辦公樓設(shè)計畢業(yè)設(shè)計論文

淮陰工學(xué)院畢業(yè)設(shè)計說明書(論文)第頁場地類別:KD=11設(shè)計地震分組:一組特征周期TG=0.35地震影響系數(shù)最大值Rmax1=0.08地震影響系數(shù)最大值Rmax2=0.50框架的抗震等級:NF=3剪力墻的抗震等級:NW=3鋼框架的抗震等級:NS=3抗震構(gòu)造措施的抗震等級:NGZDJ=不改變重力荷載代表值的活荷組合系數(shù):RMC=0.50周期折減系數(shù):TC=0.70結(jié)構(gòu)的阻尼比(%):DAMP=5.00中震(或大震)設(shè)計:MID=不考慮是否考慮偶然偏心:是是否考慮雙向地震扭轉(zhuǎn)效應(yīng):是按主振型確定地震內(nèi)力符號:否斜交抗側(cè)力構(gòu)件方向的附加地震數(shù)=0活荷載信息考慮活荷不利布置的層數(shù)從第1到4層柱、墻活荷載是否折減折算傳到基礎(chǔ)的活荷載是否折減折算考慮結(jié)構(gòu)使用年限的活荷載調(diào)整系數(shù)1.00柱，墻，基礎(chǔ)活荷載折減系數(shù)計算截面以上的層數(shù)折減系數(shù)11.00230.85450.70680.659200.60>200.55調(diào)整信息梁剛度放大系數(shù)是否按2010規(guī)范取值：是托墻梁剛度增大系數(shù)：BK_TQL=1.00梁端彎矩調(diào)幅系數(shù)：BT=0.85梁活荷載內(nèi)力增大系數(shù)：BM=1.00連梁剛度折減系數(shù)：BLZ=0.60梁扭矩折減系數(shù)：TB=0.40全樓地震力放大系數(shù)：RSF=1.000.2Vo調(diào)整分段數(shù)：VSEG=00.2Vo調(diào)整上限：KQ_L=2.00框支柱調(diào)整上限：KZZ_L=5.00頂塔樓內(nèi)力放大起算層號：NTL=0頂塔樓內(nèi)力放大：RTL=1.00框支剪力墻結(jié)構(gòu)底部加強區(qū)剪力墻抗震等級自動提高一級:是實配鋼筋超配系數(shù)CPCOEF91=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XI1=0.00強軸方向的動位移比例因子XI2=0.00是否調(diào)整與框支柱相連的梁內(nèi)力IREGU_KZZB=0薄弱層判斷方式：按高規(guī)和抗規(guī)從嚴判斷強制指定的薄弱層個數(shù)NWEAK=0薄弱層地震內(nèi)力放大系數(shù)WEAKCOEF=1.0強制指定的加強層個數(shù)NSTREN=0配筋信息梁箍筋強度(N/mm2):JB=270柱箍筋強度(N/mm2):JC=270墻水平分布筋強度(N/mm2):FYH=270墻豎向分布筋強度(N/mm2):FYW=270邊緣構(gòu)件箍筋強度(N/mm2):JWB=270梁箍筋最大間距(mm):SB=100.00柱箍筋最大間距(mm):SC=100.00墻水平分布筋最大間距(mm):SWH=200.00墻豎向分布筋最小配筋率(%):RWV=0.30結(jié)構(gòu)底部單獨指定墻豎向分布筋配筋率的層數(shù):NSW=0結(jié)構(gòu)底部NSW層的墻豎向分布配筋率:RWV1=0.60梁抗剪配筋采用交叉斜筋時箍筋與對角斜筋的配筋強度比:RGX=1.00設(shè)計信息結(jié)構(gòu)重要性系數(shù):RWO=1.00柱計算長度計算原則:有側(cè)移梁柱重疊部分簡化:不作為剛域是否考慮P-Delt效應(yīng)：否柱配筋計算原則:按單偏壓計算按高規(guī)或高鋼規(guī)進行構(gòu)件設(shè)計:否鋼構(gòu)件截面凈毛面積比:RN=0.85梁保護層厚度(mm):BCB=20.00柱保護層厚度(mm):ACA=20.00剪力墻構(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水平地震力分項系數(shù):CEA_H=1.30豎向地震力分項系數(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特殊荷載分項系數(shù):CSPY=1.40活荷載的組合系數(shù):CD_L=0.70風(fēng)荷載的組合系數(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砼構(gòu)件溫度效應(yīng)折減系數(shù):CC_T=0.30剪力墻底部加強區(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11約束邊緣構(gòu)件層21約束邊緣構(gòu)件層*********************************************************各層的質(zhì)量、質(zhì)心坐標信息*********************************************************層號塔號質(zhì)心X質(zhì)心Y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)(t)4126.9808.86315.500832.718.80.00.623126.9808.99011.9001272.296.10.01.002126.9808.9908.3001272.296.10.00.971126.9808.9874.7001310.796.10.01.00活載產(chǎn)生的總質(zhì)量(t):307.164恒載產(chǎn)生的總質(zhì)量(t):4687.797附加總質(zhì)量(t):0.000結(jié)構(gòu)的總質(zhì)量(t):4994.961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)量是活載折減后的結(jié)果(1t=1000kg)*********************************************************各層構(gòu)件數(shù)量、構(gòu)件材料和層高*********************************************************層號(標準層號)塔號梁元數(shù)柱元數(shù)墻元數(shù)層高累計高度(混凝土/主筋)(混凝土/主筋)(混凝土/主筋)(m)(m)1(1)194(30/360)56(30/360)0(30/360)5.8005.8002(1)194(30/360)56(30/360)0(30/360)3.6009.4003(1)194(30/360)56(30/360)0(30/360)3.60013.0004(2)194(30/360)56(30/360)0(30/300)3.60016.600*********************************************************風(fēng)荷載信息*********************************************************層號塔號風(fēng)荷載X剪力X傾覆彎矩X風(fēng)荷載Y剪力Y傾覆彎矩Y4152.5952.6189.3176.64176.6635.9315.2497.8541.5152.29328.91820.02139.37137.21035.4132.92461.83482.71145.88183.11895.9155.56617.46384.5=============================================================各樓層偶然偏心信息=============================================================層號塔號X向偏心Y向偏心110.050.05210.050.05310.050.05410.050.05=====================================================================各樓層等效尺寸(單位:m,m**2)=====================================================================層號塔號面積形心X形心Y等效寬B等效高H最大寬BMAX最小寬BMIN11750.3626.988.8650.7014.8050.7014.8021750.3626.988.8650.7014.8050.7014.8031750.3626.988.8650.7014.8050.7014.8041750.3626.988.8650.7014.8050.7014.80=============================================================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-1],g[i]/g[i+1])111874.861.03211823.561.00311823.561.61411134.791.00=============================================================計算信息=============================================================計算日期:2013.6.1開始時間:2:36:27可用內(nèi)存:1338.00MB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:2013.6.1時間:2:36:46總用時:0:0:19=============================================================各層剛心、偏心率、相鄰層側(cè)移剛度比等計算信息FloorNo:層號TowerNo:塔號Xstif，Ystif:剛心的X，Y坐標值A(chǔ)lf:層剛性主軸的方向Xmass，Ymass:質(zhì)心的X，Y坐標值Gmass:總質(zhì)量Eex，Eey:X，Y方向的偏心率Ratx，Raty: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)Ratx1，Raty1: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70%的比值或上三層平均側(cè)移剛度80%的比值中之較小者RJX1，RJY1，RJZ1:結(jié)構(gòu)總體坐標系中塔的側(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.1TowerNo.1Xstif=26.9803(m)Ystif=8.8628(m)Alf=45.0000(Degree)Xmass=26.9803(m)Ymass=8.9867(m)Gmass(活荷折減)=1502.9551(1406.8201)(t)Eex=0.0000Eey=0.0074Ratx=1.0000Raty=1.0000Ratx1=1.0259Raty1=1.0226薄弱層地震剪力放大系數(shù)=1.00RJX1=4.2894E+06(kN/m)RJY1=4.2894E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=6.8918E+05(kN/m)RJY3=6.9747E+05(kN/m)RJZ3=0.0000E+00(kN/m)FloorNo.2TowerNo.1Xstif=26.9803(m)Ystif=8.8628(m)Alf=45.0000(Degree)Xmass=26.9803(m)Ymass=8.9900(m)Gmass(活荷折減)=1464.4552(1368.3202)(t)Eex=0.0000Eey=0.0077Ratx=1.3056Raty=1.3056Ratx1=1.4091Raty1=1.4158薄弱層地震剪力放大系數(shù)=1.00RJX1=5.6000E+06(kN/m)RJY1=5.6000E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=8.6514E+05(kN/m)RJY3=8.8587E+05(kN/m)RJZ3=0.0000E+00(kN/m)FloorNo.3TowerNo.1Xstif=26.9803(m)Ystif=8.8628(m)Alf=45.0000(Degree)Xmass=26.9803(m)Ymass=8.9900(m)Gmass(活荷折減)=1464.4552(1368.3202)(t)Eex=0.0000Eey=0.0077Ratx=1.0000Raty=1.0000Ratx1=1.6127Raty1=1.6413薄弱層地震剪力放大系數(shù)=1.00RJX1=5.6000E+06(kN/m)RJY1=5.6000E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=8.7712E+05(kN/m)RJY3=8.9384E+05(kN/m)RJZ3=0.0000E+00(kN/m)FloorNo.4TowerNo.1Xstif=26.9803(m)Ystif=8.8628(m)Alf=45.0000(Degree)Xmass=26.9803(m)Ymass=8.8628(m)Gmass(活荷折減)=870.2593(851.5003)(t)Eex=0.0000Eey=0.0000Ratx=1.0000Raty=1.0000Ratx1=1.0000Raty1=1.0000薄弱層地震剪力放大系數(shù)=1.00RJX1=5.6000E+06(kN/m)RJY1=5.6000E+06(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=7.7696E+05(kN/m)RJY3=7.7800E+05(kN/m)RJZ3=0.0000E+00(kN/m)X方向最小剛度比:1.0000(第4層第1塔)Y方向最小剛度比:1.0000(第4層第1塔)=============================================================結(jié)構(gòu)整體抗傾覆驗算結(jié)果=============================================================抗傾覆力矩Mr傾覆力矩Mov比值Mr/Mov零應(yīng)力區(qū)(%)X風(fēng)荷載1297369.11891.8685.780.00Y風(fēng)荷載378718.46379.959.360.00X地震1266222.828176.244.940.00Y地震369626.328435.813.000.00======================================================================結(jié)構(gòu)舒適性驗算結(jié)果(僅當(dāng)滿足規(guī)范適用條件時結(jié)果有效)=============================================================按高鋼規(guī)計算X向順風(fēng)向頂點最大加速度(m/s2)=0.017按高鋼規(guī)計算X向橫風(fēng)向頂點最大加速度(m/s2)=0.003按荷載規(guī)范計算X向順風(fēng)向頂點最大加速度(m/s2)=0.015按荷載規(guī)范計算X向橫風(fēng)向頂點最大加速度(m/s2)=0.003按高鋼規(guī)計算Y向順風(fēng)向頂點最大加速度(m/s2)=0.051按高鋼規(guī)計算Y向橫風(fēng)向頂點最大加速度(m/s2)=0.003按荷載規(guī)范計算Y向順風(fēng)向頂點最大加速度(m/s2)=0.048按荷載規(guī)范計算Y向橫風(fēng)向頂點最大加速度(m/s2)=0.037=========================================================結(jié)構(gòu)整體穩(wěn)定驗算結(jié)果=========================================================層號X向剛度Y向剛度層高上部重量X剛重比Y剛重比10.689E+060.697E+065.8064854.49.9550.5520.865E+060.886E+063.6046434.67.0768.6830.877E+060.894E+063.6028476.110.89113.0040.777E+060.778E+063.6010518.265.93266.28該結(jié)構(gòu)剛重比Di*Hi/Gi大于10,能夠通過高規(guī)(5.4.4)的整體穩(wěn)定驗算該結(jié)構(gòu)剛重比Di*Hi/Gi大于20,可以不考慮重力二階效應(yīng)*********************************************************************