结构a-c d房型a304d4施工图d4计算书

御河项目计算书目录-D4一、单体概况：A3D4F31421.470m，单体中平面御河项目计算书目录-D4一、单体概况：A3D4F31421.470m，单体中平面8.1x8.1m。各单体基础计算统一见地库。上部结构形式：现浇框架结构，现浇梁板。二、计算信息及结果周期、力与振型(WZQ.OUT)位移信息(WDISP.OUT)结构荷载平面简图结构构件平面简图构件配筋简图基础底板配筋计算书坡道计算书楼梯梯板计算书薄弱层验算结果(WBRC.OUT)第1页共1页D4-简化计算书-20160313.out总信息文件-D4-Modal工程代号：版本：1.7.0.0计算日期：2016/03/11**********************************************************设计参数输出**********************************************************结构总体信息........................................结构体系:结构材料信息:室层数:嵌固端所在层号(层顶嵌固):(m):D4-简化计算书-20160313.out总信息文件-D4-Modal工程代号：版本：1.7.0.0计算日期：2016/03/11**********************************************************设计参数输出**********************************************************结构总体信息........................................结构体系:结构材料信息:室层数:嵌固端所在层号(层顶嵌固):(m):裙房层数:转换层所在层号:加强层所在层号:底框层数:竖向荷载计算信息:是否计算吊车荷载:是否计算人防荷载:是否生成绘等值线用数据:是否计算温度荷载:是否生成传给基础的刚度:施工模拟加载层步长:框架结构上海11-5.4000000施工模拟三计算水平 否否否否否否否1计算控制信息........................................水平力与整体坐标夹角:2010《混凝土规范》取值:中梁刚度放大系数上限:连梁刚度折减系数( ):连梁刚度折减系数(风):连梁材料强度默认同墙:墙元细分最大控制长度(m):板元细分最大控制长度(m):短墙肢自动加密:弹性板荷载计算方式:膜单元类型:是否考虑P-Delt效应:考虑梁端刚域:考虑柱端刚域:是否输出节点位移:结构计算时考虑楼梯刚度:梁与弹性板变形协调:梁墙自重扣除与柱重叠部分:刚性楼板假定:是否自动划分多塔:计算现浇空心板:0.00是2.000.701.004.00是1.001.00是平面导荷否否否否是否否否是是否否否否否内力按全楼弹性板6计算:位移:使用指定风荷载数据:风荷载信息..........................................第1页否D4-简化计算书-20160313.outGB50009-2012B0.550.900.900.0501.0是执行规范:地面粗糙程度:(kN/m2):结构X向基本周期（秒）:结构Y向基本周期（秒）:风荷载计算用阻尼比:考虑顺风向风振:多方向风角度:(kN/m2):舒适度验算用阻尼比:水平风荷载体型分段数:0.400.02010.80是否否分段号最 号 X迎风X背风0.001.00Y背风-0.50D4-简化计算书-20160313.outGB50009-2012B0.550.900.900.0501.0是执行规范:地面粗糙程度:(kN/m2):结构X向基本周期（秒）:结构Y向基本周期（秒）:风荷载计算用阻尼比:考虑顺风向风振:多方向风角度:(kN/m2):舒适度验算用阻尼比:水平风荷载体型分段数:0.400.02010.80是否否分段号最 号 X迎风X背风0.001.00Y背风-0.500.001.00160.80-0.50考虑横向风振:考虑扭转风振:信息............................................设计 烈度:场地类别:特征周期:结构的阻尼比:周期折减系数:一7(0.1g)Ⅳ0.900.0500.70WYD-RITZ程序自动计算自动计算振型数时，振型参与质量系数需达到总质量的百分比:90%自动计算振型数时，最多振型数量:按主振型确定 内力符号:框架的抗震等级:钢框架的抗震等级:剪力墙的抗震等级:抗震构造措施的抗震等级:框支剪力墙结构底部加强区剪力墙抗震等级自动提高一级:4级:是否考虑偶然偏心:偶然偏 算方法:是否考虑双向 扭转效应:自动计算最不利 方向的作用:斜交抗侧力构件方向的附加 斜交抗侧力构件方向的附加 活荷重力荷载代表值组合系数:使用自定义 影响系数曲线:否150否333是是是0.050.05是是210,800.50否影响系数最大值:罕遇 大值:作用放大方法:全楼 力放大系数:最大附加阻尼比:0.0800.4501.000.25否计算时不考虑室以下的结构质量:性能设计信息........................................是否考虑性能设计:否设计信息............................................是否按抗震规范5.2.5调整楼层 力:是否扭转效应明显:第一平动周期方向动位移比例（0~1）:第二平动周期方向动位移比例（0~1）:梁端弯矩调幅系数:框架梁调幅后不小于简支梁跨中弯矩的倍数:梁扭矩折减系数:九度结构及一级框架梁柱超配筋系数:按层刚度比判断薄弱层方法:底部嵌固楼层刚度比执行《高规》3.5.2-2:自动根据层间受剪承载力比值调整配筋:是否转换层指定为薄弱层:薄弱层 内力放大系数:第2页是是0.500.500.850.500.330.401.15否否否是1.25D4-简化计算书-20160313.out0否0强制指定的薄弱层层号:M、V不调整:0.2V0调整分段数:分段号 0.2V0调整规则:终止层号min(0.20V0,1.50Vfmax)0.201.502.005.0020否0.000200.2V0调整时楼层剪力最小倍数:0.2V0调整时各层框架剪力最大值的倍数:0.2V0支撑按柱设计临界角:按竖向构件内力统计层剪力:位移角小于此值时，位移比设置为1:D4-简化计算书-20160313.out0否0强制指定的薄弱层层号:M、V不调整:0.2V0调整分段数:分段号 0.2V0调整规则:终止层号min(0.20V0,1.50Vfmax)0.201.502.005.0020否0.000200.2V0调整时楼层剪力最小倍数:0.2V0调整时各层框架剪力最大值的倍数:0.2V0支撑按柱设计临界角:按竖向构件内力统计层剪力:位移角小于此值时，位移比设置为1:活荷载信息..........................................柱、墙活荷载是否折减:否51.00从属面积超过50m2时，楼面活荷载折减0.9考虑活荷不利布置的最楼面梁活荷载折减:号:构件设计信息........................................柱配筋计算原则:连梁按对称配筋设计:矩形混凝土梁按T形梁配筋:（Hn/2h0）:墙柱配筋设计考虑端柱:墙柱配筋设计考虑翼缘墙:与剪力 按框架梁设计:验算一级抗震墙施工缝:梁压弯设计控制轴压比:(0-节点，1-支座边):钢构件截面净毛面积比:X向钢柱计算长度是否按有侧移计算:Y向钢柱计算长度是否按有侧移计算:按《钢规》5.3.3-2自动判断强弱支撑:框架柱的轴压比限值按框架结构采用:梁保护层厚度(mm):柱保护层厚度(mm):型钢混凝土构件设计依据:7.2.16-4:底部加强区全部设为约束边缘构件:面外梁下生成暗柱边缘构件:Lc:边缘构件合并距离(mm):短肢边缘构件合并距离(mm):边缘构件取整模数(mm):构造边缘构件设计依据:否否否是否否是是0.400.000.85是是否否否2020JGJ138-2001否否是否30060050《高规》JGJ3-2010第7.2.16条包络设计........................................