11#厂房桁架(下层)结构计算书

11#「房桁架（下层）结构计算书TOC\o"1-5"\h\z\o"CurrentDocument".设计依据 3\o"CurrentDocument".计算软件信息 3\o"CurrentDocument".结构计算简图 3\o"CurrentDocument".结构基本信息 3\o"CurrentDocument".荷载与效应组合 6\o"CurrentDocument".各エ况荷载表 6\o"CurrentDocument".荷载效应组合表 7\o"CurrentDocument".地震计算信息 7\o"CurrentDocument".左地震 7\o"CurrentDocument".右地震 8\o"CurrentDocument"ハ.内力计算结果 9\o"CurrentDocument".单エ况内力 9\o"CurrentDocument"十.构件设计结果 13H'•荷载与计算结果简图 134\o"CurrentDocument".应カ比图 138\o"CurrentDocument".内力图 139一.设计依据《建筑结构荷载规范》(GB50009-2012);《建筑抗震设计规范》(GB50011-2010);《钢结构设计规范》(GB50017-2003);二.计算软件信息本工程计算软件为PKPM钢结构设计软件(10版V4.1-2017年9月12日)。计算日期为2018年7月22日17时15分29秒。三,结构计算简图图1-1结构简图四.结构计算信息结构类型:单层钢结构厂房设计规范: 按《钢结构设计规范》计算结构重要性系数：1.00TOC\o"1-5"\h\z节点总数: 36柱数: 67梁数: 〇支座约束数:2标准截面总数:6活荷载计算信息:考虑活荷载不利布置风荷载计算信息:不计算风荷载钢材:Q345梁柱自重计算信息:柱梁自重都计算恒我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:1.00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:I/400钢梁（活）容许挠跨比:1/500柱顶容许水平位移/柱高:1/500地震影响系数取值依据:10抗规（2016修订版）特征周期（s）:0.35水平地震影响系数最大值amax:0.08地震作用计算:计算水平地震作用计算振型数:3地震烈度:7.00场地土类别:II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:0.050按GB50011-2010地震效应增大系数:1.050五.结构基本信息节点坐标节点号XY节点号XY10.002.0021.172.0032.702.0044.222.0055.752.0067.282.0078.802.00810.322.00911.852.001013.382.001114.902.001216.422.001317.952.001419.482.001521.002.001622.522.001723.702.00180.004.00节点号XY节点号XY191.174.00202.704.00214.224.00225.754.00237.284.00248.804.002510.324.002611.854.002713.384.002814.904.002916.424.003017.954.003119.484.003221.004.003322.524.003423.704.00350.000.003623.700.00柱关联号柱号节点I节点n柱号节点I节点n135123617312423534645756867978108911910121011131112141213151314161415171516181617191182018192111922219233192419202532026202127321284212952130212231522322223335233462335723362324377243824253972540825419254225264392644262745927461027471127482728

柱号节点I节点n柱号节点I节点n491128502829511129521229531329542930551330563031571331581431591531603132611532623233631533641633651733661734673334梁关联号「梁号「节点I[节点n 「梁号'[节点I 「节点n]柱节点偏心（m）节点号柱偏心值节点号柱偏心值节点号柱偏心值10.00020.00030.00040.00050.00060.00070.00080.00090.000100.000110.000120.000130.000140.000150.000160.000170.000180.000190.000200.000210.000220.000230.000240.000250.000260.000270.000280.000290.000300.000310.000320.000330.000340.000350.000360.000标准截面信息截面号截面信息1国标宽、窄翼缘H型钢:HM544X3002等边角钢背对背组合「r：L250x20肢间距:〇3等边角钢背对背组合"！r：L140x10肢间距:。4等边角钢背对背组合」「:L140X12

截面号截面信息肢间距:05等边角钢背对背组合「「:L90X10肢间距:06焊接组合H形截面：H*Bi*B2*Tw*T1*T2=5OO*300*300*14*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面布置角度16两端钱接026两端钱接032两端刚接042两端刚接052两端刚接062两端刚接072两端刚接082两端刚接092两端刚接0102两端刚接0112两端刚接0122两端刚接0132两端刚接0142两端刚接0152两端刚接0162两端刚接0172两端刚接0182两端刚接0194两端刚接0206两端刚接0214两端刚接0225两端刚接0234两端刚接0246两端刚接0254两端刚接0266两端刚接0274两端刚接0285两端刚接0294两端刚接0

