，满足使用要求。（2）窗台的高度 一般房间窗台高度与房间工作面，如书桌面高度相一致，同时开窗和使用桌面不受影响。本方案中窗台距离该层楼地面的高度均为0.9m，保证了工作面的照明度，满足了使用要求。（3）室内外地面高差 室内外地面高差为防止室外雨水流入室内，并防止地面过潮而设置的。室内外高差过小，不能很好地起到作用；考虑建筑物性质，如纪念性或公共性建筑物，门前需要设置较多台阶来增添严肃、高大等气氛，故室内外高差需要大一些。综合考虑以上因素，本办公楼室内外高差设计为0.45m。1.5垂直交通设计楼梯是建筑中的垂直交通联系构件，它起着联系上下层空间和供人流疏散的作用，在设计过程中要妥善解决好楼梯的形式、位置、数量以及楼梯宽度、坡度等问题。由于平行双跑楼梯占用面积小，流线简捷，使用方便，宜布置在单独的楼梯间中，故本建筑采用平行双跑楼梯。 楼梯数量应根据使用方便和防火疏散要求确定，位置应放在便于寻找、便于人流疏散的部位。本办公楼防火等级为二级，要求位于两个外部出口或楼梯间之间的房间不应超过40米（封闭），袋形走道房间门到楼梯间最远距离不超过22米。根据以上要求，办公楼设计了三个楼梯，满足了人流通行和防火疏散的要求。楼梯布置在38 办公楼两端，其位置具有良好的导向性，也很好地解决两个方向人流问题。 楼梯间尺寸确定：楼梯间内梯段净宽应满足防火规范，根据使用特征来考虑，一般不应少于2股人流同时通行，每股人流按照0.55+0.15m来计算；楼梯间内梯段改变方向时，平台的最小宽度不应小于梯段净宽，每一梯段的踏步数量最多不应超过18级，最少不应少于3级，踏步适宜高宽比为0.5。故本办公楼主楼梯间设计开间为3.6m，进深为6.60m，可满足人流通行的要求。2结构设计说明2.1工程地质条件地质构成：根据岩土工程勘察报告，按地层的成因、年代及物理力学性质差异，勘探深度范围内从上到下场地地质构成如下：1）耕土，层厚0.40～0.70m；2）粉质粘土，层厚3.20～3.70m，承载力特征值kPa；3）粉质粘土，层厚0～2.50m，承载力特征值kPa；4）粉质粘土，层厚3.60～4.60m，承载力特征值kPa。2.2气象资料基本风压为W0=0.45kN/m2，地面粗糙度为B类；基本雪压为S0=0.40kN/m2；2.3抗震设防烈度工程所在地抗震设防烈度为6度，抗震设防类别为丙类，抗震等级为四级，场地类别为Ⅱ类。2.4材料等级1、除基础垫层混凝土选用C25外，基础及以上各层混凝土强度等级均选为C30。2、钢筋级别：框架梁、柱内钢筋等主要构件纵向受力钢筋选择HRB400级钢筋；板纵向受力钢筋选择HRB400级钢筋；构造钢筋、箍筋等，选择HPB300级钢筋。38 3结构选型及计算单元确定3.1结构平面布置图根据建筑功能要求及框架结构体系，通过分析荷载传递路线确定梁系布置方案。如图3.1。图3.1柱网平面布置图3.2框架柱截面尺寸确定（1）框架梁、柱的截面尺寸应满足承载力、刚度和施工的要求，设计尺寸时可参考以往经验确定，同时满足构造要求。以下给出截面尺寸估算公式：纵向框架梁：h=(1/8~1/12)L=(1/8~1/12)×7200(取跨度较大)=600~900L—纵向外柱距，取h=700mmb=(1/2~1/3)h=233.3~350，考虑抗震取b=250mm横向边跨梁：h=(1/8~1/12)L=(1/8~1/12)×6600(取跨度较大)=550~825L—纵向外柱距，取h=700mmb=(1/2~1/3)h=233.3~350，考虑抗震取b=250mm横向中跨梁：取h=400mm，b=250mm次梁：h=(1/12~1/18)L=(1/12~1/18)×6600=366.67~550L—纵向外柱距，取h=500mmb=(1/2~1/3)h=150~225，考虑抗震取b=200mm（2）柱的截面尺寸：38 式中：—根据抗震设防烈度为6度时取0.90，β—边柱取1.3，不等跨内柱取1.25，gE—各层的重力荷载代表值取14kN/m2S—柱的负荷面积，如图3.2所示，对于边柱为7.20×3.30=23.76m2，对于中柱为7.20×(6.6/2+3.0/2)=34.56m2图3.2柱的负荷面积图边柱=213.46×103mm2中柱=298.54×103mm2如取柱截面为矩形，初选柱的截面尺寸为：边柱为b×h=600mm×600mm=360.0×103mm2>213.46×103mm2中柱为b×h=600mm×600mm=360.0×103mm2>298.54×103mm2（3）×3.60m=0.080m，取楼板厚h=100mm框架的计算单元如图3所示，取④轴的一榀框架计算。假定框架柱嵌固于基础顶面框架梁与柱刚接，由于各层柱的截面尺寸不变，故梁跨等于轴线之间的距离。底层柱高从基础顶面算至二层楼层，基顶的标高根据地址条件室内外高差定为1.00m，一层楼面标高为4.20m，室内外高差为0.45m，38 故底层的柱子高度=1.00+4.20=5.20m，二层柱高楼面算至上一层楼面(即层高)故均为3.30m。由此给出框架计算简图如图3.3所示。框架截面尺寸图：图3.3框架截面尺寸图4荷载计算4.1楼屋面恒荷载（1）100厚上人屋面恒荷载：表4.1上人屋面恒荷载表构造层面荷载（kN/㎡）38 找平层：30厚细石混凝土找平0.03×24=0.72防水层：SBS防水层0.40找坡层：陶粒混凝土找坡（2％）183×7=1.28保温层：125mm厚加气混凝土保温层0.125×7=0.88结构层：100厚现浇钢筋混凝土板0.10×25=2.5抹灰层：板底吊顶0.40合计6.18（2）100厚标准层楼面恒荷载：表4.2标准层楼面恒荷载表构造层面荷载（kN/㎡）装饰层：10厚水磨石铺平拍实，水泥浆擦缝0.01×20=0.20结合层：20厚1:4干硬性水泥砂0.02×20=0.40结构层：100厚现浇钢筋混凝土板0.10×25=2.50抹灰层：20厚混合砂浆0.02×17=0.34合计3.44（3）卫生间恒荷载（板厚100mm）表4.3卫生间恒荷载表构造层面荷载（kN/㎡）装饰层：10厚地砖铺平拍实，水泥浆擦缝0.01×20=0.20结合层：20厚1:4干硬性水泥砂0.02×20=0.40找平层：15厚水泥砂浆0.015×20=0.30结构层：100厚现浇钢筋混凝土板0.1×25=2.50防水层0.3蹲位折算荷载（20厚炉渣填高）1.5抹灰层：20厚混合砂浆0.02×17=0.34合计5.544.2楼屋面活荷载表4.4活荷载表38 序号类别面荷载（kN/m2）1上人屋面活荷载2.002办公楼一般房间活荷载2.003走廊活荷载2.504雨棚活荷载0.505卫生间活荷载2.506楼梯活荷载3.504.3单位面积墙体荷载计算外墙：250厚普通砖，外涂高弹涂料，内外抹灰20厚250厚普通砖0.25×18=4.32kN/m2内外抹灰20厚2×0.02×17=0.68kN/m2外涂高弹涂料0.50kN/m2合计：5.50kN/m2内墙：200厚蒸压加气混凝土砌块，两面抹灰20厚200厚蒸压加气混凝土砌块0.20×5.5=1.32kN/m2内外抹灰20厚2×0.02×17=0.68kN/m2合计：2.00kN/m2女儿墙：250厚普通转，外涂高弹涂料，内外抹灰20厚250厚普通砖0.25×18=4.32kN/m2内外抹灰20厚2×0.02×17=0.68kN/m2外涂高弹涂料0.5kN/m2合计：5.50kN/m24.4单位长度梁、柱荷载计算1、梁：C30（1）梁1：250×700mm（6.6米跨）自重0.25×(0.70-0.10)×25=3.75kN/m双侧内抹灰0.02×[(0.70-0.10)×2+0.25]×17=0.49kN/m合计：4.24kN/m（2）梁2：250×400mm（2.7米跨）38 自重0.25×(0.40-0.10)×25=1.88kN/m双侧内抹灰0.02×[(0.40-0.10)×2+0.25]×17=0.36kN/m合计：2.16kN/m（3）梁4：200×500mm（次梁）自重0.20×(0.50-0.10)×25=2.00kN/m双侧内抹灰0.02×[(0.50-0.10)×2+0.20]×17=0.34kN/m合计：2.34kN/m2、框架柱：柱尺寸：600×600mm柱自重0.6×0.6×25=9.00kN/m四面抹灰20厚2×0.02×(0.6+0.6)×17=0.82kN/m合计：9.82kN/m5水平风荷载作用下框架内力计算5.1框架梁柱线刚度计算表5.1框架柱线刚度计算表框架梁柱线刚度计算边跨梁0.250.70.00715300000006.6064962.10.662中跨梁0.250.40.00133300000003.0026666.70.272（2~6）层柱0.60.60.01080300000003.3098181.81.000底层柱0.60.60.01080300000004.3075348.80.7675.2框架柱抗侧移刚度计算具体详见下面的各柱D值及剪力分配系数表：表5.2各柱D值及剪力分配系数表38 层号及层高柱位置2~6层（3.3m）边柱0.6620.249268941226330.219中柱0.9330.318344221226330.2811层(5.2m)边柱0.8620.47623273987330.236中柱1.2160.53426093987330.2645.3风荷载标准值的计算作用在屋面梁和楼面梁节点处的集中风荷载标准值见表5.3：w=βZμSμZω0本地区基本风压为：w0=0.45kN/m2μZ—风压高度变化系数，地面粗糙度为B类μS—风荷载体型系数。