是否分塔与整体分别计算，并取大:是否与其它模型进行包络取大:否否否鉴定加固........................................是否鉴定加固:否装配式..........................................是否是装配式结构:否材料信息........................................混凝土容重(kN/m3):砌体容重(kN/m3):钢材容重(kN/m3):轻骨料混凝土容重(kN/m3):轻骨料混凝土密度等级:梁箍筋间距(mm):柱箍筋间距(mm):墙水平分布筋最大间距(mm):墙竖向分布筋最小配筋率(%):结构底部NSW层的墙竖向分布配筋率:25.5022.0078.0018.5018001001001500.3000.60钢筋强度........................................HRB400钢筋强度设计值（N/mm2）:第3页360D4-简化计算书-20160313.out室信息..........................................(MN/m4):扣除地面以下几层回填土约束:回填土容重(kN/m3):回填土侧 系数:(m):(m):室外地面附加荷载(kN/m2):6.00018.000.50-0.50-2.0010.00荷载组合......................................结构重要性系数:恒载分项系数:活载分项系数:活荷载组合值系数:活荷载频遇值系数:活荷载准 值系数:风荷载分项系数:风荷载是否参与 水平 力分项系数:1.001.201.400.700.600.501.001.400.600.40否1.30**********************************************************楼层属性**********************************************************层号65432111111D4-简化计算书-20160313.out室信息..........................................(MN/m4):扣除地面以下几层回填土约束:回填土容重(kN/m3):回填土侧 系数:(m):(m):室外地面附加荷载(kN/m2):6.00018.000.50-0.50-2.0010.00荷载组合......................................结构重要性系数:恒载分项系数:活载分项系数:活荷载组合值系数:活荷载频遇值系数:活荷载准 值系数:风荷载分项系数:风荷载是否参与 水平 力分项系数:1.001.201.400.700.600.501.001.400.600.40否1.30**********************************************************楼层属性**********************************************************层号654321111111无无无无无1层**********************************************************塔属性**********************************************************塔号1结构体系:（秒）:（秒）:水平风荷载体型分段数:分段号最号挡风系数0.900.9010.80背风面系数-0.500.00161.000.2V0调整分段数:分段号 0终止层号0.2V0调整时楼层剪力最小倍数:0.201.500.2V0调整时各层框架剪力最大值的倍数:**********************************************************各层质量、质心坐标，层质量比**********************************************************层号比塔号质心X质心Y质心Z恒载质量活载质量活载质量附加质量质量(m)59.01359.73752.12753.35153.28854.592(m)5.5585.89215.41013.51413.06811.158(m)21.47017.75013.2508.7504.250-0.900(t)95.31665.32728.32205.22284.812893.4(t)1.5150.7253.4260.3261.6837.83.1301.4506.9520.6523.21675.7(t)0.00.00.00.00.00.06543211111110.050.611.210.970.191.00合计------21872.21765.43530.80.0(t):(t):(t):(t):1765.37521872.2250.00023637.600恒载产生的总质量包括结构自重和外加恒载*活载等效质量总质量=恒载质量+活载质量+附加质量第4页D4-简化计算书-20160313.out**********************************************************各层构件数量、构件材料和层高**********************************************************层号塔号梁数柱数支撑数墙数层高(m)累计高度(m)6511262528250000000613.7204.5004.5004.5005.1504.50026.87023.18.65014.9.6504.5003137849011668890保护层：层号塔号梁保护层(mm)柱保护层(mm)墙保护层(mm)654321111111202020202020252525252525---------------25混凝土构件：层号塔号梁数柱数支撑数D4-简化计算书-20160313.out**********************************************************各层构件数量、构件材料和层高**********************************************************层号塔号梁数柱数支撑数墙数层高(m)累计高度(m)6511262528250000000613.7204.5004.5004.5005.1504.50026.87023.18.65014.9.6504.5003137849011668890保护层：层号塔号梁保护层(mm)柱保护层(mm)墙保护层(mm)654321111111202020202020252525252525---------------25混凝土构件：层号塔号梁数柱数支撑数墙数6543211111111126(C30/360)252(C30/360)388(C30/360)378(C30/360)381(C35/360)667(C35/360)1(C30/360)8(C30/360)25(C30/360)49(C30/360)49(C30/360)49(C35/360)89(C35/360)---------------------------------------61(C30/360)---箍