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骆华明-住宅毕业设计计算书

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'摘要我国教育事业迅速发展,教育建筑工程层出不穷。新的技术不断涌现,新的建筑设计方法也在教育建筑的设计中应用。本设计以廉租房住宅楼为设计对象,设计过程中包括建筑设计部分和结构设计部分,根据设计任务书和相关的资料,确定结构采用现浇钢筋混凝土框架结构,建筑层数为5层,建筑高度为15.45m,总建筑面积约为1949.4m。建筑设计中根据廉租房住宅楼的使用功能、自然条件、建筑造型及建筑艺术和室内布置等各方面要求进行了平面布置和空间布局,并解决了各个使用功能间的相互干扰,各个矛盾之间的冲突及抗震等问题。结构设计部分包括结构选型、结构布置、结构计算、施工图的绘制、构造要求等。本设计的所有设计内容都是依据国家建筑设计和结构设计规范以及当地规范进行设计。关键词:住宅楼、建筑、框架结构、 第一章建筑设计1.1设计依据1.1.1设计依据1、规划部门认可的总体规划及初步设计方案2、建设单位提供的设计任务书3、其各个相关的资料4、有关规范《廉租房》百度百科《我国廉租房发展状况及前景》百度文库《房屋建筑学》董黎主编——北京:高等教育出版社,2006.5(2011.12重印)《建筑制图》何斌、陈锦昌、王枫红主编,——北京:高等教育出版社2010.7《建筑制图标准》《建筑设计资料集4》《建筑设计规范》《建筑抗震设计规范》(GB50011-2001)《建筑结构荷载规范》(GB50009-2002)《混凝土结构设计规范》(GB50010-2002)《建筑地基基础设计规范》(GB50007-2002)《砌体结构设计规范》(GB50003-2001)《混凝土结构及砌体结构》陈文瀼等主编,5版北京:中国建筑工业出版社《简明建筑结构设计手册》《多层及高层房屋结构设计教材》《土力学与地基基础》《土木工程材料》《土木工程测量》 《混凝土结构施工图平面整体表示方法制图规则和构造详图》(03G101-1)1.1.2设计要求本工程的防火等级为二级,使用年限为50年,抗震设防等级为三级。功能主要是满足住宅楼的要求及相应的配套设施,建筑外形简洁明快,体现建筑特征及建筑风格。根据实用、经济、美观的原则,独立进行建筑设计,并完成主要的建筑设计施工图。1.2建筑设计说明1.2.1建筑平面设计建筑平面是表示建筑物在水平方向房屋各个部分的组合关系。在平面设计中,始终需要从整体空间组合的效应来考虑,紧密联系建筑剖面和立面,分析剖面、立面的可能性和合理性;即我们从平面设计入手,但是要着眼于建筑空间的组合。各种类型的民用建筑,从组合平面各部分面积的使用性质来分析,主要可归纳为使用部分和交通联系部分两大类:使用部分是指主要使用活动和辅助使用活动的面积,即各类建筑物中的使用房间和辅助房间。交通联系部分是指建筑物中各个房间之间、楼层之间和房间内外之间联系通行的面积,即各类建筑物中的走廊、门厅、过道、楼梯等占的面积。建筑平面中各个使用房间和辅助房间,是建筑平面组合的基本单元。使用房间平面的设计的要求: (1)房间的面积、形状和尺寸要满足室内使用活动的要求;(2)门窗的大小和位置,应考虑房间的出入方便,疏散安全,采光通风较好;(3)房间的构成应使结构构造布置合理,施工方便,也要有利于房间的组合,所有材料要符合相应的建筑面积;(4)室内空间以及顶棚、地面、各个墙面和构件细部,要考虑人们的使用和审美要求。1.2.2建筑体型和立面设计建筑物在满足使用要求的同时,它的体型、立面,以及内外空间组合等,还会给人们在精神面上以某种感受。建筑物的美观问题,既在房屋外部形象和内部空间处理中表现出来,又设计到建筑群体的布局,它还和建筑细部设计有关。1.3房屋层数确定和剖面组合形式在本设计任务书中,建筑面积大约2000m,户型为两室两厅和三室两厅,给出为5层。但影响确定房屋层数的因素很多,主要有房屋本身的使用要求,城市规划的要求,选用的结构类型,以及建筑防火等。建筑剖面的组合形式,主要由建筑物中各类房屋的高度的剖面形状、房屋的使用要求和结构布置特点等因素决定的。最终确定本设计的建筑高度为15.45m(5层),室内外高差0.45m,层高均为3m,考虑到人流问题,设有两个楼梯,均为两跑。(建筑高度依据《建筑设计防火规范》GB50016-2006应为室外设计地面到其屋面面层的高度) 第二章结构设计2.1工程概况本工程是廉租房住宅大楼,建筑物平面为一字型,建筑高度为15.45m。建筑层数为5层,框架结构。本住宅楼采用纵向柱距为3.3m、3.9m、4.2m、4.5m的内廊小柱网,边跨为4.5m、3.9m,中间跨为1.8m,层高均为3m。2.1.1设计资料1.建筑地点及拟建基地平面图该住宅楼工程建在郊区。2.建筑面积和层数建筑面积:2000平方米左右,建筑层数:5层,层高:3.0米。3.结构形式框架结构。采用现浇整体式钢筋混凝土楼板;基础采用柱下条形基础。4.建筑技术条件 (1)工程地质条件[1]地形概况:拟建场地平坦,地形简单;[2]地下水位:-5m;[3]地基持力层为基岩;[4]基础埋深:1.5-4m。(2)地震设防烈度地震设防烈度为7度,建筑抗震等级为3级,建筑场地为I类一组,设计基本地震加速度值为0.05g。(3)建筑场地类别III类场地土,地基承载力为特征值为f=220kpa,一般亚粘土、对混凝土无腐蚀性,基础埋深暂定为1-4米,不考虑地下水位的影响。(4)防火等级为II级。(5)气象条件温度:历年绝对最高温度39.2℃历年绝对最低温度-7.7℃最冷月平均温度4.5℃(1-2月份)最热月平均温度29.7℃(7-9月份)降雨降雪:年降雨量:1712.2mm月最大降雨量:184.3mm一小时最大降雨量:50.4mm历年最大积雪深度:11cm;基本雪压:0.35kN/m雨季在4-8月 风速风向:夏季平均风速:3.4m/s冬季平均风速:6m/s基本风压:0.40kN/m全年主导风向:西北夏季主导风向:西南(4)活荷载:2.5kN/m上人屋面:2.0kN/m。(7)本工程室内地坪0.000m,室外地坪-0.450m。2.2结构选型和布置2.2.1结构选型根据住宅楼建筑功能的要求,为使建筑平面布置灵活,获得较大的使用空间,本结构设计采用钢筋混凝土框架体系。标准层的结构平面布置图如下: 2.2.2结构布置根据建筑功能要求及建筑物可用的占地平面地形,横向尺寸较短,纵向尺寸较长,考虑整体安全性,把框架结构纵横向布置,即采用纵横向框架承重方案,具体布置详见结构施工。施工方案采用先浇柱,梁板整体现浇方案。楼梯采用整体现浇板式楼梯。基础采用柱下条形基础。 2.2.3初估截面尺寸1、设计要求本工程的结构设计要求,抗震等级为三级。屋盖、楼盖均采用现浇钢筋混凝土结构,楼板厚取100m,柱采用C35,纵筋采用HRB335级,箍筋采用HPB300级,梁采用C30,纵筋采用HRB335级,箍筋采用HPB300级。基础采用C30,基础的纵筋采用HRB335级,基础的箍筋采用HPB300级。建筑平面布置确定的结构平面布置图可知,边柱和中柱的承载范围分别为4.5m4.2m和1.8m4.5m。2、梁截面尺寸估算依据框架结构的主梁截面高度及宽度可由下列计算确定。横向框架梁最大跨度4500mm,纵向框架梁最大跨度4500mm。 横纵向框架梁:AB、BC、CD跨:h=(-)l=375mm-562mm取h=500mmb=(-)h=167mm-250mm取b=250mm纵向次梁:h=(-)l=178mm-267mm取h=300mmb=(-)h=100mm-150mm取b=200mm3.柱截面尺寸估算依据底层中框架柱:A==174928mm由于该建筑处于地震设防区,所以采用方柱较为合适。取:bh=500mm500mm,本设计框架柱统一取该尺寸。第三章侧移刚度的计算说明:(1)梁计算长度为支座中心线的距离,(2)考虑板对梁刚度的影响,中框架梁取2.0I,边框架梁取1.5I,(3)柱计算长度:各层为1.0H,底层柱子柱高H为层高加上埋深取0.9m,即底层层高为3.9m,其余层层高均为3.0m。3.1、梁线刚度i的计算(I=2I)表3.1梁线刚度 梁线刚度BmmHmmI=bh/12(mm)E(N/mm)L(mm)i=2EI/l(Nmm)AB跨2505002.60103.001045003.4610BC跨2505002.60103.001018008.66CD跨2505002.60103.001039004.00103.2、柱线刚度i的计算(I=I)表3.2柱线刚度柱线刚度bh(mmmm)I=bh/12(mm)E(N/mm)h(mm)i=EI/h(Nmm)一层5005005.21103.001039004.0110二-五层5005005.21103.001030005.21103.3、相对线刚度计算令二到五层柱子的线刚度为i=1.0,则其余各杆件的相对线刚度为:i==0.66;i==0.77;i==1.66;i==0.77。表3.3相对线刚度杆件AB跨BC跨CD跨一层柱二—五层柱i0.661.660.770.771.00 框架梁、柱的相对线刚度图3.1所示,作为计算框架各杆端弯矩分配系数的依据。0.661.660.770.660.660.660.661.661.661.661.660.770.770.770.770.770.770.770.771.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00图3.1框架梁柱相对线刚度 第四章恒、活荷载作用下内力计算说明:荷载计算是结构计算中非常重要的基础数据计算。不能漏算荷载,也不能多算荷载。要使荷载计算准确无误,关键应把握荷载的正确传递路径和荷载的准确取值。荷载的传递路径直接与结构布置相关,有什么样的结构布置就有什么样的荷载传递方式;荷载的正确取值又分恒载和活载取值。4.1、恒载标准值计算【1】屋面框架梁线荷载标准值:4厚高聚物改性沥青卷材防水层(三毡四油上铺小石子)0.4kN/m20厚1:3水泥砂浆层找平层0.0220=0.4KN/m30厚C20细石混凝土保护层220.03=0.66kN/m30厚水泥焦渣找2%坡140.03=0.42kN/m50厚聚苯乙烯泡沫塑料板保温层0.050.5=0.025kN/m钢筋混凝土基层0.125=2.5kN/m铝合金条板吊顶0.12kN/m15厚混合砂浆0.01517=0.255kN/m屋面恒载:4.78kN/m边跨(AB):框架梁自重0.250.525=3.13kN/m粉刷0.02(0.5-0.1)217=0.272kN/m屋面板传来的荷载(三角形、梯形): (1)三角形:4.784.5/25/8=6.72kN/m(2)梯形:4.784.2/2=10.04kN/m等效均布荷载:=B/L==0.47q=(1-2+)10.04=6.65kN/mg=3.4+6.65+6.72=16.77kN/m;边跨(CD):框架梁自重0.250.525=3.13kN/m粉刷0.02(0.5-0.1)217=0.272kN/m屋面板传来的荷载(三角形、梯形):(1)三角形1:4.782.1/25/8=3.14kN/m(2)三角形2:4.781.8/25/8=2.69kN/m(3)梯形:4.783.3/2=7.89kN/m等效均布荷载:=B/L==0.42q=(1-2+)7.89=5.69kN/m次梁:自重4.8kN粉刷0.44kN屋面板传来的荷载(梯形):(1)梯形1:4.782.1/2=5.02kN/m等效均布荷载:=B/L==0.33q=(1-2+)5.02=4.11kN/m(2)梯形2:4.781.8/2=4.3kN/m等效均布荷载:=B/L==0.28q=(1-2+)4.3=3.72kN/m G=5.24+(4.11+3.72)1.6=17.77kNg=3.4+5.69+3.14+2.69=14.92kN/m;中跨(BC):框架梁自重0.250.5025=3.13kN/m粉刷0.02(0.5-0.1)217=0.272kN/m屋面板传来的荷载(三角形、梯形):(1)三角形:4.781.8/2=2.69kN/m(2)梯形:4.781.6/2=3.82kN/m等效均布荷载:=B/L==0.44q=(1-2+)3.82=2.67kN/mg=3.4+2.67+2.69=8.76kN/m。【2】楼面框架梁线荷载标准值:30厚水磨石地面(10mm面层,20mm水泥砂浆打底)0.65kN/m40厚C20细石混凝土垫层0.0425=1.0kN/m100厚钢筋混凝土楼板0.125=2.5kN/m铝合金条板吊顶0.12kN/m15厚混合砂浆0.01517=0.255kN/m楼面恒载:4.53kN/m框架梁自重0.250.525=3.13kN/m粉刷0.02(0.5-0.1)217=0.272kN/m边跨填充墙自重0.24(3-0.5)19=11.4kN/m墙面粉刷(3-0.5)0.02217=1.7kN/m 边跨(AB):楼面板传来的荷载(三角形、梯形):(1)三角形:4.534.5/25/8=6.37kN/m(2)梯形:4.534.2/2=9.51kN/m等效均布荷载:=B/L==0.47q=(1-2+)9.51=6.30kN/mg=16.5+6.3+6.37=29.17kN/m;边跨(CD):楼面板传来的荷载(三角形、梯形):(1)三角形1:4.531.8/25/8=2.55kN/m(2)三角形2:4.532.1/25/8=2.97kN/m(3)梯形:4.533.3/2=7.47kN/m等效均布荷载:=B/L==0.42q=(1-2+)7.47=5.39kN/m次梁:自重4.8kN粉刷0.44kN楼面板传来的荷载(梯形):(1)梯形1:4.532.1/2=4.76kN/m等效均布荷载:=B/L==0.33q=(1-2+)4.76=3.89kN/m(2)梯形2:4.531.8/2=4.08kN/m等效均布荷载:=B/L==0.28 q=(1-2+)4.08=3.53kN/mG=5.24+(3.89+3.53)1.6=17.11kNg=16.5+5.39+2.97+2.55=27.41kN/m;中跨(BC):楼面板传来的荷载(三角形、梯形):(1)三角形:4.531.8/25/8=2.55kN/m(2)梯形:4.531.6/2=3.62kN/m等效均布荷载:=B/L==0.44q=(1-2+)3.62=2.53kN/mg=3.4+2.53+2.55=8.48kN/m。