土木工程毕业设计计算书(混凝土框架结构)

'目录目录11绪论31.1工程概况31.2设计内容与方法32建筑设计42.1建筑构造做法42.2其他建筑设计53结构设计53.1设计依据53.2荷载取值63.3结构计算原则和方法64.结构布置64.1结构布置方案构件尺寸64.2确定结构计算简图94.3梁、柱惯性矩、线刚度计算105．荷载计算125.1恒载标准值计算125.2活载标准值计算165.3风荷载标准值计算186．内力计算236.1恒荷载作用下的内力计算236.2活载作用下的内力计算356.3风荷载作用下的内力计算427．内力组合487.1竖向荷载弯矩调幅497.2框架梁内力组合527.3框架柱内力组合578．截面设计638.1框架梁截面设计638.2框架柱截面设计729板的设计8610.楼梯设计8810.1梯段板设计88 10.2平台板设计9010.3平台梁设计9111.基础设计9211.1基础设计参数9211.2确定基础底面面积9311.3持力层强度验算9411.4基础冲切验算9411.5基础配筋计算95 1绪论1.1工程概况此工程建于山东省济南市(某办公楼综合设计)，工程采用框架结构，建筑抗震设防类别丙类，设计使用年限50年，耐火等级为二级，抗震设防烈度6度，地震分组为第二组，Ⅱ类建筑场地；基本雪压0.3kN/m2；基本风压0.45kN/m2，地面粗糙程度为B类；地基允许承载力为fak=200kPa。1.2设计内容与方法1.2.1建筑设计1．建筑方案设计根据房屋建筑学、民用建筑设计通则、民用建筑设计防火规范等相关知识进行建筑方案设计，针对工程的使用性质作出具体的设计。功能分区要细致合理、符合规范，使建筑物发挥出其应有的功能。2．建筑施工图运用CAD、天正进行绘图，绘出建筑的平、立、剖等图。1.2.2结构设计1．结构设计内容（1）结构类型的选择，包括结构的布置及柱网尺寸。（2）估算结构的梁、板、柱的截面尺寸以及材料等级。（3）荷载计算：竖向荷载，水平荷载，包括框架柱侧移刚度计算。（4）内力计算包括恒载，活载，风荷载，以及地震荷载。（5）内力组合包括恒荷载，活荷载，风荷载以及地震荷载。（6）框架梁、柱正截面设计斜截面设计。（7）板的配筋计算。（8）楼梯设计，包括楼梯板，平台板，梯梁等设计。（9）基础的截面尺寸确定，承载力验算，冲切验算，配筋计算。2．结构设计方法（1）荷载计算：荷载计算包括竖向荷载与水平荷载计算，竖向荷载包括恒荷载与活荷载；水平荷载包括水平风荷载和水平地震作用。 （2）水平荷载作用下的框架结构内力计算：水平荷载作用下的框架结构的位移及内力可采用D值法计算。（3）竖向荷载作用下的框架结构内力计算：一般取一榀框架单元，按平面计算简图进行内力分析。（4）内力计算。（5）通过内力组合求得梁、柱构件各控制截面的最不利内力设计值并进行必要的调整后，即可对其进行截面配筋计算和采取构造措施。（6）基础设计：根据上部荷载及与建筑物有关条件、工程地质条件、水文地质条件、地基冻融条件、场地环境条件等来确定基础的类型以及基础埋深。首先要确定基础底面尺寸，按地基持力层承载力和地基软弱层承载力进行验算。应用地基计算模型计算，然后进行各项配筋计算。（7）按照制图标准绘制结构施工图。2建筑设计2.1建筑构造做法2.1.1屋面做法(顺序均为从上到下)40mm细石混凝土保护层高聚物改性沥青卷材防水层配套基层及卷材胶黏剂40mm厚现场喷涂硬质发泡聚氨脂最薄处40厚1:8水泥膨胀珍珠岩2%找坡层20厚1：3水泥砂浆110mm厚钢筋砼屋面板V形轻型钢龙骨吊顶2.1.2楼面做法地砖面层钢筋混凝土板V形轻钢龙骨吊顶 2.1.3内墙做法内墙体为100mm厚的轻质隔墙，墙面两侧各20mm厚水泥砂浆抹灰。2.1.4外墙做法外墙体为200mm厚的烧结多孔砖，墙面两侧各20mm厚水泥砂浆抹灰。2.1.5女儿墙做法女儿墙墙体为200mm厚的烧结多孔砖，墙面两侧各20mm厚水泥砂浆抹灰。2.2其他建筑设计其他建筑详见建筑施工图。3结构设计3.1设计依据3.1.1国家标准（1）国家标准.建筑结构荷载规范（GB50009-2012）（2）国家标准.建筑抗震设计规范（GB50011-2010）（3）国家标准.混凝土结构设计规范（GB50010-2010）（4）国家标准.高层建筑混凝土结构技术规程（JGJ3-2010）（5）国家标准.建筑地基基础设计规范（GB50007-2011）3.1.2地质勘察报告建筑场地较平坦，地基土承载力特征值fak=200kPa，场地为Ⅱ类。3.1.3结构设计参数结构计算参数表3-1技术指标技术条件取值依据设计使用年限50年《建筑结构可靠度设计统一标准》第1.0.5条抗震设防烈度6度《建筑抗震设计规范》第3.2.4条建筑抗震设防类别丙类《建筑工程抗震设防分类标准》第6.0.8条设计基本地震加速度0.05g《建筑抗震设计规范》第3.2.4条设计地震分组第二组《建筑抗震设计规范》第3.2.4条 房屋抗震等级四级抗震《建筑抗震设计规范》第6.1.2条混凝土环境类别一类《混凝土结构设计规范》第3.4.1条3.2荷载取值风、雪荷载取值表3-2荷载类型取值（kN/m2）取值依据基本风压0.45《建筑结构荷载规范》第7.1.2条基本雪压0.3《建筑结构荷载规范》第6.1.2条3.3结构计算原则和方法3.3.1手算采用简化方法选取横向一榀框架计算结构内力和位移。3.3.2电算1．软件名称：PKPM2．版本：20103．编制单位：中国建筑科学研究院PKPMCAD工程部4.结构布置4.1结构布置方案构件尺寸4.1.1结构承重方案选择根据建筑功能要求以及建筑施工布置图，本工程确定采用框架方案，框架梁、柱布置如图2.1所示。 4-1结构布置图4.1.2梁截面尺寸估算1.横向框架梁AB跨梁：7200mm，900mm~600mm，取600mm300mm~200mm，取250mmBC跨梁：2400mm，300mm~200mm，取400mm200mm~133.33mm，取250mmCD跨梁：7200mm，900mm~600mm，取600mm300mm~200mm，取250mm2纵向框架梁6600mm，825mm~550mm，取600mm300mm~200mm，取250mm3.横向次梁7200mm，900mm~600mm，取500mm250mm~166.67mm，取250mm4.1.3柱截面尺寸估算按轴压比要求初估框架柱截面尺寸，以A柱(C30混凝土)为例。 1.2×14×23.76×5×1.05×1.2×1=2515kN195415.7mm=442.1mm×442.1mmµN——框架柱的轴压比一级抗震0.65；二级抗震0.75；三级抗震0.85；四级抗震0.9Ac ——框架柱的截面面积 f c——柱混凝土抗压强度设计值N——柱轴向压力设计值 γG——竖向荷载分项系数 q——每个楼层上单位面积的竖向荷载,可取q=12~14kN/m²    S——柱一层的受荷面积  n——柱荷载楼层数 α——考虑水平力产生的附加系数，四级抗震时α1=1.05，三~一级抗震时α1=1.05~1.15 α2——边角柱轴向力增大系数，边柱α2 =1.1，角柱α2 =1.2 β——柱由框架梁与剪力墙连接时,柱轴力折减系数,可取为0.7~0.8柱子截面尺寸表4-1柱号N(kN)unfc(mm²)Ac(mm²)bc(mm²)hc(mm²)bc(mm²)×hc(mm²)A柱2515.00.914.3195415.7442.1442.1600×600B柱3074.00.914.3238850488.7488.7600×600C柱3074.00.914.3238850488.7488.7600×600D柱2515.00.914.3195415.7442.1442.1600×6004.1.3板厚度确定根据现行《混凝土结构设计规范GB50010-2010》板的跨厚比：钢筋混凝土单向板不大于30，双向板不大于40，综合考虑取屋面板厚为110mm，楼面板厚为110mm。 4.2确定结构计算简图三个假设:(1)平面结构假设：认为每一方向的水平力只由该方向的抗侧结构承担，垂直于该方向的抗侧力结构不受力；(2)板在自身平面内在水平荷载作用下，框架之间不产生相对位移；(3)考虑水平荷载作用下的扭转作用；根据结构平面布置图以第②轴作为计算单元如图4-2所示。4.2.1水平框架结构计算简图图4-2水平框架计算简图 4.2.2垂直框架结构计算简图图4-3垂直框架计算简图(底层柱高从基础顶面算起)基础埋深1.5m，基础假设高度0.6m4.3梁、柱惯性矩、线刚度计算4.3.1梁、柱惯性矩计算构件惯性矩公式：，其中平行于弯矩平面的截面宽度定义为h。AB跨梁：Ib=0.25×0.6³/12=0.0045m4BC跨梁：Ib=0.25×0.4³/12=0.0013333m4 CD跨梁：Ib=0.25×0.6³/12=0.0045m4柱：Ic=0.6×0.6³/12=0.0108m44.3.2梁、柱线刚度计算中框架梁取I=2Ib，线刚度计算公式。梁混凝土等级为C30，弹性模量Eb=30000000kPa，柱混凝土等级为C30，弹性模量Ec=30000000kPa。AB跨梁：ib=EbIb/l=30000000×0.0045×2/7.2=37500kN·mBC跨梁：ib=EbIb/l=30000000×0.0013333×2/2.4=33332.5kN·mCD跨梁：ib=EbIb/l=30000000×0.0045×2/7.2=37500kN·m2~5层柱：ic=EcIc/l=30000000×0.0108/3.9=83076.92kN·m1层柱：ic=EcIc/l=30000000×0.0108/4.8=67500kN·m 图4-4框架线刚度图(kN·m)5．荷载计算5.1恒载标准值计算5.1.1屋面框架梁恒载标准值屋面面荷载计算40mm细石混凝土保护层0.04×24=0.96kN/m²高聚物改性沥青卷材防水层0.15kN/m²配套基层及卷材胶黏剂0.05kN/m²40mm厚现场喷涂硬质发泡聚氨脂0.04×2=0.08kN/m²最薄处40厚1:8水泥膨胀珍珠岩2%找坡层(0.04×2+8.4×0.02)/2×10=1.24kN/m²20厚1：3水泥砂浆0.02×20=0.4kN/m²110mm厚钢筋砼屋面板0.11×25=2.75kN/m²V形轻型钢龙骨吊顶0.25kN/m²屋面荷载合计5.88kN/m²屋面框架梁线荷载计算AB梁自重0.25×0.6×25=3.75kN/mAB梁抹灰2×(0.6-0.11)×0.02×20=0.392kN/m合计4.142kN/mBC梁自重0.25×0.4×25=2.5kN/mBC梁抹灰(2×(0.4-0.11)+0.25)×0.02×20=0.332kN/m合计2.832kN/mCD梁自重0.25×0.6×25=3.75kN/mCD梁抹灰2×(0.6-0.11)×0.02×20=0.392kN/m合计4.142kN/m 5.1.2楼面框架梁恒载标准值楼面面荷载计算地砖面层0.55kN/m²钢筋混凝土板0.11×25=2.75kN/m²V形轻钢龙骨吊顶0.25kN/m²楼面荷载合计3.55kN/m²楼面框架梁线荷载计算AB梁自重0.25×0.6×25=3.75kN/mAB梁抹灰2×(0.6-0.11)×0.02×20=0.392kN/mAB梁上墙自重(3.9-0.6)×0.1×5=1.65kN/mAB梁上墙面抹灰2×(3.9-0.6)×0.02×20=2.64kN/m合计8.432kN/mBC梁自重0.25×0.4×25=2.5kN/mBC梁抹灰(2×(0.4-0.11)+0.25)×0.02×20=0.332kN/m合计2.832kN/mCD梁自重0.25×0.6×25=3.75kN/mCD梁抹灰2×(0.6-0.11)×0.02×20=0.392kN/mCD梁上墙自重(3.9-0.6)×0.1×5=1.65kN/mCD梁上墙面抹灰2×(3.9-0.6)×0.02×20=2.64kN/m合计8.432kN/m5.1.3屋面框架节点集中恒载标准值A、D轴柱顶层集中荷载 连系梁自重(3.3+3.3)×0.25×0.6×25=24.75kN连系梁抹灰(0.6-0.11)×2×0.02×20×6.6=2.587kN0.6m女儿墙自重6.6×0.6×0.2×16=12.672kN女儿墙抹灰6.6×0.6×0.02×20=3.168kN1轴到2轴板传给连系梁(1.65×1.65+1.65×1.65)×5.88/2=16.008kN2轴到3轴板传给连系梁(1.65×1.65+1.65×1.65)×5.88/2=16.008kN1轴到2轴次梁自重0.25×0.5×7.2×25×0.5/2=5.625kN1轴到2轴次梁抹灰(0.39×2+0.25)×7.2×0.02×20×0.5/2=0.742kN2轴到3轴次梁自重0.25×0.5×7.2×25×0.5/2=5.625kN2轴到3轴次梁抹灰(0.39×2+0.25)×7.2×0.02×20×0.5/2=0.742kN板传给1轴到2轴次梁(9.1575+9.1575)×5.88×0.5/2=26.923kN板传给2轴到3轴次梁(9.158+9.16)×5.88×0.5/2=26.923kN合计141.773kNB、C轴柱顶层集中荷载连系梁自重(3.3+3.3)×0.25×0.6×25=24.75kN连系梁抹灰(0.6-0.11)×2×0.02×20×6.6=2.587kN1轴到2轴板传给连系梁(2.7225+6.48+2.7225)×5.88/2=35.06kN2轴到3轴板传给连系梁(2.7225+6.48+2.7225)×5.88/2=35.061轴到2轴次梁自重0.25×0.5×7.2×25×0.5/2=5.625kN1轴到2轴次梁抹灰(0.39×2+0.25)×7.2×0.02×20×0.5/2=0.742kN2轴到3轴次梁自重0.25×0.5×7.2×25×0.5/2=5.625kN2轴到3轴次梁抹灰(0.39×2+0.25)×7.2×0.02×20×0.5/2=0.742kN板传给1轴到2轴次梁(9.1575+9.1575)×5.88×0.5/2=26.923kN板传给2轴到3轴次梁(9.158+9.16)×5.88×0.5/2=26.923kN合计164.037kN5.1.4楼面框架节点集中恒载标准值A、D轴柱标准层集中荷载 连系梁自重(3.3+3.3)×0.25×0.6×25=24.75kN连系梁抹灰(0.6-0.11)×2×0.02×20×6.6=2.587kN连系梁上窗自重10.08×0.45/2+10.08×0.45/2=4.536kN连系梁上墙自重(13.2×3.3-10.08-10.08)×0.2×16/2=37.44kN连系梁上墙抹灰(13.2×3.3-10.08-10.08)×0.02×20=9.36kN1轴到2轴板传给连系梁(1.65×1.65+1.65×1.65)×3.55/2=9.665kN2轴到3轴板传给连系梁(1.65×1.65+1.65×1.65)×3.55/2=9.665kN1轴到2轴次梁自重0.25×0.5×7.2×25×0.5/2=5.625kN1轴到2轴次梁抹灰(0.39×2+0.25)×7.2×0.02×20×0.5/2=0.742kN2轴到3轴次梁自重0.25×0.5×7.2×25×0.5/2=5.625kN2轴到3轴次梁抹灰(0.39×2+0.25)×7.2×0.02×20×0.5/2=0.742kN板传给1轴到2轴次梁(9.1575+9.1575)×3.55×0.5/2=16.255kN板传给2轴到3轴次梁(9.158+9.16)×3.55×0.5/2=16.255kN合计143.247kNB、C轴柱标准层集中荷载连系梁自重(3.3+3.3)×0.25×0.6×25=24.75kN连系梁抹灰(0.6-0.11)×2×0.02×20×6.6=2.587kN连系梁上门自重2.31×0.45/2+3.78×0.45/2=1.37kN连系梁上墙自重(13.2×3.3-2.31-3.78)×0.1×5/2=9.368kN连系梁上墙抹灰(13.2×3.3-2.31-3.78)×0.02×20=14.988kN1轴到2轴板传给连系梁(2.7225+6.48+2.7225)×3.55/2=21.167kN2轴到3轴板传给连系梁(2.7225+6.48+2.7225)×3.55/2=21.1671轴到2轴次梁自重0.25×0.5×7.2×25×0.5/2=5.625kN1轴到2轴次梁抹灰(0.39×2+0.25)×7.2×0.02×20×0.5/2=0.742kN2轴到3轴次梁自重0.25×0.5×7.2×25×0.5/2=5.625kN2轴到3轴次梁抹灰(0.39×2+0.25)×7.2×0.02×20×0.5/2=0.742kN板传给1轴到2轴次梁(9.1575+9.1575)×3.55×0.5/2=16.255kN板传给2轴到3轴次梁(9.158+9.16)×3.55×0.5/2=16.255kN 合计140.641kN5.1.5恒荷载作用下的结构计算简图图5-2恒载作用下结构计算简图5.2活载标准值计算5.2.1屋面框架梁线活载标准值根据屋面的使用功能查询《建筑结构荷载规范GB50009-2012》5.1.1，得出屋面均布活载见图5-3活载作用下的结构计算简图。(注：板传递给框架梁的梯形荷载或三角形荷载为板面荷载与板的短方向长度的乘积的一半。)5.2.2楼面框架梁线活载标准值 根据楼面的使用功能查询《建筑结构荷载规范GB50009-2012》5.1.1，得出楼面均布活载见图5-3活载作用下的结构计算简图。