筋（墙分布筋）：层号塔号梁数柱数墙数(箍筋)65432111111126(360)252(360)388(360)378(360)381(360)668(360)8(360)25(360)49(360)49(360)49(360)89(360)---------------------------------61(360/360)(360)(360)(360)(360)(360)(360)**********************************************************风荷载信息**********************************************************层号塔号风荷载X剪力X倾覆弯矩X风荷载Y剪力Y倾覆弯矩Y65432111111147.9162.4239.5206.2210.50.047.9210.2449.8656.0866.5866.5178.11124.13148.26100.010562.314461.478.6235.3271.9233.4238.40.078.6313.9585.8819.21057.61057.6292.51705.14341.08027.513474.118233.2**********************************************************各层刚心、偏心率、相邻层侧移刚度比等计算信息FloorNo :层号TowerNo :塔号Xstif，Ystif:刚心的X，Y坐标值Alf:层刚性主轴的方向Xmass，Ymass:质心的X，Y坐标值第5页D4-简化计算书-20160313.outGmassEex，EeyRatx，Raty:总质量:X，Y方向的偏心率:X，Y方向本层塔侧移刚度与下一层相应塔侧移刚度的比值(剪切刚度)Ratx1，Raty1:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值或上三层平均侧移刚度80%的比值中之较小者Ratx2，Raty2:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度90%、110%或者150%比值。110%指当本层层高大于相邻上层层高1.5倍时，150%指嵌固层Ratx3，Raty3:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值或上三层平均侧移刚度80%的比值中之较小者(剪切刚度)RJX1，RJY1，RJZ1:结构总体坐标系中塔的侧移刚度和扭转刚度(剪切刚度)RJX3，RJY3，RJZ3:结构总体坐标系中塔的侧移刚度和扭转刚度( **********************************************************FloorNo.1 TowerNo.1层间位移的比)Xstif= 69.0155(m) Ystif=15.9856(m)11.1579(m)0.14481.0000Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=54.5923(m) Ymass=Gmass(重力荷载代表值)=14569.0771(13731.2441)(t)0.53171.0000Eey=Raty=剪力放大系数=1.00165.158093.1832Raty1=Raty3=113.650774.37621.4135E+008(kN/m)RJZ1=0.0000E+000(kN/m)8.5276E+007(kN/m)RJZ3=1.1822E+011(kN*m/Rad)RJX1=1.7709E+008(kN/m)RJY1RJX3=1.3680E+008(kN/m)RJY3==FloorNo.2TowerNo.1Xstif= 53.9090(m) Ystif=12.5381(m)13.0681(m)0.02670.0136Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=53.2879(m) Ymass=Gmass(重力荷载代表值)=2807.9790(2546.3950)(t)0.03210.0109Eey=Raty=剪力放大系数=1.001.55211.0581Raty1=Raty3=1.64261.05811.9260E+006(kN/m)RJZ1=0.0000E+000(kN/m)1.0282E+006(kN/m)RJZ3=5.1343E+008(kN*m/Rad)RJX1=1.9260E+006(kN/m)RJY1RJX3D4-简化计算书-20160313.outGmassEex，EeyRatx，Raty:总质量:X，Y方向的偏心率:X，Y方向本层塔侧移刚度与下一层相应塔侧移刚度的比值(剪切刚度)Ratx1，Raty1:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值或上三层平均侧移刚度80%的比值中之较小者Ratx2，Raty2:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度90%、110%或者150%比值。110%指当本层层高大于相邻上层层高1.5倍时，150%指嵌固层Ratx3，Raty3:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值或上三层平均侧移刚度80%的比值中之较小者(剪切刚度)RJX1，RJY1，RJZ1:结构总体坐标系中塔的侧移刚度和扭转刚度(剪切刚度)RJX3，RJY3，RJZ3:结构总体坐标系中塔的侧移刚度和扭转刚度( **********************************************************FloorNo.1 TowerNo.1层间位移的比)Xstif= 69.0155(m) Ystif=15.9856(m)11.1579(m)0.14481.0000Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=54.5923(m) Ymass=Gmass(重力荷载代表值)=14569.0771(13731.2441)(t)0.53171.0000Eey=Raty=剪力放大系数=1.00165.158093.1832Raty1=Raty3=113.650774.37621.4135E+008(kN/m)RJZ1=0.0000E+000(kN/m)8.5276E+007(kN/m)RJZ3=1.1822E+011(kN*m/Rad)RJX1=1.7709E+008(kN/m)RJY1RJX3=1.3680E+008(kN/m)RJY3==FloorNo.2TowerNo.1Xstif= 53.9090(m) Ystif=12.5381(m)13.0681(m)0.02670.0136Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=53.2879(m) Ymass=Gmass(重力荷载代表值)=2807.9790(2546.3950)(t)0.03210.0109Eey=Raty=剪力放大系数=1.001.55211.0581Raty1=Raty3=1.64261.05811.9260E+006(kN/m)RJZ1=0.0000E+000(kN/m)1.0282E+006(kN/m)RJZ3=5.1343E+008(kN*m/Rad)RJX1=1.9260E+006(kN/m)RJY1RJX3=1.0959E+006(kN/m)RJY3==FloorNo.3TowerNo.1Xstif= 