刚接柱脚锚栓计算

红色为输入值绿色为计算值黑色为结果值底板长宽底板尺寸基础砼C30基础内力设计值L=h+2l1+2l2L=850mmfc=11.9N/mm^2M=116.06B=b+2b1+2b2B=850mmβc=1√Ab/AlN=27.157lt=70mmV=11.631L/6141.6666667mmQ235锚栓抗拉强度设计值L/6+lt/3165mmfta140N/mm^2偏心距e4273.667931mmE（钢材弹性模量）206000N/mm^2E钢材/E砼n6.866666667E（砼弹性模量）30000N/mm^2受拉侧锚栓总有效面积Aea2928mm2锚栓个数a6刚接柱脚设计3(e-L/2)11546.00379mm锚栓直径39mm6nAea/B(e+L/2-lt)656909.2655mm锚栓有效面积976mm^2L-lt780mm锚栓抗拉承载力设计值136.6KN公式1变量xn计算单变量求值xn“工具”-单变量求值-4.03523E-05182.8759912当e＞L/6+lt/3σc2.249253144Ta147.6601192βcfc11.9Aea1.054715137当L/6＜e≤L/6+lt/3σc-0.00553428Ta0βcfc11.9当e≤L/6+lt/3σc0.001206002Ta0βcfc11.9底板下混凝土最大受压应力受拉侧锚栓总拉力水平抗剪承载力结果σcTaVfb2.249253144147.660119269.92684768βcfcTa/a（单个锚栓）V11.9049.2200397411.63判断满足满足满足见锚栓选用表xn3+3(e-L/2)xn2-6nAea/B(e+L/2-lt)(L-lt-xn)=0σc=2N(e+L/2-lt)/Bxn(L-lt-xn/3)≤βcfcTa=N(e-L/2+xn/3)/(L-lt-xn/3)orAea=Ta/ftaVfb=0.4(N+Ta)≥Vσc=2N/3B(L/2-e)≤βcfcTa=0Vfb=0.4N≥Vσc=N/LB(1+6e/L)≤βcfcTa=0Vfb=0.4N≥V输出底板板厚tpb≥√6Mimax/f12.1931304mmtpb≥√6Ntalai/((D+2lai)f)39.93840829mm根据支撑边选择Mimax=M1orMimax=M2orMimax=M3orMimax=M4orMimax=M5Mimax5079.641325N.mmQ235板厚16~40mm强度设计值f205N/mm^2单个锚栓所承受拉力Nta136600N锚栓中心到底板支撑边距离lai77mm锚栓直径D39mm对悬臂板M1=σca12/222676.9702N.mm底板悬臂长度a1142mm对三边支撑板和相邻两边支撑板M2=ασca225079.641325N.mm板的自由边长度a2142mm垂直于板自由边的支撑边长度b2150mm输出底板计算b2/a21.056338028根据表8-4选取α0.112对四边支撑板M3=βσca322494.466722N.mm计算区隔内板的短边a3142mm计算区隔内板的长边b3150mmb3/a31.056338028根据表8-5选取β0.055对圆形周边支撑板M4=0.21σcr221732.62689N.mm圆形板半径r214.5mm对两对边支撑板M5=σca52/812936.08743N.mm两对边支撑板的跨度a5214.5mmKN.mKNKN刚接柱脚设计Vfb69.92684768Vfb10.8628Vfb10.8628xn3+3(e-L/2)xn2-6nAea/B(e+L/2-lt)(L-lt-xn)=0σc=2N(e+L/2-lt)/Bxn(L-lt-xn/3)≤βcfcTa=N(e-L/2+xn/3)/(L-lt-xn/3)orAea=Ta/ftaVfb=0.4(N+Ta)≥Vσc=2N/3B(L/2-e)≤βcfcTa=0Vfb=0.4N≥Vσc=N/LB(1+6e/L)≤βcfcTa=0Vfb=0.4N≥V锚栓选用表直径毛截面面积有效面积抗拉承载力设计值Q23516Mn16200.961572228.318254.3419226.934.62031424534.344.122379.9430342.454.524452.1635349.463.527572.26545964.382.630706.556178.510133854.86569497.2125361017.36817114.4147.1391193.985976136.6175.7421384.741121156.9201.8451589.6251306182.8235.1481808.641473206.2265.1522122.641758246.1316.4562461.762030284.2365.46028262362330.7425.2643215.362676374.6481.7683629.843055427.7549.9724069.443460484.4622.8764534.163889544.57008050244344608.2785.5855671.6254948692.7890.6906358.55591782.71006.4957084.6256273878.21129.110078506995979.31259.114.12361163156.6683997轴心压力Nac=Ancf=(2AnFc+Anwc)f弯矩Mnc=Wncf剪力Vnc=AnwcfVWnc=Inc/(0.5Hc)Inc=I0c-2nFPdFctFc3/12-2nFPdFctFc(Hc-tFc)2/2-∑(twcdwca+twcdwcyi2)I0c=IFc+IwcIFc=BctFc(Hc-tFc)2+BctFc3/6Iwc=twc(Hc-2tFc)3HcBcnFPdFctFctwcdwcyiAncAnFc=BctFc-nFPdFctFcAnwc=twchwc-nwPtwcdwchwcnwPffV输入输出=2AnFcf+Anw0fInc=I0c-2nFPdFctFc3/12-2nFPdFctFc(Hc-tFc)2/2-∑(twcdwca+twcdwcyi2)