某医学院行政办公楼毕业设计

专业专业.专注.专业专业.专注.某医学院行政办公楼毕业设计建筑设计论述1.1设计依据：依据中国矿业大学毕业设计任务书。《总图制图标准》GBT50103_2010《房屋建筑制图统一标准》GB5001_2010《建筑结构制图标准》GBT50105_2010《建筑设计防火规》GB50016_2010《建筑结构荷载规》GB50009_2012《混凝土结构设计规》GB50010_2010《建筑地基基础设计规》GB5007_2011《建筑设计抗震规》GB50011_2010以及有关教材，建筑设计资料集（1-3册），钢筋混凝土、建筑结构静力计算手册，建筑结构构造资料集、结构通用图集、国标03G101图集等。1.2设计容：设计容、建筑面积、标高：（1）设计题目为“某医学院行政办公楼”（2） 建筑面积5151.6m2.（3） 共五层，层高均为3.6m，基础埋深为0.95m（4）室外高差0.45m,室外地面标高为-0.45m（5）外墙240mn厚加气混凝土砌块，隔墙240mn厚加气混凝土砌块，楼梯间墙为240mm厚加气混凝土砌块各部分工程构造：（1） 屋面（上人屋面）30mn厚细石混凝土SBS型改性沥青防水层20mn厚水泥砂浆90mn厚矿渣水泥120mn厚钢筋混凝土屋面板楼面：5mn石面层15mm厚水泥砂浆打底层100mn厚现浇钢筋混凝土板20mn厚水泥砂浆抹灰层吊顶建筑材料选用：墙:加气混凝土砌块 窗:采用塑钢窗结构设计论述2.1气象条件：雪荷载0.35kN/m2，基本风压：0.35kN/m2.2.2材料情况：混凝土空心砌块混凝土：C30(基础梁、板、柱、楼梯).梁柱受力钢筋HRB400级；箍筋：HRB400级钢筋抗震设防要求：设防基本烈度为7度，设计地震分组为第二组，设计基本地震加速度值为0.10g。结构体系：现浇钢筋混凝土框架结构。施工：梁、板、柱、梯均现浇。结构计算专业专业.专注.专业专业.专注.3.1结构平面简图:图3.1结构平面布置图3.2材料情况：混凝土空心砌块混凝土：C30（基础、梁、板、柱、楼梯）：梁柱受力钢筋HRB40C级；箍筋：HRB400级钢筋3.3截面尺寸选取：1）框架柱：（为了计算方便，柱的尺寸均以底层中柱的截面尺寸为准）柱截面尺寸初估时，可用下列经验公式粗略确定(3.1)(3.1)专业专业.专注.(3.1)(3.1)专业专业.专注.Ac式中ge――折算在单位建筑面积上的重力荷载代表值，可近似取 142kN/m；F——按简支状态计算的柱的负荷面积；n――验算截面以上楼层层数；B――考虑地震作用组合后柱轴压力增大系数，本设计取 1.2;fc――混凝土轴压强度设计值；［从］――框架柱轴压比限值，《建筑抗震设计规》GB50011-2010表636；Ac――柱截面面积，取方形截面时边长为a。根据轴压比公式初步估定柱截面尺寸：2/fcbhw0.85(三级框架)(框架柱的负荷面积每平米按14kN/m2初估)柱截面尺寸根据估算，由表查的该框架等级为三级，其轴压比限值为_2［卩n］=0.85，各层重力荷载代表值近似取14kN/m底层层咼H=3.6m，柱截面咼度取h=(1/15—1/20)H=(1/15—1/20)3600=240mm-180mm初选截面尺寸为500X500验算初选截面尺寸多层框架民用建筑竖向荷载标准值为14kN/m2A>N/yfc=1.2X7.2X3.3X14X103X5/0.85X14.3=164199.095m2m■/A=bh•••bC=Hc=500mmA=bh=250000>164199.095根据计算结果并综合考虑其他因素，本设计柱截面尺寸取值如下：2222柱：500mrK500mm(1-5层)框架梁： h=(1/10--1/15)L(3.2)b=(1/2--1/3)h3.3)横梁1：L=6600mm，取h=600mmb=300mm横梁2：L=2700mm，取h=600mmb=300mm纵梁：L=7200mm，取h=600mmb=300mm次梁：L=6600mm，取h=500mmb=250mm3）楼板厚度的确定（是以短跨方向来确定的）根据平面布置，板的最大跨度为3.6m，按刚度条件，板厚为l/40=3600/40=90mm；按构造要求，现浇钢筋混凝土单向板的最小厚度为 60mm；综合荷载等情况考虑，取板厚h=100mm.屋面板为上人屋面就取板厚h=120mm荷载汇集：1）恒载：1）屋面：30mn厚细石混凝土SBS型改性沥青防水层20mn厚水泥砂浆0.031）恒载：1）屋面：30mn厚细石混凝土SBS型改性沥青防水层20mn厚水泥砂浆0.03X21=0.63 kN/m20.21kN/m0.40kN/m90mml厚矿渣水泥0.09X15=1.31kN/m120mn厚钢筋混凝土屋面0.12X25=3.00kN/m刀 =5.55kN/m22） 楼面：（1）恒载：.专业.专注.[(3.6-[(3.6-0.6)X(7.2+7.2)/2 -0.9X2.1]X0.24X8=37.84kN专业专业.专注.[(3.6-[(3.6-0.6)X(7.2+7.2)/2 -0.9X2.1]X0.24X8=37.84kN专业专业.专注.5mm石面层 5mm石面层 0.005 x28=0.14kN/m215mm厚水泥砂浆打底 0.0152x17=0.255kN/m2100mn厚现浇钢筋混凝土板：0.1x25=2.5kN/m20mnd厚水泥砂浆抹灰层0.022x17=0.34kN/m2吊顶0.22kN/m2刀 =3.44kN/m23）梁自重：横梁1、2b 1xh1=300mmx600mmq1=25x0.6横梁1、2纵梁：b 2xh2=300mmx600mmq2=25x0.6x0.3=4.5kN/mq3=25x0.25x0.5=3.125kN/m次梁：b 次梁：b 3xh3=250mmx500mm4)外纵墙自重：标准层：纵墙：[(3.6-0.6)x(7.2+7.2)/2-2.1x1.5]x0.24x8=35.424kN钢框玻璃窗： (2.1x1.5)x0.45=1.42kN粉刷层：[(3.6-0.6)x(7.2+7.2)/2-2.1x1.5]x0.02x2x17=12.55kN刀35.42+1.42+12.55=49.39kN纵墙自重：标准层：纵墙：专业.专注.普通木门：(0.9X2.1)X0.2=0.63kN粉刷层：[(3.6-0.6)X(7.2+7.2)/2-0.9X2.1]X0.02X2X17=13.4kN刀 37.84+0.63+13.4 =51.87kN活荷载标准值计算1)屋面和楼屋面活荷载标准值根据《结构荷载设计规》GB50009-2012表4.1.1和表4.3.1屋面荷载(上人) 2kN/m2普通楼面2 kN/m2走廊2.5kN/m22)雪荷载标准值根据《结构荷载设计规》GB50009-2012公式6.1.1SK=MrS0(3.4)式中：山——屋面积雪分布系数，屋面坡度小于25°时，山=1.0;S。一一基本雪压，查附录本规D.4，某地区50年一遇基本雪压为So=0.35kN/m2Sk=1X0.35=0.35kN/m2屋面活荷载与雪荷载不同时考虑，两者中取最大值。竖向框架下荷载受荷计算屋面板传荷载：屋面梁自重：屋面梁自重：专业.专注.屋面梁自重：屋面梁自重：专业.专注.确定板传给梁的荷载时，要一个板区格一个板区格地考虑。确定每个板区格上的荷载传递时，先要区分此板区格是单向板还是双向板，若为单向板,可沿板的短跨做中线，将此板上荷载平均分配给两长边的梁；若为双向板，可沿四角点做45°线，将区格板分为四小块，将每小块板上的荷载传递给与之相邻的梁。