53.6177(m) Ystif=12.5212(m)13.5137(m)0.04911.3501Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=53.3514(m) Ymass=Gmass(重力荷载代表值)=2725.7539(2465.4617)(t)0.01361.3501Eey=Raty=剪力放大系数=1.001.43861.4286Raty1=Raty3=1.43331.42862.6003E+006(kN/m)RJZ1=0.0000E+000(kN/m)8.9424E+005(kN/m)RJZ3=6.9414E+008(kN*m/Rad)RJX1=2.6003E+006(kN/m)RJY1RJX3=1.0087E+006(kN/m)RJY3==FloorNo.4TowerNo.1Xstif= 53.3885(m) Ystif=12.7026(m)15.4100(m)0.13461.0000Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=52.1266(m) Ymass=Gmass(重力荷载代表值)=3235.1367(2981.6958)(t)0.06351.0000Eey=Raty=剪力放大系数=1.002.77693.6233Raty1=Raty3=2.76753.62332.6003E+006(kN/m)RJZ1=0.0000E+000(kN/m)8.9131E+005(kN/m)RJZ3=7.0675E+008(kN*m/Rad)RJX1=2.6003E+006(kN/m)RJY1RJX3=1.0016E+006(kN/m)RJY3==FloorNo.5TowerNo.1Xstif= 59.1536(m) Ystif=5.8350(m)5.8920(m)0.00380.3943Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=59.7366(m) Ymass=Gmass(重力荷载代表值)=1966.6572(1815.9819)(t)0.03960.3943Eey=Raty=剪力放大系数=1.0010.54268.2224Raty1=Raty3=12.81178.22241.0253E+006(kN/m)RJZ1=0.0000E+000(kN/m)4.6009E+005(kN/m)RJZ3=1.7056E+008(kN*m/Rad)RJX1=1.0253E+006(kN/m)RJY1RJX3=5.1527E+005(kN/m)RJY3==FloorNo.6TowerNo.1Xstif= 56.0935(m) Ystif=5.5523(m)5.5584(m)0.00090.1737Alf=1.9178(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=59.0127(m) Ymass=Gmass(重力荷载代表值)= 98.3717(96.8222)(t)0.46870.1737Eey=Raty=剪力放大系数=1.001.00001.2500Raty1=Raty3=1.00001.2500第6页D4-简化计算书-20160313.outRJX1=1.7813E+005(kN/m)RJY1=1.7813E+005(kN/m)RJZ1=0.0000E+000(kN/m)RJX3=6.9821E+004(kN/m)RJY3=5.1303E+004(kN/m)RJZ3=3.7264E+006(kN*m/Rad)X方向最小刚度比:1.0000(6层1塔)Y方向最小刚度比:1.0000(6层1塔)============================================================================室楼层侧向刚度比验算（剪切刚度）============================================================================室层号：1 塔号：1X方向 度=1.7709E+008Y方向 度=1.4135E+008X方向地上一层剪切刚度=1.9260E+006 D4-简化计算书-20160313.outRJX1=1.7813E+005(kN/m)RJY1=1.7813E+005(kN/m)RJZ1=0.0000E+000(kN/m)RJX3=6.9821E+004(kN/m)RJY3=5.1303E+004(kN/m)RJZ3=3.7264E+006(kN*m/Rad)X方向最小刚度比:1.0000(6层1塔)Y方向最小刚度比:1.0000(6层1塔)============================================================================室楼层侧向刚度比验算（剪切刚度）============================================================================室层号：1 塔号：1X方向 度=1.7709E+008Y方向 度=1.4135E+008X方向地上一层剪切刚度=1.9260E+006 比=Y方向地上一层剪切刚度=1.9260E+006 比=91.947073.3895**********************************************************结构整体抗倾覆验算**********************************************************抗倾覆力矩Mr倾覆力矩Mov比值Mr/Mov零应力区(%)层号：1塔号：1XY7.310E+0066.823E+0067.098E+0066.625E+0061.682E2.053E1.321E+0051.307E+005.55.3053.7450.690.000.000.000.00**********************************************************结构整体稳定验算**********************************************************2345611111X向刚度 1.096E+0061.028E+0061.009E+0068.942E+0051.002E+0068.913E+0055.153E+0054.601E+0056.982E+0045.130E+0045.4.5004.5004.5003.720上部重量X刚重比.20745.86069.10491.327218.88039.60140.65861.49381.547160.8269897565225253891187该结构刚重比Di*Hi/Gi大于10，能够通过《高规》5.4.4条的整体稳定验算该结构刚重比Di*Hi/Gi大于20，满足《高规》5.4.1，可以不考虑重力二阶效应**********************************************************结构抗震验算********************************************************************************************************************风振舒适度验算**********************************************************塔号：1按《高钢规》计算：度(m/s2)=0.032度(m/s2)=0.009度(m/s2)=0.039度(m/s2)=0.009按《荷载规范》附录J计算：X向顺风向顶点最大 