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目录11绪论31.1工程概况31.2vf1^9方................................................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51.1设计依据51.2荷载取值61.3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84.3梁、柱惯性矩、线刚度计算105.荷载计算125.1恒载标准值计算125.3风荷载标准值计算225.4地震荷载标准值计算291.1恒荷载作用下的内力计算341.2活载作用下的内力计算491.3风荷载作用下的内力计算571.4地震作用下的内力计算627.内力组合687.1竖向荷载弯矩调幅707.2框架梁内力组合727.3框架柱内力组合798.截面设计878.1框架梁截面设计87
17.1框架柱截面设计949板的设计10710.1年8晅殳计〜・♦・♦••・♦・♦・•・♦・♦・♦・♦••・♦・♦・•・♦・♦・♦・♦••・♦・♦・•・♦・♦・♦・♦••・♦・♦・•・♦・♦・♦・♦••・♦♦•♦・♦・♦・♦•••♦♦♦•♦•♦・♦・♦・♦・•・♦♦♦・♦•♦・♦・♦・♦10910.2平台板设计11110.3平台梁设计11210.基础设计122
21.绪论1.1工程概况此工程建于常德市武陵区，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7度，地震分组为第一组，II类建筑场地；基本雪压OSkN/n?；基本风压OSkN/n?,地面粗糙程度为B类;采用桩基础。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。2.2.2结构设计3.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。4.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。
3（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：一般取一根框架单元，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1.1建筑构造做法1.1.1屋面做法（顺序均为从上到下）40厚挤塑聚苯保温15厚高分子防水卷材1:3水泥砂浆找平1:6水泥焦渣2%找坡层现浇钢筋混凝土板V型轻钢龙骨吊顶1.1.2楼面做法防滑地砖地面现浇钢筋混凝土板V型轻钢龙骨吊顶1.1.3内墙做法内墙体为200mm厚的加气混凝土，墙面两侧各20mm厚水泥砂浆抹灰。
41.1.1外墙做法外墙体为200mm厚的烧结多孔彼，墙面两侧各20mm厚水泥砂浆抹灰。1.1.2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。1.2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地质勘察报告根据报告采用桩基础，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105条抗震设防烈度7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0.15g《建筑抗震设计规范》第324条设计地震分组第•组《建筑抗震设计规范》第324条房屋抗震等级三级抗震《建筑抗震设计规范》第6.1.2条混凝土环境类别•类《混凝土结构设计规范》第3.4.1条
53.1荷载取值荷载类型取值(kN/m2)取值依据基本风压0.5《建筑结构荷载规范》第7.1.2条基本雪压0.5《建筑结构荷载规范》第6.1.2条风、雪荷载取值表3-23.2结构计算原则和方法3.2.1手算采用简化方法选取横向一根框架计算结构内力和位移。3.2.2电算1.软件名称：YJK2.版本：1.73.编制单位：北京盈建科软件股份有限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。
64.1.1梁截面尺寸估算1.横向框架梁DE跨梁：/0=7200mm,A=(1/8-1/12)/0=900mm-600mm,取力=700mmb=(h/2-h/3)=350mm〜233.33mm,MX6=250mmEF跨梁：l0=7200mm,/?=(1/8-l/12)/0=900mm-600mm,取〃=700mmb=(h/2-h/3)=350mm〜233.33mm,取b=250mmFG跨梁：l0=7200mm,A=(l/8-1/12)/0=900mm〜600mm，取〃=700mmb=(h/2-h/3)=350mm〜233.33mm,取b=250mm2纵向框架梁/0=7200mm,A=(1/8~l/12)/0=900mm~600mm»取〃=700mmb=(h/2-h/3)=350mm〜233.33mm,取b=250mm3.横向次梁/0=7200mm,A=(1/12~1/15)/0=600mm~480mm,取/?=600mmb=(h/2~h/3)=300mm〜200mm,取b=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F柱（C30混凝土）为例。N=yGqsnaxa2p=1.2x14x51.84x6x1.05xl.lxi=6035kN=496503.5mm=704.63mmx704.63mm〃，N6035x1000&="父==0.85x14.3gN——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/c——柱混凝土抗压强度设计值N——柱轴向压力设计值
7YG—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/m2S——柱一层的受荷面积n——柱荷载楼层数a考虑水平力产生的附加系数，四级抗震时al=1.05,三〜■—级抗震时ai=1.05~1.15a2——边角柱轴向力增大系数，边柱a2=l.l,角柱a2=L2P—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柱弓N(kN)un/c(mm2)4c(mm2)bc(mm2)hc(mm2)bc(mm2)xhc(mm2)D柱3292.00.8514.3270835.1520.4520.4600X600E柱6035.00.8514.3496503.5704.6704.6600X600F柱6035.00.8514.3496503.5704.6704.6600X600G料3292.00.8514.3270835.1520.4520.4600X6004.1.3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100mm,楼面板厚为100mm。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；
8(3)考虑水平荷载作用下的扭转作用；
9根据结构平面布置图以第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
104.2.2垂直框架结构计算简图250x700250x700250x700250x7005250x70025： 'X600X600250X700°250X700250x700600X600250x7003250x700250X700009X009250x7009250x700250x700600X600250x700250x700250x700009X009r7200m「”00mr7200m600X600•21600d9图4-3垂直框架计算简图（底层柱高从承台顶面算起）注：篇幅有限，本图长度不代表实际尺寸（以标注尺寸为准）4.2梁、柱惯性矩、线刚度计算4.2.1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瓦12DE跨梁：k=-yy=0.25x0.73/12=0.0071458m4力〃3EF跨梁：-yy=0.25x0.73/12=0.0071458m4力〃3FG跨梁：Ib==0.25x0.73/12=0.0071458m46.3柱：Xc=~V2=0.6x0.63/12=0.0108m4
114.2.1梁、柱线刚度计算中框架梁取1=23线刚度计算公式1=司〃。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。DE跨梁：ib=EbIb//=30000000x0.0071458x2/7.2=59548.33kNmEF跨梁：ib=EbV/=30000000x0.0071458x2/7.2=59548.33kN-mFG跨梁：ib=EbIb//=30000000x0.0071458x2/7.2=59548.33kNm2〜6层柱：ic=EcM/=30000000x0.0108/3.6=90000kNm1层柱：ic=EcIc//=30000000x0.0108/4.6=70434.78kN-m90000595483390000595483390000595483390000900()0595483390000595483390000595483390000900005954833900005954833900005954833900009000059548339000059548339000059548.33900009000059548339000059548.339000059548339000077770434.7877200加70434.78，72007n70434.78r7200,70434.78►21600595483359548.335954833图4-4框架线刚度图(kN・m)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准)
125.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一层油毡隔离层40厚挤塑聚苯保温15厚高分子防水卷材1:3水泥砂浆找平1:6水泥焦渣2%找坡层现浇钢筋混凝土板V型轻钢龙骨吊顶屋面荷载合计屋面框架梁线荷载计算DE梁自重DE梁抹灰合计EF梁自重EF梁抹灰合计FG梁自重FG梁抹灰合计0.25kN/m2O.lkN/m20.033x20=0.66kN/m20.02x20=0.4kN/m2(0.02x2+10.8x0.02)/2xl2=1.536kN/m20.1x25=2.5kN/m20.25kN/m25.696kN/m20.25x0,7x25=4.375kN/m(2x(0.7-0.1)+0.25)x0.02x20=0.58kN/m4.955kN/m0.25x0.7x25=4.375kN/m(2x(0.7-0.1)+0.25)x0.02x20=0.58kN/m4.955kN/mO.25xO.7x25=4.375kN/m(2x(0.7-0.1)+0.25)x0.02x20=0.58kN/m4.955kN/m
135.1.1楼面框架梁恒载标准值楼面面荷载计算防滑地破地面现浇钢筋混凝土板v型轻钢龙骨吊顶楼面荷载合计楼面框架梁线荷载计算DE梁自重DE梁抹灰合计EF梁自重EF梁抹灰合计FG梁自重FG梁抹灰合计5.1.2屋面框架节点集中恒载标准值D轴柱顶层集中荷载连系梁自重连系梁抹灰5.2m女儿墙自重女儿墙抹灰11轴到12轴板传给连系梁12轴到13轴板传给连系梁0.55kN/m2O.lx25=2.5kN/m20.25kN/m23.3kN/m20.25x0.7x25=4.375kN/m(2x(0.7-0.1)+0.25)x0.02x20=0.58kN/m4.955kN/m0.25x0.7x25=4.375kN/m(2x(0.7-0.1)+0.25)x0.02x20=0.58kN/m4.955kN/m0.25x0.7x25=4.375kN/m(2x(0.7-0.1)+0.25)x0.02x20=0.58kN/m4.955kN/m(3.6+3.6)xO.25xO.7x25=31.5kN(0.7-0.1)x2x0.02x20x7.2=3.456kN7.2xl.5x0.2x8.5=18.36kN7.2xl.5x0.2x8.5=8.64kN(1.8xl.8+1.8xl.8)x5.696/2=18.455kN(1.8xl.8+1.8xl.8)x5.69€/2=18.455kN
1411轴到12轴次梁自重11轴到12轴次梁抹灰12轴到13轴次梁自重12轴到13轴次梁抹灰板传给11轴到12轴次梁板传给12轴到13轴次梁D轴柱顶层集中荷载E轴柱顶层集中荷载连系梁自重连系梁抹灰11轴到12轴板传给连系梁12轴到13轴板传给连系梁11轴到12轴次梁自重11轴到12轴次梁抹灰12轴到13轴次梁自重12轴到13轴次梁抹灰板传给11轴到12轴次梁板传给12轴到13轴次梁E轴柱顶层集中荷载0.25x0.6x7.2x25x0.醯=6.75kN((0.6-0.1)x2+0.25)x7.2x0.02x20x09=0.9kN0.25x0.6x7.2x25x0.^2=6.75kN((0.6-0.1)x2+0.25)x7.2x0.02x20x0某=0.9kN(9.72+9.72)x5.696x0.^2=27.683kN(9.72+9.72)x5.696x0.骁=27.683kN169.532kN(3.6+3.6)x0.25x0.7x25=31.5kN(0.7-0.1)x2x0.02x20x7.2=3.456kN(3.24+3.24+3.24+3.24)x5.69的=36.91(3.24+3.24+3.24+3.24)x5.69级=36.910.25x0.6x14.4x25x0.奥=13.5kN(1.25x7.2+1.25x7.2)x0.02x20x0.5)^=1.8kN0.25x0,6x14.4x25x0.*13.5kN(9.72+9.72+9.72+9.72)x5.696x0.骁=55.365kN(9.72+9.72+9.72+9.72)x5.696x0.骁=55.365kN250.106kN(1.25x7.2+1.25x7.2)x0.02x20x0.骏=1.8kNF轴柱顶层集中荷载连系梁自重连系梁抹灰11轴到12轴板传给连系梁12轴到13轴板传给连系梁11轴到12轴次梁自重11轴到12轴次梁抹灰12轴到13轴次梁自重(3.6+3.6)x0.25x0.7x25=31.5kN(0.7-0.1)x2x0.02x20x7.2=3.456kN(3.24+3.24+3.24+3.24)x5.69叱2=36.91(3.24+3.24+3.24+3.24)x5.69^2=36.910.25x0,6x14.4x25x0.*13.5kN(1.25)x7.2+1.25x7.2)x0.02x20x0.裳=1.8kN0.25x0.6x14.4x25x0.奥=13.5kN
15((1.25)x7.2+1.25x7.2)x0.02x20x0.骁=1.8kN(9.72+9.72+9.72+9.72)x5.696x0.奥=55.365kN(9.72+9.72+9.72+9.72)x5.696x0.奥=55.365kN250.106kN(3.6+3⑹x0.25x0.7x25=31.5kN(0.7-0.1)x2x0.02x20x7.2=3.456kN7.2xl.5x0.2x8.5=18.36kN7.2xl.5x0.2x8.5=8.64kN(1.8xl.8+1.8xl.8)x5.69€/2=18.455kN(1.8xl.8+1.8xl.8)x5.69€/2=18.455kN0.25x0.6x7.2x25x0.骁=6.75kN((0.6-0.1)x2+0.25)x7.2x0.02x20x0.5/2=0.9kN0.25x0.6x7.2x25x0.醯=6.75kN((0.6-0.1)x2+0.25)x7.2x0.02x20x0.弱=0.9kN(9.72+9.72)x5.696x0.骁=27.683kN(9.72+9.72)x5.696x0.5/2=27.683kN169.532kN(3.6+3.6)x0.25x0.7x25=31.5kN(0.7-0.1)x2x0.02x20x7.2=3.456kN5.4x0.45+5.4x0.45=2.43kN(14.4x2.9-5.4-5.4)x0.2x8.5=26.316kN(14.4x2.9-5.4-5.4)x0.2x8.5=12.384kN(1.8xl.8+1.8xl.8)x3.3/2=10.692kN(1.8xl.8+1.8xl.8)x3.3/2=10.692kN12轴到13轴次梁抹灰板传给11轴到12轴次梁板传给12轴到13轴次梁F轴柱顶层集中荷载G轴柱顶层集中荷载连系梁自重连系梁抹灰1.5m女儿墙自重女儿墙抹灰11轴到12轴板传给连系梁12轴到13轴板传给连系梁11轴到12轴次梁自重11轴到12轴次梁抹灰12轴到13轴次梁自重12轴到13轴次梁抹灰板传给11轴到12轴次梁板传给12轴到13轴次梁G轴柱顶层集中荷载5.1.4楼面框架节点集中恒载标准值D轴柱标准层集中荷载连系梁自重连系梁抹灰连系梁上窗自重连系梁上墙自重连系梁上墙抹灰11轴到12轴板传给连系梁12轴到13轴板传给连系梁
1611轴到12轴次梁自重11轴到12轴次梁抹灰12轴到13轴次梁自重12轴到13轴次梁抹灰板传给11轴到12轴次梁板传给12轴到13轴次梁D轴柱标准层集中荷载0.25x0.6x7,2x25x0.5/2=6.75kN(0.5x2+0.25)x7.2x0.02x20x0.5/2=0.9kN0.25x0.6x7.2x25x0.5/2=6.75kN(0.5x2+0.25)x7.2x0.02x20x0.5/2=0.9kN(9.72+9.72)x3.3xO.5/2=16.O38kN(9.72+9.72)x3.3xO.5/2=16.O38kN144.846kN(1.25x7.2+1.25x7.2)x0.02x20x0.5/2=1.8kN0.25x0.6xl4.4x25x0.5/2=13.5kN(1.25x7.2+1.25x7.2)x0.02x20x0.5/2=1.8kN(9.72+9.72+9.72+9.72)x3.3x0.5/2=32.076kN(9.72+9.72+9.72+9.72)x3.3x0.5/2=32.076kN224.676kN(3.6+3.6)x0.25x0.7x25=31.5kN(0.7-0.1)x2x0.02x20x7.2=3.456kN0x0.45+0x0.45=0kN(14.4x2.9-0-0)x0.2x8.5=35.496kNE轴柱标层集中荷载连系梁自重连系梁抹灰连系梁上门自重连系梁上墙自重连系梁上墙抹灰11轴到12轴板传给连系梁12轴到13轴板传给连系梁11轴到12轴次梁自重11轴到12轴次梁抹灰12轴到13轴次梁自重12轴到13轴次梁抹灰板传给11轴到12轴次梁板传给12轴到13轴次梁E轴柱标准层集中荷载F轴柱标准层集中荷载连系梁自重连系梁抹灰连系梁上门自重连系梁上墙自重(3.6+3.6)xO.25xO.7x25=31.5kN(0.7-0.1)x2x0.02x20x7.2=3.456kN0x0.45+0x0.45=0kN(14.4x2.9-0-0)x0.2x8.5=35.496kN(14.4x2.9-0-0)x0.2x8.5=16.704kN(3.24+3.24+3.24+3.24)x3.3/2=21.384(3.24+3.24+3.24+3.24)x3.3/2=21.3840.25x0.6xl4.4x25x0.5/2=13.5kN
17连系梁上墙抹灰11轴到12轴板传给连系梁12轴到13轴板传给连系梁11轴到12轴次梁自重11轴到12轴次梁抹灰12轴到13轴次梁自重12轴到13轴次梁抹灰板传给11轴到12轴次梁板传给12轴到13轴次梁F轴柱标准层集中荷载(3.24+3.24+3.24+3.24)x3.3/2=21.384(3.24+3.24+3.24+3.24)x3.3/2=21.384(1.25x7.2+1.25x7.2)x0.02x20x0.5/2=1.8kN0.25x0.6xl4.4x25x0.5/2=13.5kN(1.25x7.2+1.25x7.2)x0.02x20x0.5/2=1.8kN(9.72+9.72+9.72+9.72)x3.3x0.5/2=32.076kN(9.72+9.72+9.72+9.72)x3.3x0.5/2=32.076kN224.676kN0.25x0.6xl4.4x25x0.5/2=13.5kNG轴柱标准层集中荷载连系梁自重连系梁抹灰连系梁上窗自重连系梁上墙自重连系梁上墙抹灰11轴到12轴板传给连系梁12轴到13轴板传给连系梁11轴到12轴次梁自重11轴到12轴次梁抹灰12轴到13轴次梁自重12轴到13轴次梁抹灰板传给11轴到12轴次梁板传给12轴到13轴次梁G轴柱标准层集中荷载(3.6+3.6)xO.25xO.7x25=31.5kN(0.7-0.1)x2x0.02x20x7.2=3.456kN5.4x0.45+5.4x0.45=2.43kN(14.4x2.9-5.4-5.4)x0.2x8.5=26.316kN(14.4x2.9-5.4-5.4)x0.2x8.5=12.384kN(1.8xl.8+1.8xl.8)x3.3/2=10.692kN(1.8xl.8+1.8xl.8)x3.3/2=10.692kN0.25x0.6x7,2x25x0.5/2=6.75kN(0.5x2+0.25)x7.2x0.02x20x0.5/2=0.9kN0.25x0.6x7.2x25x0.5/2=6.75kN(0.5x2+0.25)x7.2x0.02x20x0.5/2=0.9kN(9.72+9.72)x3.3xO.5/2=16.O38kN(9.72+9.72)x3.3x0.5/2=16.038kN144.846kN
185.1.5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注：篇幅有限，本图长度不代表实际尺寸（以标注尺寸为准）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。）
195.2.1楼面框架梁线活载标准值得出根据楼面的使用功能杳询《建筑结构荷载规范GB50009-2012))5.1.1,楼面均布活载见图5-3活载作用下的结构计算简图。5.23屋面框架节点集中活载标准值D轴柱顶层集中活荷载11轴到12轴板传给连系梁12轴到13轴板传给连系梁板传给11轴到12轴次梁板传给12轴到13轴次梁D轴柱顶层集中活荷载E轴柱顶层集中活荷载11轴到12轴板传给连系梁12轴到13轴板传给连系梁板传给11轴到12轴次梁板传给12轴到13轴次梁E轴柱顶层集中活荷载F轴柱顶层集中活荷载11轴到12轴板传给连系梁12轴到13轴板传给连系梁板传给11轴到12轴次梁板传给12轴到13轴次梁F轴柱顶层集中活荷载G轴柱顶层集中活荷载11轴到12轴板传给连系梁12轴到13轴板传给连系梁(1.8xl.8+1.8xl.8)x2/2=6.48kN(1.8xl.8+1.8xl.8)x2/2=6.48kN(9.72+9.72)x2)xO.5/2=9.72kN(9.72+9.72)x2xO.5/2=9.72kN32.4kN(3.24+3.24+3.24+3.24)x2/2=12.96kN(3.24+3.24+3.24+3.24)x2/2=12.96kN(9.72+9.72+9.72+9.72)x2)xO.5/2=19.44kN(9.72+9.72+9.72+9.72)x2xO.5/2=19.44kN64.8kN(3.24+3.24+3.24+3.24)x2/2=12.96kN(3.24+3.24+3.24+3.24)x2/2=12.96kN(9.72+9.72+9.72+9.72)x2)x0.5/2=19.44kN(9.72+9.72+9.72+9.72)x2xO.5/2=19.44kN64.8kN(1.8xl.8+1.8xl.8)x2/2=6.48kN(1.8xl.8+1.8xl.8)x2/2=6.48kN
