单榀框架计算书.docx

单根框架计算书1 .设计依据32 .计算软件信息33 .结构计算简图34 .结构计算信息45 .结构基本信息56 .荷载与效应组合81 .各工况荷载表82 .荷载效应组合表97 .地震计算信息121 .左地震122 .右地震128 .内力计算结果131 .单工况内力139 .节点位移1610 .构件设计结果汇总1811 .构件设计结果2012 .荷载与计算结果简图931.结构简图932.荷载简图953.应力比图994.内力图1025.位移图1236.挠度图1307.计算长度系数图133L设计依据建筑结构荷载规范(GB50009-2012);建筑抗震设计规范(GB50011-2010);钢结构设计标准(GB50017-2017);建筑结构可靠性设计统一标准(GB50068-2018)工程结构通用规范(GB55001-2021)建筑与市政工程抗震通用规范(GB55002-2018)钢结构通用规范(GB55006-2018)2 .计算软件信息本工程计算软件为PKPM钢结构设计软件10版V6.0.0O计算日期为2022年11月2日11时13分37秒。3 .结构计算简图8(y9OWOO)G2OX18X2OOW600×320×18×20-06®W600X250X12X1603®4®5(§)箱500X8000»500X800-0VW55O-4OQ)X25OX1O114811400图1-1结构简图4,结构计算信息结构类型：多层钢结构设计规范：按钢结构设计规范计算结构重要性系数：1.00节点总数：16柱数：10梁数：9支座约束数：2标准截面总数：7荷载分项系数：恒载：1.30活载：1.50风载：1.50地震：1.40吊车：1.50重力荷载分项系数：1.30活荷载计算信息：考虑活荷载不利布置考虑结构使用年限的活荷载调整系数：LOO风荷载计算信息：计算风荷载钢材：Q355梁柱自重计算信息：柱梁自重都计算恒载作用下柱的轴向变形：考虑梁柱自重计算增大系数：1.20梁刚度增大系数：LOO钢结构净截面面积与毛截面面积比：0.85钢柱计算长度系数计算方法：有侧移钢结构阶形柱的计算长度折减系数：0.800程序自动确定允许的长细比钢梁（恒+活）容许挠跨比：1/400钢梁（活）容许挠跨比：1/500柱顶容许水平位移/柱高：1/150地震影响系数取值依据：10抗规（2016修订版）特征周期(三):0.35水平地震影响系数最大值max:0.04地震作用计算：计算水平地震作用计算振型数：3地震烈度：6.00场地土类别：11类附加重量节点数：0设计地震分组：第一组周期折减系数：0.80地震力计算方法：振型分解法结构阻尼比：0.045按GB50011-2010地震效应增大系数：1.050防火设计计算信息：考虑防火设计建筑耐火等级：二级5,结构基本信息节点坐标节点号XY节点号XY12.100.00213.500.003-2.604.5040.004.5054.204.50611.404.50715.604.50818.204.5094.209.001011.409.00110.0014.20124.2014.201311.4014.201415.6014.20152.10-1.701613.50-1.70柱关联号柱号节点I节点II柱号节点I节点111151216231441552662775986109912101013梁关联号梁号节点I节点II梁号节点I节点II1342453564675786910711128121391314柱节点偏心（In）节点号柱偏心值节点号柱偏心值节点号柱偏心值10.00020.00030.00040.00050.00060.00070.00080.00090.000100.000110.000120.000130.000140.000150.000160.000标准截面信息截面号截面信息1箱形截面：B*H*T1*T2=500*500*28*282箱形截面：B*H*Tl*T2=500*800*28*283箱形截面：B*H*Tl*T2=500*800*25*254H形变截面：(HH2)*B1*B2*Tw*Tl*T2=(400550)*250*250*10*16*165H形变截面：(HlH2)*Bl*B2*Tw*Tl*T2=(550400)*250*250*10*16*166焊接组合H形截面：H*B1*B2*Tw*T1*T2=500*320*320*18*20*207焊接组合H形截面：H*B1*B2*Tw*Tl*T2=600*250*250*12*16*16柱布置截面号,约束信息,截面布置角度柱号标准截面号约束信息截而布置角度12两端刚接022两端刚接031两端刚接0柱号标准截面号约束信息截面布置角度41两端刚接051两端刚接061两端刚接071两端刚接081两端刚接091两端刚接0101两端刚接0梁布置截面号,约束信息梁号标准截面号约束信息14两端刚接23两端刚接33两端刚接43两端刚接55两端刚接67两端刚接76两端刚接86两端刚接96两端刚接截面特性截面号Xc(