塔樓計算書-t3虛剛指標

X向基本周期（秒=Y向基本周期（秒=|公司名稱|是||= |= SATWE2010_V2.2|否 (2014年9月23日9時52分 文件名: |工程名稱 設計人 計算日期:2016/09/14|工程代號 校核人 計算時間 混凝土容重 鋼材容重 按模擬施工3加荷計 計算X,Y兩個方向的力 樓層剪力差方范方法 MANNEX DMAX_S 墻梁跨點作為剛性樓板的從節(jié)點: 計算墻傾覆力矩時只考慮腹板和有效翼緣:否 ==B

= 各段最號 振型組合方法(CQC耦聯(lián);SRSS非耦聯(lián) 設計分組 12 結(jié)構(gòu)的阻尼比 =不考 是是是否Y向相對偶然偏心是否考慮雙向扭轉(zhuǎn)效應是否考慮最不利方向水平作用:按主振型確定內(nèi)力符號:數(shù)0NWEAK1薄弱層內(nèi)力放大系數(shù) 從第1到28 折 折 計算截面以上的層 折減系 ===

WEAKNO NSTREN 梁主筋強度 梁箍筋強度 柱主筋強度 柱箍筋強度 墻主筋強度 > 不折 梁剛度放大系數(shù)按2010規(guī)范取

梁箍筋最大間距 =柱箍筋最大間距 =墻水平分布筋最大間距 =墻豎向分布筋配筋率 墻最小水平分布筋配筋率 RWHMIN == === 全樓力放大系數(shù) 0.2VoVo的系數(shù)=0.2VoVmax0.2VoVo的系數(shù)=0.2VoVmax的系數(shù)=0.2Vo調(diào)整分段數(shù) 第1段起始和終止層號 1, 0.2Vo調(diào)整上限 IREGU_KZZB CPCOEF91 CPCOEF91_W 是否按抗震規(guī)范5.2.5調(diào)整樓層力 剪力比層間位移

鋼柱計算長度計算原則(X向/Y向): 梁端在梁柱部分簡化: 柱端在梁柱部分簡化 作為剛是否考慮P-Delt效應 UcMinB ==剪力墻構(gòu)造邊緣構(gòu)件的設計執(zhí)行高規(guī)7.2.16-4: 當邊緣構(gòu)件軸壓比小于抗規(guī)6.4.5條規(guī)定的 是否按混凝土規(guī)范B.0.4考慮柱二階效應 否次梁設計是否執(zhí)行高規(guī)5.2.3-4條

層號塔號類別1 =水平力分項系數(shù)=豎向力分項系數(shù)=81=== ===X質(zhì)心質(zhì)心質(zhì)重力荷載代表值效應的吊車荷載組合值系數(shù):CEA_C 1 CD_TDL1 1考慮作用參與組合 1 1111層 塔1 1211111111層 塔1 918171層 塔61514 3 1247(30/360/0(30/360/76(45/360/360/2 1 1247(30/360/0(30/360/76(45/360/360/1247(30/360/0(30/360/76(45/360/360/1247(30/360/0(30/360/76(45/360/360/1247(30/360/0(30/360/76(45/360/360/(1t1247(30/360/0(30/360/76(45/360/360/1247(30/360/0(30/360/76(45/360/360/ 1247(30/360/0(30/360/76(45/360/360/1247(30/360/0(30/360/76(45/360/360/層號(標準層號 塔 梁元 柱元墻元數(shù)層 累計高1246(30/360/0(30/360/76(35/360/360/(混凝土/主筋/箍筋 (混凝土/主筋/箍筋(混凝土/主筋/水平筋/豎向筋1246(30/360/0(30/360/76(35/360/360/ 132(30/360/4(55/360/70(55/360/360/1246(30/360/0(30/360/76(35/360/360/ 122(30/360/4(55/360/70(55/360/360/1246(30/360/0(30/360/76(35/360/360/ 118(30/360/4(55/360/69(55/360/360/1246(30/360/0(30/360/76(35/360/360/ 118(30/360/4(55/360/69(55/360/360/1239(30/360/0(30/360/76(35/360/360/ 1315(30/360/4(55/360/71(55/360/360/26(132(30/360/1(30/360/55(35/360/360/6(1247(30/360/0(30/360/77(55/360/360/27(139(30/360/39(30/360/0(30/360/360/7(1247(30/360/0(30/360/77(55/360/360/28(139(30/360/39(30/360/0(30/360/360/1247(30/360/0(30/360/76(45/360/360/1247(30/360/0(30/360/76(45/360/360/ 1247(30/360/0(30/360/76(45/360/360/51傾覆彎矩 6171181191111111111111111111111111111111111191181171615141 31211111-21-31-41-51- 1--71--XY81--1191--211--311--411--1--11--11--11--11--11--11--11--11--1--1--1--1--工程文件名 1-1-- :2016.1-- 層 單位面積質(zhì)量 質(zhì)量比max(g[i]/g[i-

