板式楼梯计算书附计算参数

板式楼梯计算书TBa1已知条件:几何信息:左标高二0.000m；右标高=1.950m平台长度（左）=0mm；平台长度（右）=0mm平台厚度（左）二100mm;平台厚度（右）=100mm内延长（左）=0mm;内延长（右）=0mm平台梁尺寸:B2=200mm；H2=400mmB3=200mm；H3=400mm梯段长度=2860mm；踏步数二12梯板厚度二!20mm:梯跨长度L。=3300mm,梯井宽:100mm平面类型:双跑荷载信息:附加恒荷载=1.700kN/m2 活荷载:3.500kN/m2恒载分项系数=1.200,活载分项系数:1.400混凝土等级:C30,f€=14.30N/mm2混凝土容重：25.00kN/mml配筋调整系数:1.00;保护层厚度：c=15mm板纵筋等级：HRB400；fy=360N/mm2梁纵筋等级：HRB400；f,=360N/mm2梁箍筋等级：HRB400sf,=360N/mm2验算信息：挠度限值：Lo/200i裂缝限值：0.40mm计算要求：D楼梯板计算;2）平台梁计算;3）板裂缝验算;4）板挠度验算2荷载与内力计算:（1）荷载计算标准值（qk）：梯斜段:10.069kN/m设计值（q）：梯斜段:12.783kN/m（2）内力计算：a.楼梯板：矩阵位移法求解。3计算结果:计算说明：（a）简化方法：取板沿着宽度方向单位长度的板带