板传至梁上的三角形或者梯形荷载为均布荷载。荷载的传递示意图：图3.6荷载传递示意图361恒载计算A~BC~D轴间框架梁屋面板传递给梁的荷载：5.55X1.80(1-2X0.27A2+0.27A3) X2=17.46kN/m2525X0.3X(0.6-0.12)=3.6kN/m屋面梁自重：屋面梁自重：专业.专注.2525X0.3X(0.6-0.12)=3.6kN/m屋面梁自重：屋面梁自重：专业.专注.抹灰层:10mm厚混合砂浆(只考虑梁两侧):0.01X(0.6-0.12)X2X17=0.16kN/m梁均布荷载=板传荷载+梁自重17.46+3.6+0.16=21.22kN/m2楼面板传递给梁的荷载：3.44X1.80(1-2X0.27A2+0.27A3)+3.44X1.80(1-2X0.27A2+0.27A3)=10.82kN/m楼面梁自重：25X0.3X(0.6-0.1)=3.75kN/m抹灰层:10mm厚混合砂浆(只考虑梁两侧):0.01X(0.6-0.1)X2X17=0.17kN/m隔墙自重：0.24X(3.6-0.6)X8=5.76kN/m隔墙两侧粉刷自重：(3.6- 0.6)X0.02X2X17=2.04kN/m梁均布荷载=板传荷载+梁自重+隔墙荷载10.82+3.75+0.17+5.76+2.04=22.54kN/mB~C轴间框架梁屋面板传递给梁的荷载：5.55X1.35X5/8+5.55X1.35X5/8=9.37kN/m2525X0.3X（0.3-0.12）=1.35kN/m2525X0.3X（0.3-0.12）=1.35kN/m抹灰层:10mm厚混合砂浆（只考虑梁两侧）:0.01X(0.3-0.12)X2X17=0.06kN/m梁均布荷载=板传荷载+梁自重9.37+1.35+0.06=10.78kN/m2楼面板传递给梁的荷载：3.44X1.35X5/8+3.44X1.35X5/8=5.81kN/m楼面梁自重：25X0.3X(0.3-0.1)=1.5kN/m抹灰层:10mm厚混合砂浆(只考虑梁两侧):0.01X(0.3-0.1)X2X17=0.07kN/m梁均布荷载=板传荷载+梁自重5.81+1.5+0.07=7.38kN/m23）A~D轴柱纵向集中荷载计算顶层女儿墙自重：（做法：墙高1100mm100mm的混凝土压顶）=0.24X1.1X18+25X0.1X0.24+(1.2X2+0.24)X0.5=6.67kN/m屋面板传递给梁的荷载：(5.55X1.80)X5/8X7.2/2+5.55X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+(5.55X1.80)X5/8X7.2/2+5.55X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4=51.29+51.29=102.58kN.专业.专注.屋面梁自重：25X0.3X(0.6-0.12)X(7.2-0.5)/2+25X0.3X(0.6-0.12)X(7.2-0.5)/2=24.12kN抹灰层:10mm厚混合砂浆(只考虑梁两侧):0.01X(0.6-0.12)X2X17X(7.2-0.5)+0.01X(0.6-0.12)X2X17X(7.2-0.5)=1.09kN女儿墙自重：6 .67X(7.2+7.2)/2=48.0 2A~D轴柱纵向集中荷载=板传荷载+梁自重+粉刷自重+女儿墙自重102.58+24.12+1.09+48.02=175.81kN标准层楼面板传递给梁的荷载：(3.44X1.80)X5/8X7.2/2+3.44X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+(3.44X1.80)X5/8X7.2/2+3.44X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4=31.79+31.79=63.58kN楼面梁自重：25X0.3X(0.6-0.1)X(7.2-0.5)/2+25X0.3X(0.6-0.1)X(7.2-0.5)/2=25.125kN抹灰层:10mm厚混合砂浆(只考虑梁两侧):0.01X(0.6-0.1)X2X17X(7.2-0.5)+0.01X(0.6-0.1)X2X17X(7.2-0..专业.专注.5)=1.14kN外纵墙自重：49.39kNA~D轴柱纵向集中荷载=板传荷载+梁自重+粉刷自重+外纵墙自重63.58+25.125+1.14+49.39=.235kNB~C轴柱纵向集中荷载计算顶层屋面板传递给梁的荷载(5.55X1.80)X5/8X7.2/2+5.55X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+(5.55X1.80)X5/8X7.2/2+5.55X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+5.55X1.35X(1-2X0.19八2+0.19八3)X7.2/2+5.55X1.35X(1-2X0.19A2+0.19A3)X7.2/2=51.29+51.29+25.21+25.2仁153kN屋面梁自重：25X0.3X(0.6-0.12)X(7.2-0.5)/2+25X0.3X(0.6-0.12)X(7.2-0.5)/2=24.12kN抹灰层:10mm厚混合砂浆(只考虑梁两侧):0.01X(0.6-0.12)X2X17X(7.2-0.5)+0.01X(0.6-0.12)X2X17X(7.2-0.5)=1.09kNB~C轴柱纵向集中荷载=板传荷载+梁自重+粉刷自重153+24.12+1.09=178.21kN专业.专注.标准层楼面板传递给梁的荷载p仁(3.44X1.80)X5/8X7.2/2+3.44X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+(3.44X1.80)X5/8X7.2/2+3.44X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+3.44X1.35X(1-2X0.19八2+0.19八3)X7.2/2+3.44X1.35X(1-2X0.19A2+0.19A3)X7.2/2=31.79+31.79+15.63+15.63=94.84kN楼面梁自重：25X0.3X(0.6-0.1)X(7.2-0.5)/2+25X0.3X(0.6-0.1)X(7.2-0.5)/2=25.125kN抹灰层:10mm厚混合砂浆(只考虑梁两侧):0.01X(0.6-0.1)X2X17X(7.2-0.5)+0.01X(0.6-0.1)X2X17X(7.2-0.=1.14kN纵墙自重：51.87kNB~C轴柱纵向集中荷载=板传荷载+梁自重+粉刷自重+纵墙自重94.84+25.125+1.14+51.87=172.975kN屋面层第A轴集中荷载力矩：=175.81X0.5X(0.5-0.3)=17.58屋面层第D轴集中荷载力矩：专业.专注.