mm)Yc(mm)Ix(cm4)Iy(cm4)A(cm2)1250.0250.0196978.3196978.3528.62250.0400.0609559.5290657.3696.63250.0400.0551302.0263802.1625.04125.0237.549398.14170.4124.35125.0237.549398.14170.4124.36160.0250.088371.110945.0210.87125.0300.086553.34174.8148.2截面号ix(cm)iy(cm)Wlx(cm3)W2x(cm3)Wly(cm3)W2y(cm3)119.319.37879.17879.17879.17879.1229.620.415239.015239.011626.311626.3329.720.513782.513782.510552.110552.1419.95.82079.92079.9333.6333.6截面号ix(cm)iy(cm)Wlx(cm3)W2x(cm3)Wly(cm3)W2y(cm3)519.95.82079.92079.9333.6333.6620.57.23534.83534.8684.1684.1724.25.32885.12885.1334.0334.0防火材料信息序号名称热传导系数(W(m*0C)密度(kgm3)比热(J(kg*oC)类型1防火涂料10.100680.001000.00非膨胀6.荷载与效应组合1 .各工况荷载表节点荷载工况节点号弯矩垂直力水平力一一一一柱荷载工况柱号荷载类型荷载值荷载参数1荷载参数2左风1392.640.000.0069-1.980.000.00712.640.000.00811.980.000.00912.930.000.001012.200.000.00右风139-1.320.000.0069-1.980.000.0071-1.650.000.0081-1.980.000.0091-1.830.000.00101-2.200.000.00梁荷载工况连续数荷载个数-4÷÷.荷载类型荷载值1荷载参数1荷载值2荷载参数2恒荷载11143.000.000.000.00工况连续数÷*÷x.荷载个数-÷4-÷I荷载类型荷载值1荷载参数1荷载值2荷载参数211143.OO0.000.000.0011143.000.000.000.0011143.000.000.000.0011143.000.000.000.0011110.000.000.000.0011117.200.000.000.0011117.200.000.000.0011117.200.000.000.00活荷载11130.100.000.000.0011130.100.000.000.0011130.100.000.000.0011130.100.000.000.0011130.100.000.000.0011110.000.000.000.001119.000.000.000.001119.000.000.000.001119.000.000.000.00左风1111-1.320.000.000.00111-1.320.000.000.00111-1.320.000.000.00111-1.320.000.000.00111-2.200.000.000.00111-2.200.000.000.00111-2.200.000.000.00右风11112.640.000.000.001112.640.000.000.001112.640.000.000.001112.640.000.000.00111-0.730.000.000.00111-0.730.000.000.00111-0.730.000.000.002 .荷载效应组合表(1)柱内力的组合值柱内力的组合(I)L3恒+1.5活1(2)1.3恒+1.5活2(3)1.3恒+1.5活3(4)1.3恒+1.5活4(5)Lo恒+1.5活1(6)LO恒+1.5活2(7)1.0恒+1.5活3(8)1.0恒+1.5活4(9)L3恒+1.5左风1(Io)L3恒+1.5右风1(Il)LO恒+1.5左风1(12)LO恒+1.5右风1(13)1.3恒+1.5活1+0.9左风1(14)L3恒+1.5活1+0.9右风1(15)1.3恒+1.5活2+0.9左风1(16)1.3恒+1.5活2+0.9右风1(17)1.3恒+1.5活3+0.9左风1(18)1.3恒+1.5活3+0.9右风1(19)1.3恒+1.5活4+0.9左风1(20)1.3恒+1.5活4+0.9右风1(21)1.0恒+1.5活1+0.9左风1(22)LO恒+1.5活1+0.9右风1(23)LO恒+1.5活2+0.9左风1(24)1.0恒+1.5活2+0.9右风1(25)1.0恒+1.5活3+0.9左风1(26)1.0恒+L5活3+0.9右风1(27)Lo恒+1.5活4+0.9左风1(28)LO恒+L5活4+0.9右风1(29)L3