(b)计算方法:矩阵位移法单位说明:弯矩:kN.m/m剪 カ：kN/m 挠 度:mm纵筋面积:mmシm截面尺寸:mm*mm 裂 缝:mm板段配筋计算结果:计算板段ー1(斜梯段)截面BXH=1000X120截面:左中右弯矩(M):0.00014.9620.000剪カ(V):16.493-0.000-16.493截面验算:Vmax-16.49kN<0.70hftbh0=119.70kN截面满足上部计算纵筋(As'):0.0000.0000.000下部计算纵筋(As):256.500433.294256.500上纵实配:E8@200(251,0.21%)E8@200(251,0.21%)下纵实配:E10@180(436,0.36%)E10@180(436,0.36%)E10@180(436,0.36%)挠度限值:[f]=18.14mm验算结论:f«u=17.10mm<[f]=18.14mm(3629/200),满足。裂缝(w):0.0000.2310.000裂缝限值:[3]=0.40mm验算结论:a)Bax=0.231mm<[o>]=0.40mm满足。弯矩和剪カ图:——调翻弯的峨・跨中控制離職弹性位移图:配筋简图:挠度、裂缝图:板式楼梯计算书TBb1已知条件:几何信息:左标高二〇.OOOm;右标高=2.600m平台长度（左）二0mm;平台长度（右）二0mm平台厚度（左）=100mm:平台厚度（右）=100mm内延长（左）=0mmJ内延长（右）=0mm平台梁尺寸:B2=200mm；H2=400mmB3=200mm；HaMOOmm梯段长度=3900mm;踏步数=16梯板厚度=160mm;梯跨长度L产3300mm,梯井宽:100mm平面类型:双跑荷载信息:附加恒荷载=1.700kN/m2活荷载:3.500kN/m2恒载分项系数=1.200 ,活载分项系数：1.400混凝土等级:C30,fc=14.30N/mm"混凝土容重：25.00kN/mm'配筋调整系数:1.00i保护层厚度：c=15mm板纵筋等级：HRB400；t=360N/mm2梁纵筋等级:HRB400；f，=360N/mm2梁箍筋等级：HRB400；f,=360N/mm2验算信息：挠度限值：L/200i裂缝限值：0.40mm计算要求：1)楼梯板计算;2)平台梁计算;3)板裂缝验算;4)板挠度验算2荷载与内力计算:(1)荷载计算标准值(qk)：梯斜段：11.248kN/m设计值(q)：梯斜段:14.198kN/m(2)内力计算:a.楼梯板:矩阵位移法求解。3计算结果;计算说明：(a)简化方法:取板沿着宽度方向单位长度的板带(b)计算方法:矩阵位移法单位说明：弯矩:kN.m/m剪カ:kN/m挠 度:mm纵筋面积:mnf7m截面尺寸:mm*mm 裂 缝:mm板段配筋计算结果:计算板段ー1(斜梯段):截面BXH=1000X160截面：左 中 右弯矩的:-0.000 29.833 -0.000剪カ(V):24.580 -0.000 -24.580截面验算:上部计算纵筋(As'):Vmax=24.58kN<0.7Phftbh0=140.14kN截面满足0.000 0.000 0.000下部计算纵筋(As): 320.000 627.312 320.000上纵实配:E8@200(251,0.16%) E8@200(251,0.16%)下纵实配:E12@180(628,0.39%)E12@180(628,0.39%)E12@180(628,0.39%)挠度限值:[f]=24.27mm验算结论：f皿=23.50mm<[f]=24.27nun(4855/200)«满足。裂缝(w): 0.000 0.303 0.000裂缝限值:[3]=0.40mm验算结论:w»>=0.303mm<[w]=0.40mm,满足。弯矩和剪カ图:弹性位移图:配筋筒图:聲挠度、裂缝图:板式楼梯计算书TBc1已知条件:几何信息:左标高=0.000m!右标髙=2.600m平台长度（左）=0mm:平台长度（右）=0mm平台厚度（左）=100mm;平台厚度（右）=200mm内延长（左）=0mm;内延长（右）=520mm平台梁尺寸:B2=200mm；H2=400mmB3=200mm；H3=400mm梯段长度=4420mm;踏步数=16梯板厚度=200mm;梯跨长度L产3300mm,梯井宽:100mm平面类型:双跑荷载信息:附加恒荷载=1.700kN/mユ活荷载:3.500kN/m2恒载分项系数=1.200 ,活载分项系数：1.400混凝土等级：C30,fc=14.30N/mm'混凝土容重：25.00kN/mm'配筋调整系数:1.00!保护层厚度：c=15mm板纵筋等级：HRB400:fy=360N/mm2梁纵筋等级:HRB400：f，=360N/mm2梁箍筋等级:HRB400；f，=360N/mm2验算信息：挠度限值：Lo/200;裂缝限值:0.40mm计算要求：1)楼梯板计算;2)平台梁计算;3)板裂缝验算:4)板挠度验算2荷载与内力计算:(1)荷载计算标准值(qk)：梯斜段：12.427kN/m右平台:9.500kN/m设计值(q):梯斜段:15.613kN/m右平台：12.100kN/m(2)内力计算:a.楼梯板:矩阵位移法求解。3计算结果:计算说明：(a)简化方法:取板沿着宽度方向单位长度的板带(b)计算方法:矩阵位移法单位说明：弯矩:kN.m/m剪 カ:kN/m 挠 度:mm纵筋面积:mnf7m截面尺寸:mm*mm 裂 缝:mm板段配筋计算结果:计算板段ー1(斜梯段)：截面BXH=1000X200截面:左 中 右弯矩的:-0.000 41.310 18.776剪カ(V):30.289 3.958 -22.373截面验算:Vmax=30.29kN<0.7Phftbh0=180.18kN截面满足上部计算纵筋(As')：0.000 0.000 0.000下部计算纵筋(As): 400.000 668.782 400.000上纵实配:E8@200(251,0.13%) E8@200(251,0.13%)下纵实配:E12@160(707,0.35%)E12@160(707,0.35%)E12@160(707,0.35%)挠度限值:[f]=26.82mm验算结论：f皿=22.86mm<[f]=26.82nun(5364/200)«满足。裂缝(w): 0.000 0.278 0.038裂缝限值:[3]=0.40mm验算结论:wM1=0.278mm<[w]=0.40mm,满足。计算板段ー2(右内延长)：截面BXH=1000X200截面:左中右弯矩(M):18.77618.7760.000剪カ(V):-26.532-30.283-34.034截面验算:Vmax=34.03kN<0.7Phftbh0=180.18kN截面满足上部计算纵筋(As'):0.0000.0000.000下部计算纵筋(As):400.000400.000400.000上纵实配:E8@200(251,0.13%)E8@200(251,0.13%)下纵实配:E10@190(413,0.21%)E1O019O(413,0.21%)E10@190(413,0.21%)裂缝(w):0.1520.1520.000裂缝限值:[3]=0.40mm验算结论:3.*=0.152mm<[w]=0.40mm,满足。弯矩和剪カ图:弹性位移图:配筋简图:挠度、裂缝图:板式楼梯计算书TB11已知条件:几何信息:左标髙ニ0.000m;右标咼=3.000m平台长度（左）=0mm:平台长度（右）二0mm平台厚度（左）=100mm:平台厚度（右）=100mm内延长（左）=0mm;内延长（右）=0mm平台梁尺寸:B2=200mm；H2=400mmB3=200mm；HaMOOmm梯段长度=4420mm;踏步数=18梯板厚度=170mm;梯跨长度L产3300mm,梯井宽:100mm平面类型:双跑荷载信息:附加恒荷载=1.700kN/m2活荷载:3.500kN/m2恒载分项系数=1.200 ,活载分项系数：1.400混凝土等级:C30,fc=14.30N/mm2混凝土容重：25.00kN/mm'配筋调整系数:1.00i保护层厚度：c=15mm板纵筋等级：HRB400；t=360N/mm2梁纵筋等级:HRB400；f，=360N/mm2梁箍筋等级：HRB400；f,=360N/mm2验算信息：挠度限值：L/200i裂缝限值：0.40mm计算要求：1)楼梯板计算;2)平台梁计算;3)板裂缝验算;4)板挠度验算2荷载与内力计算:(1)荷载计算标准值(qk)：梯斜段：11.632kN/m设计值(q)：梯斜段：14.658kN/m(2)内力计算：a.楼梯板:矩阵位移法求解。3计算结果;计算说明:(a)简化方法:取板沿着宽度方向单位长度的板带(b)计算方法:矩阵位移法单位说明:弯矩:kN.m/m剪カ:kN/m挠度:mm纵筋面积:mnf7m截面尺寸:mm*mm 裂缝:mm板段配筋计算结果:计算板段T(斜梯段):截面BXH=1000X170截面:左中右弯矩(M):0.00039.1080.000剪カ(V):28.398-0.000-28.398截面验算:Vmax=28.40kN<0.7PhftbhO=179.55kN截面满足上部计算纵筋(As'):0.0000.0000.000下部计算纵筋(As): 363.375 760.564 363.375上纵实配:E8@200(251,0.15%) E8@200(251,0.15%)下纵实配:E12@140(808,0.48%)E12@140(808,0.48%)El2©140(808,0.48%)挠度限值:[f]=27.54mmfmax=26.05mm<[f]=27.54nun(5509/200),满足。裂缝(w): 0.000 0.103 0.000裂缝限值:[3]=0.40mm验算结论:wM1=0.103mm<[w]=0.40mm,满足。弯矩和剪カ图:弹性位移图:配筋筒图:挠度、裂缝图:〃〃〃〃〃〃〃〃〃〃〃〃〃ル〃〃〃〃/〃/〃〃〃〃〃〃〃/〃〃〃〃〃〃〃〃〃/公司名称:建筑结构的总信息