【3】屋面框架集中荷载标准值:A轴框架梁自重0.250.54.3525=13.59kN粉刷0.02(0.50-0.10)24.3517=1.18kN1m高女儿墙自重1.04.350.2419=19.84kN粉刷1.00.0224.3517=2.96kN框架梁传来屋面自重(三角形)(1)三角形1:4.784.2/25/82.1=13.17kN(2)三角形2:4.784.5/25/84.5/2=15.12kN顶层A轴节点集中荷载:G=13.59+1.18+19.84+2.96+13.17+15.12=65.86kNB轴框架梁自重0.250.53.725=11.56kN 粉刷0.02(0.5-0.10)23.717=1.01kN框架梁传来屋面自重(三角形、梯形):(1)三角形1:4.784.2/25/84.2/2=13.17kN(1)三角形2:4.784.5/25/81.6/4.5=2.39kN(3)三角形3:4.781.6/25/81.6/2=1.91kN(4)梯形:4.781.8/2=4.3kN/m等效均布荷载:=B/L==0.28q=(1-2+)4.3=3.72kNQ=3.723.2/2=5.95kN次梁自重0.20.31.825=2.7kN粉刷0.02(0.3-0.1)21.817=0.24kN框架梁传来屋面自重(三角形、梯形):(1)三角形:4.781.8/25/81.8/2=2.42KN(2)梯形:4.781.6/2=3.82kN/m等效均布荷载:=B/L==0.44q=(1-2+)3.82=2.67kN/mQ=2.671.8/2=2.4kNG=2.7+0.24+2.42+2.4=7.76kNG=7.762.6/4.2=4.8kN顶层B轴节点集中荷载:G=11.56+1.01+13.17+2.39+5.95+4.8+1.91=40.79kN C轴框架梁自重0.250.51.6525+0.20.31.625=7.56kN粉刷0.02(0.5-0.1)21.6517+0.02(0.3-0.1)21.617=0.67kN框架梁传来屋面自重(三角形、梯形):(1)三角形1:4.783.3/25/83.3/2=8.14kN(2)三角形2:4.781.6/25/81.6/2=1.91kN(3)梯形:4.781.8/2=4.3kN/m等效均布荷载:=B/L==0.28q=(1-2+)4.3=3.72kN/mQ=23.723.2/2=11.9kNG=7.761.7/3.3=4.00kN顶层C轴节点集中荷载:G=7.56+0.67+11.9+8.14+1.91+4.00=34.18kND轴框架梁自重0.250.53.2525=10.16kN粉刷0.02(0.5-0.1)23.2517=0.88kN1m高女儿墙自重1.03.250.2419=14.82kN粉刷1.00.023.2517=1.11kN框架梁传来屋面自重(三角形、梯形):(1)三角形:4.783.3/25/83.3/2=8.14kN(2)梯形:4.782.1/2=5.02kN/m等效均布荷载:=B/L==0.33 q=(1-2+)5.02=4.11kN/mQ=4.113.2/2=6.58kN顶层D轴节点集中荷载:G=10.16+0.88+14.82+1.11+8.14+6.58=41.15kN。【4】标准层楼面框架集中荷载标准值:A轴框架梁自重0.250.54.3525=13.59kN粉刷0.02(0.5-0.1)24.3517=1.18kN钢窗自重2.11.50.45=1.42kN门重2.130.21/2=0.63kN余墙重0.24(4.5-0.5-3)3191/2=6.84kN窗下墙体自重0.240.93.7191/2=7.59kN粉刷20.020.93.7171/2=1.13kN窗边墙体自重0.241.61.5191/2=5.47kN粉刷20.02171.61.51/2=0.82kN框架柱自重0.50.5325=18.75kN粉刷(0.5+0.5)0.02317=1.02kN框架梁传来楼面自重(三角形):(1)三角形1:4.534.2/25/82.1=12.49kN(2)三角形2:4.534.5/25/84.5/2=14.33kN标准层A轴节点集中荷载: G=13.59+1.18+1.42+8.72+6.29+7.47+19.77+12.49+14.33=85.26kNB轴框架梁自重0.250.53.725=11.56kN粉刷0.02(0.5-0.1)23.717=1.01kN门重2.10.90.2=0.38kN余墙重0.24(4.2-0.5-0.9)3191/2=19.15kN粉刷20.02(4.2-0.5-0.9)3171/2=2.86kN框架柱自重0.50.5325=18.75kN粉刷(0.5+0.5)0.02317=1.02kN框架梁传来楼面自重(三角形、梯形):(1)三角形1:4.534.2/25/84.2/2=12.49kN(2)三角形2:4.534.5/25/81.6/4.5=2.27kN(3)三角形3:4.531.6/25/81.6/2=1.81kN(4)梯形:4.531.8/2=4.08kN/m等效均布荷载:=B/L==0.28q=(1-2+)4.08=3.53kN/mQ=3.533.2/2=5.65kN次梁自重0.20.31.825=2.7kN粉刷0.02(0.3-0.1)21.817=0.24kN作用在次梁上的楼面自重(三角形、梯形):(1)三角形:4.531.8/25/81.8/2=2.29kN(2)梯形:4.531.6/2=3.62kN/m等效均布荷载:=B/L==0.44 q=(1-2+)3.62=2.53kN/mQ=2.531.8/2=2.28kNG=2.7+0.24+2.29+2.28=7.51kNG=7.512.6/4.2=4.65kN标准层B轴节点集中荷载:G=14.77+0.38+22.01+12.49+2.27+5.65+4.65+1.81+19.77=81.6kNC轴框架梁自重0.250.51.6525+0.20.31.6525=7.56kN粉刷0.02(0.5-0.1)23.2517=0.67kN门重2.10.90.2=0.38kN余墙重0.24(3.3-0.5-0.9)3191/2=13.0kN粉刷20.02(3.3-0.5-0.9)3171/2=1.94kN框架柱自重0.50.5325=18.75kN粉刷(0.5+0.5)0.02317=1.02kN框架梁传来楼面自重(三角形、梯形):(1)三角形1:4.533.3/25/83.3/2=7.71kN(2)三角形2:4.531.6/25/81.6/2=1.81kN(3)梯形:4.531.8/2=4.08kN/m等效均布荷载:=B/L==0.28q=(1-2+)4.08=3.53kN/mQ=23.533.2/2=11.3kNG=7.511.7/3.3=3.87kN 标准层C轴节点集中荷载:G=8.23+0.38+14.94+11.3+7.71+1.81+3.87+18.75+1.02=68.01kND轴框架梁自重0.250.53.2525=10.16kN粉刷0.02(0.5-0.1)23.2517=0.88kN钢窗自重1.81.50.45+1.51.50.45=2.23kN窗下墙体自重0.240.92.8191/2=5.75kN0.240.92.7191/2=5.54kN粉刷20.020.92.8171/2=0.86kN20.020.92.7171/2=0.83kN窗边墙体自重0.241.01.5191/2=3.42kN0.241.21.5191/2=4.1kN粉刷20.021.01.5171/2=0.51kN20.021.21.5171/2=0.61kN框架柱自重0.50.5325=18.75kN粉刷(0.5+0.5)0.02317=1.02kN框架梁传来楼面自重(三角形、梯形):(1)三角形:4.533.3/25/83.3/2=7.71kN(2)梯形:4.532.1/2=4.76kN/m等效均布荷载:=B/L==0.33q=(1-2+)4.76=3.89kNQ=3.893.2/2=6.22kN 标准层D轴节点集中荷载:G=11.04+2.23+12.98+8.64+19.77+7.71+6.22=68.59kN4.2、活载标准值计算【1】屋面框架梁线荷载标准值边跨(AB)(三角形、梯形):(1)三角形:24.5/25/8=2.81kN/m(2)梯形:24.2/2=4.2kN/m等效均布荷载:=B/L==0.47q=(1-2+)4.2=2.78kN/mp=2.78+2.81=5.59kN/m;边跨(CD)(三角形、梯形):(1)三角形1:22.1/25/8=1.31kN/m(2)三角形2:21.8/25/8=1.13kN/m(3)梯形:23.3/2=3.3kN/m等效均布荷载:=B/L==0.42q=(1-2+)3.3=2.38kN/mp=2.38+1.31+1.13=4.82kN/m;中跨(BC)(三角形、梯形):(1)三角形:21.8/25/8=1.13kN/m(2)梯形:21.6/2=1.6kN/m等效均布荷载:=B/L==0.44 q=(1-2+)1.6=1.12kN/mp=1.12+1.13=2.25kN/m;次梁(梯形):(1)梯形1:22.1/2=2.1kN/m等效均布荷载:=B/L==0.33q=(1-2+)2.1=1.72kN/m(2)梯形2:21.8/2=1.8kN/m等效均布荷载:=B/L==0.28q=(1-2+)1.8=1.56kN/mP=(1.72+1.56)1.6=5.25kN。【2】楼面框架梁线荷载标准值边跨(AB)(三角形、梯形):(1)三角形:2.54.5/25/8=3.52kN/m(2)梯形:2.54.2/2=5.25kN/m等效均布荷载:=B/L==0.47q=(1-2+)5.25=3.48kN/mp=3.52+3.48=7.0kN/m;边跨(CD)(三角形、梯形):(1)三角形1:2.52.1/25/8=1.64kN/m(2)三角形2:2.51.8/25/8=1.41kN/m(3)梯形:2.53.3/2=4.13kN/m 等效均布荷载:=B/L==0.42q=(1-2+)4.13=2.98kN/mp=2.98+1.64+1.41=6.03kN/m;中跨(BC)(三角形、梯形):(1)三角形:2.51.8/25/8=1.41kN/m(2)梯形:2.51.6/2=2kN/m=B/L==0.44q=(1-2+)2.0=1.40kN/mp=1.41+1.40=2.81kN/m;次梁(梯形):(1)梯形1:2.52.1/2=2.63kN/m等效均布荷载:=B/L==0.33q=(1-2+)2.63=2.15kN/m(2)梯形2:2.51.8/2=2.25kN/m等效均布荷载:=B/L==0.28q=(1-2+)2.25=1.95kN/mP=(2.15+1.95)3.2/2=6.56kN。【3】屋面框架节点集中荷载标准值A轴:框架梁传来屋面荷载(三角形):(1)三角形1:24.2/25/84.2/2=5.51kN(2)三角形2:24.5/25/84.5/2=6.33kN P=5.51+6.33=11.84kN;B轴:框架梁传来屋面荷载(三角形、梯形):(1)三角形1:24.2/25/84.2/2=5.5kN(2)三角形2:24.5/25/81.6/4.5=1.0kN(3)三角形3:21.6/25/81.6/2=0.8kN(4)梯形:21.8/2=1.8kN/m等效均布荷载:=B/L==0.28q=(1-2+)1.8=1.56kN/mQ=1.563.2/2=2.5kNP=5.5+1+0.8+2.5=9.8kN;C轴:框架梁传来屋面荷载(三角形、梯形):(1)三角形1:23.3/25/83.3/2=3.4kN(2)三角形2:21.6/25/81.6/2=0.8kN(3)梯形:21.8/2=1.8kN/m等效均布荷载:=B/L==0.28q=(1-2+)1.8=1.56kN/mQ=1.563.2/2=2.5kNP=3.4+0.8+2.5=6.7kN;D轴:框架梁传来屋面荷载(三角形、梯形): (1)三角形:23.3/25/83.3/2=3.4kN(2)梯形:22.1/2=2.1kN/m等效均布荷载:=B/L==0.33q=(1-2+)2.1=1.72kN/mQ=1.723.2/2=2.75kNP=3.4+2.75=6.15kN。【4】楼面框架节点集中荷载标准值A轴:框架梁传来楼面荷载(三角形):(1)三角形1:2.54.2/25/84.2/2=6.89kN(2)三角形2:2.54.5/25/84.5/2=7.91kNP=6.89+7.91=14.8kN;B轴:框架梁传来楼面荷载(三角形、梯形):(1)三角形1:2.54.2/25/84.2/2=6.89kN(2)三角形2:2.54.5/25/81.6/4.5=1.25kN(3)三角形3:2.51.6/25/81.6/2=1.0kN(4)梯形:2.51.8/2=2.25kN/m等效均布荷载:=B/L==0.28q=(1-2+)2.25=1.95kN/mQ=1.953.2/2=3.12kNP=6.89+1.25+1.0+3.12=12.26kN; C轴:框架梁传来楼面荷载(三角形、梯形):(1)三角形1:2.53.3/25/83.3/2=4.25kN(2)三角形2:2.51.6/25/81.6/2=1.0kN(3)梯形:2.51.8/2=2.25kN/m等效均布荷载:=B/L==0.28q=(1-2+)2.25=1.95kN/mQ=1.953.2/2=3.12kNP=4.25+1.0+3.12=8.37kN;D轴:框架梁传来楼面荷载(三角形、梯形):(1)三角形:2.53.3/25/83.3/2=4.25kN(2)梯形:2.52.1/2=2.63kN/m等效均布荷载:=B/L==0.33q=(1-2+)2.63=2.15kN/mQ=2.153.2/2=3.44kNP=4.25+3.44=7.69kN。4.3、风荷载计算风压标准值计算公式:w=w式中:w-----风荷载标准值,kN/m; w-----基本风压值,kN/m;------风载体型系数;------Z高度处的风压高度变化系数;------Z高度处的风振系数。因为结构高度H=15.9m<30m,可取=1.0;=1.3;w=0.40kN/m。将风荷载换算成作用于框架每层节点上的集中荷载,计算过程如表4.1所示。其中Z为框架节点至室外地面的高度,A为一榀框架各层节点的受风面积。表4.1风荷载的计算层次Z(m)w(kN/m)A(m)P(kN)51.01.315.451.220.4010.886.9041.01.312.451.140.4013.057.7431.01.39.451.040.4013.057.0621.01.36.451.000.4013.056.7911.01.33.450.810.4014.035.914.4、雪荷载计算屋面水平投影面上的雪荷载标准值:S=S式中:S-----雪荷载标准值,kN/m; -----屋面积雪分布系数。屋面坡度25时,取1.0,其他情况可按《荷载规范》取用;S-----基本雪压,kN/m。按《荷载规范》规定给出的50年一遇的雪压值采用。本设计雪荷载标准值为S=S=1.00.35=0.35kN/m<2.0kN/m规范规定雪荷载和屋面活载不同时计入,取较大的。第五章非抗震内力计算5.1、竖向恒载作用下的内力计算以一榀中框架为例,恒载作用下的内力计算采用分层法。5.1.1荷载简化按照固端弯矩相等的原则,将三角形、梯形分布荷载及次梁集中荷载,化为等效均布荷载。顶层:g=16.77kN/m;g=8.76kN/m;g=14.92kN/m。标准层:g=29.17kN/m;g=8.48kN/m; g=27.41kN/m。5.1.2柱的线刚度调整由于取中间一榀框架分析,柱(除底层)的线刚度取框架柱实际线刚度的0.9倍加以修正,并将各上层柱间的传递系数修正为1/3,其他杆件的传递系数仍为1/2。