根据建筑物的体型查的μS=1.3βZ—以为房屋总高度小于30米所以βZ=1.0—下层柱高—上层柱高，对顶层为女儿墙的2倍B—迎风面的宽度B=7.20m表5.3集中风荷载标准值离地高度(Z/m)μZβZμSw0(kN/m2)(m)(m)ωk(kN)21.151.25411.30.453.30.713.7917.851.18311.30.453.33.318.2714.551.10211.30.453.33.317.0211.251.01011.30.453.33.315.607.951.00011.30.453.33.315.4438 4.651.00011.30.453.35.217.78图5.1风荷载作用下荷载分布图(kN)5.4风荷载作用下的水平位移验算根据上面计算得到的水平风荷载，由式计算层间剪力。再按下面两式分别计算各层的相对侧移和绝对侧移。△ui=Vi/∑Dij，ui=∑（△u）k各层的层间弹性位移角=。计算过程见下表：表5.4风荷载作用下层间剪力及侧移计算层号Fi（kN）Vi（kN）∑Di(N/mm)△ui（mm）ui（mm）△ui/hi613.7913.791226330.1122.9471/29337518.2732.061226330.2612.8341/1262238 417.0249.091226330.4002.5731/8245315.6064.681226330.5272.1721/6257215.4480.121226330.6531.6451/5051117.7897.91987330.9920.9921/4336由上表可知，风荷载作用下最大层间位移角为1/4336，远远小于1/550，满足规范的要求。5.5风荷载作用下框架的内力计算5.5.1反弯点高度计算反弯点高度计算：y=y0+y1+y2+y3表5.5反弯点高度比y计算层号A轴线边柱B轴线中柱C轴线中柱D轴线边柱6k=0.662y0=0.2808a1=1y1=0a2=1y2=0y=0.2808k=0.933y0=0.35a1=1y1=0a2=1y2=0y=0.35k=0.933y0=0.35a1=1y1=0a2=1y2=0y=0.35K=0.662y0=0.2808a1=1y1=0a2=1y2=0y=0.28085k=0.662y0=0.3808a1=1y1=0a2=1y2=0y=0.3808k=0.933y0=0.40a1=1y1=0a2=1y2=0y=0.40k=0.933y0=0.40a1=1y1=0a2=1y2=0y=0.40K=0.662y0=0.3808a1=1y1=0a2=1y2=0y=0.38084k=0.662y0=0.40a1=1y1=0a2=1y2=0y=0.40k=0.933y0=0.45a1=1y1=0a2=1y2=0y=0.45k=0.933y0=0.45a1=1y1=0a2=1y2=0y=0.45K=0.662y0=0.40a1=1y1=0a2=1y2=0y=0.403k=0.662y0=0.45a1=1y1=0k=0.933y0=0.45a1=1y1=0k=0.933y0=0.45a1=1y1=0K=0.662y0=0.45a1=1y1=038 a2=1y2=0y=0.45a2=1y2=0y=0.45a2=1y2=0y=0.45a2=1y2=0y=0.452k=0.662y0=0.50a1=1y1=0a3=1.303y2=0y=0.50k=3.596y0=0.50a1=1y1=0a3=1.303y2=0y=0.50k=3.596y0=0.50a1=1y1=0a3=1.303y2=0y=0.50k=0.662y0=0.50a1=1y1=0a3=1.303y2=0y=0.501k=0.862y0=0.65a1=1y1=0a2=0.767y2=0y=0.65k=1.216y0=0.6284a1=1y1=0a2=0.767y2=0y=0.6284K=1.216y0=0.6284a1=1y1=0a2=0.767y2=0y=0.6284k=0.862y0=0.65a1=1y1=0a2=0.767y2=0y=0.655.5.2内力计算表5.6各层柱反弯点位置、剪力、柱梁端弯矩计算表层号柱号柱剪力梁剪力柱轴力6边柱13.790.2193.0251226330.9272.3737.182.807.185.893.031.981.98中柱0.2813.8721.1552.1458.314.472.422.423.871.61-0.375边柱18.270.2194.0061226331.2572.0438.195.048.1910.374.012.814.79中柱0.2815.1281.3201.98010.156.774.264.265.132.84-0.344边柱35.290.2197.7401226331.3201.98015.3210.2220.3617.557.745.7410.53中柱0.2819.9061.4851.81517.9814.717.207.209.914.80-1.283边柱50.890.21911.1601226331.4851.81520.2616.5730.4728.8111.168.9819.52中柱0.28114.2831.4851.81525.9221.2111.8311.8314.287.88-2.382边柱66.330.21914.5471226331.6501.65024.0024.0040.5736.8214.5511.7331.24中柱0.28118.6181.6501.65030.7230.7215.1115.1118.6210.08-4.0338 1边柱84.110.21918.447987332.7952.79527.7651.5651.7738.7324.0413.7144.95中柱0.28123.6102.7022.70237.7363.8029.7229.7230.7619.812.07图5.2风荷载作用下弯矩图(kN·m)38 图5.3风荷载作用下剪力图(kN)38 图5.4风荷载作用下轴力图(kN)6竖向荷载作用下的受荷总图楼面布置如下图，为了方便荷载整理，在梁布置图和板布置图中分别标出梁和板。38 图6.1板传荷载示意图双向板沿两个方向传给支撑梁的荷载划分是从每一区格板的四角与板边成45°的斜线，这些斜线与平行于长边的中线相交，每块板都被分为四个小块。假定每小块板上的荷载就近传给其支撑梁，因此板传给短跨梁上的荷载为三角形荷载，长跨梁上的荷载为梯形荷载，对于梁的自重或直接作用在梁上的其他荷载按实际情况考虑，为了便于计算，通常需要将三角形或梯形荷载换算成等效均布荷载。梯形荷载等效换算为均布荷载：q=×p三角形荷载等效换算为均布荷载：q=5p/8。38 图6.2横向荷载计算简图图6.3A(D)轴纵向荷载计算简图图6.4B(C)轴纵向荷载计算简图6.1屋面荷载简化计算1、恒荷载作用（1）qAB计算屋面板恒荷载为6.18kN/m2，由上图可知，传递给AB段的荷载为梯形荷载，则：qAB=×p=6.18×1.80×[1-2×(1.80/6.60)2+(1.80/6.60)3]=9.69kN/m因为左右两边板传递荷载，故板传递荷载为：9.69×2=19.39kN/m（2）qBC计算屋面板恒荷载为6.18kN/m238 ，由上图可知，传递给BC段的荷载为三角形荷载，等效转化为均布荷载为：qBC=5p/8=5/8×6.18×1.50=5.79kN/m因为左右两边板传递荷载，故板传递荷载为：5.79×2=11.59kN/m（1）qCD计算同qAB（2）A（D）q34计算屋面板恒荷载为6.18kN/m2，由上图可知，传递给34段的荷载为三角形荷载，等效转化为均布荷载为：q=5p/8=5/8×6.18×1.80=6.95kN/m（3）B（C）q34计算屋面板恒荷载为6.18kN/m2，由上图可知，传递给34段的荷载为梯形荷载，等效转化为均布荷载为：q=×p=6.18×1.50×[1-2×(1.50/3.60)2+(1.50/3.60)3]=6.72kN/m（4）F6A计算①女儿墙自重：5.50×0.7×7.20=27.72kN②纵梁自重：4.24×(7.20-0.6)=28.00kN③板传荷载：6.95×7.20=37.68kN④次梁传递荷载：(19.39+2.34)×(6.60-0.25)/2=68.99kN所以F6A=27.72+27.98+37.68+68.99=174.74kN（5）F6B计算①纵梁自重：4.24×(7.2-0.6)=28.00kN②板传荷载：(6.95+6.72)×7.2=98.46kN③次梁传递荷载：21.73×6.60/2+13.93×3.0/2=73.45kN所以F6B=28.00+98.46+73.45=199.91kN38 