SATWE2010_V2.2中文版

（2014年9月23日9时52分）文件名:WMASS.OUT工程名称:工程代号:设计人:校核人：计算日期:2015/05/061计算时间:09:12:29 |〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃ル/〃〃〃〃〃〃〃〃〃/总信息 结构材料信息:钢彼结构混凝土容重(kN/m3):Gc =26.00钢材容重(kN/m3):Gs =78.00水平力的夹角(Degree):ARF= ।0.00地下室层数:MBASE=0竖向荷载计算信息：按模拟施工3加荷计算风荷载计算信息：计算X,丫两个方向的风荷载地震カ计算信息：计算x,丫两个方向的地震カ“规定水平力”计算方法：楼层剪カ差方法(规范方法)结构类别：剪カ墙结构裙房层数：MANNEX=0转换层所在层号：MCHANGE=0嵌固端所在层号：MQIANGU=1墙元细分最大控制长度(m):DMAX=1.00弹性板细分最大控制长度(m):DMAX_S=1.00弹性板与梁变形是否协调:是墙元网格:侧向出口结点是否对全楼强制采用刚性楼板假定：是地下室是否强制采用刚性楼板假定：否墙梁跨中节点作为刚性楼板的从节点：是计算墙倾覆カ矩时只考虑腹板和有效翼缘:否结构所在地区：全国乐1荷信,息 修正后的基本风压(kN/m2):WO =0.30风荷载作用下舒适度验算风压(kN/m2):WOC=0.20地面粗糙程度：C类结构X向基本周期(秒)：Tx =3.80结构丫向基本周期(秒)：Ty=3.50是否考虑顺风向风振：是风荷载作用下结构的阻尼比(％):WDAMP=5.00风荷载作用ド舒适度验算阻尼比(％):WDAMPC=2.00是否计算横风向风振:否是否计算扭转风振:否承载カ设计时风荷载效应放大系数：WENL=1.10结构底层底部距离自然地面高度(米)：DBOT=0.00体形变化分段数：MPART=1各段最高层号：NSTI=34各段体形系数(X):USIX=1.30各段体形系数(Y):USIY=1.30地震信息 结构规则性信息:振型组合方法（CQC耦联;SRSS非耦联）：计算振型数:地震烈度:场地类别:设计地震分组:不规则CQCNMODE= 21NAF= 6.00KD =111ー组特征周期:TG = 0.45地震影响系数最大值：Rmaxl= 0.05设缝多塔背风面体型系数:USB0.5()USB0.5()用于12层以下规则彼框架结构薄弱层验算的地震影响系数最大值：框架的抗震等级：剪カ墙的抗震等级：Rmax2= 0.28NF = 3NW = 3钢框架的抗震等级：抗震构造措施的抗震等级:NS = 3NGZDJ;不改变按抗规（6.1.3-3）降低嵌固端以下抗震构造措施的抗震等级：重力荷载代表值的活载组合值系数：周期折减系数：结构的阻尼比（％）:中震（或大震）设计：否RMC= 0.50TC =0.90DAMP= 5.00MID =不考虑是否考虑偶然偏心:是X向相对偶然偏心:Y向相对偶然偏心：是否考虑双向地震扭转效应：是否考虑最不利方向水平地震作用：按主振型确定地震内力符号：斜交抗侧カ构件方向的附加地震数：ECCEN_X=0.05ECCEN_Y=0.05是否否NADDDIR= 0活荷载信息 考虑活荷不利布置的层数：从第I到34层柱、墙活荷载是否折减:传到基础的活荷载是否折减：考虑结构使用年限的活荷载调整系数：柱,墙,基础活荷载折减系数：折减折减FACLD= 1.00计算截面以上的层数12—34—5折减系数1.000.850.706---89--20>20梁楼面活荷载折减设置:0.650.600.55不折减调整信息 楼板作为翼缘对梁刚度的影响方式:托墙梁刚度放大系数：梁端负弯矩调幅系数:梁活荷载内力放大系数:连梁刚度折减系数：梁扭矩折减系数:全楼地震カ放大系数：0.2Vo调整方式：梁刚度放大系数按2010规范取值BK_TQL=1.00BT = 0.85BM = 1.00BLZ = 0.60TB = 0.40RSF = 1.00alpha*Vb和beta*Vmax两者取小0.2Vo调整中Vo的系数：alpha= 0.200.2Vo调整中Vmax的系数：0.2Vo调整分段数：beta = 1.50VSEG = 00.2Vo调整上限：是否调整与框支柱相连的梁内力：框支柱调整上限：KQ_L= 2.00IREGU.KZZB= 0KZZ_L= 5.00框支剪カ墙结构底部加强区剪力墻抗震等级自动提高ー级：是柱实配钢筋超配系数：CPCOEF91= 1.15墙实配钢筋超配系数:CPCOEF91_W=1.15是否按抗震规范5.2.5调整楼层地震力:IAUTO525= 1弱轴方向的动位移比例因子：XII= 0.00强轴方向的动位移比例因子:薄弱层判断方式：判断薄弱层所采用的楼层刚度算法：强制指定的薄弱层个数：XI2= 0.00按高规和抗规从严判断地震剪カ比地震层间位移算NWEAK= 0薄弱层地震内力放大系数:强制指定的加强层个数：WEAKCOEF=1.25NSTREN= 0配筋信息 梁主筋强度(N/mm2):IB=360梁箍筋强度(N/mm2):JB=360柱主筋强度(N/mm2):IC360柱箍筋强度(N/mm2):JC二360墙主筋强度(N/mm2):IW360墙水平分布筋强度(N/mm2):FYH=360墙竖向分布筋强度(N/mm2):FYW二360边缘构件箍筋强度（N/mm2）:梁箍筋最大间距（mm）:JWB= 360SB =100.00柱箍筋最大冋距（mm）:墙水平分布筋最大间距（mm）:SC =100.00SWH=200.00墙竖向分布筋配筋率（％）:墙最小水平分布筋配筋率（％）:RWV= 0.25RWHMIN= 0.25梁抗剪配筋采用交叉斜筋时,箍筋与对角斜筋的配筋强度比:RGX= 1.00设计信息 结构重要性系数：钢柱计算长度计算原则（X向/Y向）：梁端在梁柱重叠部分简化:柱端在梁柱重登部分简化:RWO= 1.00有侧移/有侧移不作为刚域不作为刚域是否考虑P-Delt效应：柱配筋计算原则：柱双偏压配筋时是否进行迭代优化：是按双偏压计算否按高规或高钢规进行构件设计：是钢构件截面净毛面积比：梁按压弯计算的最小轴压比：梁保护层厚度（mm）:柱保护层厚度（mm）:RN = 0.85UcMinB= 0.15BCB = 20.00ACA = 20.00剪カ墙构造边缘构件的设计执行高规7.2.16-4: 是框架梁端配筋考虑受压钢筋:是结构中的框架部分轴压比限值按纯框架结构的规定采用：否当边缘构件轴压比小于抗规6.4.5条规定的限值时一律设置构造边缘构件:是是否按混凝土规范B.0.4考虑柱二阶效应:否次梁设计是否执行高规5.2.3-4条:柱剪跨比计算原则:是简化方式支撑按柱设计临界角度（Deg）:ABr2Col=20.00荷载组合信息 恒载分项系数：CDEAD=1.20活载分项系数：CLIVE=1.40风荷载分项系数：CWIND=1.40水平地震カ分项系数：CEA_H=1.30竖向地震カ分项系数:CEA_V=0.50温度荷载分项系数：CTEMP=1.40吊车荷载分项系数:CCRAN=1.40特殊风荷载分项系数:CSPW=1.40活荷载的组合值系数:CD_L=0.70风荷载的组合值系数:CD_W=0.60重力荷载代表值效应的活荷组合值系数:CEA_L=0.50重力荷载代表值效应的吊车荷载组合值系数:CEA_C=0.50吊车荷载组合值系数：CD_C=0.70温度作用的组合值系数：仅考虑恒载、活载参与组合:CD_TDL=0.60考虑风荷载参与组合:CD_TW=0.00考虑地震作用参与组合：CD_TE=0.00碎构件温度效应折减系数：CC_T=0.30剪カ墙底部加强区的层和塔信息 层号塔号11用户指定薄弱层的层和塔信息 层号 塔号用户指定加强层的层和塔信息 层号 塔号约束边缘构件与过渡层的层和塔信息 层号 塔号 类别i 约束边缘构件层1 约束边缘构件层1 约束边缘构件层・ 各层的质量、质心坐标信息 *层号塔号质心X质心丫 质心Z 恒载质量活载质量附加质量质量比(m) (m) (t) ⑴341.121 -1.216-0.116 108.800 1361.4 90.30.033 1 -1.2160.021105.8001199.195.80.01.00