度(m/s2)=0.039X向横风向顶点最大 度(m/s2)=0.010Y向顺风向顶点最大 度(m/s2)=0.046Y向横风向顶点最大 度(m/s2)=0.010**********************************************************楼层抗剪承载力验算**********************************************************Ratio_X,Ratio_Y:表示本层与上一层的承载力之比层号654321111111X向承载力 Y向承载力 5.8036E+0025.8036E+002 1.005.7947E+0036.2653E+003 9.981.4518E+0041.5735E+004 2.511.8474E+0041.9025E+004 1.272.1321E+0042.1859E+004 1.151.2783E+0051.1125E+005 6.00Ratio_Y1.0010.802.511.211.155.09第7页D4-简化计算书-20160313.out**********************************************************周期、 力与振型输出文件**********************************************************考虑扭转耦联时的振动周期(秒)、X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数(Z)(强制刚性楼板模型)1234567891011121314151617180.94460.89270.82340.3331D4-简化计算书-20160313.out**********************************************************周期、 力与振型输出文件**********************************************************考虑扭转耦联时的振动周期(秒)、X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数(Z)(强制刚性楼板模型)1234567891011121314151617180.94460.89270.82340.33310.31900.30250.25810.21660.21030.19470.17500.15530.12420.12130.11470.07720.05750.043985.09172.3939.44100.539.272.4390.6119.6590.68126.4423.2990.2139.37124.9427.61102.6316.88119.850.95(0.01+0.95)0.96(0.94+0.02)0.19(0.11+0.07)0.97(0.03+0.94)0.81(0.79+0.02)0.13(0.13+0.00)0.70(0.00+0.70)0.71(0.60+0.11)0.78(0.60+0.18)0.93(0.34+0.59)0.55(0.46+0.09)0.33(0.00+0.33)0.62(0.37+0.25)0.99(0.32+0.67)0.38(0.30+0.08)0.76(0.04+0.72)0.98(0.90+0.08)0.26(0.06+0.19)0.050.040.810.030.190.870.300.290.220.070.450.670.380.010.620.240.020.74作用最大的方向=103.630°12345678910111213141516171819202122周期0.94480.89310.82350.33490.32180.30890.29570.28540.23280.21880.21460.19900.19150.17440.14110.12420.12140.11470.08300.06000.05010.044485.21172.4739.1498.085.1467.5839.35144.0693.55132.3533.88144.22139.5522.7292.9640.25125.7628.27111.2725.71124.16126.15平动系数(X+Y)0.96(0.01+0.95)0.95(0.94+0.02)0.19(0.11+0.07)0.93(0.02+0.91)0.87(0.86+0.01)0.24(0.09+0.15)0.39(0.23+0.15)0.83(0.66+0.17)0.72(0.00+0.72)0.11(0.07+0.04)0.53(0.35+0.17)0.96(0.60+0.36)0.88(0.53+0.36)0.59(0.50+0.09)0.28(0.01+0.27)0.62(0.36+0.26)0.99(0.34+0.65)0.38(0.29+0.09)0.72(0.09+0.62)0.99(0.80+0.19)1.00(0.01+0.99)0.30(0.10+0.20)0.040.050.810.070.130.760.610.170.280.890.470.040.120.410.720.380.010.620.280.010.000.70(Z向扭转质量系数只在强制刚性板下有意义，对于非强制刚性板下的计算结果参考)振型号 X向平动质量系数%(sum) Y向平动质量系数%(sum) Z向扭转质量系数%(sum)12345678910111213141516171819200.18(34.03(2.92(0.07(2.71(0.01(0.51(0.24(0.00(0.00(0.83(0.57(0.10(0.69(0.00(0.21(0.32(0.22(5.10(45.21(0.18)34.21)37.13)37.20)39.91)39.92)40.43)40.67)40.67)40.67)41.50)42.06)42.16)42.85)42.85)43.06)43.38)43.60)48.69)93.91)34.31(0.72(2.04(3.22(0.02(0.23(0.16(0.09(0.39(0.00(0.48(0.82(0.76(0.12(0.01(0.37(0.83(0.02(33.48(10.48(34.31)35.04)37.08)40.30)40.32)40.54)40.70)40.79)41.18)41.18)41.67)42.48)43.24)43.36)43.38)43.75)44.58)44.61)78.09)88.58)第8页1.03(1.13(19.80(0.59(0.58(0.81(1.83(0.00(0.00(0.03(1.73(0.10(0.07(0.04(0.01(0.19(0.02(0.52(20.20(1.01(1.03)2.16)21.96)22.56)23.14)23.95)25.78)25.78)25.78)25.81)27.55)27.64)27.71)27.74)27.76)27.95)27.97)28.49)48.69)49.69)D4-简化计算书-20160313.out21220.11(94.01)5.94(99.95)0.24(88.82)11.15(99.96)0.04(49.73)49.46(99.19)99.95%99.96%第1扭转周期(0.8234)/第1平动周期(0.9446)=0.87作用最大的方向=106.737°123456789101112131415161718192021220.