柱脚节点计算

1柱脚节点计算1、Z1柱脚mb59.0ml95.02/6.9mmNfcc0.1c取最不利组合Z1（Mmax）：`2.203mkNMkNN27.141柱脚底板计算cccfmmNmmNblMblN222332max/6.9/54.295.059.0102.203695.059.01027.1416cccfmmNmmblMblN222332max/6.9/04.295.059.0102.203695.059.01027.1416○1○2区段内底板下平均反力2minmax/39.2224.254.22mmN②区按相邻边支承板：mma2752mmb116242.027511622ab查表得047.0NaM849527539.2047.022222mmfMt7.15205849566满足要求取,30mmt③区段内底板下平均反力2minmax/45.1285.004.22mmN③区按三边支承板：mma1782mmb2002124.117820022ab查表得118.0NaM1260717846.3115.02222mmfMt01.162951260766满足要求取,30mmt柱脚锚栓计算受压区长度mmx48027.437.437.4950底板形心轴至受压合力线的距离mma31534802950锚拴轴线至受压合力线的距离mmy6903480100950锚拴受力为KNyNaMNt25.68069031592.36100.4813采用4个M45的锚拴，Nt=182.8*4=731.2KN满足要求2、Z2柱脚3mb57.0ml95.02/6.9mmNfcc0.1c取最不利组合Z2（Mmax）：mkNM9.418kNN82.954柱脚底板计算cccfmmNmmblMblN222332max/6.9/64.695.057.0109.418695.057.01082.9546cccfmmNmmblMblN222332max/6.9/12.395.057.0109.418695.057.01082.9546○1○2区段内底板下平均反力2minmax/62.5264.659.42mmN○1区按相邻边支承板：mma2652mmb1312494.026513122ab查表得060.0NaM2368026562.5060.02222mmfMt9.212952368066满足要求取,30mmt③区按三边支承板：mma1782mmb2002124.117820022ab查表得118.0NaM2047717862.5115.02222mmfMt4.202952047766满足要求取,30mmt4柱脚锚栓计算受压区长度mmx30464.612.312.3950底板形心轴至受压合力线的距离mma37433042950锚拴轴线至受压合力线的距离mmy7493304100950锚拴受力为KNyNaMNt56.8969037482.954109.4183采用4个M36的锚拴，Nt=114.3*3=342.9KN满足要求3、Z3柱脚mb4.0ml756.02/6.9mmNfcc0.1c取最不利组合（Mmax）：kNN36.1138mkNM24.1048柱脚底板计算KNN14422.1/24.10482/36.1138223/6.9/77.4756400101442mmNmmNblNc○1区段内底板下平均反力52/77.4mmN按两边支承板：mma2852mmb14325.028514322ab查表得06.0mmNaM*2324628577.406.02222mmfMt7.212952324666满足要求取,30mmt柱脚锚栓计算取最不利组合：kNN14.92mkNM60.545锚拴受力为KNNt7.5002/14.922.1/60.545采用8个M33的锚拴，Nt=97.1*8=776.8KN满足要求4、Z4柱脚mb4.0ml966.02/6.9mmNfcc0.1c取最不利组合（Mmax）：kNN46.2846mkNM3.1988柱脚底板计算KNN1.30802.1/3.19882/46.2846223/6.9/97.796640010.3080mmNmmNblNc○1区段内底板下平均反力2/97.7mmN按两边支承板：mma2852mmb14325.028514322ab查表得06.06mmNaM*3884228597.706.02222mmfMt1.282953884266满足要求取,40mmt柱脚锚栓计算取最不利组合：kNN29.58mkNM67.923锚拴受力为KNNt87.7982/29.582.1/67.923采用10个M36的锚拴，Nt=114.3*10=1143KN满足要求5、KFZ柱脚mb3.0ml65.02/6.9mmNfcc0.1ckNN83.32max柱脚底板计算223max/10/122.06503001083.32mmNmmblN○1区按三边支承板：mma2952mmb150251.029015022ab查表得062.0NaM658295122.0062.02222mmfMt658.329565866满足要求取,24mmt