土木工程毕业设计多层住宅楼计算书

'烟台大学毕业设计第1章工程概况1.1工程概况1.1.1工程概况本工程为烟台市芝罘区某居民小区钢筋混凝土框架住宅楼，该工程占地面积约为585.77m2，总建筑面积约为3413.20m2。一层贮藏室室内层高2.4m，2~7层层高为2.8m，女儿墙高度为0.9m。抗震设防类别为丙类，抗震等级为三级。设计使用年限50年。1.1.2设计依据1.1.2.1国家颁布的现行建筑结构规程、规范、图集1．《民用建筑设计通则》GB50352-20052．《住宅设计规范》GB50096-20063．《建筑设计防火规范》GB50016-20064．《山东建筑做法图集》L06J0025.《工程做法》05J9096．《建筑结构可靠度设计统一标准》GB50068-20017．《建筑抗震设防分类标准》GB50223-20088．《建筑抗震设计规范》GB50011-20109．《建筑结构荷载规范》GB50009-200610．《混凝土结构设计规范》GB50010-201011．《建筑地基基础设计规范》GB50007-200212．《蒸压加气混凝土砌块》GB11968-20061.1.2.2中国建筑科学研究院编制的PKPM系列软件1.1.3自然条件1.1.3.1基本风压0.55kN/m2，地面粗糙度B类。1.1.3.2基本雪压0.40kN/m2。1.1.3.3地质条件：表1.1工程地质条件地质分层厚度(m)平均厚度(m)压缩模量(MPa)地基承载力特征值(kN/m2)耕土0.7~10.8粉质粘土0.9~53.37.96180(e及IL均小于0.85)中砂0.5~32.122180砾砂1~6.12032220强风化大理岩0.7~7.1536340中风化大理岩未穿透12001.1.3.4本地区地震基本烈度为7度，本工程抗震设防烈度为7度，建筑场地类别为Ⅱ类，设计基本地震加速度为0.1g，特征周期0.35s。76 烟台大学毕业设计1.2建筑方案1.2.1设计标高建筑物室内地坪标高：0.00m，室内外高差0.45m。1.2.2平面布置方案(见建筑施工图)1.2.3不上人屋面做法(选自《工程做法》05J909，编号：屋15－B5(90))自上而下：20mm厚1:3水泥砂浆面层；10mm厚低标号砂浆隔离层；改性沥青防水卷材；20mm厚1:3水泥砂浆找平层；90mm厚憎水膨胀珍珠岩板保温层；最薄30mm厚LC5.0轻集料混凝土2%找坡层；120mm厚现浇钢筋混凝土屋面板。1.2.4楼面做法(选自《工程做法》05J909，编号：楼17A)自上而下：20mm厚磨光石材板，水泥浆擦缝；30mm厚1:3干硬性水泥砂浆结合层，表面撒水泥粉；水泥浆一道；120mm厚现浇钢筋混凝土楼板。1.2.5卫生间楼面做法(选自《工程做法》05J909，编号：楼13A)自上而下：10mm厚地砖，干水泥擦缝；20mm厚1:3干硬性水泥砂浆结合层，表面撒水泥粉；2mm厚聚合物水泥基防水涂料；1:3水泥砂浆找坡层抹平；水泥浆一道；120mm厚现浇钢筋混凝土楼板。1.2.6墙身做法(选自《山东建筑做法图集》L06J002)墙面：外墙面：参见L06J002外墙19；内墙面：参见L06J002内墙5；卫生间墙面：参见L06J002内墙30。1.2.7门窗做法窗户均采用塑钢窗。入户门为防盗门，套内门为木门。1.3结构方案1.3.1结构布置原则框架的结构布置既要满足建筑功能的要求，又要使结构受力合理，方便施工。柱网均匀对称，梁全部贯通对结构有利。建筑及抗侧力结构的平面布置宜规则对称，立面和竖向剖面宜规则，结构的侧向刚度宜均匀变化，竖向抗侧力构件的截面尺寸和材料强度宜自下而上逐渐减小。应尽量避免结构缺梁、缺柱、凹凸等平面不规则框架和错层、内收、外挑等竖向不规则框架。1.3.1.1竖向承重结构：框架结构。混凝土强度等级为C30，钢筋采用HRB400。1.3.1.2基础：柱下独立基础。1.3.2结构布置：见图1.1。1.3.3传力路径：楼板－梁－柱－基础。76 烟台大学毕业设计图1.1平面结构布置图76 烟台大学毕业设计第2章框架计算简图2.1构件尺寸确定2.1.1主梁截面尺寸确定BC跨L=4800mm，h=(1/15~1/10),L=480~320mm，取h=450mm；b=(1/3～1/2)h，取b=300mm。CD,DE跨取h=450mm，b=300mm。主梁截面b×h=300mm×450mm。2.1.2次梁截面尺寸确定h=(1/18~1/12)L，取h=400mm；b=250mm。次梁截面b×h=250mm×400mm。2.1.3板厚确定板厚度，且考虑到埋设管线等原因，故取h=120mm。2.1.4柱截面尺寸确定一般可通过满足轴压比限值进行截面估算，本住宅楼抗震等级为三级，柱轴压比限值为=0.85，各层重力荷载代表值近似取15kN/m。由结构平面布置图得中柱的负载面积为[(3.6＋4.2)/2]×[(1.5+4.8)/2]=12.29m2。竖向荷载产生的轴力估计值为=1.25×15×12.29×7=1613.06kN7度设防时，地震作用下轴力放大系数为1.05，即N=1.05，=1693.72kN估算公式：柱截面面积＝mm2选柱截面为b×h=400mm×400mm，但经PKPM软件验算把四周柱子改为b×h=550mm×550mm。2.2一榀框架计算简图2.2.1一榀框架计算简图框架柱嵌固于基础顶面。底层柱高从基础顶面算至二楼楼面，室内外高差为450mm，基础顶面至室外地坪取500mm，故底层柱高为3350mm，其余层柱高为2800mm。由此可绘制出框架计算简图如图2.1所示。76 烟台大学毕业设计图2.1一榀框架计算简图76 烟台大学毕业设计第3章竖向荷载作用下框架内力计算3.1恒荷载3.1.1恒载计算3.1.1.1屋面面层：20mm厚水泥砂浆0.02×20=0.4kN/m2隔离层：10mm厚低标号砂浆0.01×20=0.2kN/m2柔性防水层：改性沥青防水卷材0.4kN/m2找平层：20mm厚水泥砂浆0.02×20=0.4kN/m2保温层：90mm厚憎水膨胀珍珠岩板0.09×4=0.36kN/m2找坡层：轻集料混凝土(平均厚度100mm)0.1×14=1.4kN/m2找平层：20mm厚水泥砂浆0.02×20=0.4kN/m2结构层：120mm厚现浇钢筋混凝土板0.12×25=3kN/m2抹灰层：20mm厚石灰砂浆0.02×17=0.34kN/m2吊顶：0.25kN/m2合计：7.15kN/m23.1.1.2楼面面层：20mm厚磨光石材板0.01×28=0.56kN/m2结合层：30mm厚水泥砂浆0.02×30=0.6kN/m2结构层：120mm厚现浇钢筋混凝土板0.12×25=3kN/m2抹灰层：20mm厚石灰砂浆0.02×17=0.34kN/m2吊顶：0.25kN/m2合计：4.75kN/m23.1.1.3卫生间地面面层～找坡层：荷载取自《工程做法》2kN/m2结构层：120mm厚现浇钢筋混凝土板0.12×25=3kN/m2抹灰层：20mm厚石灰砂浆0.02×17=0.34kN/m2吊顶：0.25kN/m2合计：5.6kN/m23.1.1.4梁自重1.b×h=300mm×450mm自重：0.30×(0.45－0.12)×25=2.48kN/m16mm厚梁侧抹灰：0.016×(0.45－0.12)×17=0.09kN/m合计：2.57kN/m2.b×h=300mm×400mm自重：0.30×(0.40－0.12)×25=2.1kN/m16mm厚梁侧抹灰：0.016×(0.40－0.12)×17=0.075kN/m76 烟台大学毕业设计合计：2.18kN/m3.b×h=250mm×450mm自重：0.25×(0.45－0.12)×25=2.1kN/m16mm厚梁侧抹灰：0.016×(0.45－0.12)×2×17=0.24kN/m合计：2.31kN/m4.b×h=250mm×400mm自重：0.25×(0.40－0.12)×25=2.1kN/m16mm厚梁侧抹灰：0.016×(0.40－0.12)×2×17=0.20kN/m合计：1.95kN/m3.1.1.5墙自重1.一~六层外纵墙(外墙19)外墙弹性涂料刷弹性底涂，刮柔性腻子3-5厚抗裂砂浆复合耐碱玻纤维网格布0.05×2.8=0.140kN/m聚苯保温层40厚0.50.04×2.8=0.050kN/m20厚1:1:6水泥石灰膏砂浆抹平0.02×17×2.8=0.925kN/m刷界面砂浆一道0.02×2.8=0.056kN/m底部五皮、顶部斜砌两皮共七皮灰砂砖：0.24×(0.053＋0.01)×7×20=2.117kN/m240加气混凝土砌体：0.24×(2.8－0.40－0.063×7)×7×8.2=3.86kN/m刷界面处理剂0.01×(2.8－0.12)=0.028kN/m9厚1:1:6水泥石灰膏砂浆打底扫毛0.009×17×(2.8－0.12)=0.428kN/m5厚1:0.5:2.5水泥石灰膏砂浆找平0.005×17×(2.8－0.12)=0.238kN/m内墙涂料合计：7.94kN/m2.