柱号标准截面号约束信息截面布置角度306两端刚接0314两端刚接0326两端刚接0334两端刚接0345两端刚接0354两端刚接0366两端刚接0374两端刚接0386两端刚接0394两端刚接0405两端刚接0414两端刚接0426两端刚接0434两端刚接0446两端刚接0454两端刚接0465两端刚接0474两端刚接0486两端刚接0494两端刚接0506两端刚接0514两端刚接0525两端刚接0534两端刚接0546两端刚接0555两端刚接0566两端刚接0574两端刚接0585两端刚接0594两端刚接0606两端刚接0615两端刚接0626两端刚接0634两端刚接0645两端刚接0654两端刚接0

柱号标准截面号约束信息截面布置角度664两端刚接0676两端刚接0梁布置截面号,约束信息梁号 「 标准截面号 ] 约束信息截面特性截面号Xc(mm)Yc(mm)lx(cm4)ly(cm4)A(cm2)1150.0272.076400.06760.0148.02250.069.211558.720853.0194.130.00.00.00.00.04140.039.01207.42196.465.0590.025.9257.2487.534.36150.0250.068200.67210.7161.5截面特性截面号ix(cm)iy(cm)Wlx(cm3)W2x(cm3)Wly(cm3)W2y(cm3)122.76.72810.02810.0450.0450.027.710.41920.0639.3834.1834.130.00.00.00.00.00.044.35.8309.2119.6156.9156.952.73.899.140.154.254.2620.56.72728.02728.0480.7480.7六.荷载与效应组合.各工况荷载表节点荷载ェ况节点号弯矩垂直カ水平カ恒荷载180.0016.000.00190.0032.000.00200.0032.000.00210.0032.000.00220.0032.000.00

ェ况节点号弯矩垂直カ水平カ230.0032.000.00240.0032.000.00250.0032.000.00260.0032.000.00270.0032.000.00280.0032.000.00290.0032.000.00300.0032.000.00310.0032.000.00320.0032.000.00330.0032.000.00340.0016.000.00活荷载180.0042.000.00190.0042.000.00200.0042.000.00210.0042.000.00220.0042.000.00230.0042.000.00240.0042.000.00250.0042.000.00260.0042.000.00270.0042.000.00280.0042.000.00290.0042.000.00300.0042.000.00310.0042.000.00320.0042.000.00330.0042.000.00340.0042.000.00柱荷载ェ况柱号荷载类型荷载值荷载参数1荷载参数2-一-一一—梁荷载

ェ况连续数荷载个数荷载类型荷载低1荷我参数1荷载值2荷载参数2————————.荷载效应组合表(1)柱子内力的基本组合柱内力基本组合(1)1.35恒+0.98活1(2)1.35恒+0.98活2(3)1.35恒+0.98活3(4)1.35恒+0.98活4(5)1.2恒+1.4活1(6)1.2恒+1.4活2(7)1.2恒+1.4活3(8)1.2恒+1.4活4(9)1.0恒+1.4活1(10)1.0恒+1.4活2(11)1.0恒+1.4活3(12)1.0恒+1.4活4(13)1.2恒+1.4左风1(14)1.2恒+1.4右风1(15)1.2恒+1.4左风2(16)1.2恒+1.4右风2(17)1.0恒+1.4左风1(18)1.0恒+1.4右风1(19)1.0恒+1.4左风2(20)1.0恒+1.4右风2(21)1.2恒+1.4活1+0.84左风!(22)1.2恒+1.4活1+0.84右风1(23)1.2恒+1.4活1+0.84左风2(24)1.2恒+1.4活1+0.84右风2(25)1.2恒+1.4活2+0.84左风1(26)1.2恒+1.4活2+0.84右风!(27)1.2恒+1.4活2+0.84左风2(28)1.2恒+1.4活2+0.84右风2(29)1.2恒+1.4活3+0.84左风!(30)1.2恒+1.4活3+0.84右风!(31)1.2恒+1.4活3+0.84左风2(32)1.2恒+1.4活3+0.84右风2(33)1.2恒+1.4活4+0.84左风1(34)1.2恒+1.4活4+0.84右风1(35)1.2恒+1.4活4+0.84左风2(36)1.2恒+1.4活4+0.84右风2(37)1.0恒+1.4活1+0.84左风!(38)1.0恒+1.4活1+0.84右风1(39)1.0恒+1.4活1+0.84左风2(40)1.0恒+1.4活1+0.84右风2(41)1.0恒+1.4活2+0.84左风!(42)1.0恒+1.4活2+0.84右风1(43)1.0恒+1.4活2+0.84左风2(44)1.0恒+1.4活2+0.84右风2(45)1.0恒+1.4活3+0.84左风!(46)1.0恒+1.4活3+0.84右风1(47)1.0恒+1.4活3+0.84左风2(48)1.0恒+1.4活3+0.84右风2(49)1.0恒+1.4活4+0.84左风1(50)1.0恒+1.4活4+0.84右风!(51)1.0恒+1.4活4+0.84左风2(52)1.0恒+1.4活4+0.84右风2(53)1.2恒+0.98活1+1.4左风1(54)1.2恒+0.98活1+1.4右风1(55)1.2恒+0.98活1+1.4左风2(56)1.2恒+0.98活1+1.4右风2(57)1.2恒+0.98活2+1.4左风1(58)1.2恒+0.98活2+1.4右风!