图6.4第六层框架最终恒荷载计算简图2、活荷载作用（1）qAB计算屋面板活荷载为0.5kN/m2，由上图可知，传递给AB段的荷载为梯形荷载，则qAB=×p=0.5×1.80×[1-2×(1.80/6.60)2+(1.80/6.60)3]=0.78kN/m因为左右两边板传递荷载，故板传递荷载为：0.78×2=1.57kN/m（2）qBC计算屋面板活荷载为0.5kN/m2，由上图可知，传递给BC段的荷载为三角形荷载，等效转化为均布荷载为：qBC=5p/8=5/8×0.5×1.50=0.47kN/m因为左右两边板传递荷载，故板传递荷载为：0.47×2=0.94kN/m（3）qCD计算同qAB（4）A（D）q34计算屋面板活荷载为0.5kN/m2，由上图可知，传递给34段的荷载为三角形荷载，等效转化为均布荷载为：q=5p/8=5/8×0.5×1.80=0.56kN/m（5）B（C）q34计算屋面板活荷载为0.5kN/m2，由上图可知，传递给34段的荷载为梯形荷载，等效转化为均布荷载为：q=×p=0.5×1.50×[1-2×(1.50/3.60)2+(1.50/3.60)3]=0.54kN/m（6）F6A计算38 ①板传荷载：0.56×7.2=4.05kN②次梁传递荷载：1.57×6.60/2=5.18kN所以F6A=4.05+5.18=9.23kN（7）F6B计算①板传荷载：(0.56+0.54)×7.2=7.97kN②次梁传递荷载：1.57×6.60/2+0.94×3.0/2=6.58kN所以F6B=7.97+6.58=14.55kN图6.5第六层框架最终活荷载计算简图6.2楼面荷载简化计算1、恒荷载作用（1）qAB计算楼面板恒荷载为3.44kN/m2，由上图可知，传递给AB段的荷载为均布荷载，则qAB=×p=3.44×1.80×[1-2×(1.80/6.60)2+(1.80/6.60)3]=5.40kN/m因为左右两边板传递荷载，故板传递荷载为：5.40×2=10.79kN/m（2）qBC计算楼面板恒荷载为3.44kN/m2，由上图可知，传递给BC段的荷载为三角形荷载，等效转化为均布荷载为：qBC=5p/8=5/8×3.44×1.50=3.23kN/m因为左右两边板传递荷载，故板传递荷载为：3.23×2=6.45kN/m（3）qCD计算同qAB（4）A（D）q34计算38 楼面板恒荷载为3.44kN/m2，由上图可知，传递给34段的荷载为三角形荷载，等效转化为均布荷载为：q=5p/8=5/8×3.44×1.80=3.87kN/m（5）B（C）q34计算楼面板恒荷载为3.44kN/m2，由上图可知，传递给34段的荷载为梯形荷载，等效转化为均布荷载为：q=×p=3.44×1.50×[1-2×(1.50/3.60)2+(1.50/3.60)3]=3.74kN/m（6）F1~5A计算①外墙自重：5.50×2.60×(6.2-0.6)=94.38kN②纵梁自重：4.24×(7.2-0.6)=28.00kN③板传荷载：6.95×7.20=27.86kN④次梁传递荷载：10.32×6.60/2+2.34×(6.60-0.25)/2=43.05kN所以F1~5A=94.38+28.00+27.86+43.05=193.29kN（7）F1~5B计算①纵梁自重：4.24×(7.2-0.6)=28.00kN②板传荷载：6.95×7.20=27.86kN③次梁传递荷载：10.32×6.60/2+2.34×(6.60-0.25)/2+6.45×3.0/2+2.34×(3.0-0.25)/2=55.94kN④内墙自重：2.00×2.60×(7.2-0.6)=34.32kN所以F1~5B=28.00+27.86+55.94+34.32=216.72kN图6.6标准层框架最终恒荷载计算简图38 2、活荷载作用（1）qAB计算房间板活荷载为2.0kN/m2，由上图可知，传递给AB段的荷载为梯形荷载，则qAB=×p=2.0×1.80×[1-2×(1.80/6.60)2+(1.80/6.60)3]=3.14kN/m因为左右两边板传递荷载，故板传递荷载为：3.14×2=6.27kN/m（2）qBC计算走廊板活荷载为2.5kN/m2，由上图可知，传递给BC段的荷载为三角形荷载，等效转化为均布荷载为：qBC=5p/8=5/8×2.5×1.50=2.34kN/m因为左右两边板传递荷载，故板传递荷载为：2.34×2=4.69kN/m（3）qCD计算同qAB（4）A（D）q34计算房间板活荷载为2.0kN/m2，由上图可知，传递给34段的荷载为三角形荷载，等效转化为均布荷载为：q=5p/8=5/8×2.0×1.80=2.25kN/m（5）B（C）q34计算走廊板活荷载为2.5kN/m2，由上图可知，传递给34段的荷载为梯形荷载，等效转化为均布荷载为：q=×p=2.5×1.50×[1-2×(1.50/3.60)2+(1.50/3.60)3]=2.72kN/m（6）F1~5A计算①板传荷载：2.25×7.2=16.20kN②次梁传递荷载：6.27×6.60/2=20.71kN所以F1~5A=16.20+20.71=36.91kN（7）F1~5B计算①板传荷载：(2.25+2.72)×7.2=35.78kN②次梁传递荷载：6.27×6.60/2+4.69×3.0/2=27.74kN所以F1~5B=35.78+27.74=63.52kN38 图6.7标准层框架最终活荷载计算简图7内力计算7.1恒荷载作用下的内力计算（1）梁柱弯矩计算表7.1恒线载作用下的跨中及固端弯矩表线载性质楼层位置线载位置线载大小梁计算长度(m)固端弯矩跨中弯矩恒线载屋面边跨19.39+4.24=23.636.6085.79128.68中跨11.59+2.16=13.753.0010.3115.47楼面边跨10.79+4.24=15.046.6054.5881.87中跨6.45+2.16=8.613.006.469.69弯矩分配法竖向荷载作用下的内力一般可采用近似法，有分层法，弯矩二次分配法和迭代法。当框架为少层少跨时，采用弯矩二次分配法较为理想。计算过程如表7.2所示：表7.2恒载作用下的框架弯矩内力二次分配表上柱下柱右梁左梁上柱下柱右梁分配系数0.6020.3980.3420.5170.140固端弯矩-85.7985.79-10.3138 第一次分配51.6334.16-25.83-39.04-10.60传递弯矩10.25-12.9217.08-8.20第二次分配1.601.06-3.04-4.59-1.25最终弯矩63.48-63.4874.00-51.83-22.16分配系数0.3760.3760.2490.2260.3410.3410.093固端弯矩-54.5854.58-6.46第一次分配20.5120.5113.57-10.85-16.40-16.40-4.46传递弯矩25.8110.25-5.436.78-19.52-8.20第二次分配-11.51-11.51-7.624.727.147.141.94最终弯矩34.8119.25-54.0655.23-28.79-17.47-8.98分配系数0.3760.3760.2490.2260.3410.3410.093固端弯矩-54.5854.58-6.46第一次分配20.5120.5113.57-10.85-16.40-16.40-4.46传递弯矩10.2510.25-5.436.78-8.20-8.20第二次分配-5.67-5.67-3.752.173.283.280.89最终弯矩25.0925.09-50.1952.68-21.33-21.33-10.03分配系数0.3760.3760.2490.2260.3410.3410.093固端弯矩-54.5854.58-6.46第一次分配20.5120.5113.57-10.85-16.40-16.40-4.46传递弯矩10.2510.25-5.436.78-8.20-8.20第二次分配-5.67-5.67-3.752.173.283.280.89最终弯矩25.0925.09-50.1952.68-21.33-21.33-10.03分配系数0.3760.3760.2490.2260.3410.3410.093固端弯矩-54.5854.58-6.4638 第一次分配20.5120.5113.57-10.85-16.40-16.40-4.46传递弯矩10.2511.23-5.436.78-8.20-8.91第二次分配-1.81-1.81-1.202.333.523.520.96最终弯矩28.9529.93-47.6452.84-21.09-21.79-9.96分配系数0.4120.3160.2720.2450.3700.2840.101固端弯矩-54.5854.58-6.46第一次分配22.4717.2414.87-11.79-17.82-13.67-4.84传递弯矩10.25-5.897.43-8.20第二次分配-1.79-1.38-1.190.190.280.220.08最终弯矩30.9315.87-46.8050.41-25.74-13.46-11.22底层弯矩7.93-6.73（2）梁柱端剪力计算在计算中，当已知框架M图求V图以及已知V图求N图时，可采用结构力学取脱离体的方法。