20板传给11轴到12轴次梁板传给12轴到13轴次梁G轴柱顶层集中活荷载5.2.4楼面框架节点集中荷载标准值D轴柱标准层集中活荷载11轴到12轴板传给连系梁12轴到13轴板传给连系梁板传给11轴到12轴次梁板传给12轴到13轴次梁D轴柱标准层集中活荷载E轴柱标准层集中活荷载11轴到12轴板传给连系梁12轴到13轴板传给连系梁板传给11轴到12轴次梁板传给12轴到13轴次梁E轴柱标准层集中活荷载F轴柱标准层集中活荷载11轴到12轴板传给连系梁12轴到13轴板传给连系梁板传给11轴到12轴次梁板传给12轴到13轴次梁F轴柱标准层集中活荷载G轴柱标准层集中活荷载11轴到12轴板传给连系梁12轴到13轴板传给连系梁(9.72+9.72)x2)x0.5/2=9.72kN(9.72+9.72)x2xO.5/2=9.72kN32.4kN(1.8xl.8+1.8xl.8)x2/2=6.48kN(1.8xl.8+1.8xl.8)x2/2=6.48kN(9.72+9.72)x2)xO.5/2=9.72kN(9.72+9.72)x2x0.5/2=9.72kN32.4kN(3.24+3.24+3.24+3.24)x2/2=12.96kN(3.24+3.24+3.24+3.24)x2/2=12.96kN(9.72+9.72+9.72+9.72)x2)xO.5/2=19.44kN(9.72+9.72+9.72+9.72)x2xO.5/2=19.44kN64.8kN(3.24+3.24+3.24+3.24)x2/2=12.96kN(3.24+3.24+3.24+3.24)x2/2=12.96kN(9.72+9.72+9.72+9.72)x2)x0.5/2=19.44kN(9.72+9.72+9.72+9.72)x2x0.5/2=19.44kN64.8kN(1.8xl.8+1.8xl.8)x2/2=6.48kN(1.8xl.8+1.8xl.8)x2/2=6.48kN
21板传给11轴到12轴次梁板传给12轴到13轴次梁G轴柱标准层集中活荷载(9.72+9.72)x2)xO.5/2=9.72kN(9.72+9.72)x2xO.5/2=9.72kN32.4kN5.2.5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注：篇幅有限，本图长度不代表实际尺寸（以标注尺寸为准）
225.2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：WK=J3z/js/jzco0(hi+hj)B/2a>0基本风压；〃z—风压高度变化系数；人—风荷载体型系数，根据建筑物的体型查得〃s=L3;%——风阵系数，因为建筑物高H=2L6mg30m,所以吐L0；%——下层柱高，对底层为底层层高与室内外高差之和。hj——上层柱高，对顶层为女儿墙的2倍；B——迎风面宽度。计算过程见下表：风荷载计算表5-1层号h卬6zu)0hihjwk622.051.2631.001.30.53.6319.506518.451.1991.001.30.53.63.620.201414.851.1261.001.30.53.63.618.971311.251.0331.001.30.53.63.617.40427.651.0001.001.30.53.63.616.84814.051.0001.001.30.54.053.617.901
2319.506A17.404Ar7200加h7200力r7200mrr216004d5d图5-4框架受风荷载作用图(kN)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准)5.3.1侧移刚度D框架柱侧移刚度。=%詈，式中&为柱子刚度修正系数，按下表采用。%为柱线刚度，力为柱高度。楼层类别边柱中柱«c
246层D轴柱侧移刚度D值计算:=0.662-Z2±M_59548.33+59548.33K=元=2x90000K_2+K-^2_=02492+0.66212zc12x90000,,F彳=0.249x^^=20750kN/m6层E轴柱侧移刚度D值计算:-_59548.33+59548.33+59548.33+59548.33K=-'2ic=2x90000X1.323八…ac=2+K=2+1.323=039812zc12x90000D=a^=0.398x———=33166.67kN/mh3.66层F轴柱侧移刚度D值计算:K=ii+，2+h+力59548.33+59548.33+59548.33+59548.332icK_2+K：2x90000=1.32312/cD=ac斤1.323八…=03982+1.323V"。12x90000=0.398x^^=33166.67kN/m6层G轴柱侧移刚度D值计算:K=zi+z359548.33+59548.332zc_K2+K2x90000=0.66212/；.D=ac1^20.662八…=0?492+0.66212x90000=0.249x^^=20750kN/m5层D轴柱侧移刚度D值计算:
2559548.33+59548.332x90000=0.662__0.6622+K=2+0,662=0.24912ic12x90000/户=0.249x^^=20750kN/m5层E轴柱侧移刚度D值计算:-九+，2+打+自_59548.33+59548.33+59548.33+59548.33K=24=2x90000=1.323_K__1.323尸2+4=2+1.323=0.398I2ic12x90000止国户=0-398x1^=33166.67kN/m5层F轴柱侧移刚度D值计算:-"均+均+自_59548.33+59548.33+59548.33+59548.33K=~'2k=2x90000=1.323___1.3232+K=2+1.323=0.39812zc12x90000D^~=0-398xf^=33166.67kN/m5层G轴柱侧移刚度D值计算:-zi+h_59548.33+59548.33=0.662K=元=2x90000__0.662:=2+K=2+0.662=0.24912zc12x90000D^~=0-249xF^=20750kN/m4层D轴柱侧移刚度D值计算：-h+i4_59548.33+59548.33_K=~2i^=2x90000=0'662K0.662=2^0662=°-24912zc12x90000D=ac~r=0.249x———=20750kN/mh3.64层E轴柱侧移刚度D值计算:-1+?2+力+，4_59548.33+59548.33+59548.33+5954&33K=2^=2x90000=0.398_K__1.323尸2+4=2+1.323
2612zc12x90000,”户=0.398x^^=33166.67kN/m4层F轴柱侧移刚度D值计算:K=，3+i459548.33+59548.33+59548.33+59548.332icK2x90000=1.3232+K1.3232+1.323=0398D=a,TY2^=0.398xh12x90000,—-=33166.67kN/m3.64层G轴柱侧移刚度D值计算:K=zi+z359548.33+59548.332zcK_2+K2x900000.662…c2+0.662=0249=0.662八⑵CD=a,rTrch2A一个.2lcK59548.33+59548.332x90000=0.6622+K0.662…八2+0.662=024912x90000,=0.249x———=20750kN/m3.o3层D轴柱侧移刚度D值计算:r⑵CD=acTThK="力+，3+i459548.33+59548.33+59548.33+59548.33lieK2x90000=1.3232+K1.323八…2+1.323=039812x90000,=0.249x———=20750kN/m3.63层E轴柱侧移刚度D值计算:c⑵cD=acrrch212x90000,=0.398x———=33166.67kN/m3.63层F轴柱侧移刚度D值计算:K="'2+，3+»459548.33+59548.33+59548.33+59548.332icK2x90000=1.3232+K1.3232+1.323=0398D=ac^2^=0.398xch212x90000,—yr; =33166.67kN/m3.63层G轴柱侧移刚度D值计算:
27K=五K59548.33+59548.332x90000=0.6620.6622+K2+0.662=0249D=ath1=0.249x12x90000—=20750kN/m3.62层D轴柱侧移刚度D值计算:K=z2+/459548.33+59548.332zcK2x90000=0.6622+K0.6622+0.662=0249D=at12zch2=0.249x12x90000ttz-=20750kN/m3.62层E轴柱侧移刚度D值计算:K="，2+八+心59548.33+59548.33+59548.33+59548.332zcK1.3232+K2+1.323=03982x90000=1.323D=ac12ZC12x90000h1=0.398x———=33166.67kN/m3.62层F轴柱侧移刚度D值计算:K=ii+，2+，3+，459548.33+59548.33+59548.33+59548.332ic2x90000=1.3232+K1.323=02+1,323D=ac'12zc12x90000h2=0.398x———=33166.67kN/m3.62层G轴柱侧移刚度D值计算:K=zi+z359548.33+59548.332icK2x90000=0.6620.6622+K2+0.662=0249D=at12/ch1=0.249x12x90000—=20750kN/m3.61层D轴柱侧移刚度D值计算:59548.33K=1=70434.78=0.8450.5+K0.5+0.8452+K2+0.845=0-473
282zc12x70434.78,D=a^yr=0.473x—————=18893.56kN/mch24.621层E轴柱侧移刚度D值计算:59548.33+59548.3370434.78=1.6910.5+K2+K0.5+1.6912+1.691=0594D=a)^=0.594xh12x70434.78““~T/77；=23726.8kN/m4.621层F轴柱侧移刚度D值计算:59548.33+59548.3370434.78=1.6910.5+K2+K0.5+1.691…，2+1.691=0594D=a瞪=0694J.鬻黑=23726.8kN/m1层G轴柱侧移刚度D值计算:kS=0,845zc70434.780.5+K2+K05+0.845八…2+0.845=°-473D=a}~T"=0.473xh2x70434.7877；=18893.56kN/m4.6Z5.3.3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AV'△ulmVi——第i层的总剪力；ZDi——第i层所有柱的抗侧移刚度之和；△uj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。层次层高(m)wk(kN)V(kN)LD/(kN/m)△ui(mm)△ui/hi63.619.50619.506107833.30.1811/19890风荷载作用下的位移验算表5-253.620.20139.707107833.30.3681^783
2943.618.97158.678107833.30.544必61833.617.40476.082107833.30.7061^09923.616.84892.93107833.30.8621/117613.617.901110.83185240.721.33538侧移验算：层间侧移最大值：1/3538<1/550（满足要求）。5.3地震荷载标准值计算5.3.1屋面及楼面荷载标准值屋面：5.696kN/m2楼面：3.3kN/m2屋面荷载标准值：5.696xl55.52=885.84kN楼面荷载标准值：5.696xl55.52=885.84kN5.3.2屋面及楼面可变荷载基本雪压：So=O.5kN/m2屋面雪荷载标准值：Sk=prSo=O.5xl=O.5kN/m2屋面雪荷载：77.76kN楼面活荷载：311.04kN1.1.1荷载标准值计算由于各层的梁截面尺寸相同，各层梁重量荷载标准值如下，所计算梁重力荷载如下。梁重力荷载计算表表5-3梁轴号梁宽梁高梁长重量G12轴0.250.721.6D轴0.250.77.2E轴0.250.77.2F轴0.250.7301.57.2
30G轴0.250.77.211轴到12轴次梁0.250.67.212轴到13轴次梁0.250.67.25.4.4柱荷载标准值计算各层柱荷载计算如下。各层柱荷载计算如下。柱重力荷载计算表表5-4层号D轴E轴F轴G轴2G632.432.432.432.497.2532.432.432.432.497.2432.432.432.432.497.2332.432.432.432.497.2232.432.432.432.497.2132.432.432.432.497.25.4.5门，窗荷载标准值计算门，窗重力荷载计算表表5-5层号门面积窗面积门面荷载窗面荷载2G6010.80.450.454.865010.80.450.454.864010.80.450.454.863010.80.450.454.862010.80.450.454.861010.80.450.454.86
315.4.4墙荷载标准值计算墙重力荷载计算表表5-6层次墙类别单位面荷载面积EG屋面女儿墙2.521.6546外墙2.530.96181.8内墙2.541.765外墙2.530.96181.8内墙2.541.764外墙2.530.96181.8内墙2.541.763外墙2.530.96181.8内墙2.541.762外墙2.530.96181.8内墙2.541.761外墙2.530.96181.8内墙2.541.765.4.5重力荷载代表值集中于各层楼层标高处的重力荷载代表值G,为计算单元内各层楼面上的重力荷载代表值及上下各半层的墙柱等重量（其中女儿墙荷载全部计入顶层重力荷载）。具体过程从略计算结果见图3-2。（1）屋面重力荷载代表值=全部的恒载+50%雪荷载（2）楼面重力荷载代表值=全部的恒载+50%楼面活荷载一.G6=1422」52kN一•G5=1254Q96kN-，G4=l254Q96kN—•G3=1254.096kN-*G2=1254.096kN
32Gl=1254.096kN图5-5各质点的重力荷载代表值5.4.4框架自振周期的计算VGi=iGi_科_i=l结构顶点的假想侧移计算表5.7层次Gi(kN)Vgi(kN)EDi(kN/m)△ui(m)uT(m)61422.1521422.152107833.340.0131880.272451254.0962676.248107833.340.0248180.259241254.0963930.344107833.340.0364480.234431254.0965184.44107833.340.0480780.19821254.0966438.536107833.340.0597080.149911254.0967692.63285240.720.0902460.0902由71=1.7计算基本周期，取%1=0.7,由上表可知"T=0.2724m,所以A=L7%"t"2=0.621s5.4.5水平地震作用下的剪力计算根据本工程抗震设防烈度为7度，II类场地土，设计地震分组为第一组，查《建筑抗震设计规范》特征周期Tg=0.35s,amax=0.12因=管）°\max=（；言）09x0.12=0.0716结构等效总重力荷载：Geq=O.85GL=0.85x7692.632=6538.7372kN由于T1>1.4Tg=1.4x0.35=0.49s且TgS0.35所以顶部附加地震作用系数或=0.08口+0.07=0.1197
33EGiHi=106132.3kN/mAFn=JnFEK=0.1197x468.174=56.04kN框架横向水平地震作用标准值为：结构底部：Fek=%Geq£="+物,（顶层），片=£^/^。-宓）（其他层）其他各层地震作用力和地震剪力标准值见表5-8。各质点横向水平地震剪力计算表5-8层次Hi(m)Gi(kN)GiHi(kN-m)Fi(kN)Vi(kN)621.61422.15232140.64180.85180.855181254.09623827.8292.53273.38414.41254.09619313.0875348.38310.81254.09614798.3357.46405.8427.21254.09610283.5939.93445.7713.61254.0965768.8422.4468.175.4.4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△内和顶点位移R按下列两式计算4.VI=—yDiui=■=i具体计算过程及结果见表5-9。横向水平地震作用下的位移验算表5-9层次Vi(kN)£Di(N/m)△pi(mm)hi(m)△pi/hi6180.85107833.341.6773.63721475273.38107833.342.5353.61/14204348.38107833.343.2313.61/H143405.84107833.343.7643.62/9562445.77107833.344.1343.6“871
341468.1785240.725.4923.61/838表5-9还计算了各层的层间弹性位移角网=△内/%,由表中数值可知，最大层间弹性位移角发生在第1层，其值为1/838V1/550,满足《建筑抗震设计规范GB50011-20005.5.1条的规定。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
35学的一般方法，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.计算弯矩分配系数口__Sad瓯/。—于AD6节点弯矩分配系数下柱:=_Si4x90000产石=4x(90000+59548.33)=0.602右梁:Sj4x59548.33产豆=4x(90000+59548.33)=0.398E6节点弯矩分配系数左梁:__S,4x59548.33产豆=4x(59548.33+90000+59548.33)=0'285下柱:=_Si4x90000kW=4x(59548.33+90000+59548.33)=043右梁：n=4x59548.33_4x(59548.33+90000+59548.33)=0-285F6节点弯矩分配系数
364x(59548.33+90000+59548.33)-0-28j4x90000八_4x(59548.33+90000+59548.33)一口、,，……七要修3c=0.7854x59548.334x(59548.33+90000+59548.33)S一邓S一邓SW产产产照相照在F在G6节点弯矩分配系数4x59548.33左梁:|i=-4x(59548.33+90000)-0398>Si4x90000下柱：四二X4x(59548.33+90000)D5节点弯矩分配系数上柱：|X==4x(90000+90000+59548.33)=0.376下柱：产~YSi=4x900004x(90000+90000+59548.33)—0.376右梁：产=4x59548.33=0.249E5节点弯矩分配系数左梁：1=4x59548.33=0.1994x(59548.33+90000+90000+59548.33)上柱：———=4x90000=0.3014x(59548.33+90000+90000+59548.33)下柱：4x90000=0.3014x(59548.33+90000+90000+59548.33)右梁：1=4x59548.33=0.199H-4x(59548.33+90000+90000+59548.33)F5节点弯矩分配系数左梁：产S4x59548.33=0.199ZS-4x(59548.33+90000+90000+59548.33)S4x90000上柱：|X==0.301ZS-4x(59548.33+90000+90000+59548.33)下柱：g=S4x90000=0.301ZS-4x(59548.33+90000+90000+59548.33)右梁:产S4x59548.33=0.199YSi~4x(59548.33+90000+90000+59548.33)
37S一邓S一邓SW产产产梁彬出左上下=07494x(59548.33+90000+90000)4x900004x(59548.33+90000+90000)-UJ/O4x90000“"CLC-0.3764x59548.334x(59548.33+90000+90000)D4节点弯矩分配系数4x90000上枉：日-ZS一4x(90000+90000+59548.33)-0.3764x90000卜柱：日-xs—4x(90000+90000+59548.33)一0.3764x59548.33石梁：「ZS一4x(90000+90000+59548.33)-0.249E4节点弯矩分配系数左梁：万=:=nigg4x(59548.33+90000+90000+59548.33)S4x90000上枉：ES一4x(59548.33+90000+90000+59548.33)一心⑺&4x90000卜柱：四一ZS一4x(59548.33+90000+90000+59548.33)■7■^办¥4x59548.33石梁：N一2S一4x(59548.33+90000+90000+59548.33)-U1”F4节点弯矩分配系数左梁：4x59548.33=0.199日-zs一4x(59548.33+90000+90000+59548.33)上柱：产方二4x90000=0.3014x(59548.33+90000+90000+59548.33)下柱:4x90000=0.301|1-ye-4x(59548.33+90000+90000+59548.33)右梁:产重=4x59548.33=0.1994x(59548.33+90000+90000+59548.33)
38G4节点弯矩分配系数=0.249=0.3764x59548.334x(59548.33+90000+90000)4x900004x(59548.33+90000+90000)
39下柱：|X=SiZS一4x90000=0.3764x(59548.33+90000+90000)D3节点弯矩分配系数Sj4x90000上柱：|1=W=4x(90000+90000+59548.33)=0.376Si4x90000卜柱：|1=Ei=4x(90000+90000+59548.33)=0.37634x59548.33右梁：产至二4x(90000+90000+59548.33)=0.249E3节点弯矩分配系数左梁：4x59548.33=0.199/一ZS一Si4x(59548.33+90000+90000+59548.33)4x90000上柱：=0.301四一ZS-4x(59548.33+90000+90000+59548.33)下柱：Si4x90000=0.301ZS一4x(59548.33+90000+90000+59548.33)右梁：Si4x59548.33=0.199ZS一4x(59548.33+90000+90000+59548.33)F3节点弯矩分配系数左梁：1=4x59548.33=0.1994x(59548.33+90000+90000+59548.33)上柱：———=4x90000=0.3014x(59548.33+90000+90000+59548.33)下柱：4x90000=0.3014x(59548.33+90000+90000+59548.33)右梁：1=4x59548.33=0.199H-4x(59548.33+90000+90000+59548.33)G3节点弯矩分配系数左梁：产上柱：|X=Si4x59548.33ZS一S4x(59548.33+90000+90000)4x90000—0.249ES一&4x(59548.33+90000+90000)4x90000-0.376「仕：g-加.一节点弯矩分配系数,-$4x(59548.33+90000+90000)4x90000-0.376-L仕：|1一ZS一4x(90000+90000+59548.33)-0.376D2
40下柱:__Si4x90000「ZS-4x(90000+90000+59548.33)-0376右梁：_4x59548.33「ZS-4x(90000+90000+59548.33)-0-249E2节点弯矩分配系数左梁：__Si4x59548.33N—ZS—4x(59548.33+90000+90000+59548.33)-0199上柱：__Si4x90000「ZS-4x(59548.33+90000+90000+59548.33)-0-301下柱：_Si4x90000以一ZS-4x(59548.33+90000+90000+59548.33)-0-301右梁：__Si4x59548.33「ZS—4x(59548.33+90000+90000+59548.33)-0199F2节点弯矩分配系数左梁:_Si4x59548.33以一ZS-4x(59548.33+90000+90000+59548.33)-0199上柱：4x90000「ZS-4x(59548.33+90000+90000+59548.33)-0-301下柱:S4x90000四一ZS一4x(59548.33+90000+90000+59548.33)右梁：__S,4x59548.33「ZS—4x(59548.33+90000+90000+59548.33)-0199G2节点弯矩分配系数左梁:__Si4x59548.33产ZS=4x(59548.33+90000+90000)=0-249上柱：_4x90000「ZS—4x(59548.33+90000+90000)-0376下柱:_4x90000UZS-4x(59548.33+90000+90000)-0-376D1节点弯矩分配系数上柱：__Si4x90000产ZS=4x(90000+70434.78+59548.33)=0,409下柱:_4x70434.78N一ZS―4x(90000+70434.78+59548.33)-032右梁：__Si4x59548.33ES—4x(90000+70434.78+59548.33)-01271