5.2.3屋面框架节点集中活载标准值A、D轴柱标准层集中活荷载1轴到2轴板传给连系梁(1.65×1.65+1.65×1.65)×0.5/2=1.361kN2轴到3轴板传给连系梁(1.65×1.65+1.65×1.65)×0.5/2=1.361kN板传给1轴到2轴次梁(9.16+9.16)×0.5)×0.5/2=2.289kN板传给2轴到3轴次梁(9.16+9.16)×0.5×0.5/2=2.289kN合计7.3kNB、C轴柱标准层集中活荷载1轴到2轴板传给连系梁(2.72+6.48+2.72)×0.5/2=2.981kN2轴到3轴板传给连系梁(2.72+6.48+2.72)×0.5/2=2.981kN板传给1轴到2轴次梁(9.16+9.16)×0.5)×0.5/2=2.289kN板传给2轴到3轴次梁(9.16+9.16)×0.5×0.5/2=2.289kN合计10.54kN5.2.4楼面框架节点集中荷载标准值A、D轴柱标准层集中活荷载1轴到2轴板传给连系梁(1.65×1.65+1.65×1.65)×2/2=5.445kN2轴到3轴板传给连系梁(1.65×1.65+1.65×1.65)×2/2=5.445kN板传给1轴到2轴次梁(9.16+9.16)×2)×0.5/2=9.158kN板传给2轴到3轴次梁(9.16+9.16)×2.5×0.5/2=9.158kN合计29.206kNB、C轴柱标准层集中活荷载1轴到2轴板传给连系梁(2.72×2+6.48×2.5+2.72×2)/2=13.545kN2轴到3轴板传给连系梁(2.72×2+6.48×2.5+2.72×2)/2=13.545kN板传给1轴到2轴次梁(9.16+9.16)×2)×0.5/2=9.158kN 板传给2轴到3轴次梁(9.16+9.16)×2×0.5/2=9.158kN合计45.406kN5.2.5活荷载作用下的结构计算简图图5-3活载作用下结构计算简图5.3风荷载标准值计算5.3.1风荷载标准值 为了简化计算，作用在外墙面上的风荷载可近似用作用在屋面梁和楼面梁等处的等效集中荷载替代。作用在屋面梁和楼面梁节点处的集中风荷载标准值计算公式为:——基本风压；——风压高度变化系数；——风荷载体型系数，根据建筑物的体型查得=1.3；——风阵系数，因为建筑物高H=19.5m≤30m，所以βz=1.0；——下层柱高,对底层为底层层高与室内外高差之和。——上层柱高，对顶层为女儿墙的2倍；——迎风面宽度。计算过程见下表：风荷载计算表5-1层次hμzβzμsω0hihjwk520.41.2291.001.300.453.91.212.100416.51.1511.001.300.453.93.917.332312.61.0561.001.300.453.93.915.90128.71.0001.001.300.453.93.915.05814.81.0001.001.300.454.353.915.927 图5-4框架受风荷载作用图（kN）5.3.2侧移刚度D框架柱侧移刚度，式中为柱子刚度修正系数，按下表采用。为柱线刚度，为柱高度。楼层类别边柱中柱一般层 底层5~2层A轴柱侧移刚度D值计算：5~2层B轴柱侧移刚度D值计算：5~2层C轴柱侧移刚度D值计算：5~2层D轴柱侧移刚度D值计算： 1层A轴柱侧移刚度D值计算：1层B轴柱侧移刚度D值计算：1层C轴柱侧移刚度D值计算：1层D轴柱侧移刚度D值计算： 5.3.3风荷载作用下框架侧移计算水平荷载作用下的层间侧移可按下式计算Vi——第i层的总剪力；ΣDi——第i层所有柱的抗侧移刚度之和；Δui——第i层的层间侧移；框架在风荷载作用下侧移的计算见表5-2。风荷载作用下的框架侧移表5-2层次层高(m)wk(kN)V(kN)∑D/(kN/m)Δui(mm)Δui/hi53.912.112.163315.420.1911/2041943.917.33229.43263315.420.4651/838733.915.90145.33363315.420.7161/544723.915.05860.39163315.420.9541/408814.815.92776.31864757.821.1791/4071侧移验算：层间侧移最大值：1/4071﹤1/550（满足要求）。6．内力计算内力计算弯矩、剪力以顺时针转动为正，逆时针为负，轴力受压为正，受拉为正，弯矩单位均为kN·m，剪力轴力单位均为kN。 6.1恒荷载作用下的内力计算6.1.1弯矩分配系数计算在竖向荷载作用下较规则的框架产生的侧向位移很小，可忽略不计。框架的内力采用无侧移的弯矩分配法进行简化计算。具体方法是对整体框架按照结构力学的—般方法，计算出各节点的弯矩分配系数、计算各节点的不平衡弯矩，然用进行分配、传递，在工程设计中，每节点只分配两至三次即可满足精度要求。相交于同一点的多个杆件中的某一杆件，其在该节点的弯矩分配系数的计算过程为：1．确定各杆件在该节点的转动刚度2．计算弯矩分配系数μA5节点弯矩分配系数下柱：右梁：B5节点弯矩分配系数左梁： 下柱：右梁：C5节点弯矩分配系数左梁：下柱：右梁：D5节点弯矩分配系数左梁：下柱：A4节点弯矩分配系数上柱：下柱：右梁：B4节点弯矩分配系数左梁：上柱：下柱：右梁：C4节点弯矩分配系数 左梁：上柱：下柱：右梁：D4节点弯矩分配系数左梁：上柱：下柱：A3节点弯矩分配系数上柱：下柱：右梁：B3节点弯矩分配系数左梁：上柱：下柱：右梁：C3节点弯矩分配系数左梁： 上柱：下柱：右梁：D3节点弯矩分配系数左梁：上柱：下柱：A2节点弯矩分配系数上柱：下柱：右梁：B2节点弯矩分配系数左梁：上柱：下柱：右梁：C2节点弯矩分配系数左梁：上柱： 下柱：右梁：D2节点弯矩分配系数左梁：上柱：下柱：A1节点弯矩分配系数上柱：下柱：右梁：B1节点弯矩分配系数左梁：上柱：下柱：右梁：C1节点弯矩分配系数左梁：上柱：下柱： 右梁：D1节点弯矩分配系数左梁：上柱：下柱：6.1.2恒载作用下固端弯矩计算常见荷载作用下杆件的固端弯矩表6-1荷载形式图公式集中荷载均布荷载梯形荷载 三角形荷载根据以上公式，计算所得梁固端弯矩如下表所示：恒载作用下固端弯矩计算结果表6-2层次AB左AB右BC左BC右CD左CD右5-93.9293.92-5.595.59-93.9293.924-82.3382.33-3.923.92-82.3382.333-82.3382.33-3.923.92-82.3382.332-82.3382.33-3.923.92-82.3382.331-82.3382.33-3.923.92-82.3382.336.1.3恒载作用下弯矩二次分配过程方法：首先将各点的分配系数填在相应方框内，将梁的固端弯矩填写在框架横梁相应位置上，然后将节点放松，把各节点不平衡弯矩同时进行分配。假定远端固定进行传递（不向滑动端传递），右（左）梁分配弯矩向左（右）梁传递，上（下）分配弯矩向下（上）柱传递（传递系数均为0.5）。第一次分配弯矩传递后，再进行第二次弯矩分配。梁跨中弯矩计算：，其中M为简支梁作用下的跨中弯矩。弯矩分配过程如下： 图6-1恒载作用下的弯矩图(kN·m) 6.1.4恒载作用下梁柱剪力的计算梁左右端剪力按下列公式计算：柱子剪力按下列公式计算：恒载作用下AB框架梁剪力表6-3层数l(m)RARBMlMrV左V右57.268.7668.76-77.3684.4367.78-69.7447.262.8762.87-81.2881.3962.85-62.8937.262.8762.87-78.4279.7962.68-63.0627.262.8762.87-78.6779.9462.69-63.0517.262.8762.87-74.6077.2162.51-63.23恒载作用下BC框架梁剪力表6-4层数l(m)RARBMlMrV左V右52.415.0415.04-17.4417.4415.04-15.0442.410.4310.43-5.995.9910.43-10.4332.410.4310.43-7.417.4110.43-10.4322.410.4310.43-7.287.2810.43-10.4312.410.4310.43-9.899.8910.43-10.43恒载作用下CD框架梁剪力表6-5层数l(m)RARBMlMrV左V右 57.268.7668.76-84.4377.3669.74-67.7847.262.8762.87-81.3981.2862.89-62.8537.262.8762.87-79.7978.4263.06-62.6827.262.8762.87-79.9478.6763.05-62.6917.262.8762.87-77.2174.6063.23-62.51恒载作用下的柱子剪力表6-6层次层高ABM上M下VM上M下V53.977.3648.42-32.25-67.09-42.7728.1743.932.8639.21-18.48-32.68-36.2217.6733.939.2138.64-19.96-36.22-35.8918.4923.940.0448.69-22.75-36.83-43.3020.5514.825.9112.95-8.09-24.02-12.017.51恒载作用下的柱子剪力表6-7层次层高CDM上M下VM上M下V53.967.0942.77-28.17-77.36-48.4232.2543.932.6836.22-17.67-32.86-39.2118.4833.936.2235.89-18.49-39.21-38.6419.9623.936.8343.30-20.55-40.04-48.6922.7514.824.0212.01-7.51-25.91-12.958.09 图6-2恒载作用下的剪力图(kN)6.1.5恒载作用下柱子轴力计算柱子轴力按下列公式计算：恒载作用下A轴柱轴力表6-8层次Nb(m)h(m)l(m)V左V右柱重柱顶柱底5141.7730.60.63.9067.7835.1209.6244.74143.2470.60.63.9062.8535.1450.8485.93142.7430.60.63.9062.6835.1691.3726.4 2142.7430.60.63.9062.6935.1931.8966.91142.7430.60.64.8062.5143.21172.21215.4恒载作用下B轴柱轴力表6-9层次Nb(m)h(m)l(m)V左V右柱重柱顶柱底5164.0370.60.63.9-69.7415.0435.1248.8283.94140.6410.60.63.9-62.8910.4335.1497.95333141.9590.60.63.9-63.0610.4335.1748.4783.52141.9590.60.63.9-63.0510.4335.1998.910341141.9590.60.64.8-63.2310.4343.21249.61292.8恒载作用下C轴柱轴力表6-10层次Nb(m)h(m)l(m)V左V右柱重柱顶柱底5164.0370.60.63.9-15.0469.7435.1248.8283.94141.2660.60.63.9-10.4362.8935.1498.5533.63140.6880.60.63.9-10.4363.0635.1747.8782.92140.6880.60.63.9-10.4363.0535.1997.11032.21140.6880.60.64.8-10.4363.2343.21246.51289.7恒载作用下D轴柱轴力表6-11层次Nb(m)h(m)l(m)V左V右柱重柱顶柱底5141.7730.60.63.9-67.78035.1209.6244.7 4143.2470.60.63.9-62.85035.1450.8485.93142.7430.60.63.9-62.68035.1691.3726.42142.7430.60.63.9-62.69035.1931.8966.91142.7430.60.64.8-62.51043.21172.21215.4图6-3恒载作用下的轴力图(kN)6.2活载作用下的内力计算6.2.1弯矩分配系数计算活载弯矩分配系数计算同恒载分配系数计算，计算结果见弯矩分配过程。 6.2.2活载作用下固端弯矩计算根据6.1.2公式，计算所得梁固端弯矩如下表所示：活载作用下固端弯矩计算结果表6-12层次AB左AB右BC左BC右CD左CD右5-6.476.47-0.360.36-6.476.474-25.8625.86-1.81.8-29.0929.093-25.8625.86-1.81.8-29.0929.092-25.8625.86-1.81.8-29.0929.091-25.8625.86-1.81.8-29.0929.096.2.3活载作用弯矩二次分配过程弯矩分配过程如下。 图6-4活载作用下的弯矩图(kN·m)6.2.4活载作用下梁柱剪力的计算梁左右端剪力按下列公式计算：柱子剪力按下列公式计算(柱子剪力见剪力图)恒载作用下AB框架梁剪力表6-13 层数l(m)RARBMlMrV左V右57.24.584.58-6.616.614.58-4.5847.218.3218.32-24.0324.6918.23-18.4137.218.3218.32-24.5925.0918.25-18.3927.218.3218.32-24.6825.1418.26-18.3817.218.3218.32-23.3924.3018.19-18.45恒载作用下BC框架梁剪力表6-14层数l(m)RARBMlMrV左V右52.40.990.99-0.470.351.04-0.9442.44.954.95-3.053.664.69-5.2132.44.954.95-2.683.224.73-5.1722.44.954.95-2.643.174.73-5.1712.44.954.95-3.434.094.68-5.22恒载作用下CD框架梁剪力表6-15层数l(m)RARBMlMrV左V右57.24.584.58-6.756.824.57-4.5947.220.620.6-27.7827.0020.71-20.4937.220.620.6-28.2827.6820.68-20.5227.220.620.6-28.3327.7720.68-20.5217.220.620.6-27.3926.3320.75-20.45活载作用下的柱子剪力表6-16 层次层高ABM上M下VM上M下V53.96.6110.49-4.39-6.14-9.544.0243.913.5412.30-6.62-12.12-11.215.9833.912.3012.12-6.26-11.21-11.115.7223.912.5615.27-7.14-11.40-13.406.3614.88.124.06-2.54-7.46-3.732.33活载作用下的柱子剪力表6-17层次层高CDM上M下VM上M下V53.96.4010.50-4.34-6.82-11.654.7343.913.6412.54-6.71-15.35-13.847.4933.912.5412.43-6.4-13.84-13.647.0523.912.7514.99-7.11-14.13-17.198.0314.88.304.15-2.59-9.14-4.572.86 图6-5活载作用下的剪力图(kN)6.2.5活载作用柱子轴力计算柱子轴力按下列公式计算恒载作用下A轴柱轴力表6-18层次NV左V右柱顶柱底57.304.5811.911.9429.206018.2359.359.3329.206018.25106.8106.8229.206018.26154.3154.3 129.206018.19201.7201.7恒载作用下B轴柱轴力表6-19层次NV左V右柱顶柱底510.54-4.581.0416.216.2445.406-18.414.6984.784.7345.406-18.394.73153.2153.2245.406-18.384.73221.7221.7145.406-18.454.68290.2290.2恒载作用下C轴柱轴力表6-20层次NV左V右柱顶柱底510.54-0.944.5716.116.1447.695-5.2120.7189.789.7347.695-5.1720.68163.2163.2247.695-5.1720.68236.7236.7147.695-5.2220.75310.4310.4恒载作用下D轴柱轴力表6-21层次NV左V右柱顶柱底57.3-4.59011.911.9432.856-20.49065.265.2332.856-20.520118.6118.6232.856-20.520172172132.856-20.450225.3225.3 图6-6活载作用下的轴力图(kN)6.3风荷载作用下的内力计算6.3.1风荷载作用下柱子剪力计算水平风荷载计算使用D值法(修正反弯点法)，先计算各层柱修正后的抗侧刚度D(前面风荷载标准值计算已经计算)，将该层层间剪力分配到每层的每根柱子，柱子剪力分配公式为：风荷载作用下的柱子剪力表6-22层次柱轴号D(kN/m)∑D(kN/m)F(kN)V(kN)5A12060.0863315.4212.12.3 B19597.6363315.4212.13.75C19597.6363315.4212.13.75D12060.0863315.4212.12.34A12060.0863315.4229.4325.61B19597.6363315.4229.4329.11C19597.6363315.4229.4329.11D12060.0863315.4229.4325.613A12060.0863315.4245.3338.63B19597.6363315.4245.33314.03C19597.6363315.4245.33314.03D12060.0863315.4245.3338.632A12060.0863315.4260.39111.5B19597.6363315.4260.39118.69C19597.6363315.4260.39118.69D12060.0863315.4260.39111.51A14519.5364757.8276.31817.11B17859.3864757.8276.31821.05C17859.3864757.8276.31821.05D14519.5364757.8276.31817.116.3.2风荷载作用下柱子弯矩计算柱的反弯点高度比计算式：，其中为标准反弯点高度，为因上下层梁刚度比变化的修正值，为因上层层高变化的修正值，为因下层层高变化的修正值，此处风荷载作用下的标准反弯点高度按均布水平力考虑，各参数的取值可查表获取。