一～六层外横墙(外墙19)外墙弹性涂料刷弹性底涂，刮柔性腻子3-5厚抗裂砂浆复合耐碱玻纤维网格布0.05×2.8=0.140kN/m聚苯保温层40厚0.50.04×2.8=0.050kN/m20厚1:1:6水泥石灰膏砂浆抹平0.02×17×2.8=0.925kN/m刷界面砂浆一道0.02×2.8=0.056kN/m底部五皮、顶部斜砌两皮共七皮灰砂砖：0.24×(0.053＋0.01)×7×20=2.117kN/m240加气混凝土砌体：0.24×(2.8－0.45－0.063×7)×7×8.2=3.86kN/m刷界面处理剂0.01×(2.8－0.12)=0.028kN/m9厚1:1:6水泥石灰膏砂浆打底扫毛0.009×17×(2.8－0.12)=0.428kN/m5厚1:0.5:2.5水泥石灰膏砂浆找平0.005×17×(2.8－0.12)=0.238kN/m内墙涂料合计：7.84kN/m76 烟台大学毕业设计3.一~六层内纵墙(内墙5)内墙涂料7厚1:0.3:2.5水泥石灰膏砂浆压实抹光17×(2.8－0.12)×0.007×=0.32kN/m7厚1:0.3:3水泥石灰膏砂浆找平扫毛17×(2.8－0.12)×0.007×=0.32kN/m7厚1:1:6水泥石灰膏砂浆打底扫毛17×(2.8－0.12)×0.007×=0.32kN/m刷界面处理剂0.01×(2.8－0.12)=0.054kN/m底部五皮、顶部斜砌两皮共七皮灰砂砖：0.24×(0.053＋0.01)×7×20=2.117kN/m240加气混凝土砌体：0.24×(2.8－0.40－0.063×7)×7×8.2=3.86kN/m刷界面处理剂0.01×(2.8－0.12)=0.054kN/m7厚1:1:6水泥石灰膏砂浆打底扫毛17×(2.8－0.12)×0.007×=0.32kN/m7厚1:1:0.3水泥石灰膏砂浆找平扫毛17×(2.8－0.12)×0.007×=0.32kN/m7厚1:0.3:2.5水泥石灰膏砂浆压实抹光17×(2.8－0.12)×0.007×=0.32kN/m内墙涂料合计：8.02kN/m4.一～六层内横墙(内墙5)内墙涂料7厚1:0.3:2.5水泥石灰膏砂浆压实抹光17×(2.8－0.12)×0.007×=0.32kN/m7厚1:0.3:3水泥石灰膏砂浆找平扫毛17×(2.8－0.12)×0.007×=0.32kN/m7厚1:1:6水泥石灰膏砂浆打底扫毛17×(2.8－0.12)×0.007×=0.32kN/m刷界面处理剂0.01×(2.8－0.12)=0.054kN/m底部五皮、顶部斜砌两皮共七皮灰砂砖：0.24×(0.053＋0.01)×7×20=2.117kN/m240加气混凝土砌体：0.24×(2.8－0.45－0.063×7)×7×8.2=3.76kN/m刷界面处理剂0.01×(2.8－0.12)=0.054kN/m7厚1:1:6水泥石灰膏砂浆打底扫毛17×(2.8－0.12)×0.007×=0.32kN/m7厚1:1:0.3水泥石灰膏砂浆找平扫毛17×(2.8－0.12)×0.007×=0.32kN/m7厚1:0.3:2.5水泥石灰膏砂浆压实抹光17×(2.8－0.12)×0.007×=0.32kN/m内墙涂料合计：7.92kN/m5.卫生间纵墙200mm高素混凝土止水带：0.2×0.24×25=1.20kN/m1000mm高灰砂砖：1×0.24×20=4.80kN/m顶部斜砌两皮灰砂砖：0.24×(0.053＋0.01)×2×20=0.61kN/m240加气混凝土砌体：0.24×(2.8－0.4－0.063×2－1.2)×8.2=2.1kN/m贴瓷砖墙面：0.5×(2.8－0.12)=1.34kN/m16mm厚面层：0.016×(2.8－0.4)×17=0.65kN/m合计：10.71kN/m6.卫生间横墙200mm高素混凝土止水带：0.2×0.24×25=1.20kN/m76 烟台大学毕业设计1000mm高灰砂砖：1×0.24×20=4.80kN/m顶部斜砌两皮灰砂砖：0.24×(0.053＋0.01)×2×20=0.61kN/m240加气混凝土砌体：0.24×(2.8－0.45－0.063×2－1.2)×8.2=2.02kN/m贴瓷砖墙面：0.5×(2.8－0.12)=1.34kN/m16mm厚面层：0.016×(2.8－0.4)×17=0.65kN/m合计：10.61kN/m7.女儿墙刷弹性底涂，刮柔性腻子3-5厚抗裂砂浆复合耐碱玻纤维网格布0.05×0.8=0.04kN/m聚苯保温层40厚0.50.04×0.8=0.016kN/m20厚1:1:6水泥石灰膏砂浆抹平0.02×17×0.8=0.272kN/m刷界面砂浆一道0.02×0.8=0.008kN/m240灰砂砖0.8m高0.24×20×0.8=3.84kN/m100mm混凝土压顶0.44×0.1×25=1.1kN/m250mm高防水层0.4×0.25=0.1kN/m16mm厚水泥砂浆0.016×0.8×17=0.22kN/m合计：5.60kN/m8.小棚层外纵墙(外墙19)外墙弹性涂料刷弹性底涂，刮柔性腻子3-5厚抗裂砂浆复合耐碱玻纤维网格布0.05×2.4=0.120kN/m聚苯保温层40厚0.50.04×2.4=0.048kN/m20厚1:1:6水泥石灰膏砂浆抹平0.02×17×2.4=0.816kN/m刷界面砂浆一道0.02×2.4=0.048kN/m底部五皮、顶部斜砌两皮共七皮灰砂砖：0.24×(0.053＋0.01)×7×20=2.117kN/m240加气混凝土砌体：0.24×(2.4－0.40－0.063×7)×7×8.2=3.07kN/m刷界面处理剂0.01×(2.4－0.12)=0.024kN/m9厚1:1:6水泥石灰膏砂浆打底扫毛0.009×17×(2.4－0.12)=0.367kN/m5厚1:0.5:2.5水泥石灰膏砂浆找平0.005×17×(2.4－0.12)=0.204kN/m内墙涂料合计：6.88kN/m9.小棚层外横墙(外墙19)外墙弹性涂料刷弹性底涂，刮柔性腻子3-5厚抗裂砂浆复合耐碱玻纤维网格布0.05×2.4=0.120kN/m聚苯保温层40厚0.50.04×2.4=0.048kN/m20厚1:1:6水泥石灰膏砂浆抹平0.02×17×2.4=0.816kN/m刷界面砂浆一道0.02×2.4=0.048kN/m76 烟台大学毕业设计底部五皮、顶部斜砌两皮共七皮灰砂砖：0.24×(0.053＋0.01)×7×20=2.117kN/m240加气混凝土砌体：0.24×(2.4－0.45－0.063×7)×7×8.2=2.96kN/m刷界面处理剂0.01×(2.4－0.12)=0.024kN/m9厚1:1:6水泥石灰膏砂浆打底扫毛0.009×17×(2.4－0.12)=0.367kN/m5厚1:0.5:2.5水泥石灰膏砂浆找平0.005×17×(2.4－0.12)=0.204kN/m内墙涂料合计：6.77kN/m10.一～六层内纵墙(内墙5)内墙涂料7厚1:0.3:2.5水泥石灰膏砂浆压实抹光17×(2.4－0.12)×0.007×=0.26kN/m7厚1:0.3:3水泥石灰膏砂浆找平扫毛17×(2.4－0.12)×0.007×=0.26kN/m7厚1:1:6水泥石灰膏砂浆打底扫毛17×(2.4－0.12)×0.007×=0.26kN/m刷界面处理剂0.01×(2.4－0.12)=0.022kN/m底部五皮、顶部斜砌两皮共七皮灰砂砖：0.24×(0.053＋0.01)×7×20=2.117kN/m240加气混凝土砌体：0.24×(2.4－0.40－0.063×7)×7×8.2=3.07kN/m刷界面处理剂0.01×(2.4－0.12)=0.022kN/m7厚1:1:6水泥石灰膏砂浆打底扫毛17×(2.4－0.12)×0.007×=0.26kN/m7厚1:1:0.3水泥石灰膏砂浆找平扫毛17×(2.4－0.12)×0.007×=0.26kN/m7厚1:0.3:2.5水泥石灰膏砂浆压实抹光17×(2.4－0.12)×0.007×=0.26kN/m内墙涂料合计：6.86kN/m11.一～六层内横墙(内墙5)内墙涂料7厚1:0.3:2.5水泥石灰膏砂浆压实抹光17×(2.4－0.12)×0.007×=0.26kN/m7厚1:0.3:3水泥石灰膏砂浆找平扫毛17×(2.4－0.12)×0.007×=0.26kN/m7厚1:1:6水泥石灰膏砂浆打底扫毛17×(2.4－0.12)×0.007×=0.26kN/m刷界面处理剂0.01×(2.4－0.12)=0.022kN/m底部五皮、顶部斜砌两皮共七皮灰砂砖：0.24×(0.053＋0.01)×7×20=2.117kN/m240加气混凝土砌体：0.24×(2.4－0.45－0.063×7)×7×8.2=2.97kN/m刷界面处理剂0.01×(2.4－0.12)=0.022kN/m7厚1:1:6水泥石灰膏砂浆打底扫毛17×(2.4－0.12)×0.007×=0.26kN/m7厚1:1:0.3水泥石灰膏砂浆找平扫毛17×(2.4－0.12)×0.007×=0.26kN/m7厚1:0.3:2.5水泥石灰膏砂浆压实抹光17×(2.4－0.12)×0.007×=0.26kN/m内墙涂料合计：6.76kN/m12.