41左梁：__Si4x59548.33以一ZS-4x(59548.33+90000+70434.78+59548.33)-0,213上柱：__S.4x90000「ZS-4x(59548.33+90000+70434.78+59548.33)-0322下柱:_Si4x70434.78四一ZS一4x(59548.33+90000+70434.78+59548.33)~0-252右梁：__Si4x59548.33「ZS—4x(59548.33+90000+70434.78+59548.33)-0213Fl节点弯矩分配系数左梁:__Si4x59548.33产ZS=4x(59548.33+90000+70434.78+59548.33)=0,213上柱：__Si4x90000「ZS—4x(59548.33+90000+70434.78+59548.33)-0322下柱:__Si4x70434.78UZS-4x(59548.33+90000+70434.78+59548.33)-0-252右梁：__Si4x59548.33「ZS—4x(59548.33+90000+70434.78+59548.33)-0213G1节点弯矩分配系数左梁:__Si4x59548.33UZS-4x(59548.33+90000+70434.78)-0271上柱：__S,4x90000「ES-4x(59548.33+90000+70434,78)-0-409下柱:__Si4x70434.78四一ZS一4x(59548.33+90000+70434.78)-0326.1.2恒载作用下固端弯矩计算荷载形式集中荷载常见荷载作用下杆件的固端弯矩公式表6-1
42均布荷载——1r2Mi=Mb=—qlRa=Rb=ql12梯形荷投Ma=Mb=^ql2(\-2a2/l2+a3/l3)A/,,,=-l/24^/2(l-2x(a//)3)&=%=(/—a)*g/2三角形荷我Ma=-Mb=-5/96/2而中=7/32/2R」=Rr=1/4ql根据以上公式，计算所得梁固端弯矩如下表所示:层次DE左DE右EF左EF右FG左FG右6-100.3100.3-100.3100.3-100.3100.35-67.1267.12-67.1267.12-67.1267.124-67.1267.12-67.1267.12-67.1267.123-67.1267.12-67.1267.12-67.1267.122-67.1267.12-67.1267.12-67.1267.121-67.1267.12-67.1267.12-67.1267.12恒载作用下固端弯矩计算结果表6-26.1.3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，
43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:1&602O.?W||ft285|0430285||0285|0.43aM5||O.W|0602|■0旗-loajoIOOJO偏心择-I00J0100.30偏心制-1003IMB偏心地eojw39Moooaoo0.00aoo0.00OXM)-39.9212420.00191aoo0.00aoo0.00-19.960.00-1242-?.«)-102-5j69-8.98-SM5Mn.»Sj693.027.606640-654011437-8.$S-105.99105.998.58-IM3?65.40-6S.4O|0376Q3M0.249||01990301Q30IOIW||019903010.301QW||0249037603%|67.1267.1247.1267.12-67.1267.12252425241671aoo0.00000aoo0.00aoo0.®0X»・1671-23.34-252430.1911620.00K36o.roaooo.(nOXM)aoo0.00-8.360.00-30.19-12.62■16.10-16.10-I0j66-152-2.52-1-66I4>62522.52IMIA«616.101610393321.76■6IJ077MI-152-2.S2-W78M.7M2522.52•73SI61.07-21.76|0376Q3760249||0199OKU0WI0199||019903010301OW||024903760376|•67.1267.12•47.1267.12■47.1267.1225242S241671aoo0.00aooaoo0.00aooO.ODOXM)-1671■23.24-252412.«2I2.A20.008360.00aoo0000.00aoo0.00-8.360.00・1262■1X62•9.49-949-A2»•IM■152-152-l/>6IA6252IS2Ij669第9.492K372837-S6jM73J)•2J2■2.S2-48.786K.7X1522.52•73^156.M-MJ7“37|0376Q3%<1249||ai9«0.301OJOI0il9»||0.199OJOI0301aiw||02-W03760376|■6J.126712■4.71267.1247.1267.1225J425.24】671aoo0.00Q«>aoo0.00aoo0.®oxm-I67I-25.M-232412012.620.008360.000000.00otnaoo0.00-B.M0.00-12&-12.62•9.49-94962H*IM-152-152-IM1.66152IS2Ij666.2X9M9.4928372837•S6M73JI•152Q.S2-6K.7868.78152152•73利56.69-28.37|0376Q3760J49||0lI990.301QJOIaiw||0.1WOJOI0301a199||0J4903760J76|-67.1267.12-67.1267.12■67.1267.122s242SJ4Ilk7!aoo0.00aooaoo0.00aoo0.00aoo•I&7I-25.M■25.24124213.730.00R360.00aa)0.00000aoo0.00■4.36OOO-12.62-13.73-9.91-9.91-&56-Ij66-152-2.52-Ij661.661522.52Ij666.369.919.9127.952906•56.9773剧•252-2.S2&.T868.TO1522.S2・73期%97•27.95-29.06|O-MW0320.271||021)032Q2S20213||021303220252G2I3||02710409Q32|-671267.12■471267.12-67.126712274521.4N18.19ojn0.00aooOlOOo. 4465.4065.4045.008.560.476).4773.8121.7633.2373刃28.37283773^)J28.3二7也i此29.0629.0635.2835.282.217.44117.4437.3672001O5,^JO5.99K114.572.522.52720021600_2.5235.4228.3735.42空7、静三4.52~1.56^2.52283735.4234.9137.367200图6-1恒载作用下的弯矩图(kN・m)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准)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：―自-(A/,+M)〃%=Rb+(M,+MJ/1柱子剪力按下列公式计算：展M+%)// 45恒载作用下DE框架梁剪力表6-3 46层数l(m)RARBMlMrV左V右67.273.273.2-65.40114.5766.37-80.0357.249.9149.91-61.0773.8148.14-51.6847.249.9149.91-56.6973.8147.53-52.2937.249.9149.91-56.6973.8147.53-52.2927.249.9149.91-56.9773.8147.57-52.2517.249.9149.91-52.3574.2846.86-52.96恒载作用下EF框架梁剪力表6-4层数l(m)RARBMlMrV左V右67.273.273.2-105.99105.9973.2-73.257.249.9149.91-68.7868.7849.91-49.9147.249.9149.91-68.7868.7849.91-49.9137.249.9149.91-68.7868.7849.91-49.9127.249.9149.91-68.7868.7849.91-49.9117.249.9149.91-69.0669.0649.91-49.91恒载作用下FG框架梁剪力表6-5层数l(m)RARBMlMrV左V右67.273.273.2-114.5765.4080.03-66.3757.249.9149.91-73.8161.0751.68-48.1447.249.9149.91-73.8156.6952.29-47.5337.249.9149.91-73.8156.6952.29-47.5327.249.9149.91-73.8156.9752.25-47.57 4717.249.9149.91-74.2852.3552.96-46.86恒载作用下的柱子剪力表6-6层次层D柱E柱M上M下VM上M下V63.665.4039.33-29.09-8.58-2.523.0853.621.7628.37-13.93-2.52-2.521.443.628.3728.37-15.76-2.52-2.521.433.628.3727.95-15.64-2.52-2.521.423.629.0634.91-17.77-2.52-2.931.5113.617.448.72-5.69-2.29-1.150.75恒载作用下的柱子剪力表6-7层次层F柱G柱M上M下VM上M下V63.68.582.52-3.08-65.40-39.3329.0953.62.522.52-1.4-21.76-28.3713.9343.62.522.52-1.4-28.37-28.3715.7633.62.522.52-1.4-28.37-27.9515.6423.62.522.93-1.51-29.06-34.9117.7713.62.291.15-0.75-17.44-8.725.69 48图6-2恒载作用下的剪力图(kN)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准)6.1.4恒载作用下柱子轴力计算柱子轴力按下列公式计算：'=F+匕+%N下=/+匕+匕+柱自重恒载作用下D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6169.530.60.63.6066.3732.4235.9268.3 4925144.8460.60.63.6048.1432.4461.3493.74144.8460.60.63.6047.5332.4686.1718.53144.8460.60.63.6047.5332.4910.9943.32144.8460.60.63.6047.5732.41135.71168.11144.8460.60.63.6046.8641.41359.81401.2恒载作用下E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6250.1060.60.63.6-80.0373.232.4403.3435.75224.6760.60.63.6-51.6849.9132.4762794.44224.6760.60.63.6-52.2949.9132.41121.31153.73224.6760.60.63.6-52.2949.9132.41480.615132224.6760.60.63.6-52.2549.9132.41839.81872.21224.6760.60.63.6-52.9649.9141.42199.72241.1 50恒载作用下F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6250.1060.60.63.6-73.280.0332.4403.3435.75224.6760.60.63.6-49.9151.6832.4762794.44224.6760.60.63.6-49.9152.2932.41121.31153.73224.6760.60.63.6-49.9152.2932.41480.615132224.6760.60.63.6-49.9152.2532.41839.81872.21224.6760.60.63.6-49.9152.9641.42199.72241.1恒载作用下G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6169.5320.60.63.6-66.37032.4235.9268.35144.8460.60.63.6-48.14032.4461.3493.74144.8460.60.63.6-47.53032.4686.1718.53144.8460.60.63.6-47.53032.4910.9943.32144.8460.60.63.6-47.57032.41135.71168.11144.840.60.63.6-46.8041.41359.81401.2 5166(D)(E)(F)(G)图6-3恒载作用下的轴力图(kN)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准)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: 52层次DE左DE右EF左EF右FG左FG右6-27.727.7-27.727.7-27.727.75-27.727.7-27.727.7-27.727.74-27.727.7-27.727.7-27.727.73-27.727.7-27.727.7-27.727.72-27.727.7-27.727.7-27.727.71-27.727.7-27.727.7-27.727.76.2.1活载作用弯矩二次分配过程弯矩分配过程如下。匕柱「柱■,••1••柱卜柱右崇左里上柱Fft左里上柱Ftt1。.泗||0285(1430285||02HS0.45Q28s||OJMKM2|矩-27J027.70偏心期-27.TO27.70姆CM-27.727.7H心矩Ib6811.020.(10aoo0.000.000.(00.00•11.02■16.M5.210.005.51aoo0000.000.(0-5.510.00•521-3.13-2.07-137-2.37-1371372.371372.073.13IK75-I&7531A4-2.J7・292729272.J7JI.6*I8.7S-l«.7S|03760249||0IW0.3010301OIW|IOIW03010.3010199|I0.24903760376|-27702770-27.7027.70-27.7027.7010.42IQ426.900.000.00aoo0.000.00aao0.000.00690-10.42•10.42K34S.2I0.003.450.00a 5318.7518.7516.3730.46,10.5314.2414.6311.7131.6418.7518.7516.3710.5314.24剑11.7114.631.041.04’2.372.3.0411.7111.7111.712即》3.科I1.9915.44720072001.041.0417200216000^9511.7114.632必1.0414.6314.5814.5830.65J7Q<28.5-^13.06.15.44©©(D©图6-4活载作用下的弯矩图(kN・m)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准)6.2.1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：VA：=ql/2-(Mr+M,)/l嗫=g〃2+(%+M)〃柱子剪力按下列公式计算P=(M］：+MQ//(柱子剪力见剪力图) 54活载作用下DE框架梁剪力表6-13层数l(m)RARBMlMrV左V右67.219.4419.44-18.7531.6417.65-21.2357.219.4419.44-24.1830.4618.57-20.3147.219.4419.44-23.4030.4618.46-20.4237.219.4419.44-23.4030.4618.46-20.4227.219.4419.44-23.5130.4618.47-20.4117.219.4419.44-21.6030.6518.18-20.7活载作用下EF框架梁剪力表6-14层数l(m)RARBMlMrV左V右67.219.4419.44-29.2729.2719.44-19.4457.219.4419.44-28.3928.3919.44-19.4447.219.4419.44-28.3928.3919.44-19.4437.219.4419.44-28.3928.3919.44-19.4427.219.4419.44-28.3928.3919.44-19.4417.219.4419.44-28.5028.5019.44-19.44活载作用下FG框架梁剪力表6-15层数l(m)RARBMlMrV左V右67.219.4419.44-31.6418.7521.23-17.6557.219.4419.44-30.4624.1820.31-18.5747.219.4419.44-30.4623.4020.42-18.4637.219.4419.44-30.4623.4020.42-18.46 5527.219.4419.44-30.4623.5120.41-18.4717.219.4419.44-30.6521.6020.7-18.18活载作用下的柱子剪力表6-16层次层高D柱E柱M上M下VM上M下V63.618.7513.66-9-2.37-1.040.9553.610.5311.71-6.18-1.04-1.040.5843.611.7111.71-6.51-1.04-1.040.5833.611.7111.53-6.46-1.04-1.040.5823.611.9914.41-7.33-1.04-1.210.6313.67.203.60-2.35-0.95-0.470.31活载作用下的柱子剪力表6-17层次层高F柱G柱M上M下VM上M下V63.62.371.04-0.95-18.75-13.66953.61.041.04-0.58-10.53-11.716.1843.61.041.04-0.58-11.71-11.716.5133.61.041.04-0.58-11.71-11.536.4623.61.041.21-0.63-11.99-14.417.3313.60.950.47-0.31-7.20-3.602.35 56图6-5活载作用下的剪力图(kN)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准)6.2.1活载作用柱子轴力计算柱子轴力按下列公式计算N上="下=尸+匕+匕活载作用下D轴柱轴力表6-18层次NV左V右柱顶柱底632.4017.6550.150.1532.4018.57101.1101.1 57432.4018.46152152332.4018.46202.9202.9232.4018.47253.8253.8132.4018.18304.4304.4活载作用下E轴柱轴力表6-19层次NV左V右柱顶柱底664.8-21.2319.44105.5105.5564.8-20.3119.44210.1210.1464.8-20.4219.44314.8314.8364.8-20.4219.44419.5419.5264.8-20.4119.44524.2524.2164.8-20.719.44629.1629.1活载作用下F轴柱轴力表6-20层次NV左V右柱顶柱底664.8-19.4421.23105.5105.5564.8-19.4420.31210.1210.1464.8-19.4420.42314.8314.8364.8-19.4420.42419.5419.5264.8-19.4420.41524.2524.2164.8-19.4420.7629.1629.1活载作用下G轴柱轴力表6-21层次NV左V右柱顶柱底632.4-17.65050.150.1 58532.4-18.570101.1101.1432.4-18.460152152332.4-18.460202.9202.9232.4-18.470253.8253.8132.4-18.180304.4304.450.1105.5105.550.1101.1210.1210.1101.1152314.8314.8152202.9419.5419.5202.9253.8524.2524.2253.8304.4方629.17,77,72007200.629.1r历7200304.4T*21600©©@©图6-6活载作用下的轴力图(kN)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准) 596.2风荷载作用下的内力计算6.2.1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：喙=*一嗫7风荷载作用下的柱子剪力表6-22层次柱轴号D(kN/m)LD(kN/m)F(kN)V(kN)6D20750107833.319.5063.75E33166.67107833.319.5066F33166.67107833.319.5066G20750107833.319.5063.755D20750107833.339.7077.64E33166.67107833.339.70712.21F33166.67107833.339.70712.21G20750107833.339.7077.644D20750107833.358.67811.29E33166.67107833.358.67818.05F33166.67107833.358.67818.05G20750107833.358.67811.293D20750107833.376.08214.64E33166.67107833.376.08223.4F33166.67107833.376.08223.4G20750107833.376.08214.642D20750107833.392.9317.88E33166.67107833.392.9328.58F33166.67107833.392.9328.58G20750107833.392.9317.881D18893.5685240.72110.83124.57E23726.885240.72110.83130.85F23726.885240.72110.83130.85G18893.5685240.72110.83124.57 606.2.1风荷载作用下柱子弯矩计算柱的反弯点高度比计算式：y=%+弘+%+%，其中汽为标准反弯点高度，必为因上下层梁刚度比变化的修正值，力为因上层层高变化的修正值，为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F柱弯矩计算表6-25风荷载作用D柱弯矩计算表6-23层次层高(m)yi-yV(kN)M下(kN・m)M上伙Nm)63.60.2810.7193.75-3.79-9.7153.60.3810.6197.64-10.48-17.0243.60.40.611.29-16.26-24.3933.60.450.5514.64-23.72-28.9923.60.4810.51917.88-30.96-33.4113.60.650.3524.57-73.46-39.56风荷载作用E柱弯矩计算表6-24层次层高(m)yi-yV(kN)M下(kN・m)M±(kNm)63.60.3660.6346-7.91-13.6953.60.4160.58412.21-18.29-25.6743.60.450.5518.05-29.24-35.7433.60.4660.53423.4-39.26-44.9823.60.50.528.58-51.44-51.4413.60.5810.41930.85-82.45-59.46 61层次层高(m)yi-yV(kN)MH(kN-m)M±(kNm)63.60.3660.6346-7.91-13.6953.60.4160.58412.21-18.29-25.6743.60.450.5518.05-29.24-35.7433.60.4660.53423.4-39.26-44.9823.60.50.528.58-51.44-51.4413.60.5810.41930.85-82.45-59.46风荷载作用G柱弯矩计算表6-26层次层高(m)yi-yV(kN)Mb(kN-m)M±(kNm)63.60.2810.7193.75-3.79-9.7153.60.3810.6197.64-10.48-17.0243.60.40.611.29-16.26-24.3933.60.450.5514.64-23.72-28.9923.60.4810.51917.88-30.96-33.4113.60.650.3524.57-73.46-39.566.2.1风荷载作用下梁端弯矩计算梁端弯矩计算公式：梁左弯矩:M'h=工7(K+〃/)梁右弯矩：M；lb+lb风荷载作用梁端弯矩计算(kN・m)表6-27层次DE左DE右EF左EF右FG左FG右69.716.856.856.856.859.71 62520.8116.7916.7916.7916.7920.81434.8727.0227.0227.0227.0234.87345.2537.1137.1137.1137.1145.25257.1345.3545.3545.3545.3557.13170.5255.4555.4555.4555.4570.523.7'6.856.8579.71尸517.02一^25.67376.8520.81/25.67/17.02/--I79七”3/3.79/16.7934.8735.7427.02/^735.74一18.2Sl^7X)218.29,/*—127.02/24.3910.48.J(34.8710.4824.39/28.99号9844.98-16.26.