=175.81=175.81X0.5X(0.5-0.3)=-17.58=175.81=175.81X0.5X(0.5-0.3)=-17.58楼面层第A轴集中荷载力矩：= .235X0.5X(0.5-0.3)=13.92楼面层第D轴集中荷载力矩：= .235X0.5X(0.5-0.3)=-13.923.6.2活载计算A~BC~D轴间框架梁屋面层:屋面板传递给梁的荷载：q=2X1.80(1-2X0.27A2+0.27A3)+2X1.80(1-2X0.27A2+0.27A3)=3.145979+3.145979=6.29kN/m楼面层：楼面板传递给梁的荷载q=2X1.80(1-2X0.27八2+0.27八3)+2X1.80(1-2X0.27八2+0.27八3)=3.145979+3.145979=6.29kN/mB~C轴间框架梁屋面层:专业.专注.专业专业.专注.专业专业.专注.屋面板传递给梁的荷载q=2X1.35X5/8+2X1.35X5/8=1.6875+1.6875=3.38kN/m楼面层：楼面板传递给梁的荷载q=2.5X1.35X5/8+2.5X1.35X5/8=2.109375+2.109375=4.22kN/mAD轴柱纵向集中荷载计算顶层屋面板传递给梁的荷载：(2X1.80)X5/8X(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4=18.48+18.48=36.96kNA~D轴柱纵向集中荷载=板传荷载=卩仁36.96kN标准层楼面板传递给梁的荷载(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4=18.48+18.48=36.96kN专业.专注.A~D轴柱纵向集中荷载=板传荷载36.96kNB~C轴柱纵向集中荷载计算顶层屋面板传递给梁的荷载：(2X1.80)X5/8X722+2X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+2X1.35X(1-2X0.19A2+0.19A3)X7.2/2+2X1.35X(1-2X0.19八2+0.19A3)X7.2/2=18.48+18.48+9.08+9.08=55.12kNB~C轴柱纵向集中荷载=板传荷载55.12kN标准层楼面板传递给梁的荷载：(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+2.5X1.35X(1-2X0.19A2+0.19A3)X7.2/2+2.5X1.35X(1-2X0.19八2+0.19A3)X7.2/2=18.48+18.48+11.36+11.36=59.68kNB~C轴柱纵向集中荷载=板传荷载=59.68kN4非地震作用下框架力计算为简化计算，考虑如下几种单独受荷情况：⑴、恒载作用；、活载分别单独作用于各跨；、风荷载作用(从左向右或从右向左)。框架在竖向荷载作用下，可采用分层法、迭代法、 UBC法等方法计算去力。本课程设计中，采用弯矩二次分配法计算力。框架在水平荷载下，可采用反弯点法、D值法、门架法等方法计算其力。本课程设计中，对于风荷载采用D值法计算力。在力分析前，还应计算节点各杆的弯矩分配系数以及在竖向荷载作用下各杆端的固端弯矩。4.1竖向恒载作用下的力计算4.1.1弯矩分配系数计算节点标号见下图：1 2 3 41 2 3 41 2 3 41 2 3 4567891C1112131415161718192021222324A BC D图4.1一榀框架节点标号图节点1：叮,2=49100/(49100+43402.78)=0.531□1,5=43402.78/(49100+43402.78)=0.469节点2:卩2,1=49100/(49100+15000+43402.78)=0.457卩2,3=15000/(15000+49100+43402.78)=0.14卩2,6=43402.78/(49100+15000+43402.78)=0.404节点3:卩3,2=15000/(15000+49100+43402.78)=0.14专业.专注.卩3,4=49100/(49100+15000+43402.78)=0.457卩3,7=43402.78/(15000+49100+43402.78)=0.404节点4:卩4,3=49100/(49100+43402.78)=0.531卩4,8=43402.78/(49100+43402.78)=0.469节点5:卩5,1=43402.78/(49100+43402.78+43402.78)=0.319卩5,9=43402.78/(49100+43402.78+43402.78)=0.319卩5,6=49100/(49100+43402.78+43402.78)=0.361节点6:卩6,2=43402.78/(49100+15000+43402.78+43402.78)=0.288卩6,5=49100/(49100+15000+43402.78+43402.78)=0.325卩6,7=49100/(49100+15000+43402.78+43402.78)=0.卩6,10=43402.78/(49100+15000+43402.78+43402.78)=0.288节点7:卩7,3=43402.78/(15000+49100+43402.78+43402.78)=0.288卩7,6=15000/(15000+49100+43402.78+43402.78)=0.卩7,8=15000/(15000+49100+43402.78+43402.78)=0.325卩7,11=43402.78/(15000+49100+43402.78+43402.78)=0.288节点8:卩8,4=43402.78/(49100+43402.78+43402.78)=0.319卩8,7=49100/(49100+43402.78+43402.78)=0.361卩8,12=43402.78/(49100+43402.78+43402.78)=0.319节点9:卩9,5=43402.78/(49100+43402.78+43402.78)=0.319卩9,13=43402.78/(49100+43402.78+43402.78)=0.319专业.专注.专业专业.专注.专业专业.专注.卩9,10=49100/(49100+43402.78+43402.78)=0.361节点10:叮0,6=43402.78/(49100+15000+43402.78+43402.78)=0.288叮0,9=49100/(49100+15000+43402.78+43402.78)=0.32510,11=49100/(49100+15000+43402.78+43402.78)=0.10,14=43402.78/(49100+15000+43402.78+43402.78)=0.288节点11:11,7=43402.78/(15000+49100+43402.78+43402.78)=0.28811,10=15000/(15000+49100+43402.78+43402.78)=0.11,12=15000/(15000+49100+43402.78+43402.78)=0.32511,15=43402.78/(15000+49100+43402.78+43402.78)=0.288节点12:12,8=43402.78/(49100+43402.78+43402.78)=0.31912,11=49100/(49100+43402.78+43402.78)=0.36112,16=43402.78/(49100+43402.78+43402.78)=0.319节点13:13,9=43402.78/(49100+43402.78+43402.78)=0.31913,17=43402.78/(49100+43402.78+43402.78)=0.31913,14=49100/(49100+43402.78+43402.78)=0.361节点14:14,10=43402.78/(49100+15000+43402.78+43402.78)=0.28814,13=49100/(49100+15000+43402.78+43402.78)=0.32514,15=49100/(49100+15000+43402.78+43402.78)=0.14,18=43402.78/(49100+15000+43402.78+43402.78)=0.288节点15:15,11=43402.78/(15000+49100+43402.78+43402.78)=0.288卩15,14=15000心5000+49100+43402.78+43402.78)=0.