带木门的一～六层内墙(门洞高2400mm)木门：(2.8－0.4)×0.2=0.48kN/m13.带木门的小棚层层内墙(门洞高2000mm)76 烟台大学毕业设计木门：(2.4－0.4)×0.2=0.4kN/m14.带塑钢窗的一～六层纵墙(窗洞高1500mm，窗台距地面900mm)外墙涂料刷弹性底涂，刮柔性腻子3-5厚抗裂砂浆复合耐碱玻纤维网格布0.05×0.9=0.045kN/m聚苯保温层40厚0.50.04×0.9=0.018kN/m20厚1:1:6水泥石灰膏砂浆抹平0.02×17×0.9=0.306kN/m刷界面砂浆一道0.02×0.9=0.018kN/m底部五皮、顶部斜砌两皮共七皮灰砂砖：0.24×(0.053＋0.01)×7×20=2.117kN/m240加气混凝土砌体：0.24×(2.8－0.40－0.063×7－1.5)×7×8.2=0.91kN/m刷界面处理剂0.01×0.9=0.009kN/m9厚1:1:6水泥石灰膏砂浆打底扫毛0.009×17×0.9=0.138kN/m5厚1:0.5:2.5水泥石灰膏砂浆找平0.005×17×0.9=0.076kN/m内墙涂料塑钢窗1.5×0.45=0.675kN/m合计：4.315kN/m各填充墙荷载见表3.1：表3.1填充墙荷载表墙号荷载值(kN/m)墙1一～六层外纵墙7.94一～六层外横纵墙7.84墙2一～六层内纵墙8.02一～六层内横墙7.92墙3小棚层外纵墙6.88小棚层外横墙6.77墙4小棚层内纵墙6.86小棚层内横墙6.76墙5卫生间纵墙10.70卫生间横墙10.61墙6带木门的一～六层内墙0.48墙7带卷帘门的一层内墙0.9墙8带塑钢窗的一～六层内墙4.3276 烟台大学毕业设计3.2活荷载根据《建筑结构荷载规范》(GB50009-2001)，活荷载标准值如下表。表3.2活荷载取值表不上人屋面0.5kN/m2楼面2.0kN/m2楼梯2.0kN/m2阳台2.5kN/m23.3竖向荷载下框架计算简图3.3.1屋面恒载标准值3.3.1.1框架梁线荷载标准值1.框架梁及粉刷自重BC、DE跨0.25×(0.45－0.12)×25=2.063kN/m粉刷0.16×(0.45－0.12)×2×17=0.224kN/mCD跨0.25×(0.45－0.12)×25=2.063kN/m粉刷0.16×(0.45－0.12)×2×17+0.16×0.25×17=0.309kN/m2.BC跨梁上线荷载标准值：G6BC1(自重)2.063+0.224=2.287kN/mG6BC2(屋面恒载传来，梯形)7.2×4.2/2=15.12kN/mG6BC3(屋面恒载传来，梯形)7.2×3.6/2=12.96kN/m3.CD跨上梁的线荷载标准值：G6CD1(自重)2.063+0.309=2.372kN/mG6CD2(屋面恒载传来，三角形)7.2×1.5/2=5.4kN/m4.DE跨上梁的线荷载标准值：G6DE1(自重)2.063+0.224=2.287kN/mG6DE2(屋面恒载传来，三角形)7.2×3.9/2=14.04kN/mG6DE3(屋面恒载传来，梯形)7.2×3.6/2=12.96kN/m76 烟台大学毕业设计图3.1横向框架计算单元3.3.1.2屋面框架节点集中荷载标准值1.B节点：边柱次梁自重(0.25×0.4×1.8+0.25×0.4×2.1)×25=9.75kN粉刷2×0.016×(0.4－0.12)×(1.8+2.1)×17=0.74kN0.9米高的女儿墙0.9×0.24×(1.8+2.1)×20=16.85kN女儿墙粉刷0.9×0.016×2×(1.8+2.1)×17=2.39kN次梁传来屋面荷载7.2×0.5×(3.6×3.6/2+4.2×4.2/2)/2=27.54kN柱自重0.40×0.40×0.9×25=3.60kN柱粉刷0.016×(0.40×4－0.24×2)×17=0.38kN合计G7B=61.25kN2.C(D)节点：次梁自重及粉刷9.75+0.74＝10.49kN次梁传来屋面荷载24.92+7.2×[(2.1+3.6)×0.75×0.5+(2.7+4.2)×0.75/2]/2=38.33kN合计G7C=G7D=48.34kN3.E节点：边柱次梁自重(0.25×0.4×1.8+0.25×0.4×2.1)×25=9.75kN76 烟台大学毕业设计粉刷2×0.016×(0.4－0.12)×(1.8+2.1)×17=0.74kN0.9米高的女儿墙0.9×0.24×(1.8+2.1)×20=16.85kN女儿墙粉刷0.9×0.016×2×(1.8+2.1)×17=2.39kN次梁传来屋面荷载7.2×0.5×[3.6×3.6/2×0.5+(0.3+4.2)×1.95×0.5]=27.46kN柱自重0.40×0.40×0.90×25=3.60kN柱粉刷0.016×(0.40×4－0.24×2)×17=0.38kN合计G7E=61.17kN3.3.2楼面恒载标准值3.3.2.1框架梁线荷载标准值1.框架梁及粉刷自重：BC、DE跨0.25×(0.45－0.12)×25=2.063kN/m粉刷0.016×(0.45－0.12)×2×17=0.224kN/mCD跨0.25×(0.45－0.12)×25=2.063kN/m粉刷0.016×(0.45－0.12)×2×17+0.016×0.25×17=0.309kN/mBC、DE跨梁上填充墙及粉刷7.92kN/m2.BC跨梁上线荷载标准值：GBC1(自重)2.063+0.224+7.92=10.207kN/mGBC2(楼面恒载传来，梯形)4.8×4.2/2=10.08kN/mGBC3(楼面恒载传来，梯形)4.8×3.6/2=8.64kN/m3.CD跨上梁的线荷载标准值：GCD1(自重)2.063+0.309=2.372kN/mGCD2(楼面恒载传来，三角形)4.8×1.5/2=3.60kN/m4.CD跨上梁的线荷载标准值：GDE1(自重)2.063+0.224+6.922=9.209kN/mGDE2(楼面恒载传来，三角形)4.8×3.9/2=9.36kN/mGDE3(楼面恒载传来，梯形)4.8×3.6/2=8.64kN/m3.3.2.2楼面框架节点集中荷载标准值1.B节点：次梁自重及粉刷9.75+0.74=10.49kN次梁传来楼面荷载4.8×0.5×(3.6×3.6/2+4.2×4.2/2)/2=18.36kN外墙自重4.315×1.8×0.5+7.94×0.9=11.03kN阳台面板传来恒载：4.8×1.2×4.2/2=13.71kN阳台面板传来弯矩：4.8×1.2×1.2/2=3.92kN×m柱自重0.40×0.40×2.8×25=11.20kN柱粉刷0.016×(0.40×4－0.24×3)×2.8×17=0.84kN合计GA=65.63kN，弯矩MA=3.92kN×m2.C节点：76 烟台大学毕业设计次梁自重及粉刷9.75+0.74＝10.49kN次梁传来楼面荷载18.36+4.8×0.5×[(2.1+3.6)×0.75×0.5+(2.7+4.2)×0.75×0.5]=29.7kN带门墙体自重[8.02×1.19+0.48×(0.8+0.9)]/2=5.18kN柱自重0.40×0.45×2.8×25=11.20kN柱粉刷0.016×(0.40×4－0.24×2)×2.8×17=0.856kN合计GB=57.42kN3.D节点：次梁自重及粉刷9.75+0.74＝10.49kN次梁传来楼面荷载4.8×0.5×[3.6×1.8×0.5+(0.3+4.2)×1.95×0.5]+4.8×0.5×[(2.1+3.6)×0.75×0.5+(2.7+4.2)×0.75×0.5]=29.65kN带门墙体自重8.02×1.99+0.48×0.9=8.02kN柱自重0.40×0.40×2.8×25=11.20kN柱粉刷0.016×(0.40×4－0.24×2)×2.8×17=0.856kN合计GC=60.39kN4.E节点：次梁自重及粉刷9.75+0.74=10.49kN次梁传来楼面荷载4.8×0.5×[3.6×1.8×0.5+(0.3+4.2)×1.95×0.5]=18.31kN外墙自重4.315×1.8×0.5+7.94×0.9=11.03kN阳台面板传来恒载：4.8×1.2×4.2/2=13.71kN阳台面板传来弯矩：4.8×1.2×1.2/2=3.92kN×m柱自重0.40×0.40×2.8×25=11.20kN柱粉刷0.016×(0.40×4－0.24×3)×2.8×17=0.84kN合计GE=65.58kN，弯矩ME=3.92kN×m3.3.3屋面活载标准值3.3.3.1线荷载P6BC1(梯形)0.5×2.1=1.05kN/mP6BC2(梯形)0.5×1.8=0.90kN/mP6CD(三角形)0.5×0.75=0.38kN/mP6DE1(三角形)0.5×2.1=1.05kN/mP6DE2(梯形)0.5×1.8=0.90kN/m3.3.3.2节点处集中荷载P6B0.5×0.5×(3.6×3.6/2+4.2×4.2/2)/2=1.91kNP6C1.91+0.5×[(2.1+3.6)×0.75×0.5+(2.7+4.2)×0.75×0.5]/2=3.09kNP6D3.09kNP6E0.5×0.5×[3.6×1.8×0.5+(0.3+4.2)×1.95×0.5]=1.91kN3.3.4楼面活载标准值76 