板式樓梯計算書TBa1已知條件:幾何信息:左標(biāo)高二0.000m；右標(biāo)高=1.950m平臺長度（左）=0mm；平臺長度（右）=0mm平臺厚度（左）二100mm;平臺厚度（右）=100mm內(nèi)延長（左）=0mm;內(nèi)延長（右）=0mm平臺梁尺寸:B2=200mm；H2=400mmB3=200mm；H3=400mm梯段長度=2860mm；踏步數(shù)二12梯板厚度二!20mm:梯跨長度L。=3300mm,梯井寬:100mm平面類型:雙跑荷載信息:附加恒荷載=1.700kN/m2 活荷載:3.500kN/m2恒載分項系數(shù)=1.200,活載分項系數(shù):1.400混凝土等級:C30,f€=14.30N/mm2混凝土容重：25.00kN/mml配筋調(diào)整系數(shù):1.00;保護(hù)層厚度：c=15mm板縱筋等級：HRB400；fy=360N/mm2梁縱筋等級：HRB400；f,=360N/mm2梁箍筋等級：HRB400sf,=360N/mm2驗算信息：撓度限值：Lo/200i裂縫限值：0.40mm計算要求：D樓梯板計算;2）平臺梁計算;3）板裂縫驗算;4）板撓度驗算2荷載與內(nèi)力計算:（1）荷載計算標(biāo)準(zhǔn)值（qk）：梯斜段:10.069kN/m設(shè)計值（q）：梯斜段:12.783kN/m（2）內(nèi)力計算：a.樓梯板：矩陣位移法求解。3計算結(jié)果:計算說明：（a）簡化方法：取板沿著寬度方向單位長度的板帶

(b)計算方法:矩陣位移法單位說明:彎矩:kN.m/m剪 カ：kN/m 撓 度:mm縱筋面積:mmシm截面尺寸:mm*mm 裂 縫:mm板段配筋計算結(jié)果:計算板段ー1(斜梯段)截面BXH=1000X120截面:左中右彎矩(M):0.00014.9620.000剪カ(V):16.493-0.000-16.493截面驗算:Vmax-16.49kN<0.70hftbh0=119.70kN截面滿足上部計算縱筋(As'):0.0000.0000.000下部計算縱筋(As):256.500433.294256.500上縱實配:E8@200(251,0.21%)E8@200(251,0.21%)下縱實配:E10@180(436,0.36%)E10@180(436,0.36%)E10@180(436,0.36%)撓度限值:[f]=18.14mm驗算結(jié)論:f?u=17.10mm<[f]=18.14mm(3629/200),滿足。裂縫(w):0.0000.2310.000裂縫限值:[3]=0.40mm驗算結(jié)論:a)Bax=0.231mm<[o>]=0.40mm滿足。彎矩和剪カ圖:——調(diào)翻彎的峨?跨中控制離職彈性位移圖:配筋簡圖:撓度、裂縫圖:板式樓梯計算書TBb1已知條件:幾何信息:左標(biāo)高二〇.OOOm;右標(biāo)高=2.600m平臺長度（左）二0mm;平臺長度（右）二0mm平臺厚度（左）=100mm:平臺厚度（右）=100mm內(nèi)延長（左）=0mmJ內(nèi)延長（右）=0mm平臺梁尺寸:B2=200mm；H2=400mmB3=200mm；HaMOOmm梯段長度=3900mm;踏步數(shù)=16梯板厚度=160mm;梯跨長度L產(chǎn)3300mm,梯井寬:100mm平面類型:雙跑荷載信息:附加恒荷載=1.700kN/m2活荷載:3.500kN/m2恒載分項系數(shù)=1.200 ,活載分項系數(shù)：1.400混凝土等級:C30,fc=14.30N/mm"混凝土容重：25.00kN/mm'配筋調(diào)整系數(shù):1.00i保護(hù)層厚度：c=15mm板縱筋等級：HRB400；t=360N/mm2梁縱筋等級:HRB400；f，=360N/mm2梁箍筋等級：HRB400；f,=360N/mm2驗算信息：撓度限值：L/200i裂縫限值：0.40mm計算要求：1)樓梯板計算;2)平臺梁計算;3)板裂縫驗算;4)板撓度驗算2荷載與內(nèi)力計算:(1)荷載計算標(biāo)準(zhǔn)值(qk)：梯斜段：11.248kN/m設(shè)計值(q)：梯斜段:14.198kN/m(2)內(nèi)力計算:a.樓梯板:矩陣位移法求解。3計算結(jié)果;計算說明：(a)簡化方法:取板沿著寬度方向單位長度的板帶(b)計算方法:矩陣位移法單位說明：彎矩:kN.m/m剪カ:kN/m撓 度:mm縱筋面積:mnf7m截面尺寸:mm*mm 裂 縫:mm板段配筋計算結(jié)果:計算板段ー1(斜梯段):截面BXH=1000X160截面：左 中 右彎矩的:-0.000 29.833 -0.000剪カ(V):24.580 -0.000 -24.580截面驗算:上部計算縱筋(As'):Vmax=24.58kN<0.7Phftbh0=140.14kN截面滿足0.000 0.000 0.000下部計算縱筋(As): 320.000 627.312 320.000上縱實配:E8@200(251,0.16%) E8@200(251,0.16%)下縱實配:E12@180(628,0.39%)E12@180(628,0.39%)E12@180(628,0.39%)撓度限值:[f]=24.27mm驗算結(jié)論：f皿=23.50mm<[f]=24.27nun(4855/200)?