卩15,16=15000心5000+49100+43402.78+43402.78)=0.325卩15,19=43402.78心5000+49100+43402.78+43402.78)=0.288节点16:^16,12=43402.78/(49100+43402.78+43402.78)=0.319^16,15=49100/(49100+43402.78+43402.78)=0.36116,20=43402.78/(49100+43402.78+43402.78)=0.319节点17:17,13=43402.78/(49100+43402.78+34340.66)=0.34217,21=34340.66/(49100+34340.66+43402.78)=0.271^17,18=49100/(49100+34340.66+43402.78)=0.387节点18:^18,14=43402.78/(49100+15000+34340.66+43402.78)=0.30618,17=49100/(49100+15000+34340.66)=0.34618,19=49100/(49100+15000+34340.66+43402.78)=0.10618,22=34340.66/(49100+15000+34340.66+43402.78)=0.242节点19:卩19,15=43402.78心5000+49100+34340.66+43402.78)=0.306卩19,18=15000心5000+49100+34340.66)=0.10619,20=15000/(15000+49100+34340.66+43402.78)=0.34619,23=34340.66/(15000+49100+34340.66+43402.78)=0.242节点20:卩20,16=43402.78/(49100+43402.78+34340.66)=0.342卩20,19=49100/(49100+34340.66+43402.78)=0.387卩20,24=34340.66/(49100+34340.66+43402.78)=0.2 714.1.2计算杆件固端弯矩M1,2=-M2,1=-1/12X21.22X6.6A2=-77.03kN.mM2,3=-M3,2=-1/12X10.78X272=-6.55kN.mM3,4=-M4,3=-1/12X21.22X6.6A2=-77.03kN.mM5,6=-M6,5=-1/12X22.54X6.6A2=-81.82kN.mM6,7=-M7,6=-1/12X7.38X2.7A2=-4.48kN.mM7,8=-M8,7=-1/12X22.54X6.6A2=-81.82kN.mM9,10=-M10,9=-1/12X22.54X6.6A2=-81.82kN.mM10,11=-M11,10=-1/12X7.38X2.7A2=-4.48kN.mM11,12=-M12,11=-1/12X22.54X6.6A2=-81.82kN.mM13,14=-M14,13=-1/12X22.54X6.6A2=-81.82kN.mM14,15=-M15,14=-1/12X7.38X2.7A2=-4.48kN.mM15,16=-M16,15=-1/12X22.54X6.6A2=-81.82kN.mM17,18=-M18,17=-1/12X22.54X6.6A2=-81.82kN.mM18,19=-M19,18=-1/12X7.38X2.7A2=-4.48kN.mM19,20=-M20,19=-1/12X22.54X6.6A2=-81.82kN.m4.2、竖向活载作用下的力计算4.2.1计算杆件固端弯矩M1,2=-M2,1=-1/12X6.29X6.6A2=-22.83kN.mM2,3=-M3,2=-1/12X3.38X2.7A2=-2.05kN.mM3,4=-M4,3=-1/12X6.29X6.6A2=-22.83kN.mM5,6=-M6,5=-1/12X6.29X6.6A2=-22.83kN.mM6,7=-M7,6=-1/12X4.22X2.7A2=-2.56kN.mM7,8=-M8,7=-1/12X6.29X6.6A2=-22.83kN.mM9,10=-M10,9=-1/12X6.29X6.6八2=-22.83kN.mM10,11=-M11,10=-1/12X4.22X2.7A2=-2.56kN.mM11,12=-M12,11=-1/12X6.29X6.6A2=-22.83kN.mM13,14=-M14,13=-1/12X6.29X6.6A2=-22.83kN.mM14,15=-M15,14=-1/12X4.22X2.7A2=-2.56kN.mM15,16=-M16,15=-1/12X6.29X6.6A2=-22.83kN.mM17,18=-M18,17=-1/12X6.29X6.6A2=-22.83kN.mM18,19=-M19,18=-1/12X4.22X2.7A2=-2.56kN.mM19,20=-M20,19=-1/12X6.29X6.6A2=-22.83kN.m恒载弯矩二次分配法计算过程专业专业.专注.专业专业.专注.表4.1恒载弯矩二次分配上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱 下柱0.4690.5310.4570.40040.4570.5310.469偏心矩偏心矩偏心矩偏心矩17.58-77.0377.030.00-6.556.550-77.0377.03-17.5827.8831.57-32.21-28.47-9.87V9.8728.4732.21*-31.57-27.8810.83-16.1015.78-11.144.93•-4.9311.14-15.78埠16.10-10.832.472.80-4.38-3.87-1.341.343.874.38-2.80-2.4741.19-58.7756.23-43.48-12.8212.8243.48-56.2358.77-41.190.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.31913.92-81.8281.820.00-4.484.480.00-81.8281.82-13.9221.6621.6624.51-25.14-22.27-22.27-7.66X"7.6622.2722.2725.14X--24.51-21.66-21.6613.9410.83-12.5712.26-14.24-11.143.83■-3.8314.2411.14-12.26*--亀12.57-13.94-10.83-3.89-3.89-4.413.022.682.680.92-0.92-2.68-2.68-3.024.413.893.8931.7128.60-74.2871.96-33.84-30.74-7.397.3933.8430.74-71.9674.28-31.71-28.600.