0.0320.011.00-1.2160.021102.8001199.195.8311-1.2160.02199.8(X)1199.195.80.01.00301-1.2160.02196.8001199.195.80.01.00291-1.2160.02193.8001199.195.80.01.0028i-1.2160.02190.8001199.195.80.01.00271-1.2160.02187.8001199.195.80.01.00261-1.2160.02184.8001199.195.80.01.00251-1.2160.02181.8001199.195.80.0l.(X)241-1.2160.02178.8001199.195.80.01.00231-1.2160.02175.8001199.195.80.01.00221-1.2160.02172.8001199.195.80.01.00211-1.2160.02169.8001199.195.80.0l.(X)201-1.2160.02166.8001199.195.80.01.00191-1.2160.02163.8001199.195.80.01.00181-1.2160.02160.8001199.195.80.01.00171-1.2160.02157.8001199.195.80.01.00161-1.2160.02154.8001199.195.80.01.00151-1.2160.02151.8(X)1199.195.80.01.00141-1.2160.02148.8001199.195.80.01.00131-1.2160.02145.8001199.195.80.0l.(X)

121-1.2160.02142.8001199.195.80.0111.001-1.2160.02139.8001199.195.80.0101.001-1.2160.02136.8001199.195.80.091.001-1.2170.04133.8001197.295.80.080.711-1.400-3.507 30.8001600.1116.00.01.4571-1.1230.91727.8001104.580.30.060.711-0.635-4.38424.8001524.0147.40.051.211-0.410-2.60921.8001275.2106.30.040.981-0.161-2.48818.8001308.0107.50.030.981-0.673-2.65715.8001347.999.40.020.471-0.768-2.84212.3502851.3235.80.011.141-1.471-1.9016.6002547.0157.40.0l.(X)活载产生的总质量⑴： 3540.014恒载产生的总质量(t): 44983.031附加总质量(t): 0.000结构的总质量(t): 48523.047恒载产生的总质量包括结构自重和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量和附加质量活载产生的总质量和结构的总质量是活我折减后的结果(It=1000kg)・ 各层构件数量、构件材料和层高 ・层号(标准层号)塔号 梁元数墙元数 层髙 累计高度

1(1)1 67(30/360/360)29(60/360/360)164(60/360/360/360)6.6006.6002(360)2)5.7501 165(30/360/360)12.35029(60/360/360)147(60/360/360/3(360)3)3.4501 270(30/360/360)15.80029(60/360/360)137(60/360/360/4(360)4)3.0001 287(30/360/360)18.80029(60/360/360)138(60/360/360/5(360)5)3.0001 281(30/360/360)21.80029(60/360/360)137(60/360/360/6(360)6)3.0001 308(30/360/360)24.80029(60/360/360)138(60/360/360/7(360)7)3.0001 237(30/360/360)27.80029(60/360/360)135(60/360/360/8(360)8)3.0001 372(30/360/360)30.80029(60/360/360)142(60/360/360/9(360)9)3.0001 303(30/360/360)33.80023(60/360/360)139(60/360/360/10(360)9)3.0001 303(30/360/360)36.80023(50/360/360)139(50/360/360/11(360)9)3.0001 303(30/360/360)39.80023(50/360/360)139(50/360/360/12(360)9)3.0001 303(30/360/360)42.80023(50/360/360)139(50/360/360/13(360)9)3.0(X)1 303(30/360/360)45.80023(50/360/360)139(50/360/360/14(360)9)3.0001 303(30/360/360)48.80023(50/360/360)139(50/360/360/15(360)9)3.0001 303(30/360/360)51.80023(50/360/360)139(50/360/360/16(360)9)3.0001 303(30/360/360)54.80023(50/360/360)139(50/360/360/17(360)9)3.0001 303(30/360/360)57.80023(40/360/360)139(40/360/360/18(360)9)3.0001 303(30/360/360)60.80023(40/360/360)139(40/360/360/19(360)9)3.0001 303(30/360/360)63.80023(40/360/360)139(40/360/360/平筋/竖向筋）（m）（混凝土/主筋/箍筋）（混凝土/主筋/箍筋）（混凝土/主筋/水（m）（混凝土/主筋/箍筋）（混凝土/主筋/箍筋）（混凝土/主筋/水（m）20(9)1 303(30/360/360)23(40/360/360)139(40/360/360/360)3.00066.80021(9)1 303(30/360/360)23(40/360/360)139(40/360/360/360)3.00069.80022(9)1 303(30/360/360)23(40/360/360)139(40/360/360/360)3.00072.80023(9)1 303(30/360/360)23(30/360/360)139(30/360/360/360)3.0(X)75.80024(9)1 303(30/360/360)23(30/360/360)139(30/360/360/360)3.00078.80025(9)1 303(30/360/360)23(30/360/360)139(30/360/360/360)3.00081.80026(9)1 303(30/360/360)23(30/360/360)139(30/360/360/360)3.00084.80027(9)1 303(30/360/360)23(30/360/360)139(30/360/360/360)3.0(X)87.80028(9)1 303(30/360/360)23(30/360/360)139(30/360/360/360)3.00090.80029(9)1 303(30/360/360)23(30/360/360)139(30/360/360/360)3.00093.80030(9)1 303(30/360/360)23(30/360/360)139(30/360/360/360)3.00096.80031(9)1 303(30/360/360)23(30/360/360)139(30/360/360/360)3.(XX)99.80032(9)1 303(30/360/360)23(30/360/360)139(30/360/360/360)3.000102.80033(9)1 303(30/360/360)23(30/360/360)139(30/360/360/360)3.000105.80034(10)1 248(30/360/360)23(30/360/360)137(30/360/360/360)3.000108.800・ 风荷载信息 ・层号Y塔号风荷载X剪カX倾覆弯矩X风荷载Y剪カY 倾覆弯矩341113.44113.4340.393.4593.5 280.4331111.20224.61014.291.61185.1 835.6