恒+1.05活1+1.5左风1(30)1.3恒+1.05活1+1.5右风1(31)L3恒+1.05活2+1.5左风1(32)1.3恒+1.05活2+1.5右风1(33)1.3恒+1.05活3+1.5左风1(34)L3恒+1.05活3+1.5右风1(35)L3恒+1.05活4+1.5左风1(36)1.3恒+1.05活4+1.5右风1(37)1.0恒+1.05活1+1.5左风1(38)1.0恒+1.05活1+1.5右风1(39)1.0恒+L05活2+1.5左风1(40)1.0恒+L05活2+1.5右风1(41)1.0恒+1.05活3+1.5左风1(42)1.0恒+1.05活3+1.5右风1(43)1.0恒+1.05活4+1.5左风1(44)1.0恒+1.05活4+1.5右风1(45)1.3恒+0.65活1+1.4左地震(46)1.3恒+0.65活1+1.4右地震(47)1.3恒+0.65活2+1.4左地震(48)1.3恒+0.65活2+1.4右地震(49)1.3恒+0.65活3+1.4左地震(50)1.3恒+0.65活3+1.4右地震(51)1.3恒+0.65活4+1.4左地震(52)1.3恒+0.65活4+1.4右地震(53)1.0恒+0.5活1+1.4左地震(54)Lo恒+0.5活1+L4右地震(55)1.O1fi+O.5活2+1.4左地震(56)1.0恒+0.5活2+1.4右地震(57)1.0恒+0.5活3+1.4左地震(58)1.0恒+0.5活3+1.4右地震(59)1.0恒+0.5活4+1.4左地震(60)1.0恒+0.5活4+1.4右地震(2)梁内力的组合值梁内力组合(1)1.3恒+1.5活1(2)1.3恒+1.5活2(3)1.3恒+1.5活3(4)1.3恒+1.5活4(5)LO恒+1.5活1(6)LO恒+1.5活2梁内力组合(7)1.O恒+1.5活3(8)1.O恒+1.5活4(9)L3恒+1.5左风1(IO)L3恒+L5右风1(II)Lo恒+1.5左风1(12)LO恒+1.5右风1(13)1.3恒+1.5活1+0.9左风1(14)1.3恒+1.5活1+0.9右风1(15)L3恒+1.5活2+0.9左风1(16)L3恒+1.5活2+0.9右风1(17)1.3恒+1.5活3+0.9左风1(18)1.3恒+1.5活3+0.9右风1(19)1.3恒+1.5活4+0.9左风1(20)1.3恒+1.5活4+0.9右风1(21)LO恒+1.5活1+0.9左风1(22)1.0恒+1.5活1+0.9右风1(23)1.0恒+1.5活2+0.9左风1(24)1.O恒+1.5活2+0.9右风1(25)1.O1fi+l.5活3+0.9左风1(26)1.O恒+1.5活3+0.9右风1(27)1.O恒+1.5活4+0.9左风1(28)1.O恒+1.5活4+0.9右风1(29)1.3恒+1.05活1+1.5左风1(30)1.3恒+1.05活1+1.5右风1(31)1.3恒+1.05活2+1.5左风1(32)1.3恒+L05活2+1.5右风1(33)1.3恒+1.05活3+1.5左风1(34)1.3恒+L05活3+1.5右风1(35)1.3恒+L05活4+1.5左风1(36)1.3恒+1.05活4+1.5右风1(37)LO恒+1.05活1+1.5左风1(38)1.O恒+1.05活1+1.5右风1(39)1.O恒+1.05活2+1.5左风1(40)1.O恒+1.05活2+1.5右风1(41)LO恒+1.05活3+1.5左风1(42)1.O恒+1.05活3+1.5右风1(43)1.O恒+1.05活4+1.5左风1(44)1.O恒+L05活4+1.5右风1(45)1.3恒+0.65活1+1.4左地震(46)1.3恒+0.65活1+1.4右地震(47)1.3恒+0.65活2+1.4左地震(48)1.3恒+0.65活2+1.4右地震(49)1.3恒+0.65活3+1.4左地震(50)1.3恒+0.65活3+1.4右地震(51)1.3恒+0.65活4+1.4左地震(52)1.3恒+0.65活4+1.4右地震(53)1.O恒+0.5活1+1.4左地震(54)1.O恒+0.5活1+1.4右地震(55)1.O恒+0.5活2+1.4左地震(56)1.O恒+0.5活2+1.4右地震(57)1.O恒+0.5活3+1.4左地震(58)1.O恒+0.5活3+1.4右地震(59)1.O恒+0.5活4+1.4左地震(60)1.O恒+0.5活4+1.4右地震(3)柱偶然组合值柱偶然组合(I)LO恒+0.5活1(2)1.O恒+0.5活2(3)LO恒+0.5活3(4)1.O恒+0.5活4(5)0.9恒+0.5活1(6)0.9恒+0.5活2(7)0.9恒+0.5活3(8)0.9恒+0.5活4(9)LO恒+0.4左风1(IO)LO恒+0.4右风1(II)0.9恒+0.4左风1(12)0.9恒+0.4右风1(4)梁偶然组合值梁偶然组合(I)LO恒+0.5活1(2)1.0恒+0.5活2(3)1.0恒+0.5活3(4)1.0恒+0.5活4(5)0.9恒+0.5活1(6)0.9恒+0.5活2(7)0.9恒+0.5活3(8)0.9恒+0.5活4(9)LO恒中.4左风1(IO)Lo恒+0.4右风1(Il)0.9恒+0.4左风1(12)0.9恒+0.4右风17.