如已知杆件（梁或柱）两端的弯矩。其剪力：因为框架为三级抗震等级，则根据《混凝土结构设计规范》GB50010-2010中11.3.2得：梁剪力设计值：柱剪力设计值：表7.3恒线载作用下梁端和柱端剪力计算表荷载性质层数边跨梁（kN）中跨梁（kN）边柱（kN）中柱（kN）V（左）V（右）V（左）V（右）V（上）V（下）V（上）V（下）恒载676.24-79.9020.63-20.6335.7435.7429.3229.3238 549.42-49.8312.92-12.9216.1216.1214.1114.11449.20-50.0712.92-12.9218.2518.2515.5115.51349.20-50.0712.92-12.9219.6519.6515.4215.42248.75-50.5612.92-12.9222.1322.1317.2817.28149.02-50.2812.92-12.928.657.657.347.34图8.8柱剪力计算简图（3）梁柱端轴力计算柱轴力按节点处平衡条件进行计算，如图7.8。柱顶截面轴力：柱底截面轴力：式中：gi——各层柱自重；Gi——各层由纵向框架传来的竖向荷载；VL、VR——分别为节点左侧、右侧梁剪力；列表计算，结果见表7.4。表7.4A柱的轴力层次A柱轴力剪力传递纵向集中荷载N顶N底676.24174.76250.99273.86549.42193.29516.58539.45449.20193.29781.94804.81349.20193.291047.311070.18248.75193.291312.231335.09149.02193.291577.401607.20表7.5B柱的轴力层次B柱轴力剪力传递纵向集中荷载N顶N底38 6100.53199.91300.43323.30562.75216.72602.78625.64462.99216.72905.35928.22362.99216.721207.931230.80263.49216.721511.011533.88163.20216.721813.791843.5938 图7.9恒载作用下M图(kN•m)38 图7.10恒载作用下的V图(单位：kN)38 图7.11恒载作用下N图(kN)38 7.2活荷载作用下的内力计算（1）梁柱弯矩计算表7.6活线载作用下的跨中及固端弯矩表线载性质楼层位置线载位置线载大小梁计算长度(m)固端弯矩跨中弯矩活线载屋面边跨1.576.605.698.54中跨0.943.000.701.05楼面边跨6.276.6022.7834.17中跨4.693.003.525.27弯矩二次分配计算过程如下表。表7.7活载作用下的框架弯矩内力二次分配表上柱下柱右梁左梁上柱下柱右梁分配系数0.6020.3980.3420.5170.140固端弯矩-5.695.69-0.70第一次分配3.432.27-1.71-2.58-0.70传递弯矩2.29-0.851.13-3.28第二次分配-0.86-0.570.741.110.30最终弯矩4.85-4.855.86-4.75-1.10分配系数0.2010.3760.2490.2260.3410.3410.093固端弯矩-22.7822.78-3.52第一次分配4.588.565.66-4.35-6.57-6.57-1.78传递弯矩1.714.28-2.172.83-1.29-3.28第二次分配-0.77-1.44-0.950.390.590.590.16最终弯矩5.5211.40-20.2421.66-7.26-9.26-5.1438 分配系数0.3760.3760.2490.2260.3410.3410.093固端弯矩-22.7822.78-3.52第一次分配8.568.565.66-4.35-6.57-6.57-1.78传递弯矩4.284.28-2.172.83-3.28-3.28第二次分配-2.40-2.40-1.590.841.271.270.35最终弯矩10.4410.44-20.8822.11-8.58-8.58-4.95分配系数0.3760.3760.2490.2260.3410.3410.093固端弯矩-22.7822.78-3.52第一次分配8.568.565.66-4.35-6.57-6.57-1.78传递弯矩4.282.14-2.172.83-3.28-3.28第二次分配-1.60-1.60-1.060.841.271.270.35最终弯矩11.249.10-20.3422.11-8.58-8.58-4.95分配系数0.3760.3760.2490.2260.3410.3410.093固端弯矩-22.7822.78-3.52第一次分配8.568.565.66-4.35-6.57-6.57-1.78传递弯矩4.282.14-2.172.83-3.28-10.31第二次分配-1.60-1.60-1.062.433.673.671.00最终弯矩11.249.10-20.3423.69-6.18-13.21-4.30分配系数0.4120.3160.2720.2450.3700.2840.101固端弯矩-22.7822.78-3.52第一次分配9.387.206.20-4.72-7.13-5.47-1.94传递弯矩4.28-2.363.10-3.28第二次分配-0.79-0.61-0.520.040.070.050.02最终弯矩12.876.59-19.4621.21-10.35-5.42-5.4338 底层弯矩3.30-2.71（2）梁柱端剪力计算表7.8活线载作用下梁端和柱端剪力计算表荷载性质层数边跨梁（kN）中跨梁（kN）边柱（kN）中柱（kN）V（左）V（右）V（左）V（右）V（上）V（下）V（上）V（下）活载65.01-5.361.41-1.413.773.774.374.37520.47-20.977.03-7.037.947.946.486.48420.50-20.937.03-7.037.887.886.246.24320.41-21.037.03-7.037.407.405.375.37220.15-21.327.03-7.037.997.998.578.57120.42-21.037.03-7.033.593.592.962.96（3）梁柱端轴力计算表7.9A柱的轴力层次A柱轴力剪力传递纵向集中荷载N顶N底65.019.2314.2414.24520.4736.9171.6171.61420.5036.91129.02129.02320.4136.91186.35186.35220.1536.91243.40243.40120.4236.91300.73300.73表7.10B柱的轴力层次B柱轴力剪力传递纵向集中荷载N顶N底66.7714.5521.3121.31528.0063.52112.83112.83427.9663.52204.31204.31328.0663.52295.88295.88228.3563.52387.75387.7538 128.0663.52479.32479.32图7.12活载作用下M图(kN•m)38 图7.3活载作用下的V图(单位：kN)38 图7.4活载作用下N图(kN)38 8内力组合拟建结构位于6度区，因此应按抗震设计规范进行内力组合。8.1框架结构梁的内力组合在竖向荷载作用下，可以考虑梁端塑性变形内力重分布而对梁端负弯距进行调幅，调幅系数为现浇框架：0.8-0.9，本设计取0.85。