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.050D4-简化计算书-20160313.out21220.11(94.01)5.94(99.95)0.24(88.82)11.15(99.96)0.04(49.73)49.46(99.19)99.95%99.96%第1扭转周期(0.8234)/第1平动周期(0.9446)=0.87作用最大的方向=106.737°123456789101112131415161718192021220.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.050**********************************************************各层X方向的作用力(CQC)Floor :层号Tower :塔号FxVxMx:X向 作用下结构的反应力:X向 作用下结构的楼层剪力:X向 作用下结构的弯矩StaticFx:静力法X向的 力FloorTowerFx(kN)138.491991.682527.221630.371085.556126.92Vx(kN)138.49(14.303%)2114.42(11.054%)4505.09(9.204%)5978.70(8.123%)6803.46(6.868%)9144.77(3.869%)Mx(kN-m)515.189977.7929995.4456634.0091318.61124938.68StaticFx(kN)131.842044.312505.631368.18686.360.00654321111111抗震规范(5.2.5)条要求的X向楼层最小剪重比=1.60%**********************************************************各层Y方向的作用力(CQC)Floor :层号Tower :塔号FyVyMy:Y向 作用下结构的反应力:Y向 作用下结构的楼层剪力:Y向 作用下结构的弯矩StaticFy:静力法Y向的 力FloorTowerFy(kN)145.072014.182523.471643.171134.415539.97Vy(kN)145.07(14.983%)2139.60(11.186%)4496.26(9.186%)5939.84(8.070%)6731.90(6.796%)8692.82(3.678%)My(kN-m)539.6510102.8430032.8056451.3290715.56123444.51StaticFy(kN)131.842044.312505.631368.18686.360.00654321111111抗震规范(5.2.5)条要求的Y向楼层最小剪重比=1.60%第9页D4-简化计算书-20160313.out**********************************************************各层各塔的规定水平力**********************************************************层号654321111111138.51975.92390.71473.6824.80.0145.11994.52356.71443.6792.10.0**********************************************************规定水平力下框架柱、短肢墙 倾覆弯矩**********************************************************层号654321111111515.210030.130303.057207.192244.989746.0短肢墙0.00.00.00.00.00.0普通墙0.00.00.00.00.032106.50.00.00.00.00.00.0515.210030.130303.057207.192244.9121852.5XXXXXX654321111111YYYYYYD4-简化计算书-20160313.out**********************************************************各层各塔的规定水平力**********************************************************层号654321111111138.51975.92390.71473.6824.80.0145.11994.52356.71443.6792.10.0**********************************************************规定水平力下框架柱、短肢墙 倾覆弯矩**********************************************************层号654321111111515.210030.130303.057207.192244.989746.0短肢墙0.00.00.00.00.00.0普通墙0.00.00.00.00.032106.50.00.00.00.00.00.0515.210030.130303.057207.192244.9121852.5XXXXXX654321111111YYYYYY539.710167.930401.157130.391799.689399.20.00.00.00.00.00.00.00.00.00.00.031207.70.00.00.00.00.00.0539.710167.930401.157130.391799.6120606.9**********************************************************规定水平力下框架柱、短肢墙 倾覆弯矩百分比**********************************************************层号6543211111100.0100.0100.0100.0100.0短肢墙0.00.00.00.00.0XXXXX6543211111YYYYY100.0100.0100.0100.0100.00.00.00.00.00.0层号塔号X墙X弯矩Y墙X弯矩X总弯矩X墙X弯矩百分比Y墙X弯矩百分比X墙Y弯矩Y墙Y弯矩 Y总弯矩 X墙Y弯矩百分比515.20.00%10030.10.00%30303.00.00%57207.10.00%92244.90.00%60.050.040.030.020.010.00.00%0.00.00%0.00.00%0.00.00%0.00.00%0.00.00%0.00%0.0539.710.00.00%0.00%0.010167.910.00.00%0.00%0.030401.110.00.00%0.00%0.057130.310.00.00%0.00%0.091799.6**********************************************************规定水平力下框架柱、短肢墙 **********************************************************层号654321111111515.210030.130303.057207.192244.959098.9短肢墙0.00.00.00.00.00.0普通墙0.00.00.00.00.062746.00.00.00.00.00.00.0515.210030.130303.057207.192244.9121844.8XXXXXX6511YY539.710167.90.00.00.00.0第100.00.0539.710167.9页D4-简化计算书-20160313.out43211111YYYY30401.057130.391799.665447.90.00.00.00.00.00.00.055157.10.00.00.00.030401.057130.391799.6120605.0**********************************************************规定水平力下框架柱、短肢墙 