32 1108.98333.62015.189.78274.81660.131 1106.78440.43336.387.97362.82748.530 1104.59545.04971.286.16449.04095.529 1102.41647.46913.484.36533.35695.528 1100.23747.69156.282.57615.97543.227 198.06845.711693.380.78696.79633.226 195.90941.614518.079.00775.711960.225 193.731035.317623.977.21852.914518.924 191.561126.921004.575.42928.317303.823 189.391216.324653.373.631001.920309.722 187.211303.528563.771.831073.823531.021 185.021388.532729.270.031143.826962.420 182.811471.337143.168.211212.030598.419 180.591551.941798.766.381278.434433.618 178.351630.246689.464.541342.938462.417 176.091706.351808.462.671405.642679.316 173.791780.157148.860.781466.447078.415 171.471851.662703.658.871525.251654.114 169.111920.768465.756.921582.256400.613 166.701987.474427.954.941637.161312.012 164.252051.780582.852.921690.066382.011161.742113.486923.050.851740.971604.610 159.162172.693440.748.721789.676973.49 156.512229.1100127.946.541836.182481.88 170.752299.8107027.345.441881.688126.57 166.072365.9114125.043.031924.693900.26 162.232428.1121409.339.481964.199792.55 158.192486.3128868.236.912001.0105795.44 153.902540.2136488.834.462035.4111901.73 156.702596.9145448.136.032071.5119048.32 186.672683.6160878.656.082127.5131281.71191.392775.0179193.259.012186.6145713.0各楼层偶然偏心信息层号塔号X向偏心丫向偏心

110.050.052 10.050.053 10.050.054 10.050.055 10.050.056 10.050.057 10.050.058 10.050.059 10.050.0510 10.050.051110.050.0512 10.050.0513 10.050.0514 10.050.0515 10.050.0516 10.050.0517 10.050.0518 10.050.0519 10.050.0520 10.050.0521 10.050.0522 10.050.0523 10.050.0524 10.050.0525 10.050.0526 10.050.0527 10.050.0528 10.050.0529 10.050.0530 10.050.0531 10.050.0532 10.050.0533 10.050.0534 10.050.05各楼层等效尺寸（单位:m,m**2）

层号塔号面积形心X形心丫 等效宽B等效咼H最大宽BMAX最小宽BMIN11874.78-1.19-0.2727.0133.1333.1926.95211025.34-0.36-3.4026.5440.4440.7426.07311029.54-0.62-3.2425.9741.5641.8025.59411038.99-0.50-3.1926.1841.4141.6325.84511029.54-0.62-3.2425.9741.5641.8025.59611056.28-0.92-3.0726.5141.7342.0126.0671674.08-1.724.4127.3826.2827.7425.90811112.46-1.31-2.6727.4942.0642.4826.8491855.08-1.170.1125.8235.0335.0825.76101855.08-1.170.1125.8235.0335.0825.76111855.08-1.170.1125.8235.0335.0825.76121855.08-1.170.1125.8235.0335.0825.76131855.08-1.170.1125.8235.0335.0825.76141855.08-1.170.1125.8235.0335.0825.76151855.08-1.170.1125.8235.0335.0825.76161855.08-1.170.1125.8235.0335.0825.76171855.08-1.170.1125.8235.0335.0825.76181855.08-1.170.1125.8235.0335.0825.76191855.08-1.170.1125.8235.0335.0825.76201855.08-1.170.1125.8235.0335.0825.76211855.08-1.170.1125.8235.0335.0825.76221855.08-1.170.1125.8235.0335.0825.76231855.08-1.170.1125.8235.0335.0825.76241855.08-1.170.1125.8235.0335.0825.76251855.08-1.170.1125.8235.0335.0825.76261855.08-1.170.1125.8235.0335.0825.76271855.08-1.170.1125.8235.0335.0825.76281855.08-1.170.1125.8235.0335.0825.76291855.08-1.170.1125.8235.0335.0825.76301855.08-1.170.1125.8235.0335.0825.76311855.08-1.170.1125.8235.0335.0825.76321855.08-1.170.1125.8235.0335.0825.76331855.08-1.170.1125.8235.0335.0825.76341855.08-1.170.1125.8235.0335.0825.76各楼层的单位面积质量分布（单位:kg/m**2）