烟台大学毕业设计3.3.4.1线荷载PBC1(梯形)2×2.1=4.2kN/mPBC2(梯形)2×1.8=3.6kN/mPCD(三角形)2×0.75=1.5kN/mPDE1(三角形)2×2.1=4.2kN/mPDE2(梯形)2×1.8=3.6kN/m3.3.4.2节点处集中荷载PB1(阳台传来)2.5×1.2×4.2/2=6.3kNPB6.3+2×0.5×(3.6×3.6/2+4.2×4.2/2)/2=13.95kNMB(阳台传来)2.5×1.2×1.2/2=1.8kN×mPC2×0.5×(3.6×3.6/2+4.2×4.2/2)/2+2×0.5×[(2.1+3.6)×0.75×0.5+(2.7+4.2)×0.75×0.5]=12.38kNPD12.38kNPE6.3+2×0.5×[3.6×1.8×0.5+(0.3+4.2)×1.95×0.5]=13.93kN3.3.5屋面雪载标准值3.3.5.1线荷载P6BC1(梯形)0.4×2.1=0.84kN/mP6BC2(梯形)0.4×1.8=0.56kN/mP6CD(三角形)0.4×0.75=0.0.3kN/mP6DE1(三角形)0.4×2.1=0.84kN/mP6DE2(梯形)0.4×1.8=0.72kN/m3.3.5.2节点处集中荷载P6B0.4×0.5×(3.6×3.6/2+4.2×4.2/2)/2=1.528kNP6C1.528+0.5×[(2.1+3.6)×0.75×0.5+(2.7+4.2)×0.75×0.5]/2=2.472kNP6D2.472kNP6E0.5×0.5×[3.6×1.8×0.5+(0.3+4.2)×1.95×0.5]=1.528kN恒载作用下的计算简图如图3.2所示，活载作用下的计算简图如图3.3所示。恒载作用下的内力图如图3.4、3.5、3.6所示，活载作用下的内力图如图3.7、3.8、3.9所示。76 烟台大学毕业设计图3.2恒载作用下结构计算简图图3.3活载作用下结构计算简图76 烟台大学毕业设计图3.4恒载作用下弯矩图(kN×m)图3.5恒载作用下剪力图(kN)76 烟台大学毕业设计图3.6恒载作用下轴力图(kN)图3.7活载作用下弯矩图(kN×m)76 烟台大学毕业设计图3.8活载作用下剪力图(kN)图3.9活载作用下轴力图(kN)76 烟台大学毕业设计第4章水平荷载作用下框架内力计算4.1水平地震作用下框架内力计算建筑物高度19.20m<40m，以剪切变形为主，且质量和刚度沿高度分布均匀，可采用底部剪力法进行计算4.1.1重力荷载代表值的计算屋面处重力荷载代表值=结构自重标准值+0.5×雪荷载标准值楼面处重力荷载代表值=结构自重标准值+0.5×活荷载标准值多自由度体系各质点的重力荷载代表值G取本层楼面的重力荷载代表值和相邻层墙、柱全部重力荷载代表值的一半之和，即：Gi=i层楼面重力荷载代表值+[(i+1)层墙、柱重量+i层墙、柱重量]/2屋面层总重量：10.4×45.04×7.15+1.2×4.2×8×7.15=3730.85kN楼面层总重量：10.44×45.04×4.8+1.2×4.2×8×4.8=2471.88kN女儿墙的总重量：[(10.44+45.04)×2－0.55×12－0.4×26+1.2×4.2×8+1.2×2×8]×5.6=859.82kN标准层墙重：轴墙重×2：[7.84×(10.44－0.55×4－0.95)+0.95×10.61]×2=134.46kN轴墙重×4：4×[10.44－0.40×4－1.26)×7.92＋0.24×7.84]=315.38kN轴墙重×4：(2×1.2×7.84＋3.35×10.61＋4.25×7.92)×4=352.08kN轴墙重×4：(3.35×10.61＋1.10×0.48)×4=144.29kN轴墙重×2：(4.8+0.24－0.8)×7.92×2=66.99kN-轴间卫生间横墙：1.5×10.61×4=96.6kN轴-轴间墙重×8：5.57×4.2×8=187.15kN轴-轴间墙重×4：[7.94×(3.4－1.8)+1.8×4.315]×4=81.88kN、轴与-轴间外纵墙：(1.8×4.315+1.8×7.94)×8=176.47kN轴-轴间墙重×4：[10.7×(3.6－0.8－0.9)+0.48×(0.8+0.9)]×4=84.58kN轴-轴间墙重×4：3.4×8.02×4=109.06kN轴-轴间墙重×4：[10.17×(3.6－0.9)+0.9×0.48]×4=117.29kN轴-轴间墙重×4：[10.7×(2.1－0.8)+0.48×0.8]×4=57.18kN轴-轴间墙重×4：[7.94×(2.1－0.9)+0.9×4.315]×4=53.65kN轴-轴间墙重×2：[(2.6－0.9)×7.94+0.9×4.315]×2=34.76kN合计：2073.16kN小棚层墙重：轴墙重×2：6.77×(10.44－0.55×4)×2=111.57kN轴墙重×9：6.76×(10.44－0.40×4)×9=537.82kN轴墙重×4：(5.64－0.4×3)×6.76×4=120.06kN轴墙重×2：(5.04－0.4×2)×5.76×2=57.32kN76 烟台大学毕业设计轴-轴间墙重×8：[6.88×(3.6－2.7)+0.9×2.7]×8=68.98kN轴-轴间墙重×8：[(4.2－2.7)×6.88+0.9×2.7]×8=102kN轴-轴间墙重×4：(3.4－2.7)×6.88+0.9×2.7=7.246×4=28.98kN轴墙重：(45.04－0.40×15－0.55×2)×6.86=260.27kN轴-轴间墙重×4：[(2.1－1.0)×6.88+1.0×0.4]×2=15.94kN合计：1302.94kN一个标准层梁总重为：300×450：2.57×(10.44－0.55×4)×2=42.35kN300×400：2.18×[45.04－(0.4×11+0.55×2)]×2=172.39kN250×450：(10.44－0.40×4)×2.31×11+1.2×2.31×16+5.4×2.31=281.44kN250×400：1.95×[45.04－(0.4×11+0.55×2)]×2=154.21kN表4.1柱重力荷载代表值层次构件合计小棚层柱10.550.55251.18.313.358167.03874.82柱20.400.40251.14..403.3548707.521~6层柱10.550.55251.18.312.88127.05718.41柱20.400.40251.14.402.848591.36女儿墙柱10.550.55251.18.310.9844.87234.95柱20.400.40251.14..400.948190.08屋面雪荷载标准值：10.44×45.04×0.4=188.08kN楼面活荷载标准值：10.2×44.8×2+1.2×4.2×8×2.5=1014.72kN则各楼层重力代表值如下：Gx=2471.88+650.39+(2073.16+1302.94)×0.5+(874.82+718.41)×0.5+1014.71×0.5=6113.90kNG1~G5=2471.88+650.39+2073.16+(874.82+718.41)×0.5+0.5×1014.72=6512.91kNG6=3730.85+641.98+859.82+2073.16×0.5+234.95+718.41×0.5+0.5×188.08=6722.48kN总重力荷载代表值：=6722.48+6512.91×5+6113.90=45400.93kN4.1.2D值的计算4.1.2.1主梁刚度76 烟台大学毕业设计表4.2主梁刚度b×h(m×m)跨度L(m)矩形截面惯性矩Ｉ0(10－3m4)边跨梁中跨梁Ib=1.5I0ib(104kN×m)Ib=2I0ib(104kN×m)0.30×0.454.82.283.422.144.562.850.30×0.453.92.283.422.634.563.510.30×0.451.52.283.426.844.569.120.25×0.454.81.92.851.783.82.380.25×0.453.91.92.852.193.82.920.25×0.451.51.92.855.73.87.60.25×0.451.21.92.857.133.89.54.1.2.2柱刚度1.