-/-,——2924,也不16.2645.2545.25228.9933.41/57.13I39.5630.90.5273.46/51.4439.2720072002160082.49_82.457720059.4645.3551.4455.4559.4633.4123.7230.9670.52/39.56图6-7风荷载作用下的弯矩图(kN・m)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准)6.2.1风荷载作用下梁剪力及柱轴力计算 63风荷载作用梁剪力及柱轴力(kN)表6-28层次DE梁EF梁FG梁D柱E柱F柱G柱6-2.3-1.9-2.3-2.30.4-0.42.35-5.22-4.66-5.22-7.520.96-0.967.524-8.6-7.51-8.6-16.122.05-2.0516.123-11.44-10.31-11.44-27.563.18-3.1827.562-14.23-12.6-14.23-41.794.81-4.8141.791-17.5-15.4-17.5-59.296.91-6.9159.293.75-4.6612.217.6412.21-8.611.2914.6417.8824.5718.0518.05-8.61.29-11.44-17.523.4-10.31-14.2328.58-15.4-11.4423.4-14.2328.5830.8514.6417.88-17.524.5730.85TUTT7200216007200'72007.64注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准)图6-8风荷载作用下的剪力图(kN) 64图6-9风荷载作用下的轴力图(kN)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准)6.2地震作用下的内力计算6.2.1地震作用下柱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喙=之一乙工Djk水平地震作用下的柱子剪力表6-29层次~柱轴号~~~D(kN/m)~£D(kN/m)~F(kN)~V(kN) 656D20750107833.34180.8534.8E33166.67107833.34180.8555.62F33166.67107833.34180.8555.62G20750107833.34180.8534.85D20750107833.34273.3852.61E33166.67107833.34273.3884.08F33166.67107833.34273.3884.08G20750107833.34273.3852.614D20750107833.34348.3867.04E33166.67107833.34348.38107.15F33166.67107833.34348.38107.15G20750107833.34348.3867.043D20750107833.34405.8478.09E33166.67107833.34405.84124.83F33166.67107833.34405.84124.83G20750107833.34405.8478.092D20750107833.34445.7785.78E33166.67107833.34445.77137.11F33166.67107833.34445.77137.11G20750107833.34445.7785.781D18893.5685240.72468.17103.77E23726.885240.72468.17130.32F23726.885240.72468.17130.32G18893.5685240.72468.17103.776.2.1地震作用下柱子弯矩计算柱的反弯点高度比计算式：歹=为+乃+为+%，其中汽为标准反弯点高度，为为因上下层梁刚度比变化的修正值，力为因上层层高变化的修正值，外为因下层层高变化的修正值，此处地震作用下的标准反弯点高度按倒三角形荷载下考虑，各参数的取值可查表获取。地震荷载作用D柱弯矩计算表6-30层次层高(m)yi-yV(kN)M下(kN,m)M上(kNm)63.60.30.734.8-37.58-87.753.60.40.652.61-75.76-113.64 6643.60.450.5567.04-108.6-132.7433.60.450.5578.09-126.51-154.6223.60.5620.43885.78-173.55-135.2613.60.650.35103.77-310.27-167.07地震荷载作用E柱弯矩计算表6-31层次层高(m)yi-yV(kN)M下(kN・m)M±(kNm)63.60.3660.63455.62-73.28-126.9553.60.450.5584.08-136.21-166.4843.60.4660.534107.15-179.75-205.9933.60.50.5124.83-224.69-224.6923.60.50.5137.11-246.8-246.814.60.6350.365130.32-380.66-218.81地震荷载作用F柱弯矩计算表6-32层次层高(m)yi-yV(kN)M下(kN・m)M±(kNm)63.60.3660.63455.62-73.28-126.9553.60.450.5584.08-136.21-166.4843.60.4660.534107.15-179.75-205.9933.60.50.5124.83-224.69-224.6923.60.50.5137.11-246.8-246.813.60.6350.365130.32-380.66-218.81地震荷载作用G柱弯矩计算表6-33层次层高(m)yi-yV(kN)M下(kN・m)M±(kNm) 6763.60.30.734.8-37.58-87.753.60.40.652.61-75.76-113.6443.60.450.5567.04-108.6-132.7433.60.450.5578.09-126.51-154.6223.60.5620.43885.78-173.55-135.2613.60.650.35103.77-310.27-167.076.2.1地震作用下梁端弯矩计算梁端弯矩计算公式：梁左弯矩:M+m'-')lb+lb梁右弯矩：地震作用梁端弯矩计算(kN-m)表6-34层次DE左DE右EF左EF右FG左FG右687.763.4863.4863.4863.4887.75151.22119.88119.88119.88119.88151.224208.5171.1171.1171.1171.1208.53263.22202.22202.22202.22202.22263.222261.77235.75235.75235.75235.75261.771340.62232.81232.81232.81232.81340.62 6863.4863.48166.4837.573.28151.22119.887328205.991^17113.64171132.7475.76136.2224.69154.62108.263.22202.2135.26126.51261.77167.07173.5340.62126.9563.48205.99171.1136.2224.69179.75202.2287.787.7151.2237.58208.5132.7475.76263.22179.75108.602.22^26L72Z235.75246.8246.8135.26224.6126.51232.81340.62218.81218.81167.07246.173.55232.81232SI246.8ZJZ.o1310.27380.66720021600380.66/720。/113.64154.62310.27/7200图6-10地震荷载作用下的弯矩图(kN・m)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准)6.2.1地震作用下梁剪力及柱轴力计算地震作用梁剪力及柱轴力(kN)表6-35层次DE梁EF梁FG梁D柱E柱F柱G柱6-21-17.63-21-213.37-3.37215-37.65-33.3-37.65-58.657.72-7.7258.65 694-52.72-47.53-52.72-111.3712.91-12.91111.373-64.64-56.17-64.64-176.0121.38-21.38176.012-69.1-65.49-69.1-245.1124.99-24.99245.111-79.64-64.67-79.64-324.7539.96-39.96324.75图6-11地震荷载作用下的剪力图(kN)注：篇幅有限，本图长度不代表实际尺寸(以标注尺寸为准) 70-213.37-3.3721-58.657.72-7.7258.65-111.3712.91-12.91111.37-176.0121.38-2138176.01-245.1124.99-24.99245.11-324.7539.9677200bitm,7200-39.96》7200勿324.7521600@©©©图6-12地震荷载作用下的轴力图（kN）注：篇幅有限，本图长度不代表实际尺寸（以标注尺寸为准）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S=/gSg*+4]5磔]组合2：1.35怛荷载+1.4X0.7活荷载S=+夕心匕品.1=1组合3：1.2恒荷载+1.4X0.9（活荷载+风荷载）S=/gSg*+09七%S最/=!rG：永久荷载的分项系数，具体取值为：当其效应对结构不利时，对由可变荷载效应控制的组合，应取1.2； 71对由永久荷载效应控制的组合，应取1.35；rQi：第i个可变荷载的分项系数，其中7。为可变荷载。/的分项系数，可变荷载的分项系数：一般情况下应取14对活荷载标准值大于4kN/m，的工业房屋，分项系数应取1.3o对于某些特殊情况，可按建筑结构有关设计规范的规定确定。Sgk：按永久荷载标准值0计算的荷载效应值；s鼐：按可变荷载标准值。次计算的荷载效应值，其中S0"为诸可变荷载效应中起控制作用者；案，•：可变荷载0的组合值系数，对于民用建筑楼面活荷载，除了书库、档案室、储藏室、通风及电梯机房取0.9,其余情况均取0.7；对于风荷载的组合系数取0.6；对于雪荷载的组合系数取0.7；〃：参与组合的可变荷载数。1.有地震作用效应组合组合4：1.2X（恒荷载+0.5活荷载）+1.3地震荷载S=yGSGE+YEhSEhk式中S：结构构件内力组合的设计值，包括组合的弯矩、轴向力和剪力设计值；/G：重力荷载分项系数，一般情况应采用L2,当重力荷载效应对构件承载能力有利时，不应大于1.0；yEh：为水平地震作用分项系数，应取1.3；Sge：重力荷载代表值的效应。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(与前儿章规定不同)。3.1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夕可取为0.8〜0.9M'=/3M'°Mr=0M” 72调幅前梁左梁右的弯矩。1.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调幅后跨中弯矩可按公式(1)或公式(2)计算：M=A/中_」(!_£)(〃‘0+AT。)(1)M=M0+Mr0)/3(2)M中：调幅前梁跨中弯矩标准值；林：按简支梁计算的跨中弯矩标准值；/°,加？连续梁的左右支座截面弯矩调幅前的弯矩标准值；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。2.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%。1.1.1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6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6DE0.8-65.4060.47-114.57-52.3278.47-91.66150.46EF0.8-105.9944.46-105.99-84.7965.66-84.79150.45FG0.8-114.5760.47-65.40-91.6678.47-52.32150.465DE0.8-61.0733.23-73.81-48.8646.72-59.05100.67EF0.8-68.7831.89-68.78-55.0245.65-55.02100.67FG0.8-73.8133.23-61.07-59.0546.72-48.86100.67 734DE0.8-56.6935.42-73.81-45.3548.47-59.05100.67EF0.8-68.7831.89-68.78-55.0245.65-55.02100.67FG0.8-73.8135.42-56.69-59.0548.47-45.35100.673DE0.8-56.6935.42-73.81-45.3548.47-59.05100.67EF0.8-68.7831.89-68.78-55.0245.65-55.02100.67FG0.8-73.8135.42-56.69-59.0548.47-45.35100.672DE0.8-56.9735.28-73.81-45.5848.36-59.05100.67EF0.8-68.7831.89-68.78-55.0245.65-55.02100.67FG0.8-73.8135.28-56.97-59.0548.36-45.58100.671DE0.8-52.3537.36-74.28-41.8850.02-59.42100.68EF0.8-69.0631.61-69.06-55.2545.42-55.25100.67FG0.8-74.2837.36-52.35-59.4250.02-41.88100.681.1.1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7-2)3次梁跨6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6DE0.8-18.7516.37-31.64-1521.41-25.3141.57EF0.8-29.2712.29-29.27-23.4218.14-23.4241.56FG0.8-31.6416.37-18.75-25.3121.41-1541.575DE0.8-24.1814.24-30.46-19.3419.7-24.3741.56EF0.8-28.3913.17-28.39-22.7118.85-22.7141.56FG0.8-30.4614.24-24.18-24.3719.7-19.3441.564DE0.8-23.414.63-30.46-18.7220.02-24.3741.56EF0.8-28.3913.17-28.39-22.7118.85-22.7141.56FG0.8-30.4614.63-23.40-24.3720.02-18.7241.563DE0.8-23.414.63-30.46-18.7220.02-24.3741.56EF0.8-28.3913.17-28.39-22.7118.85-22.7141.56FG0.8-30.4614.63-23.4-24.3720.02-18.7241.562DE0.8-23.5114.58-30.46-18.8119.98-24.3741.57EF0.8-28.3913.17-28.39-22.7118.85-22.7141.56FG0.8-30.4614.58-23.51-24.3719.98-18.8141.571DE0.8-21.615.44-30.65-17.2820.67-24.5241.57EF0.8-28.513.06-28.5-22.818.76-22.841.56FG0.8-30.6515.44-21.6-24.5220.67-17.2841.57 747.2框架梁内力组合6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左震右震组合1组公2组合3组合4设计值左风右风左震右震DE梁左M-52.32-159.71-9.7187.7-87.7-83.78-85.33-69.45-93.9242.23-185.79-185.79V663717.65-2.32.3-2121104.35106.998.99104.7862.93117.53117.53跨中M78.4721.411.43-1.4312.11-12.11124.14126.92122.94119.34122.7591.27126.92V-6.83-1.79-2.323-2121-10.7-10.97-13.35-7.55-36.5718.03-36.57・，梁八M-91.66-25.31-6.856.85-63.4863.48-145.43-148.54-150.51-133.25-207.7-42.65-207.7V-80.03-21.23232.3-2121-125.76-128.85-125.68-119.89-136.07-81.47-136.07EF梁（M-84.79-23.426.85-6.8563.48-63.48-134.54-137.42-122.63-139.89-33.28-198.32-198.32V73.219.44-1.91.9-17.6317.63115.06117.87109.94114.7376.59122.42122.42跨中M65.6618.140000104.19106.42101.65101.6589.6889.68106.42V00-1.91.9-17.6317.6300-2.392.39-22.9222.92-22.92梁右M-84.79-23.42-6.856.85-63.4863.48-134.54-137.42-139.89-122.63-198.32-33.28-198.32V-73.2-19.44-1.91.9-17.6317.63-115.06-117.87-114.73-109.94-122.42-76.59-122.42FG梁々M-91.66-25.316.85-6.8563.48-63.48-145.43-148.54-133.25-150.51-42.65-207.7-207.7V80.0321.23-2.32.3-2121125.76128.85119.89125.6881.47136.07136.07跨中M78.4721.41-1.431.43-12.1112.11124.14126.92119.34122.9491.27122.75126.92V6.831.79-2.32.3-212110.710.977.5513.35-18.0336.5736.57梁右M-91.66-15-9.719.71-87.787.7-130.99-138.44-141.13-116.66-233-4.98-233V-66.37-17.65-2.32.3-2121-104.35-106.9-104.78-98.99-117.53-62.93-117.53 755层框架梁内力组合表7-4梁跨截而内力恒载活载左风右风左震右震组合1组合2组合3组合4设计值左风右风左震右震DE梁左M-48.86-19.3420.81-20.81151.22-151.22-85.71-84.91-56.78-109.22126.35-266.82-266.82V48.1418.57-5.225.22-37.6537.6583.7783.1974.5987.7419.97117.86117.86跨中M46.7219.72.01-2.0115.67-15.6783.6482.3883.4278.3588.2647.5188.26V-1.77-0.87-5.225.22-37.6537.65-3.34-3.24-9.83.36-51.59463-51.59梁4M-59.05-24.37-16.7916.79-119.88119.88-104.98-103.6-122.72-80.41-241.3370.36-241.33V-51.68-20.31-5.225.22-37.6537.65-90.45-89.67-94.18-81.03-123.15-25.26-123.15EF梁左M-55.02-22.7116.79-16.79119.88-119.88-97.82-96.53-73.48-115.7976.19-235.49-235.49V49.9119.44-4.664.66-33.333.387.1186.4378.5190.2628.27114.85114.85跨中M45.6518.85000081.1780.178.5378.5366.0966.0981.17V00-4.664.66-33.333.300-5.875.87-43.2943.29-43.29・梁人M-55.02-22.71-16.7916.79-119.88119.88-97.82-96.53-115.79-73.48-235.4976.19-235.49 