倾覆弯矩百分比（轴力方式）**********************************************************层号6543211111100.0100.0100.0100.0100.0短肢墙0.00.00.00.00.0XXXXX6543211111YYYYY100.0100.0100.0100.0100.00.00.00.00.00.0**********************************************************框架柱 剪力百分比**********************************************************层号654321111111138.52114.44505.15978.76803.5562.8墙剪力D4-简化计算书-20160313.out43211111YYYY30401.057130.391799.665447.90.00.00.00.00.00.00.055157.10.00.00.00.030401.057130.391799.6120605.0**********************************************************规定水平力下框架柱、短肢墙 倾覆弯矩百分比（轴力方式）**********************************************************层号6543211111100.0100.0100.0100.0100.0短肢墙0.00.00.00.00.0XXXXX6543211111YYYYY100.0100.0100.0100.0100.00.00.00.00.00.0**********************************************************框架柱 剪力百分比**********************************************************层号654321111111138.52114.44505.15978.76803.5562.8墙剪力0.00.00.00.00.09196.9138.52114.44505.15978.76803.59144.8100.00%100.00%100.00%100.00%100.00%6.15%0.00%0.00%0.00%0.00%0.00%0.00%XXXXXX654321111111YYYYYY145.12139.64496.35939.86731.9584.80.00.00.00.00.08550.6145.12139.64496.35939.86731.98692.8100.00%100.00%100.00%100.00%100.00%6.73%0.00%0.00%0.00%0.00%0.00%0.00%层号塔号X墙X剪力Y墙X剪力X总剪力X墙X剪力百分比Y墙X剪力百分比X墙Y剪力Y墙Y剪力 Y总剪力 X墙Y剪力百分比138.50.00%2114.40.00%4505.10.00%5978.70.00%6803.50.00%9144.892.04%60.050.040.030.020.018000.710.00.00%0.00.00%0.00.00%0.00.00%0.00.00%8845.72.79%0.00.00%0.00%0.0145.110.00.00%0.00%0.02139.610.00.00%0.00%0.04496.310.00.00%0.00%0.05939.810.00.00%0.00%0.06731.91135.796.73%1.48%242.68692.8**********************************************************框架柱风倾覆弯矩百分比**********************************************************层号654321111111178.11124.13148.26100.010562.310248.0178.11124.13148.26100.010562.314332.8100.00%100.00%100.00%100.00%100.00%71.50%XXXXXX654321111111YYYYYY292.51705.14341.08027.513474.113107.7292.51705.14341.08027.513474.117999.9100.00%100.00%100.00%100.00%100.00%72.82%第11页D4-简化计算书-20160313.out**********************************************************框架柱、剪力墙风剪力百分比**********************************************************层号65432111111147.9210.2449.8656.0866.5-69.80.00.00.00.00.0907.747.9210.2449.8656.0866.5837.9100.00%100.00%100.00%100.00%100.00%8.33%0.00%0.00%0.00%0.00%0.00%108.33%XXXXXX65432111D4-简化计算书-20160313.out**********************************************************框架柱、剪力墙风剪力百分比**********************************************************层号65432111111147.9210.2449.8656.0866.5-69.80.00.00.00.00.0907.747.9210.2449.8656.0866.5837.9100.00%100.00%100.00%100.00%100.00%8.33%0.00%0.00%0.00%0.00%0.00%108.33%XXXXXX654321111111YYYYYY78.6313.9585.8819.21057.6-81.40.00.00.00.00.01087.278.6313.9585.8819.21057.61005.7100.00%100.00%100.00%100.00%100.00%8.10%0.00%0.00%0.00%0.00%0.00%108.10%**********************************************************风荷载外力、层剪力、倾覆弯矩统计**********************************************************层号塔号层外力F层剪力V倾覆弯矩M+WX65432111111147.9162.4239.5206.2210.50.047.9210.2449.8656.0866.5866.5178.11124.13148.26100.010562.314461.4-WX654321111111-47.9-162.4-239.5-206.2-210.50.0-47.9-210.2-449.8-656.0-866.5-