2—5层相对线刚度:1.000.9=0.901层相对线刚度:0.775.1.3弯矩分配系数节点编号见图5.1 ABCDABCDABCD顶层中间层底层图5.1节点编号图顶层节点A:==0.423==0.577节点B:==0.205==0.515==0.280节点C:==0.498 ==0.231==0.271节点D:==0.461==0.539中间层节点A:==0.366==0.268==0.366节点B:==0.218==0.160==0.218==0.404节点C:==0.213==0.392==0.213==0.182节点D:==0.350==0.300==0.350底层节点A:==0.386==0.283 ==0.331节点B:==0.226==0.165==0.193==0.416节点C:==0.219==0.405==0.188==0.188节点D:==0.368==0.316==0.3165.1.4杆件固端弯矩顶层:M=-M=-1/1216.774.5=-28.30kNmM=-M=-1/128.761.8=-2.37kNmM=-1/1214.923.9+(-)=-27.39kNmM=1/1214.923.9+()=26.86kNm标准层:M=-M=-1/1229.174.5=-49.22kNm M=-M=-1/128.481.8=-2.29kNmM=-1/1227.413.9+(-)=-43.67kNmM=1/1227.413.9+()=42.40kNm5.1.5分层法求内力顶层:0.5770.4230.5150.4980.2800.2050.2710.2310.5390.461下柱右梁下柱左梁右梁左梁下柱右梁下柱左梁-28.3028.30-2.372.37-27.3926.86-2.66-5.32-7.26-13.35-6.687.915.798.597.323.6617.8613.16.55-1.48-2.96-4.05-7.44-3.72-7.04-14.07-16.452.685.362.922.481.240.630.320.85-0.31-0.61-0.84-1.55-0.78-0.29-0.57-0.670.530.290.250.130.1826.28-12.15-14.1312.8711.8-24.6718.89-18.89-17.1217.126.30-4.053.39-5.71图5.2顶层弯矩分配法计算过程 18.8918.896.3026.2814.1312.8724.6717.1217.1212.1511.84.053.935.71图5.3顶层弯矩图中间层:0.3660.3660.2680.1600.2180.2180.4040.3920.2130.2130.1820.3500.3000.350上柱下柱右梁左梁上柱下柱右梁下柱右梁上柱左梁下柱左梁上柱-42.9942.99-2.292.29-43.6742.4-3.7-7.51-10.23-10.2318.96-9.489.9719.9410.8310.839.264.36-7.06-14.11-16.46-16.4619.3914.207.10-1.37-2.73-3.72-3.72-6.9-3.452.064.122.242.241.910.96-0.14-0.28-0.34-0.34-0.49-0.91-0.460.240.130.130.1019.390.500.370.190.50-0.18-0.36-0.490.070.040.0745.91-14.44-14.44-17.0320.39-40.7820.3913.213.213.2-39.633.6-16.8-16.86.8-4.814.4-5.66.8-4.814.4-5.6图5.4中间层弯矩分配法计算过程 图5.5中间层弯矩图0.3860.3310.283上柱下柱右梁0.1650.2260.1930.416左梁上柱下柱右梁0.4050.2190.1880.188左梁上柱下柱右梁0.3160.3160.368左梁下柱上柱-49.2249.22-2.292.29-43.6742.4-9.06-19.52-9.7610.3620.7111.219.619.614.81-7.46-14.92-14.92-3.45-7.44-3.72-3.87-7.74-10.6117.5715.037.52-1.48-2.95-4.0420.490.490.420.210.572.274.532.45-0.48-1.03-0.52-0.21-0.41-0.560.080.070.062.12.11.05-0.17-0.33-0.330.280.150.130.13-17.37-0.3921.1418.13-39.2745.85-15.21-12.99-17.6513.8113.8111.84-39.4633.01-15.25-17.769.07-6.55.927.05-5.074.6-5.92-7.63图5.6底层弯矩分配法计算过程 图5.7底层弯矩图竖向恒载作用下的框架弯矩图(重分配后)见图5.8。 17.9428.0227.7427.7128.445.6713.0512.8812.8313.05-7.73图5.8竖向恒载作用下的框架弯矩图竖向恒载作用下的框架剪力图见图5.9。 图5.9竖向恒载作用下的框架剪力图竖向恒载作用下的框架轴力图见图5.10。 图5.10竖向恒载作用下的框架图轴力5.2、竖向活载作用下的内力计算 以一榀中框架为例,活载的计算方法同恒载的计算方法一样。5.2.1荷载简化按照固端弯矩相等的原则,将三角形、梯形分布荷载及次梁集中荷载,化为等效均布荷载。顶层:p=5.59kN/m;p=2.25kN/m;p=4.82kN/m。标准层:p=7.00kN/m;p=2.81kN/m;p=6.03kN/m。5.2.2杆件固端弯矩顶层:M=-M=-1/125.594.5=-9.43kNmM=-M=-1/122.251.8=-0.61kNmM=-1/124.823.9+(-)=-8.85kNmM=1/124.823.9+()=8.46kNm标准层:M=-M=-1/127.04.5=-11.81kNmM=-M=-1/122.811.8=-0.76kNm M=-1/126.033.9+(-)=-11.07kNmM=1/126.033.9+()=10.58kNm5.2.3分层法求内力顶层:0.4610.5770.4230.2050.2800.5150.4980.2710.2310.539下柱右梁左梁下柱右梁左梁下柱右梁左梁下柱-9.439.43-0.610.61-8.858.46-0.91-1.81-2.47-4.54-2.272.625.232.852.431.22-2.23-4.46-5.22-2.48-1.240.871.730.940.800.40-0.18-0.22-0.504.372.19-0.49-0.98-1.355.970.210.110.28-0.21-0.276.25-6.258.73-4.09-4.644.063.79-7.855.44-5.442.08-1.361.26-1.81图5.11顶层弯矩分配法计算过程图5.12顶层弯矩图中间层: 0.3660.3660.2680.1600.2180.2180.4040.3920.2130.2130.1820.3500.3500.300上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁上柱下柱左梁-0.760.76-11.8111.81-11.0710.58-2.41-4.46-2.232.464.922.672.672.281.14-1.76-3.52-4.1-0.89-1.77-2.414.653.401.70-0.33-0.66-0.91-0.91-1.68-0.840.511.020.550.550.480.24-0.08-0.08-4.10-0.080.120.090.054.650.12-0.09-0.12-0.12-0.234.774.77-9.5411.04-3.44-3.44-4.163.633.223.22-10.078.36-4.18-4.181.591.59-1.151.07-1.39-1.151.07-1.39图5.13中间层弯矩分配法计算过程图5.14中间层弯矩图底层: 0.3860.3310.2830.1650.2260.1930.4160.4050.2190.1880.1880.3160.3160.368上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁下柱上柱-0.760.76-11.8111.81-11.0710.58-2.13-4.60-2.32.565.122.75-0.91-1.82-2.504.213.601.80-0.36-0.72-0.994.91-0.84-1.81-0.912.372.371.19-1.86-3.72-3.72-4.330.520.520.26-0.08-0.08-0.100.561.120.61-0.12-0.250.120.100.05-0.10-0.140.144.33-9.385.0511.02-3.63-3.09-4.303.793.362.89-10.048.23-3.8-4.432.171.68-1.211.12-1.48-1.551.45-1.90图5.15底层弯矩分配法计算过程图5.16底层弯矩图竖向活载作用下的框架弯矩图(重分配后)见图5.17。 6.206.736.776.766.812.071.561.571.591.62图5.17竖向活载作用下的框架弯矩图竖向活载作用下的框架剪力图见图5.18。 图5.18竖向活载作用下的框架剪力图竖向活载作用下的框架轴力图见图5.19。 图5.19竖向活载作用下的框架轴力图 第六章风荷载作用6.1风载作用下的位移验算6.1.1、计算见图图6.1风载作用下计算简图6.1.2、K及值一般层: K==0.66,==0.248;K==2.32,==0.537;K==2.43,==0.549;K==0.77,==0.278。底层:K==0.86,==0.476;K==3.01,==0.700;K==3.16,==0.710;K==1.00,==0.500。6.1.3、侧移刚度DD=表6.1框架柱侧移刚度D的计算D(kN/m)A轴B轴C轴D轴一般层17.231037.301038.141019.3110111.9810底层15.061022.151022.461015.821075.49106.1.4、侧移由弯曲和剪切变形产生的位移 五层:==0.61610m,=;四层:==1.30710m,=;三层:==1.93810m,=;二层:==2.54410m,=;一层:==4.55710m,=。风荷载作用下框架的最大层间位移角为1/8558,远小于1/550,满足规范要求。6.2风荷载作用下的内力计算在求得框架第i层层间剪力V后,i层j柱分配到的剪力V以及该柱上下端的弯矩M和M分别按下列各式进行计算:V=Vi可得各层柱的剪力计算见表6.2。表6.2各层各柱的剪力计算楼层号h/mV中柱边柱DVDV53.06.90111980373002.30172301.06381402.35193101.1943.014.64111980373004.88172302.25 381404.99193102.5233.021.70111980373007.23172303.34381407.39193103.7423.028.49111980373009.49172304.38381409.70173104.9113.4534.401119802215010.09150606.862246010.23158207.21由上表计算出了柱子的剪力,再计算柱上下端的弯矩,计算公式见下列各式。下端弯矩:M=Vyh上端弯矩:M=V(1-y)hy=y+y+y+y式中:y为框架柱的反弯点高度比;y为框架柱的标准反弯点高度比;y为梁的上下梁的线刚度变化时反弯点的高度比的修正值;y,y为上下层层高变化时反弯点的高度比的修正值。梁端的弯矩和剪力及柱轴力分别按下列各式计算:M=(M+M);M=(M+M); V=;Ni=。表6.3框架柱反弯点位置及柱端弯矩计算(参考《高层建筑设计原理》P161)层/h柱KyyyyyMM5/3.0A0.661/10.300000.302.230.95B0.771/10.300000.302.501.07C2.321/10.4160000.4164.032.87D2.431/10.4220000.4224.072.984/3.0A0.661110.380000.384.192.57B0.771110.400000.404.543.02C2.321110.450000.458.056.59D2.431110.450000.458.236.743/3.0A0.661110.450000.455.514.51B0.771110.450000.456.175.05C2.321110.500000.5010.8510.85D2.431110.500000.5011.0911.092/3.0A0.66111.30.500000.506.576.57B0.77111.30.500000.507.377.37C2.32111.30.500000.5014.2414.24D2.43111.30.500000.5014.5514.551/3.0A0.8610.77/0.650000.659.3617.39B1.0010.77/0.650000.659.8418.28 C3.0110.77/0.55000.5517.7121.64D3.1610.77/0.550000.5517.9521.94对于边柱上的梁,梁端弯矩用下式计算:M=M+M。表6.4边柱上梁梁端弯矩的计算层数柱MMM5A02.232.23D02.502.504A0.954.195.14D1.074.545.613A2.575.518.08D3.026.179.192A4.516.5711.08D5.057.3712.421A6.579.3615.93D7.379.8417.21对于各层中柱上的梁,梁的相对线刚度i和i分别为:K=0.66,K=1.66K===0.284 K===0.716;K=1.66K=0.77K===0.683K===0.317。表6.5中柱上梁梁端弯矩的计算楼层柱MMM=M+MiiMM5B4.032.874.030.2840.7161.142.89C4.072.984.070.6830.3172.781.294B8.056.5910.920.2840.7163.107.82C8.236.7411.210.6830.3177.663.553B10.8510.8517.440.2840.7164.9512.49C11.0911.0917.830.6830.31712.185.652B14.2414.2425.090.2840.7167.1317.96C14.5514.5525.640.6830.31717.518.131B17.7121.6431.950.2840.7169.0722.88C17.9521.9432.500.6830.31722.2010.30 风载作用下的框架弯矩图见图6.2: 图6.2风载作用下的框架弯矩图风载作用下的框架剪力图见图6.3: 图6.3风载作用下的框架剪力图风载作用下的框架轴力图见图6.4: 图6.4风载作用下的框架轴力图跨中弯矩:先以4层AB跨梁为例子,4层AB跨梁受力如下: AV=1.83M=5.14MV=0VL=M+M1.832.25=5.14+M,M=-1.02。负号表示与图中假设的方向相反。表6.6跨中弯矩的计算结果梁楼层MVlMAB跨梁52.230.752.25-0.5445.141.832.25-1.0238.082.902.25-1.56211.084.052.25-1.97115.935.562.25-3.42BC跨梁51.143.150.901.7043.108.600.904.6434.9513.700.907.3827.1319.700.9010.6019.0725.040.9013.47CD跨梁51.290.971.950.6043.552.351.951.0335.653.811.951.7828.135.271.952.15110.307.051.953.45第七章水平地震荷载作用 说明:水平地震作用在房子的横向和纵向,本工程设计主要考虑横向水平地震作用。