层号塔号单位面积质量g|i]质量比max(g[i]/g[i-l],g[i]/g[i+1])113091.551.03213010.792.14311405.831.03411362.411.02511341.900.98611582.331.18711757.741.11811626.881.08911512.161.001011514.301.001111514.301.001211514.301.001311514.301.001411514.301.001511514.301.001611514.301.001711514.301.001811514.301.001911514.301.002011514.301.002111514.301.002211514.301.002311514.301.002411514.301.002511514.301.002611514.301.002711514.301.002811514.301.002911514.301.003011514.301.003111514.301.003211514.301.003311514.301.003411697.811.12计算信息工程文件名: C计算日期 :2015.5.6开始时间 : 9:12:29机器内存 :3980.0MB可用内存 :2000.0MB结构总出口自由度为: 130176结构总自由度为 : 182172第一步:数据预处理第二步:计算每层刚度中心、自由度、质量等信息第三步:地震作用分析第四步：风及竖向荷载分析第五步：计算杆件内力结束日期 ：2015.5.6结束时间 : 9:24:53总用时 ：0:12:24各层刚心、偏心率、相邻层侧移刚度比等计算信息FloorNoTowerNoXstif,YstifFloorNoTowerNoXstif,YstifAlfXmass,YmassGmassEex.EeyRatx,Raty：塔号:刚心的X,Y坐标值:层刚性主轴的方向:质心的X,Y坐标值: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）

Ratxl,Ratyl:X,丫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!50%比值110%指当本层层咼大于相邻上层层局1.5倍时,150%指嵌固层RJX1,RJY1,RJZ1Z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（地震剪力与地震层间位移的比）FloorNo.1 TowerNo.1Xstif=-2.7349(m) Ystif=-1.5877(m) Alf= 26.3768(Degree)Xmass=-1.4708(m) Ymass= -1.9006(m) Gmass(活荷折减尸2861.8699(2704.4231)(0Eex=0.0815 Eey= 0.0195Ratx=1.0000 Raty= 1.0000Ratxl=4.0235 Ratyl= 3.8619Ratx2=2.1552 Raty2= 2.0687薄弱层地震剪力放大系数=1.00RJX1=1.2581E+08(kN/m)RJY1=1.3612E+08(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=4.0438E+07(kN/m)RJY3=5.1403E+07(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=:2.6689E+08(kN)RJY3*H=3.3926E+08(kN)RJZ3*H=0.0000E+00(kN)FloorNo.2TowerNo.1Xstif=-3.3166(m)Ystif=0.1632(m)Alf= 31.3578(Degree)Xmass= -0.7683(m)3322.8362(3087.0789)(0Ymass=-2.8420(m) Gmass(活荷折减)=Eex=0.1321Eey=0.1333Ratx=0.8883Raty=0.8786Ratxl=3.2052Ratyl=3.9109Ratx2=3.3995Raty2=4.1479薄弱层地震剪力放大系数=1.00RJX1=1.1176E+08(kN/m)RJY1=1.1960E+08(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.4358E+07(kN/m)RJY3=1.9015E+07(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=8.2556E+07(kN)RJY3*H=1.0933E+08(kN)RJZ3*H=0.0000E+00(kN)FloorNo.3 TowerNo.1Xstif=-1.5248(m) Ystif=-3.8059(m) Alf= 0.6470(Degree)Xmass=-0.6732(m) Ymass= -2.6568(m) Gmass(活荷折减尸1546.7626(1447.3552)(0Eex=0.0681 Eey= 0.0873Ratx=0.8782 Raty= 0.8713

Ratxl=Ratx2=1.9127Ratxl=Ratx2=1.91271.7108Ratyl=Raty2=1.86371.6670薄弱层地震剪力放大系数二!.00RJX1=9.8146E+07(kN/m)RJX3=6.3992E+06(kN/m)RJX3*H=RJX1=9.8146E+07(kN/m)RJX3=6.3992E+06(kN/m)RJX3*H=2.2077E+07(kN)RJY3=6.9456E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJY3*H=2.3962E+07(kN)RJZ3*H=0.0000E+00(kN)FloorNo.4 TowerNo.1Xstif=-1.1804(m) Ystif=-6.2350(m) Alf= 0.1260(Degree)Xmass=-0.1607(m) Ymass= -2.4876(m) Gmass(活荷折减尸1523.0316(1415.5272)(1)Eex=0.0792 Eey= 0.1210Ratx=1.0922 Raty= 1.0600Ratxl=1.8178 Ratyl= 1.7886Ratx2=1.4139 Raty2= 1.3912薄弱层地震剪力放大系数=1.00RJX1=1.0720E+08(kN/m)RJY1=1.1045E+08(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=4.7794E+06(kN/m)RJY3=5.3239E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=1.4338E+07(kN)RJY3*H=1.5972E+07(kN)RJZ3*H=0.0000E+00(kN)FloorNo.5TowerNo.1Xstif=-1.5152(m)Ystif=-6.4448(m)Alf= 0.2275(Degree)Xmass=-0.4103(m)Ymass=-2.6093(m) Gmass(活荷折减)二1487.8448(1381.5404)(0Eex= 0.0862Ratx= 0.9463Ratxl= 1.6468Ratx2= 1.2808RJX1=1.0144E+08(kN/m)RJX3=3.7560E+06(kN/m)RJX3*H=1.1268E+07(kN)Eey= 0.1295Raty= 0.9905Ratyl= 1.6737Raty2= 1.3017薄弱层地震剪力放大系数=1.00RJY1=1.0941E+08(kN/m)RJZ1=0.0000E+00(kN/m)RJY3=4.2522E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJY3*H=1.2757E+07(kN)RJZ3*H=0.0000E+00(kN)FloorNo.6 TowerNo.1Xstif=-1.2092(m) Ysti仁 •6.2937(m) Alf= 0.2913(Degree)Xmass= -0.6348(m) Ymass= -4.3844(m) Gmass(活荷折减尸1818.8199(1671.3864)(0Eex= 0.0446 Eey= 0.1237Ratx= 1.0019 Raty= 1.0000Ratxl= 1.7358 Ratyl= 1.6558Ratx2= 1.4075 Raty2= 1.3074薄弱层地震剪力放大系数=1.00RJX1=1.0163E+08(kN/m)RJY1=1.0941E+08(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.2583E+06(kN/m)RJY3=3.6295E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=9.7749E+06(kN)RJY3*H=1.0889E+07(kN)RJZ3*H=0.0000E+00(kN)

