地基沉降计算

柱下条形基础：计算公式见GBJ7-89《建筑地基基础设计规范》第8.2.6条。ηbηdfkηbηdbdfk＜50kPa0120004.41.41.8fk≥50kPa01.1γγ0f1.2f01.117.517297.24356.68801.20.151.40.31.60.52.22334.4ZJ1bc825600000hc30302400BLaia'GAMpmaxpminpi5.433.2251.30.825630.42317.51175395.981230.7548218.135227.733ΣNiΣMip3300100224.4449AlftRl≥Flb'l'h'6000001.13960009518432.32.150.25h0fyAs8503101669.751含水比αw≤0.8　红粘土其中：pmax=ΣNi/A+6ΣMi/BL2抗冲切验算：Fl≤Rl=0.6Alft强度计算：As=M/0.9fyh0其中（2l'+2h')0.5=l'+h'=地基承载力设计值：f=fk+ηbγ（b-3)+ηdγ0（d-0.5)强风化的岩石，可参照风化成的相应土类取值。Sr为土的饱和度，Sr≤0.5,稍湿；0.5＜Sr≤0.8,很湿；Sr＞0.8,饱和。e或IL≥0.85的粘性土人工填土、e≥0.85或Sr＞0.5的粉土淤泥、淤泥质土e及IL均小于0.85的粘性土、e＜0.85及Sr≤0.5的粉土含水比αw＞0.8　基础粉砂、细砂（不包括很湿与饱和时的稍状）中砂、粗砂、砾砂、碎石土柱断面尺寸：M=ai2(2L+a')(pmax+pj-2G/A)/12梯形面积：S=(2l'+2h')0.5h=bc3030637500hc8252550LBaia'GAMpmaxpminpi3.2255.431.30.5630.42317.51175613.119229.7569219.133225.474ΣNiΣMip330050224.4449AlftRl≥Flb'l'h'6375001.14207503503872.152.30.25h0fyAs8503102585.364ZJ2bc520637500hc8002550BLaia'GAMpmaxpminpi3.53.31.250.52415.811.55501.062312.0668279.414300.405ΣNiΣMip3000110295.7403AlftRl≥Flb'l'h'6375001.14207502439862.52.30.25h0fyAs8503102112.85bc800687500hc5202750LBaia'GAMpmaxpminpi3.33.51.250.8415.811.55535.543302.037289.444297.267抗冲切验算：Fl≤Rl=0.6Alft强度计算：As=M/0.9fyh0柱断面尺寸：梯形面积：S=(2l'+2h')0.5h=其中（2l'+2h')0.5=l'+h'=柱断面尺寸：梯形面积：S=(2l'+2h')0.5h=其中（2l'+2h')0.5=l'+h'=其中：pmax=ΣNi/A+6ΣMi/BL2抗冲切验算：Fl≤Rl=0.6Alft柱断面尺寸：梯形面积：S=(2l'+2h')0.5h=其中（2l'+2h')0.5=l'+h'=其中：pmax=ΣNi/A+6ΣMi/BL2强度计算：As=M/0.9fyh0ΣNiΣMip300040295.7403AlftRl≥Flb'l'h'6875001.14537502587732.32.50.25h0fyAs8503102258.245ZJ2bc630570000hc9602280BLaia'GAMpmaxpminpi3.363.031.20.63366.50910.1808422.715303.6607279.105294.891ΣNiΣMip260070291.3827AlftRl≥Flb'l'h'5700001.13762002207222.362.030.25h0fyAs8503101782.481bc960652500hc6302610LBaia'GAMpmaxpminpi3.033.361.20.96366.50910.1808477.217297.2178285.548292.596ΣNiΣMip260030291.3827AlftRl≥Flb'l'h'6525001.14306502447612.032.360.25其中：pmax=ΣNi/A+6ΣMi/BL2抗冲切验算：Fl≤Rl=0.6Alft其中（2l'+2h')0.5=l'+h'=强度计算：As=M/0.9fyh0柱断面尺寸：梯形面积：S=(2l'+2h')0.5h=其中（2l'+2h')0.5=l'+h'=柱断面尺寸：梯形面积：S=(2l'+2h')0.5h=其中：pmax=ΣNi/A+6ΣMi/BL2抗冲切验算：Fl≤Rl=0.6Alft其中：pmax=ΣNi/A+6ΣMi/BL2抗冲切验算：Fl≤Rl=0.6Alft强度计算：As=M/0.9fyh0h0fyAs8503102012.301强度计算：As=M/0.9fyh0土层编号（ZK1）土层号土层名称土层厚度(m)ψs1填土层1PokPa2淤泥层3αi3粘土5zi4淤泥层2EsiMpa5粉质粘土3smm6粘土0.3b=1.4地基沉降计算表计算位置ZK1土层号z/bψsPoαiziαi-1zi-1Esi△si10.7142861.4270.243313.22.87422.8571431.4270.178