化学锚栓计算书 VIP免费

化学锚栓计算书一、拉弯作用下，单根锚栓最大拉力设计值12iMyNny0（5.2.2-1）形心点取锚栓中心y1=0.240mV=45kNM=45×0.25=11.25kN▪mN=44kN224411.250.24840.0840.245.5-17.6<012hsdiMyNNny（5.2.2-2）不满足公式5.2.2-1/1/2hsdiNLMyNy（5.2.2-3）=2224424011.25100048024802320216014.6kN二、部分锚栓受拉，群锚受拉区总拉力设计值（按6根锚栓受拉，2根锚栓受剪）gsdsiNN（5.2.3-1）//1/hsisdiNNyy（5.2.3-2）2sN=14.6×320/480=9.73kN3sN=14.6×160/480=4.86kNgsdN=14.6×2+9.73×2+4.86×2=58.38kN三、混凝土锥体破坏受拉承载力设计值,,Rc,/RdcRkcNNNγ(6.1.3-1)根据表4.3.10按非结构构件考虑Rc,Nγ=1.8对于开裂混凝土,混凝土标号C60,hef=180mm01.5,,7.0RkccukefNfh（6.1.3-3）=127.6kN,0,,,,,0,cNRkcRkcsNreNecNcNANNA（6.1.3-2）0,cNA=2,crNs（6.1.4）0,cNA=660×660=435600mm2,cNA=11,22,0.50.5crNcrNCSSCSS(6.1.5-4)1S=220mm,2S=320mm1C=,crNC=330,1.5crNChef=1.5×220=330mm=(330+220+330)(330+320+330)=880×980=862400mm2,0,cNcNAA=1.98,sN=0.7+0.3,crNCC（6.1.6）,sN=1C=,crNC,reN=0.5+200efh(6.1.7),reN=0.5+220/200>1,,reN=1,ecN=,112/NcrNes(6.1.8)Ne=53.33mm,ecN=11253.33/660=0.86,RkcN=127.6×1.98×0.86=217.3kN重要性系数0=1.1（4.3.3）,RdcN=217.3/1.8=120.7kN>1.1×58.38kN=64.2kN四、混凝土边缘破坏受剪承载力(4锚栓受剪),,,/RdcRkcRcVVV（6.1.18-1）,0,,,,,,,0,cvRdcRkcsvhvvrevecvcvAVVA（6.1.18-2）对于开裂混凝土01.5,,11.35RkcefcukVdhfc（6.1.19-1）C60,hef=180mm，1c=270=0.10.51/efhc（6.1.19-3）=0.10.21/dc（6.1.19-4）=0.10.5180/270=0.082=0.10.220/270=0.0590,RkcV=1.35×0.0820.0591.520180600.95270=78.53kN0,cvA=4.521c=328050,cvA=（1.51c+2s+2c）hh=300>1.5×180=270取h=2702c=1.51c=4052s=220,cvA=270×(405+220+405)=278100,0,cvcvAA=278100/328050=0.85,sv=0.7+0.3211.5cc(6.1.19),sv=1,hv=0.511.5/ch,hv=1,v=1,rev=1.2,ecv=1112/3vecve=0,RdcV=78.53×1.2×0.85=80.1kN非结构构件,RcV=1.5重要性系数0=1.1（4.3.3）,RdcV=80.1/1.5=53.4>1.1×45=49.5kN