柱内力基本组合(59)1.2恒+0.98活2+1.4左风2(60)1.2恒+0.98活2+1.4右风2(61)1.2恒+0.98活3+1.4左风1(62)1.2恒+0.98活3+1.4右风1(63)1.2恒+0.98活3+1.4左风2(64)1.2恒+0.98活3+1.4右风2(65)1.2恒+0.98活4+1.4左风1(66)1.2恒+0.98活4+1.4右风!(67)1.2恒+0.98活4+1.4左风2(68)1.2恒+0.98活4+1.4右风2(69)1.0恒+0.98活1+1.4左风1(70)1.0恒+0.98活1+1.4右风!(71)1.0恒+0.98活1+1.4左风2(72)1.0恒+0.98活1+1.4右风2(73)1.0恒+0.98活2+1.4左风1(74)1.0恒+0.98活2+1.4右风!(75)1.0恒+0.98活2+1.4左风2(76)1.0恒+0.98活2+1.4右风2(77)1.0恒+0.98活3+1.4左风1(78)1.0恒+0.98活3+1.4右风!(79)1.0恒+0.98活3+1.4左风2(80)1.0恒+0.98活3+1.4右风2(81)1.0恒+0.98活4+1.4左风1(82)1.0恒+0.98活4+1.4右风1(83)1.0恒+0.98活4+1.4左风2(84)1.0恒+0.98活4+1.4右风2(85)1.2恒+0.6活1+1.3左地震(86)1.2恒+0.6活1+1.3右地震(87)1.2恒+0.6活2+1.3左地震(88)1.2恒+0.6活2+1.3右地震(89)1.2恒+0.6活3+1.3左地震(90)1.2恒+0.6活3+1.3右地震(91)1.2恒+0.6活4+1.3左地震(92)1.2恒+0.6活4+1.3右地震(93)1.0恒+0.5活1+1.3左地震(94)1.0恒+0.5活1+1.3右地震(95)1.0恒+0.5活2+1.3左地震(96)1.0恒+0.5活2+1.3右地震(97)1.0恒+0.5活3+1.3左地震(98)1.0恒+0.5活3+1.3右地震(99)1.0恒+0.5活4+1.3左地震(100)1.0恒+0.5活4+1.3右地震⑵梁内力的组合值I 梁内力组合七.地震计算信息.左地震地震カ计算质量集中信息质量集中节点号质量重量(KN)13.91922.79234.94143.11254.941

质量集中节点号质帚重帚(KN)63.11274.94183.11294.941103.112114.941123.112134.652143.112154.652162.792173.9191838.5061956.8582055.9332157.1842255.9332357.1842455.9332557.1842655.9332757.1842855.9332957.1843055.6443157.1843255.6443356.8583438.506水平地震标准值作用底层剪カ: 11.386底层最小地震剪力(抗震规范5.2.5条)：11.891各质点地震カ调整系数: 1.044地震カ调整后剪重比: 0.012周期(已乘折减系数)周期(s)