滿足。裂縫(w): 0.000 0.303 0.000裂縫限值:[3]=0.40mm驗算結(jié)論:w?>=0.303mm<[w]=0.40mm,滿足。彎矩和剪カ圖:彈性位移圖:配筋筒圖:聲撓度、裂縫圖:板式樓梯計算書TBc1已知條件:幾何信息:左標(biāo)高=0.000m!右標(biāo)髙=2.600m平臺長度（左）=0mm:平臺長度（右）=0mm平臺厚度（左）=100mm;平臺厚度（右）=200mm內(nèi)延長（左）=0mm;內(nèi)延長（右）=520mm平臺梁尺寸:B2=200mm；H2=400mmB3=200mm；H3=400mm梯段長度=4420mm;踏步數(shù)=16梯板厚度=200mm;梯跨長度L產(chǎn)3300mm,梯井寬:100mm平面類型:雙跑荷載信息:附加恒荷載=1.700kN/mユ活荷載:3.500kN/m2恒載分項系數(shù)=1.200 ,活載分項系數(shù)：1.400混凝土等級：C30,fc=14.30N/mm'混凝土容重：25.00kN/mm'配筋調(diào)整系數(shù):1.00!保護(hù)層厚度：c=15mm板縱筋等級：HRB400:fy=360N/mm2梁縱筋等級:HRB400：f，=360N/mm2梁箍筋等級:HRB400；f，=360N/mm2驗算信息：撓度限值：Lo/200;裂縫限值:0.40mm計算要求：1)樓梯板計算;2)平臺梁計算;3)板裂縫驗算:4)板撓度驗算2荷載與內(nèi)力計算:(1)荷載計算標(biāo)準(zhǔn)值(qk)：梯斜段：12.427kN/m右平臺:9.500kN/m設(shè)計值(q):梯斜段:15.613kN/m右平臺：12.100kN/m(2)內(nèi)力計算:a.樓梯板:矩陣位移法求解。3計算結(jié)果:計算說明：(a)簡化方法:取板沿著寬度方向單位長度的板帶(b)計算方法:矩陣位移法單位說明：彎矩:kN.m/m剪 カ:kN/m 撓 度:mm縱筋面積:mnf7m截面尺寸:mm*mm 裂 縫:mm板段配筋計算結(jié)果:計算板段ー1(斜梯段)：截面BXH=1000X200截面:左 中 右彎矩的:-0.000 41.310 18.776剪カ(V):30.289 3.958 -22.373截面驗算:Vmax=30.29kN<0.7Phftbh0=180.18kN截面滿足上部計算縱筋(As')：0.000 0.000 0.000下部計算縱筋(As): 400.000 668.782 400.000上縱實配:E8@200(251,0.13%) E8@200(251,0.13%)下縱實配:E12@160(707,0.35%)E12@160(707,0.35%)E12@160(707,0.35%)撓度限值:[f]=26.82mm驗算結(jié)論：f皿=22.86mm<[f]=26.82nun(5364/200)?滿足。裂縫(w): 0.000 0.278 0.038裂縫限值:[3]=0.40mm驗算結(jié)論:wM1=0.278mm<[w]=0.40mm,滿足。計算板段ー2(右內(nèi)延長)：截面BXH=1000X200截面:左中右彎矩(M):18.77618.7760.000剪カ(V):-26.532-30.283-34.034截面驗算:Vmax=34.03kN<0.7Phftbh0=180.18kN截面滿足上部計算縱筋(As'):0.0000.0000.000下部計算縱筋(As):400.000400.000400.000上縱實配:E8@200(251,0.13%)E8@200(251,0.13%)下縱實配:E10@190(413,0.21%)E1O019O(413,0.21%)E10@190(413,0.21%)裂縫(w):0.1520.1520.000裂縫限值:[3]=0.40mm驗算結(jié)論:3.*=0.152mm<[w]=0.40mm,滿足。