1121第一步:3141第二步:計算每層剛度中心、度、質(zhì)量等信5161第三步:作用分7181第四步:91111第五步:11 :2016.1 11 0:111Floor:- : Xstif，Ystif:剛心的X，Y坐標 RatxRaty :層剛性主軸的方 Xmass，Ymass:質(zhì)心的X，Y坐標 剪力放大系數(shù) : X，Y X，Y方向本層塔側(cè)移剛度與下一層相應塔側(cè)移剛度的比值(剪切剛度Ratx1，Raty1X，Y70%的比值80%的比值中之較小者Ratx2，Raty2X，Y90%、110%150%比值110%1.5倍時，150%指嵌固層

RJX1=3.2120E+07(kN/m)RJY1=7.7228E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX2=4.2876E+07(kN/m)RJY2=1.0610E+08(kN/m)RJZ2=1.9674E+10(kN/m)RJX3=1.7972E+06(kN/m)RJY3=3.5676E+06(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=9.3454E+06(kN)RJY3*H=1.8552E+07(kN)RJZ3*H=0.0000E+00(kN)Floor -- RJX3，RJY3，RJZ3:結(jié)構(gòu)總體坐標系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度(剪力與層間位移的比Floor

Ratx Raty 剪力放大系數(shù)RJX1= RJY1= RJZ1=-RJX2=RJY2=RJZ2= RJX3=RJY3=RJZ3=RatxRaty RJX3*H= RJY3*H= RJZ3*H= 薄弱層剪力放大系數(shù)= Floor RJX1= RJY1= RJZ1= RJX2=RJY2=RJZ2=- RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) RJX1= RJY1= RJZ1=-RJX2=RJY2=RJZ2= RJX3=RJY3=RJZ3=RatxRatxRaty 薄弱層剪力放大系數(shù)=1.00RJX1=3.0854E+07(kN/m) RJY1=7.4291E+07(kN/m) RJZ1=0.0000E+00(kN/m)

RJX3*H= RJY3*H= RJZ3*H=Floor -RJX2RJX2=RJY2=RJZ2=--RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) RJX1= RJY1= RJZ1=RJX2RJX2=RJY2=RJZ2=--RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=--RJX2=RJY2=RJZ2= RJX3=RJY3=RJZ3=RatxRatxRaty 薄弱層剪力放大系數(shù)=1.00RJX1=4.0093E+07(kN/m) RJY1=7.1786E+07(kN/m) RJZ1=0.0000E+00(kN/m)

RJX3*H= RJY3*H= RJZ3*H=Floor -RJX2RJX2=RJY2=RJZ2=--RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=--RJX2=RJY2=RJZ2= RJX3=RJY3=RJZ3=RatxRatxRaty 薄弱層剪力放大系數(shù)=1.00RJX1=3.7150E+07(kN/m) RJY1=6.5975E+07(kN/m) RJZ1=0.0000E+00(kN/m)

RJX3*H= RJY3*H= RJZ3*H=Floor -RJX2RJX2=RJY2=RJZ2=--RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=--RJX2=RJY2=RJZ2= RJX3=RJY3=RJZ3=RatxRatxRaty 薄弱層剪力放大系數(shù)=1.00RJX1=3.7150E+07(kN/m) RJY1=6.5975E+07(kN/m) RJZ1=0.0000E+00(kN/m)

RJX3*H= RJY3*H= RJZ3*H=Floor -RJX2RJX2=RJY2=RJZ2=--RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=RJX2RJX2=RJY2=RJZ2=--RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=--RJX2=RJY2=RJZ2= RJX3=RJY3=RJZ3=RatxRatxRaty 薄弱層剪力放大系數(shù)=1.00RJX1=3.7150E+07(kN/m) RJY1=6.5975E+07(kN/m) RJZ1=0.0000E+00(kN/m)

RJX3*H= RJY3*H= RJZ3*H=Floor -RJX2RJX2=RJY2=RJZ2=--RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=--RJX2=RJY2=RJZ2= RJX3=RJY3=RJZ3=RatxRatxRaty 薄弱層剪力放大系數(shù)=1.00RJX1=3.7150E+07(kN/m) RJY1=6.5975E+07(kN/m) RJZ1=0.0000E+00(kN/m)