由于本工程设计的高度为15.9m,不超过40m,故考虑以剪切变形为主,另外该建筑物的刚度和质量沿高度分布比较均匀,因而本工程设计采用底部剪力法的简化方法来计算水平地震作用。该方法将结构简化为作用于各楼层位置的多质点葫芦串,结构底部总剪力与地震影响系数及各质点的重力荷载代表值有关。为计算各质点的重力荷载代表值,本工程设计先分别计算各楼面层的梁、板、柱的重量,各楼层墙体的重量,然后按以楼层为中心上下各半个楼层的重量集中于该楼层的原则计算各质点的重力荷载代表值。水平地震作用计算还涉及结构的自振周期,本工程设计采用假想定点位移法确定。水平地震作用下内力及位移分析均采用D值法进行计算。7.1、框架梁柱线刚度汇总考虑到整体现浇结构中,板对梁的有利作用,边框架梁取I=1.5I。AB、CD跨梁:i===2.6010kNmi===3.010kNmBC跨梁:i===6.5110kNm。 表7.1框架梁线刚度汇总梁混凝土强度梁编号线刚度(10kNm)相对线刚度中框架梁C30AB3.470.66BC8.681.66CD4.010.77边框架梁C30AB2.600.50BC6.511.25CD3.000.58表7.2框架柱线刚度汇总柱混凝土强度楼层线刚度(10kNm)相对线刚度各框架柱C35底层4.010.772-5层5.211.007.2、框架柱D值计算结果7.2.1边框架柱的K及值标准层:K=,=;(、、、、分别指柱上左梁、右梁、柱下左梁、右梁的线刚度以及柱的线刚度) K==0.50,==0.200;K==1.75,==0.467;K==1.83,==0.478;K==0.58,==0.225。底层:K=,=;(、、分别指柱上左梁、右梁的线刚度以及柱的线刚度)K==0.32,==0.353;K==1.14,==0.522;K==1.19,==0.530;K==0.38,==0.370。7.2.2中框架柱的K及值标准层:K==0.66,==0.248;K==2.32,==0.537;K==2.43,==0.549;K==0.77,==0.278。底层:K==0.43,==0.383;K==1.51,==0.573;K==1.58,==0.581; K==0.50,==0.400。D值由公式D=计算,计算结果见表7.3、表7.4。表7.3框架柱D值计算结果D值汇总位置层次D(10kNm)根数(单层)边框架A1层1.11722-5层1.3892B1层1.65122-5层3.2442C1层1.67742-5层3.3214D1层1.17122-5层1.5632中框架A1层1.21292-5层1.7239B1层1.813132-5层3.73013C1层1.83892-5层3.8149D1层1.265122-5层1.93112 表7.4单层框架柱D值计算结果层次(10kNm)1层80.7852-5层147.1717.3、分层计算重力荷载代表值5层:(1)女儿墙自重19.84kN(2)屋面自重屋面恒载:4.78kN/m屋面面积:40.810.2-3.90.92-3.94.2-0.81.82=389.88m屋面自重:389.884.78=1863.63kN(3)梁重:横梁:3.4(114.5+143.9+71.8)=396.78kN纵梁:3.440.84=554.88kN次梁:3.43.24=43.52kN梁重:995.18kN(4)墙重:1.72(3-0.4)(40.8+10.2)2=456.14kN(5)柱重:0.50.532553=993.75kN(6)0.5倍雪荷载:0.50.35389.88=68.23kN 5层重力荷载代表值:19.84+1863.63+995.18+456.14/2+993.75/2+68.23=3671.83kN;4—2层:(1)楼面自重楼面恒载:4.53kN/m楼面面积:389.88m楼面自重:4.53389.88=1766.16kN(2)梁重横梁:396.78kN纵梁:554.88kN次梁:43.52kN梁重:995.18kN(3)墙重:456.14kN(4)柱重:993.75kN(5)0.5倍楼面活荷载:0.52.5389.88=487.35kN4—2层重力荷载代表值:4698.58kN;1层:(1)楼面自重 楼面恒载:4.53kN/m楼面面积:389.88m楼面自重:4.53389.88=1766.16kN(2)梁重横梁:396.78kN纵梁:554.88kN次梁:43.52kN梁重:995.18kN(3)墙重:456.14kN(4)柱重:0.50.53.92553=1291.88kN(5)0.5倍楼面活荷载:487.35kN1层重力荷载代表值:1766.16+995.18+456.14+(993.75+1291.88)/2+487.35=4847.65kN。各层重力荷载代表值见图7.1 G=3671.83kNG=4698.58kNG=4698.58kNG=4698.58kNG=4847.65kN图7.1重力荷载代表值7.4、等效重力荷载代表值的计算本设计抗震设防烈度为7度,设计基本地震加速度值为0.05g,I类建筑场地,设计地震分组为第一组。本设计任务书给出多遇地震情况下水平影响系数最大值=0.08,特征周期值为T=0.25s,建筑结构的阻尼比取=0.05,此时阻尼调整系数n应取1.0。结构总的重力荷载代表值:=3671.83+4698.583+4847.65=22615.22kN结构等效重力荷载代表值:G=0.85=0.8522615.22=19222.94kN7.5、自震周期计算 采用假想顶点位移法,对于刚度和质量沿高度分布比较均匀的框架结构,按照《高层建筑混凝土结构技术规范》(JGJ3—2010)的规定,其基本自振周期按下式计算,即:T=1.7式中:T-------结构基本自振周期,s;----考虑非承重砖墙影响的折减系数,框架结构可取0.6—0.7;u-----假想的结构顶点水平位移,m,即假想把集中在各楼层处的重力荷载代表值G作为该楼层的水平荷载,计算出结构的顶点弹性水平位移。本设计取基本周期调整系数=0.6。先由式V=计算楼层剪力,再由式=V/计算层间相对位移,最后由式u=计算结构的顶点位移。表7.5横向框架顶点的假想侧移计算楼层G/kNV/kN/(kN/m)/mu/m53671.833671.8314717100.002494940.0572129744698.588370.4114717100.005687540.0546347534698.5813068.9914717100.008880140.0489472124698.5817767.5714717100.012072740.0400670714847.6522615.228078500.027994330.02799433所以: T=1.7=1.70.6=0.244s。7.6、楼层地震剪力的计算理论分析表明:对于刚度和质量沿高度分布比较均匀、高度不超过40m,并且以剪切变形为主(房屋高宽比小于4)的结构,振动时位移反应以基本振型为主,并且基本振型接近直线。《建筑抗震设计规范》(GB50011—2010)规定此类多层建筑的水平地震作用可以采用近似计算法,即底部剪力法。本设计符合以上的条件,即可以采用底部剪力法。相应于结构基本自振周期的水平地震影响系数为:=()=1.00.08=0.082结构底部剪力法:F=G=0.08219222.94=1576.28kN各质点水平地震作用标准值:F=F(1-)式中:F------质点i的水平地震作用标准值;GG------分别集中于质点i,j的重力荷载代表值;HH------分别为质点i,j的计算高度;-------顶点附加作用系数,系考虑结构高振型的影响。当T1.4T时,=0;当T>1.4T时,按表7.6选用。表7.6顶部附加地震作用系数 T(s)T>1.4TT1.4T<0.350.08T+0.0700.35-0.550.08T+0.01>0.550.08T-0.02注:T为场地特征周期;T为结构基本自振周期。因1.4T=1.40.25=0.357s>T=0.244s,所以不考虑顶部附加水平地震作用=0。各质点横向水平地震作用及楼层地震剪力计算结果见表7.7。表7.7各质点横向水平地震作用及楼层地震剪力计算楼层H/mG/kNGH/(kNm)F/kNV/kN515.93671.8358382.0970.26932424.52373424.41412.94698.5860611.6820.27953440.61755865.0339.94698.5846515.9420.21452338.143591203.1726.94698.5832420.2020.14951235.669621438.8413.94847.6518905.8350.08719137.435851576.287.7、水平地震作用下的位移验算水平地震作用下框架结构的层间位移和顶点位移分别由式=V/和式=计算得到结果。各层的层间弹性位移角:=/。计算结果见表7.8。 表7.8各层的层间弹性位移角楼层V/kN(kN/m)(m)(m)h(m)5424.4114717100.00028837880.00462255193.01/104054865.0314717100.00058777200.00433417313.01/510531203.1714717100.00081753190.00374640113.01/367021438.8414717100.00097766540.00292886923.01/306811576.288078500.00195120380.00195120383.91/1999由表可知,最大层间弹性位移角发生在第1层,其值1/1999<[]=1/550(满足要求)。其中[]为钢筋混凝土框架弹性层间位移角限值。7.8、水平地震作用下的框架内力计算对第3轴线横向框架内力进行计算。框架在水平节点荷载作用下,采用D值法分析内力,第3轴一榀框架各层水平地震作用标准值见表7.9。表7.9一榀框架各层水平地震作用标准值结果楼层F/kN/kNm/(kN/m)/F/kN5424.5237311198014717100.0760932.304440.6175511198014717100.0760933.533338.1435911198014717100.0760925.732235.6696211198014717100.0760917.93 1137.43585754908078500.0934412.84计算简图:32.30kN33.53kN25.73kN17.93kN12.84kN图7.2水平地震作用下计算简图 水平地震作用下的框架弯矩图见图7.3。图7.3水平地震作用下的框架弯矩图 水平地震作用下的框架剪力图见图7.4。 图7.4水平地震作用下的框架剪力图水平地震作用下的框架轴力图见图7.5。 图7.5水平地震作用下的框架轴力图第八章内力组合 8.1、控制截面的选取根据上几章的计算结果,即可以进行框架各梁柱各控制截面上的内力组合,其中梁的控制截面为梁端柱边以及跨中,每层有9个控制截面,即如下图中的梁中的1、2、3、4、5、6、7、8、9个截面。柱则分为边柱和中柱(即A柱、B柱、C柱、D柱),每个柱每层有2个控制截面,即柱的控制截面编号为1、2、3、4、5、6、7、8、9、10号截面,如下图8.1所示。图8.1框架梁柱各控制截面8.2、荷载不利布置及梁支座负弯矩的调幅 由于按照活载不利布置进行荷载内力计算工作量非常的大,在多层建筑中,一般情况下的使用荷载都相对较小,为节省计算的工作量,允许不考虑活载的不利布置进行计算,而按照活载满跨布置进行计算,这样求出的梁支座弯矩、剪力和柱的最大轴力与按照活载的不利布置时候很接近,但梁的跨中弯矩偏低,实际上将其乘以1.1—1.2给予调整。为了便于施工以及提高框架的延性,通常对竖向荷载作用下的梁端负弯矩进行调幅,对现浇框架可以取调幅系数0.8—0.9。8.3、框架梁柱的内力组合从横梁内力组合表中选取个截面的不利内力,并且转化为支座边缘控制截面的内力,其中:MMVVqV=V-V=V-q;M=M-V。本次毕业的工程设计弯矩调幅系数取0.85,梁跨中弯矩增大系数取1.2,计算过程见表8.1、8.2、8.3、8.4、8.5、8.6、8.7、8.8、8.9、8.10、8.11。 表8.1轴线处的弯矩、剪力转化为边缘处的弯矩、剪力地震柱边缘处V3.513.5114.6914.694.5664.56V8.338.3339.0539.0510.6610.66V12.5012.5059.1759.1716.44M9.584.459.729.384.9210.58M21.2612.0725.8324.9413.4322.81M31.7118.3239.1537.7820.27柱轴线处V3.513.5114.6914.694.564.56V8.338.3339.0539.0510.6610.66V12.5012.5059.1759.1716.44M10.465.3313.3913.056.0611.72M23.3414.1535.5934.7016.0925.47M34.8321.4453.9452.5724.38风载柱边缘处V0.750.753.153.150.970.97V1.831.838.608.602.352.35V2.902.9013.7013.703.81M2.040.952.101.991.052.26M4.682.645.675.512.965.02M7.364.239.078.764.70柱轴线处V0.750.753.153.150.970.97V1.831.838.608.602.352.35V2.902.9013.7013.703.81M2.231.142.892.781.292.50M5.143.107.827.663.555.61M8.084.9512.4912.185.65活载柱边缘处V10.7211.631.751.1811.0410.61V13.8014.202.071.5914.2112.85V13.7814.222.071.5914.23M4.065.893.543.175.193.28M6.867.672.552.246.755.92M6.797.682.522.216.76柱轴线处V12.1213.032.311.7412.2411.81V15.5515.952.772.2915.7214.36V15.5315.972.772.2915.74M6.928.974.053.538.106.08M10.5311.443.152.7210.499.32M10.4511.453.122.6910.51恒载柱边缘处V32.3234.766.245.1534.7633.73V57.6759.027.463.5655.2355.08V57.6859.017.343.6855.24M13.1718.049.839.1216.5310.80M28.9731.6611.328.7926.0422.36M29.2631.9410.668.2926.66柱轴线处V36.5138.958.437.3438.4937.46V64.9666.319.585.6862.0861.93V64.9766.309.465.8062.09M21.7727.2511.6610.6825.6919.70M44.3047.3313.459.9441.1336.99M44.6047.6012.769.4741.33截面AB左B右C左C右DAB左B右C左C右DAB左B右C左C右楼层543 