标准层550mm×550mm一~六层柱：惯性矩I=E×0.55×0553/12=7.63×10-3E线刚度=E×0.55×0.553/12/2.8=8.17×104kN×m400mm×400mm一~六层柱：惯性矩I=E×0.40×0.403/12=2.13×10-3E线刚度=E×0.40×0.403/12/2.8=2.28×104kN×m1号柱：轴和轴、轴相交处，共2根×104kN/m2号柱：轴和轴、轴相交处，共2根76 烟台大学毕业设计×104kN/m3号柱：轴和轴、轴相交处，共2根×104kN/m4号柱：轴和轴、轴相交处，共2根×104kN/m5号柱：轴和-轴相交处，轴和轴、轴相交处，共13根×104kN/m6号柱：轴和-轴相交处，共9根×104kN/m7号柱：轴和-轴除、、、轴相交处，共9根76 烟台大学毕业设计×104kN/m8号柱：轴和、、、轴相交处，共4根×104kN/m9号柱：轴和-轴除、、、轴相交处，共9根×104kN/m10号柱：轴和、、、轴相交处，共4根×104kN/m表4.2一～六层D值计算构件名称D(104kN/m)数量(104kN/m)1号柱1.43822.8762号柱1.72923.4583号柱4.43528.874号柱4.58829.1765号柱1.1931315.5096号柱2.394921.54676 烟台大学毕业设计7号柱2.432921.5468号柱2.38049.529号柱1.361912.24910号柱1.13244.528楼层D＝109.62×104kN/m2.小棚层550mm×550mm底层各柱：惯性矩I=E×0.55×0.553/12=7.63×10-3E线刚度ic=E×0.55×0.553/12/3.35=6.83×104kN×m400mm×400mm底层各柱：惯性矩I=E×0.40×0.403/12=2.13×10-3E线刚度ic=E×0.40×0.403/12/3.35=1.907×104kN×m1号柱：轴和轴、轴相交处，共2根×104kN/m2号柱：轴和轴、轴相交处，共2根×104kN/m3号柱：轴和轴、轴相交处，共2根×104kN/m76 烟台大学毕业设计4号柱：轴和轴、轴相交处，共2根×104kN/m5号柱：轴和-轴相交处，轴和轴、轴相交处，共13根×104kN/m6号柱：轴和-轴相交处，共9根×104kN/m7号柱：轴和-轴除、、、轴相交处，共9根×104kN/m8号柱：轴和、、、轴相交处，共4根76 烟台大学毕业设计×104kN/m9号柱：轴和-轴除、、、轴相交处，共9根×104kN/m10号柱：轴和、、、轴相交处，共4根×104kN/m表4.3小棚层D值计算构件名称D(104kN/m)数量(104kN/m)1号柱2.56425.1282号柱2.39927.9983号柱4.06928.1384号柱2.70925.4185号柱1.0971314.2616号柱1.614914.5267号柱1.6311321.2038号柱1.61046.449号柱1.173910.55710号柱1.0671313.871楼层D＝91.413×104kN/m第一层侧向刚度与第二层侧向刚度之比91.413×104/109.62×104＝0.84>0.7，故该框架为规则框架。4.1.3基本自振周期及水平地震作用的计算4.1.3.1用假想位移法计算结构的基本自振周期76 烟台大学毕业设计表4.4假想顶点侧移uT计算楼层(kN)(kN)(104kN/m)ΔuTi(m)uTi(m)76722.486722.48109.620.00620.179366512.9113235.39109.620.01440.173156512.9119748.3109.620.01820.158746512.9126261.21109.620.02420.140536512.9132774.12109.620.03020.116326512.9139287.03109.620.03620.086116113.9045400.9391.4130.04990.0499表中ΔuTi=uTi-uTi-1=结构基本自振周期考虑非结构墙影响的折减系数=0.8，则结构的基本自振周期为0.58s用经验公式计算结构基本自振周期0.29s本次计算取＝0.58s。4.1.3.2多遇水平地震作用的计算抗震设防烈度为7度，场地类别Ⅱ类，设计地震分组为第一组，查规范可知，，Tg=0.35s。等效总重力荷载代表值为＝0.85×45400.93＝38590.70kN由于Tg＜T1＜5Tg，故地震影响系数式中——衰减系数，在Tg＜T1＜5Tg的区间取为0.9；——阻尼调整系数，除有专门规定外，建筑结构的阻尼比应取0.05，相应的＝1.0。地震影响系数为＝0.058由于T1>1.4Tg＝0.49，所以需要考虑顶部附加水平地震作用的影响，顶部附加水平地震作用系数为76 烟台大学毕业设计＝0.08×0.58＋0.07＝0.116对于多质点体系，结构底部总纵向水平地震作用标准值为＝0.058×38590.70＝2238.26kN附加顶部集中力＝0.116×2238.26＝250.69kN各层水平地震作用标准值计算公式为表4.5各层水平地震作用标准值的计算楼层(kN)(m)(kN)轴框架集中力(kN)66722.4820.15.97.62748.4250.3856512.9117.35.98415.2127.8146512.9114.5594762.84348.2023.3236512.9111.7576526.69281.1918.8326512.918.9558290.54214.1914.3516512.916.1542399.04155.7910.44小棚层6113.903.3520481.5675.264.53轴框架集中力计算如下小棚层轴＝1.097+1.631+1.614+1.173＝5.515×104kN/m，5.515/91.41＝0.060，75.26×0.060＝4.53kN。六层轴＝1.93+2.432+2.394+1.361＝7.38×104kN/m，7.38/109.62＝0.067，748.42×0.067＝50.38kN。表4.6横向水平地震作用下的层间位移角计算楼层(kN)(kN)(104kN/m)＝/(m)(mm)/7748.42748.42109.620.0006928001/40576415.211163.63109.620.0010728001/26175348.201511.83109.620.0013928001/20144281.191793.02109.620.0016528001/16973214.192007.21109.620.0018528001/15142155.792162.99109.620.0019928001/1407175.262238.2691.4130.0024633501/113876 烟台大学毕业设计最大层间位移与层高之比为1/1138<1/550，抗侧满足要求。楼层水平地震作用标准值如图4.1所示，轴一榀框架水平右震作用如图4.2所示，水平左震作用下的内力图如图4.3、4.4、4.5所示，水平右震作用下的内力图如图4.6、4.7、4.8所示图4.1楼层左震计算简图76 烟台大学毕业设计图4.2楼层右震计算简图图4.3左震作用下弯矩图(kN×m)76 烟台大学毕业设计图4.4左地震作用下剪力图(kN)图4.5左地震作用下轴力图(kN)76 烟台大学毕业设计图4.6右震作用下弯矩图(kN/m)图4.7右地震作用下剪力图(kN)76 烟台大学毕业设计　图4.8右震作用下轴力图(kN)4.1.3.3剪重比验算表4.7剪重比验算楼层(kN)(kN)(kN)(kN)66722.486722.48748.42748.420.11156512.9113235.39415.211163.630.08846512.9119748.30348.201511.830.07736512.9126261.21281.191793.020.06826512.9132774.12214.192007.210.06116512.9139287.03155.792162.990.055小棚层6113.9045400.9375.262238.260.049各层剪重比均大于0.016，满足剪重比的要求。76 烟台大学毕业设计4.2水平风荷载作用下框架内力计算风荷载标准值计算公式：式中：——基本风压，0.55kN/m2——风压高度变化系数——风荷载体型系数，本建筑=1.3，迎风面=0.8，背风面=-0.5当房屋高度大于30m，高宽比大于1.5时，需考虑风振。本建筑H=20.35m<30m，H/B＝19.65/10.45＝1.88>1.5，需考虑风振。T1=0.52s，=0.0837，查表得脉动增大系数＝1.424。H/B＝20.35/11.4＝1.8，查表得脉动影响系数＝0.476。