风荷载作用A柱弯矩计算表6-23 层次层高(m)y1-yV(kN)M下(kN·m)M上(kN·m)53.90.2260.7742.3-2.03-6.9443.90.3260.6745.61-7.13-14.7533.90.40.68.63-13.46-20.1923.90.4920.50811.5-22.07-22.7814.80.7220.27817.11-59.3-22.83风荷载作用B柱弯矩计算表6-24层次层高(m)y1-yV(kN)M下(kN·m)M上(kN·m)53.90.3270.6733.75-4.78-9.8443.90.40.69.11-14.21-21.3233.90.450.5514.03-24.62-30.0923.90.4960.50418.69-36.15-36.7414.80.6450.35521.05-65.17-35.87风荷载作用C柱弯矩计算表6-25层次层高(m)y1-yV(kN)M下(kN·m)M上(kN·m)53.90.3270.6733.75-4.78-9.8443.90.40.69.11-14.21-21.3233.90.450.5514.03-24.62-30.0923.90.4960.50418.69-36.15-36.7414.80.6450.35521.05-65.17-35.87风荷载作用D柱弯矩计算表6-26层次层高(m)y1-yV(kN)M下(kN·m)M上(kN·m) 53.90.2260.7742.3-2.03-6.9443.90.3260.6745.61-7.13-14.7533.90.40.68.63-13.46-20.1923.90.4920.50811.5-22.07-22.7814.80.7220.27817.11-59.3-22.836.3.3风荷载作用下梁端弯矩计算梁端弯矩计算公式：梁左弯矩:梁右弯矩:风荷载作用梁端弯矩计算(kN·m)表6-27层次AB左AB右BC左BC右CD左CD右56.945.214.634.635.216.94416.7813.8212.2812.2813.8216.78327.3223.4520.8520.8523.4527.32236.2432.4928.8728.8732.4936.24144.938.1333.8933.8938.1344.9 图6-7风荷载作用下的弯矩图(kN·m)6.3.4风荷载作用下梁剪力及柱轴力计算风荷载作用梁剪力及柱轴力(kN)表6-28层次AB梁BC梁CD梁A柱B柱C柱D柱5-1.69-3.86-1.69-1.69-2.172.171.694-4.25-10.23-4.25-5.94-8.158.155.943-7.05-17.38-7.05-12.99-18.4818.4812.992-9.55-24.06-9.55-22.54-32.9932.9922.541-11.53-28.24-11.53-34.07-49.749.734.07 图6-8风荷载作用下的剪力图(kN) 图6-9风荷载作用下的轴力图(kN)7．内力组合1．无地震作用效应组合（一般荷载组合）对于一般的框架结构，基本组合可采用简化规则，取下列组合值中的最不利值确定：组合1：1.2恒荷载+1.4活荷载组合2：1.35恒荷载+1.4×0.7活荷载组合3：1.2恒荷载+1.4×0.9（活荷载+风荷载）2．本章各内力组合时的单位及方向 (1)柱的内力及梁的剪力仍沿用结构力学的规定（与前几章规定相同）：弯矩顺时针为正，逆时针为负，单位为kN·m。轴力受压为正，受拉为负，单位为kN。剪力顺时针为正，逆时针为负，单位为kN。(2)梁的弯矩方向以下部受拉为正，上部受拉为负（与前几章规定不同）。7.1竖向荷载弯矩调幅在竖向荷载作用下，可考虑框架梁端塑性变形内力重分布对梁端负弯矩乘以调幅系数进行调幅，并应符合下列规定：1．现浇框架梁端负弯矩调幅系数β可取为0.8~0.9：调幅前梁左梁右的弯矩。2．框架梁端负弯矩调幅后，梁跨中弯矩应按平衡条件相应增大（1）（2）M中：调幅前梁跨中弯矩标准值；M0：按简支梁计算的跨中弯矩标准值；Mlo,Mro：连续梁的左右支座截面弯矩调幅前的弯矩标准值；M：弯矩调幅后梁跨中弯矩标准值注：梁的弯矩方向以下部受拉为正，上部受拉为负。3．截面设计时，框架梁跨中截面正弯矩设计值不应小于竖向荷载作用下按简支梁计算的跨中弯矩设计值的50％。7.1.1恒载作用下的梁端弯矩调幅恒载作用下的梁端弯矩调幅表7-1层次梁跨β调幅前弯矩标准值调幅后弯矩标准值简支梁跨中弯矩梁左跨中梁右梁左跨中梁右 5AB0.8-77.3659.99-84.43-61.8976.17-67.54140.89BC0.8-17.44-9.05-17.44-13.95-5.56-13.958.39CD0.8-84.4359.99-77.36-67.5476.17-61.89140.894AB0.8-81.2842.17-81.39-65.0258.44-65.11123.51BC0.8-5.99-0.12-5.99-4.791.08-4.795.87CD0.8-81.3942.17-81.28-65.1158.44-65.02123.513AB0.8-78.4244.4-79.79-62.7460.22-63.83123.51BC0.8-7.41-1.54-7.41-5.93-0.06-5.935.87CD0.8-79.7944.40-78.42-63.8360.22-62.74123.512AB0.8-78.6744.2-79.94-62.9460.06-63.95123.51BC0.8-7.28-1.41-7.28-5.820.05-5.825.87CD0.8-79.9444.2-78.67-63.9560.06-62.94123.511AB0.8-74.647.6-77.21-59.6862.78-61.77123.51BC0.8-9.89-4.02-9.89-7.91-2.04-7.915.87CD0.8-77.2147.6-74.6-61.7762.78-59.68123.517.1.2活载作用下的梁端弯矩调幅活载作用下的梁端弯矩调幅表7-1层次梁跨β调幅前弯矩标准值调幅后弯矩标准值简支梁跨中弯矩梁左跨中梁右梁左跨中梁右5AB0.8-6.613.09-6.61-5.294.41-5.299.7BC0.8-0.470.13-0.35-0.380.21-0.280.54CD0.8-6.752.92-6.82-5.44.28-5.469.714AB0.8-24.0314.43-24.69-19.2219.3-19.7538.79BC0.8-3.05-0.66-3.66-2.440.01-2.932.7CD0.8-27.7816.25-27-22.2221.73-21.643.643AB0.8-24.5913.95-25.09-19.6718.92-20.0738.79 BC0.8-2.68-0.25-3.22-2.140.34-2.582.7CD0.8-28.2815.66-27.68-22.6221.26-22.1443.642AB0.8-24.6813.88-25.14-19.7418.86-20.1138.79BC0.8-2.64-0.21-3.17-2.110.37-2.542.7CD0.8-28.3315.59-27.77-22.6621.2-22.2243.641AB0.8-23.3914.95-24.3-18.7119.72-19.4438.8BC0.8-3.43-1.06-4.09-2.74-0.31-3.272.7CD0.8-27.3916.78-26.33-21.9122.15-21.0643.64 7.2框架梁内力组合5层框架梁内力组合表7-3梁跨截面内力恒载活载左风右风组合1组合2组合3设计值左风右风AB梁左M-61.89-5.296.94-6.94-81.67-88.74-72.19-89.68-89.68V67.784.58-1.691.6987.7595.9984.9889.2495.99跨中M76.174.410.865-0.86597.58107.1598.0595.87107.15V-0.980-1.691.69-1.18-1.32-3.310.95-3.31梁右M-67.54-5.29-5.215.21-88.45-96.36-94.28-81.15-96.36V-69.74-4.58-1.691.69-90.1-98.64-91.59-87.33-98.64BC梁左M-13.95-0.384.63-4.63-17.27-19.2-11.39-23.05-23.05V15.041.04-3.863.8619.521.3214.4924.2224.22跨中M-5.560.2100-6.38-7.3-6.41-6.41-7.30V00.05-3.863.860.070.05-4.84.934.93梁右M-13.95-0.28-4.634.63-17.13-19.11-22.93-11.26-22.93V-15.04-0.94-3.863.86-19.36-21.23-24.1-14.37-24.10CD梁左M-67.54-5.45.21-5.21-88.61-96.47-81.29-94.42-96.47V69.744.57-1.691.6990.0998.6387.3291.5898.63跨中M76.174.28-0.8650.86597.4107.0295.7197.89107.02V0.98-0.01-1.691.691.161.31-0.973.293.29梁右M-61.89-5.46-6.946.94-81.91-88.9-89.89-72.4-89.89V-67.78-4.59-1.691.69-87.76-96-89.25-84.99-96.00 4层框架梁内力组合表7-4梁跨截面内力恒载活载左风右风组合1组合2组合3设计值左风右风AB梁左M-65.02-19.2216.78-16.78-104.93-106.61-81.1-123.38-123.38V62.8518.23-4.254.25100.94102.7193.03103.74103.74跨中M58.4419.31.48-1.4897.1597.8196.3192.5897.81V-0.02-0.09-4.254.25-0.15-0.12-5.495.22-5.49梁右M-65.11-19.75-13.8213.82-105.78-107.25-120.43-85.6-120.43V-62.89-18.41-4.254.25-101.24-102.94-104.02-93.31-104.02BC梁左M-4.79-2.4412.28-12.28-9.16-8.866.65-24.3-24.30V10.434.69-10.2310.2319.0818.685.5431.3231.32跨中M1.080.01001.311.471.311.311.47V0-0.26-10.2310.23-0.36-0.25-13.2212.56-13.22梁右M-4.79-2.93-12.2812.28-9.85-9.34-24.916.03-24.91V-10.43-5.21-10.2310.23-19.81-19.19-31.97-6.19-31.97CD梁左M-65.11-22.2213.82-13.82-109.24-109.67-88.72-123.54-123.54V62.8920.71-4.254.25104.46105.296.21106.92106.92跨中M58.4421.73-1.481.48100.55100.1995.6499.37100.55V0.020.11-4.254.250.180.13-5.195.525.52梁右M-65.02-21.6-16.7816.78-108.26-108.95-126.38-84.1-126.38V-62.85-20.49-4.254.25-104.11-104.93-106.59-95.88-106.59 3层框架梁内力组合表7-5梁跨截面内力恒载活载左风右风组合1组合2组合3设计值左风右风AB梁左M-62.74-19.6727.32-27.32-102.83-103.98-65.65-134.5-134.50V62.6818.25-7.057.05100.77102.589.33107.09107.09跨中M60.2218.921.935-1.93598.7599.8498.5493.6799.84V-0.19-0.07-7.057.05-0.33-0.33-9.28.57-9.20梁右M-63.83-20.07-23.4523.45-104.69-105.84-131.43-72.34-131.43V-63.06-18.39-7.057.05-101.42-103.15-107.73-89.96-107.73BC梁左M-5.93-2.1420.85-20.85-10.11-10.116.46-36.08-36.08V10.434.73-17.3817.3819.1418.72-3.4240.3740.37跨中M-0.060.34000.40.250.360.360.40V0-0.22-17.3817.38-0.31-0.22-22.1821.62-22.18梁右M-5.93-2.58-20.8520.85-10.73-10.53-36.6415.9-36.64V-10.43-5.17-17.3817.38-19.75-19.15-40.932.87-40.93CD梁左M-63.83-22.6223.45-23.45-108.26-108.34-75.55-134.64-134.64V63.0620.68-7.057.05104.62105.492.85110.61110.61跨中M60.2221.26-1.9351.935102.03102.1396.61101.49102.13V0.190.08-7.057.050.340.33-8.559.219.21梁右M-62.74-22.14-27.3227.32-106.28-106.4-137.61-68.76-137.61V-62.68-20.52-7.057.05-103.94-104.73-109.95-92.19-109.95 2层框架梁内力组合表7-6梁跨截面内力恒载活载左风右风组合1组合2组合3设计值左风右风AB梁左M-62.94-19.7436.24-36.24-103.16-104.31-54.74-146.06-146.06V62.6918.26-9.559.55100.79102.5386.2110.27110.27跨中M60.0618.861.875-1.87598.4899.5698.293.4799.56V-0.18-0.06-9.559.55-0.3-0.3-12.3211.74-12.32梁右M-63.95-20.11-32.4932.49-104.89-106.04-143.02-61.14-143.02V-63.05-18.38-9.559.55-101.39-103.13-110.85-86.79-110.85BC梁左M-5.82-2.1128.87-28.87-9.94-9.9226.73-46.02-46.02V10.434.73-24.0624.0619.1418.72-11.8448.7948.79跨中M0.050.37000.580.430.530.530.58V0-0.22-24.0624.06-0.31-0.22-30.5930.04-30.59梁右M-5.82-2.54-28.8728.87-10.54-10.35-46.5626.19-46.56V-10.43-5.17-24.0624.06-19.75-19.15-49.3511.29-49.35CD梁左M-63.95-22.6632.49-32.49-108.46-108.54-64.35-146.23-146.23V63.0520.68-9.559.55104.61105.3889.68113.75113.75跨中M60.0621.2-1.8751.875101.75101.8696.42101.15101.86V0.180.08-9.559.550.330.32-11.7212.3512.35梁右M-62.94-22.22-36.2436.24-106.64-106.74-149.19-57.86-149.19V-62.69-20.52-9.559.55-103.96-104.74-113.12-89.05-113.12 