彎矩和剪カ圖:彈性位移圖:配筋簡圖:撓度、裂縫圖:板式樓梯計算書TB11已知條件:幾何信息:左標(biāo)髙ニ0.000m;右標(biāo)咼=3.000m平臺長度（左）=0mm:平臺長度（右）二0mm平臺厚度（左）=100mm:平臺厚度（右）=100mm內(nèi)延長（左）=0mm;內(nèi)延長（右）=0mm平臺梁尺寸:B2=200mm；H2=400mmB3=200mm；HaMOOmm梯段長度=4420mm;踏步數(shù)=18梯板厚度=170mm;梯跨長度L產(chǎn)3300mm,梯井寬:100mm平面類型:雙跑荷載信息:附加恒荷載=1.700kN/m2活荷載:3.500kN/m2恒載分項系數(shù)=1.200 ,活載分項系數(shù)：1.400混凝土等級:C30,fc=14.30N/mm2混凝土容重：25.00kN/mm'配筋調(diào)整系數(shù):1.00i保護(hù)層厚度：c=15mm板縱筋等級：HRB400；t=360N/mm2梁縱筋等級:HRB400；f，=360N/mm2梁箍筋等級：HRB400；f,=360N/mm2驗算信息：撓度限值：L/200i裂縫限值：0.40mm計算要求：1)樓梯板計算;2)平臺梁計算;3)板裂縫驗算;4)板撓度驗算2荷載與內(nèi)力計算:(1)荷載計算標(biāo)準(zhǔn)值(qk)：梯斜段：11.632kN/m設(shè)計值(q)：梯斜段：14.658kN/m(2)內(nèi)力計算：a.樓梯板:矩陣位移法求解。3計算結(jié)果;計算說明:(a)簡化方法:取板沿著寬度方向單位長度的板帶(b)計算方法:矩陣位移法單位說明:彎矩:kN.m/m剪カ:kN/m撓度:mm縱筋面積:mnf7m截面尺寸:mm*mm 裂縫:mm板段配筋計算結(jié)果:計算板段T(斜梯段):截面BXH=1000X170截面:左中右彎矩(M):0.00039.1080.000剪カ(V):28.398-0.000-28.398截面驗算:Vmax=28.40kN<0.7PhftbhO=179.55kN截面滿足上部計算縱筋(As'):0.0000.0000.000下部計算縱筋(As): 363.375 760.564 363.375上縱實配:E8@200(251,0.15%) E8@200(251,0.15%)下縱實配:E12@140(808,0.48%)E12@140(808,0.48%)El2?140(808,0.48%)撓度限值:[f]=27.54mmfmax=26.05mm<[f]=27.54nun(5509/200),滿足。裂縫(w): 0.000 0.103 0.000裂縫限值:[3]=0.40mm驗算結(jié)論:wM1=0.103mm<[w]=0.40mm,滿足。彎矩和剪カ圖:彈性位移圖:配筋筒圖:撓度、裂縫圖:〃〃〃〃〃〃〃〃〃〃〃〃〃ル〃〃〃〃/〃/〃〃〃〃〃〃〃/〃〃〃〃〃〃〃〃〃/公司名稱:建筑結(jié)構(gòu)的總信息

SATWE2010_V2.2中文版

（2014年9月23日9時52分）文件名:WMASS.OUT工程名稱:工程代號:設(shè)計人:校核人：計算日期:2015/05/061計算時間:09:12:29 |〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃〃ル/〃〃〃〃〃〃〃〃〃/總信息 結(jié)構(gòu)材料信息:鋼彼結(jié)構(gòu)混凝土容重(kN/m3):Gc =26.00鋼材容重(kN/m3):Gs =78.00水平力的夾角(Degree):ARF= ?0.00地下室層數(shù):MBASE=0豎向荷載計算信息：按模擬施工3加荷計算風(fēng)荷載計算信息：計算X,丫兩個方向的風(fēng)荷載地震カ計算信息：計算x,丫兩個方向的地震カ“規(guī)定水平力”計算方法：樓層剪カ差方法(規(guī)范方法)結(jié)構(gòu)類別：剪カ墻結(jié)構(gòu)裙房層數(shù)：MANNEX=0轉(zhuǎn)換層所在層號：MCHANGE=0嵌固端所在層號：MQIANGU=1墻元細(xì)分最大控制長度(m):DMAX=1.00彈性板細(xì)分最大控制長度(m):DMAX_S=1.00彈性板與梁變形是否協(xié)調(diào):是墻元網(wǎng)格:側(cè)向出口結(jié)點是否對全樓強(qiáng)制采用剛性樓板假定：是地下室是否強(qiáng)制采用剛性樓板假定：否墻梁跨中節(jié)點作為剛性樓板的從節(jié)點：是計算墻傾覆カ矩時只考慮腹板和有效翼緣:否結(jié)構(gòu)所在地區(qū)：全國樂1荷信,息 修正后的基本風(fēng)壓(kN/m2):WO =0.30風(fēng)荷載作用下舒適度驗算風(fēng)壓(kN/m2):WOC=0.20地面粗糙程度：C類結(jié)構(gòu)X向基本周期(秒)：Tx =3.80結(jié)構(gòu)丫向基本周期(秒)：Ty=3.50是否考慮順風(fēng)向風(fēng)振：是風(fēng)荷載作用下結(jié)構(gòu)的阻尼比(％):WDAMP=5.00風(fēng)荷載作用ド舒適度驗算阻尼比(％):WDAMPC=2.00是否計算橫風(fēng)向風(fēng)振:否是否計算扭轉(zhuǎn)風(fēng)振:否承載カ設(shè)計時風(fēng)荷載效應(yīng)放大系數(shù)：WENL=1.10結(jié)構(gòu)底層底部距離自然地面高度(米)：DBOT=0.00體形變化分段數(shù)：MPART=1各段最高層號：NSTI=34各段體形系數(shù)(X):USIX=1.30各段體形系數(shù)(Y):USIY=1.30地震信息 結(jié)構(gòu)規(guī)則性信息:振型組合方法（CQC耦聯(lián);SRSS非耦聯(lián)）：計算振型數(shù):地震烈度:場地類別:設(shè)計地震分組:不規(guī)則CQCNMODE= 21NAF= 6.00KD =111ー組特征周期:TG = 0.45地震影響系數(shù)最大值：Rmaxl= 0.05設(shè)縫多塔背風(fēng)面體型系數(shù):USB0.5()USB0.5()用于12層以下規(guī)則彼框架結(jié)構(gòu)薄弱層驗算的地震影響系數(shù)最大值：框架的抗震等級：剪カ墻的抗震等級：Rmax2= 0.28NF = 3NW = 3鋼框架的抗震等級：抗震構(gòu)造措施的抗震等級:NS = 3NGZDJ;不改變按抗規(guī)（6.1.3-3）降低嵌固端以下抗震構(gòu)造措施的抗震等級：重力荷載代表值的活載組合值系數(shù)：周期折減系數(shù)：結(jié)構(gòu)的阻尼比（％）:中震（或大震）設(shè)計：否RMC= 0.50TC =0.90DAMP= 5.00MID =不考慮是否考慮偶然偏心:是X向相對偶然偏心:Y向相對偶然偏心：是否考慮雙向地震扭轉(zhuǎn)效應(yīng)：是否考慮最不利方向水平地震作用：按主振型確定地震內(nèi)力符號：斜交抗側(cè)カ構(gòu)件方向的附加地震數(shù)：ECCEN_X=0.05ECCEN_Y=0.05是否否NADDDIR= 0活荷載信息 考慮活荷不利布置的層數(shù)：從第I到34層柱、墻活荷載是否折減:傳到基礎(chǔ)的活荷載是否折減：考慮結(jié)構(gòu)使用年限的活荷載調(diào)整系數(shù)：柱,墻,基礎(chǔ)活荷載折減系數(shù)：折減折減FACLD= 1.00計算截面以上的層數(shù)12—34—5折減系數(shù)1.000.850.706---89--20>20梁樓面活荷載折減設(shè)置:0.650.600.55不折減調(diào)整信息 樓板作為翼緣對梁剛度的影響方式:托墻梁剛度放大系數(shù)：梁端負(fù)彎矩調(diào)幅系數(shù):梁活荷載內(nèi)力放大系數(shù):連梁剛度折減系數(shù)：梁扭矩折減系數(shù):全樓地震カ放大系數(shù)：0.2Vo調(diào)整方式：梁剛度放大系數(shù)按2010規(guī)范取值BK_TQL=1.00BT = 0.85BM = 1.00BLZ = 0.60TB = 0.40RSF = 1.00alpha*Vb和beta*Vmax兩者取小0.2Vo調(diào)整中Vo的系數(shù)：alpha= 0.200.2Vo調(diào)整中Vmax的系數(shù)：0.2Vo調(diào)整分段數(shù)：beta = 1.50VSEG = 00.2Vo調(diào)整上限：是否調(diào)整與框支柱相連的梁內(nèi)力：框支柱調(diào)整上限：KQ_L= 2.00IREGU.KZZB= 0KZZ_L= 5.00框支剪カ墻結(jié)構(gòu)底部加強(qiáng)區(qū)剪力墻抗震等級自動提高ー級：是柱實配鋼筋超配系數(shù)：CPCOEF91= 1.15墻實配鋼筋超配系數(shù):CPCOEF91_W=1.15是否按抗震規(guī)范5.2.5調(diào)整樓層地震力:IAUTO525= 1弱軸方向的動位移比例因子：XII= 0.00強(qiáng)軸方向的動位移比例因子:薄弱層判斷方式：判斷薄弱層所采用的樓層剛度算法：強(qiáng)制指定的薄弱層個數(shù)：XI2= 0.00按高規(guī)和抗規(guī)從嚴(yán)判斷地震剪カ比地震層間位移算NWEAK= 0薄弱層地震內(nèi)力放大系數(shù):強(qiáng)制指定的加強(qiáng)層個數(shù)：WEAKCOEF=1.25NSTREN= 0配筋信息 梁主筋強(qiáng)度(N/mm2):IB=360梁箍筋強(qiáng)度(N/mm2):JB=360柱主筋強(qiáng)度(N/mm2):IC360柱箍筋強(qiáng)度(N/mm2):JC二360墻主筋強(qiáng)度(N/mm2):IW360墻水平分布筋強(qiáng)度(N/mm2):FYH=360墻豎向分布筋強(qiáng)度(N/mm2):FYW二360邊緣構(gòu)件箍筋強(qiáng)度（N/mm2）:梁箍筋最大間距（mm）:JWB= 