内力组合详见下表9.1：38 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V-17.28-8.5791.63-91.63-32.7393.23-144.99-31.90-31.9093.23-144.99柱底截面M-25.74-10.35151.18-151.18-45.37159.45-233.63-45.09-45.09159.45-233.63N1533.88387.75-30.2530.252383.502033.982112.622458.482458.482033.982112.62V-17.28-8.5791.63-91.63-32.7393.23-144.99-31.90-31.9093.23-144.99右边柱柱顶截面M-29.93-9.10-118.12118.12-48.66-194.93112.18-49.50-49.50112.18-194.93N1312.23243.40214.90-214.901915.432000.081441.342014.912014.911441.342000.08V22.137.9971.59-71.5937.74124.41-61.7237.8637.86-61.72124.41柱底截面M30.9312.87118.12-118.1255.13198.39-108.7354.6254.62-108.73198.39N1335.09243.40214.90-214.901942.882027.531468.782045.782045.781468.782027.53V22.137.9971.59-71.5937.74124.41-61.7237.8637.86-61.72124.411左边柱柱顶截面M15.876.59-122.74122.7428.27-136.57182.5628.0128.01-136.57182.56N1577.40300.73-283.33283.332313.901704.992441.652430.222430.221704.992441.65V-8.65-3.5981.56-81.56-15.4293.48-118.57-15.28-15.2893.48-118.57柱底截面M-7.93-3.30227.95-227.95-14.13284.84-307.83-14.01-14.01284.84-307.83N1607.20300.73-283.33283.332349.661740.752477.412470.452470.451740.752477.41V-8.65-3.5981.56-81.56-15.4293.48-118.57-15.28-15.2893.48-118.57左中柱柱顶截面M-13.46-5.42-146.11146.11-23.74-209.34170.54-23.59-23.59170.54-209.34N1813.79479.3241.00-41.002847.602517.442410.852927.942927.942410.852517.4452 V7.342.9691.44-91.4412.95129.45-108.2912.8712.87-108.29129.45柱底截面M6.732.71247.08-247.0811.87330.90-311.5011.7911.79-311.50330.90N1843.59479.3241.00-41.002883.362553.202446.602968.172968.172446.602553.20V7.342.9691.44-91.4412.95129.45-108.2912.8712.87-108.29129.45右中柱柱顶截面M13.465.42-146.11146.1123.74-170.54209.3423.5923.59-170.54209.34N1813.79479.32-41.0041.002847.602410.852517.442927.942927.942410.852517.44V-7.34-2.9691.44-91.44-12.95108.29-129.45-12.87-12.87108.29-129.45柱底截面M-6.73-2.71247.08-247.08-11.87311.50-330.90-11.79-11.79311.50-330.90N1843.59479.32-41.0041.002883.362446.602553.202968.172968.172446.602553.20V-7.34-2.9691.44-91.44-12.95108.29-129.45-12.87-12.87108.29-129.45右边柱柱顶截面M-15.87-6.59-122.74122.74-28.27-182.56136.57-28.01-28.01136.57-182.56N1577.40300.73283.33-283.332313.902441.651704.992430.222430.221704.992441.65V8.653.5981.56-81.5615.42118.57-93.4815.2815.28-93.48118.57柱底截面M7.933.30227.95-227.9514.13307.83-284.8414.0114.01-284.84307.83N1607.20300.73283.33-283.332349.662477.411740.752470.452470.451740.752477.41V8.653.5981.56-81.5615.42118.57-93.4815.2815.28-93.48118.5752 9梁柱配筋计算混凝土强度：C30，钢筋强度：HPB300，HRB400，，9.1框架梁截面设计9.1.1正截面受弯承载力计算由梁的内力组合表可知，底层边跨梁的跨中弯矩最大，M=96.72，首先以顶层左边跨梁为例，进行正截面受弯承载力计算。当梁下部受拉时，按T形截面设计；当梁上部受拉时，按矩形截面设计。（1）T形梁翼缘计算宽度的确定：1.按计算跨度考虑=2.2m=2200mm2.按梁净距考虑=100mm+125mm+3775mm=3600mm3.按翼缘高度考虑=250+12×100=1450mm取前三者中的较小值。所以，=1450mm（2）计算类型的判定：因为>M=96.72所以，属于第一类T型截面。（3）配筋计算：梁的截面尺寸为250mm×700mm，跨中截面弯矩M=96.7285 下部实配316（）当抗震等级为四级时，查《混凝土结构设计规范GB50010-2010》11.3.6条满足最小配筋率的要求。上部按构造要求配筋。其余各梁正截面受弯承载力配筋计算见下表：85 表9.1框架梁正截面配筋表楼层梁位置截面位置bM()实配钢筋实配6左边跨梁左支座114.3250670150.530.09380.0987360656.48318763525跨中114.3145067096.720.01040.0104360403.11316603437.5右支座114.3250670146.780.09150.0961360639.25318763525中跨梁左支座114.325037051.210.10460.1108360407.03318763300跨中114.3100037010.430.00530.005336078.53218509250右支座114.325037051.210.10460.1108360407.03318763300右边跨梁左支座114.3250670146.780.09150.0961360639.25318763525跨中114.3145067096.720.01040.0104360403.11316603437.5右支座114.3250670150.530.09380.0987360656.483187635255左边跨梁左支座114.3250670210.990.13150.1415360931.35320941525跨中114.3145067058.860.00630.0063360244.79316603437.5右支座114.3250670203.540.12680.1361360905.46320941525中跨梁左支座114.325037067.670.13830.1494360549.04320941300跨中114.310003700.930.00050.00053607.01220628250右支座114.325037067.670.13830.1494360549.04320941300右边跨梁左支座114.3250670203.540.12680.1361360905.4632094152585 跨中114.3145067058.860.00630.0063360244.79316603437.5右支座114.3250670210.990.13150.1415360931.353209415254左边跨梁左支座114.3250670273.320.17030.18803601250.714221520525跨中114.3145067064.500.00690.0070360268.36316603437.5右支座114.3250670249.350.15540.16983601129.674221520525中跨梁左支座114.325037091.010.18600.2075360762.334221520300跨中114.310003700.180.00010.00013601.34222760250右支座114.325037091.010.18600.2075360762.334221520300右边跨梁左支座114.3250670249.350.15540.16983601129.674221520525跨中114.3145067064.500.00690.0070360268.36316603437.5右支座114.3250670273.320.17030.18803601250.7142215205253左边跨梁左支座114.3250670309.200.19270.21603601437.154221520525跨中114.3145067062.840.00680.0068360261.41316603437.5右支座114.3250670300.450.18720.20913601391.074221520525中跨梁左支座114.3250370104.350.21320.2426360891.564221520300跨中114.310003700.180.00010.00013601.34222760250右支座114.3250370104.350.21320.2426360891.564221520300右边跨梁左支座114.3250670300.450.18720.20913601391.074221520525跨中114.3145067062.840.00680.0068360261.41316603437.5右支座114.3250670309.200.19270.21603601437.15422152052585 