1层框架梁内力组合表7-7梁跨截面内力恒载活载左风右风组合1组合2组合3设计值左风右风AB梁左M-59.68-18.7144.9-44.9-97.81-98.9-38.62-151.76-151.76V62.5118.19-11.5311.53100.48102.2183.4112.46112.46跨中M62.7819.723.385-3.385102.94104.08104.4595.92104.45V-0.36-0.13-11.5311.53-0.61-0.61-15.1213.93-15.12梁右M-61.77-19.44-38.1338.13-101.34-102.44-146.66-50.57-146.66V-63.23-18.45-11.5311.53-101.71-103.44-113.65-84.6-113.65BC梁左M-7.91-2.7433.89-33.89-13.33-13.3629.76-55.65-55.65V10.434.68-28.2428.2419.0718.67-17.175454.00跨中M-2.04-0.3100-2.88-3.06-2.84-2.84-3.06V0-0.27-28.2428.24-0.38-0.26-35.9235.24-35.92梁右M-7.91-3.27-33.8933.89-14.07-13.88-56.3129.09-56.31V-10.43-5.22-28.2428.24-19.82-19.2-54.6816.49-54.68CD梁左M-61.77-21.9138.13-38.13-104.8-104.86-53.69-149.77-149.77V63.2320.75-11.5311.53104.93105.787.49116.55116.55跨中M62.7822.15-3.3853.385106.35106.4698.98107.51107.51V0.360.15-11.5311.530.640.63-13.9115.1515.15梁右M-59.68-21.06-44.944.9-101.1-101.21-154.73-41.58-154.73V-62.51-20.45-11.5311.53-103.64-104.43-115.31-86.25-115.31 7.3框架柱内力组合A轴柱内力组合表7-8层次截面内力恒载活载左风右风组合1组合2组合3|M|max及相应的NNmin及相应的MNmax及相应的M左风右风5柱顶M77.366.61-6.946.94102.09110.9192.42109.91110.9192.42110.91N209.611.90-1.691.69268.18294.62264.38268.64294.62264.38294.62V-32.25-4.392.3-2.3-44.85-47.84-41.33-47.13-47.84-41.33-47.84柱底M48.4210.49-2.032.0372.7975.6568.7673.8875.6568.7675.65N244.711.9-1.691.69310.3342.01306.5310.76342.01306.50342.01V-32.25-4.392.3-2.3-44.85-47.84-41.33-47.13-47.84-41.33-47.844柱顶M32.8613.54-14.7514.7558.3957.6337.9175.0875.0837.9157.63N450.859.30-5.945.94623.98666.69608.19623.16623.16608.19666.69V-18.48-6.625.61-5.61-31.44-31.44-23.45-37.59-37.59-23.45-31.44柱底M39.2112.30-7.137.1364.2764.9953.5771.5371.5353.5764.99N485.959.3-5.945.94666.1714.08650.31665.28665.28650.31714.08V-18.48-6.625.61-5.61-31.44-31.44-23.45-37.59-37.59-23.45-31.443柱顶M39.2112.3-20.1920.1964.2764.9937.1187.9987.9937.1164.99N691.3106.8-12.9912.99979.081037.92947.76980.5980.50947.761037.92V-19.96-6.268.63-8.63-32.72-33.08-20.97-42.71-42.71-20.97-33.08柱底M38.6412.12-13.4613.4663.3464.0444.6878.678.6044.6864.04N726.4106.8-12.9912.991021.21085.3989.881022.621022.62989.881085.30 V-19.96-6.268.63-8.63-32.72-33.08-20.97-42.71-42.71-20.97-33.082柱顶M40.0412.56-22.7822.7865.6366.3635.1792.5892.5835.1766.36N931.8154.3-22.5422.541334.181409.141284.181340.981340.981284.181409.14V-22.75-7.1411.5-11.5-37.3-37.71-21.81-50.79-50.79-21.81-37.71柱底M48.6915.27-22.0722.0779.8180.749.86105.48105.4849.8680.70N966.9154.3-22.5422.541376.31456.531326.31383.11383.101326.301456.53V-22.75-7.1411.5-11.5-37.3-37.71-21.81-50.79-50.79-21.81-37.711柱顶M25.918.12-22.8322.8342.4642.9412.5670.0970.0912.5642.94N1172.2201.7-34.0734.071689.021780.141617.851703.711703.711617.851780.14V-8.09-2.5417.11-17.11-13.26-13.418.65-34.47-34.478.65-13.41柱底M12.954.06-59.359.321.2221.46-54.0695.3795.37-54.0621.46N1215.4201.7-34.0734.071740.861838.461669.691755.551755.551669.691838.46V-8.09-2.5417.11-17.11-13.26-13.418.65-34.47-34.478.65-13.41B轴柱内力组合表7-9层次截面内力恒载活载左风右风组合1组合2组合3|M|max及相应的NNmin及相应的MNmax及相应的M左风右风5柱顶M-67.09-6.14-9.849.84-89.1-96.59-100.64-75.85-100.64-100.64-96.59N248.816.1-2.172.17321.1351.66316.11321.58316.11316.11351.66V28.174.023.75-3.7539.4341.9743.5934.1443.5943.5941.97柱底M-42.77-9.54-4.784.78-64.68-67.09-69.37-57.32-69.37-69.37-67.09N283.916.1-2.172.17363.22399.04358.23363.7358.23358.23399.04V28.174.023.75-3.7539.4341.9743.5934.1443.5943.5941.97 4柱顶M-32.68-12.12-21.3221.32-56.18-56-81.35-27.62-81.35-81.35-56.00N497.984.7-8.158.15716.06755.17693.93714.47693.93693.93755.17V17.675.989.11-9.1129.5829.7140.2217.2640.2240.2229.71柱底M-36.22-11.21-14.2114.21-59.16-59.88-75.49-39.68-75.49-75.49-59.88N53384.7-8.158.15758.18802.56736.05756.59736.05736.05802.56V17.675.989.11-9.1129.5829.7140.2217.2640.2240.2229.713柱顶M-36.22-11.21-30.0930.09-59.16-59.88-95.5-19.68-95.50-95.50-59.88N748.4153.2-18.4818.481112.561160.481067.831114.41067.831067.831160.48V18.495.7214.03-14.0330.230.5747.0711.7247.0747.0730.57柱底M-35.89-11.11-24.6224.62-58.62-59.34-88.09-26.05-88.09-88.09-59.34N783.5153.2-18.4818.481154.681207.861109.951156.521109.951109.951207.86V18.495.7214.03-14.0330.230.5747.0711.7247.0747.0730.572柱顶M-36.83-11.4-36.7436.74-60.16-60.89-104.85-12.27-104.85-104.85-60.89N998.9221.7-32.9932.991509.061565.781436.451519.591436.451436.451565.78V20.556.3618.69-18.6933.5633.9856.229.1256.2256.2233.98柱底M-43.3-13.4-36.1536.15-70.72-71.59-114.39-23.3-114.39-114.39-71.59N1034221.7-32.9932.991551.181613.171478.571561.711478.571478.571613.17V20.556.3618.69-18.6933.5633.9856.229.1256.2256.2233.981柱顶M-24.02-7.46-35.8735.87-39.27-39.74-83.426.97-83.42-83.42-39.74N1249.6290.2-49.749.71905.81971.361802.551927.791802.551802.551971.36V7.512.3321.05-21.0512.2712.4238.47-14.5838.4738.4712.42柱底M-12.01-3.73-65.1765.17-19.63-19.87-101.2363-101.23-101.23-19.87N1292.8290.2-49.749.71957.642029.681854.391979.631854.391854.392029.68V7.512.3321.05-21.0512.2712.4238.47-14.5838.4738.4712.42 C轴柱内力组合表7-10层次截面内力恒载活载左风右风组合1组合2组合3|M|max及相应的NNmin及相应的MNmax及相应的M左风右风5柱顶M67.096.40-9.849.8489.4796.8476.17100.97100.97100.9796.84N248.816.12.17-2.17321.1351.66321.58316.11316.11316.11351.66V-28.17-4.343.75-3.75-39.88-42.28-34.55-44-44.00-44.00-42.28柱底M42.7710.50-4.784.7866.0268.0358.5370.5870.5870.5868.03N283.916.12.17-2.17363.22399.04363.7358.23358.23358.23399.04V-28.17-4.343.75-3.75-39.88-42.28-34.55-44-44.00-44.00-42.284柱顶M32.6813.64-21.3221.3258.3157.4929.5483.2783.2783.2757.49N498.589.78.15-8.15723.78760.88721.49700.95700.95700.95760.88V-17.67-6.719.11-9.11-30.6-30.43-18.18-41.14-41.14-41.14-30.43柱底M36.2212.54-14.2114.2161.0261.1941.3677.1777.1777.1761.19N533.689.78.15-8.15765.9808.27763.61743.07743.07743.07808.27V-17.67-6.719.11-9.11-30.6-30.43-18.18-41.14-41.14-41.14-30.433柱顶M36.2212.54-30.0930.0961.0261.1921.3597.1897.1897.1861.19N747.8163.218.48-18.481125.841169.471126.281079.711079.711079.711169.47V-18.49-6.414.03-14.03-31.15-31.23-12.57-47.93-47.93-47.93-31.23柱底M35.8912.43-24.6224.6260.4760.6327.7189.7589.7589.7560.63N782.9163.218.48-18.481167.961216.851168.41121.831121.831121.831216.85V-18.49-6.414.03-14.03-31.15-31.23-12.57-47.93-47.93-47.93-31.232柱顶M36.8312.75-36.7436.7462.0562.2213.97106.55106.55106.5562.22N997.1236.732.99-32.991527.91578.051536.331453.191453.191453.191578.05V-20.55-7.1118.69-18.69-34.61-34.71-10.07-57.17-57.17-57.17-34.71 柱底M43.314.99-36.1536.1572.9573.1525.3116.4116.40116.4073.15N1032.2236.732.99-32.991570.021625.441578.451495.311495.311495.311625.44V-20.55-7.1118.69-18.69-34.61-34.71-10.07-57.17-57.17-57.17-34.711柱顶M24.028.3-35.8735.8740.4440.56-5.9184.4884.4884.4840.56N1246.5310.449.7-49.71930.361986.971949.531824.281824.281824.281986.97V-7.51-2.5921.05-21.05-12.64-12.6814.25-38.8-38.80-38.80-12.68柱底M12.014.15-65.1765.1720.2220.28-62.47101.76101.76101.7620.28N1289.7310.449.7-49.71982.22045.292001.371876.121876.121876.122045.29V-7.51-2.5921.05-21.05-12.64-12.6814.25-38.8-38.80-38.80-12.68D轴柱内力组合表7-11层次截面内力恒载活载左风右风组合1组合2组合3|M|max及相应的NNmin及相应的MNmax及相应的M左风右风5柱顶M-77.36-6.82-6.946.94-102.38-111.12-110.17-92.68-111.12-92.68-111.12N209.611.91.69-1.69268.18294.62268.64264.38294.62264.38294.62V32.254.732.3-2.345.3248.1747.5641.7648.1741.7648.17柱底M-48.42-11.65-2.032.03-74.41-76.78-75.34-70.23-76.78-70.23-76.78N244.711.91.69-1.69310.3342.01310.76306.5342.01306.50342.01V32.254.732.3-2.345.3248.1747.5641.7648.1741.7648.174柱顶M-32.86-15.35-14.7514.75-60.92-59.4-77.36-40.19-77.36-40.19-59.40N450.865.25.94-5.94632.24672.48630.6615.63630.60615.63672.48V18.487.495.61-5.6132.6632.2938.6824.5438.6824.5432.29柱底M-39.21-13.84-7.137.13-66.43-66.5-73.47-55.51-73.47-55.51-66.50N485.965.25.94-5.94674.36719.86672.72657.75672.72657.75719.86 