FloorNo.7 TowerNo.1Xstif=-1.4994(m) Ysti仁 •6.0106(m) Alf= 0.2962(Degree)Xmass=-1.1233(m) Ymass= 0.9169(m) Gmass(活荷折减尸1265.2052(1184.8616)(0Eex=0.0302 Eey= 0.1219Ratx=0.9965 Raty= 1.0000Ratxl=1.4945 Ratyl= 1.5890Ratx2=1.1624 Raty2= 1.2444薄弱层地震剪力放大系数=1.00RJX1=1.0127E+08(kN/m)RJY1=1.0940E+08(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.572lE+06(kN/m)RJY3=3.0847E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=7.7164E+06(kN)RJY3*H=9.2540E+06(kN)RJZ3*H=0.0000E+00(kN)FloorNo.8TowerNo.1Xstif=-1.3341(m)Ystif=-6.0020(m)Alf= 0.1391(Degree)Xmass=-1.4002(m)Ymass=-3.5067(m) Gmass(活荷折减尸1930.8314(1809.8357)(0Eex= 0.0051Ratx= 1.0000Ratxl= 1.6654Ratx2= 1.3600RJX1=1.0128E+08(kN/m)RJX3=2.4586E+06(kN/m)RJX3*H=7.3758E+06(kN)Eey= 0.1232Raty= 1.0000Ratyl= 1.5868Raty2= 1.2854薄弱层地震剪力放大系数=1.00RJY1=1.0940E+08(kN/m)RJZ1=0.0000E+00(kN/m)RJY3=2.7543E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJY3*H=8.2630E+06(kN)RJZ3*H=0.0000E+00(kN)FloorNo.9 TowerNo.1Xstif=-1.4012(m) Ystif= 0.7435(m) Alf= -0.1896(Degree)Xmass= -1.2168(m) Ymass= 0.0406(m) Gmass(活荷折减尸1388.7898(1293.0100)(0Eex= 0.0184 Eey= 0.0693Ratx= 0.8286 Raty= 0.7421Ratxl= 1.4678 Ratyl= 1.4894Ratx2= 1.2208 Raty2= 1.2336薄弱层地震剪力放大系数=1.00RJX1=8.3922E+07(kN/m)RJY1=8.1184E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.0086E+06(kN/m)RJY3=2.3809E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=6.0258E+06(kN)RJY3*H=7.1428E+06(kN)RJZ3*H=0.0000E+00(kN)FloorNo.10TowerNo. 10.0028(Degree)Gmass(活荷0.0028(Degree)Gmass(活荷折减尸Xmass=-1.2156(m)Ymass=0.0212(m)1390.6245(1294.8446)(0

Eex= 0.0159Ratx= 0.9605Ratxl= 1.4180Ratx2= 1.1954RJX1=8.0609E+07(kN/m)RJX3=1.8281E+06(kN/m)RJX3*H=5.4844E+06(kN)Eey= 0.0780Raty= 0.9694Ratyl= 1.4285Raty2= 1.2014薄弱层地震剪力放大系数=1.00RJY1=7.8699E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJY3=2.1446E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJY3*H=6.4338E+06(kN)RJZ3*H=0.0000E+00(kN)FloorNo.11 TowerNo.1Xstif=-1.3759(m) Ystif= 0.7394(m) Alf= 0.0043(Degree)Xmass= -1.2156(m) Ymass= 0.0212(m) Gmass(活荷折减)=1390.6245(1294.8446)(0Eex= 0.0161 Eey= 0.0715Ratx= 1.0000 Raty= 1.0000Ratxl= 1.3830 Ratyl= 1.3882Ratx2= 1.1769 Raty2= 1.1805薄弱层地震剪力放大系数=1.00RJX1=8.0609E+07(kN/m)RJY1=7.8699E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.6992E+06(kN/m)RJY3=1.9834E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=5.0977E+06(kN)RJY3*H=5.9502E+06(kN)RJZ3*H=0.0000E+00(kN)FloorNo.12 TowerNo.1Xstif=-1.3626(m) Ystif= 0.8185(m) Alf= 0.0066(Degree)Xmass=-1.2156(m) Ymass= 0.0212(m) Gmass(活荷折减)=1390.6245(1294.8446)(0Eex=0.0147 Eey= 0.0791Ratx=1.0000 Raty= 1.0000Ratxl=1.3593 Ratyl= 1.3601Ratx2=1.1641 Raty2= 1.1656薄弱层地震剪力放大系数=1.00RJX1=8.0609E+07(kN/m)RJY1=7.8699E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.6042E+06(kN/m)RJY3=1.8668E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=4.8126E+06(kN)RJY3*H=5.6005E+06(kN)RJZ3*H=0.0000E+00(kN)FloorNo.13 TowerNo.1Xstif=-1.3748(m)Ystif= 0.7416(m)Alf= 0.0034(Degree)Xmass=-1.2156(m)Ymass=0.0212(m) Gmass(活荷折减尸1390.6245(Eex=1294.8446)(00.0159Eey= 0.0711Ratx=1.0000Raty= 1.0000Ratxl=1.3438Ratyl= 1.3412Ratx2=1.1556Raty2= 1.1552薄弱层地震剪力放大系数=1.00RJX1=8.0609E+07(kN/m)RJY1=7.8699E+07(kN/m)RJZ1=0.0000E+00(kN/m)