RJX3*H= RJY3*H= RJZ3*H=Floor -RJX2RJX2=RJY2=RJZ2=--RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=--RJX2=RJY2=RJZ2= RJX3=RJY3=RJZ3=RatxRatxRaty 薄弱層剪力放大系數(shù)=1.00RJX1=3.7150E+07(kN/m) RJY1=6.5975E+07(kN/m) RJZ1=0.0000E+00(kN/m)

RJX3*H= RJY3*H= RJZ3*H=Floor -RJX2RJX2=RJY2=RJZ2=--RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=RJX2RJX2=RJY2=RJZ2=--RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=--RJX2=RJY2=RJZ2= RJX3=RJY3=RJZ3=RatxRatxRaty 薄弱層剪力放大系數(shù)=1.00RJX1=2.9772E+07(kN/m) RJY1=5.2901E+07(kN/m) RJZ1=0.0000E+00(kN/m)

RJX3*H= RJY3*H= RJZ3*H=Floor -RJX2RJX2=RJY2=RJZ2=--RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=--RJX2=RJY2=RJZ2= RJX3=RJY3=RJZ3=RatxRatxRaty 薄弱層剪力放大系數(shù)=1.00RJX1=2.9772E+07(kN/m) RJY1=5.2901E+07(kN/m) RJZ1=0.0000E+00(kN/m)

RJX3*H= RJY3*H= RJZ3*H=Floor -RJX2RJX2=RJY2=RJZ2=-RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=--RJX2=RJY2=RJZ2= RJX3=RJY3=RJZ3=RatxRatxRaty 薄弱層剪力放大系數(shù)=1.00RJX1=2.9772E+07(kN/m) RJY1=5.2901E+07(kN/m) RJZ1=0.0000E+00(kN/m)

RJX3*H= RJY3*H= RJZ3*H=Floor RJX2RJX2=RJY2=RJZ2=-RJX3=RJY3=RJZ3= RJX3*H=RJY3*H=RJZ3*H=RatxRaty Floor 剪力放大系數(shù) - RJX1= RJY1= RJZ1=RJX2=9.1231E+06(kN/m)RJY2=5.9849E+06(kN/m)RJZ2=1.5891E+09(kN/m)RJX3=1.8645E+05(kN/m)RJY3=5.9769E+04(kN/m)RJZ3=0.0000E+00(kN/m)RJX3*H=4.4001E+05(kN)RJY3*H=1.4106E+05(kN)RJZ3*H=0.0000E+00(kN)Floor

按高鋼規(guī)計算X向順風向頂點最大加速度(m/s2)= 按高鋼規(guī)計算X向橫風向頂點最大加速度(m/s2)= 按荷載規(guī)范計算X向順風向頂點最大加速度(m/s2) -按荷載規(guī)范計算X向橫風向頂點最大加速度(m/s2) 按高鋼規(guī)計算Y向順風向頂點最大加速度(m/s2) RatxRaty按高鋼規(guī)計算Y向橫風向頂點最大加速度(m/s2) 按荷載規(guī)范計算Y向順風向頂點最大加速度(m/s2) 薄弱層剪力放大系數(shù)=1.00RJX1=9.3537E+06(kN/m) RJY1=6.5081E+06(kN/m) RJZ1=0.0000E+00(kN/m)RJX2=8.4872E+06(kN/m) RJY2=5.3554E+06(kN/m) RJZ2=1.4408E+09(kN/m)RJX3=7.9644E+04(kN/m) RJY3=2.7789E+04(kN/m) RJZ3=0.0000E+00(kN/m)RJX3*H=1.9911E+05(kN) RJY3*H=6.9471E+04(kN) RJZ3*H=0.0000E+00(kN)X方向最小剛度比: 1.0000(第28層第1塔)Y方向最小剛度比 1.0000(第28層第1塔5156X方向下部剛度=0.9198E+07 X方向上部剛度=0.2800E+07 X方向等效剛度比= Y方向下部剛度= Y方向上部剛度= Y方向等效剛度比