求得各个风荷载标准值见表4.8表4.8风荷载的计算层数H/m//A/F/kN619.651.2481.30.9721.5690.551.400105.86148.21516.851.1841.30.7641.4720.551.246130.64162.77414.051.1121.30.6261.4120.551.122130.64146.66311.251.0281.30.4081.2900.550.948130.64123.8628.451.0001.30.2801.2050.550.861130.64112.5515.651.0001.30.1431.1070.550.791130.64103.33小棚2.851.0001.30.0381.0280.550.735127.2693.53注：风荷载计算时考虑到女儿墙顶表4.9层间位移角的计算层数集中力()楼层剪力()抗侧刚度(kN/m)层间位移层高度(m)位移角6148.21148.21109.62×1040.2.8001/207405162.77310.98109.62×1040.2.8001/98594146.66457.64109.62×1040.2.8001/67153123.86581.53109.62×1040.2.8001/52832112.55694.08109.62×1040.2.8001/44231103.33797.41109.62×1040.2.8001/3851小棚93.53892.9491.413×1040.3.3501/342976 烟台大学毕业设计由以上表知，层间位移角最大值1/3429小于层间弹性位移角限值故满足要求。4.2.1计算单元风荷载作用下内力的计算1．层剪力的计算如下表4.10计算单元层剪力的计算层次//(kN/m)/(kN/m)//6148.21109.62×1047.38×1049.989.985162.77109.62×1047.38×10410.9120.894146.66109.62×1047.38×1049.8330.723123.86109.62×1047.38×1048.3039.022112.55109.62×1047.38×1047.5446.561103.33109.62×1047.38×1046.9253.48小棚93.5391.413×1045.515×1046.4059.882．风荷载作用下弯矩、剪力、轴力的计算以轴横向框架为例，其计算过程与地震荷载作用下框架结构的内力计算过程相同。左风作用情况如图4.9：图4.9左风作用()76 烟台大学毕业设计右风作用情况如图4.10：图4.10右风作用()水平风荷载作用下框架的内力图见图图4.11左风作用下框架弯矩图()76 烟台大学毕业设计图4.12左风作用下框架剪力图()图4.13左风作用下框架轴力图()76 烟台大学毕业设计图4.14右风作用下框架弯矩图()图4.15右风作用下框架剪力图()76 烟台大学毕业设计图4.16右风作用下框架轴力图()图4.17屋面雪载及楼面活荷载作用下框架弯矩图()76 烟台大学毕业设计图4.18屋面雪载及楼面活荷载作用下框架剪力（kN）图4.19屋面雪载及楼面活荷载作用下框架轴力（kN）76 烟台大学毕业设计第5章内力组合结构的抗震等级可根据结构类型、地震烈度、房屋高度等因素查得，本工程高度小于24m，结构类型为框架结构，7度设防，丙类建筑，根据抗震规范知本工程抗震等级为三级。5.1梁的内力组合5.1.1基本规定内力组合为七种情况，组合一：1.2恒+0.9×1.4×(活+左风)，当竖向荷载有利时为1.0恒+1.4左风。组合二：1.2恒+0.9×1.4×(活+右风)，当竖向荷载有利时为1.0恒+1.4右风；组合三：×(1.2×(恒+0.5活)+1.3左震)，当竖向荷载有利时为×(1.0×(恒+0.5活)+1.3左震)；组合四：×(1.2×(恒+0.5活)+1.3右震)，当竖向荷载有利时为×(1.0×(恒+0.5活)+1.3右震)；组合五：1.35恒+1.4×(0.7活±0.6风)；组合六：1.2恒+1.4活；组合七：1.2恒±1.4风。其中梁的控制截面位于梁端柱边及跨间最大弯矩处，各个截面的内力计算如下附表1。水平荷载作用下不进行调幅，内力组合前要进行竖向荷载的弯矩调幅。考虑塑性内力重分布的性质，在竖向荷载下可以适当降低梁端弯矩，进行调幅(调幅系数取0.85)，以减少负弯矩钢筋的拥挤现象，跨间增大弯矩，(调幅系数取1.2)。保证强剪弱弯，一、二、三级的框架梁和抗震墙中跨高比大于2.5的连梁，其梁端截面组合的剪力设计值应按下式调整其中三级抗震取1.1。为承载力调整系数，见表5.1表5.1承载力调整系数结构构件类型正截面承载力计算斜截面承载力计算梁偏心受压柱梁、柱0.750.80.85注：轴压比小于0.15的偏心受压柱，取为0.755.1.2梁端弯矩调整对于小棚层中BC跨有：净跨为4.8－0.25－0.275=4.275m5.1.2.1支座B用来配筋的弯矩的选取和弯矩值调整：①B支座负弯矩最大值为－126.1，将这个支座中心处的弯矩换算为支座边缘控制截面的弯矩：②将弯矩值乘承载力抗震调整系数，梁取0.75(抗规5.4.2)76 烟台大学毕业设计＝73.93(为配筋所使用的弯矩值)5.1.2.2支座C用来配筋的弯矩的选取和弯矩值调整：①C支座负弯矩最大值为－114.9将这个支座中心处的弯矩换算为支座边缘控制截面的弯矩②=62.42剪力计算：左震kN，kN计算支座边缘处弯矩：右震kN，kN计算支座边缘处弯矩：83.22＋52.725＝135.958.22＋78.06＝86.28135.95大于86.28抗震设计时，梁端剪力设计值按下式调整梁端剪力增大系数＝4.275为净跨因此=1.1×135.95/4.275+68.79=117.53kN梁斜截面受剪承载力按kN计算。其余见附表15.2柱内力组合5.2.1基本要求如对梁的内力组合，柱内力组合也为以下七种情况，组合一：1.2恒+0.9×1.4×(活+右风)，当竖向荷载有利时为1.0恒+1.4左风。组合二：1.2恒+0.9×1.4×(活+右风)，当竖向荷载有利时为1.0恒+1.4右风；组合三：×(1.2×(恒+0.5活)+1.3左震)，当竖向荷载有利时为×(1.0×(恒+0.5活)+1.3左震)；组合四：×(1.2×(恒+0.5活)+1.3右震)，当竖向荷载有利时为×(1.0×(恒+0.5活)+1.3右震76 烟台大学毕业设计)；组合五：1.35恒+1.4×(0.7活±0.6风)；组合六：1.2恒+1.4活；组合七：1.2恒±1.4风。根据七种组合，结合柱的控制截面进行内力的计算。柱的控制截面在柱顶和柱底，各个截面的内力计算及内力组合见附表2。5.2.2柱端弯矩、柱轴力的调整5.2.2.1考虑地震作用组合的框架柱，其节点上、下端和框支柱的中间层节点上、下端的截面内力设计值应按下列公式计算：三级抗震等级=1.3框架顶层柱、轴压比小于0.15的柱，柱端弯矩设计值可取地震作用组合下的弯矩设计值。5.2.2.2节点上、下柱端的轴向力设计值，应取地震作用组合下各自的轴向力设计值。考虑地震作用组合的框架结构底层柱下端截面弯矩设计值，对三级抗震等级应按考虑地震作用组合的弯矩设计值乘以系数1.3确定。5.2.2.3以小棚层C柱，柱端组合弯矩设计值调整为例，其余计算结果见附表21.柱顶：第一层梁与B柱节点的梁端弯矩值最大值。==83.22+83.25=166.47==82.11+103.53=185.64则将1.3按柱的弹性分析弯矩值之比分配给节点上下柱端=0.8=0.85.2.2.4柱剪力的调整5.2.2.5在考虑地震作用的组合中取屋面为雪荷载时的内力进行组合。76 烟台大学毕业设计第6章梁柱配筋6.1框架梁的配筋计算6.1.1一层BC跨梁配筋计算6.1.1.1正截面受弯承载力计算规范规定，沿梁全长顶面和底面至少应各配置两根通长的纵向钢筋，对抗震等级三级，钢筋直径不应小于12mm。梁下部受拉时，按T形截面设计；梁上部受拉时，按矩形截面计算。框架梁跨中截面承载力按T形截面考虑，支座截面的正截面承载力按矩形截面考虑。1.跨中截面求跨间最大正弯矩求解器计算，求跨间最大正弯矩BC梁跨间最大弯矩kN×m翼缘宽度对于左跨梁BC，按计算跨度考虑；按梁间距考虑时，；按翼缘厚度考虑时mm，，此种情况不起控制作用，故取。取梁内纵向钢筋采用HRB400级钢筋()，。下部跨间截面按单筋T形截面计算。判断截面类型：若为第一类T形截面，若小于M为第二类T形截面。故属于第一类T形截面mm2选用216，()，满足要求。2.支座B截面76 烟台大学毕业设计N×mkN×m将下部跨间的216钢筋深入支座负弯矩作用下的受压钢筋()，再计算相应的受拉钢筋，即支座A上部：说明有富裕，且不屈服，可近似取mm2选用216+118，()，，满足要求。，满足要求。3.支座C截面kN×mkN×mmm2选用216+118，()，，满足要求。，满足要求。6.1.1.2斜截面受剪承载力计算kNkN故截面尺寸满足要求。梁端加密区箍筋取4肢10@100,箍筋用HRB335级钢筋(N/mm2)，则76 烟台大学毕业设计kNkN，满足要求。加密长度取1.5的梁的高度和500mm中的较大者，故取为0.70m。非加密区箍筋取4肢10@200，箍筋设置满足要求。6.1.2一层DE跨梁配筋计算1.跨中截面求跨间最大正弯矩求解器计算，求跨间最大正弯矩DE梁跨间最大弯矩kN×m翼缘宽度对于左跨梁BC，按计算跨度考虑；按梁间距考虑时，；按翼缘厚度考虑时mm，，此种情况不起控制作用，故取，取梁内纵向钢筋采用HRB400级钢筋()，。下部跨间截面按单筋T形截面计算。