2左边跨梁左支座114.3250670337.700.21040.23903601590.076201884525跨中114.3145067064.940.00700.0070360270.18316603437.5右支座114.3250670318.900.19870.22373601488.696201884525中跨梁左支座114.3250370111.790.22840.2630360966.326201884300跨中114.310003700.880.00050.00053606.62220638250右支座114.3250370111.790.22840.2630360966.326201884300右边跨梁左支座114.3250670318.900.19870.22373601488.696201884525跨中114.3145067064.940.00700.0070360270.18316603437.5右支座114.3250670337.700.21040.23903601590.0762018845251左边跨梁左支座114.3250670370.780.23100.26663601773.626201884525跨中114.3145067075.020.00810.0081360312.27316603437.5右支座114.3250670336.240.20950.23783601582.146201884525中跨梁左支座114.3250370121.150.24750.28943601063.456201884300跨中114.310003701.890.00100.001036014.23220638250右支座114.3250370121.150.24750.28943601063.456201884300右边跨梁左支座114.3250670336.240.20950.23783601582.146201884525跨中114.3145067075.020.00810.0081360312.27316603437.5右支座114.3250670370.780.23100.26663601773.62620188452585 9.1.2斜截面受剪承载力计算今以底层右边梁为例，来进行斜截面受剪承载力计算。整品框架梁的最大固端剪力为：=210.89kN·m。（1）验算截面尺寸：，属厚腹梁。根据《混凝土结构设计规范》GB50010-2010中11.3.3得因混凝土强度等级小于C50，取斜截面承载力计算，取=0.85×0.20×1.0×14.3×250×670=563.59kN>=210.89kN·m截面符合条件。（2）验算是否需要计算配置箍筋：故只需按构造配置箍筋。根据《混凝土结构设计规范》GB50010-2010规定，箍筋的配筋率尚不应小于；配2肢Ф8@200（），满足要求。因整品框架的截面尺寸相同，所用材料也相同，故各梁均按2肢Φ8@200配置箍筋。梁端加密区采用2肢Φ8@100，加密区长度详见梁施工图。85 9.2框架柱截面设计9.2.1轴压比验算底层柱=1819.12kN轴压比满足要求。9.2.2截面尺寸复核剪力最大出现在2层的中柱，取=600mm-30=570mm，=186.98kN因为所以(0.2×1.0×14.3×600×570)=790.71kN>186.98kN满足要求。9.2.3正截面受弯承载力计算柱同一截面分别承受正反向弯矩，故采用对称配筋。以底层左边柱为例，从柱的内力组合表中选用N大，M大的组合，最不利组合为：因为房屋中梁柱为刚接的框架结构，则底层柱的计算长度为=5.20m（1）确定偏心矩增大系数根据《混凝土结构设计规范》GB50010-201085 =0.7+0.3×301.72/386.14=0.934，所以取=0.9826=0.934×1.00×386.14=360.87（2）求轴向力到纵向钢筋作用点的距离=198.38+20=218.38mm=438.41mm（3）确定混凝土压区高度x因为属于大偏心受压（4）求纵向钢筋实配420，当抗震等级为四级时，查《混凝土结构设计规范GB50010-2010》11.4.12条最小总配筋率=0.7%=0.7%×600×570/2=822.5mm2所以，满足要求。85 （5）验算配筋率全部纵向钢筋满足要求。（6）垂直于弯矩作用平面的受压承载力验算=1819.12kN在垂直于弯矩作用方向上，柱子是安全的。9.2.4斜截面受剪承载力计算最不利内力组合因为，剪跨比根据《混凝土结构设计规范》GB50010-2010中11.4.7：因为，所以取按构造配筋，取复式箍4Φ8@200，加密区取复式箍4Φ8@100。85 表9.2柱配筋表1楼层柱位置截面位置内力种类Nmax及相应的M，VM实际配筋实际配筋6左边柱柱顶截面M79.8020.000.881.001.1580.35266.34506.3442.19258.50194.794201256822.5<04Φ8@200/100N301.69柱底截面M47.24N332.56左中柱柱顶截面M63.7720.000.881.001.1564.77174.84414.8451.81258.5011.634201256822.5<04Φ8@200/100N370.45柱底截面M39.27N401.32右中柱柱顶截面M63.7720.000.881.001.1564.77174.84414.8451.81258.5011.634201256822.5<04Φ8@200/100N370.45柱底截面M39.27N401.32M79.8020.000.881.001.1580.35266.34506.3442.19258.50194.794201256822.5<04Φ8@200/10085 右边柱柱顶截面N301.69柱底截面M47.24N332.565左边柱柱顶截面M199.0820.000.931.001.15213.14338.09578.0988.17258.50660.764201256822.5<04Φ8@200/100N630.43柱底截面M154.95N657.87左中柱柱顶截面M28.2620.000.971.001.1534.6851.52291.5294.13258.50-469.534201256822.5<04Φ8@200/100N673.03柱底截面M31.01N703.90右中柱柱顶截面M28.2620.000.971.001.1534.6851.52291.5294.13258.50-469.534201256822.5<04Φ8@200/100N673.03柱底截面M31.01N703.90右边柱柱顶截面M199.0820.000.931.001.15213.14338.09578.0988.17258.50660.764201256822.5<04Φ8@200/100N630.43M154.9585 柱底截面N657.874左边柱柱顶截面M235.0920.000.971.001.15261.35263.66503.66138.64258.50684.974201256822.5<04Φ8@200/100N991.27柱底截面M210.70N1018.71左中柱柱顶截面M31.2020.001.001.001.1535.7934.39274.39145.55258.50-711.004201256822.5<04Φ8@200/100N1040.69柱底截面M31.04N1068.13右中柱柱顶截面M31.2020.001.001.001.1535.7934.39274.39145.55258.50-711.004201256822.5<04Φ8@200/100N1040.69柱底截面M31.04N1068.13右边柱柱顶截面M235.0920.000.971.001.15261.35263.66503.66138.64258.50684.974201256822.5<04Φ8@200/100N991.27柱底截面M210.70N1018.712M254.2520.000.991.001.15295.33214.81454.81192.29258.50731.564201256822.5<04Φ8@200/10085 