76V-49.91-19.44-4.664.66-33.333.3-87.11-86.43-90.26-78.51-114.85-28.27-114.85FG梁左.M-59.05-24.3716.79-16.79119.88-119.88-104.98-103.6-80.41-122.7270.36-241.33-241.33V51.6820.31-5.225.22-37.6537.6590.4589.6781.0394.1825.26123.15123.15跨中M46.7219.7-2.012.01-15.6715.6783.6482.3878.3583.4247.5188.2688.26V1.770.87-5.225.22-37.6537.653.343.24-3.369.8-46.351.5951.59梁右M-48.86-19.34-20.8120.81-151.22151.22-85.71-84.91-109.22-56.78-266.82126.35-266.82V-48.14-18.57-5.225.22-37.6537.65-83.77-83.19-87.74-74.59-117.86-19.97-117.864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左震右震组合1组合2组合3组合4设计值左风右风左震右震DE梁（M-45.35-18.7234.87-34.87208.5-208.5-80.63-79.57-34.07-121.94205.4-336.7-336.7V47.5318.46-8.68.6-52.7252.7282.8882.2669.4691.13-0.42136.65136.65跨中M48.4720.023.925-3.92518.7-18.786.1985.0588.3378.4494.4945.8794.49V-2.38-0.98-8.68.6-52.7252.72-4.23-4.17-14.936.75-71.9865.09-71.98酒七M-59.05-24.37-27.0227.02-171.1171.1-104.98-103.6-135.61-67.52-307.91136.95-307.91 77V-52.29-20.42-8.68.6-52.7252.72-91.34-90.6-99.31-77.64-143.54-6.46-143.54EF梁左.M-55.02-22.7127.02-27.02171.1-171.1-97.82-96.53-60.59-128.68142.78-302.08-302.08V49.9119.44-7.517.51-47.5347.5387.1186.4374.9293.859.77133.35133.35跨中M45.6518.85000081.1780.178.5378.5366.0966.0981.17V00-7.517.51-47.5347.5300-9.469.46-61.7961.79-61.79・，梁八M-55.02-22.71-27.0227.02-171.1171.1-97.82-96.53-128.68-60.59-302.08142.78-302.08V-49.91-19.44-7.517.51-47.5347.53-87.11-86.43-93.85-74.92-133.35-9.77-133.35FG梁左M-59.05-24.3727.02-27.02171.1-171.1-104.98-103.6-67.52-135.61136.95-307.91-307.91V52.2920.42-8.68.6-52.7252.7291.3490.677.6499.316.46143.54143.54跨中M48.4720.02-3.9253.925-18.718.786.1985.0578.4488.3345.8794.4994.49V2.380.98-8.68.6-52.7252.724.234.17-6.7514.93-65.0971.9871.98梁右M-45.35-18.72-34.8734.87-208.5208.5-80.63-79.57-121.94-34.07-336.7205.4-336.7V-47.53-18.46-8.68.6-52.7252.72-82.88-82.26-91.13-69.46-136.650.42-136.653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左震右震组合1组合2组合3组合4设计值左风右风左震右震，梁（M-45.35-18.7245.25-45.25263.22-263.22-80.63-79.57-20.99-135.02276.53-407.84-407.84 78V47.5318.46-11.4411.44-64.6464.6482.8882.2665.8894.71-15.92152.14152.14跨中M48.4720.024.07-4.0730.5-30.586.1985.0588.5278.26109.8330.53109.83V-2.38-0.98-11.4411.44-64.6464.64-4.23-4.17-18.511032-87.4880.59-87.48・梁人M-59.05-24.37-37.1137.11-202.22202.22-104.98-103.6-148.32-54.81-348.37177.4-348.37V-52.29-20.42-11.4411.44-64.6464.64-91.34-90.6-102.89-74.06-159.039.03-159.03EF梁左M-55.02-22.7137.11-37.11202.22-202.22-97.82-96.53-47.88-141.4183.24-342.54-342.54V49.9119.44-10.3110.31-56.1756.1787.1186.4371.497.38-1.47144.58144.58跨中M45.6518.85000081.1780.178.5378.5366.0966.0981.17V00-10.3110.31-56.1756.1700-12.9912.99-73.0273.02-73.02梁八M-55.02-22.71-37.1137.11-202.22202.22-97.82-96.53-141.4-47.88-342.54183.24-342.54V-49.91-19.44-10.3110.31-56.1756.17-87.11-86.43-97.38-71.4-144.581.47-144.58FG梁々M-59.05-24.3737.11-37.11202.22-202.22-104.98-103.6-54.81-148.32177.4-348.37-34837V52.2920.42-11.4411.44-64.6464.6491.3490.674.06102.89-9.03159.03159.03跨中M48.4720.02-4.074.07-30.530.586.1985.0578.2688.5230.53109.83109.83V2.380.98-11.4411.44-64.6464.644.234.17-10.3218.51-80.5987.4887.48梁右M-4535-18.72-45.2545.25-263.22263.22-80.63-79.57-135.02-20.99-407.84276.53>407.84V-47.53-18.46-11.4411.44-64.6464.64-82.88-82.26-94.71-65.88-152.1415.92-152.14 79表7-72层框架梁内力组合梁跨战面内力恒载活载左风右风左震右震组合1组合2组合3组合4设计值左风右风左震右震DE梁左M-45.58-18.8157.13-57.13261.77-261.77-81.03-79.97-6.41-150.38274.32-406.28-406.28V47.5718.47-14.2314.23-69.169.182.9482.3262.4398.29-21.66158158跨中M48.3619.985.89-5.8913.01-13.018684.8790.6375.7986.9353.1190.63V-2.34-0.97-14.2314.23-69.169.1-4.17-4.11-21.9613.9-93.2286.44-93.22・梁人M-59.05-24.37-45.3545.35-235.75235.75-104.98-103.6-158.71-44.43-391.96220.99-391.96V-52.25-20.41-14.2314.23-69.169.1-91.27-90.54-106.35-70.49-164.7814.88-164.78EF梁（M-55.02-22.7145.35-45.35235.75-235.75-97.82-96.53-37.5-151.78226.83-386.13-386.13V49.9119.44-12.612.6-65.4965.4987.1186.4368.51100.26-13.58156.69156.69跨中M45.6518.85000081.1780.178.5378.5366.0966.0981.17V00-12.612.6-65.4965.4900-15.8815.88-85.1485.14-85.14梁LM-55.02-22.71-45.3545.35-235.75235.75-97.82-96.53-151.78-37.5-386.13226.83-386.13V-49.91-19.44-12.612.6-65.4965.49-87.11-86.43-100.26-68.51-156.6913.58-156.69FG梁左M-59.05-24.3745.35-45.35235.75-235.75-104.98-103.6-44.43-158.71220.99-391.96-391.96V52.2520.41-14.2314.23-69.169.191.2790.5470.49106.35-14.88164.78164.78跨中M48.3619.98-5.895.89-13.0113.018684.8775.7990.6353.1186.9390.63V2.340.97-14.2314.23-69.169.14.174.11-13.921.96-86.4493.2293.22M-45.58-18.81-57.1357.13-261.7261.77-81.03-79.97-15038-6.41-406.28274.32-406.28 807V-47.57-18.47-14.2314.23-69.169.1-82.94-82.32-98.29-62.43-15821.66-1581层框架梁内力组合表7-8梁跨截面内力恒载活载左风右风左震右震组合1组合2组合3组合4设计值左风右风左震右震DE梁左M-41.88-17.2870.52-70.52340.62-340.62-74.45-73.4716.83-160.88382.18-503.43-503.43V46.8618.18-17.517.5-79.6479.6481.6881.0857.09101.19-36.39170.67170.67跨中M50.0220.677.535-7.53553.905-53.90588.9687.7895.5676.57142.52.35142.5V-3.05-1.26-17.517.5-79.6479.64-5.42-5.35-27.316.8-107.9599.12-107.95梁八M-59.42-24.52-55.4555.45-232.81232.81-105.63-104.25-172.07-32.33-388.67216.64-388.67V-52.96-20.7-17.517.5-79.6479.64-92.53-91.78-111.68-67.58-179.527.56-179.5匚匚梁左M-55.25-22.855.45-55.45232.81-232.81-98.22-96.93-25.16-164.9222.67-382.63-382.63V49.9119.44-15.415.4-64.6764.6787.1186.4364.98103.79-12.52155.63155.63 81蹈中M45.4218.76000080.7779.778.1478.1465.7665.7680.77V00-15.415.4-64.6764.6700-19.419.4-84.0784.07-84.07梁右M-55.25-22.8-55.4555.45-232.81232.81-98.22-96.93-164.9-25.16-382.63222.67-382.63V-49.91-19.44-15.415.4-64.6764.67-87.11-86.43-103.79-64.98-155.6312.52-155.63FG梁左M-59.42-24.5255.45-55.45232.81-232.81-105.63-104.25-32.33-172.07216.64-388.67-388.67V52.9620.7-17.517.5-79.6479.6492.5391.7867.58111.68-27.56179.5179.5跨中M50.0220.67-7.5357.535-53.90553.90588.9687.7876.5795.562.35142.5142.5V3.051.26-17.517.5-79.6479.645.425.35-16.827.3-99.12107.95107.95梁LM-41.88-17.28-70.5270.52-340.62340.62-74.45-73.47-160.8816.83-503.43382.18-503.43V-46.86-18.18-17.517.5-79.6479.64-81.68-81.08-101.19-57.09-170.6736.39-170.677.2框架柱内力组合D轴柱内力组合表7-9层次截面内力恒载活我左风右风41宸组合1组合2组合3组合4|M|max及相应的NNmin及相应的MNmax及相应的M左风右风左震右震件M65.4018.75-9.719.71-87.787.7104.73106.6789.87114.34-24.28203.74203.74-24.28106.67 82顶N235.950.10•2.32.3-2121353.22367.56343.31349.1285.84340.44340.44285.84367.56V-29.09-93.75-3.7534.8-34.8-47.51-48.09-41.52-50.974.93-85.55-85.554.93-48.09柱底M39.3313.66-3.793.79-37.5837.5866.3266.4859.6369.186.54104.25104.256.5466.48N268.350.1-2.32.3-2121392.1411.3382.19387.98324.72379.32379.32324.72411.3V-29.09-93.75-3.7534.8-34.8-47.51-48.09-41.52-50.974.93-85.55-85.554.93-48.095杵顶M21.7610.53-17.0217.02-113.64113.6440.8539.717.9360.83-115.3180.16180.16-115.339.7N461.3101.10-7.527.52-58.6558.65695.1721.83671.47690.42537.98690.47690.47537.98721.83V-13.93-6.187.64-7.6452.61-52.61-25.37-24.86-14.88-34.1347.97-88.82-88.8247.97-24.86杆底M28.3711.71-10.4810.48-75.7675.7650.4449.7835.5962-57.42139.56139.56-57.4249.78N493.7101.1-7.527.52-58.6558.65733.98765.57710.35729.3576.86729.35729.35576.86765.57V-13.93-6.187.64-7.6452.61-52.61-25.37-24.86-14.88-34.1347.97-88.82-88.8247.97-24.864柱顶M28.3711.71-24.3924.39-132.74132.7450.4449.7818.0779.53-131.49213.63213.63-131.4949.78N686.1152-16.1216.12-111.37111.371036.121075.2994.531035.15769.741059.31059.3769.741075.2V-15.76-6.5111.29-11.2967.04-67.04-28.03-27.66-12.89-41.3464.33-109.97-109.9764.33-27.66柱底M28.3711.71-16.2616.26-108.6108.650.4449.7828.3169.29-100.11182.25182.25-100.1149.78N718.5152-16.1216.12-111.37111.3710751118.941033.411074.03808.621098.181098.18808.621118.94V-15.76-6.5111.29-11.2967.04-67.04-28.03-27.66-12.89-41.3464.33-109.97-109.9764.33-27.663柱.顶M28.3711.71-28.9928.99-154.62154.6250.4449.7812.2785.33-159.94242.08242.08-159.94242.08N910.9202.9-27.5627.56-176.01176.011377.141428.561314.011383.46986.011443.631443.63986.011443.63V-15.64-6.4614.64-14.6478.09-78.09-27.81-27.44-8.46-45.3578.87-124.16-124.1678.87-124.16柱底M27.9511.53-23.7223.72-126.51126.5149.6849.0318.1877.96-124.01204.92204.92-124.01204.92N943.3202.90-27.5627.56-176.01176.011416.021472.31352.891422.341024.891482.511482.511024.891482.51V-15.64-6.4614.64-14.6478.09-78.09-27.81-27.44-8.46-45.3578.87-124.16-124.1678.87-124.16柱M29.0611.99-33.4133.41-135.26135.2651.6650.987.8892.08-133.77217.9217.9-133.77217.9N1135.7253.8-41.7941.79-245.11245.111718.161781.921629.971735.281196.481833.761833.761196.481833.76 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85顶N2199.7629.16.91-6.9139.96・39.963520.383586.113441.013423.63069.052965.153069.052965.153586.11V0.750.3130.85-30.85130.32-130.321.331.3240.16-37.58170.5-168.33170.5-168.331.32柱底M-1.15-0.47-82.4582.45-380.66380.66-2.04-2.01-105.86101.91-496.52493.2-496.52493.2-2.01N2241.1629.106.91-6.9139.96-39.963570.0636423490.693473.283118.733014.833118.733014.833642V0.750.3130.85-30.85130.32-130.321.3313240.16-37.58170.5-168.33170.5-168.331.32f轴柱内力组合表7-n层次截面内力恒我活载左风和4左震右震组合1组合2组合3组合4|M|max及相应的NNmin及相应的MNmax及相应的M左风右风左震右震6林顶M8.582.37-13.6913.69-126.95126.9513.6113.91-3.9730.53-153.32176.75176.75-153.3213.91N403.3105.50-0.40.4-3.373.37631.66647.85616.39617.39542.88551.64551.64542.88647.85V-3.08-0.956-655.62-55.62-5.03-5.092.67-12.4568.04-76.57-76.5768.04-5.09柱底M2.521.04-7.917.91-73.2873.284.484.42-5.6314.3-91.6298.9198.91-91.624.42N435.7105.50-0.40.4-3.373.37670.54691.59655.27656.27581.76590.52590.52581.76691.59V-3.08-0.956-655.62-55.62-5.03-5.092.67-12.4568.04-76.57-76.5768.04-5.095料顶M2.521.04-25.6725.67-166.48166.484.484.42-28.0136.68-212.78220.07220.07-212.784.42N762210.10-0.960.96-7.727.721208.541234.61177.921180341030.421050.51050.51030.421234.6V-1.4-0.5812.21-12.2184.08-84.08-2.49-2.4612.97-17.8107.28-111.33-111.33107.28-2.46柱底M2.521.04-18.2918.29-136.21136.214.484.42-18.7127.38-173.43180.72180.72-173.434.42N794.4210.10-0.960.96-7.727.721247.421278.341216.81219.221069.31089.381089.381069.31278.34V-1.4-0.5812.21-12.2184.08-84.08-2.49-2.4612.97-17.8107.28-111.33-111.33107.28-2.46什M2.521.04-35.7435.74-205.99205.994.484.42-40.749.37-264.14271.44271.44-264.144.42 