RJX3=1.5311E+06(kN/m)RJY3=1.7796E+06(kN/m)RJZ3=O.OOOOE+OO(kN/m)RJX3*H=4.5934E+06(kN)RJY3*H=5.3387E+06(kN)RJZ3*H=O.O(X)OE+OO(kN)FloorNo.14 TowerNo.1Xstif=-1.3750(m) Ystif= 0.8158(m) Alf= 0.0028(Degree)Xmass=-1.2156(m) Ymass= 0.0212(m) Gmass(活荷折减产1390.6245(1294.8446)(0Eex=0.0159 Eey= 0.0780Ratx=1.0000 Raty= 1.0000Ratxl=1.3341 Ratyl= 1.3299Ratx2=1.1501 Raty2= 1.1484薄弱层地震剪力放大系数二!.00RJX1=8.0609E+07(kN/m)RJY1=7.8699E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.4722E+06(kN/m)RJY3=1.7116E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=:4.4166E+06(kN)RJY3*H=5.1349E+06(kN)RJZ3*H=0.0000E+00(kN)FloorNo.15 TowerNo.1Xstif=-1.3759(m) Ystif= 0.7394(m) Alf= 0.0043(Degree)Xmass=-1.2156(m) Ymass= 0.0212(m) Gmass(活荷折减产1390.6245(1294.8446)(0Eex=0.0161 Eey= 0.0715Ratx=1.0000 Raty= 1.0000Ratxl=1.3277 Ratyl= 1.3230Ratx2=1.1464 Raty2= 1.1443薄弱层地震剪力放大系数=1.00RJX1=8.0609E+07(kN/m)RJY1=7.8699E+07(kN/m)RJZ1=O.(XX)OE+OO(kN/m)RJX3=1.4223E+06(kN/m)RJY3=1.6560E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=4.2669E+06(kN)RJY3*H=4.9681E+06(kN)RJZ3*H=0.0000E+00(kN)FloorNo.16 TowerNo.1Xstif=-1.3626(m) Ystif= 0.8185(m) Alf= 0.0066(Degree)Xmass=-1.2156(m) Ymass= 0.0212(m) Gmass(活荷折减尸1390.6245(1294.8446)(0Eex=0.0147 Eey= 0.0791Ratx=1.0000 Raty= 1.0000RatxI=1.3232 Ratyl= 1.3186Ratx2=1.1452 Raty2= 1.1435薄弱层地震剪力放大系数=1.00RJX1=8.0609E+07(kN/m)RJY1=7.8699E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.3784E+06(kN/m)RJY3=1.6080E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=:4.1353E+06(kN)RJY3*H=4.8241E+O6(kN)RJZ3*H=0.0000E+00(kN)FloorNo.17TowerNo.1Xstif=-1.3748(m)Ystif=0.7416(m)Alf= 0.0034(Degree)

Xmass=-1.2156(m)Ymass=0.0212(m) Gmass(活荷折减)=1390.6245(Eex=1294.8446)⑴0.0159Eey= 0.0711Ratx=0.9420Raty= 0.9420Ratxl=1.3180Ratyl= 1.3125Ratx2=1.1418Raty2= 1.1396薄弱层地震剪力放大系数=1.00RJX1=7.5936E+07(kN/m)RJY1=7.4137E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.3374E+06(kN/m)RJX3*H=4.0121E+06(kN)RJY3=1.5625E+()6(kN/m)RJY3*H=4.6874E+06(kN)RJZ3=O.()(X)()E+OO(kN/m)RJZ3*H=O.OOOOE+OO(kN)FloorNo.18TowerNo.1Xstif=-1.3750(m)Ystif=0.8158(m)Alf= 0.0028(Degree)Xmass= -1.2156(m)1390.6245(1294.8446)(t)Eex= 0.0159Ratx= 1.0(X)0Ratxl= 1.3162Ratx2= 1.1405RJX1=7.5936E+07(kN/m)RJX3=1.3014E+06(kN/m)RJX3*H=3.9042E+06(kN)Ymass= 0.0212(m) Gmass(活荷折减尸Eey= 0.0780Raty= l.(XXX)Ratyl= 1.3100Raty2= 1.1380薄弱层地震剪力放大系数=1.00RJY1=7.4137E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJY3=1.5234E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJY3*H=4.5701E+06(kN)RJZ3*H=0.0000E+00(kN)FloorNo.19 TowerNo.1Xstif=-1.3759(m) Ystif= 0.7394(m) Alf= 0.0043(Degree)Xmass= -1.2156(m) Ymass= 0.0212(m) Gmass(活荷折减尸1390.6245(1294.8446)(0Eex= 0.0161 Eey= 0.0715Ratx= 1.0000 Raty= 1.0000Ratxl= 1.3162 Ratyl= 1.3094Ratx2= 1.1400 Raty2= 1.1371薄弱层地震剪力放大系数=1.00RJX1=7.5936E+07(kN/m)RJY1=7.4137E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.2679E+06(kN/m)RJY3=1.4874E+06(kN/m)RJZ3=O.(XX)OE+OO(kN/m)RJX3*H=3.8036E+06(kN)RJY3*H=4.4622E+06(kN)RJZ3*H=0.0000E+00(kN)FloorNo.20 TowerNo.1Xstif=-1.3626(m)Ystif= 0.8185(m)Alf=0.0066(Degree)Xmass=-1.2156(m)Ymass=0.0212(m)Gmass（活荷折减）=1390.6248(1294.8448)(0Eex=0.0147Eey= 0.0791Ratx=l.O(XX)Raty= l.(XXX)Ratxl=1.3186Ratyl= 1.3109

Ratx2=1.1402RJX1=7.5936E+07(kN/m)RJX3=1.2358E+06(kN/m)Ratx2=1.1402RJX1=7.5936E+07(kN/m)RJX3=1.2358E+06(kN/m)RJX3*H=3.7073E+06(kN)RJY1=7.4137E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJY3=1.4534E+06(kN/m)RJZ3=O.(XM)OE+(X)(kN/m)RJY3*H=4.3602E+06(kN)RJZ3*H=0.0000E+00(kN)FloorNo.21 TowerNo.1Xstif=-1.3748(m) Ystif= 0.7416(m) Alf= 0.0034(Degree)Xmass=-1.2156(m) Ymass= 0.0212(m) Gmass(活荷折减尸1390.6245(1294.8446)(t)Eex=0.0159 Eey= 0.0711Ratx=1.0(X)0 Raty= 1.0000Ratx1=1.3221 Ratyl= 1.3119Ratx2=1.1415 Raty2= 1.1381薄弱层地震剪力放大系数二1.00RJX1=7.5936E+07(kN/m)RJY1=7.4137E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.2042E+06(kN/m)RJY3=