振型号周期(s)16.31520.04230.021.右地震地震カ计算质量集中信息质量集中节点号质量重最(KN)13.91922.79234.94143.11254.94163.11274.94183.11294.941103.112114.941123.112134.652143.112154.652162.792173.9191838.5061956.8582055.9332157.1842255.9332357.1842455.9332557.1842655.9332757.1842855.933质量集中节点号质帚重帚（KN）2957.1843055.6443157.1843255.6443356.8583438.506水平地震标准值作用底层剪カ: 11.386底层最小地震剪力（抗震规范5.2.5条）：11.891各质点地震カ调整系数: 1.044地震カ调整后剪重比: 0.012周期（已乘折减系数）振型号周期⑹16.31520.04230.021八.内力计算结果1.单エ况内力柱内力ェ况单元I端N(kN)!端V(kN)I端M(kN.m)I!端N(kN)I!端V(kN)II端M(kN.m)恒荷载1318.8-0.1-0.1-315.80.1-0.22318.10.10.1-315.0-0.10.23-168.78.85.9168.7-6.73.24-169.63.5-2.3169.6-0.75.55-522.45.20.4522.4-2.45.46-523.12.6-4.7523.10.26.67-758.74.1-2.6758.7-1.36.68-759.11.8-6.3759.11.06.89-876.82.9-4.9876.8-0.17.210-876.90.9-7.1876.91.96.311-876.61.9-6.3876.60.97.1ェ况单元I端N(kN)!端V(kN)!端M(kN.m)II端N(kN)I!端V(kN)I!端M(kN.m)12-876.5-0.2-7.2876.53.04.813-758.51.1-6.8758.51.76.314-758.2-1.0-6.7758.23.73.115-522.71.0-5.6522.71.84.916-522.1-2.0-5.5522.14.70.417-169.50.3-4.2169.52.52.618-168.6-6.9-3.4168.69.0-5.91929.0-3.7-3.7-27.83.7-3.8203.711.83.8-3.7-10.09.021323.3-1.6-2.1-322.12.3-2.4223.1-0.9-0.9-2.50.9-0.823-301.3-1.7-1.5302.50.8-1.624353.816.9-4.2-353.8-14.628.22517.9-3.2-3.1-16.63.2-3.326356.9-0.7-25.0-356.93.122.127272.4-0.6-1.3-271.21.5-1.328-0.2-0.6-0.60.80.6-0.629-205.1-1.3-0.9206.30.4-1.230648.614.9-18.9-648.6-12.640.03116.6-2.1-2.1-15.42.1-2.232650.7-4.0-37.8-650.76.329.933178.1-0.2-1.0-176.81.2-0.734-0.5-0.4-0.41.10.4-0.435-108.2-0.9-0.3109.5-0.0-0.836825.613.4-28.0-825.6-11.146.73715.4-1.1-1.0-14.21.1-1.138826.7-6.7-45.6-826.79.133.53983.10.1-0.6-81.90.8-0.240-0.7-0.1-0.11.40.1-0.141-12.0-0.50.213.2-0.4-0.342884.711.4-32.9-884.7-9.148.64315.00.00.0-13.8-0.00.044884.7-9.1-48.6-884.711.432.945-12.50.5-0.213.80.40.3ェ况单元I端N(kN)!端V(kN)!端M(kN.m)II端N(kN)I!端V(kN)I!端M(kN.m)46-0.70.10.11.3-0.10.14783.5-0.10.6-82.3-0.80.248826.19.0-33.6-826.1-6.745.54915.01.11.0-13.8-1.11.150825.0-11.5-46.6-825.013.927.351-108.20.90.3109.50.00.852-0.80.40.41.4-0.40.453181.50.21.1-180.3-1.20.754648.18.3-29.2-648.1-6.040.15512.50.50.5-11.8-0.50.556647.6-14.2-40.5-647.616.517.257-204.01.41.0205.2-0.41.3580.10.60.60.5-0.60.659276.50.61.4-275.3-1.61.460354.06.0-20.4-354.0-3.727.86113.40.70.7-12.8-0.70.762353.3-15.5-28.6-353.317.83.263-300.61.81.6301.9-0.81.7644.40.90.9-3.8-0.90.865323.21.62.1-321.9-2.32.46628.23.73.7-27.0-3.73.8673.7-9.2-8.1-3.711.0-3.8左地震1-1.56.36.31.5-6.36.321.56.36.3-1.5-6.36.33-8.3-4.8-5.38.34.8-0.34-8.10.10.38.1-0.1-0.15-6.00.10.16.0-0.10.16-5.9-0.0-0.15.90.0-0.07-3.7-0.0-0.03.70.00.08-3.6-0.0-0.03.60.0-0.09-1.3-0.0-0.01.30.00.010-1.2-0.0-0.01.20.0-0.0111.1-0.0-0.0-1.10.0-0.0121.1-0.00.0-1.10.0-0.0ェ况单元I端N(kN)!