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.31913.92-81.8281.820.00-4.484.480.00-81.8281.82-13.9221.6621.6624.51-25.14-22.27-22.27-7.667.6622.2722.2725.14*--24.51-21.66-21.6610.8310.83-12.5712.26-11.14-11.143.83■-3.8311.1411.14-12.26■12.57-10.83-10.83-2.90-2.90-3.282.011.781.780.61-0.61-1.78-1.78-2.013.282.902.9029.5929.59-73.1670.95-31.63-31.63-7.707.7031.6331.63-70.9573.16-29.59-29.590.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.31913.92-81.8281.820.00-4.484.480.00-81.8281.82-13.9221.6621.6624.51*-25.14-22.27-22.27-7.66*'7.6622.2722.2725.14*-24.51-21.66-21.6610.8311.61-12.5712.26-11.14-11.833.83巴3.8311.1411.83-12.2612.57-10.83-11.61-3.15-3.15-3.562.241.981.980.68-0.68-1.98-1.98-2.243.563.153.1529.3430.12-73.4471.18-31.43-32.12-7.637.6331.4332.12-71.1873.44-29.34-30.120.3420.2710.3870.3460.3060.2420.1060.1060.3060.2420.3460.3870.3420.27113.92-81.8281.820.00-4.484.480.00-81.8281.82-13.9223.2218.4026.28x■-26.76-23.67-18.72-8.20*8.2023.6718.7226.76-26.28-23.22-18.4010.83-13.38ar*13.14-11.144.10'-4.1011.14-13.1413.38-10.830.870.690.99-2.11-1.87-1.48-0.650.651.871.482.11-0.99-0.87-0.6934.9219.09-67.9466.09-36.67-20.19-9.239.2336.6720.19-66.0967.94-34.92-19.099.55-10.1010.10-9.5558.771956.23 56.2312.82.8258.774174.2871.9643.4843.4841.1971.9674.287.37.328.31.7130.36.84.33.84—28.631.7173.1670.9570.952929.5931.'31.63.631.6329.599.5973.4471.1871.1830223432.67.9419.34.927.67.63-73.4430.129.3466.0966.0994：76719.34.92A.55 B°.1G°.1 D.55图4.2恒载作用下弯矩简图70.4169.6414.5514.5569.6470.4174.7374.039.969.9674.7274.7274.6674.0374.059.969.9674.0574.049.96.9.9674.0474.19. 99674.7374.7274.7274.174.6674.1ABCD图4.3恒载作用下剪力简图ABCD活荷载弯矩图4.4恒载作用下轴力简图次分配法计算过程表4.2活荷载弯矩二次分配上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.4690.5310.4570.40040.4570.5310.469偏心矩偏心矩偏心矩偏心矩3.70-22.8322.830.00-2.052.050-22.8322.83-3.78.9710.16-9.50-8.40-2.91*2.918.409.50--10.16-8.973.05-4.75■5.08-2.921.45*-1.452.92-5.08立4.75-3.050.800.90-1.65-1.46-0.510.511.461.65-0.90-0.8012.82-16.5216.76-12.77-4.014.0112.77-16.7616.52-12.820.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.3190.003.70-22.8322.830.00-2.562.560.00-22.8322.83-3.701-6.59-5.84-5.84-2.01*-2.015.845.846.59*卢-6.91-6.10-6.104.493.05-3.293.45-4.20-2.921.00比-1.004.202.92-3.45*3.29-4.49-3.05-1.35-1.35-1.530.860.770.770.26-0.26-0.77-0.77-0.861.531.351.359.237.80-20.7520.56-9.27-7.99-3.303.309.277.99-20.5620.75-9.23-7.800.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.3193.70-22.8322.830.00-2.562.560.00-22.8322.83-3.701-6.59-5.84-5.84-2.01=2.015.845.846.59'-6.91-6.10-6.103.053.05-3.293.45-2.92-2.921.00*-1.002.922.92-3.45』73.29-3.05-3.05-0.90-0.90-1.010.450.400.400.14-0.14-0.40-0.40-0.451.010.900.908.268.26-20.2320.14-8.36-8.36-3.433.438.368.36-20.1420.23-8.26-8.260.