樓層抗剪承載力、及承載力比值*********************************************************************Ratio_Bu:表示本層與上一層的承載力之比層號塔號X向承載力Y向承載力Ratio_Bu:X,Y410.6043E+040.6244E+041.001.00310.8011E+040.8362E+041.331.34210.9746E+040.1012E+051.221.21110.8359E+040.8824E+040.860.87X方向最小樓層抗剪承載力之比:0.86層號:1塔號:1Y方向最小樓層抗剪承載力之比:0.87層號:1塔號:110.2SATWE-位移////////////////////////////////////////////////////////////////////|公司名稱:||SATWE位移輸出文件||文件名稱:WDISP.OUT||工程名稱:泰州市萬事達商貿(mào)有限責(zé)任公司辦公樓設(shè)計人:王婷婷|工程代號:校核人:日期:2012/6/1|////////////////////////////////////////////////////////////////////所有位移的單位為毫米Floor:層號Tower:塔號Jmax:最大位移對應(yīng)的節(jié)點號JmaxD:最大層間位移對應(yīng)的節(jié)點號Max-(Z):節(jié)點的最大豎向位移h:層高Max-(X)，Max-(Y):X,Y方向的節(jié)點最大位移Ave-(X)，Ave-(Y):X,Y方向的層平均位移Max-Dx，Max-Dy:X,Y方向的最大層間位移Ave-Dx，Ave-Dy:X,Y方向的平均層間位移Ratio-(X),Ratio-(Y):最大位移與層平均位移的比值Ratio-Dx,Ratio-Dy:最大層間位移與平均層間位移的比值Max-Dx/h，Max-Dy/h:X,Y方向的最大層間位移角DxR/Dx,DyR/Dy:X,Y方向的有害位移角占總位移角的百分比例Ratio_AX,Ratio_AY:本層位移角與上層位移角的1.3倍及上三層平均位移角的1.2倍的比值的大者X-Disp，Y-Disp，Z-Disp:節(jié)點X,Y,Z方向的位移===工況1===X方向地震作用下的樓層最大位移FloorTowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DMax-Dx/hDxR/DxRatio_AX412319.259.173600.2310.880.871/4113.99.9%1.00311748.408.343600.1741.821.801/1982.45.6%1.59211176.626.573600.1172.642.621/1361.15.5%1.6411603.993.965800.603.993.961/1179.99.9%1.43X方向最大值層間位移角:1/1179.(第1層第1塔)===工況2===Y方向風(fēng)荷載作用下的樓層最大位移FloorTowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY412769.119.113600.2760.870.871/4116.99.9%1.00312238.278.273600.2151.781.781/2020.44.9%1.57211666.526.523600.1622.582.581/1394.17.0%1.62111093.953.955800.1093.953.951/1191.99.9%1.44Y方向最大層間位移角:1/1191.(第1層第1塔)===工況3===X方向風(fēng)荷載作用下的樓層最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX412310.600.601.003600.2830.060.061.001/9999.81.2%1.00311740.540.541.003600.1740.110.111.001/9999.43.8%1.39211170.430.431.003600.1170.160.161.001/9999.23.0%1.5411600.260.261.005800.600.260.261.001/9999.99.9%1.48X方向最大層間位移角:1/9999.(第4層第1塔)X方向最大位移與層平均位移的比值:1.00(第4層第1塔)X方向最大層間位移與平均層間位移的比值:1.00(第3層第1塔)===工況4===Y方向地震作用規(guī)定水平力下的樓層最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-Dy412769.229.221.003600.2680.880.881.00312198.348.341.003600.2031.791.791.00211666.556.551.003600.1662.592.591.00111053.953.951.005800.1053.953.951.00Y方向最大位移與層平均位移的比值:1.00(第4層第1塔)Y方向最大層間位移與平均層間位移的比值:1.00(第4層第1塔)===工況5===豎向恒載作用下的樓層最大位移FloorTowerJmaxMax-(Z)41278-0.3231176-0.6721119-0.761162-0.60===工況6===豎向活載作用下的樓層最大位移FloorTowerJmaxMax-(Z)41266-0.2731209-0.2721152-0.231195-0.1510.3SATWE-配筋、驗算第1層配筋、驗算======================================================================柱配筋和驗算輸出======================================================================N-C=1(1)B*H(mm)=500*500Cover=20(mm)Cx=1.00Cy=1.00Lc=5.80(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱角柱矩形截面(29)Nu=-869.Uc=0.243Rs=0.89(%)Rsv=0.40(%)Asc=380.1(18)N=-536.Mx=-18.My=16.Asxt=1091.