86顶N1121.3314.8-2.052.05-12.9112.911786.281822.261739.631744.791517.661551.221551.221517.661822.26V-1.4-0.5818.05-18.05107.15-107.15-2.49-2.4620.33-25.15137.27-141.32-141.32137.27-2.46柱底M2.521.04-29.2429.24-179.75179.754.484.42-32.5141.18-230.03237.32237.32-230.034.42N1153.7314.80-2.052.05-12.9112.911825.1618661778.511783.671556.541590.11590.11556.541866V-1.4-0.5818.05-18.05107.15-107.15-2.49-2.4620.33-25.15137.27-141.32-141.32137.27-2.463杵顶M2.521.04-44.9844.98-224.69224.694.484.42-52.3461.01-288.45295.75295.75-288.454.42N1480.6419.5-3.183.18-21.3821.382364.022409.922301.282309.32000.632056.212056.212000.632409.92V-1.4-0.5823.4-23.4124.83-124.83-2.49-2.4627.07-31.89160.25-164.31-164.31160.25-2.46杆底M2.521.04-39.2639.26-224.69224.694.484.42-45.1353.8-288.45295.75295.75-288.454.42N1513419.50-3.183.18-21.3821.382402.92453.662340.162348.182039.512095.092095.092039.512453.66V-1.4-0.5823.4-23.4124.83-124.83-2.49-2.4627.07-31.89160.25-164.31-164.31160.25-2.462柱顶M2.521.04-51.4451.44-246.8246.84.484.42-60.4869.15-317.19324.49324.49-317.194.42N1839.8524.2-4.814.81-24.9924.992941.642997.452862.192874.312489.792554.772554.772489.792997.45V-1.51-0.6328.58-28.58137.11-137.11-2.69-2.6633.41-38.62176.05-180.43-180.43176.05-2.66料底M2.931.21-51.4451.44-246.8246.85.215.14-59.7769.86-316.6325.08325.08-316.65.14N1872.2524.20-4.814.81-24.9924.992980.523041.192901.072913.192528.672593.652593.652528.673041.19V-1.51-0.6328.58-28.58137.11-137.11-2.69-2.6633.41-38.62176.05-180.43-180.43176.05-2.661柱顶M2.290.95-59.4659.46-218.81218.814.084.02-70.9778.86-281.14287.77287.77-281.144.02N2199.7629.1-6.916.91-39.9639.963520.383586.113423.63441.012965.153069.053069.052965.153586.11V-0.75-0.3130.85-30.85130.32-13032-1.33-1.3237.58-40.16168.33-170.5-170.5168.33-1.32柱底M1.150.47-82.4582.45-380.66380.662.042.01-101.91105.86-493.2496.52496.52-493.22.01N2241.1629.10-6.916.91-39.9639.963570.0636423473.283490.693014.833118.733118.733014.833642V-0.75-0.3130.85-30.85130.32-13032-1.33-1.3237.58-40.16168.33-170.5-170.5168.33-1.32 87表7-12G轴柱内力组合层次截面内力恒载活载左风八M左震右震组合1组合2组合3组合4|M|max及相应的NNmin及相应的MNmax及相应的M左风右风左震右震6杵顶M-65.4-18.75-9.719.71-87.787.7-104.73-106.67-114.34-89.87-203.7424.28-203.7424.28-106.67N235.950.12.3-2321-21353.22367.56349.1343.31340.44285.84340.44285.84367.56V29.0993.75-3.7534.8-34.847.5148.0950.9741.5285.55-4.9385.55-4.9348.09杆底M•39.33-13.66-3.793.79-37.5837.58-66.32-66.48-69.18-59.63-104.25-6.54-104.25-6.54-66.48N268.350.12.3-2.321-21392.1411.3387.98382.19379.32324.72379.32324.72411.3V29.0993.75-3.7534.8-34.847.5148.0950.9741.5285.55-4.9385.55-4.9348.095柱顶M-21.76-10.53-17.0217.02-113.64113.64-40.85-39.7-60.83-17.93-180.16115.3-180.16115.3-39.7N461.3101.17.52-7.5258.65-58.65695.1721.83690.42671.47690.47537.98690.47537.98721.83V13.936.187.64-7.6452.61-52.6125.3724.8634.1314.8888.82-47.9788.82-47.9724.86料底M-28.37-11.71-10.4810.48-75.7675.76-50.44-49.78-62-35.59-139.5657.42-139.5657.42-49.78N493.7101.17.52-7.5258.65-58.65733.98765.57729371035729.35576.86729.35576.86765.57V13.936.187.64-7.6452.61-52.6125.3724.8634.1314.8888.82-47.9788.82-47.9724.864柱顶M-28.37-11.71-24.3924.39-132.74132.74-50.44-49.78-79.53-18.07-213.63131.49-213.63131.49-49.78N686.115216.12-16.12111.37-111.371036.121075.21035.15994.531059.3769.741059.3769.741075.2V15.766.5111.29-11.2967.04-67.0428.0327.6641.3412.89109.97-64.33109.97-64.3327.66柱底M-28.37-11.71-16.2616.26-108.6108.6-50.44-49.78-69.29-28.31-182.25100.11-182.25100.11-49.78N718.515216.12-16.12111.37-111.3710751118.941074.031033.411098.18808.621098.18808.621118.94V15.766.5111.29-11.2967.04-67.0428.0327.6641.3412.89109.97-64.33109.97-64.3327.66柱M-28.37-11.71-28.9928.99-154.62154.62-50.44-49.78-85.33-12.27-242.08159.94-242.08159.94-242.08N910.9202.927.56-27.56176.01-176.011377.141428.561383.461314.011443.63986.011443.63986.011443.63 88J页V15.646.4614.64-14.6478.09-78.0927.8127.4445.358.46124.16-78.87124.16-78.87124.16柱底M-27.95-11.53-23.7223.72-126.51126.51-49.68-49.03-77.96-18.18-204.92124.01-204.92124.01-204.92N943.3202.927.56-27.56176.01-176.011416.021472.31422.341352.891482.511024.891482.511024.891482.51V15.646.4614.64-14.6478.09-78.0927.8127.4445.358.46124.16-78.87124.16-78.87124.162村顶M-29.06-11.99-33.4133.41-135.26135.26-51.66-50.98-92.08-7.88-217.9133.77-217.9133.77-217.9N1135.7253.841.79-41.79245.11-245.111718.161781.921735.281629.971833.761196.481833.761196.481833.76V17.777.3317.88-17.8885.78-85.7831.5931.1753.098.03137.24-85.79137.24-85.79137.24杆底M-34.91-14.41-30.9630.96-173.55173.55-62.07-61.25-99.06-21.04-276.15175.08-276.15175.08-276.15N1168.1253.841.79-41.79245.11-245.111757.041825.661774.161668.851872.641235.361872.641235.361872.64V17.777.3317.88-17.8885.78-85.7831.5931.1753.098.03137.24-85.79137.24-85.79137.241柱顶M-17.44-7.2-39.5639.56-167.07167.07-31.01-30.6-79.8519.85-242.44191.94-242.44191.94-242.44N1359.8304.459.29-59.29324.75-324.752057.922134.042090.011940.62236.581392.232236.581392.232236.58V5.692.3524.57-24.57103.77-103.7710.129.9840.75-21.17143.14-126.66143.14-126.66143.14柱底M-8.72-3.6-73.4673.46-310.27310.27-15.5-15.3-107.5677.56-415.98390.73-415.98390.73-415.98N1401.2304.459.29-59.29324.75-324.752107.62189.932139.691990.282286.261441.912286.261441.912286.26V5.692.3524.57-24.57103.77-103.7710.129.9840.75-21.17143.14-126.66143.14-126.66143.14 898.截面设计8.1框架梁截面设计6层框架梁正截面设计表8-1梁跨截面bh0h'fb'ffcfyM截面类型as£出AsAs(min)实配钢筋实配面积配筋率P%DE梁左250660100240014.3360-185.79矩形截面0.0890.0930.518609.5412.53C18763.50.46跨中250660100240014.3360126.92第一类T形0.0060.0060.518377.53302C185090.31梁右250660100240014.3360-207.7矩形截面0.10.1060.518694.7412.53C18763.50.46EF梁左250660100240014.3360-198.32矩形截面0.0960.1010.518662412.53C18763.50.46跨中250660100240014.3360106.42第一类T形0.0050.0050.518314.63302C185090.31梁右250660100240014.3360-19832矩形截面0.0960.1010.518662412.53C18763.50.46FG梁左250660100240014.3360-207.7矩形截面0.10.1060.518694.7412.53C18763.50.46跨中250660100240014.3360126.92第一类T形0.0060.0060.518377.53302C185090.31梁右2506601002400143360-233矩形截面0.1120.1190.518779.9412.54C1810180.625层框架梁正截面设计表8-2梁跨截面bh0h'fb'ffcfyM截面类型asW出AsAs(min)实配钢筋实配面积配筋率P%DE梁左250660100240014.3360-266.82矩形截面0.1290.1390.518911412.53C20942.60.57跨中250660100240014.336088.26第一类T形0.0040.0040.518251.73302C20628.40.38梁右250660100240014.3360-241.33矩形截面0.1160.1240.518812.7412.53C20942.60.57梁左250660100240014.3360-235.49矩形截面0.1130.120.518786.5412.54C1810180.62 90跨中250660100240014.336081.17第一类T形0.0040.0040.518251.73302C185090.31梁右250660100240014.3360-235.49矩形截面0.1130.120.518786.5412.54C1810180.62FG梁左250660100240014.3360-241.33矩形截面0.1160.1240.518812.7412.53C20942.60.57跨中250660100240014.336088.26第一类T形0.0040.0040.518251.73302C20628.40.38梁右250660100240014.3360-266.82矩形截面0.1290.1390.518911412.53C20942.60.574层框架梁正截面设计表8-3梁跨截面bhOh'fb'ffcfyM截面类型asS出AsAs(min)实配钢筋实配面积配筋率P%DE梁左250660100240014.3360-336.7矩形截面0.1620.1780.5181166.6412.54C201256.80.76跨中250660100240014.336094.49第一类T形0.0050.0050.518314.63302C20628.40.38梁右250660100240014.3360-307.91矩形截面0.1480.1610.5181055.2412.54C201256.80.76EF梁左250660100240014.3360-302.08矩形截面0.1450.1570.5181029412.54C201256.80.76跨中250660100240014336081.17第一类T形0.0040.0040.518251.73302C20628.40.38梁右250660100240014.3360-302.08矩形截面0.1450.1570.5181029412.54C201256.80.76FG梁左250660100240014.3360-307.91矩形截面0.1480.1610.5181055.2412.54C201256.80.76跨中250660100240014.336094.49第一类T形0.0050.0050.518314.63302C20628.40.38梁右250660100240014.3360-336.7矩形截面0.1620.1780.5181166.6412.54C201256.80.763层框架梁正截面设计表8-4梁跨截面bhOh'fb'ffcfyM截面类型ass3AsAs(min)实配钢筋实配面积配筋率P%DE梁左250660100240014.3360-407.84矩形截面0.1960.220.5181441.9412.55C2015710.95跨中250660100240014.3360109.83第一类T形0.0060.0060.518377.53302C20628.40.38 91梁右250660100240014.3360-348.37矩形截面0.1680.1850.5181212.5412.54C201256.80.76EF梁左250660100240014.3360-342.54矩形截面0.1650.1810.5181186.3412.54C201256.80.76跨中250660100240014.336081.17第一类T形0.0040.0040.518251.73302C20628.40.38梁右250660100240014.3360-342.54矩形截面0.1650.1810.5181186.3412.54C201256.80.76FG梁左250660100240014.3360-348.37矩形截面0.1680.1850.5181212.5412.54C201256.80.76跨中250660100240014.3360109.83第一类T形0.0060.0060.518377.53302C20628.40.38梁右250660100240014.3360-407.84矩形截面0.1960.220.5181441.9412.55C2015710.952层框架梁正截面设计表8-5梁跨截面bh0h'fb'ffcfyM截面类型asW“AsAs(min)实配钢筋实配面积配筋率P%DE梁左250660100240014.3360-406.28矩形截面0.1960.220.5181441.9412.55C2015710.95跨中250660100240014.336090.63第一类T形0.0050.0050.518314.63302C20628.40.38梁右2506601002400143360-391.96矩形截面0.1890.2110.5181382.9412.55C2015710.95EF梁左250660100240014.3360-386.13矩形截面0.1860.2080.5181363.3412.55C2015710.95跨中250660100240014.336081.17第一类T形0.0040.0040.518251.73302C20628.40.38梁右250660100240014.3360-386.13矩形截面0.1860.2080.5181363.3412.55C2015710.95FG梁左250660100240014.3360-391.96矩形截面0.1890.2110.5181382.9412.55C2015710.95跨中250660100240014.336090.63第一类T形0.0050.0050.518314.63302C20628.40.38梁右2506601002400143360-406.28矩形截面0.1960.220.5181441.9412.55C2015710.95 921层框架梁正截面设计表8-6梁跨截面bh0h'fb'ffcfyM截面类型asWAsAs(min)实配钢筋实配面积配筋率P%DE梁左250660100240014.3360-503.43矩形截面0.2420.2820.5181848.3412.56C201885.21.14跨中250660100240014.3360142.5第一类T形0.0070.0070.518440.43302C20628.40.38梁右250660100240014.3360-388.67矩形截面0.1870.2090.5181369.8412.55C2015710.95EF梁左250660100240014.3360-382.63矩形截面0.1840.2050.5181343.6412.55C2015710.95跨中250660100240014.336080.77第一类T形0.0040.0040.518251.73302C20628.40.38梁右250660100240014.3360-382.63矩形截面0.1840.2050.5181343.6412.55C2015710.95FG梁左250660100240014.3360-388.67矩形截面0.1870.2090.5181369.8412.55C2015710.95跨中250660100240014.3360142.5第一类T形0.0070.0070.518440.43302C20628.40.38梁右250660100240014.3360-503.43矩形截面0.2420.2820.5181848.3412.56C201885.21.146层框架梁斜截面设计表8-7梁跨1截面bhh0VfcftfyvVc(KN)选配箍筋配箍范围Vcs(KN)配箍率％DE7200梁左250700660117.5314.31.43360555.18C8@100(2)1050338.120.26>0.26xl.4^360=0.103跨中250700660-36.5714.31.43360555.18C8@200⑵5100218.61梁右250700660-136.0714.31.43360555.18C8@100(2)1050338.12EF7200梁左250700660122.4214.31.43360555.18C8@100(2)1050338.120.26>0.26x1.4^360=0.103跨中250700660-22.9214.31.43360555.18C8@200⑵5100218.61 93梁右250700660-122.4214.31.43360555.18C8@100(2)1050338.12FG7200梁左250700660136.0714.31.43360555.18C8@100(2)1050338.120.26>0.26xl.43^60=0.103跨中25070066036.5714.31.43360555.18C8@200⑵5100218.61梁右250700660-117.5314.31.43360555.18C8@100(2)1050338.125层框架梁斜截面设计表8-8梁跨/截面bhh0VfcftfyvVc(KN)选配箍筋配箍范围Vcs(KN)配箍率％DE7200梁左250700660117.8614.31.43360555.18C8@100(2)1050338.120.26>0.26xl.45360=0.103跨中250700660-51.5914.31.43360555.18C8@200⑵5100218.61梁右250700660-123.1514.31.43360555.18C8@100(2)1050338.12EF7200梁左250700660114.8514.31.43360555.18C8@100(2)1050338.120.26>0.26x1.43/360=0.103跨中250700660-43.2914.31.43360555.18C8@200⑵5100218.61梁右250700660-114.8514.31.43360555.18C8@100(2)1050338.12FG7200梁左250700660123.1514.31.43360555.18C8@100(2)1050338.120.26>0.26xl.4羽60=0.103跨中25070066051.5914.31.43360555.18C8@200⑵5100218.61梁右250700660-117.8614.31.43360555.18C8@100(2)1050338.124层框架梁斜截面设计表8-9梁跨/截面bhh0VfcftfyvVc(KN)选配箍筋配箍范围Vcs(KN)配箍率％DE7200梁左250700660136.6514.31.43360555.18C12@100(2)1050636.550.584>0.26xl.4^60=0.103跨中250700660-71.9814.31.43360555.18C12@200(2)5100367.82梁右250700660-143.5414.31.43360555.18C12@100(2)1050636.55 94EF7200梁左2507006601333514.31.43360555.18C12@100(2)1050636.550.584X).26x1.4祀60=0.103跨中250700660-61.7914.31.43360555.18C12@200(2)5100367.82梁右250700660-133.3514.31.43360555.18C12@100(2)1050636.55FG7200梁左250700660143.5414.31.43360555.18C12@100(2)1050636.550.584>0.26xl.4豺60=0.103跨中25070066071.9814.31.43360555.18C12@200(2)5100367.82梁右250700660-136.6514.31.43360555.18C12@100(2)1050636.553层框架梁斜截面设计表8-10梁跨1截面bhh0VfcftfyvVc(KN)选配箍筋配箍范围Vcs(KN)配箍率％DE7200梁左250700660152.1414.31.43360555.18C12@100(2)1050636.550.584X).26x1.4弟60=0.103跨中250700660-87.4814.31.43360555.18C12@200(2)5100367.82梁右250700660-159.0314.31.43360555.18C12@100(2)1050636.55EF7200梁左250700660144.5814.31.43360555.18C12@100(2)1050636.550.584>0.26xl.4^360=0.103跨中250700660-73.0214.31.43360555.18C12@200(2)5100367.82梁右250700660-144.5814.31.43360555.18C12@100(2)1050636.55FG7200梁左250700660159.0314.31.43360555.18C12@100(2)1050636.550.584>0.26x1,4^360=0.103跨中25070066087.4814.31.43360555.18C12@200(2)5100367.82梁右250700660-152.1414.31.43360555.18C12@100(2)1050636.552层框架梁斜截面设计表8-11梁跨1截面bhh0VfcftfyvVc(KN)选配箍筋配箍范围Vcs(KN)配箍率％梁左25070066015814.31.43360555.18C12@100(2)1050636.55 95跨中250700660-93.2214.31.43360555.18C12@200(2)5100367.82梁右250700660-164.7814.31.43360555.18C12@100(2)1050636.55EF7200梁左250700660156.6914.31.43360555.18C12@100(2)1050636.550.584X).26x1.4涧60=0.103跨中250700660-85.1414.31.43360555.18C12@200(2)5100367.82梁右250700660-156.6914.31.43360555.18C12@100(2)1050636.55FG7200梁左250700660164.7814.31.43360555.18C12@100(2)1050636.550.584X).26x1.4羽60=0.103跨中25070066093.2214.31.43360555.18C12@200(2)5100367.82梁右250700660-15814.31.43360555.18C12@100(2)1050636.551层框架梁斜截面设计表8-12梁跨/截面bhhOVfcftfyvVc(KN)选配箍筋配箍范围Vcs(KN)配箍率％DE7200梁左250700660170.6714.31.43360555.18C12@100(2)1050636.550.584>0.26xl.43/360=0.103跨中250700660-107.9514.31.43360555.18C12@200(2)5100367.82梁右250700660-179.514.31.43360555.18C12@100(2)1050636.55EF7200梁左250700660155.6314.31.43360555.18C12@100(2)1050636.550.584>0.26x1,4^360=0.103跨中250700660-84.0714.31.43360555.18C12@200(2)5100367.82梁右250700660-155.6314.31.43360555.18C12@100(2)1050636.55FG7200梁左250700660179.514.31.43360555.18C12@100(2)1050636.550.584X).26x1.4狗60=0.103跨中250700660107.9514.31.43360555.18C12@200(2)5100367.82梁右250700660-170.6714.31.43360555.18C12@100(2)1050636.55 968.1框架柱截面设计D柱正截面压鸾（|M|max及相应的N）表8-13层次10柱截面MNyreea(CCmqnse偏压类型4As配筋单边PP63600柱顶203.74340.440.752010.8541.025878.5大偏心0.071213.944C160.2390.718柱底104.25379.320.752010.8541.028817.1大偏心0.079151.114C160.2390.71853600柱顶180.16690.470.752010.9321.055540.9大偏心0.144-424.444C160.2390.718柱底139.56729.350.752010.9321.058527大偏心0.152-478.774C160.2390.71843600柱顶213.631059.30.82010.9561.07486.3大偏心0.22-612.864C160.2390.718柱底182.251098.180.82010.9561.072479.4大偏心0.229-664.764C160.2390.71833600柱顶242.081443.630.82010.9541.083453.3大偏心0.3-868.634C160.2390.718柱底204.921482.510.82010.9541.085449大偏心0.309-910.524C160.2390.71823600柱顶217.91833.760.82010.9371.091433.9大偏心0.382-1041.614C160.2390.718柱底276.151872.640.82010.9371.093431大偏心0.39-1063.334C160.2390.71813600柱顶242.442236.580.82010.8751.123466大偏心0.465-675.624C160.2390.718柱底415.982286.260.82010.8751.125461.9大偏心0.476-700.464C160.2390.718D柱正截面压弯（Nmin及相应的M）表8-14层次10柱截面MNyreea8Cmqnse偏压类型As配筋单边pPC柱顶-24.28285.840.752010.71.148364.9大偏心0.059-405.134C160.2390.718 970柱底6.54324.720.752010.71.164354.8大偏心0.068-482.574C160.2390.71853600柱顶-115.3537.980.752010.8491.066494.3大偏心0.112-454.274C160.2390.718柱底>57,42576.860.752010.8491.071479.9大偏心0.12-512.24C160.2390.71843600柱顶-131.49769.740.82010.9281.081451.4大偏心0.16-630.884C160.2390.718柱底-100.11808.620.82010.9281.085443.7大偏心0.168-678.624C160.2390.71833600柱顶-159.94986.010.82010.9331.085444.2大偏心0.205-772.784C160.2390.718柱底-124.011024.890.82010.9331.088438.4大偏心0.213-815.334C160.2390.71823600柱顶-133.771196.480.82010.9291.093428.6大偏心0.249-941.884C160.2390.718柱底-175.081235.360.82010.9291.096424.3大偏心0.257-979.264C160.2390.71813600柱顶-191.941392.230.82010.8471.084560.7大偏心0.29-227.874C160.2390.718柱底-390.731441.910.82010.8471.087551大偏心0.3-269.934C160.2390.718D柱正截面压弯（Nmax及相应的M）表8-15层次10柱截面MNyreea8Cmqnse偏压类型As配筋单边PP63600柱顶106.67367.560.752010.8871.05570.2大偏心0.076-211.194C160.2390.718柱底66.48411.30.752010.8871.056539.3大偏心0.086-294.284C160.2390.71853600柱顶39.7721.830.752010.9391.174356大偏心0.15-964.774C160.2390.718柱底49.78765.570.752010.9391.182352.2大偏心0.159-1023.414C160.2390.71843600柱顶49.781075.20.820111.234337.1大偏心0.224-1310.14C160.2390.718柱底49.781118.940.820111.24335.2大偏心0.233-1355.974C160.2390.718□0en柱顶242.081443.630.82010.9541.083453.3大偏心0.3-868.634C160.2390.718 980柱底204.921482.510.82010.9541.085449大偏心0.309-910.524C160.2390.71823600柱顶217.91833.760.82010.9371.091433.9大偏心0.382-1041.614C160.2390.718柱底276.151872.640.82010.9371.093431大偏心0.39-1063.334C160.2390.71813600柱顶242.442236.580.82010.8751.123466大偏心0.465-675.624C160.2390.718柱底415.982286.260.82010.8751.125461.9大偏心0.476-700.464C160.2390.718E柱正截面压弯（|M|max及相应的N）表8-16层次10柱截面MNyreea 99E柱正截面压弯（Nmin及相应的M）表8-17层次10柱截面MNyreeaCmqnse偏压类型As配筋单边PP63600柱顶153.32542.880.752010.8791.051562.4大偏心0.113-309.24C160.2390.718柱底91.62581.760.752010.8791.055543.5大偏心0.121-367.184C160.2390.71853600柱顶212.781030.420.82010.9451.068488.4大偏心0.214-596.14C160.2390.718柱底173.431069.30.82010.9451.071481.4大偏心0.223-648.034C160.2390.71843600柱顶264.141517.660.82010.9611.08460.6大偏心0.316-837.024C160.2390.718柱底230.031556.540.82010.9611.082456.5大偏心0.324-865.954C160.2390.71833600柱顶288.452000.630.820111.094437.7大偏心0.416-993.414C160.2390.718柱底288.452039.510.820111.096435大偏心0.424-1010.914C160.2390.71823600柱顶317.192489.790.82010.9991.105420.6小偏心0.518-1041.794C160.2390.718柱底316.62528.670.82010.9991.107418.7小偏心0.528-10614C160.2390.71813600柱顶281.142965.150.8200.870.8711.118446.3小偏心0.598-369.954C160.2390.718柱底493.23014.830.8200.850.8711.117443.6小偏心0.605-350.074C160.2390.718E柱正截面压弯（Nmax及相应的M）表8-18层次10柱截面MNyreea8Cmqnse偏压类型As配筋单边PP63600柱顶-13.91647.850.752010.7951.374303.5大偏心0.135-1021.674C160.2390.718柱底-4.42691.590.752010.7951.387302.2大偏心0.144-1083.44C160.2390.718 10053600柱顶-4.421234.60.820111.658285.9大偏心0.257-1710.854C160.2390.718柱底-4.421278.340.820111.661285.7大偏心0.266-1754.034C160.2390.71843600柱顶-4.421822.260.820111.692284.1大偏心0.379-2202.784C160.2390.718柱底-4.4218660.820111.693284大偏心0.388-2230.234C160.2390.71833600柱顶-4.422409.920.820111.71283.1大偏心0.502-2488.754C160.2390.718柱底-4.422453.660.820111.711283.1大偏心0.511-2499.674C160.2390.71823600柱顶-4.422997.450.8200.860.9581.614282.7小偏心0.707-2948.424C160.2390.718柱底-5.143041.190.8200.850.9581.608282.6小偏心0.717-2938.274C160.2390.71813600柱顶-4.023586.110.8200.720.851.863281.8小偏心0.806-2597.534C160.2390.718柱底-2.0136420.8200.710.851.852281.7小偏心0.813-2550.954C160.2390.718F柱正截面压弯（|M|max及相应的N）表8-19层次10柱截面MNyreea8Cmqnse偏压类型As配筋单边PP63600柱顶176.75551.640.752010.8681.046600.4大偏心0.115-230.954C160.2390.718柱底98.91590.520.752010.8681.049579.3大偏心0.123-288.654C160.2390.71853600柱顶220.071050.50.82010.9461.068491.7大偏心0.219-595.684C160.2390.718柱底180.721089.380.82010.9461.07484.5大偏心0.227-636.854C160.2390.71843600柱顶271.441551.220.82010.9621.08461.8大偏心0.323-831.474C160.2390.718柱底237.321590.10.82010.9621.081457.5大偏心0.331-861.354C160.2390.718 10133600柱顶295.752056.210.820111.095437.5大偏心0.428-990.894C160.2390.718柱底295.752095.090.820111.096434.7大偏心0.436-1008.584C160.2390.71823600柱顶324.492554.770.82010.9991.105420.5小偏心0.534-1035.14C160.2390.718柱底325.082593.650.8200.990.9991.106418.5小偏心0.542-1040.524C160.2390.71813600柱顶287.773069.050.8200.840.8741.117441.8小偏心0.612-310.294C160.2390.718柱底496.523118.730.8200.830.8741.117439.2小偏心0.619-289.834C160.2390.718F柱正截面压弯（Nmin及相应的M）表8-20层次10柱截面MNyreea5CCmqnse偏压类型LAs配筋单边PP63600柱顶-153.32542.880.752010.8791.051562.4大偏心0.113-309.24C160.2390.718柱底-91.62581.760.752010.8791.055543.5大偏心0.121-367.184C160.2390.71853600柱顶-212.781030.420.82010.9451.068488.4大偏心0.214-596.14C160.2390.718柱底-173.431069.30.82010.9451.071481.4大偏心0.223-648.034C160.2390.71843600柱顶-264.141517.660.82010.9611.08460.6大偏心0.316-837.024C160.2390.718柱底-230.031556.540.82010.9611.082456.5大偏心0.324-865.954C160.2390.71833600柱顶-288.452000.630.820111.094437.7大偏心0.416-993.414C160.2390.718柱底-288.452039.510.820111.096435大偏心0.424-1010.914C160.2390.71823600柱顶-317.192489.790.82010.9991.105420.6小偏心0.518-1041.794C160.2390.718柱底-316.62528.670.82010.9991.107418.7小偏心0.528-10614C160.2390.718柱顶-281.142965.150.8200.870.8711.118446.3小偏心0.598-369.954C160.2390.718 1020柱底-493.23014.830.8200.850.8711.117443.6小偏心0.605-350.074C160.2390.718F柱正截面压弯（Nmax及相应的M）表8-21层次10柱截面MNyreeawCmqnse偏压类型As配筋单边PP63600柱顶13.91647.850.752010.7951.374303.5大偏心0.135-1021.674C160.2390.718柱底4.42691.590.752010.7951.387302.2大偏心0.144-1083.44C160.2390.71853600柱顶4.421234.60.820111.658285.9大偏心0.257-1710.854C160.2390.718柱底4.421278.340.820111.661285.7大偏心0.266-1754.034C160.2390.71843600柱顶4.421822.260.820111.692284.1大偏心0.379-2202.784C160.2390.718柱底4.4218660.820111.693284大偏心0.388-2230.234C160.2390.71833600柱顶4.422409.920.820111.71283.1大偏心0.502-2488.754C160.2390.718柱底4.422453.660.820111.711283.1大偏心0.511-2499.674C160.2390.71823600柱顶4.422997.450.8200.860.9581.614282.7小偏心0.707-2948.424C160.2390.718柱底5.143041.190.8200.850.9581.608282.6小偏心0.717-2938.274C160.2390.71813600柱顶4.023586.110.8200.720.851.863281.8小偏心0.806-2597.534C160.2390.718柱底2.0136420.8200.710.851.852281.7小偏心0.813-2550.954C160.2390.718表8-22G柱正截面压弯（|M|max及相应的N） 103层次10柱截面MNyreeaCmqnse偏压类型As配筋单边PP63600柱顶-203.74340.440.752010.8541.025878.5大偏心0.071213.944C160.2390.718柱底-104.25379.320.752010.8541.028817.1大偏心0.079151.114C160.2390.71853600柱顶-180.16690.470.752010.9321.055540.9大偏心0.144-424.444C160.2390.718柱底-139.56729.350.752010.9321.058527大偏心0.152-478.774C160.2390.71843600柱顶-213.631059.30.82010.9561.07486.3大偏心0.22-612.864C160.2390.718柱底-182.251098.180.82010.9561.072479.4大偏心0.229-664.764C160.2390.71833600柱顶-242.081443.630.82010.9541.083453.3大偏心0.3-868.634C160.2390.718柱底-204.921482.510.82010.9541.085449大偏心0.309-910.524C160.2390.71823600柱顶-217.91833.760.82010.9371.091433.9大偏心0.382-1041.614C160.2390.718柱底-276.151872.640.82010.9371.093431大偏心0.39-1063.334C160.2390.71813600柱顶-242.442236.580.82010.8751.123466大偏心0.465-675.624C160.2390.718柱底-415.982286.260.82010.8751.125461.9大偏心0.476-700.464C160.2390.718G柱正截面压弯（Nmin及相应的M）表8-23层次10柱截面MNyreea8Cmqnse偏压类型As配筋单边PP63600柱顶24.28285.840.752010.71.148364.9大偏心0.059-405.134C160.2390.718柱底-6.54324.720.752010.71.164354.8大偏心0.068-482.574C160.2390.71853600柱顶115.3537.980.752010.8491.066494.3大偏心0.112-454.274C160.2390.718柱底57.42576.860.752010.8491.071479.9大偏心0.12-512.24C160.2390.718 10443600柱顶131.49769.740.82010.9281.081451.4大偏心0.16-630.884C160.2390.718柱底100.11808.620.82010.9281.085443.7大偏心0.168-678.624C160.2390.71833600柱顶159.94986.010.82010.9331.085444.2大偏心0.205-772.784C160.2390.718柱底124.011024.890.82010.9331.088438.4大偏心0.213-815.334C160.2390.71823600柱顶133.771196.480.82010.9291.093428.6大偏心0.249-941.884C160.2390.718柱底175.081235.360.82010.9291.096424.3大偏心0.257-979.264C160.2390.71813600柱顶191.941392.230.82010.8471.084560.7大偏心0.29-227.874C160.2390.718柱底390.731441.910.82010.8471.087551大偏心0.3-269.934C160.2390.718G柱正截面压弯（Nmax及相应的M）表8-24层次10柱截面MNyreea兵Cmqnse偏压类型As配筋单边PP63600柱顶-106.67367.560.752010.8871.05570.2大偏心0.076-211.194C160.2390.718柱底-66.48411.30.752010.8871.056539.3大偏心0.086-294.284C160.2390.71853600柱顶-39.7721.830.752010.9391.174356大偏心0.15-964.774C160.2390.718柱底-49.78765.570.752010.9391.182352.2大偏心0.159-1023.414C160.2390.71843600柱顶-49.781075.20.820111.234337.1大偏心0.224-1310.14C160.2390.718柱底-49.781118.940.820111.24335.2大偏心0.233-1355.974C160.2390.71833600柱顶-242.081443.630.82010.9541.083453.3大偏心0.3-868.634C160.2390.718柱底-204.921482.510.82010.9541.085449大偏心0.309-910.524C160.2390.7182360柱顶-217.91833.760.82010.9371.091433.9大偏心0.382-1041.614C160.2390.718柱底-276.151872.640.82010.9371.093431大偏心0.39-1063.334C160.2390.718 