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.3193.70-22.8322.830.00-2.562.560.00-22.8322.83-3.701X-6.59-5.84-5.84-2.01X'2.015.845.846.59X'-6.91-6.10-6.103.053.27-3.293.45-2.92-3.101.00巴1.002.923.10-3.45■3.29-3.05-3.27-0.97-0.97-1.090.510.450.450.15-0.15-0.45-0.45-0.511.090.970.978.198.41-20.3120.20-8.31-8.49-3.413.418.318.49-20.2020.31-8.19-8.410.3420.2710.3870.3460.3060.2420.1060.1060.3060.2420.3460.3870.3420.2713.70-22.8322.830.00-2.562.560.00-22.8322.83-3.706.545.187.40-7.01-6.20-4.91-2.15*17.01-7.40-6.54-5.183.05-3.513.70-2.921.07■-1.072.92-3.703.51-3.08-0.64-0.57-0.45-70.450.64-0.18-0.16-0.129.755.31-18.7618.88-9.69-5.35-3.833.839.695.35-18.8818.76-9.75-5.312.65-2.682.68-2.6516.5216.74.014.0116.7616.5212.8212.77 12.7712.8220.7520.5 .33.320.5620.799.27.999.277.89.2320.2320.14.433.4320「1468.368.368.368.368.268.2620.3120.23.413.4120.220.398.313.498.31848.1918.7618.8.833.8318.8818.765.39.755.359.695.359.69539.75Ae.65B2.68C2.68D2.65图4.5活载作用下弯矩简图7003700314.5514.5570.0370.03743874389.969.9674387438743874.3874389.969.9674.38743874.3874.389.9699674.3874389.969.9674.3874.3874.3874.38A BC D图4.6活载作用下剪力简图ADBC图4.7活载作用下轴力简图4.3风荷载力计算4.3.1风荷载下标准值计算作用在屋面梁和楼面梁节点处的集中风荷载标准值为了简化计算起见，通常将计算单元围外墙面的分布风荷载， 化为等量的作用于楼面集中风荷载，计算公式如下：W k=Bz[1s[1z30 (4.1)式中基本风压3o=O.35kN/m21Z：风压高度变化系数；根据地面粗糙度以及高度确定；1s：风荷载体型系数，本建筑H/B=18.95/15.9=1.19<4, 1s=1.3;Bz：高度z处风振系数，基本自振周期对于钢筋混凝土框架结构可用Ti=0.08n(n是建筑层数)估算，大约为0.4>0.25,应考虑风压脉动对结构发生顺风风向风振的影响,Bz=1+Zv^z/卩z；30XTA2=0.62X0.35X(0.4)^2=0.03472所以Z=1.16因为地面粗糙度为B类,所以v=0.46一榀框架各层节点的受风面积，取上层的一半和下层的一半之和，顶层取到女儿墙顶，底层只取到下层的一半。注意底层的计算高度应从室外地面开始取。2顶层 A5 (1.23.62)7.2 21.6m2~4层A2=A3=A4=(3.6 3.6)1/27.2=25.92m2底层 A1 (4.05 3.6)1/27.2 27.54m2将风荷载换算成作用于框架每层节点上的集中荷载各层标高处Bz见表1卩z根据荷载规表7.2.1查得，见表4.3.将风荷载算成作用于每层节点上的集中荷载， 计算过程如表1所示。表中A为一榀框架各层节点的受风面积，计算结果如图表4.3横向风荷载计算楼层Bz[1sz(m1z23o(kN/m)A简W(kN)51.521.3018.4501.220.3521.618.2341.411.3014.8501.120.3525.9218.6231.301.3011.2501.020.3525.9215.6421.201.307.6501.000.3525.9214.1511.101.304.0500.740.3527.54风荷载作用下的位移验算位移计算时，各荷载均采用标准值。.侧移刚度D第1层:A轴柱：K=2X49100/(2X34340.66)=1.43a=(0.5+K)/(2+K)=(0.5+1.43)/(2+1.43)=0.56B轴柱：K=2X(49100+15000)/(2X34340.66)=1.87a=(0.5+K)/(2+K)=(0.5+1.87)/(2+1.87)=0.61C轴柱：K=2X(15000+49100)/(2X34340.66)=1.87a=(0.5+K)/(2+K)=(0.5+1.87)/(2+1.87)=0.61D轴柱：K=2X49100/(2X34340.66)=1.43a=(0.5+K)/(2+K)=(0.5+1.43)/(2+1.43)=0.56第2层:A轴柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36B轴柱：K=2X(49100+15000)/(2X43402.78)=1.48a=K/(2+K)=1.48/(2+1.48)=0.43C轴柱：K=2X(15000+49100)/(2X43402.78)=1.48a=K/(2+K)=1.48/(2+1.48)=0.43D轴柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36第3层:A轴柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36B轴柱：K=2X(49100+15000)/(2X43402.78)=1.48a=K/(2+K)=1.48/(2+1.48)=0.43C轴柱：K=2X(15000+49100)/(2X43402.78)=1.48a=K/(2+K)=1.48/(2+1.48)=0.43专业.专注...专业.专注.专业专业.专注.D轴柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36第4层：A轴柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36B轴柱：K=2X(49100+15000)/(2X43402.78)=1.48a二K/(2+K)=1.48/(2+1.48)=0.43C轴柱：K=2X(15000+49100)/(2X43402.78)=1.48a二K/(2+K)=1.48/(2+1.48)=0.43D轴柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36第5层：A轴柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36B轴柱：K=2X(49100+15000)/(2X43402.78)=1.48a二K/(2+K)=1.48/(2+1.48)=0.43C轴柱：K=2X(15000+49100)/(2X43402.78)=1.48a二K/(2+K)=1.48/(2+1.48)=0.43D轴柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36表4.4风荷载作用下横向框架侧移刚度D第A轴第B轴第C轴第D轴Dj1层11146.9312142.1912142.1911146.929746578.24222层14467.5917280.7417280.7414467.589863496.66023层14467.5917280.7417280.7414467.589863496.6602