(18)N=-536.Mx=-18.My=16.Asyt=785.(18)N=-536.Mx=17.My=8.Asxb=1091.(18)N=-536.Mx=17.My=8.Asyb=785.(1)N=-793.Vx=7.Vy=20.Ts=0.Asvx=88.Asvx0=0.(1)N=-793.Vx=7.Vy=20.Ts=0.Asvy=88.Asvy0=0.抗剪承載力:CB_XF=133.1CB_YF=164.8(29)N=-584.Vjx=-373.Asvjx=96.(31)N=-585.Vjy=-501.Asvjy=96.N-C=2(1)B*H(mm)=500*500Cover=20(mm)Cx=1.00Cy=1.00Lc=5.80(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-1145.Uc=0.320Rs=0.75(%)Rsv=0.43(%)Asc=201.0(35)N=-980.Mx=-249.My=-12.Asxt=670.Asxt0=413.(33)N=-715.Mx=-81.My=168.Asyt=670.Asyt0=179.(35)N=-980.Mx=-290.My=-16.Asxb=670.Asxb0=631.(33)N=-715.Mx=-49.My=221.Asyb=670.Asyb0=467.(1)N=-1133.Vx=0.Vy=24.Ts=0.Asvx=95.Asvx0=0.(1)N=-1133.Vx=0.Vy=24.Ts=0.Asvy=95.Asvy0=0.抗剪承載力:CB_XF=144.4CB_YF=147.9(29)N=-713.Vjx=-547.Asvjx=96.(31)N=-809.Vjy=-562.Asvjy=96.N-C=3(1)B*H(mm)=500*500Cover=20(mm)Cx=1.00Cy=1.00Lc=5.80(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-1133.Uc=0.317Rs=0.75(%)Rsv=0.43(%)Asc=201.0(35)N=-969.Mx=-244.My=-11.Asxt=670.Asxt0=393.(32)N=-708.Mx=-62.My=-165.Asyt=670.Asyt0=172.(35)N=-969.Mx=-282.My=-15.Asxb=670.Asxb0=598.(32)N=-708.Mx=-23.My=-220.Asyb=670.Asyb0=467.(1)N=-1125.Vx=0.Vy=24.Ts=0.Asvx=95.Asvx0=0.(1)N=-1125.Vx=0.Vy=24.Ts=0.Asvy=95.Asvy0=0.抗剪承載力:CB_XF=143.8CB_YF=147.3(28)N=-720.Vjx=531.Asvjx=96.(31)N=-802.Vjy=-548.Asvjy=96.N-C=4(1)B*H(mm)=500*500Cover=20(mm)Cx=1.00Cy=1.00Lc=5.80(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-1128.Uc=0.316Rs=0.75(%)Rsv=0.43(%)Asc=201.0(35)N=-964.Mx=-239.My=-11.Asxt=670.Asxt0=368.(32)N=-709.Mx=-64.My=-165.Asyt=670.Asyt0=174.(35)N=-964.Mx=-274.My=-15.Asxb=670.Asxb0=560.(32)N=-709.Mx=-25.My=-220.Asyb=670.Asyb0=468.(1)N=-1125.Vx=0.Vy=24.Ts=0.Asvx=95.Asvx0=0.(1)N=-1125.Vx=0.Vy=24.Ts=0.Asvy=95.Asvy0=0.抗剪承載力:CB_XF=143.9CB_YF=147.4(29)N=-711.Vjx=-532.Asvjx=96.(31)N=-799.Vjy=-535.Asvjy=96.N-C=5(1)B*H(mm)=500*500Cover=20(mm)Cx=1.00Cy=1.00Lc=5.80(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-1124.Uc=0.314Rs=0.75(%)Rsv=0.43(%)Asc=201.0(35)N=-960.Mx=-233.My=-11.Asxt=670.Asxt0=343.(32)N=-709.Mx=-66.My=-165.Asyt=670.Asyt0=173.(35)N=-960.Mx=-267.My=-15.Asxb=670.Asxb0=522.(32)N=-709.Mx=-28.My=-220.Asyb=670.Asyb0=467.(1)N=-1126.Vx=0.Vy=24.Ts=0.Asvx=95.Asvx0=0.(1)N=-1126.Vx=0.Vy=24.Ts=0.Asvy=95.Asvy0=0.