866.5-178.1-1124.1-3148.2-6100.0-10562.3-14461.4+WY65432111111178.6235.3271.9233.4238.40.078.6313.9585.8819.21057.61057.6292.51705.14341.08027.513474.118233.2-WY654321111111-78.6-235.3-271.9-233.4-238.40.0-78.6-313.9-585.8-819.2-1057.6-1057.6-292.5-1705.1-4341.0-8027.5-13474.1-18233.2**********************************************************外力、层剪力、倾覆弯矩统计**********************************************************层号塔号层外力F层剪力V倾覆弯矩MEX654321111111138.51991.72527.21630.41085.66126.9138.52114.44505.15978.76803.59144.8515.29977.829995.456634.091318.6124938.7EY6511145.12014.2145.12139.6539.710102.8第12页-20160313.out30032.856451.390715.6123444.5432111112523.51643.21134.45540.04496.35939.86731.98692.8EXM10654321111111135.61958.92477.91599.91070.56809.5135.62079.14417.35860.26669.09506.5504.59809.329428.555531.289518.3123270.5EXM806543211111-20160313.out30032.856451.390715.6123444.5432111112523.51643.21134.45540.04496.35939.86731.98692.8EXM10654321111111135.61958.92477.91599.91070.56809.5135.62079.14417.35860.26669.09506.5504.59809.329428.555531.289518.3123270.5EXM80654321111111143.32007.62480.71617.61105.15233.8143.32132.44455.55881.66664.18459.6533.010067.629831.555999.989929.3122132.8EYM10654321111111144.31995.12540.21651.31155.55917.1144.32119.54482.25927.26721.98918.4536.910008.729854.956205.590403.5123415.2EYM80654321111111139.52001.02549.91644.61098.45376.2139.52124.94536.36021.06851.18710.9519.010029.430182.557010.291939.3125098.4**********************************************************0.2V0调整系数********************************************************************************************************************位移输出文件**********************************************************$s:mmFloorTowerJmaxJmaxD:层号:塔号:最大位移对应的节点号:最大层间位移对应的节点号Max-(Z):Z方向的节点最大位移h:层高Max-(X)，Max-(Y)Ave-(X)，Ave-(Y)Max-Dx，Max-DyAve-Dx，Ave-Dy:X,Y方向的节点最大位移:X,Y方向的层平均位移:X,Y方向的最大层间位移:X,Y方向的平均层间位移Ratio-(X),Ratio-(Y):最大位移与层平均位移的比值Ratio-Dx,Ratio-Dy:最大层间位移与平均层间位移的比值Max-Dx/h，Max-Dy/h:X,Y方向的最大层间位移角DxR/Dx,DyR/Dy:X,Y方向的有害位移角占总位移角的百分比例Ratio_AX,Ratio_AY:本层位移角与上层位移角的1.3倍及上三层平均位移角的1.2倍的比值的大者X-Disp，Y-Disp，Z-Disp:节点X,Y,Z方向的位移===工况19===X方向作用下的楼层最大位移FloorTower JmaxJmaxDMax-(X)Max-DxAve-(X)Ave-DxhMax-Dx/hDxR/DxRatio_AX61600000160000055000003500000323.362.0822.644.2322.992.0021.404.1337201/178745001/1064第13页69.00%1.00519.37%1.30D4-简化计算书-20160313.out414000209400020918.505.1413.406.526.896.830.090.0916.974.6112.396.046.376.320.070.0745001/87645001/69051501/75445001/999931.75%1.300020620000522000052100036910003698.46%1.342198.72%0.9311100.00%0.01X向最大层间位移角：1/690(3层1塔)===工况20===X双向作用下的楼层最大位移FloorTowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ave-DxhMax-Dx/hDxR/DxRatio_AX6160000186000005500000350001304000209400020923.592.2223.114.3218.895.2613.676.667.036.960.100.1023.132.1121.694.1817.504.7612.746.216.556.490.080.0837201/167945001/104245001/85545001/67651501/74045001/999961.97%1.005110.43%1.254131.31%1.300005420000522000052100043010004308.55%1.332198.62%0.9311100.00%0.01X向最大层间位移角：1/676(3层1塔)===工况14===X+偶然偏心作用下的楼层最大位移FloorTowerJmaxJmaxDMax-(X)D4-简化计算书-20160313.out414000209400020918.505.1413.406.526.896.830.090.0916.974.6112.396.046.376.320.070.0745001/87645001/69051501/75445001/999931.75%1.300020620000522000052100036910003698.46%1.342198.72%0.9311100.00%0.01X向最大层间位移角：1/690(3层1塔)===工况20===X双向作用下的楼层最大位移FloorTowerJmaxJmax