地震计算信息1 .左地震地震力计算质量集中信息质量集中节点号质量重量(KN)130.307230.30731377.2419166.35311395.392水平地震标准值作用底层剪力：58.356底层最小地震剪力(抗震规范5.2.5条)：15.997各质点地震力调整系数：LOOO地震力调整后剪重比：0.029周期(已乘折减系数)振型号周期(三)10.34020.18030.0612 .右地震地震力计算质量集中信息质量集中节点号质量重量(KN)130.307质量集中节点号质量重量(KN)230.30781377.24110166.35314395.392水平地震标准值作用底层剪力：58.356底层最小地震剪力(抗震规范5.2.5条)：15.997各质点地震力调整系数：LoOO地震力调整后剪重比：0.029周期(已乘折减系数)振型号周期(三)10.34020.18030.0618.内力计算结果1.单工况内力柱内力工况单元I端N(kN)I端V(kN)I端M(kN.m)II端N(kN)II端V(kN)II端M(kN.m)恒荷载1795.8-119.5-149.5-784.6119.5-53.72795.8119.5149.5-784.6-119.553.73275.64.723.7-253.2-15.125.44588.19.230.0-565.61.2-10.15588.1-9.2-30.0-565.6-1.210.16275.6-4.7-23.7-253.215.1-25.47239.0-25.6-60.5-216.625.6-54.98239.025.660.5-216.6-25.654.99175.515.710.4-149.6-15.771.410175.5-15.7-10.4-149.615.7-71.4左风11-53.517.235.553.5-17.2-6.222.79.426.9-2.7-9.4-10.83-7.4-4.90.47.4-8.27.74-54.81.85.854.8-1.83.3工况单元I端N(kN)I端V(kN)I端M(kN.m)II端N(kN)II端V(kN)II端M(kN.m)514.32.78.1-14.3-2.75.16-8.7-3.02.78.7-6.86.87-32.825.163.432.8-13.323.08-1.522.360.11.5-13.420.29-22.712.312.922.72.911.710-11.614.316.211.6-2.928.6右风1139.1-10.4-31.7-39.110.414.02-21.5-29.8-60.321.529.89.6312.51.7-4.1-12.54.8-3.6433.2-3.6-9.9-33.23.6-7.95-38.0-1.6-3.238.01.6-5.0616.2-6.0-6.4-16.2-3.91.276.8-17.8-46.1-6.810.4-17.38-18.2-19.5-49.318.210.6-18.49-1.2-10.7-11.81.21.1-18.910-10.1-10.3-10.610.1-1.1-13.2左地震1-35.430.672.735.4-30.6-21.1235.430.672.7-35.4-30.6-21.13-12.81.35.412.8-1.33.74-46.97.716.346.9-7.722.2546.97.716.3-46.9-7.722.2612.81.35.4-12.8-1.33.77-19.813.449.719.8-13.412.6819.813.449.7-19.8-13.412.69-9.211.728.09.2-11.733.2109.211.728.0-9.2-11.733.2右地震135.4-30.6-72.7-35.430.621.12-35.4-30.6-72.735.430.621.1312.8-1.3-5.4-12.81.3-3.7446.9-7.7-16.3-46.97.7-22.25-46.9-7.7-16.346.97.7-22.26-12.8-1.3-5.412.81.3-3.7719.8-13.4-49.7-19.813.4-12.68-19.8-13.4-49.719.813.4-12.699.2-11.7-28.0-9.211.7-33.2工况单元I端N(kN)I端V(kN)I端M(kN.m)II端N(kN)II端V(kN)II端M(kN.m)10-9.2-11.7-28.09.211.7-33.2梁内力工况号单兀号I端N(kN)I端V(kN)I端M(kN.m)II端N(kN)II端V(kN)II端M(kN.m)恒荷载1-0.0-0.0-0.00.0114.8-149.32