按荷載規(guī)范計算Y向橫風向頂點最大加速度(m/s2) X向剛重比 Y向剛重比 EJd/GH**21.4,能夠通過高規(guī)(5.4.4)的整體穩(wěn)定驗算EJd/GH**22.7,可以不考慮重力二階效應 Ratio_Bu:表示本層與上一層的承載力之比層 塔 X向承載 Y向承載 1111比值11X1Y1X1Y111180.25(0.00+0.25190.07(0.05+0.0310.92(0.92+0.0010.00(0.00+0.0010.37(0.02+0.3510.69(0.67+0.0210.48(0.00+0.48910.33(0.32+0.01810.04(0.01+0.03710.04(0.00+0.04610.13(0.01+0.12510.05(0.03+0.01410.16(0.00+0.16310.07(0.03+0.04210.05(0.04+0.01110.17(0.09+0.07X方向最小樓層抗剪承載力之比0.25層號: 0.11(0.06+0.05Y方向最小樓層抗剪承載力之比0.41層號: 0.09(0.09+0.000.21(0.19+0.030.25(0.24+0.01|公司名稱|0.11(0.10+0.01||0.02(0.01+0.01 周期、力與振型輸出文|0.01(0.01+0.01||||SATWE2010_V2.2中文版(2014923952分)文件名||||作用最大的方向 -1.757(度|||工程名稱 設計人 計算日期:2016/09/14|工程代號 校核人 計算時間 考慮扭轉(zhuǎn)耦聯(lián)時的振動周期(秒)、X,Y振型 周 轉(zhuǎn) 平動系數(shù) 1.00(0.97+0.02 1.00(0.02+0.98 0.00(0.00+0.00 0.99(0.99+0.00 0.18(0.00+0.18 0.74(0.00+0.73 0.13(0.13+0.00

僅考慮X向作用時的Floor:Tower:F-x-x:X方向的耦聯(lián)力在X方向的分量F-x-y:X方向的耦聯(lián)力在Y方向的分量F-x-t:X方向的耦聯(lián)力的扭矩X振型 剪力 3456789各層方向的作用力:::X向作用下結(jié)構(gòu)的反應:X向作用下結(jié)構(gòu)的樓層剪:X向作用下結(jié)構(gòu)的彎 X向作用參與振型的有效質(zhì)量系振型

StaticFx:底部剪力法X向的 Vx(分塔剪重比)(整層剪重比) StaticFx 31100.70((41198.20((51399.20((61883.89((711263.88((811587.27((911858.84((12085.31((12274.08((12443.32((12590.93((12723.11((12845.21((12961.38((13074.53((13186.82((13300.15((13416.06((13535.14((913656.62((813778.69((713900.72((614021.24((514241.84((414419.73((314606.67((214740.68((114788.60((Y抗震規(guī)范(5.2.5)X12X方向的有效質(zhì)量系數(shù) 345Y67剪力8192345678913474.15((913623.99((813776.86((713930.25((614078.43((514326.76((414498.69((314653.30((214748.61((114779.16((各層Y方向的作用力(CQC) :層號 : :Y向作用下結(jié)構(gòu)的反應力 :Y向作用下結(jié)構(gòu)的樓層剪力 :Y向作用下結(jié)構(gòu)的彎矩StaticFy:底部剪力法Y向的力

抗震規(guī)范(5.2.5)條要求的Y向樓層最小剪重比= Y方向的有效質(zhì)量系數(shù): ==========各樓層剪力系數(shù)調(diào)整情況[抗震規(guī)范(5.2.5)驗算XY Vy(分塔剪重比)(整層剪重比Static11 (kN-2131 1511611711481.76((811970.41((9111347.57((111655.74((111900.49((112091.39((112240.64((112369.68((112483.31((112591.16((112699.92((112813.33((112932.85((113058.77((113191.00((113329.52((111h11 11 1 1/ 1 CQCCQC 1/ 1|公司名稱|1|| SATWE|1 SATWE2010_V2.2| (2014923952分|1 文件名|||1|工程名稱 設計人 計算日期:2016/09/14|工程代號 校核人 計算時間 11 1 :層 1 : :最大位移對應的節(jié)點 1 :Max-(Z):節(jié)點的最大豎向位 1 : :X,Y方向的節(jié)點最大位 1 X,YMax-Dx，Max- :X,Y方向的最大層間位 1Ave-Dx，Ave- X,YRatio-(X),Ratio-(Y):最大位移與層平均位移的比 1 : 1 X,Y :1.31.211===工況1===X方向作用下的樓層最大位 1 1811711611511411311211111X方向最大層間位移角1/248.(281塔1===工況2X91h811711/1611/1511411311211111X方向最大層間位移角1/243.(281塔1===工況3X+h811711/1611/1511411311211111X方向最大層間位移角1/240.(281塔1 ===工況4===X-偶然偏心作用下的樓層最大位1h1111/111/1111111111111911h111 111/111/11111111111911811711611511411311211111X方向最大層間位移角1/247.(281塔1===工況5Y911811711611511411311211111Y方向最大層間位移角 98.(281塔1===工況6Y91h81171 1611/1511/1411311211111Y方向最大層間位移角 98.(281塔1===工況7Y+h81171 161 1511/1411311211111Y方向最大層間位移角 95.(281塔1 ===工況8===Y-偶然偏心作用下的樓層最大位1h1111/111/111/111111111119111h1111/111/11111111111119118117