4层14467.5917280.7417280.7414467.589863496.66025层14467.5917280.7417280.7414467.589863496.6602侧向位移由弯曲和剪切变形产生的位移表4.5风荷载作用下横向框架和位移计算楼层Wk/kNVJ/kND(kN/m)uj/muj/h518.2318.2363496.660.00030.0001418.6236.8563496.660.00060.0002315.6452.4963496.660.00080.0002214.1566.6463496.660.00100.0003110.2078.8446578.2420.00160.0004由于《高层建筑混凝土结构技术规程规》JGJ3-2010表3.7.3的规定的限Q=1/550。本框架的层架最大位移与层高之比在底层，其值为0.00044小于规定限值，满足要求，故框架抗侧刚度足够。4.3.3、风荷载力计算框架在风荷载（从左往右吹）下的力采用D值法（改进的反弯点发）进行计算。其步骤为1） .求各柱反弯点出得剪力值；2） .求各柱反弯点高度3） 求各柱的杆端弯矩及梁端弯矩.求各柱的轴力和梁剪力Dij vpi (4.2 )Dijj式中Vpi——框架i层总剪力Vij ――i层第j根柱分配到的剪力Dij ――i层第j根柱的抗侧刚度sDij——i层s根柱的抗侧刚度之和j框架柱自柱底开始计算的反弯点位置与柱高之比查表可得，计算结果如下:表4.6第A轴框架柱反弯点位置层号h/mKy0y1y2y3yyh/m60000.361.3010000.411.4860000.461.6600000.501.8014.551.430.610000.612.78表4.7第B轴框架柱反弯点位置层号h/mKy0y1y2y3yyh/m53.61.480.370000.371.3343.61.480.420000.421.5133.61.480.470000.471.6923.61.480.500000.501.8014.551.870.560000.562.55专业专业.专注.专业专业.专注.表4.8第C轴框架柱反弯点位置层号h/mKy0y1y2y3yyh/m53.61.480.370000.371.3343.61.480.420000.421.5133.61.480.470000.471.6923.61.480.500000.501.8014.551.870.560000.562.55表4.9第D轴框架柱反弯点位置层号h/mKy0y1y2y3yyh/m60000.361.3010000.411.4860000.461.6600000.501.8014.551.430.610000.612.78根据各柱分配到的剪力及反弯点位置 yh计算第i层第j个柱端弯矩。框架各柱的杆端弯矩、梁端弯矩按下式进行计算Me上=VimX（1-y）XhMe下=VimXyXh中柱：Mb左j=ib左X（（Me下j+1）+（Me上j））/（ib 左+ib右）Mb右j=ib右X（（Me下j+1）+（Me上j））/（ib 左+ib右）边柱：

Mb总j=(Me下j+1)+Mc上j表4.10风荷载作用下第A轴框架柱剪力和梁端弯矩的计算层号V(kN)DDimDimDVim/kNyh(m)M上(kN)M下(kN)M总(kN)510.263496.6614467.590.232.351.305.413.055.41424.3563496.6614467.590.235.601.4811.898.2714.94339.9963496.6614467.5617.8815.2426.15258.6163496.6614467.590.2313.481.8024.2624.2639.50176.8446578.2411146.930.2418.442.7832.7251.1856.98表4.11风荷载作用下第B轴框架柱剪力和梁端弯矩的计算层号Vi(kN)DDimDimVim/kNyh(m)M上(kN)M下(kN)M左(kN)M右(kN)D510.2063496.6617280.740.272.751.336.243.664.781.46424.3563496.6617280.740.276.571.5113.729.9313.314.07339.9963496.6617280.740.2710.801.6920.6118.2723.397.15258.6163496.6617280.740.2715.821.8028.4828.4835.8110.94176.8446578.2412142.190.2619.982.5540.0050.9152.4616.02表4.12风荷载作用下第C轴框架柱剪力和梁端弯矩的计算

层号V(kN)DDimDimVm/kNyh(m)MC上(kN)MC下(kN)MC左(kN)MC右(kN)D510.2063496.6617280.740.272.751.336.243.661.464.78424.3563496.6617280.740.276.571.5113.729.934.0713.31339.9963496.6617280.740.2710.801.6920.6118.277.1523.39258.6163496.6617280.740.2715.821.8028.4828.4810.9435.81176.8446578.2412142.190.2619.982.5540.0050.9116.0252.46表4.13风荷载作用下第D轴框架柱剪力和梁端弯矩的计算层号Vi(kN)DDimDimDVim/kNyh(m)MC上(kN)MC下(kN)MC总(kN)510.263496.6614467.590.232.351.305.413.055.41424.3563496.6614467.590.235.601.4811.898.2714.94339.9963496.6614467.5617.8815.2426.15258.6163496.6614467.590.2313.481.8024.2624.2639.50176.8446578.2411146.930.2418.442.7832.7251.1856.984.3.4、雪荷载力计算(4.3)专业专业.专注.专业专业.专注.屋面为平屋面,卩r=1.0S0=0.35kN/m2Sk=0.35kN/m2杆件固端弯矩M1,2=-M2,1=-1/12X0.35X6.6A2=-1.27kN.mM2,3=-M3,2=-1/12X0.35X2.7八2=-0.21kN.mM3,4=-M4,3=-1/12X0.35X6.6A2=-1.27kN.m5地震作用下框架计算根据规可知，本建筑以剪切变形为主，且质量和刚度沿高度均匀分布，故可采用底部剪力法计算水平地震作用重力荷载代表值的计算屋面处重力荷载代表值=结构和构配件自重+0.5X雪荷载标准值楼面处重力荷载代表值=结构和构配件自重标准值+0.5X楼面活荷载标准值其中结构和构配件自重取楼面上、下各半层层高围(屋面处取顶层的一半)的结构及构配件自重。由于该结构刚度比较均匀，故取一个计算单元进行计算。第5层楼面即屋面处重力荷载代表值计算女儿墙自重：=6.67X2X(7.2+7.2)=192.1kN屋面自重：屋面恒载:5.55kN/m2屋面面积=14.4X(15.9+0.5)=236.16m2专业专业.专注.