xxxxxx塔方案基设计.doc

xxxxxxxxx塔基设计方案根据QT80A塔吊说明书第39张,第69张知:P1 = 547.44KNM = 1709.2KN.MM k=287.9KN.MP1 = 467.44M = 1915KN.MP2 = 35.1KN.M二, 非工作工况一. 工作工况P2 = 36.4KN当塔吊达到固定使用高度时(h=45M), 则基础所承受荷载: 工作工况:P1= 547.44 +10 7.35 = 650.94 (KN)非工作工况:P1= 467.44 +10 7.35 = 543.94 (KN)取基础尺寸 长 宽 高= 6 6 1.6M, 则基础自重G自= 144t = 144.2 KNI. 塔吊工作工况下的验算1. 验算基础底板尺寸（1）基础底的竖向荷载Nd= P1 + G自=620.94+1411.2 = 2032.14 (KN)（2）基础底的弯矩Md =M+P2 h =1709.2+36.4 1.6 =1767.44 （KN.M）636a36 W = = = 36 m3MdW+-NdAMaxMin P = 105.54 KN/m2 01767.4436+-2032.146 6 = = 105.54+7.352Pmax + Pmix2 = = 56.45 KN/m2 160KN/m2综合上述结果，所选基础底板尺寸符合要求。2验算基础高度66.34KN/m2-31.85 KN/m21767.4436620.9436MdWP1AMaxMin+-+-地基静反力 Pj= = = a22a24KQc = KPjA1 = KPjmax - ( + ho)21.52624 = 2.2 66.34 - ( +1.6)2= 507.53 (KN) Qc=0.75RA2 (设砼标号为G5, 则 R=0. 9N/mm2) = 0.75 0.9 (a2 +ho)ho= 0.75 0.9 (1.5+1.6) 1.6 103= 3348 (KN) KQc52.4cm22a4Nd44. 扭转计算4Mn = M摩+M侧 设M侧=0 则EM摩 = n2a4M摩 = u Nd a (u 取0.3)24 = 0.3 2032 14 6 = 1293.3 （KN.mMk = 287.9 (KN.m)即4根砼桩与基础梁相连接与土体产生的摩擦力足以抵抗扭矩，每根桩的直径为80厘米下口直径为1.2米， 12根螺纹20主筋，套筋直径为光圆10，间距15厘米，每根桩的承载力80吨。a2a25. 稳定性计算P1 ( + e) + G自 其中 Md 1767.44 Nd 2032.14= 0.87=e =6262 M= 620.94 ( +0.87) +1411.2 1767.44= 3.75 1.15 (符合要求)II. 塔吊非工作工况下的验算1 验算基础底板尺寸（1）基础底的竖向荷载 Nd = P1 + G自 = 540.94+1411.2KN = 1952.14 (KN)（2）基础底的弯矩 Md = M + P2 h=1915+95.1 1.6 = 2067.16 (KN.m)a62067.161952.14eo = Md/Nd = = 1.06 =162a22Nd3Kb Pmax = (K = - eo = - 1.06 =1.94)2 1952.143 1.94 6= = 111.81 KN/m2 1.2 160 = 192 KN/m2所选基础底板尺寸符合要求2验算基础高度72.45-42.4MaxMin2067.1636+-540.9436MdW+-P1AKN/m2地基静反力 Pj = = = a22a24KQc = KPjA1= KPjmax - ( + ho)21.52624= 2.2 72.45 - ( + 1.6)2=554.28 (KN)Qc = 0.75 R A2 (设砼标号为G5则R =0.9N/mm2) = 0.75 0.9 (a2 +ho)ho 103= 0.75 0.9 (1.5 +1.6) 1.6 103 = 3348 (KN) K Qc 61.3 cm24. 稳定性验算32+ 1.0662+ ca2a24540.94 ( ) + 144.2 2067.16 Rg =P1 ( ) + G自 Md Rg = 2.09 1.15 满足要求综合Error! Reference source n