12m独管拉线塔计算书

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1、12m独管拉线塔计算书河南省信息咨询设计研究有限公司设计人：焦阳2011年3月荷载计算Tξν0.1221.470.76塔身天线hWoμsμzφzβzWkAqAPa50.551.210.251.280.840.00580.00cable100.551.210.811.901.260.00580.0150.550.910.251.280.630.1140.07column100.550.910.811.900.940.1140.112.82.6410120.550.91.0612.051.080.1140.122.83.0212结构选材回转半径r(mm)Ф114x638.2根据《移动通信钢塔桅结

2、构设计规范》中5.2.2条，实腹式桅杆相邻拉线间节点长细比应≤150拉线节点距离L5730，取5mλ=131计算面积A(mm2)初始应力(MPa)弹性模量(Mpa)线膨胀系数SAP降温7X3.0镀锌钢绞线37.151001950000.000011744SAP20003-1-1122:13:01SAP2000v14.0.0-File:12m-3-DView-KN,m,CUnitsSAP20003-2-1110:58:21SAP2000v14.0.0-File:12m-FrameSpanLoads(WIND)(AsDefined)-KN,m,CUnitsSAP20003-2-1110:58:5

3、0SAP2000v14.0.0-File:12m-FrameSpanLoads(SDL)(AsDefined)-KN,m,CUnitsSAP20003-2-1111:00:25-44.0-40.6-37.2-33.8-30.5-27.1-23.7-20.3-16.9-13.5-10.2-6.8-3.40.0SAP2000v14.0.0-File:12m-FrameTemperatures(TP)-KN,m,CUnitsSAP20003-2-1110:57:15SAP2000v14.0.0-File:12m-JointReactions(WIN-DL-TP-SDL)-KN,m,CUnitsSA

4、P20003-2-1110:59:17SAP2000v14.0.0-File:12m-AxialForceDiagram(WIN-DL-TP-SDL)-KN,m,CUnitsSAP20003-2-1110:55:20SAP2000v14.0.0-File:12m-Moment2-2Diagram(WIN-DL-TP-SDL)-KN,m,CUnits构件及基础设计Py(KN)Pz(KN)T合力(KN)N计算面积A(mm2)f(MPa)fg(MPa)拉线基础内力拉线内力拉线承载力满足要求12.6119.2222.9920.6737.15556.3745M(KNm)N(KN)A(mm2)W(mm3

5、)EφxγxNexf(MPa)fg(MPa)钢管内力钢管承载力满足要求6.4733.8742035.75522332060000.3871.15219165.9215N(KN)底板面积A(mmm2)底板所有均布反力(MPa)底板自由边长a(mm)钢板强度f厚度t(mm)《移动通信钢塔桅结构设计规范》规定塔脚杆体基础力431600000.26875282.82155.5底板最小厚度应为16mm基础抗拔验算T(KN)土摩擦角φ纤绳夹角θ主动土压力系数λa被动土压力系数λn土重γo锚板宽L锚板底深H锚板顶深h锚板总压力判断22.9920601.662.42161.12.11.567.1锚板抗拔验算

6、通过22.9920400.941.82161.12.11.557.0锚板抗拔验算通过22.9920601.662.42101.32.11.558.6锚板抗拔验算通过22.9920400.941.82101.42.11.557.7锚板抗拔验算通过拉线锚板基础配筋验算板厚h(mm)混凝土抗拉强度(MPa)钢筋强度底板荷载q地板弯矩M配筋面积A选筋判断2501.2721061.09.241310150钢筋选择合适2501.2721041.210.145310150钢筋选择合适塔身基础配筋验算板厚h(mm)杆体基础力（KN)基础面积A(m2)基础埋深钢筋强度底板荷载q地板弯矩M配筋面积A选筋判断30

7、0431.441.521059.910.830010200钢筋选择合适