16.44V16.2016.2078.8878.8821.0821.08V20.4620.4692.2492.2425.9725.9735.61M40.2824.5452.1850.3627.2444.42M53.4628.4061.2258.7031.4456.8716.44V16.2016.2078.8878.8821.0821.08V20.4620.4692.2492.2425.9725.9739.72M44.3328.5971.9070.0832.5149.69M58.5733.5184.2881.7637.9363.363.81V4.054.0519.7019.705.275.27V5.565.5625.0425.047.057.058.24M10.076.1213.0412.236.8111.10M14.547.6816.6215.948.5415.453.81V4.054.0519.7019.705.275.27V5.565.5625.0425.047.057.059.19M11.087.1317.9617.518.1312.42M15.939.0722.8822.2010.3017.2112.83V13.7814.222.071.5814.2312.83V13.7614.242.061.6014.2412.815.87M6.797.692.522.206.755.85M6.707.682.602.306.755.8014.34V15.5315.972.772.2815.7414.34V15.5115.992.762.3015.7514.329.27M10.4511.463.122.6810.509.25M10.3611.463.202.7910.509.1955.07V57.6759.017.363.6655.2555.05V57.3659.337.423.6155.3554.9622.52M29.2931.9710.588.1726.7322.55M27.9331.8711.038.5526.6722.1761.92V64.9666.309.485.7862.1061.90V64.6566.629.545.7362.2061.8137.14M44.6247.6312.689.3541.4037.17M43.1847.6113.159.7241.3636.77DAB左B右C左C右DAB左B右C左C右D321 表8.2柱边缘处弯矩调幅和跨中弯矩的增大楼层跨梁截面恒载内力活载内力风载内力地震内力调幅前调幅后调幅前调幅后调幅前调幅后调幅前调幅后5AB左13.1711.194.063.452.041.739.588.14中17.9421.536.207.440.550.662.573.08右18.0415.335.895.010.950.814.453.78BC左9.838.363.543.012.101.799.728.26中7.629.142.883.460.060.070.170.20右9.127.753.172.691.991.699.387.97CD左16.5314.055.194.411.050.894.924.18中5.676.802.072.480.610.732.833.40右10.809.183.282.792.261.9210.588.994AB左28.9724.626.865.834.683.9821.2618.07中28.0233.626.738.081.021.224.605.52右31.6626.917.676.522.642.2412.0710.26BC左11.329.622.552.175.674.8225.8321.96中8.269.911.802.160.080.100.450.54右8.797.472.241.905.514.6824.9421.20CD左26.0422.136.755.742.962.5213.4311.42中13.0515.661.561.871.031.244.695.63右22.3619.015.925.035.024.2722.8119.393AB左29.2624.876.795.777.366.2631.7126.95中27.7433.296.778.121.571.886.708.04右31.9427.157.686.534.233.6018.3215.57BC左10.669.062.522.149.077.7139.1533.28中7.689.221.772.120.160.190.690.83右8.297.052.211.888.767.4537.7832.11CD左26.6622.666.765.744.704.0020.2717.23中12.8815.461.571.881.772.127.679.20右22.5219.145.874.998.247.0035.6130.272AB左29.2924.906.795.7710.078.5640.2834.24中27.7133.256.768.111.982.387.879.44右31.9727.177.696.546.125.2024.5420.86BC左10.588.992.522.1413.0411.0852.1844.35中7.589.101.762.110.230.280.911.09右8.176.942.201.8712.2310.4050.3642.81CD左26.7322.726.755.746.815.7927.2423.15中12.8315.401.591.912.152.588.5910.31右22.5519.175.854.9711.109.4444.4237.761AB左27.9323.746.705.7014.5412.3653.4645.44中28.4434.136.818.173.434.1212.5315.04右31.8727.097.686.537.686.5328.4024.14 BC左11.039.382.602.2116.6214.1361.2252.041中8.009.601.862.230.340.411.261.51右8.557.272.301.9615.9413.5558.7049.90CD左26.6722.676.755.748.547.2631.4426.72中13.0515.661.621.943.464.1512.7215.26右22.1718.845.804.9315.4513.1356.8748.34表8.3框架梁内力组合表 max-4.9254.4236.81-16.49-44.13-1.1027.64-12.78-0.5512.21-14.0757.98min-26.0840.6526.30-26.32-58.62-22.58-10.56-15.87-21.28-25.99-24.9442.411.2恒+1.4活-18.2653.7936.25-25.41-57.99-14.259.94-15.81-13.07-7.83-23.0357.171.35恒+1.40.7活-18.4954.1436.36-25.61-58.32-14.2410.14-15.73-13.10-8.11-23.2957.751.2(恒+0.5活)1.3地震右震-26.0849.7826.30-16.49-44.13-22.5827.64-13.30-0.5512.21-24.9454.266左震-4.9240.6531.16-26.32-53.25-1.10-10.56-12.78-21.28-25.99-14.0742.411.2恒+1.40.7活1.4风右风-19.2350.3432.20-22.17-52.06-15.4913.61-14.46-9.57-2.93-22.4353.89左风-14.3948.2434.05-24.44-54.16-10.484.79-14.26-14.30-11.75-19.9451.171.2恒+1.4活1.40.6风右风-19.1754.4235.70-24.73-57.36-15.7512.588-15.87-11.65-5.19-23.7857.98左风-16.8053.1636.81-26.09-58.62-12.747.29-15.75-14.49-10.48-22.2956.35地震左(-右)8.14-3.513.08-3.78-3.518.26-14.690.20-7.97-14.694.18-4.56风载左(-右)1.73-0.750.66-0.81-0.751.79-3.150.07-1.69-3.150.89-0.97活载-3.4510.727.44-5.01-11.63-3.011.75-3.46-2.69-1.18-4.4111.04恒载-11.1932.3221.53-15.33-34.76-8.366.24-9.14-7.75-5.15-14.0534.76内力MVMMVMVMMVMV截面位置1—1截面2—2截面3—3截面4—4截面5—5截面6—6截面7—7截面层次5 14.07-1.00-40.91-9.5591.3853.31-22.87-68.5215.7060.96-13.7817.4645.54-15.1588.665.23-24.38-56.14-56.5366.6638.02-49.54-93.59-41.39-40.57-15.50-37.66-55.99-44.8560.9411.63-14.92-55.33-37.7188.5251.66-41.42-90.70-14.5811.85-14.92-11.62-6.50-34.5986.1711.61-15.13-55.93-38.9591.3853.31-42.72-93.59-15.1112.10-15.50-11.95-6.36-35.5088.4914.07-1.00-40.91-56.5388.3138.02-22.87-68.52-41.3960.96-13.8917.4645.54-44.8588.665.23-24.38-52.77-9.5566.6652.37-49.54-81.7215.70-40.57-13.78-37.66-55.99-15.1560.9411.61-11.06-49.52-40.8385.2946.55-35.55-82.18-20.4223.02-14.15-4.276.21-35.7183.499.57-16.44-52.23-29.6980.1749.97-41.82-87.30-6.92-1.06-13.87-17.38-17.87-28.6576.9112.25-13.31-54.52-41.0590.0650.63-39.54-89.17-18.6319.07-15.00-7.690.73-36.7188.1411.02-16.53-56.14-34.3686.9952.68-43.30-92.24-10.534.63-14.83-15.56-13.72-32.4884.20-3.40-8.99-4.5618.07-8.335.52-10.26-8.3321.96-39.050.54-21.20-39.0511.42-10.66-0.73-1.92-0.973.98-1.831.22-2.24-1.834.82-8.600.10-4.68-8.602.52-2.352.48-2.79-10.61-5.8313.808.08-6.52-14.20-2.172.07-2.16-1.90-1.59-5.7414.216.80-9.18-33.73-24.6257.6733.62-26.91-59.02-9.627.46-9.91-7.47-3.56-22.1355.23MMVMVMMVMVMMVMV8—8截面9—9截面1—1截面2—2截面3—3截面4—4截面5—5截面6—6截面7—7截面54 27.23-0.62-59.951.7393.7355.27-16.26-63.0931.1186.97-11.2632.1671.55-8.2496.2012.60-51.04-87.66-68.3461.2334.37-56.74-95.59-55.42-66.87-14.52-51.33-82.29-53.0453.4521.41-29.85-84.09-37.9288.5151.32-41.72-90.27-13.8711.71-14.03-11.09-6.64-35.2386.2122.97-30.59-86.95-39.2391.3752.90-43.05-93.60-14.3311.94-14.52-11.36-6.53-36.2288.5227.23-0.62-59.95-68.3493.7334.37-16.26-63.09-55.4286.97-13.4232.1671.55-53.0496.2012.60-51.04-87.661.7361.2355.27-56.74-95.5931.11-66.87-11.26-51.33-82.29-8.2453.4522.36-21.76-75.40-44.2686.7845.27-33.94-80.69-23.7630.02-13.410.1313.21-38.4285.5718.89-33.72-81.98-26.7378.6650.54-44.02-88.81-2.18-8.34-12.88-20.73-25.15-27.2274.9022.45-26.27-82.11-43.1890.9449.74-38.70-88.28-20.3423.21-14.19-4.834.87-38.5989.4120.37-33.44-86.06-32.6686.0752.90-44.75-93.16-7.390.20-13.87-17.35-18.15-31.8783.01-5.63-19.39-10.6626.95-12.508.04-15.57-12.5033.28-59.170.83-32.11-59.1717.23-16.44-1.24-4.27-2.356.26-2.901.88-3.60-2.907.71-13.700.19-7.45-13.704.00-3.811.87-5.03-12.85-5.7713.788.12-6.53-14.22-2.142.07-2.12-1.88-1.59-5.7414.2315.66-19.01-55.08-24.8757.6833.29-27.15-59.01-9.067.34-9.22-7.05-3.68-22.6655.24MMVMVMMVMVMMVMV8—8截面9—9截面1—1截面2—2截面3—3截面4—4截面5—5截面6—6截面7—7截面43 