V18.487.495.61-5.6132.6632.2938.6824.5438.6824.5432.293柱顶M-39.21-13.84-20.1920.19-66.43-66.5-89.93-39.05-89.93-39.05-66.50N691.3118.612.99-12.99995.61049.48995.36962.63995.36962.631049.48V19.967.058.63-8.6333.8233.8643.7121.9643.7121.9633.86柱底M-38.64-13.64-13.4613.46-65.46-65.53-80.51-46.59-80.51-46.59-65.53N726.4118.612.99-12.991037.721096.871037.481004.751037.481004.751096.87V19.967.058.63-8.6333.8233.8643.7121.9643.7121.9633.862柱顶M-40.04-14.13-22.7822.78-67.83-67.9-94.55-37.15-94.55-37.15-67.90N931.817222.54-22.541358.961426.491363.281306.481363.281306.481426.49V22.758.0311.5-11.538.5438.5851.9122.9351.9122.9338.58柱底M-48.69-17.19-22.0722.07-82.49-82.58-107.9-52.28-107.90-52.28-82.58N966.917222.54-22.541401.081473.881405.41348.61405.401348.601473.88V22.758.0311.5-11.538.5438.5851.9122.9351.9122.9338.581柱顶M-25.91-9.14-22.8322.83-43.89-43.94-71.37-13.84-71.37-13.84-43.94N1172.2225.334.07-34.071722.061803.261733.451647.591733.451647.591803.26V8.092.8617.11-17.1113.7113.7234.87-8.2534.87-8.2513.72柱底M-12.95-4.57-59.359.3-21.94-21.96-96.0253.42-96.0253.42-21.96N1215.4225.334.07-34.071773.91861.581785.291699.431785.291699.431861.58V8.092.8617.11-17.1113.7113.7234.87-8.2534.87-8.2513.72 8．截面设计8.1框架梁截面设计1．设计参数（取1层AB跨梁截面进行计算，其他截面见梁配筋表。）梁混凝土：C30（14.3N/mm2，1.43N/mm2）；纵筋：HRB400（360N/mm2）；箍筋：HPB300（270N/mm2）；纵筋保护层厚度：环境内别为一类，as=a′s=40mm(保护层+20mm)框架抗震等级：四级抗震2．AB跨梁跨中正截面设计设计参数：104.45kN·m；7200mm；250mm；600mm；110mm；3050mm。跨中截面按T形单筋截面设计，根据《混凝土结构设计规范》表5.2.4知，T形截面的翼缘计算宽度按下式确定：其中为梁计算跨度，为梁截面宽度，为板净跨，为板厚。当≧0.1时，不考虑。得：2400mm600-40=560mm1.0×14.3×2400×110×(560-110/2)=1906.476kN•m>104.45kN•m属于第一类T形截面。=104.45×1000000/(1.0×14.3×2400×560×560)=0.010.01<0.5180.01×1.0×14.3×2400×560/360=533.9mm2 由于框架抗震等级为四级抗震，根据《混凝土结构设计规范》8.5.1max(0.2，45)%0.2%×250×560=280mm2跨中截面实配钢筋3C18，763.5mm2，配筋率ρ=763.5/250/560=0.55%<2.5%。3．AB梁左支座正截面设计支座截面按矩形截面设计。设计参数：-151.76kN·m；7200mm；250mm；600mm。600-40=560mm=151.76×1000000/(1.0×14.3×250×560×560)=0.1350.146<0.5180.146×1.0×14.3×250×560/360=811.9mm2由于框架抗震等级为四级抗震，根据《混凝土结构设计规范》8.5.1min(0.25，55)%0.25%×250×560=350mm2支座截面实配钢筋4C18，1018mm2配筋率ρ=1018/250/560=0.73%<2.5%。4．AB梁右支座正截面设计支座截面按矩形截面设计。设计参数：-146.66kN·m；7200mm；250mm；600mm。600-40=560mm=146.66×1000000/(1.0×14.3×250×560×560)=0.1310.141<0.5180.141×1.0×14.3×250×560/360=784.1mm2由于框架抗震等级为四级抗震，根据《混凝土结构设计规范》8.5.1 min(0.25，55)%0.25%×250×560=350mm2支座截面实配钢筋4C18，1018mm2配筋率ρ=1018/250/560=0.73%<2.5%。5．梁斜截面设计设计参数：梁左112.46kN；跨中-15.12kN；梁右-113.65kN；7200mm；250mm；600mm。600-40=560mm根据《高层建筑混凝土结构技术规程》6.6.2验算受剪截面：AB跨梁梁左截面受剪验算0.25βcfcbh0=0.25×1.0×14.3×250×560=500.5kN>112.46kNAB跨梁跨中截面受剪验算0.25βcfcbh0=0.25×1.0×14.3×250×560=500.5kN>15.12kNAB跨梁梁右截面受剪验算0.25βcfcbh0=0.25×1.0×14.3×250×560=500.5kN>113.65kN根据《建筑抗震设计规范》6.2.9，AB跨梁选配箍筋为A6@100/200(2)，梁两端加密区长度900mm。=0.7×1.43×250×560+270×56.6/100×560=225.72kN>112.46kN=0.7×1.43×250×560+270×56.6/200×560=182.93kN>15.12kN=0.7×1.43×250×560+270×56.6/100×560=225.72kN>113.65kN满足要求。梁左加密区配箍率：2×28.3/250/100=0.226% 跨中非加密区配箍率：2×28.3/250/200=0.113%梁右加密区配箍率：2×28.3/250/100=0.226%(0.226%×900+0.113%×5400+0.226%×900)/7200=0.141%0.260.26×1.43/270=0.138%，满足要求。 5层框架梁正截面设计表8-1梁跨截面bh0h′fb′ffcfyM截面类型αsξξbAsAs(min)实配钢筋实配面积配筋率ρ%AB梁左250560110240014.3360-89.68矩形截面0.080.0830.518461.63502C185090.36跨中250560110240014.3360107.15第一类T形0.010.010.518533.92803C18763.50.55梁右250560110240014.3360-96.36矩形截面0.0860.090.518500.53502C185090.36BC梁左25036011080014.3360-23.05矩形截面0.050.0510.518182.32252C185090.57跨中25036011080014.3360-7.3第一类T形0.0050.0050.51857.21802C185090.57梁右25036011080014.3360-22.93矩形截面0.0490.050.518178.82252C185090.57CD梁左250560110240014.3360-96.47矩形截面0.0860.090.518500.53502C185090.36跨中250560110240014.3360107.02第一类T形0.010.010.518533.92803C18763.50.55梁右250560110240014.3360-89.89矩形截面0.080.0830.518461.63502C185090.364层框架梁正截面设计表8-2梁跨截面bh0h′fb′ffcfyM截面类型αsξξbAsAs(min)实配钢筋实配面积配筋率ρ%AB梁左250560110240014.3360-123.38矩形截面0.110.1170.518650.73503C18763.50.55跨中250560110240014.336097.81第一类T形0.0090.0090.518480.52802C185090.36梁右250560110240014.3360-120.43矩形截面0.1070.1130.518628.43503C18763.50.55BC梁左25036011080014.3360-24.3矩形截面0.0520.0530.518189.52252C185090.57跨中25036011080014.33601.47第一类T形0.0010.0010.51811.41802C185090.57梁右25036011080014.3360-24.91矩形截面0.0540.0560.518200.22252C185090.57CD梁左250560110240014.3360-123.54矩形截面0.110.1170.518650.73503C18763.50.55跨中250560110240014.3360100.55第一类T形0.0090.0090.518480.52802C185090.36梁右250560110240014.3360-126.38矩形截面0.1130.120.518667.33503C18763.50.55 3层框架梁正截面设计表8-3梁跨截面bh0h′fb′ffcfyM截面类型αsξξbAsAs(min)实配钢筋实配面积配筋率ρ%AB梁左250560110240014.3360-134.5矩形截面0.120.1280.518711.83503C18763.50.55跨中250560110240014.336099.84第一类T形0.0090.0090.518480.52802C185090.36梁右250560110240014.3360-131.43矩形截面0.1170.1250.518695.13503C18763.50.55BC梁左25036011080014.3360-36.08矩形截面0.0780.0810.518289.62252C185090.57跨中25036011080014.33600.4第一类T形000.51801802C185090.57梁右25036011080014.3360-36.64矩形截面0.0790.0820.518293.22252C185090.57CD梁左250560110240014.3360-134.64矩形截面0.120.1280.518711.83503C18763.50.55跨中250560110240014.3360102.13第一类T形0.0090.0090.518480.52802C185090.36梁右250560110240014.3360-137.61矩形截面0.1230.1320.518734.13503C18763.50.552层框架梁正截面设计表8-4梁跨截面bh0h′fb′ffcfyM截面类型αsξξbAsAs(min)实配钢筋实配面积配筋率ρ%AB梁左250560110240014.3360-146.06矩形截面0.130.140.518778.63504C1810180.73跨中250560110240014.336099.56第一类T形0.0090.0090.518480.52802C185090.36梁右250560110240014.3360-143.02矩形截面0.1280.1370.518761.93503C18763.50.55BC梁左25036011080014.3360-46.02矩形截面0.0990.1040.518371.82252C185090.57跨中25036011080014.33600.58第一类T形000.51801802C185090.57梁右25036011080014.3360-46.56矩形截面0.10.1060.5183792252C185090.57CD梁左250560110240014.3360-146.23矩形截面0.130.140.518778.63504C1810180.73跨中250560110240014.3360101.86第一类T形0.0090.0090.518480.52802C185090.36梁右250560110240014.3360-149.19矩形截面0.1330.1430.518795.23504C1810180.73 1层框架梁正截面设计表8-5梁跨截面bh0h′fb′ffcfyM截面类型αsξξbAsAs(min)实配钢筋实配面积配筋率ρ%AB梁左250560110240014.3360-151.76矩形截面0.1350.1460.518811.93504C1810180.73跨中250560110240014.3360104.45第一类T形0.010.010.518533.92803C18763.50.55梁右250560110240014.3360-146.66矩形截面0.1310.1410.518784.13504C1810180.73BC梁左25036011080014.3360-55.65矩形截面0.120.1280.518457.62252C185090.57跨中25036011080014.3360-3.06第一类T形0.0020.0020.51822.91802C185090.57梁右25036011080014.3360-56.31矩形截面0.1220.1310.518468.32252C185090.57CD梁左250560110240014.3360-149.77矩形截面0.1340.1440.518800.83504C1810180.73跨中250560110240014.3360107.51第一类T形0.010.010.518533.92803C18763.50.55梁右250560110240014.3360-154.73矩形截面0.1380.1490.518828.63504C1810180.735层框架梁斜截面设计表8-6梁跨l截面bhh0VfcftfyvVc(KN)选配箍筋配箍范围Vcs(KN)配箍率%AB7200梁左25060056095.9914.31.43270500.5A6@100(2)900225.720.142>0.26×1.43/270=0.138跨中250600560-3.3114.31.43270500.5A6@200(2)5400182.93梁右250600560-98.6414.31.43270500.5A6@100(2)900225.72BC2400梁左25040036024.2214.31.43270321.75A6@100(2)600145.110.17>0.26×1.43/270=0.138跨中2504003604.9314.31.43270321.75A6@200(2)1200117.6梁右250400360-24.114.31.43270321.75A6@100(2)600145.11CD7200梁左25060056098.6314.31.43270500.5A6@100(2)900225.720.142>0.26×1.43/270=0.138跨中2506005603.2914.31.43270500.5A6@200(2)5400182.93梁右250600560-9614.31.43270500.5A6@100(2)900225.72 