左边柱柱顶截面N1374.85柱底截面M258.62N1402.29左中柱柱顶截面M31.5020.000.971.001.1539.0330.51270.51178.90258.50-782.514201256822.5<04Φ8@200/100N1279.17柱底截面M35.03N1310.05右中柱柱顶截面M31.5020.000.971.001.1539.0330.51270.51178.90258.50-782.514201256822.5<04Φ8@200/100N1279.17柱底截面M35.03N1310.05右边柱柱顶截面M254.2520.000.991.001.15295.33214.81454.81192.29258.50731.564201256822.5<04Φ8@200/100N1374.85柱底截面M258.62N1402.291左边柱柱顶截面M301.7220.000.930.981.15415.35232.90472.90249.42258.501098.174201256822.5<04Φ8@200/100N1783.36M386.1485 柱底截面N1819.12左中柱柱顶截面M19.1320.000.851.001.1618.7911.87251.87221.38258.50-945.224201256822.5<04Φ8@200/100N1582.86柱底截面M9.57N1623.09右中柱柱顶截面M19.1320.000.851.001.1618.7911.87251.87221.38258.50-945.224201256822.5<04Φ8@200/100N1582.86柱底截面M9.57N1623.09右边柱柱顶截面M301.7220.000.930.981.15415.35232.90472.90249.42258.501098.174201256822.5<04Φ8@200/100N1783.36柱底截面M386.14N1819.1285 10楼梯设计按照建筑要求，并考虑建筑的美观和施工支模的方便，确定本工程楼梯结构形式为现浇板式楼梯，标准层层高3.30m。采用C30混凝土，fc=14.3N/mm2，ft=1.43N/mm2，板采用HPB300钢筋、梁纵筋采用HRB400钢筋。楼梯上均布活荷载标准值qk=3.5kN/m²，楼梯LT-2的剖面图及楼梯平面布置图见下图11.1、图11.2所示。图10.1楼梯剖面图图10.2楼梯平面图85 10.1梯段板设计（1）对斜板取1m宽计算：确定斜板厚度t。斜板的水平投影净长：=3000mm斜板斜向长：=斜板厚度=111.80mm~134.16mm，取=120mm设计（2）荷载计算:表10.1楼梯斜板荷载计算（单位：kN/m）荷载种类荷载标准值恒荷载栏杆自重0.2锯齿形斜板自重=25×(0.15/2+0.12/0.894)=5.2330厚水磨石面层板底20厚纸筋灰粉刷恒荷载合计g6.92活荷载q3.50（3）荷载组合由可变荷载效应控制的组合P=1.2×6.92+1.4×3.5=13.20kN由永久荷载效应控制的组合P=1.35×6.92+1.4×0.7×3.5=12.77kN所以选永久荷载效用控制的组合来计算。（4）内力计算85 斜板的内力一般只需要计算跨中最大弯矩即可，考虑到斜板两端与梁现浇，对板有约束，实际弯矩比按简支梁计算小，所以跨中最大弯矩可取kN·m（5）配筋计算选用HPB300级钢筋，板保护层取20mm，=120-20=100(mm)(mm²)选用钢筋φ10@100（As=785mm²），分布筋选用φ8@20010.2平台板设计（1）尺寸取值平台板为四边支承，长宽比为，按2010混凝土结构设计规范规定，近似按双向板设计，平台板厚度取100mm。（2）荷载计算表10.2平台板荷载计算（单位：kN/m）荷载种类荷载标准值恒荷载平台板自重25×0.1=2.530厚水磨石面层25×0.3=0.75板底20厚纸筋灰粉刷16×0.02=0.32恒荷载合计g3.57活荷载q3.5p=1.2×3.57+1.4+3.5=9.18kN/㎡（3）内力计算平台板的计算跨度：=2.05-0.20/2=1.95m。85 弯矩设计值：。（4）配筋计算板有效高度。选配φ8@200，10.3平台梁设计（1）平台梁计算简图平台梁的两端搁置在梯柱上，计算跨度取两轴线之间的距离，,平台梁的截面尺寸为b×h=200mm×400mm。（2）荷载计算表10.3平台梁荷载计算（单位：kN/m）荷载种类荷载标准值恒荷载平台梁自重25×0.4×0.2=220厚底部和侧面抹灰16×0.02×[0.2+2×(0.4-0.1)]=0.256斜板传来的荷载7.2×3.8/2=13.68平台板传来的荷载3.57×1.9/2=3.39恒荷载合计g19.325活荷载q3.5×（1.9/2+3.8/2）=7.125（3）荷载组合由可变荷载效应控制的组合P=1.2×19.326+1.4×7.125=33.17kN由永久荷载效应控制的组合P=1.35×19.326+1.4×0.7×7.125=33.07kN所以选可变荷载效用控制的组合来计算。85 （4）内力计算最大弯矩：kN·m最大剪力：kN（5）配筋计算①.正截面受弯承载力计算选用HRB400级钢筋，=400-35=365(mm)(mm²)考虑到平台梁两边受力不均匀，会使平台梁受扭，所以在平台梁内宜适当增加纵向受力钢筋和箍筋用量，故纵向受力钢筋选用HRB400，3C16，As=603mm²②.斜截面受剪承载能力计算为了防止发生斜压破坏，其受剪截面应符合下列条件：验算梁截面尺寸：=365(mm)=0.7×1×1.43×200×365=73.073kN>所以不需要计算配置腹筋，按构造配筋：取φ8@200双肢箍。11基础设计11.1设计资料地质持力层为亚粘土：地基承载力标准值为196kPa。该框架层数不多，地基土较均匀且柱距较大，可选择用独立基础。取C30混凝土（,）钢筋采用HRB335（）。85 11.2荷载计算地基梁1自重：0.3m×0.7m×25kN/m3=5.25kN/m外墙自重：5.50kN/m2内墙自重：2.00kN/m2边柱基础合计：(3.05×5.5+5.25)×(7.2-0.6)+(5.25+2.0×2.60)×(6.6-0.6)/2=176.72kN中柱基础合计：(2.0×2.60+5.25)×(7.2-0.6)+(5.25+2.0×2.60)×(6.6-0.6)/2+5.25×(3.0-0.6)/2=106.62kN11.3地基承载力设计值的确定1.选择基础埋深：d=1.5m2.地基承载力特征值：=160kpa3.根据《建筑地基基础设计规范》GB5007-2011可知：承载力修正系数：，4.重度计算：人工填土假设,故只对基础埋深进行修正：=160+1.5×18×(1.5-0.5)=227kpa11.4边柱独立基础设计（1）荷载计算：由内力组合表可知，边柱的内力最不利组合只有一组：M=307.83kN·m，N=2477.41kN，V=118.57kN地梁和墙所传荷载：=176.72kN则最终最不利组合为：M=307.83kN·mN=2477.41+176.72=2654.13kNV=118.57kN85 进行地基承载力验算时，按荷载效应标准组合确定柱底内力，进行基础设计时，按荷载效应基本组合确定柱底内力。表11.1荷载取值表标准组合基本组合M（kN·m）239.18307.83N（kN）2191.26+176.72=2367.982654.13V（kN）93.80118.57（2）基底尺寸的确定：由于偏心不大，基础底面积初步增大10%=1.1×7.89=8.68m2取基础底面尺寸为：=3.0m×3.0m=9.0m2>8.68m2（3）持力层强度验算：=2367.98+1.35×1.5×20=2408.48kN=239.18+93.80×0.60=295.46kN·m符合要求。<1.2=1.2×227=392.40kpa故持力层强度满足要求。（4）柱底对基础抗冲切验算：=274.18kpa-40.50kpa=233.68kpa=261.04kpa-40.50kpa=220.54kpa取基础高度h=600mm，则，基础为锥形基础。b=3.00m>bc+2h0=0.6m+2×0.56m=1.72m85 =(3.0/2-0.6/2-0.56)×3.0-(3.0/2-0.60/2-0.56)2=1.51m2=(0.6+0.56)×0.56=0.6496m2=233.68×1.51=352.86kN<=0.7×1.0×1.43×103×0.6496=594.19kN故柱边基础高度满足要求。