360SB =100.00柱箍筋最大冋距（mm）:墻水平分布筋最大間距（mm）:SC =100.00SWH=200.00墻豎向分布筋配筋率（％）:墻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時,箍筋與對角斜筋的配筋強(qiáng)度比:RGX= 1.00設(shè)計信息 結(jié)構(gòu)重要性系數(shù)：鋼柱計算長度計算原則（X向/Y向）：梁端在梁柱重疊部分簡化:柱端在梁柱重登部分簡化:RWO= 1.00有側(cè)移/有側(cè)移不作為剛域不作為剛域是否考慮P-Delt效應(yīng)：柱配筋計算原則：柱雙偏壓配筋時是否進(jìn)行迭代優(yōu)化：是按雙偏壓計算否按高規(guī)或高鋼規(guī)進(jìn)行構(gòu)件設(shè)計：是鋼構(gòu)件截面凈毛面積比：梁按壓彎計算的最小軸壓比：梁保護(hù)層厚度（mm）:柱保護(hù)層厚度（mm）:RN = 0.85UcMinB= 0.15BCB = 20.00ACA = 20.00剪カ墻構(gòu)造邊緣構(gòu)件的設(shè)計執(zhí)行高規(guī)7.2.16-4: 是框架梁端配筋考慮受壓鋼筋:是結(jié)構(gòu)中的框架部分軸壓比限值按純框架結(jié)構(gòu)的規(guī)定采用：否當(dāng)邊緣構(gòu)件軸壓比小于抗規(guī)6.4.5條規(guī)定的限值時一律設(shè)置構(gòu)造邊緣構(gòu)件:是是否按混凝土規(guī)范B.0.4考慮柱二階效應(yīng):否次梁設(shè)計是否執(zhí)行高規(guī)5.2.3-4條:柱剪跨比計算原則:是簡化方式支撐按柱設(shè)計臨界角度（Deg）:ABr2Col=20.00荷載組合信息 恒載分項系數(shù)：CDEAD=1.20活載分項系數(shù)：CLIVE=1.40風(fēng)荷載分項系數(shù)：CWIND=1.40水平地震カ分項系數(shù)：CEA_H=1.30豎向地震カ分項系數(shù):CEA_V=0.50溫度荷載分項系數(shù)：CTEMP=1.40吊車荷載分項系數(shù):CCRAN=1.40特殊風(fēng)荷載分項系數(shù):CSPW=1.40活荷載的組合值系數(shù):CD_L=0.70風(fēng)荷載的組合值系數(shù):CD_W=0.60重力荷載代表值效應(yīng)的活荷組合值系數(shù):CEA_L=0.50重力荷載代表值效應(yīng)的吊車荷載組合值系數(shù):CEA_C=0.50吊車荷載組合值系數(shù)：CD_C=0.70溫度作用的組合值系數(shù)：僅考慮恒載、活載參與組合:CD_TDL=0.60考慮風(fēng)荷載參與組合:CD_TW=0.00考慮地震作用參與組合：CD_TE=0.00碎構(gòu)件溫度效應(yīng)折減系數(shù)：CC_T=0.30剪カ墻底部加強(qiáng)區(qū)的層和塔信息 層號塔號11用戶指定薄弱層的層和塔信息 層號 塔號用戶指定加強(qiáng)層的層和塔信息 層號 塔號約束邊緣構(gòu)件與過渡層的層和塔信息 層號 塔號 類別i 約束邊緣構(gòu)件層1 約束邊緣構(gòu)件層1 約束邊緣構(gòu)件層? 各層的質(zhì)量、質(zhì)心坐標(biāo)信息 *層號塔號質(zhì)心X質(zhì)心丫 質(zhì)心Z 恒載質(zhì)量活載質(zhì)量附加質(zhì)量質(zhì)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)活載產(chǎn)生的總質(zhì)量⑴： 3540.014恒載產(chǎn)生的總質(zhì)量(t): 44983.031附加總質(zhì)量(t): 0.000結(jié)構(gòu)的總質(zhì)量(t): 48523.047恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu)自重和外加恒載結(jié)構(gòu)的總質(zhì)量包括恒載產(chǎn)生的質(zhì)量和活載產(chǎn)生的質(zhì)量和附加質(zhì)量活載產(chǎn)生的總質(zhì)量和結(jié)構(gòu)的總質(zhì)量是活我折減后的結(jié)果(It=1000kg)? 各層構(gòu)件數(shù)量、構(gòu)件材料和層高 ?層號(標(biāo)準(zhǔn)層號)塔號 梁元數(shù)墻元數(shù) 層髙 累計高度