4层框架梁斜截面设计表8-7梁跨l截面bhh0VfcftfyvVc(KN)选配箍筋配箍范围Vcs(KN)配箍率%AB7200梁左250600560103.7414.31.43270500.5A6@100(2)900225.720.142>0.26×1.43/270=0.138跨中250600560-5.4914.31.43270500.5A6@200(2)5400182.93梁右250600560-104.0214.31.43270500.5A6@100(2)900225.72BC2400梁左25040036031.3214.31.43270321.75A6@100(2)600145.110.17>0.26×1.43/270=0.138跨中250400360-13.2214.31.43270321.75A6@200(2)1200117.6梁右250400360-31.9714.31.43270321.75A6@100(2)600145.11CD7200梁左250600560106.9214.31.43270500.5A6@100(2)900225.720.142>0.26×1.43/270=0.138跨中2506005605.5214.31.43270500.5A6@200(2)5400182.93梁右250600560-106.5914.31.43270500.5A6@100(2)900225.723层框架梁斜截面设计表8-8梁跨l截面bhh0VfcftfyvVc(KN)选配箍筋配箍范围Vcs(KN)配箍率%AB7200梁左250600560107.0914.31.43270500.5A6@100(2)900225.720.142>0.26×1.43/270=0.138跨中250600560-9.214.31.43270500.5A6@200(2)5400182.93梁右250600560-107.7314.31.43270500.5A6@100(2)900225.72BC2400梁左25040036040.3714.31.43270321.75A6@100(2)600145.110.17>0.26×1.43/270=0.138跨中250400360-22.1814.31.43270321.75A6@200(2)1200117.6梁右250400360-40.9314.31.43270321.75A6@100(2)600145.11CD7200梁左250600560110.6114.31.43270500.5A6@100(2)900225.720.142>0.26×1.43/270=0.138跨中2506005609.2114.31.43270500.5A6@200(2)5400182.93梁右250600560-109.9514.31.43270500.5A6@100(2)900225.72 2层框架梁斜截面设计表8-9梁跨l截面bhh0VfcftfyvVc(KN)选配箍筋配箍范围Vcs(KN)配箍率%AB7200梁左250600560110.2714.31.43270500.5A6@100(2)900225.720.142>0.26×1.43/270=0.138跨中250600560-12.3214.31.43270500.5A6@200(2)5400182.93梁右250600560-110.8514.31.43270500.5A6@100(2)900225.72BC2400梁左25040036048.7914.31.43270321.75A6@100(2)600145.110.17>0.26×1.43/270=0.138跨中250400360-30.5914.31.43270321.75A6@200(2)1200117.6梁右250400360-49.3514.31.43270321.75A6@100(2)600145.11CD7200梁左250600560113.7514.31.43270500.5A6@100(2)900225.720.142>0.26×1.43/270=0.138跨中25060056012.3514.31.43270500.5A6@200(2)5400182.93梁右250600560-113.1214.31.43270500.5A6@100(2)900225.721层框架梁斜截面设计表8-10梁跨l截面bhh0VfcftfyvVc(KN)选配箍筋配箍范围Vcs(KN)配箍率%AB7200梁左250600560112.4614.31.43270500.5A6@100(2)900225.720.142>0.26×1.43/270=0.138跨中250600560-15.1214.31.43270500.5A6@200(2)5400182.93梁右250600560-113.6514.31.43270500.5A6@100(2)900225.72BC2400梁左2504003605414.31.43270321.75A6@100(2)600145.110.17>0.26×1.43/270=0.138跨中250400360-35.9214.31.43270321.75A6@200(2)1200117.6梁右250400360-54.6814.31.43270321.75A6@100(2)600145.11CD7200梁左250600560116.5514.31.43270500.5A6@100(2)900225.720.142>0.26×1.43/270=0.138跨中25060056015.1514.31.43270500.5A6@200(2)5400182.93梁右250600560-115.3114.31.43270500.5A6@100(2)900225.72 8.2框架柱截面设计1．设计参数（取A轴第1层柱计算，截面尺寸600×600）混凝土：C30（14.3N/mm2，1.43N/mm2）；纵筋：HRB400（360N/mm2）；箍筋：HPB300（270N/mm2）；框架抗震等级：四级抗震纵筋保护层厚度：环境内别为一类，as=a′s=40mm(保护层+20mm)2．柱子柱顶截面纵筋设计取3组不利内力其中一组（|M|max及其相应的N）进行计算。柱顶：70.09kN·m；1703.71kN；-34.47kN；柱底：95.37kN·m；1755.55kN；-34.47kN；根据《混凝土结构设计规范》6.4.2：框架柱考虑轴向压力在杆件中产生的二阶效应后控制界面的弯矩设计值，应按下列公式计算：M1、M2分别为已考虑侧移影响的偏心受压构件两端截面按结构弹性分析确定的对同一主轴的组合弯矩设计值，绝对值较大端为M2，绝对值较小端为M1，当构件按单曲率弯曲时，M2/M1取正值，否则取负值。当Cmηns小于1.0时取1.0；当Cm小于0.7时取0.7；ζc大于1.0时取1.00.9240mm600-40=560mm 20mm==1.511>1，取ζc=1。0.92×1.363=1.254>1，取Cmηns=1.254则M=CmηnsM2=1.254×95.37=119.59kN·m119.59×1000/1703.71+600/2+20-40=350.2mm1703.71×1000/1.0/14.3/600=198.57mm<0.482×560=269.92mm判定偏压类型为：大偏心受压类型。大偏心受压：小偏心受压：轴压比：1703.71×1000/14.3/600/600=0.331≥0.9满足要求。-1009.66mm2因此选择单侧配筋为4C16，804.4mm2全部纵筋配筋为12C16，As=2413.2mm2 根据《混凝土结构设计规范》8.5.1：柱全部纵筋配筋率不应小于0.8%且柱子每一侧纵向钢筋不应小于0.2%，6.4.4规定全部纵向钢筋配筋率不应大于5%；抗震设计时截面尺寸大于400mm的柱子，纵向钢筋间距不宜大于200mm。单侧纵筋配筋率804.4/600/560=0.239%满足要求。全部纵筋配筋率2413.2/600/560=0.718%满足要求。3．柱子柱底截面纵筋设计柱顶：70.09kN·m；1703.71kN；-34.47kN；柱底：95.37kN·m；1755.55kN；-34.47kN；根据《混凝土结构设计规范》6.4.2：框架柱考虑轴向压力在杆件中产生的二阶效应后控制界面的弯矩设计值，应按下列公式计算：M1、M2分别为已考虑侧移影响的偏心受压构件两端截面按结构弹性分析确定的对同一主轴的组合弯矩设计值，绝对值较大端为M2，绝对值较小端为M1，当构件按单曲率弯曲时，M2/M1取正值，否则取负值。当Cmηns小于1.0时取1.0；当Cm小于0.7时取0.7；ζc大于1.0时取1.00.9240mm600-40=560mm20mm ==1.466>1，取ζc=1。0.92×1.371=1.261>1，取Cmηns=1.261则M=CmηnsM2=1.261×95.37=120.26kN·m120.26×1000/1755.55+600/2+20-40=348.51755.55×1000/1.0/14.3/600=204.61mm<0.482×560=269.92mm判定偏压类型为：大偏心受压类型。大偏心受压：小偏心受压：轴压比：1755.55×1000/14.3/600/600=0.341≥0.9满足要求。-1020.61mm2因此选择配筋为4C16，804.4mm2全部纵筋配筋为12C16，As=2413.2mm2根据《混凝土结构设计规范》8.5.1：柱全部纵筋配筋率不应小于0.8%且柱子每一侧纵向钢筋不应小于0.2%，6.4.4规定全部纵向钢筋配筋率不应大于5%；抗震设计时截面尺寸大于400mm的柱子，纵向钢筋间距不宜大于200mm。 单侧纵筋配筋率804.4/600/560=0.239%满足要求。全部纵筋配筋率2413.2/600/560=0.718%满足要求。4．柱顶截面箍筋设计70.09kN·m；1703.71kN；-34.47kN；根据《建筑抗震设计规范》6.3.9，配置箍筋A8@100/200(4×4)截面受剪承载力计算：70.09×1000/34.47/560=3.631>3取λ=31544.4kN=622.53kN>34.47kN，满足抗剪要求。根据《建筑抗震设计规范》6.3.9：加密区范围底层柱的上端和其他柱的两端，应取矩形截面柱之长边尺寸(或圆形截面柱之直径)、柱净高1/6和500mm三者之间的最大值；底层柱刚性地面上、下各500mm的范围；底层柱柱根以上1/3柱净高的范围。50.3×[4×(600-80)+4×(600-80)]/[(600-80)×(600-80)×100]=0.774%根据《高层建筑混凝土结构技术规程》6.4.6：轴压比0.331，所以取0对四级抗震框架柱，其箍筋加密区范围内箍筋的体积配箍率尚且不应小于0.4％。当柱子混凝土等级小于C35，应按C35(fc=16.7kN/m2)计算最小配筋率。最小配筋率,0.4)=0.4>5．柱底截面箍筋设计95.37kN·m；1755.55kN；-34.47kN；根据《建筑抗震设计规范》6.3.9，配置箍筋A8@100/200(4×4)截面受剪承载力计算： 95.37×1000/34.47/560=4.941>3取λ=31544.4kN=622.53kN>34.47kN，满足抗剪要求。50.3×[4×(600-80)+4×(600-80)]/[(600-80)×(600-80)×100]=0.774%根据《建筑抗震设计规范》6.3.9：轴压比0.341，所以取0对四级抗震框架柱，其箍筋加密区范围内箍筋的体积配箍率尚且不应小于0.4％。当柱子混凝土等级小于C35，应按C35(fc=16.7kN/m2)计算最小配筋率。最小配筋率,0.4)=0.4> A柱正截面压弯(|M|max及相应的N)表8-11层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶110.91294.620.0572010.9051.046656.5大偏心0.061183.184C160.2390.718柱底75.65342.010.0662010.9051.053604.3大偏心0.071119.764C160.2390.71843900柱顶75.08623.160.1212010.9861.13414.2大偏心0.13-368.274C160.2390.718柱底71.53665.280.1292010.9861.137406.5大偏心0.138-402.024C160.2390.71833900柱顶87.99980.50.192010.9681.166381.3大偏心0.204-635.944C160.2390.718柱底78.61022.620.1992010.9681.172377.6大偏心0.213-672.754C160.2390.71823900柱顶92.581340.980.262010.9631.184369.7大偏心0.279-802.454C160.2390.718柱底105.481383.10.2692010.9631.189367.3大偏心0.288-829.694C160.2390.71814800柱顶70.091703.710.3312010.921.363350.2大偏心0.355-1009.664C160.2390.718柱底95.371755.550.3412010.921.371348.5大偏心0.365-1020.614C160.2390.718A柱正截面压弯(Nmin及相应的M)表8-12层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶92.42264.380.0512010.9231.049629.6大偏心0.055120.384C160.2390.718柱底68.76306.50.062010.9231.057581.5大偏心0.06461.634C160.2390.71843900柱顶37.91608.190.1182010.9121.168373.8大偏心0.127-495.074C160.2390.718柱底53.57650.310.1262010.9121.178368.5大偏心0.135-529.34C160.2390.71833900柱顶37.11947.760.1842010.9491.271336.9大偏心0.197-846.984C160.2390.718柱底44.68989.880.1922010.9491.279334.8大偏心0.206-885.574C160.2390.71823900柱顶35.171284.180.2492010.9121.309326.4大偏心0.267-1086.274C160.2390.718柱底49.861326.30.2582010.9121.316325.1大偏心0.276-1116.284C160.2390.71814800柱顶12.561617.850.3142010.71.516315.5大偏心0.337-1300.974C160.2390.718柱底-54.061669.690.3242010.71.526314.6大偏心0.348-1325.584C160.2390.718 A柱正截面压弯(Nmax及相应的M)表8-13层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶110.91294.620.0572010.9051.046656.5大偏心0.061183.184C160.2390.718柱底75.65342.010.0662010.9051.053604.3大偏心0.071119.764C160.2390.71843900柱顶57.63666.690.132010.9661.155388.8大偏心0.139-474.384C160.2390.718柱底64.99714.080.1392010.9661.164382.3大偏心0.149-523.784C160.2390.71833900柱顶64.991037.920.2022010.9961.22356.1大偏心0.216-794.964C160.2390.718柱底64.041085.30.2112010.9961.228353.2大偏心0.226-833.624C160.2390.71823900柱顶66.361409.140.2742010.9471.236347大偏心0.293-982.394C160.2390.718柱底80.71456.530.2832010.9471.241345.1大偏心0.303-1010.234C160.2390.71814800柱顶42.941780.140.3462010.851.625313.3大偏心0.37-1355.024C160.2390.718柱底21.461838.460.3572010.851.636312.5大偏心0.383-1381.774C160.2390.718B柱正截面压弯(|M|max及相应的N)表8-14层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶-100.64316.110.0612010.9071.054598.4大偏心0.06693.144C160.2390.718柱底-69.37358.230.072010.9071.06560.9大偏心0.07535.784C160.2390.71843900柱顶-81.35693.930.1352010.9781.133409.9大偏心0.144-401.284C160.2390.718柱底-75.49736.050.1432010.9781.139403.1大偏心0.153-445.944C160.2390.71833900柱顶-95.51067.830.2072010.9771.166381.9大偏心0.222-658.254C160.2390.718柱底-88.091109.950.2162010.9771.172378.5大偏心0.231-692.544C160.2390.71823900柱顶-104.851436.450.2792010.9751.183371.9大偏心0.299-801.414C160.2390.718柱底-114.391478.570.2872010.9751.187369.5大偏心0.308-826.794C160.2390.71814800柱顶-83.421802.550.352010.9471.362352.4大偏心0.375-986.114C160.2390.718柱底-101.231854.390.362010.9471.37350.8大偏心0.386-1002.324C160.2390.718 