端V(kN)!端M(kN.m)II端N(kN)I!端V(kN)I!端M(kN.m)133.4-0.0-0.0-3.40.0-0.0143.60.00.0-3.6-0.0-0.0155.9-0.0-0.0-5.90.0-0.1165.90.10.1-5.9-0.10.1178.00.1-0.1-8.0-0.10.3188.2-4.8-0.3-8.24.8-5.3191.3-0.4-0.5-1.30.4-0.3200.71.30.3-0.7-1.31.2212.5-0.3-0.4-2.50.3-0.222-5.00.00.05.0-0.00.0231.30.00.0-1.3-0.0-0.0242.3-0.6-1.0-2.30.60.1250.50.00.0-0.5-0.00.0262.9-0.0-0.2-2.90.00.127-2.00.00.02.0-0.00.0280.10.00.0-0.1-0.00.0291.80.00.0-1.8-0.00.0301.4-0.0-0.1-1.40.00.1310.10.00.0-0.1-0.00.0322.10.0-0.1-2.1-0.00.133-1.90.00.01.9-0.00.0340.00.00.0-0.0-0.00.0351.80.00.0-1.8-0.00.0360.4-0.1-0.1-0.40.10.0370.00.00.0-0.0-0.00.0381.2-0.0-0.1-1.20.00.039-1.90.00.01.9-0.00.0400.00.00.0-0.0-0.00.0411.80.00.0-1.8-0.00.042-0.3-0.0-0.10.30.0-0.043-0.00.00.00.0-0.00.0440.4-0.0-0.0-0.40.0-0.045-1.80.00.01.8-0.00.046-0.00.00.00.0-0.00.0ェ况单元I端N(kN)!端V(kN)!端M(kN.m)II端N(kN)I!端V(kN)I!端M(kN.m)471.90.00.0-1.9-0.00.048-1.2-0.00.01.20.0-0.149-0.00.00.00.0-0.00.050-0.5-0.10.00.50.1-0.151-1.80.00.01.8-0.00.052-0.00.00.00.0-0.00.0531.90.00.0-1.9-0.00.054-2.00.00.12.0-0.0-0.155-0.00.00.00.0-0.00.056-1.3-0.00.11.30.0-0.157-1.80.00.01.8-0.00.058-0.10.00.00.1-0.00.0591.90.00.0-1.9-0.00.060-2.9-0.10.12.90.1-0.261-0.40.00.00.4-0.00.062-2.2-0.50.22.20.5-1.063-1.40.00.01.4-0.0-0.0645.00.00.0-5.0-0.00.065-2.5-0.3-0.42.50.3-0.266-1.2-0.4-0.51.20.4-0.367-0.91.21.20.9-1.20.3右地震11.5-6.3-6.3-1.56.3-6.32-1.5-6.3-6.31.56.3-6.338.34.85.3-8.3-4.80.348.1-0.1-0.3-8.10.10.156.0-0.1-0.1-6.00.1-0.165.90.00.1-5.9-0.00.073.70.00.0-3.7-0.0-0.083.60.00.0-3.6-0.00.091.30.00.0-1.3-0.0-0.0101.20.00.0-1.2-0.00.011-1.10.00.01.1-0.00.012-1.10.0-0.01.1-0.00.013-3.40.00.03.4-0.00.0ェ况单元I端N(kN)!端V(kN)!端M(kN.m)II端N(kN)I!端V(kN)I!端M(kN.m)14-3.6-0.0-0.03.60.00.015-5.90.00.05.9-0.00.116-5.9-0.1-0.15.90.1-0.117-8.0-0.10.18.00.1-0.318-8.24.80.38.2-4.85.319-1.30.40.51.3-0.40.320-0.7-1.3-0.30.71.3-1.221-2.50.30.42.5-0.30.2225.0-0.0-0.0-5.00.0-0.023-1.3-0.0-0.01.30.00.024-2.30.61.02.3-0.6-0.125-0.5-0.0-0.00.50.0-0.026-2.90.00.22.9-0.0-0.1272.0-0.0-0.0-2.00.0-0.028-0.1-0.0-0.00.10.0-0.029-1.8-0.0-0.01.80.0-0.030-1.40.00.11.4-0.0-0.131-0.1-0.0-0.00.10.0-0.032-2.1-0.00.12.10.0-0.1331.9-0.0-0.0-1.90.0-0.034-0.0-0.0-0.00.00.0-0.035-1.8-0.0-0.01.80.0-0.036-0.40.10.10.4-0.1-0.037-0.0-0.0-0.00.00.0-0.038-1.20.00.11.2-0.0-0.0391.9-0.0-0.0-1.90.0-0.040-0.0-0.0-0.00.00.0-0.041-1.8-0.0-0.01.80.0-0.0420