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/豎向筋）（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? 風(fēng)荷載信息 ?層號Y塔號風(fēng)荷載X剪カX傾覆彎矩X風(fēng)荷載Y剪カY 傾覆彎矩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各樓層偶然偏心信息層號塔號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各樓層等效尺寸（單位:m,m**2）

層號塔號面積形心X形心丫 等效寬B等效咼H最大寬BMAX最小寬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各樓層的單位面積質(zhì)量分布（單位:kg/m**2）

層號塔號單位面積質(zhì)量g|i]質(zhì)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計算信息工程文件名: C計算日期 :2015.5.6開始時間 : 9:12:29機(jī)器內(nèi)存 :3980.0MB可用內(nèi)存 :2000.0MB結(jié)構(gòu)總出口自由度為: 130176結(jié)構(gòu)總自由度為 : 182172第一步:數(shù)據(jù)預(yù)處理第二步:計算每層剛度中心、自由度、質(zhì)量等信息第三步:地震作用分析第四步：風(fēng)及豎向荷載分析第五步：計算桿件內(nèi)力結(jié)束日期 ：2015.5.6結(jié)束時間 : 9:24:53總用時 ：0:12:24各層剛心、偏心率、相鄰層側(cè)移剛度比等計算信息FloorNoTowerNoXstif,YstifFloorNoTowerNoXstif,YstifAlfXmass,YmassGmassEex.EeyRatx,Raty：塔號:剛心的X,Y坐標(biāo)值:層剛性主軸的方向:質(zhì)心的X,Y坐標(biāo)值:總質(zhì)量:X,Y方向的偏心率：X,Y方向本層塔側(cè)移剛度與下一層相應(yīng)塔側(cè)移剛度的比值（剪切剛度）

Ratxl,Ratyl:X,丫方向本層塔側(cè)移剛度與上一層相應(yīng)塔側(cè)移剛度70%的比值或上三層平均側(cè)移剛度80%的比值中之較小者Ratx2,Raty2:X,Y方向本層塔側(cè)移剛度與上一層相應(yīng)塔側(cè)移剛度90%、110%或者!50%比值110%指當(dāng)本層層咼大于相鄰上層層局1.5倍時,150%指嵌固層RJX1,RJY1,RJZ1Z結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度（剪切剛度）RJX3,RJY3,RJZ3:結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度（地震剪力與地震層間位移的比）FloorNo.1 TowerNo.1Xstif=-2.7349(m) Ystif=-1.5877(m) Alf= 26.3768(Degree)Xmass=-1.4708(m) Ymass= -1.9006(m) Gmass(活荷折減尸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薄弱層地震剪力放大系數(shù)=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(活荷折減)=Eex=0.1321Eey=0.1333Ratx=0.8883Raty=0.8786Ratxl=3.2052Ratyl=3.9109Ratx2=3.3995Raty2=4.1479薄弱層地震剪力放大系數(shù)=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(活荷折減尸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薄弱層地震剪力放大系數(shù)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(活荷折減尸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薄弱層地震剪力放大系數(shù)=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(活荷折減)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薄弱層地震剪力放大系數(shù)=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(活荷折減尸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