（5）内力计算与配筋：=0.6m，=3.00m，=0.6m地基净反力：=294.90kN=1/12(3.0/2-0.6/2)2[(233.68+294.90)(2×3.0+0.6)+(220.54-294.90)×3.0]=391.87kN·m，选用Φ16@200实配=1/48×(3.0-0.6)2(2×3.0-0.6)×(233.68+220.54)=294.33kN·m选用Φ14@200实配85 图11.1边柱独立基础详图11.5中柱联合基础设计（1）荷载计算：由内力组合表可知，中柱的内力最不利组合为：M=330.90kN·m，N=2968.17kN，V=129.45kN地梁和墙所传荷载：=106.62kN则最终最不利组合为：M=307.83kN·mN=2968.17+106.62=3074.79kNV=106.62kN85 进行地基承载力验算时，按荷载效应标准组合确定柱底内力，进行基础设计时，按荷载效应基本组合确定柱底内力。表11.2荷载取值表标准组合基本组合M（kN·m）256.16307.83N（kN）2363.71+106.62=2470.333074.79V（kN）101.74106.62（2）基底尺寸的确定：由于偏心不大，基础底面积初步增大10%=1.1×16.47=18.12m2取基础底面尺寸为：=3.0m×6.1m=18.30m2>18.12m2（3）持力层强度验算：基底压力平均值=由结果可知，尺寸满足要求。故持力层强度满足要求。（4）基底净反力：=3.0×336.04=1008.13kN/m（5）柱底对基础抗冲切验算：要求=0.6m=0.6m3074.33-(0.6+2×0.56)²×1008.13=91.88kN85 故柱边基础高度满足要求。（6）弯矩图和剪力图：图11.2联合基础计算简图图11.3联合基础剪力图图11.4联合基础弯矩图（7）抗剪验算柱边剪力：=509.49kN=0.7×1×1.43×1000×2.9×0.56=1625.62kN>=509.49kN，满足要求。（8）纵向钢筋配筋计算板底层钢筋：实际配φ16@200，则钢筋根数：，取n=1685 板顶层钢筋；实际配φ12@200，则钢筋根数：，取n=169.短边按构造配筋φ14@200图11.5中柱联合基础详图85 12楼板设计图12.1屋顶层楼板平面布置图图12.2标准层楼板平面布置图各层楼盖采用现浇钢筋混凝土梁板结构，梁系把楼盖分为一些双向板和单向板，大部分板厚取100mm。12.1荷载设计值计算屋面板：g=6.78kN/m2×1.2=8.14kN/m2q=2.0kN/m2×1.4=2.80kN/m2g+q/2=8.14+2.80/2=9.54kN/m2q/2=2.8/2=1.4kN/m2g+q=8.14+2.80=10.94kN/m285 楼面板：g=3.44kN/m2×1.2=4.13kN/m2q=2.0kN/m2×1.4=2.80kN/m2g+q/2=4.13+2.80/2=5.53kN/m2q/2=2.8/2=1.4kN/m2g+q=4.13+2.80=6.93kN/m2走廊板：g=3.44kN/m2×1.2=4.13kN/m2q=2.5kN/m2×1.4=3.50kN/m2g+q/2=4.13+3.50/2=5.88kN/m2q/2=3.50/2=1.75kN/m2g+q=4.13+3.50=7.63kN/m2卫生间板：g=5.54kN/m2×1.2=6.65kN/m2q=2.5kN/m2×1.4=3.50kN/m2g+q/2=6.65+3.50/2=8.40kN/m2q/2=3.50/2=1.75kN/m2g+q=6.65+3.50=10.15kN/m212.2屋面板配筋计算12.2.1屋面双向板配筋计算1、屋面板A的配筋计算：（1）荷载设计值：g+q/2=9.54kN/m2，q/2=2.8/2=1.4kN/m2，g+q=10.94kN/m2（2）计算跨度：=3.6-0.125-0.1=3.375m，=6.60-0.25=6.35m弯矩计算：跨中最大弯矩为当内支座固定时在g+q/2作用下的跨中弯矩值与内支座铰支时在q/2作用下的跨中弯矩值之和。混凝土的泊松比取；支座最大负弯矩为当内支座固定时g+q作用下的支座弯矩。85 =3.375/6.35=0.5315，查表得=(0.0230+0.2×0.0162)×9.54×2.452+(0.0473+0.2×0.0355)×1.40×2.452=1.96kN·m=(0.0162+0.2×0.0230)×9.54×2.452+(0.0355+0.2×0.0473)×1.40×2.452=1.57kN·m=-0.0601×10.94×2.452=-3.95kN·m=-0.0544×10.94×2.452=-3.57kN·m板保护层厚取20mm，选用8钢筋作为受力主筋，则lx短跨方向跨中截面有效高度为：76mm；ly方向跨中弯短截面有效高度为：68mm；支座处h0均为76mm截面处弯短设计值不考虑折减，取内力臂系数=0.95，板筋选用HRB400,=360N/mm2,配筋表如下：表12.1A区格配筋计算位置截面ho(mm)M(kN.m)As(mm2)选配钢筋实配钢筋跨中l01方向761.9675.38@200251l02方向681.5767.48@200251支座A边支座（l01向）76-3.95151.88@200251A边支座（l02向）76-3.57137.58@20025112.3楼面板配筋计算12.3.1楼面双向板配筋计算（1）荷载设计值：普通房间：g+q/2=5.53kN/m2，q/2=1.4kN/m2，g+q=6.93kN/m2走廊板：g+q/2=5.88kN/m2，q/2=1.75kN/m2，g+q=7.63kN/m2卫生间板：g+q/2=8.40kN/m2，q/2=1.75kN/m2，g+q=10.15kN/m2表12.2弯矩值计算表85 ABC3.3752.753.3756.353.3756.350.53150.81480.53151.333.231.751.071.731.14-2.50-5.75-3.25-2.26-4.45-2.69表12.3楼面板配筋计算区格位置截面(mm)M(kN.m)As(mm2)选配钢筋实配钢筋A跨中l01方向761.3351.08@200251l02方向681.0745.98@200251支座支座（l01向）76-2.5096.28@200251支座（l02向）76-2.2687.18@200251B跨中l01方向763.23124.18@200251l02方向681.7374.38@200251支座支座（l01向）76-5.75221.28@200251支座（l02向）76-4.45171.18@200251C跨中l01方向761.7567.58@200251l02方向681.1449.28@200251支座支座（l01向）76-3.25124.98@200251支座（l02向）76-2.69103.68@20025185 结论本结构设计主要是在建筑初步设计的基础上确定建筑的结构为钢筋混凝土框架结构。建筑部分包括工程简介、建筑平面、立面设计与布置方案。结构部分包括确定结构类型、进行结构布置、确定梁、板、柱等基本承重构件的截面尺寸、材料强度等级等、荷载计算、水平地震作用下框架的内力计算、水平风荷载作用下框架的内力计算、竖向荷载作用下框架的内力计算、框架内力组合及截面配筋计算、楼板内力计算及配筋设计、楼梯设计、基础设计。本设计完全根据新规范进行设计的，采用了先进的设计方法。主要目的是以满足各种功能为主，具有较强的适用性，综合考虑了各种因素，务实地做到了经济，并宜就地取材，运用准确的设计方法，这是本设计中一个显著的特点。建筑设计合理，能够满足公共建筑需要，具有很好的适用性。结构设计考虑了便于施工，安全，经济合理等因素，具有较好的安全性，适用性及耐久性。从建筑设计到结构设计都运用了科学设计方法，合理的设计理论。在设计过程中，对结构设计进行了大量的理论验算，然后进行比较，取其合理的计算方法。总之，通过本次设计，使我们对几年的知识又系统的复习了一遍，把所有的零散的东西都拼凑起来，在脑海中对我们专业知识有了更系统、更鲜明的认识，这是我们从学校进入工作单位的一个前提，对我们以后的工作有很大帮助。85 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[21]ACI318-08buildingcoderequirementsforstructuralconcreteandcommentary[S]致谢本课题是在指导老师的亲切关怀和悉心指导下完成的，在这里，我要感谢所有的专业任课老师，是你们让我能够静静地坐下来，在知识的海洋里吸取更多的营养，从而能够为自己进一步地加油充电，这对毕业设计的撰写和今后的工作，无疑是不可多得的宝贵财富。感谢和我一起学习并且帮助我的朋友们，正是由于你们的帮助和支持，我才能克服一个一个的困难和疑惑，直至本设计的顺利完成，是你们让我的生活更加精彩。最后我还要感谢含辛茹苦培养我长大的父母，谢谢你们!在毕业设计即将完成之际，我的心情无法平静，从开始进入课题到设计的顺利完成，有很多可敬的老师、同学、朋友给了我无言的帮助，在这里请接受我诚挚的谢意！85'