判断截面类型：若为第一类T形截面，若小于M为第二类T形截面。故属于第一类T形截面mm2选用216，()，满足要求。2.支座D截面kN×m76 烟台大学毕业设计kN×m将下部跨间的216钢筋深入支座弯矩作用下的受压钢筋()，再计算相应的受拉钢筋，即支座A上部：说明有富裕，且不屈服，可近似取mm2选用216+118，()，，满足要求。，满足要求。3.支座E截面kN×mkN×mmm2选用216+118，()，，满足要求。，满足要求。6.1.2.2斜截面受剪承载力计算　kN　kN故截面尺寸满足要求。梁端加密区箍筋取4肢10@100,箍筋用HRB335级钢筋(N/mm2)，则76 烟台大学毕业设计kNkN，满足要求。加密长度取1.5的梁的高度和500mm中的较大者，故取为0.70m。非加密区箍筋取4肢10@200，箍筋设置满足要求。6.1.3四层BC跨梁配筋计算6.1.3.1跨中截面求解器计算，求跨间最大正弯矩kN×m判断截面类型：若为第一类T形截面，若小于M为第二类T形截面。故属于第一类T形截面mm2选用214，()，满足要求。6.1.3.2支座B截面N×mkN×m将下部跨间的214钢筋深入支座负弯矩作用下的受压钢筋()，再计算相应的受拉钢筋，即支座A上部：说明有富裕，且不屈服，可近似取mm276 烟台大学毕业设计选用314，()，，满足要求。，满足要求。6.1.3.3支座C截面kN×mkN×mmm2选用314，()，，满足要求。，满足要求6.1.3.4斜截面受剪承载力计算kNkN故截面尺寸满足要求。梁端加密区箍筋取4肢10@100,箍筋用HRB335级钢筋(N/mm2)，则kNkN，满足要求。加密长度取1.5的梁的高度和500mm中的较大者，故取为0.70m。非加密区箍筋取4肢10@200，箍筋设置满足要求。6.1.4四层DE跨梁配筋计算6.1.4.1跨中截面kN×m翼缘宽度对于左跨梁BC，按计算跨度考虑；按梁间距考虑时，；按翼缘厚度考虑时76 烟台大学毕业设计mm，，此种情况不起控制作用，故取。取梁内纵向钢筋采用HRB400级钢筋()，。下部跨间截面按单筋T形截面计算。判断截面类型：若为第一类T形截面，若小于M为第二类T形截面。故属于第一类T形截面mm2选用214，()，满足要求。6.1.4.2支座D截面kN×mkN×m将下部跨间的216钢筋深入支座弯矩作用下的受压钢筋()，再计算相应的受拉钢筋，即支座A上部：说明有富裕，且不屈服，可近似取mm2选用314，()，，满足要求。76 烟台大学毕业设计，满足要求。6.1.4.3支座E截面kN×mkN×mmm2选用214+110，()，，满足要求。，满足要求。6.1.4.4斜截面受剪承载力计算kNkN故截面尺寸满足要求。梁端加密区箍筋取4肢10@100,箍筋用HRB335级钢筋(N/mm2)，则kNkN，满足要求。加密长度取1.5的梁的高度和500mm中的较大者，故取为0.70m。非加密区箍筋取4肢10@200，箍筋设置满足要求。6.2框架柱的配筋计算6.2.1剪跨比及轴压比的验算从柱的内力组合表中查出和N，由于表中的和N不考虑承载力抗震调整系数，故表中数据均为去除调整系数之后的数值，并且柱的保护层厚度为35mm则=76 烟台大学毕业设计-45,混凝土强度为C30。表8.1给出了框架柱各层剪跨比和轴压比计算的结果，由表可见，各柱的剪跨比和轴压比均满足规范要求，即在三级抗震下剪跨比大于2，混凝土的强度等级不高于C60的框架混凝土柱，轴压比小于0.85。表6.1柱剪跨比和轴压比的验算框架柱层次B640040014.348.630.4143.94.440.06540040014.345.031.0324.04.030.15440040014.352.836.1516.04.060.23340040014.356.939.5708.34.010.32240040014.360.242.1903.93.970.41140040014.362.743.8940.43.960.45小棚40040014.389.347.01302.65.270.54C640040014.355.838.1172.64.060.07540040014.368.548.2349.33.940.15440040014.384.758.9659.63.990.27340040014.394.967.2935.63.920.39240040014.3103.373.31226.73.910.51140040014.3113.280.61530.93.900.63小棚40040014.3108.363.01836.04.770.76D640040014.345.130.6123.04.090.05540040014.360.142.3308.23.950.13440040014.375.253.1514.73.930.21340040014.387.061.7738.93.910.31240040014.395.868.0976.93.900.41140040014.3103.575.81227.53.790.51小棚40040014.3104.660.71473.34.780.61E640040014.338.423.8128.94.480.05540040014.338.626.1293.24.110.12440040014.346.531.7459.44.070.19340040014.351.535.7633.74.010.26240040014.355.438.7812.53.970.33140040014.358.440.7994.63.980.41小棚40040014.389.145.91180.55.390.49根据《混凝土结构设计规范》GB50010-201/，当剪跨比大于2时应有：，对于轴压比小于0.15的柱76 烟台大学毕业设计取0.75，上表数据均符合此要求。6.2.2中柱正截面承载力计算6.2.2.1一层C柱柱顶正截面承载力的计算①及相应的的组合时(不利左震控制)kN×mkN柱的计算长度：m=<0.9==0.244<0.93350×/400=29.01<34－12=44.2故不考虑轴向压力在该方向挠曲杆件中产生的附加弯矩影响。mm取20mm和偏心方向截面尺寸的1/30两者之较大者，故取。mmmm为大偏心情况。=696.77mm2应满足，单侧配筋率。mm2选用，(mm2)，总配筋率按轴心受压验算垂直于弯矩作用方向的承载力，查表得2509.26kN>558.1kN满足要求。76 烟台大学毕业设计②按及相应的的组合时(不利右震控制)B点左右梁两端弯矩kN×m，kN×mB点上下柱两端弯矩kN×m，kN×mkN×mkN×mkN×mkN×m，在节点处将其按弹性弯矩分配给上、下柱端，即kN×mkN×m柱的计算长度：m=<0.9==0.802<0.93350×/400=29.01<34－12=44.08故不考虑轴向压力在该方向挠曲杆件中产生的附加弯矩影响。mm取20mm和偏心方向截面尺寸的1/30两者之较大者，故取。mmmm为小偏心情况。kN76 烟台大学毕业设计mm2应满足，单侧配筋率。mm2选用，(mm2)，总配筋率按轴心受压验算垂直于弯矩作用方向的承载力，查表得2509.26kN>558.1kN满足要求。③按及相应的的组合时(有利左震)=358.6kN=111.28kN×m柱的计算长度：m=<0.9==0.157<0.93350×/400=29.01<34－12=42.64故不考虑轴向压力在该方向挠曲杆件中产生的附加弯矩影响。mm取20mm和偏心方向截面尺寸的1/30两者之较大者，故取。mmmm为大偏心情况。76 烟台大学毕业设计=766.79mm2应满足，单侧配筋率。mm2选用，(mm2)，总配筋率按轴心受压验算垂直于弯矩作用方向的承载力，查表得2509.26kN>558.1kN满足要求。6.2.2.2边柱正截面承载力计算（1）一层B柱正截面承载力的计算①及相应的的组合时(不利右震控制)kN×mkN柱的计算长度：m=<0.9==0.569<0.93350×/400=29.01<34－12=40.72故不考虑轴向压力在该方向挠曲杆件中产生的附加弯矩影响。mm取20mm和偏心方向截面尺寸的1/30两者之较大者，故取。mm为大偏心情况。76 烟台大学毕业设计mm2应满足，单侧配筋率。mm2选用，(mm2)，总配筋率按轴心受压验算垂直于弯矩作用方向的承载力，查表得2509.26kN>558.1kN满足要求。②按及相应的的组合时(不利右震控制)=1302kNkN×m柱的计算长度：m=<0.9==0.569<0.93350×/400=29.01<34－12=40.72故不考虑轴向压力在该方向挠曲杆件中产生的附加弯矩影响。mm取20mm和偏心方向截面尺寸的1/30两者之较大者，故取。mm为大偏心情况。mm2应满足，单侧配筋率。mm2选用，(mm2)，76 烟台大学毕业设计总配筋率按轴心受压验算垂直于弯矩作用方向的承载力，查表得2509.26kN>558.1kN满足要求。