B柱正截面压弯(Nmin及相应的M)表8-15层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶-100.64316.110.0612010.9071.054598.4大偏心0.06693.144C160.2390.718柱底-69.37358.230.072010.9071.06560.9大偏心0.07535.784C160.2390.71843900柱顶-81.35693.930.1352010.9781.133409.9大偏心0.144-401.284C160.2390.718柱底-75.49736.050.1432010.9781.139403.1大偏心0.153-445.944C160.2390.71833900柱顶-95.51067.830.2072010.9771.166381.9大偏心0.222-658.254C160.2390.718柱底-88.091109.950.2162010.9771.172378.5大偏心0.231-692.544C160.2390.71823900柱顶-104.851436.450.2792010.9751.183371.9大偏心0.299-801.414C160.2390.718柱底-114.391478.570.2872010.9751.187369.5大偏心0.308-826.794C160.2390.71814800柱顶-83.421802.550.352010.9471.362352.4大偏心0.375-986.114C160.2390.718柱底-101.231854.390.362010.9471.37350.8大偏心0.386-1002.324C160.2390.718B柱正截面压弯(Nmax及相应的M)表8-16层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶-96.59351.660.0682010.9081.062554.7大偏心0.07331.064C160.2390.718柱底-67.09399.040.0782010.9081.069522.1大偏心0.083-30.564C160.2390.71843900柱顶-56755.170.1472010.9811.183372大偏心0.157-578.814C160.2390.718柱底-59.88802.560.1562010.9811.192367.2大偏心0.167-625.674C160.2390.71833900柱顶-59.881160.480.2252010.9971.254344.5大偏心0.242-921.864C160.2390.718柱底-59.341207.860.2352010.9971.262342.4大偏心0.251-945.694C160.2390.71823900柱顶-60.891565.780.3042010.9551.277335.8大偏心0.326-1113.234C160.2390.718柱底-71.591613.170.3132010.9551.283334.4大偏心0.336-1136.454C160.2390.71814800柱顶-39.741971.360.3832010.851.687308.9大偏心0.41-1432.034C160.2390.718柱底-19.872029.680.3942010.851.697308.2大偏心0.422-1444.124C160.2390.718 C柱正截面压弯(|M|max及相应的N)表8-17层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶100.97316.110.0612010.911.054599.4大偏心0.06694.834C160.2390.718柱底70.58358.230.072010.911.06561.9大偏心0.07537.694C160.2390.71843900柱顶83.27700.950.1362010.9781.131411.4大偏心0.146-404.874C160.2390.718柱底77.17743.070.1442010.9781.138404.7大偏心0.155-448.794C160.2390.71833900柱顶97.181079.710.212010.9771.165382.4大偏心0.225-664.614C160.2390.718柱底89.751121.830.2182010.9771.171379.1大偏心0.233-6874C160.2390.71823900柱顶106.551453.190.2822010.9751.182372.3大偏心0.302-795.224C160.2390.718柱底116.41495.310.292010.9751.186370大偏心0.311-819.534C160.2390.71814800柱顶84.481824.280.3542010.9491.364352.2大偏心0.38-991.894C160.2390.718柱底101.761876.120.3642010.9491.371350.6大偏心0.39-998.794C160.2390.718C柱正截面压弯(Nmin及相应的M)表8-18层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶100.97316.110.0612010.911.054599.4大偏心0.06694.834C160.2390.718柱底70.58358.230.072010.911.06561.9大偏心0.07537.694C160.2390.71843900柱顶83.27700.950.1362010.9781.131411.4大偏心0.146-404.874C160.2390.718柱底77.17743.070.1442010.9781.138404.7大偏心0.155-448.794C160.2390.71833900柱顶97.181079.710.212010.9771.165382.4大偏心0.225-664.614C160.2390.718柱底89.751121.830.2182010.9771.171379.1大偏心0.233-6874C160.2390.71823900柱顶106.551453.190.2822010.9751.182372.3大偏心0.302-795.224C160.2390.718柱底116.41495.310.292010.9751.186370大偏心0.311-819.534C160.2390.71814800柱顶84.481824.280.3542010.9491.364352.2大偏心0.38-991.894C160.2390.718柱底101.761876.120.3642010.9491.371350.6大偏心0.39-998.794C160.2390.718 C柱正截面压弯(Nmax及相应的M)表8-19层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶96.84351.660.0682010.9111.062555.4大偏心0.07332.384C160.2390.718柱底68.03399.040.0782010.9111.069522.7大偏心0.083-29.284C160.2390.71843900柱顶57.49760.880.1482010.9821.181373.3大偏心0.158-574.294C160.2390.718柱底61.19808.270.1572010.9821.19368.5大偏心0.168-620.824C160.2390.71833900柱顶61.191169.470.2272010.9971.252345.3大偏心0.243-911.214C160.2390.718柱底60.631216.850.2362010.9971.259343.1大偏心0.253-946.24C160.2390.71823900柱顶62.221578.050.3072010.9551.274336.4大偏心0.328-1105.514C160.2390.718柱底73.151625.440.3162010.9551.28335大偏心0.338-1128.384C160.2390.71814800柱顶40.561986.970.3862010.851.682309.2大偏心0.414-1436.94C160.2390.718柱底20.282045.290.3972010.851.692308.5大偏心0.426-1448.264C160.2390.718D柱正截面压弯(|M|max及相应的N)表8-20层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶-111.12294.620.0572010.9071.046657.2大偏心0.061184.294C160.2390.718柱底-76.78342.010.0662010.9071.053604.9大偏心0.071120.864C160.2390.71843900柱顶-77.36630.60.1222010.9851.128416.3大偏心0.131-357.234C160.2390.718柱底-73.47672.720.1312010.9851.135408.6大偏心0.14-403.074C160.2390.71833900柱顶-89.93995.360.1932010.9691.165382大偏心0.207-636.214C160.2390.718柱底-80.511037.480.2022010.9691.171378.4大偏心0.216-672.214C160.2390.71823900柱顶-94.551363.280.2652010.9631.184370.2大偏心0.284-806.414C160.2390.718柱底-107.91405.40.2732010.9631.188367.8大偏心0.292-8234C160.2390.71814800柱顶-71.371733.450.3372010.9231.366349.8大偏心0.361-1013.094C160.2390.718柱底-96.021785.290.3472010.9231.374348.2大偏心0.372-1031.644C160.2390.718 D柱正截面压弯(Nmin及相应的M)表8-21层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶-92.68264.380.0512010.9271.049630.6大偏心0.055121.794C160.2390.718柱底-70.23306.50.062010.9271.056582.4大偏心0.06463.14C160.2390.71843900柱顶-40.19615.630.122010.9171.165376.3大偏心0.128-484.534C160.2390.718柱底-55.51657.750.1282010.9171.174370.9大偏心0.137-531.064C160.2390.71833900柱顶-39.05962.630.1872010.9511.266338.3大偏心0.2-847.584C160.2390.718柱底-46.591004.750.1952010.9511.274336.2大偏心0.209-885.634C160.2390.71823900柱顶-37.151306.480.2542010.9131.303327.6大偏心0.272-1091.514C160.2390.718柱底-52.281348.60.2622010.9131.31326.4大偏心0.281-1120.044C160.2390.71814800柱顶-13.841647.590.322010.71.526314.6大偏心0.343-1315.684C160.2390.718柱底53.421699.430.332010.71.536313.8大偏心0.354-1338.834C160.2390.718D柱正截面压弯(Nmax及相应的M)表8-22层次l0柱截面MN轴压比eaζcCmηnse偏压类型ζAs配筋单边ρρ53900柱顶-111.12294.620.0572010.9071.046657.2大偏心0.061184.294C160.2390.718柱底-76.78342.010.0662010.9071.053604.9大偏心0.071120.864C160.2390.71843900柱顶-59.4672.480.1312010.9681.153390.4大偏心0.14-468.974C160.2390.718柱底-66.5719.860.142010.9681.162383.9大偏心0.15-518.054C160.2390.71833900柱顶-66.51049.480.2042010.9961.218356.9大偏心0.218-7914C160.2390.718柱底-65.531096.870.2132010.9961.226354大偏心0.228-829.324C160.2390.71823900柱顶-67.91426.490.2772010.9471.234347.7大偏心0.297-985.434C160.2390.718柱底-82.581473.880.2862010.9471.239345.7大偏心0.307-1013.484C160.2390.71814800柱顶-43.941803.260.352010.851.621313.6大偏心0.375-1358.534C160.2390.718柱底-21.961861.580.3622010.851.632312.7大偏心0.387-1376.554C160.2390.718 A柱斜截面设计表8-23层次l0柱截面|M|max及相应的NNmin及其相应的MNmax及其相应的MVcs选配箍筋加密范围ρv(%)ρvmin(%)MNVMNVMNV53900柱顶110.91294.62-47.8492.42264.38-41.33110.91294.62-47.84532.93A8@100/200(4×4)6500.7740.4柱底75.65342.01-47.8468.76306.5-41.3375.65342.01-47.84537.42A8@100/200(4×4)6500.7740.443900柱顶75.08623.16-37.5937.91608.19-23.4557.63666.69-31.44558.05A8@100/200(4×4)6500.7740.4柱底71.53665.28-37.5953.57650.31-23.4564.99714.08-31.44559.95A8@100/200(4×4)6500.7740.433900柱顶87.99980.5-42.7137.11947.76-20.9764.991037.92-33.08580.77A8@100/200(4×4)6500.7740.4柱底78.61022.62-42.7144.68989.88-20.9764.041085.3-33.08583.72A8@100/200(4×4)6500.7740.423900柱顶92.581340.98-50.7935.171284.18-21.8166.361409.14-37.71608.29A8@100/200(4×4)6500.7740.4柱底105.481383.1-50.7949.861326.3-21.8180.71456.53-37.71607.27A8@100/200(4×4)6500.7740.414800柱顶70.091703.71-34.4712.561617.858.6542.941780.14-13.41622.53A8@100/200(4×4)8000.7740.4柱底95.371755.55-34.47-54.061669.698.6521.461838.46-13.41622.53A8@100/200(4×4)16000.7740.4B柱斜截面设计表8-24层次l0柱截面|M|max及相应的NNmin及其相应的MNmax及其相应的MVcs选配箍筋加密范围ρv(%)ρvmin(%)MNVMNVMNV53900柱顶-100.64316.1143.59-100.64316.1143.59-96.59351.6641.97536.55A8@100/200(4×4)6500.7740.4柱底-69.37358.2343.59-69.37358.2343.59-67.09399.0441.97548.16A8@100/200(4×4)6500.7740.443900柱顶-81.35693.9340.22-81.35693.9340.22-56755.1729.71563A8@100/200(4×4)6500.7740.4柱底-75.49736.0540.22-75.49736.0540.22-59.88802.5629.71565.95A8@100/200(4×4)6500.7740.433900柱顶-95.51067.8347.07-95.51067.8347.07-59.881160.4830.57589.17A8@100/200(4×4)6500.7740.4柱底-88.091109.9547.07-88.091109.9547.07-59.341207.8630.57592.12A8@100/200(4×4)6500.7740.423900柱顶-104.851436.4556.22-104.851436.4556.22-60.891565.7833.98614.98A8@100/200(4×4)6500.7740.4柱底-114.391478.5756.22-114.391478.5756.22-71.591613.1733.98617.92A8@100/200(4×4)6500.7740.414800柱顶-83.421802.5538.47-83.421802.5538.47-39.741971.3612.42622.53A8@100/200(4×4)8000.7740.4柱底-101.231854.3938.47-101.231854.3938.47-19.872029.6812.42622.53A8@100/200(4×4)16000.7740.4 