31.6413.39-52.4111.1798.5357.04-9.41-58.2845.58112.62-10.7746.2097.20-0.61102.247.72-65.31-95.15-77.8556.4132.49-63.65-100.40-69.73-92.47-14.35-65.10-107.88-60.8047.4321.18-29.95-84.05-37.9688.5051.25-41.76-90.72-13.7811.73-13.87-10.95-6.60-35.3086.2222.71-30.73-86.92-39.2791.3652.84-43.09-93.60-14.2311.96-14.35-11.20-6.49-36.3088.5331.6413.39-52.41-77.8598.5332.49-9.41-58.28-69.73112.62-13.6046.2097.20-60.80102.247.72-65.31-95.1511.1756.4157.04-63.65-100.4045.58-92.47-10.77-65.10-107.88-0.6147.4323.36-18.06-73.32-47.5288.3844.52-31.73-79.08-28.4038.44-13.384.4021.64-41.0087.6217.43-37.66-83.99-23.5577.0451.18-46.29-90.422.63-16.72-12.60-24.72-33.52-24.7872.8722.96-24.07-80.85-45.1591.9049.25-37.39-87.32-23.0928.28-14.11-2.219.94-40.1690.6519.40-35.83-87.25-30.7785.0953.25-46.13-94.12-4.48-4.82-13.64-19.68-23.15-30.4481.80-9.20-30.27-16.4434.24-16.209.44-20.86-16.2044.35-78.881.09-42.81-78.8823.15-21.08-2.12-7.00-3.818.56-4.052.38-5.20-4.0511.08-19.700.28-10.40-19.705.79-5.271.88-4.99-12.83-5.7713.788.11-6.54-14.22-2.142.07-2.11-1.87-1.58-5.7414.2315.46-19.14-55.07-24.9057.6733.25-27.17-59.01-8.997.36-9.10-6.94-3.66-22.7255.25MMVMVMMVMVMMVMV8—8截面9—9截面1—1截面2—2截面3—3截面4—4截面5—5截面6—6截面7—7截面32 33.0323.10-46.3527.16103.6965.411.03-53.1455.07130.05-10.9054.97114.624.09108.736.22-75.07-101.16-90.9850.4926.31-67.81-106.34-80.23-109.77-15.15-74.77-125.20-65.3841.2021.15-29.96-84.02-36.4788.1052.39-41.65-91.13-14.3511.79-14.64-11.47-6.57-35.2486.3622.66-30.75-86.89-37.6490.9254.08-42.97-94.05-14.8312.04-15.15-11.74-6.44-36.2388.6833.0323.10-46.35-90.98103.6926.311.03-53.14-80.23130.05-14.8254.97114.62-65.38108.736.22-75.07-101.1627.1650.4965.41-67.81-106.3455.07-109.77-10.90-74.77-125.204.0941.2023.96-14.66-71.26-51.3890.1043.19-29.77-77.37-33.2045.98-13.138.3329.16-42.9990.2516.74-41.09-86.01-16.7774.5354.73-48.05-92.946.36-24.13-13.13-29.61-40.96-22.6770.5123.32-22.03-79.60-46.8592.7748.93-36.16-86.46-26.2232.82-14.30-0.0914.46-41.3492.2818.99-37.89-88.45-26.0983.4355.85-47.14-95.80-2.48-9.25-14.30-22.85-27.61-29.1480.43-10.31-37.76-21.0845.44-20.4615.04-24.14-20.4652.04-92.241.51-49.90-92.2426.72-25.97-2.58-9.44-5.2712.36-5.564.12-6.53-5.5614.13-25.040.41-13.55-25.047.26-7.051.91-4.97-12.83-5.7013.768.17-6.53-14.24-2.212.06-2.23-1.96-1.60-5.7414.2415.40-19.17-55.05-23.7457.3634.13-27.09-59.33-9.387.42-9.60-7.27-3.61-22.6755.35MMVMVMMVMVMMVMV8—8截面9—9截面1—1截面2—2截面3—3截面4—4截面5—5截面6—6截面7—7截面21 39.7937.28-39.880.12-88.41-107.4021.51-299.51-83.8923.04-29.67-86.7539.7937.28-39.880.12-88.41-107.4026.50-9.06-68.6414.88-45.82-88.3824.99-18.48-77.9618.02-40.54-89.81-15.26-48.34-25.97-4.15-13.13-7.051.94-4.93-12.8115.66-18.84-54.96MMV8—8截面9—9截面1表8.4框架A柱内力组合表 max-16.6861.4135.1286.48-13.39-5.67189.4144.45214.73-6.91-0.12317.66Min-43.8746.5223.4769.02-26.33-54.70145.4714.40167.97-33.27-60.62239.011.2恒+1.4活-35.8160.7833.3183.28-23.04-34.59183.0033.50205.50-22.92-34.65305.211.35恒+1.40.7活-36.1761.1734.4886.48-23.56-35.64189.4134.66214.73-23.68-35.79317.661.2(恒+0.5活)1.3地震右震-43.8746.5235.1269.02-26.33-54.70145.4744.45167.97-33.27-60.62239.01左震-16.6855.6523.4778.15-13.39-5.67176.2614.40198.76-6.91-0.12302.291.2恒+1.40.7活1.4风右风-36.0354.6432.5377.14-22.86-38.15167.7734.96190.27-24.58-40.11279.39左风-29.7856.7429.8779.24-19.89-26.41174.9927.76197.49-18.28-24.69294.741.2恒+1.4活1.40.6风右风-37.6960.1534.1182.65-23.93-38.11180.8335.66203.33-24.81-39.27300.60左风-33.9461.4132.5183.91-22.15-31.07185.1731.35207.67-21.03-30.02309.81地震左(-右)10.463.51-4.483.514.9818.8611.84-11.5611.8410.1423.2724.34风载左(-右)2.230.75-0.950.751.064.192.58-2.572.582.255.515.48活载-6.9212.125.0212.12-3.98-5.5127.675.1027.67-3.54-5.3543.2恒载-21.7736.5121.9055.26-14.56-22.40120.2221.97138.97-14.97-22.63203.94内力MNMNVMNMNVMN截面位置10-10截面9—9截面8—8截面7—7截面6—6截面层次543 54.16342.97-1.602.47445.8863.53471.201.5715.88537.6794.03598.9921.164.65261.51-38.26-63.29327.72-2.23350.22-46.26-70.65410.50-66.65433.00-42.2233.51327.71-22.72-34.66427.4034.97449.90-23.20-31.35549.2015.68571.70-12.0634.65342.97-23.48-35.83445.8836.13471.20-23.98-32.32537.6716.16598.99-12.4354.16261.51-38.26-63.29327.7263.53350.22-42.26-70.65410.5094.03433.00-42.224.65324.79-1.602.47433.12-2.23455.621.5715.88569.10-66.65591.6021.1637.67301.89-25.93-41.63389.3941.90411.89-27.83-42.37496.8938.98519.39-20.8625.04317.24-16.58-23.23416.0823.50438.58-15.57-16.16539.14-9.71561.64-1.6537.30323.10-25.52-40.18419.4040.49441.90-26.88-39.21536.5230.28559.02-17.8229.72332.31-19.91-29.15435.4129.45457.91-19.52-23.49561.871.07584.37-6.30-19.0424.3414.1025.2940.54-25.2940.5416.8633.2861.00-61.8061.0024.38-4.515.483.346.579.53-6.579.534.389.3615.09-17.3915.096.865.1343.20-3.49-5.3258.735.4058.73-3.57-4.9674.242.4874.24-1.9121.94222.69-14.86-22.68287.6522.84306.40-15.17-20.34371.0510.17389.80-7.82MNVMNMNVMNMNV5—5截面4—4截面3—3截面2—2截面1—1截面321 max46.0080.59-4.67104.3128.6570.37245.3315.75267.8343.8783.56430.66Min-2.6851.53-39.9274.030.67-23.70136.39-61.24158.89-13.15-35.44200.381.2恒+1.4活25.6078.33-25.53100.8317.0526.73218.11-25.97240.6117.5727.50357.761.35恒+1.40.7活25.8779.00-26.32104.3117.4027.55225.11-26.82250.4218.1228.38371.061.2(恒+0.5活)1.3地震右震-2.6851.53-4.6774.030.67-23.70136.3915.75158.89-13.15-35.44200.38左震46.0080.59-39.92103.0928.6570.37245.33-61.24267.8343.8783.56430.661.2恒+1.40.7活1.4风右风17.8968.53-19.8191.0312.5713.68190.96-15.05213.469.5810.50307.62左风29.1775.25-27.8597.7519.0136.22216.64-33.50239.1423.2440.88363.541.2恒+1.4活1.40.6风右风22.2176.32-23.1298.8215.1219.97210.41-20.34232.9113.4718.39340.98左风28.9880.35-27.94102.8518.9833.50225.81-31.51248.3121.6736.61374.53地震左(-右)18.7211.18-13.5611.1810.7636.1841.90-29.6141.9021.9345.7788.57风载左(-右)4.032.40-2.872.402.308.059.17-6.599.174.8810.8519.97活载4.9215.34-4.0415.342.994.2534.06-4.0334.062.764.3052.8恒载15.5947.38-16.5666.1310.7217.32142.02-16.94160.7711.4217.90236.53内力MNMNVMNMNVMN截面位置10-10截面9—9截面8—8截面7—7截面6—6截面层次543 36.80453.1655.2595.38636.8247.54659.3263.37104.71855.2888.86877.7855.46-82.20222.88-24.08-46.89243.57-94.73266.07-31.48-59.28275.40-111.58297.90-37.98-25.92380.2617.8127.69497.43-26.98519.9318.2225.93637.57-12.97660.079.98-26.76396.3718.3828.59517.04-27.83542.3518.8026.78663.54-13.39688.8610.3136.80222.88-24.08-46.89243.5747.54266.07-31.48-59.28275.4088.86297.90-37.98-82.20453.1655.2595.38636.82-94.73659.3263.37104.71855.28-111.58877.7855.466-9.04330.126.525.95417.51-5.27440.013.74-0.55522.5118.17545.01-4.80-39.42386.0426.7745.82517.25-45.14539.7530.3149.04676.79-42.42699.2923.46-16.81363.4811.7415.73467.51-15.02490.0110.2511.06591.295.21613.791.51-35.04397.0323.8939.66527.35-38.95549.8526.1940.81683.85-31.14706.3518.46-45.7788.5730.5154.72151.25-54.72151.2536.4863.07223.03-77.09223.0335.94-10.8519.977.2314.2435.62-14.2435.629.4917.7155.10-21.6455.1010.09-4.0352.802.784.3171.54-4.2471.542.854.0290.29-2.0190.291.55-16.90255.2811.6018.05331.06-17.54349.8111.8616.92425.97-8.46444.726.51MNVMNMNVMNMNV5—5截面4—4截面3—3截面2—2截面1—1截面321 