③按及相应的的组合时(有利左震)=833.6kN=77.06kN×m柱的计算长度：m=<0.9==0.364<0.93350×/400=29.01<34－12=41.8故不考虑轴向压力在该方向挠曲杆件中产生的附加弯矩影响。mm取20mm和偏心方向截面尺寸的1/30两者之较大者，故取。mmmm为大偏心情况。=441.31mm2应满足，单侧配筋率。mm2选用，(mm2)，总配筋率按轴心受压验算垂直于弯矩作用方向的承载力76 烟台大学毕业设计，查表得2509.26kN>558.1kN满足要求。6.2.2.3柱斜截面受剪承载力计算以B柱为例kNkN截面满足要求。查表6.1知，剪跨比、轴压比满足要求1302.6kNkN取kN配筋故按构造配置箍筋。柱端加密区的箍筋选用，由表可知柱的轴压比为0.46，查抗规表6.3.9得最小配箍特征值，则最小体积配筋率：故加密区箍筋4肢10@100，加密区的位置及长度按规范要求确定，非加密区应满足mm，取箍筋为4肢10@150.其它柱箍筋计算结果见下表。表5.2框架柱箍筋计算表柱号层次实配箍筋B630.4411.84143.9686.40<00.4410@100/150小棚63.99411.841302.6686.40<00.46410@100/150C638.1411.84126.6686.40<00.4410@100/15076 烟台大学毕业设计小棚84.72411.841836.0686.40<00.67410@100/1506.3框架梁柱节点核芯区截面的抗震验算6.3.1小棚层B节点由节点两侧梁的受弯承载力计算节点核芯区的剪力设计值，节点两侧梁的高为，mmmm该框架为三级抗震等级，计算剪力设计值应采用以下公式其中为柱的计算高度，取节点上、下柱反弯点间的距离，即m，kN×m(右震)剪力设计值kN因mm，mm，即，故取mm，mm，.则kN=325.11kN满足要求。节点核芯区的受剪承载力按下式计算，其中N取二层柱底轴力kN和二者中的较小值，故取kN设节点区配箍为410@100，则kNkN满足要求。76 烟台大学毕业设计6.3.2小棚层C节点由节点两侧梁的受弯承载力计算节点核芯区的剪力设计值，节点两侧梁的高为，mmmm该框架为三级抗震等级，计算剪力设计值应采用以下公式其中为柱的计算高度，取节点上、下柱反弯点间的距离，即m，kN×m(右震)剪力设计值kN因mm，mm，即，故取mm，mm，，则kN=646.86kN满足要求。节点核芯区的受剪承载力按下式计算，其中N取二层柱底轴力kN和kN二者中的较小值，故取kN设节点区配箍为410@100，则kNkN满足要求。76 烟台大学毕业设计第7章楼梯设计7.1基本资料楼梯的开间为2.6m,进深5.4m。标准层的层高为2.8m,设计为等跑楼梯，每跑均8级踏步，7个踏面，踏步尺寸为300mm175mm，中间休息平台尺寸为2350mm1505mm。采用板式楼梯，楼梯采用C30的混凝土，板采用HRB400的钢筋，梁纵筋采用HRB400的钢筋。楼梯上均布活荷载标准值kN/m。7.2楼梯的设计7.2.1梯段板的设计楼梯的示意图取板厚mm，约为板斜长的1/30板的倾斜角为，，取1m宽的板带进行计算。7.2.1.1荷载计算梯段板的荷载计算列于下表。恒载的分项系数为，活载的分项系数为。表7.1梯段板的荷载荷载种类荷载标准值(kN/m)恒荷载花岗岩面层(水泥砂浆垫层)(0.3+0.175)×1.16/0.376 烟台大学毕业设计三角形踏步0.5×0.3×0.175×25/0.3混凝土斜板0.12×25/0.864板底抹灰0.015×17/0.864小计7.57活荷载2.0取1bm板带进行计算可变荷载控制时设计值永久荷载控制时设计值梯段板的总荷载设计值为：kN/m7.2.1.2截面的设计板水平计算跨度为：mm取斜板的厚度为=120mm弯矩设计值为kN×m板的有效高度mmmm2选用8@180，mm2，满足要求。分布筋每级踏步1根8。7.2.2平台板的设计设平台板的厚度为120mm,取1m板宽进行计算。7.2.2.1荷载的计算平台板的荷载计算列于下表表7.2平台板的荷载荷载种类荷载标准值(kN/m)恒荷载花岗岩面层(水泥砂浆垫层)28×0.02+20×0.03=1.16120mm厚混凝土板0.12×25板底抹灰0.02×17小计4.3活荷载2.0取1m板带进行计算可变荷载控制时设计值永久荷载控制时设计值76 烟台大学毕业设计梯段板的总荷载设计值为：kN/m7.2.2.2截面的设计计算跨度mm弯矩设计值kN×m板的有效高度mmmm2选用6@200,mm2，满足要求。7.2.3平台梁设计平台梁截面尺寸为250mm400mm7.2.3.1荷载计算平台梁的荷载计算列于下表。表7.3平台梁的荷载荷载种类荷载标准值(kN/m)恒荷载梁自重梁侧粉刷平台板传来梯段板传来小计12.61活荷载可变荷载控制时设计值：永久荷载控制时设计值：梯段板的总荷载设计值为：kN/m7.2.3.2截面的设计计算跨度m弯矩设计值kN×m76 烟台大学毕业设计剪力设计值kN截面按倒L形计算，mm梁的有效高度mm经判别属于第一类T型截面。mm2选用212，mm2，满足要求。配置6@200箍筋，则斜截面承载力为：kN>23.31kN满足要求。76 烟台大学毕业设计第8章基础设计8.1基本资料底层柱的截面为，采用柱下独立基础，采用C30的混凝土，HRB400的钢筋，取基础的埋深为，基础顶面距室外地面的距离为0.5m，基础高度为0.8m。基底位于细砂层中，，基底的承载力设计值为：取b=3.0m,d=1.4m,查表得，取。8.2基础设计计算8.2.1确定B柱基础底面尺寸查《建筑抗震设计规范》50011-2010知，地基主要受力层范围内不存在软弱黏性土层的不超过8层且高度在24m以下的一般民用框架房屋不进行基础的抗震承载力验算。当，层数小于6层的丙级建筑物不做地基变形验算。基础所受的荷载见表8.1表8.1内力情况恒载活载左风右风M()6.281.28-24.8824.88N()-867.30-207.37-34.5634.56V()-5.97-1.2212.11-12.11荷载效应标准组合：，由于不考虑地震作用的影响，则，查荷载规范知活荷载组合值系数，风荷载组合值系数对于左风参与：M：kN/mkN/mN:kNkNV:kNkN对于右风参与：M：kN/m76 烟台大学毕业设计kN/mN:kNkNV:kNkN确定基础面积时应按荷载标准值进行计算，荷载效应的组合值为kN底面尺寸取，。基础底面的抵抗矩：8.2.2地基承载力的验算左风参与组合情况：对于第一种组合情况||及相应的N故承载力满足要求。对于第二种组合情况及相应的M故承载力满足要求。76 烟台大学毕业设计右风参与组合情况：对于第一种组合情况||及相应的N故承载力满足要求。对于第二种组合情况及相应的M故承载力满足要求。8.2.3基础的冲切验算8.2.3.1地基净反力的计算查柱内力组合表知：组合1组合21.2恒+1.4左风组合31.2恒+1.4右风组合41.2恒+1.40.9(活+左风)组合51.2恒+1.40.9(活+右风)组合61.0恒+1.4左风组合71.0恒+1.4右风组合81.35恒+1.4(0.7活+0.6左风)组合91.35恒+1.4(0.7活+0.6左风)表8.2内力组合表内力组合1组合2组合3组合4组合5组合6组合7组合8组合976 烟台大学毕业设计M9.328-27.2942.37-22.240.54-28.5541.11-11.1630.64N-1331-1089-992.38-1346-1258-915.68-818.92-1403-1345V-8.799.87-24.036.64-23.8811.05-22.851.03-19.33经过计算得对于组合1对于组合2对于组合3对于组合4对于组合5对于组合6对于组合7对于组合8对于组合9土的净反力Fi的计算(不包括基础及覆土的重力)对于组合1对于组合2对于组合3对于组合4对于组合5对于组合6对于组合776 烟台大学毕业设计对于组合8对于组合9扣除基础及覆土重力后相应于荷载效应基本组合时的地基土单位面积净反力，对偏心受压基础可取基础边缘处最大地基土单位面积净反力，故：=159.688.2.3.2冲切验算图8.1柱与基础交接处冲切计算图8.2基础与基础交接处冲切计算1)柱边基础截面抗冲切验算(如图8.1)基础高度h=800mm，从上至下分为400mm，400mm两个台阶，h0=75076 烟台大学毕业设计mm，考虑垫层因偏心受压，取。冲切力为抗冲切力为满足要求。2)基础变阶处抗冲切验算(如图8.2)冲切力为：抗冲切力为：满足要求。8.3变截面一处的配筋计算8.3.1基础的配筋计算8.3.1.1变截面一处的配筋计算76 烟台大学毕业设计对于矩形基础，当台阶的宽高比小于2.5和偏心距小于等于基础宽度时，按(11.1)(11.2)从上述组合中选出不利组合为组合8和组合9。组合8：配筋计算：选配10@150，选配10@150，组合9：配筋计算：76 烟台大学毕业设计选配10@150，选配10@150，。8.3.2变截面二处的配筋计算：组合8：配筋计算：组合8：配筋计算：76 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