440.243311.214.81436.4285711.4270.117190.178443.523.654447.8571431.4270.1036110.117191.651.96335101.4270.088140.1036113.520.9923610.214291.4270.086814.30.088143.520.099246.612土层编号（ZK7）土层号土层名称土层厚度(m)ψs1填土层1PokPa2淤泥层6.4αi3砾砂1.2zi4粘土7.1EsiMpa5砾砂2.1smm6粘土0.3b=1.4地基沉降计算表计算位置ZK7土层号z/bψsPoαiziαi-1zi-1Esi△si10.7142861.4270.243313.22.87425.2857141.4270.1327.40.243311.223.10536.1428571.4270.12068.60.1327.470.3259s=ψs∑Po(ziαi-zi-1αi-1)/Esi土层的物理力学参数引自《珠海市晋益木业有限公司厂区岩土工程勘察报告》s=2∑△si地基沉降计算1.计算公式《建筑地基基础设计规范》(GBJ7-89)5.2.5411.214291.4270.081315.70.12068.63.522.5692512.714291.4270.075517.80.081315.770.3644612.928571.4270.073918.10.075517.83.52-0.06857.749土层编号（ZK10）土层号土层名称土层厚度(m)ψs1填土层1.9PokPa2淤泥层2αi3粘土15zi4粘土0.3EsiMpa50smm60b=1.4地基沉降计算表计算位置ZK10土层号z/bψsPoαiziαi-1zi-1Esi△si11.3571431.4270.22211.93.24.984822.7857141.4270.17843.90.22211.91.28.6238313.51.4270.07118.90.17843.93.526.9387413.714291.4270.070519.20.07118.93.520.1256513.71429027019.20.070519.270613.71429027019.2019.23.52041.346土层编号（ZK14）土层号土层名称土层厚度(m)ψs1填土层2.4PokPa2淤泥层3αi3粘土15zi4粘土0.3EsiMpa50smm60b=1.4地基沉降计算表计算位置ZK14土层号z/bψsPoαiziαi-1zi-1Esi△si11.7142861.4270.21082.43.25.976223.8571431.4270.15545.40.21082.41.210.497314.571431.4270.067720.40.15545.43.525.8195414.785711.4270.067320.70.067720.43.520.1292s=2∑△sis=2∑△si514.78571027020.70.067320.770614.78571027020.7020.73.52044.844s=2∑△si柱下条形基础：计算公式见GBJ7-89《建筑地基基础设计规范》第8.2.6条。地基承载力设计值：f=fk+ηbγ（b-3)+ηdγ0（d-0.5)ηbηdfkηbηdbd淤泥、淤泥质土fk＜50kPa019801.11.41.2fk≥50kPa01.1γγ0f1.2f人工填土、e≥0.85或Sr＞0.5的粉土01.117.517.5111.475133.77e或IL≥0.85的粘性土红粘土含水比αw＞0.8　01.2含水比αw≤0.8　0.151.4e及IL均小于0.85的粘性土、0.31.6e＜0.85及Sr≤0.5的粉土0.52.223中砂、粗砂、砾砂、碎石土34.4强风化的岩石，可参照风化成的相应土类取值。Sr为土的饱和度，Sr≤0.5,稍湿；0.5＜Sr≤0.8,很湿；Sr＞0.8,饱和。bc240hc600BLaia'GAMpmaxpminpi1.46.250.50.242108.7514.87306118.9845-12.9371.873.其中：pmax=ΣNi/A+6ΣMi/BL2ΣNiΣMiepPm254134.660.29021653.02857120.78强度计算：As=M/0.9fyh0h0fyAs(mm2)250210314.77381)Z1下屋盖69.3KN女儿墙64.87柱身36基础M=ai2(2L+a')(pmax+pj-2G/A)/12柱断面尺寸：1.地基强度计算粉砂、细砂（不包括很湿与饱和时的稍状）2.基础底板强度计算3.基础肋梁计算在基础肋梁中的弯矩主要由柱传下来的荷载产生。柱传入（4.1*1.5+0.2*0.5*25）*6.25*1.20.4*0.5*25*6*1.2部分墙体15.4合计185.57地基净反力185.57/6.2529.6912弯矩29.69*6.252/10115.9813剪力29.69*6.25*0.592.7853.2Z2下屋盖0女儿墙83.04柱身28.8部分墙体29.5合计141.34地基净反力141.34/817.6675弯矩29.69*82/10113.072剪力29.69*8*0.570.674.1*2.5*6.25*0.25*0.8*1.2柱传入（4.1*1.5+0.2*0.5*25）*8*1.20.4*0.4*25*6*1.24.1*3*8*0.25*1.2柱传入