-120.8108.2123.9120.897.1-100.5393.9176.0171.1-93.9176.0-171.14-120.897.1100.5120.8108.2-123.95-0.0114.8149.30.00.0-0.0641.441.044.5-41.441.0-44.57-0.00.00.00.080.6-169.28-15.769.197.815.769.1-97.890.080.6169.2-0.00.0-0.0左风110.0-0.0-0.0-0.0-3.44.52-4.3-6.7-12.14.31.2-4.53-4.0-17.3-62.24.017.3-62.549.9-4.0-2.7-9.9-1.6-2.35-0.0-3.4-4.50.00.0-0.06-0.9-10.0-35.90.910.0-36.470.00.00.0-0.0-9.219.482.9-13.5-31.0-2.9-2.3-9.29-0.0-9.2-19.40.0-0.0-0.0右风11-0.0-0.00.00.06.9-8.92-0.96.512.50.94.6-8.63-1.417.162.71.4-17.160.64-3.41.6-6.43.49.5-10.15-0.06.98.90.0-0.00.06-0.38.129.10.3-8.129.070.0-0.0-0.0-0.0-3.16.481.11.812.5-1.1-7.119.690.0-3.1-6.4-0.0-0.00.0左地震18.9-0.00.0-8.90.0-0.0212.2-11.5-3.7-12.211.5-45.430.0-20.8-74.8-0.020.8-74.84-12.2-11.5-45.412.211.5-3.7工况号单元号I端N(kN)I端V(kN)I端M(kN.m)II端N(kN)II端V(kN)II端M(kN.m)5-8.90.00.08.9-0.00.060.0-10.6-38.1-0.010.6-38.175.9-0.0-0.0-5.90.0-0.08-0.0-9.2-33.20.09.2-33.29-5.9-0.0-0.05.90.00.0右地震1-8.9-0.00.08.90.00.02-12.211.53.712.2-11.545.430.020.874.8-0.0-20.874.8412.211.545.4-12.2-11.53.758.90.0-0.0-8.9-0.00.060.010.638.1-0.0-10.638.17-5.90.00.05.9-0.00.080.09.233.2-0.0-9.233.295.90.00.0-5.9-0.00.09 .节点位移恒荷载工况下节点位移（mm）节点号X向位移Y向位移1-0.090.0920.090.093-0.012.294-0.010.1950.030.446-0.030.4470.010.1980.012.2990.050.5310-0.050.5311-0.015.9512-0.010.61130.010.61140.015.95活荷载工况下节点位移（Inm）节点号X向位移Y向位移1-0.040.0520.040.053-0.012.424-0.010.3750.010.486-0.010.4870.010.3780.012.4290.030.5210-0.030.5211-0.004.1512-0.000.56130.000.56140.004.15节点侧向（水平向）位移（皿）工况节点节点左风110.0320.0230.2440.2450.2460.2470.2480.2491.19101.19112.26122.26132.25142.25150.00160.00右风11-0.032-0.053-0.284-0.285-0.286-0.287-0.288-0.289-1.0310-1.0311-1.8412-1.8413-1.8414-1.84150.00160.00左地震10.0620.0630.4740.4650.4560.45工况节点节点70.4680.4791.11101.11112.57122.56132.56142.57150.00160.00右地震1-0.062-0.063-0.474-0.465-0.456-0.457-0.468-0.479-1.1110-1.1111-2.5712-2.5613-2.5614-2.57150.00160.0010 .构件设计结果汇总钢柱验算结果柱号应力比剪应力比平面内稳定平面外稳定腹板高厚比翼缘宽厚比平面内长细比平面外长细比质量(kg)状态10.20一0.170.1226.5715.8610.058.32929.7通过20.19-0.160.1226.5715.8610.058.32929.7通过30.08一0.070.0615.8615.8636.8625.732060.8通过40.15一0.140.1115.8615.8636.8925.732060.