抗剪承載力:CB_XF=143.9CB_YF=147.4(29)N=-713.Vjx=-532.Asvjx=96.(31)N=-797.Vjy=-523.Asvjy=96.=============================================================梁配筋和驗算輸出=============================================================N-B=1(I=57,J=61)(1)B*H(mm)=250*500Lb=3.90Cover=20Nfb=3Rcb=30.0Fy=360.Fyv=270.調(diào)幅系數(shù)：0.85扭矩折減系數(shù)：0.40剛度系數(shù)：1.50梁屬性：混凝土梁框架梁調(diào)幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-157.-103.-58.-19.0.-4.-44.-92.-148.LoadCase(29)(29)(33)(33)(0)(32)(32)(28)(28)TopAst789.497.272.250.0.250.250.441.742.%Steel0.690.430.240.200.000.200.200.390.65+M(kNm)114.101.86.66.34.48.66.80.92.LoadCase(32)(32)(28)(28)(1)(29)(29)(33)(33)BtmAst573.486.412.309.250.250.314.382.462.%Steel0.500.420.360.270.200.200.270.330.40Shear122.105.92.78.-66.-82.-96.-109.-126.LoadCase(29)(29)(29)(29)(28)(28)(28)(28)(28)Asv34.34.34.34.34.34.34.34.34.Rsv0.140.140.140.140.140.140.140.140.14Tmax/Shear(1)=0.2/-64.Astt=0.Astv=34.5Ast1=0.0非加密區(qū)箍筋面積(1.5H處)Asvm=34.N-B=2(I=61,J=65)(1)B*H(mm)=250*500Lb=3.90Cover=20Nfb=3Rcb=30.0Fy=360.Fyv=270.調(diào)幅系數(shù)：0.85扭矩折減系數(shù)：0.40剛度系數(shù)：1.50梁屬性：混凝土梁框架梁調(diào)幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-139.-89.-46.-10.0.-11.-47.-90.-140.LoadCase(29)(29)(33)(33)(0)(32)(32)(28)(28)TopAst700.424.250.250.0.250.250.428.704.%Steel0.610.370.200.200.000.200.200.370.62+M(kNm)82.74.63.48.33.49.65.76.84.LoadCase(32)(32)(28)(28)(0)(29)(29)(33)(33)BtmAst413.351.298.250.250.250.305.358.421.%Steel0.360.310.260.200.200.200.270.310.37Shear115.98.86.72.56.-71.-86.-98.-115.LoadCase(29)(29)(29)(29)(29)(28)(28)(28)(28)Asv34.34.34.34.34.34.34.34.34.Rsv0.140.140.140.140.140.140.140.140.14Tmax/Shear(1)=0.0/62.Astt=0.Astv=34.5Ast1=0.0非加密區(qū)箍筋面積(1.5H處)Asvm=34.第2層配筋、驗算=============================================================柱配筋和驗算輸出=============================================================N-C=1(1)B*H(mm)=500*500Cover=20(mm)Cx=1.25Cy=1.25Lc=3.60(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱角柱矩形截面(29)Nu=-603.Uc=0.169Rs=0.86(%)Rsv=0.40(%)Asc=314.2(32)N=-324.Mx=-61.My=-60.Asxt=873.(32)N=-324.Mx=-61.My=-60.Asyt=826.(32)N=-324.Mx=-18.My=-42.Asxb=873.(32)N=-324.Mx=-18.My=-42.Asyb=826.(1)N=-576.Vx=10.Vy=26.Ts=0.Asvx=88.Asvx0=0.(1)N=-576.Vx=10.Vy=26.Ts=0.Asvy=88.Asvy0=0.抗剪承載力:CB_XF=164.5CB_YF=175.9(29)N=-357.Vjx=-264.Asvjx=96.(31)N=-359.Vjy=-375.Asvjy=96.N-C=2(1)B*H(mm)=500*500Cover=20(mm)Cx=1.25Cy=1.25Lc=3.60(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-804.Uc=0.225Rs=0.75(%)Rsv=0.40(%)Asc=201.0(35)N=-685.Mx=-208.My=-8.Asxt=670.Asxt0=425.