薄弱層地震剪力放大系數(shù)=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(活荷折減尸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薄弱層地震剪力放大系數(shù)=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(活荷折減尸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薄弱層地震剪力放大系數(shù)=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(活荷折減尸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薄弱層地震剪力放大系數(shù)=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(活荷折減尸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薄弱層地震剪力放大系數(shù)=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(活荷折減)=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薄弱層地震剪力放大系數(shù)=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(活荷折減)=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薄弱層地震剪力放大系數(shù)=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(活荷折減尸1390.6245(Eex=1294.8446)(00.0159Eey= 0.0711Ratx=1.0000Raty= 1.0000Ratxl=1.3438Ratyl= 1.3412Ratx2=1.1556Raty2= 1.1552薄弱層地震剪力放大系數(shù)=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(活荷折減產(chǎn)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薄弱層地震剪力放大系數(shù)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(活荷折減產(chǎn)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薄弱層地震剪力放大系數(shù)=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(活荷折減尸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薄弱層地震剪力放大系數(shù)=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(活荷折減)=1390.6245(Eex=1294.8446)⑴0.0159Eey= 0.0711Ratx=0.9420Raty= 0.9420Ratxl=1.3180Ratyl= 1.3125Ratx2=1.1418Raty2= 1.1396薄弱層地震剪力放大系數(shù)=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(活荷折減尸Eey= 0.0780Raty= l.(XXX)Ratyl= 1.3100Raty2= 1.1380薄弱層地震剪力放大系數(shù)=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(活荷折減尸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薄弱層地震剪力放大系數(shù)=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（活荷折減）=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(活荷折減尸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薄弱層地震剪力放大系數(shù)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=