表8.6框架柱C的内力组合表max4.0976.5539.25100.880.2627.23228.0861.13250.5814.9139.62398.41min-45.6050.223.2972.72-28.28-68.87127.93-17.50150.43-43.33-81.83187.161.2恒+1.4活-24.4174.5724.3097.07-16.24-24.00203.5924.84226.09-16.29-24.34332.801.35恒+1.40.7活-24.7475.5725.08100.88-16.61-24.64210.0125.70235.32-16.78-24.98344.641.2(恒+0.5活)1.3地震右震-45.6076.5539.2599.05-28.28-68.87228.0861.13250.58-43.33-81.83398.41左震4.0950.223.2972.720.2627.23127.93-17.50150.4314.9139.62187.161.2恒+1.40.7活1.4风右风-28.1971.7526.8894.25-18.36-33.85201.9632.69224.46-22.18-38.17337.44左风-16.7965.6418.5488.14-11.78-10.81178.3613.82200.86-8.21-7.12286.151.2恒+1.4活1.40.6风右风-27.8376.4026.8198.90-18.22-30.92210.6830.50233.18-20.48-33.66348.19左风-20.9972.7422.0595.24-14.27-17.09196.5119.18219.01-12.09-15.02317.42地震左(-右)19.11-10.13-13.83-10.1310.9836.96-38.52-30.24-38.5222.4046.71-81.25风载左(-右)4.07-2.18-2.98-2.182.358.23-8.43-6.74-8.434.9911.09-18.32活载-4.5713.983.7913.98-2.79-3.9831.993.7831.99-2.59-4.0450.02恒载-15.0145.8315.8364.58-10.28-15.36132.3416.29151.09-10.55-15.57218.98内力MNMNVMNMNVMN截面位置10-10截面9—9截面8—8截面7—7截面6—6截面层次543 82.83420.9126.0851.60588.3294.43610.8234.1562.15789.32110.15811.8239.27-38.61209.66-54.88-93.69226.79-50.86249.29-62.71-103.76255.49-90.98277.99-55.2725.13355.30-16.48-24.28461.9924.93484.49-16.41-23.83591.2711.92613.77-9.1626.02369.96-16.99-24.91479.2525.71504.57-16.88-24.56613.9612.29639.27-9.4482.83420.91-54.88-93.69588.3294.43610.82-62.71-103.76789.32110.15811.82-55.27-38.61209.6626.0851.60226.79-50.86249.2934.1562.15255.49-90.98277.9939.2739.07359.94-25.73-42.95479.2643.65501.76-28.87-47.37626.1541.84648.65-22.878.02308.65-5.04-2.21387.562.91410.06-1.712.89484.08-19.59506.585.7734.44370.69-22.69-36.50489.5037.15511.99-24.56-38.91633.9030.35656.40-17.7515.81339.92-10.27-12.06434.4812.71456.98-8.26-8.75548.65-6.51571.15-0.56-46.71-81.2531.1455.88-139.05-55.88-139.0537.2563.81-205.32-77.99-205.3236.36-11.09-18.327.3914.55-32.75-14.55-32.759.7017.95-50.74-21.94-50.7410.233.7750.02-2.60-4.0568.043.9368.04-2.66-3.7886.091.8986.09-1.4516.54237.73-10.70-15.51305.6116.19324.36-10.57-15.45392.297.73411.04-5.94MNVMNMNVMNMNV5—5截面4—4截面3—3截面2—2截面1—1截面321 表8.7框架D柱内力组合值表max42.5262.30-18.2787.4624.6151.77185.14-6.93210.4531.3859.40308.09min12.0546.11-32.7268.6110.10-1.40137.68-42.37160.181.85-8.44221.721.2恒+1.4活32.1561.49-28.3683.9920.1729.08178.41-28.26200.9119.1229.28295.291.35恒+1.40.7活32.5562.14-29.2687.4620.6029.82185.14-29.11210.4519.6530.12308.091.2(恒+0.5活)1.3地震右震12.0557.97-18.2780.4710.10-1.40177.26-6.93199.761.85-8.44304.04左震42.5246.11-31.3268.6124.6151.77137.68-42.37160.1831.3859.40221.721.2恒+1.40.7活1.4风右风26.1057.88-24.9980.3817.0320.68172.06-22.14194.5614.2818.65288.25左风33.1055.17-32.7277.6720.3633.39162.77-30.59185.2721.3335.93268.291.2恒+1.4活1.40.6风右风30.0562.30-27.4684.8019.1725.26181.19-25.73203.6917.0024.10301.28左风34.2560.67-29.2683.1721.1732.89175.62-30.80198.1221.2334.46289.30地震左(-右)11.72-4.56-5.02-4.565.5820.45-15.22-13.63-15.2211.3626.09-31.66风载左(-右)2.50-0.97-1.07-0.971.194.54-3.32-3.02-3.322.526.17-7.13活载6.0811.81-4.4511.813.514.8726.17-4.5226.173.134.7540.51恒载19.7037.46-18.4456.2112.7118.55118.14-18.28136.8912.2818.86198.81内力MNMNVMNMNVMN截面位置10-10截面9—9截面8—8截面7—7截面6—6截面层次5433 3.14333.1437.2562.40436.8211.22459.3241.6369.52575.8572.52598.3542.59-52.35244.22-3.86-11.31299.70-62.49322.20-7.51-21.51371.20-96.53393.70-24.11-28.23317.7919.1729.32412.14-29.46434.6419.5927.53528.86-13.77551.3610.60-29.06333.4119.7330.18431.02-30.29456.3420.1628.35553.81-14.18579.1310.913.14326.54-3.86-11.31436.8211.22459.32-7.51-21.51575.8572.52598.35-24.11-52.35244.2237.2562.40299.70-62.49322.2041.6369.52371.20-96.53393.7042.59-19.26310.7512.6417.02406.47-17.13428.9711.3911.91527.0412.75549.54-0.21-33.40290.7923.1137.66371.75-37.77394.2525.1439.46472.58-38.44495.0819.98-23.99323.7817.1623.13422.56-23.27445.0615.4719.27545.201.58567.704.54-32.47311.8022.3135.51401.73-35.65424.2323.7235.80512.52-29.13535.0216.66-21.34-31.6615.8128.35-52.74-28.35-52.7418.9035.01-78.71-65.02-78.7125.65-5.05-7.133.747.37-12.40-7.37-12.404.919.84-19.45-18.28-19.457.21-4.5340.513.094.7254.85-4.7854.853.174.4169.17-2.2169.171.70-18.24217.5612.3718.93279.46-18.97298.2112.6317.80360.02-8.90378.776.85MNVMNMNVMNMNV5—5截面4—4截面3—3截面2—2截面1—1截面321 第九章截面设计说明:根据内力组合的计算结果,可以选择各截面的最不利内力进行截面配筋的计算。9.1梁的配筋计算混凝土C30,钢筋HRB335级,箍筋HPB300级,等效矩形应力图形系数=1.0,=14.3N/mm,=270N/mm,=1.43N/mm,=300N/mm,相对界限受压区高度=0.550,。混凝土保护层厚度c=25mm,受拉钢筋合力点至截面受拉区边缘的距离=35mm,其中以第一层为例计算。9.1.1、边跨梁配筋计算(1)跨中正截面:梁截面M=65.41kNm,跨中截面为T形,T形截面翼缘宽度b取值如下:按跨度考虑:b=L/3=4500/3=1500mm按梁间距考虑:b=b+s=250+(4200-250)=4200mm按翼缘厚度考虑:h=h-a=500-35=465mmh/h=100/465=0.215>0.1,因此不起控制作用。故取b=1500mm。=1.014.31500100(465-100/2)=890.18kNm>65.41kNm属于第一类T形截面。===0.014 =1-=1-=0.014<=0.550,可以,=0.5(1+)=0.993A===472mm选用416,A=804mm。===0.69%>=max{0.2%,0.45=0.21%}(2)支座正截面:A支座截面处:M=-90.98kNm===0.088(承载力抗震调整系数)=1-=1-=0.092<=0.550,可以,=0.5(1+)=0.954A===684mm选用416,A=804mm。===0.69%>=max{0.25%,0.55=0.26%}(3)支座斜截面:由内力组合表查得:V=130.05kNV=97.54<0.20=0.201.014.3250465=332kN,满足要求。===0.177mm/mm采用双肢箍筋8@200,实有:==0.503mm/mm>0.177mm/mm,可以。 箍筋配筋率:===0.2%>=0.24=0.24=0.127%,可以。加密区取s=100mm。9.1.2、中跨梁配筋计算中跨梁的配筋计算过程与边跨梁的计算过程相同,所以略。表9.1框架梁正截面配筋表梁梁AB梁BC梁CD左中右左中右左中右屋面梁416416216+218216+218414216+218216+218416416楼面梁216+218416416416414416416416216+218框架梁斜截面尺寸均满足要求,箍筋统一取双肢箍8@200,加密区100间距。9.2框架柱配筋计算柱采用对称配筋,纵筋采用HRB335级钢筋,箍筋采用HPB300级,混凝土保护层厚度取30mm,a=40mm。设计采用,N,N为组合进行三组内力计算,以第五层中柱为例。9.2.1、框架柱的纵向受力钢筋的计算(1)轴压比验算:N=104.31kN,则轴压比为; ===0.02<,满足要求。(2)框架柱的正截面承载力计算:强柱弱梁的原则调整弯矩组合,M=46.00kNm,N=51.53kN柱的计算长度l=1.0H=3000mm附加偏心距e=h/30=500/30=17mm,取e=17mme=M/N=46.0/51.53=892.68mme=e+e=892.68+17=909.68mm===40.51>1.0取=1.0l/h=3000/500=6<15,取=1.0=1+()=1+61.01.0=1.013x===4.63mm<=0.550460=253mm,故属于大偏心受压。e=+h/2-a=1.013909.68+500/2-40=1131.51mmA=A===207mm选用416,A=A=804mm。配筋率:===0.32%>0.2%,满足要求。 组合N,M=25.60kNm,N=104.31kN组合N,M=-2.68kNm,N=51.53kN的计算过程与上述过程完全相同,所以略。9.2.2、斜截面受剪承载力的计算由内力组合表查得:V=28.65kN则剪跨比:===2.72<3,所以取=2.72又因:0.3A=0.316.7500=1252.5kN>N=104.31kN所以取N=104.31kN,则:==<0,所以按构造配筋,故取四肢箍8@200,加密区s=100mm。表9.2框架柱配筋表位置配筋(每侧)配箍筋加密区长度加密区非加密区A轴4168@1008@200550mmB轴4168@1008@200550mmC轴4168@1008@200550mmD轴4168@1008@200550mm 第十章板的设计与计算说明:板厚:hl/45=4500/45=100mm,且60mm,取板厚h=100mm。板采用混凝土C30,钢筋采用HPB300级。/=4.5/4.5=1<2,因此按双向板设计。10.1屋面板计算10.1.1、荷载计算恒荷载标准值g=4.78kN/m恒荷载设计值g=1.2g=1.24.78=5.74kN/m活荷载设计值q=1.42.0=2.8kN/m荷载设计值合计g+q=5.74+2.8=8.54kN/m10.1.2、按弹性理论计算(1)计算跨度区格板的计算跨度见表10.1。(2)弯矩计算求区格板跨内正弯矩时,按恒荷载满布及活荷载棋盘式布置计算。取荷载:g=g+q/2=5.74+2.8/2=7.14kN/mq=q/2=2.8/2=1.4kN/m 该结构采用现浇框架结构,所以各支座均可以视为固定。则跨中最大正弯矩值为在g+q/2作用下的跨中弯矩值,与支座简支时在q/2作用下的跨中弯矩值之和。在求各支座最大负弯矩时,按恒荷载及活荷载均满布各区格板计算。区格板计算的弯矩值见表10.1。表10.1按弹性理论计算的弯矩值区格A项目4.54.51.0(0.0176+0.20.0176)7.144.5+(0.0368+0.20.0368)1.44.5=4.31(0.0176+0.20.0176)7.144.5+(0.0368+0.20.0368)1.44.5=4.31-0.05138.544.5=-8.87-8.87-0.05138.544.5=-8.87-8.8710.1.3、屋面板截面设计假定选用8级钢筋,则方向跨中截面有效高度为=h-20=100-20=80mm方向跨中截面有效高度为:=h-30=100-30=70mm支座有效截面高度为:=80mm 截面设计所用弯矩不考虑折减,为方便计算取A=(0.95为内力臂系数)则截面配筋计算结果见表10.2。