C柱斜截面设计表8-25层次l0柱截面|M|max及相应的NNmin及其相应的MNmax及其相应的MVcs选配箍筋加密范围ρv(%)ρvmin(%)MNVMNVMNV53900柱顶100.97316.11-44100.97316.11-4496.84351.66-42.28536.55A8@100/200(4×4)6500.7740.4柱底70.58358.23-4470.58358.23-4468.03399.04-42.28546.87A8@100/200(4×4)6500.7740.443900柱顶83.27700.95-41.1483.27700.95-41.1457.49760.88-30.43563.49A8@100/200(4×4)6500.7740.4柱底77.17743.07-41.1477.17743.07-41.1461.19808.27-30.43566.44A8@100/200(4×4)6500.7740.433900柱顶97.181079.71-47.9397.181079.71-47.9361.191169.47-31.23590A8@100/200(4×4)6500.7740.4柱底89.751121.83-47.9389.751121.83-47.9360.631216.85-31.23592.95A8@100/200(4×4)6500.7740.423900柱顶106.551453.19-57.17106.551453.19-57.1762.221578.05-34.71616.15A8@100/200(4×4)6500.7740.4柱底116.41495.31-57.17116.41495.31-57.1773.151625.44-34.71619.1A8@100/200(4×4)6500.7740.414800柱顶84.481824.28-38.884.481824.28-38.840.561986.97-12.68622.53A8@100/200(4×4)8000.7740.4柱底101.761876.12-38.8101.761876.12-38.820.282045.29-12.68622.53A8@100/200(4×4)16000.7740.4D柱斜截面设计表8-26层次l0柱截面|M|max及相应的NNmin及其相应的MNmax及其相应的MVcs选配箍筋加密范围ρv(%)ρvmin(%)MNVMNVMNV53900柱顶-111.12294.6248.17-92.68264.3841.76-111.12294.6248.17532.93A8@100/200(4×4)6500.7740.4柱底-76.78342.0148.17-70.23306.541.76-76.78342.0148.17535.88A8@100/200(4×4)6500.7740.443900柱顶-77.36630.638.68-40.19615.6324.54-59.4672.4832.29558.57A8@100/200(4×4)6500.7740.4柱底-73.47672.7238.68-55.51657.7524.54-66.5719.8632.29560.47A8@100/200(4×4)6500.7740.433900柱顶-89.93995.3643.71-39.05962.6321.96-66.51049.4833.86581.81A8@100/200(4×4)6500.7740.4柱底-80.511037.4843.71-46.591004.7521.96-65.531096.8733.86584.76A8@100/200(4×4)6500.7740.423900柱顶-94.551363.2851.91-37.151306.4822.93-67.91426.4938.58609.85A8@100/200(4×4)6500.7740.4柱底-107.91405.451.91-52.281348.622.93-82.581473.8838.58608.83A8@100/200(4×4)6500.7740.414800柱顶-71.371733.4534.87-13.841647.59-8.25-43.941803.2613.72622.53A8@100/200(4×4)8000.7740.4柱底-96.021785.2934.8753.421699.43-8.25-21.961861.5813.72622.53A8@100/200(4×4)16000.7740.4 9板的设计9.1板的结构平面布置图图9-1板的平面布置图9.2荷载计算A区格板活载标准值为：0.5kN/m2。由活载控制的荷载组合：1.2×5.88+1.4×0.5=7.756kN/m2由恒载控制的荷载组合：1.35×5.88+0.7×1.4×0.5=8.428kN/m2荷载设计值：8.428kN/m29.3弯矩计算 取1m板宽为计算单元，按弹性理论计算，计算跨度取为l01=3300mm(即短方向跨度)，如果A区格两端完全简支的情况，则跨中弯矩为，考虑到A区格板两端的嵌固作用，故跨中弯矩取为；如果A区格两端完全嵌固的情况，则支座弯矩为，考虑到A区格板两端不是完全嵌固作用，故支座弯矩可取为。跨中弯矩1/10×8.428×3.3×3.3=9.178kN•m支座弯矩-1/14×8.428×3.3×3.3=-6.556kN•m9.4截面设计截面有效高度：板处于一类环境，板的保护层厚度15mm，假设l01方向跨中钢筋直径为8mm，l01方向支座钢筋直径为8mm，所以l01方向上跨中截面的高度h0=110-15-8/2=95mm；l01方向上支座截面h0=110-15-8/2=95mm。混凝土采用C30，钢筋采用HRB400钢筋。最小配筋率：0.2%，则Asmin=0.2%×1000×110=220mm2A区格板配筋计算表表9-1截面h0(mm)M(kN∙m)As(mm2)配筋实配As(mm2)跨中l01方向959.1780.07110.963278.67C8@160301.8支座l01方向95-6.5560.05080.974196.81C8@200251.5注：l02方向(受力较小)配筋参照混凝土结构设计规范《GB50010-2010》9.1.7要求。 10.楼梯设计10.1梯段板设计10.1.1设计参数取第1层楼梯进行计算。TB-1踏步宽度为270mm，踏步高度为150mm，梯板净长度Ln=270×12=3240mm，板的倾斜角150/270=0.556，0.874，取1m宽板带计算，板厚取,3240/30=108板厚h=110mm。TB-2踏步宽度为270mm，踏步高度为150mm，梯板净长度Ln=270×12=3240mm，板的倾斜角150/270=0.556，0.874，取1m宽板带计算，板厚取,3240/30=108板厚h=110mm。楼梯活载按照《建筑结构荷载规范GB50009-2012》取3.5kN/m2。10.1.2荷载计算TB-1荷载计算恒载地砖面层(0.27+0.15)×0.55/0.27=0.856kN/m三角形踏步0.5×0.27×0.15×25/0.27=1.875kN/m110mm混凝土斜板0.11×25/0.874=3.146kN/m板底抹灰0.02×20/0.874=0.458kN/m合计6.334kN/m活载3.5kN/m可变荷载控制组合P=1.2×6.334+1.4×3.5=12.501kN/m永久荷载控制组合P=1.35×6.334+1.4×0.7×3.5=11.981kN/m荷载设计值PP=12.501kN/mTB-2荷载计算恒载地砖面层(0.27+0.15)×0.55/0.27=0.856kN/m三角形踏步0.5×0.27×0.15×25/0.27=1.875kN/m 110mm混凝土斜板0.11×25/0.874=3.146kN/m板底抹灰0.02×20/0.874=0.458kN/m合计6.334kN/m活载3.5kN/m可变荷载控制组合P=1.2×6.334+1.4×3.5=12.501kN/m永久荷载控制组合P=1.35×6.334+1.4×0.7×3.5=11.981kN/m荷载设计值PP=12.501kN/m10.1.3梯板跨中配筋计算1．TB-1配筋计算采用C30混凝土，板水平计算跨度3240mm，由于楼梯板处于一类环境，保护层厚度15mm，有效高度110-15=95mm弯矩设计值：1/10×12.501×3.24×3.24=13.12kN.m13.12×1000000/(1.0×14.3×1000×95×95)=0.102得0.94613.12×1000000/(0.946×360×95)=405.5m2配筋率405.5/1000/110=0.3686%>0.2%满足要求。Ø梯板板底钢筋C10@160，As=471mm2，板面钢筋C8@160（其中板面钢筋和板底钢筋分布距离宜相同），其他分布钢筋C8@250。2．TB-2配筋计算采用C30混凝土，板水平计算跨度3240mm，由于楼梯板处于一类环境，保护层厚度15mm，有效高度110-15=95mm弯矩设计值：1/10×12.501×3.24×3.24=13.12kN.m13.12×1000000/(1.0×14.3×1000×95×85)=0.102 得0.94613.12×1000000/(0.946×360×95)=405.5mm2配筋率405.5/1000/110=0.3686%>0.2%满足要求。Ø梯板板底钢筋C10@160，As=471mm2，板面钢筋C8@160（其中板面钢筋和板底钢筋分布距离宜相同），其他分布钢筋C8@250。10.2平台板设计10.2.1设计参数设板厚100mm，取1m宽板带计算,平台板为单向板。10.2.2荷载计算恒载地砖面层0.55kN/m15mm厚混凝土板0.1×25=2.5kN/m板底抹灰0.02×17=0.34kN/m合计3.39kN/m活载3.5kN/m可变荷载控制组合P=1.2×3.39+1.4×3.5=8.968kN/m永久荷载控制组合P=1.35×3.39+1.4×0.7×3.5=8.007kN/m荷载设计值P=8.968kN/m10.2.3配筋计算采用C30混凝土，平台板计算跨度：l0=1700mm，由于平台板处于一类环境，保护层厚度αs=15mm，有效高度h0=100-15=85mm弯矩设计值：1/10×8.968×1.7×1.7=2.59kN.m2.59×1000000/(1.0×14.3×1000×85×85)=0.025得0.987 2.59×1000000/(0.987×360×85)=85.79mm2配筋率85.79/1000/100=0.086%<0.2%不满足要求，按最小配筋率配筋。As=0.2%×1000×100=200Ø选配C8@200，As=251.5mm210.3平台梁设计10.3.1设计参数设平台梁尺寸为250×500mm，按照矩形梁计算。10.3.2荷载计算恒载梁自重(0.5-0.1)×0.25×25=2.5kN/m水泥砂浆抹灰(0.25+0.5×2-0.1×2)×17×0.02=0.354kN/m梯段板传来恒载(6.334×3.24/2+6.334×3.24/2)/2=10.261kN/m平台板传来恒载3.39×1.7/2=2.882kN/m恒载合计15.996kN/m活载梯段板传来活载3.5×(3.24/2+3.24/2)/2=5.67kN/m平台板传来活载3.5×1.7/2=2.975kN/m活载合计8.645kN/m可变荷载控制组合P=1.2×15.996+1.4×8.645=31.298kN/m永久荷载控制组合P=1.35×16+1.4×0.7×8.65=30.07kN/m荷载设计值P=31.298kN/m10.3.3配筋计算梯梁计算跨度3600mm，弯矩设计值：1/8×31.298×3.6×3.6=50.7kN.m剪力设计值:1/2×31.3×3.6=56.34kN 采用C30混凝土，钢筋采用钢，由于平台梁处于一类环境，保护层厚度15mm，截面有效高度500-15=485mm50.7×1000000/(1.0×14.3×250×485×485)=0.06得0.96950.7×1000000/(0.969×360×485)=299.72mm2配筋率299.72/250/500=0.2398%>0.2%满足要求。Ø选配2C18，As=509mm2，上部通长钢筋采用2C14。0.25×1.00×14.3×250×485=433468.75=433.47kN>Vmax0.7×1.43×250×485=121371.25N=121.37kN>Vmax只需要配置构造箍筋。由于梯梁属于抗震构件，按照构造要求，选C8@100/200双肢箍筋。2×50.3/250/200=0.201%>0.24×1.43/360=0.095%=0.7×1.43×250×485+360×2×50.3×485/200=209.19505kN>56.34kN满足要求。11.基础设计11.1基础设计参数取A柱下独基进行计算，计算简图如下。 混凝土设计强度等级采用C30，扩展基础配筋采用HRB400级钢筋，室内外高差为0.45m，基础埋置深度1.5m，A柱断面尺寸bc×hc=600mm×600mm，地基承载力标准值fk=200kPa。基础采用二阶扩展基础，对应计算参数如上图所示。11.2确定基础底面面积根据现行《建筑地基基础设计规范GB5007-2011》3.0.5基本规定内容：按地基承载力确定基础底面积及埋深或按单桩承载力确定桩数时，传至基础或承台底面上的作用效应应按正常使用极限状态下作用的标准组合。12.95+4.06=17.01kN•m1215.4+201.7=1417.1kN1417.1kN17.01kN/m基础尺寸初步计算：1.1×1417.1/200=7.794m2假设3m，3m，A=9m2由于持力层为粉质粘土，0.3，1.6，18kN/m3。基础底面以上土的加权平均重度(0.8×17+0.7×18)/1.5=17.467kN/m3。200+1.6×17.467×(1.5-0.5)=227.947kPa 7.875m211.3持力层强度验算基底形心处竖向力：1417.1+20×3×3×(1.5+1.05)/2=1646.6kN基底形心处弯矩：17.01kN/mFl，满足要求。下阶冲切验算：11700mm1700+260×2=2220Fl，满足要求。11.5基础配筋计算204.273kPa =1/48×(3-0.6)²×[(209.042+204.273)(2×3+0.6)+(209.042-204.273)×3]=329.062kN•m329.062×1000000/(1.0×14.3×3×560²)=0.0245得0.988329.062×1000000/(0.988×360×560)=1652.08mm2最小配筋面积0.15%b0h0=0.15%×2304×560=1935.36mm2配筋为18C12,即C12@170，实配面积2035.8mm2。=1/48×(209.042+204.273)×(3-0.6)²×(2×3+0.6)=323.568kN•m323.568×1000000/(1.0×14.3×3×560²)=0.0241得0.988323.568×1000000/(0.988×435×560)=1373.85mm2最小配筋面积0.15%l0h0=0.15%×2304×560=1935.36mm2配筋为18C12,即C12@170，实配面积2035.8mm2。'