(33)N=-589.Mx=-69.My=138.Asyt=670.Asyt0=149.(35)N=-685.Mx=-131.My=-6.Asxb=670.Asxb0=16.(33)N=-589.Mx=-23.My=123.Asyb=670.Asyb0=67.(1)N=-818.Vx=1.Vy=32.Ts=0.Asvx=88.Asvx0=0.(1)N=-818.Vx=1.Vy=32.Ts=0.Asvy=88.Asvy0=0.抗剪承載力:CB_XF=168.3CB_YF=173.9(29)N=-450.Vjx=-388.Asvjx=96.(31)N=-493.Vjy=-431.Asvjy=96.N-C=3(1)B*H(mm)=500*500Cover=20(mm)Cx=1.25Cy=1.25Lc=3.60(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-797.Uc=0.223Rs=0.75(%)Rsv=0.40(%)Asc=201.0(35)N=-678.Mx=-204.My=-9.Asxt=670.Asxt0=412.(33)N=-587.Mx=-70.My=135.Asyt=670.Asyt0=136.(35)N=-678.Mx=-129.My=-8.Asxb=670.Asxb0=7.(33)N=-587.Mx=-24.My=116.Asyb=670.Asyb0=34.(1)N=-813.Vx=0.Vy=32.Ts=0.Asvx=88.Asvx0=0.(1)N=-813.Vx=0.Vy=32.Ts=0.Asvy=88.Asvy0=0.抗剪承載力:CB_XF=167.7CB_YF=173.3(28)N=-450.Vjx=381.Asvjx=96.(31)N=-487.Vjy=-422.Asvjy=96.N-C=4(1)B*H(mm)=500*500Cover=20(mm)Cx=1.25Cy=1.25Lc=3.60(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-794.Uc=0.222Rs=0.75(%)Rsv=0.40(%)Asc=201.0(35)N=-676.Mx=-200.My=-9.Asxt=670.Asxt0=393.(33)N=-588.Mx=-72.My=135.Asyt=670.Asyt0=135.(1)N=-812.Mx=-33.My=0.Asxb=670.Asxb0=0.(33)N=-588.Mx=-25.My=117.Asyb=670.Asyb0=35.(1)N=-812.Vx=0.Vy=32.Ts=0.Asvx=88.Asvx0=0.(1)N=-812.Vx=0.Vy=32.Ts=0.Asvy=88.Asvy0=0.抗剪承載力:CB_XF=167.7CB_YF=173.3(29)N=-446.Vjx=-380.Asvjx=96.(31)N=-486.Vjy=-413.Asvjy=96.N-C=5(1)B*H(mm)=500*500Cover=20(mm)Cx=1.25Cy=1.25Lc=3.60(m)Nfc=3Rcc=30.0Fy=360.Fyv=270.RLIVEC=0.85混凝土柱矩形截面(31)Nu=-792.Uc=0.222Rs=0.75(%)Rsv=0.40(%)Asc=201.0(35)N=-673.Mx=-196.My=-9.Asxt=670.Asxt0=375.(33)N=-590.Mx=-74.My=135.Asyt=670.Asyt0=134.(1)N=-813.Mx=-33.My=0.Asxb=670.Asxb0=0.(33)N=-590.Mx=-27.My=117.Asyb=670.Asyb0=33.(1)N=-813.Vx=0.Vy=32.Ts=0.Asvx=88.Asvx0=0.(1)N=-813.Vx=0.Vy=32.Ts=0.Asvy=88.Asvy0=0.抗剪承載力:CB_XF=167.7CB_YF=173.3(29)N=-447.Vjx=-380.Asvjx=96.(31)N=-485.Vjy=-405.Asvjy=96.=============================================================梁配筋和驗算輸出=============================================================N-B=1(I=114,J=118)(1)B*H(mm)=250*500Lb=3.90Cover=20Nfb=3Rcb=30.0Fy=360.Fyv=270.調(diào)幅系數(shù)：0.85扭矩折減系數(shù)：0.40剛度系數(shù)：1.50梁屬性：混凝土梁框架梁調(diào)幅梁-I--1--2--3--4--5--6--7--J--M(kNm)-117.-72.-36.-6.0.0.-29.-67.-112.LoadCase(29)(29)(33)(33)(0)(0)(32)(28)(28)TopAst589.343.250.250.0.0.250.314.563.%Steel0.520.300.200.200.000.000.200.270.49+M(kNm)70.67.62.51.33.42.52.57.59.LoadCase(32)(32)(28)(28)(1)(29)(29)(33)(33)BtmAst352.315.291.250.250.250.250.266.313.%Steel0.310.280.250.200.200.200.200.230.25Shear102.87.74.60.-45.-61.-76.-88.-104.LoadCase(29)(29)(29)(29)(28)(28)(28)(28)(28)Asv34.34.34.34.3434.34.34.34.Rsv