表10.2截面配筋表截面M(kNm)(mm)A(mm)选配钢筋实配A(mm)跨中A区格方向4.31802108@200251方向4.31702408@200251支座A区格方向-8.8780-43210@150523方向-8.8780-43210@15052310.2楼面板计算10.2.1、荷载计算恒荷载标准值g=4.53kN/m恒荷载设计值g=1.2g=1.24.53=5.44kN/m活荷载设计值q=1.42.5=3.5kN/m荷载设计值合计g+q/2=5.44+3.5/2=7.19kN/mg+q=5.44+3.5=8.94kN/m10.2.2、按弹性理论计算(1)计算跨度区格板的计算跨度见表10.3。(2)弯矩计算 在求区格板跨内正弯矩时,按恒荷载满布及活荷载棋盘式布置计算。取荷载:g=g+q/2=5.44+3.5/2=7.19kN/mq=q/2=3.5/2=1.75kN/m该结构采用现浇框架结构,所以各支座均可以视为固定。则跨中最大正弯矩值为在g+q/2作用下的跨中弯矩值,与支座简支时在q/2作用下的跨中弯矩值之和。在求各支座最大负弯矩时,按恒荷载及活荷载均满布区格板计算。区格板计算的弯矩值见表10.3。表10.3按弹性理论计算的弯矩值表区格A项目4.54.51.0(0.0176+0.20.0176)7.194.5+(0.0368+0.20.0368)1.754.5=4.640(0.0176+0.20.0176)7.194.5+(0.0368+0.20.0368)1.754.5=4.640-0.01538.944.5=-9.287-9.287-0.01538.944.5=-9.287-9.28710.2.3、楼面板截面设计 假定选用8级钢筋,则方向跨中截面有效高度为h=h-20=100-20=80mm方向跨中截面有效高度为:h=h-30=100-30=70mm支座截面有效高度:h=80mm截面设计用的弯矩不考虑折减,为方便计算取A=(0.95为内力臂系数)。所以截面的配筋计算结果见表10.4。表10.4截面配筋表截面m(kNm)(mm)A(mm)选配钢筋实配A(mm)跨中A区格方向4.64802268@200251方向4.64702588@180279支座A区格方向-9.28780-45310@200523方向-9.28780-45310@200523==0.25%>0.45=0.451.43/300=0.21%,且>0.20%,满足要求。 第十一章楼梯设计下上图11.1楼梯平面布置图11.1楼梯梯段斜板的计算 斜板可简化为两端受弯的斜向受弯构件进行计算,斜向单位长度的恒载化为单位长度的垂直荷载,再与活载相加。11.1.1、确定斜板厚度t板倾斜度tan=150/270=0.55,cos=0.87,斜板的水平投影净长=2430mm,斜板的斜向净长为=/cos=2430/0.87=2793mm,斜板厚度约为板斜长的1/15—1/30,因此t=(1/25-1/30)2793=93—112mm,取t=100mm,取1m板宽进行计算。11.1.2、荷载的计算荷载分项系数=1.2,=1.4,=1.35,=1.4,计算过程见表11.1。表11.1楼梯板荷载计算荷载荷载标准值(kN/m)恒载栏杆自重0.5锯齿形斜板自重25(0.15/2+0.1/0.87)=4.7530厚水磨石面层250.03(0.15+0.3)/0.3=1.13板底20厚抹灰160.02/0.87=0.37小计6.75活载2.5基本组合的总荷载设计值:p=1.26.75+1.42.5=11.60kN/mp=1.356.75+1.40.72.5=11.56kN/m则取总荷载设计值p=11.60kN/m进行内力计算。 11.1.3、截面设计板水平计算跨度=2430mm,考虑到斜板两端均与梁整现浇,对板有约束作用,因此弯矩设计值:M=p/10=11.62.43/10=6.85kN/mh=100-20=80mm===0.075=0.5(1+)=0.5(1+)=0.961A===330mm选用8@150,A=335mm;在垂直方向按构造设置分布钢筋,每级踏步下18,斜板两端/4范围内应按构造设置承受负弯矩的钢筋,可选8@200,锚固长度不小于30d。11.2平台板的计算设平台板厚h=100mm,平台板为四边支撑板,长宽比2600/(1220-120)=2.36>2,近似按短跨方向的简支单向板计算,取1m板宽计算平台板的荷载。平台梁取200mm300mm。由于平台板的两端均与梁整浇,所以计算跨度取净跨900mm,平台板厚度取100mm。11.2.1、荷载计算计算过程见表11.2。表11.2平台板荷载计算荷载荷载标准值 恒载30厚水磨石面层0.03251=0.75kN/m100厚混凝土板0.1251=2.5kN/m板底抹灰0.0216=0.32kN/m小计3.57kN/m活载2.5kN/m基本组合的总荷载设计值:p=1.23.57+1.42.5=7.78kN/mp=1.353.57+1.40.72.5=7.27kN/m因此取总荷载设计值p=7.78kN/m进行内力计算。11.2.2、截面设计板的计算跨度:=1220-120-200=900mm弯矩设计值:M=7.780.9/10=0.63kNmh=100-20=80mm==0.007=0.5(1+)=0.5(1+)=0.996A===29mm所以按构造配筋,板的最小配筋面积:A=bh=1000800.451.43/270=191mm选用8@200,A=251mm;分布筋8@200。11.3平台梁的计算 平台梁截面:b=200mm,h=300mm。11.3.1、荷载计算计算过程见表11.3。表11.3平台梁的荷载计算荷载荷载标准值(kN/m)恒载梁自重0.20.3125=1.5梁侧粉刷0.0216=0.205平台板传来3.571.25/2=2.23斜板板传来6.752.43/2=8.20小计12.135活载2.5(2.43/2+1.25/2+0.2)=5.1基本组合的总荷载设计值:p=1.212.135+1.75.1=21.7kN/mp=1.3512.135+1.40.75.1=21.38kN/m因此取总荷载设计值p=21.7kN/m进行内力计算。11.3.2、截面设计计算跨度:=(2600-240)1.05=2478mm弯矩设计值:M=p/8=21.72.48/8=16.68kNm剪力设计值:V=p/2=21.72.48/2=26.91kNh=h-35=300-35=265mm ===0.083=0.5(1+)=0.5(1+)=0.956A=M/=16.68/(0.956300265)=219mm。选用412,A=452mm。斜截面受剪承载力计算:V=0.7=0.71.01.43200265=53.05kN>26.91kN,满足要求。配8@200双肢箍筋。第十二章雨棚板、漏水管设计说明:雨棚板是设在建筑物出入口或顶部阳台上方用来挡雨、挡风、防高空落物砸伤的一种建筑设计,此建筑设在楼梯间出入口。落水管用于收集屋面雨水,集中引至地面以下铺设的雨水管内。12.1雨棚板图12.1雨棚板平面布置图12.1.1、雨棚板的计算(1)材料:混凝土C30,钢筋采用HPB300级,=270N/mm,=14.3N/mm,=1.43N/mm。 (2)尺寸:悬挑长度:=1200mm雨棚板宽:b=2360mm板厚:h=/12=1200/12=100mm雨篷梁:b=200mm,h=300mm(3)荷载:板自重0.125=2.5kN/m板底20厚水泥砂浆0.0220=0.4kN/m合计:2.9kN/m雪荷载:0.35kN/m基本组合的总荷载设计值:p=2.91.2+0.351.4=3.97kN/mM=p/2=3.971.2/2=2.86kNmh=100-20=80mm===0.031=0.5(1+)=0.5(1+)=0.984A===135mm板的最小配筋面积:A=bh=1000800.451.43/270=191mm选用8@200,A=251mm;分布筋8@200。12.1.2、雨篷梁的计算梁自重:0.20.3125=1.5kN/m平台板传来:250.11.25=3.125kN/m 墙自重:0.87.61=6.088kN/m雨棚板传来:3.97kN/m基本组合的总荷载设计值:p=3.97+1.2(1.5+3.125+6.088)=16.83kN/mM=p/8=16.832.6/8=14.22kNmV=p/2=16.832.6/2=21.88kNh=h-35=300-35=265mm===0.071=0.5(1+)=0.5(1+)=0.963A===186mm选用412,A=452mm。斜截面受剪承载力计算:V=0.7=0.71.01.43200265=53.05kN>21.88kN,满足要求。配8@200双肢箍筋。12.2落水管F===48.9m式中:F------单根落水管允许集水面积D------落水管管径 H------每小时最大降雨量V=(20.286.06+3.96.26+3.12.84+3.93.06+3.12.04+2.963.9)=371.84mN=371.84/48.9=8(根)所以屋面对称设置8根落水管。第十三章基础设计13.1设计资料根据任务书的要求,基础采用柱下钢筋混凝土条形基础,地基承载力特征值为=220kpa。由前面的计算过程得,荷载取值取荷载的标准值:F=598.99kN,F=877.78kN,F=811.82kN,F=598.35kN。初选基础的埋深为2.25m。13.2确定基底面积假设合力作用点距离A轴的距离为x,对A轴线柱中心取矩:4.5F+(4.5+1.88)F+(4.5+1.8+3.9)F=(F+F+F+F)xx==5.25m假设左端先放出,则:/3=4.5/3=1.5m为使合力在作用下条形基础的形心位置,基础右端需要挑出: (1.5+5.25)-(10.2-5.25)=1.8m总长度:1.8+4.5+1.8+3.9+1.8=13.8m计算简图见下图13.1。F=598.99F=5988.35F=877.78F=811.82图13.1基础的计算简图条形基础的高度:/6=4500/6=0.75m,柱宽为500mm,考虑每边增大50mm,所以条形基梁的宽度取600mm。假设基础宽度小于3m,由于埋深大于0.5m,所以只需要对地基承载力特征值进行深度修正。根据任务书所提供的工程地质条件,查《建筑地基基础设计规范》GB5007—2011第5.2.4条以及《工程地质手册》将地基承载力特征值进行修正:=+(d-0.5)=220+1.020(2.25-0.5)=255kpa基础底部宽度(荷载分项系数取1.35):b==0.7<3m,符合假定,取:b=1.5m。13.3梁的弯矩计算 地基底面的反力为均布荷载,所以单位长度地基的净反力:q==2887/13.8=209kN/m基础梁可以看成是在均布荷载作用下以柱为支座的连续梁,条形基础的梁端的悬挑端为静定部分,根据力的平衡方程:M=2091.8/2=339kNmM=2091.8/2=339kNm力矩分配:==0.4,==0.6;=0.4,=0.6。固端弯矩的计算:M=M=2091.8/12=56kNm对于A支座左端和D支座右端,相当于一端固定一端铰支的单臂梁,固端弯矩:M=2094.5/8-339/2=360kNmM=2093.9/8-339/2=228kNm弯矩分配见下图13.2。 分配系数固端弯矩弯矩分配最后弯矩-5656-339360339-228339-339-182.4-91.278.96157.92-47.38-23.697.1114.21-4.23-2.120.641.27-0.38-0.26-121.6-31.58-2.88105.289.480.85339-339203.68-203.68112.39-112.39339-3390.40.60.60.4图13.2基础的弯矩分配过程跨中的弯矩和前面的方法一样,做出基础梁的弯矩图,见下图13.3。339203.6873112.39339579172图13.3基础的弯矩图依据受力情况和弯矩图,再次计算梁的剪力V=2091.8=376kNV=-==500kNV===440kNV===239kN V===137kNV===349kNV===466kNV=2091.8=376kN基础梁的剪力图见下图13.4。500239349376376440137466图13.4基础的剪力图13.4梁板的计算基底宽取1500mm,主肋宽(500+250)=600mm,翼板外挑长度1/2(1500-600)=450mm,翼板外边缘厚度300mm,梁肋处(相当于翼板固定端)翼板厚度为300mm。翼板采用混凝土C30,采用HPB300级钢筋。基底净反力设计值:p=q/b=209/1.5=139kpa(1)斜截面抗剪强度验算(取每米长计算)V=1391.0=139kN/mh===138.9mm实际h=300-40-10=250mm(假设受力钢筋的直径20mm,有垫层),大于h,满足要求。(2)翼板受力筋的计算 M=1390.45/2=14.07kNmA===232mm选用8@150,A=335mm。13.5肋梁的计算肋梁高取:/6=4500/6=0.75m,宽600mm,主筋采用HRB335级钢筋,箍筋采用HPB300级钢筋,采用混凝土C30。(1)正截面强度计算:根据基础梁的弯矩图,对各支座、跨中分别按矩形、T形截面进行正截面强度计算。选取AB跨进行计算,取A支座:M=339kNm,h=750-50=700mm===0.081=1-=1-=0.085<=0.550,可以A===1702mm选用418+420,A=2273mm。(2)斜截面:B支座左边的剪力V=440kN由V0.7+1.25 得:==0.083mm/m选用8,四肢箍,n=4,A=50.3mm,代入上式得:s==2424.1mm,所以选用8@150的四肢箍。结束语四年的大学生活即将结束,通过对土木工程专业的基础知识和专业知识的四年学习,使我具备了独立进行结构设计的基本能力。在老师和同学的帮助下,我顺利地完成了这次毕业设计----某高校2#廉住房的建筑结构设计。 毕业设计是对四年所学的知识的一次全面的应用,也是大学阶段学习的最后一个环节,让我们将所学的知识应用到实际的设计中。在这个设计的过程中,我们不仅可以综合所学的各种知识,更可以培养我们的个人解决问题的能力,同时让我深刻明白,要成为一名优秀的结构工程师,不仅要明白结构设计与各个建筑环节的联系,更要有严谨的设计态度。在这次设计中,我根据任务书的要求,回顾所学的课本,有“房屋建筑学”,“结构力学”,“土力学与地基基础”,“高层建筑结构设计原理”,“混凝土结构”,并查阅各种相关的资料与规范。最后将计算书输入Word和进行施工绘图。这次顺利的完成离不开各位老师和同学们的帮助和支持,尤其要感谢我的指导老师谢帮华老师,是他教会我很多有关设计的步骤和方法,以及在工程实际中常遇到的问题,并及时地把设计中的各种问题给我作了细致、全面的讲解。光阴似箭,转眼间就要离开学校,与各位同学离别,感谢你们的帮助与陪伴,感谢四年里给我讲课的各位老师,感谢学校的培养。校园留给我独家记忆,也留下太多的故事。最后再次谢谢你们! 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