屋面自重=5.55X236.16=1310.688kN3） 梁重：=327.4kN4） 墙重（扣除门窗洞口加门窗自重）=1/2X561.42=280.71kN5） 柱重：=1/2X4X（0.5）A2X25=45kN6） 0.5倍雪荷载=0.5X0.35X236.16=41.33kN第5层重力荷载代表值为2197.23kN5.1.2第4层楼面处重力荷载代表值计算1） 楼面自重：楼面恒载：5.55kN/m2楼面面积=236.16m2楼面自重=3.44X236.16=812.3904kN2） 梁重=327.4kN3） 墙重（扣除门窗洞口加门窗自重）=1/2X（521.16+521.16）=521.16kN4） 柱重：=1/2X（90+90）=180kN5） 0.5倍楼面活荷载=0.5X2X236.16=236.16kN第4层重力荷载代表值=812.3904+327.4+521.16+180+236.16=2077.11kN.专业.专注.5.1.3第3层楼面处重力荷载代表值计算1） 楼面自重：楼面恒载：5.55kN/m2楼面面积=236.16m2楼面自重=3.44X236.16=812.3904kN2） 梁重=327.4kN3） 墙重（扣除门窗洞口加门窗自重）=1/2X（521.16+521.16）=521.16kN4） 柱重：=1/2X（90+90）=180kN5） 0.5倍楼面活荷载=0.5X2X236.16=236.16kN第3层重力荷载代表值=812.3904+327.4+521.16+180+236.16=2077.11kN5.1.4第2层楼面处重力荷载代表值计算1） 楼面自重：楼面恒载:5.55kN/m2楼面面积=236.16m2楼面自重=3.44X236.16=812.3904kN2） 梁重=327.4kN3） 墙重（扣除门窗洞口加门窗自重）=1/2X(521.16+521.16)=521.16kN柱重：=1/2X(90+90)=180kN0.5倍楼面活荷载=0.5X2X236.16=236.16kN第2层重力荷载代表值=812.3904+327.4+521.16+180+236.16=2077.11kN5.1.5第1层楼面处重力荷载代表值计算楼面自重：楼面恒载：5.55kN/m2楼面面积=236.16m2楼面自重=3.44X236.16=812.3904kN梁重=327.4kN墙重(扣除门窗洞口加门窗自重)=1/2X(521.16+875.74)=698.45kN柱重：=1/2X(90+113.75)=203.75kN0.5倍楼面活荷载=0.5X2X236.16=236.16kN第1层重力荷载代表值=812.3904+327.4+698.45+203.75+236.16=2278.15kN各层重力荷载代表值为：G5=2197.23kNG4=2077.11kN.专业.专注.专业专业.专注.专业专业.专注.G3=2077.11kNG2=2077.11kNG仁2278.15kN8 ^7 *OCXDCO■—™ *0000J6600r書厂 1f2700166001W 、G5=2197.2：G4=2077.1G3=2077.1G2=2077.1G1=22784图5.1地震荷载计算示意图5.2框架梁柱的线刚度计算在现浇楼面或预制楼板的框架结构中，只有现浇楼面可以作为梁的有效翼缘，增大梁的有效刚度，减少框架侧移。柱梁均采用C30在工程上，为简化计算，通常梁均先按矩形截面计算某惯性矩1°,然后乘以增大系数。由于楼面板与框架梁的混凝土一起浇捣，在计算梁的截面惯性矩时，对现浇楼面的 边框架梁取Ib=1.5I0，对中框架梁取Ib=2.0I0，其中

Io=bh[l2。横梁线刚度：心二EJ/lb.(Io 为不考虑楼板翼缘作用的梁截面惯性矩)。A~B跨梁：i=EI/l=3.0X10A7X2X1/12X0.3X(0.6)^3/6.6=49100kN.mB~C跨梁：i=EI/l=3.0X10A7X2X1/12X0.3X(0.3)^3/2.7=15000kN.mC~D跨梁：i=EI/l=3.0X10A7X2X1/12X0.3X(0.6)八3/6.6=49100kN.m第1层柱：i=EI/h=3.0第2层柱：i=EI/h=3.0第3层柱：第1层柱：i=EI/h=3.0第2层柱：i=EI/h=3.0第3层柱：i=EI/h=3.0第4层柱：i=EI/h=3.0第5层柱：i=EI/h=3.0X10A7X1/12X(0.5)A4/3.6=43402.78kN.mX10A7X1/12X(0.5)A4/3.6=43402.78kN.mX10A7X1/12X(0.5)A4/3.6=43402.78kN.mX10A7X1/12X(0.5)A4/3.6=43402.78kN.m令左上侧柱线刚度为1.0，则其余各杆件的相对线刚度为:A~B跨梁相对线刚度：i'=49100-43402.78=1.13B~C跨梁相对线刚度：i'=15000-43402.78=0.35C~D跨梁相对线刚度：i'=49100-43402.78=1.13第1层柱相对线刚度：i'=34340.66-43402.78=0.79第2层柱相对线刚度：i'=43402.78-43402.78=1第3层柱相对线刚度：i'=43402.78-43402.78=1第4层柱相对线刚度：i'=43402.78-43402.78=1第5层柱相对线刚度：i'=43402.78-43402.78=11.130.351.13111111.130.351.13OOCDCO11111.130.351.1311111.130.351.13111111.130.351.1305541-0.790.790.790.79图5.2相对线刚度计算简图为了便于今后的力组合，荷载计算宜按照标准值计算。5.3.框架柱抗侧刚度D和结构基本自振周期计算5.3.1横向抗侧刚度D值计算横向抗侧刚度D值在上一节计算风荷载过程中已经计算，见下表表5.1风荷载作用下框架横向抗侧刚度Dj第A轴第B轴第C轴D轴Dj1层11146.9312142.1912142.1911146.9346578.242层14467.5917280.7417280.7414467.5963496.663层14467.5917280.7417280.7414467.5963496.664层14467.5917280.7417280.7414467.5963496.665层14467.5917280.7417280.7414467.5963496.66532结构基本自振周期计算结构基本自振周期计算有多中方法，包含假想顶点位移法、能量法和经验公式法等，本结构设计按照顶点位移法进行计算。由《高层建筑混凝土结构设计规程》JGJ3-2010第C.0.2条，按顶点位移法计算结构的基本周期。T=1.7%底 (5.1)式中忖一一考虑非结构墙体刚度影响的周期折减系数，一般取 0.6~0.7。△t――假想集中在各层楼面处的重力荷载代表值 Gi为水平荷载，按弹性方法所求得的结构顶点假想位移。Djj=i对于框架△t可以按照下式计算：Djj=i(5.2)nVGi= Gkk=1(5.3)n△t= △k=1(5.4)式中，Gk――集中在k层楼面处的重力荷载代表值;专业.专注.VGi――集中各层楼面处的重力荷载代表值视为水平荷载而得到的第i层层间剪力；nDj――第i层的层间侧移刚度；j=i△――第i层的层间侧移；n――同层框架柱的总数表5.2横向框架顶点位移计算层号Gi(kN)Gi(kN)Diui(m)ui(m)52197.232197.2363496.660.03460.564542077.114274.3463496.6