105013600柱顶-242.442236.580.82010.8751.123466大偏心0.465-675.624C160.2390.718柱底-415.982286.260.82010.8751.125461.9大偏心0.476-700.464C160.2390.718D柱斜截面设计表8-25层次10柱截面IM|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pv(%)pvmin(%)MNVMNVMNV63600柱顶203.74340.44-85.55-24.28285.844.93106.67367.56-48.09644.41C8@100/200(4x4)6000.7740.4柱底104.2537932-85.556.54324.724.9366.48411.3-48.09674.77C8@100/200(4x4)6000.7740.453600柱顶180.16690.47-88.82-115.3537.9847.9739.7721.83-24.86661.03C8@100/200(4x4)6000.7740.4柱底139.56729.35-88.82-57.42576.8647.9749.78765.57-24.86676.02C8@100/200(4x4)6000.7740.443600柱顶213.631059.3-109.97-131.49769.7464.3349.781075.2-27.66676.29C8@100/200(4x4)6000.7740.4柱底182.251098.18-109.97-100.11808.6264.3349.781118.94-27.66687.54C8@100/200(4x4)6000.7740.433600柱顶242.081443.63-124.16-159.94986.0178.87242.081443.63-124.16690.54C8@100/200(4x4)6000.7740.4柱底204.921482.51-124.16-124.011024.8978.87204.921482.51-124.16700.6C8@100/200(4x4)6000.7740.423600柱顶217.91833.76-137.24-133.771196.4885.79217.91833.76-137.24712.86C8@100/200(4x4)6000.7740.4柱底276.151872.64-137.24-175.081235.3685.79276.151872.64-137.24706.9C8@100/200(4x4)6000.7740.4 106713600柱顶242.442236.58-137.24-191.941392.2385.79242.442236.58-137.24717.31C8@100/200(4x4)7670.7740.42柱底415.982286.26-137.24-390.731441.9185.79415.982286.26-137.24720.58C8@100/200(4x4)15330.7740.42E柱斜截面设计表8-26层次10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pv(%)pvmin(%)MNVMNVMNV63600柱顶-176.75551.6476.57153.32542.88-68.04-13.91647.855.09661.35C8@100/200(4x4)6000.7740.4柱底-98.91590.5276.5791.62581.76-68.04-4.42691.595.09689.86C8@100/200(4x4)6000.7740.453600柱顶-220.071050.5111.33212.781030.42-107.28-4.421234.62.46693.47C8@100/200(4x4)6000.7740.4柱底-180.721089.38111.33173.431069.3-107.28-4.421278.342.46700.35C8@100/200(4x4)6000.7740.443600柱顶-271.441551.22141.32264.141517.66-137.27-4.421822.262.46725.57C8@100/200(4x4)6000.7740.4柱底-237.321590.1141.32230.031556.54-137.27-4.4218662.46727.33C8@100/200(4x4)6000.7740.433600柱顶-295.752056.21164.31288.452000.63-160.25-4.422409.922.46727.33C8@100/200(4x4)6000.7740.42柱底-295.752095.09164.31288.452039.51-160.25-4.422453.662.46727.33C8@100/200(4x4)6000.7740.4223600柱顶-324.492554.77180.43317.192489.79-176.05-4.422997.452.66727.33C8@100/200(4x4)6000.7740.51柱底-325.082593.65180.43316.62528.67-176.05-5.143041.192.66727.33C8@100/200(4x4)6000.7740.51 10713600柱顶-287.773069.05170.5281.142965.15-168.33-4.023586.111.32727.33C8@100/200(4x4)7670.7740.6柱底-496.523118.73170.5493.23014.83-168.33-2.0136421.32727.33C8@100/200(4x4)15330.7740.7F柱斜截面设计表8-27层次10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pv(%)pvmin(%)MNVMNVMNV63600柱顶176.75551.64-76.57-153.32542.8868.0413.91647.85-5.09661.35C8@100/200(4x4)6000.7740.4柱底98.91590.52-76.57-91.62581.7668.044.42691.59-5.09689.86C8@100/200(4x4)6000.7740.453600柱顶220.071050.5-111.33-212.781030.42107.284.421234.6-2.46693.47C8@100/200(4x4)6000.7740.4柱底180.721089.38-111.33-173.431069.3107.284.421278.34-2.46700.35C8@100/200(4x4)6000.7740.443600柱顶271.441551.22-141.32-264.141517.66137.274.421822.26-2.46725.57C8@100/200(4x4)6000.7740.4柱底237.321590.1-141.32-230.031556.54137.274.421866-2.46727.33C8@100/200(4x4)6000.7740.433600柱顶295.752056.21-164.31-288.452000.63160.254.422409.92-2.46727.33C8@100/200(4x4)6000.7740.42柱底295.752095.09-164.31-288.452039.51160.254.422453.66-2.46727.33C8@100/200(4x4)6000.7740.4223600柱顶324.492554.77-180.43-317.192489.79176.054.422997.45-2.66727.33C8@100/200(4x4)6000.7740.51柱底325.082593.65-180.43-316.62528.67176.055.143041.19-2.66727.33C8@100/200(4x4)6000.7740.5113600柱顶287.773069.05-170.5-281.142965.15168.334.023586.11-1.32727.33C8@100/200(4x4)7670.7740.6柱底496.523118.73-170.5-493.23014.83168.332.013642-1.32727.33C8@100/200(4x4)15330.7740.7 108层次10柱截面IM|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pv(%)pvmin(%)MNVMNVMNV63600柱顶-203.74340.4485.5524.28285.84-4.93-106.67367.5648.09644.41C8@100/200(4x4)6000.7740.4柱底-104.253793285.55-6.54324.72-4.93-66.48411.348.09674.77C8@100/200(4x4)6000.7740.453600柱顶-180.16690.4788.82115.3537.98-47.97-39.7721.8324.86661.03C8@100/200(4x4)6000.7740.4柱底-139.56729.3588.8257.42576.86-47.97-49.78765.5724.86676.02C8@100/200(4x4)6000.7740.443600柱顶-213.631059.3109.97131.49769.74-6433-49.781075.227.66676.29C8@100/200(4x4)6000.7740.4柱底-182.251098.18109.97100.11808.62-64.33-49.781118.9427.66687.54C8@100/200(4x4)6000.7740.433600柱顶>242.081443.63124.16159.94986.01-78.87-242.081443.63124.16690.54C8@100/200(4x4)6000.7740.4柱底-204.921482.51124.16124.011024.89-78.87-204.921482.51124.16700.6C8@100/200(4x4)6000.7740.423600柱用-217.91833.76137.24133.771196.48-85.79-217.91833.76137.24712.86C8@100/200(4x4)6000.7740.4柱底-276.151872.64137.24175.081235.36-85.79-276.151872.64137.24706.97C8@100/200(4x4)6000.7740.413600柱顶>242.442236.58143.14191.941392.23-126.66-242.442236.58143.14727.33C8@100/200(4x4)7670.7740.42柱底-415.982286.26143.14390.731441.91-126.66-415.982286.26143.14720.58C8@100/200(4x4)15330.7740.42表8-28G柱斜截面设计 1099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：2kN/m2o由活载控制的荷载组合：1.2x5.696+1.4x2=9.635kN/m2由恒载控制的荷载组合：1.35x5.696+0.7x1.4x2=9.65kN/m2荷载设计值：9.65kN/m29.3弯矩计算 110取1m板宽为计算单元，按弹性理论计算，计算跨度取为公=3600mm（即短方向跨度），如果A区格两端完全简支的情况，则跨中弯矩为止|pl0l2,考虑到A区格板两端的嵌固作用，故跨中弯矩取为小点p/oi2；如果A区格两端完全嵌固的情况，则支座弯矩为止-=p/o,，考虑到A区格板两端不是完全嵌固作用，故支座弯矩可取为力介-=plot2o跨中弯矩“吉p/o|2=i/iox9.65x3.6x3.6=12.5O6kN・m支座弯矩止-七p/oi2=-l/14x9.65x3.6x3.6=-8.933kN«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,假设公方向跨中钢筋直径为8mm,A方向支座钢筋直径为8mm,所以如方向上跨中截面的高度h0-100-15-8/2=85mm；/0）方向上支座截面A0=l00-15-8/2=85mmo混凝土采用C30,钢筋采用HPB300钢筋。最小配筋率：pmin=MAX{G.2A5f,//,}%=0.238%,贝IJAsmin=0.238%x1000x100=238.333mm2A区格板配筋计算表表9-1截面ho(mm)M(kN-m)rsAs(mm2)配筋实配As(mm2)跨中3方向8512.5060.1210.935582.81A8@80603.6支座/oi方向85-8.9330.08650.955407.58A8@110452.7注：/。2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。 11110.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280mm,踏步高度为150mm,梯板净长度Ln=280xll=3080mm）板的倾斜角tana=150/280=0.536,cosa=0.881,取1m宽板带计算，板厚取。/30,力=£〃/30=3080/30=102.67板厚心110mm0TB-2踏步宽度为280mm,踏步高度为150mm,梯板净长度£n=280xll=3080mm,板的倾斜角tana=150/280=0.536,cosa=0.881,取1m宽板带计算，feMMXLn/30,h=Ln/30=3080/30=102.67Wh=110mm0楼梯活载按照《建筑结构荷载规范GB50009-2012》取3.5kN/m2o10.1.2荷载计算TB-1荷载计算恒载地砖面层(0.28+0.15)x0.5^0.28=0.845kN/m三角形踏步0.5x0.28x0.15x2即.28=1.875kN/m110mm混凝土斜板0.11x2乳.881=3.12kN/m板底抹灰0.02x20A).881=0.454kN/m合计6.293kN/m活载3.5kN/m可变荷载控制组合P=1.2x6.293+1.4x3.5=12.452kN/m永久荷载控制组合P=1.35X6.293+1.4X0,7X3.5=11.926kN/m荷载设计值PP=12.452kN/mTB-2荷载计算(0.28+0.15)X0.5即.28=0.845kN/m0.5X0.28X0.15X25»O.28=1.875kN/m恒载地人专面层三角形踏步 1120.11X2^0.881=3.12kN/m0.02X20Q.881=0.386kN/m6.225kN/m3.5kN/mP=1.2X6.225+1.4X3.5=12.37kN/mP=1.35x6.225+1.4x0.7x3.5=n.834kN/mP=12.37kN/m110mm混凝土斜板板底抹灰合计活载可变荷载控制组合永久荷载控制组合荷载设计值P10.1.1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。=3080mm,由于楼梯板处于一类环境,保护层厚度％=15mm,有效高度为=110-15=95mm弯矩设计值：M=1/lOPLn2=1/10x12.452x3.08x3.08=11.81kN.m=2=11.81X1000000/(1.0X14.3X1000X95X95)=0.092a£bhoys=0.5(1+71-2as)得ys=0.952M,As=丫于卜=1L81X1000000/(0.952X360X95)=362.83m2配筋率A=362.83/1000/110=0.3298%>"m'={0.2,45£//,,}%=0.2%满足要求。A梯板板底钢筋C8@120,As=402.4mm2,板面钢筋C8@120(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=3080mm,由于楼梯板处于一类环境，保护层厚度％=15mm,有效高度〃o=110-15=95mm弯矩设计值：M=\/\0PLn2=1/10x12.37x3.08x3.08=11.73kN.mM 113as=t=11.73X1000000/(1.OX14.3X1000X95X85)=0.091aJcbh。%=0.5(1+71-2as)得%=0.952M,As=丫于卜=11.73X1000000/(0.952X360X95)=360.33mm2配筋率p=360.33/1000/110=0.3276%>=M4%{0.2,45///J%=0.2%满足要求。A梯板板底钢筋C8@120,As=402.4mm2,板面钢筋C8@120（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。10.1平台板设计10.1.1设计参数设板厚4=100mm,取1m宽板带计算，平台板为单向板。10.1.2荷载计算恒载地石专面层0.55kN/m15mm厚混凝土板04x25=2.5kN/m板底抹灰0.02xl7=0.34kN/m合计3.39kN/m活载3.5kN/m可变荷载控制组合P=1.2x3.39+1.4x3.5=8.968kN/m永久荷载控制组合P=1.35X3.39+1.4X0.7X3.5=8.007kN/m荷载设计值P=8.968kN/m10.1.3配筋计算采用C30混凝土，平台板计算跨度：/°=1400mm,由于平台板处于一类环境，保护层厚度as=15mm,有效高度/?o=lOO-15=85mm弯矩设计值：A/=l/10P/„2=l/10x8.968xl.4xl.4=1.76kN.ma,=7aJcbh。=1.76X1000000/(1.0X14.3X1000X85X85)=0.017ys=0.5(1+71-2as)得大=0.991 114M,A=,,=1.76X1000000/(0.991X360X85)=57.94mm2配筋率p=57.94/1000/100=0,058%<=M4X{0.2,45///,,}%=0.2%不满足要求，按最小配筋率配筋。As=0.2%X1000X100=200A选配C8@200,As=251.5mm*-10.3平台梁设计10.3.1设计参数设平台梁尺寸为200X350mm,10.3.2荷载计算恒载梁自重水泥砂浆抹灰梯段板传来恒载平台板传来恒载恒载合计活载梯段板传来活载平台板传来活载活载合计可变荷载控制组合永久荷载控制组合荷载设计值10.3.3配筋计算梯梁计算跨度/=3000mm,弯矩设计值：M=1/8P-剪力设计值：V=\/2Pl=按照矩形梁计算。(0.35-0.1)x0.2x25=1.25kN/m(0.2+0.35x2-0.1x2)xl7x0.02=0.235kN/m(6.293x3.0即+6.225x3.0犯/2=9.639kN/m3.39X1.4/2=2.373kN/m13.497kN/m3.5X(3.0即+3.0醛)/2=5.39kN/m3.5X1.4/2=2.45kN/m7.84kN/mP=1.2xl3.497+1.4x7.84=27.172kN/mP=1.35X13.5+1.4X0,7X7.84=25.9kN/mP=27.172kN/m=1/8x27.172x3x3=30.57kN.ml/2X27.17X3=40.76kN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 115as=15mm,截面有效高度为=350-15=335mmMa=r=30.57X1000000/(1.0X14.3X200X335X335)=0.095aJcbh。ys=0.5(1+71-2a5)得人=0.95M7As=--=30.57X1000000/(0.95X360X335)=266.85mm2YsfyK配筋率p=266.85/200/350=0.3812%>pmn=刖4¥{0245/；//,,}%=0.2%满足要求。A选配2c18,As=509mm2,上部通长钢筋采用2c14。0.25/icfcbho=0.25XI.00X14.3X200X335=239525=239.53kN>VmaxO.lf,bho=0.7X1.43X200X335=67067N=67.07kN>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@50/100双肢箍筋。Psv==2X50.3/200/100=0.503%>psvmin=0.24X1.43/360=0.095%Vcs=O.lf,bho+f>v-^ho=0.7X1.43X200X335+360X2X50.3X335/100=188.3906kN>40.76kN满足要求。10.基础设计n.i基础设计参数取A柱下独基进行计算，计算简图如下。 116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1.8m,A柱断面尺寸bcx6c=550mmx550mm,地基承载力标准值力=220kPa。基础采用二阶扩展基础，对应计算参数如上图所示。10.1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。Me=12.99+3.57=16.56kN«mNk=1237.5+219.4=1456.9kNFk=1456.9kNMk=16.56kN/m基础尺寸初步计算：A=片口=l.lxi456.9/220=7.285m2Jak假设/=3m,b=3m,A=9m2由于持力层为粘土，小=03,rjd=T.6,/=16.5kN/m3o基础底面以上土的加权平均重度以,=(0.8x16.8+0.7x17+0.3x16.5)/1.8=16.828kN/m3。fa=fak+"Mb-3)+rj/(d-0.5)=220+1.6x16.828x(1.8-0.5)=255.002kPa 117l.lxEk'弓;-YGdL1X1456.92255.002-20x1.8一/wm10.1持力层强度验算基底形心处竖向力：fFk=1456.9+20x3x3x(1.8+1.35)/2=1740.4kN基底形心处弯矩：£Ml=16.56kN/m-16.56八八2/八e=小=17404=00095m<6=05my/7.17404Pk=手=3x3=193.378kPa 118截面计算宽度为="如力2=2.304m〃0截面计算长度/。=也匕"=2.304m%上阶冲切验算：%=1at=bc=550mm%=q+200=550+560乂2=1670Vb=3000mm而=3+恐)/2=(550+1670)/2=1110mm例-4-2-/-2/l\4A--2-A0)2=1.553m2A2=am%=1110x560/1000000=0.622mmQ=P/加⑪/尸214.192xL553=332.64kN0.7%"A2=0.7xixi.43x0.622xl000=622.622kN>F/,满足要求。下阶冲切验算：%=1af=b\=1700mmQb=q+2%]=1700+260x2=2220 119YsfyK最小配筋面积4min=0.15%M^0.15%x2304x560=1935.36mm2配筋为18cl2,即C12@170,实配面积2035.8mm2。必I=：(P/max+Pjmin)(b*)32/+g)=1/48x(214.192+209.516)x(3-0.55)2x(2x3+0.55)=343.225kN«mas=—^-^-=343.225x1000000/(1.0x]4.3x3x5602)=0.0255aJcb%九=0.5(1+Jl-24)得九=0.987Asll=-^—=343.225x1000000/(0.987x435x560)=1458.79mm2VsfyK最小配筋面积4min=0.15%/历0=0.15%x2304x560=1935.36mm2配筋为18cl2,即C12@170,实配面积2035.8mm2
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