土力学计算表1

竖向集中力作用下的地基应力计算地基竖向附加应力系数K0.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000距集中荷载的水平距离r000000001234567891011121314151617181920212223242526272829303132333435363738394041424344454647484950竖向深度z集中荷载大小P竖向附加应力σz0.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000空间问题的地基附加应力(矩形面积)均布角点下的竖向附加应力系数Kc0.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.2500三角形分布零值角点下附加应力系数Kt0.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000附加应力σzc0.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000计算荷载的正负荷载p1均布，2三角形相同矩形个数n分布长度l分布宽度b计算深度z圆形均布荷载作用下的地基应力计算地基竖向附加应力系数Ko0.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000圆形均布荷载分布半径r中心以下深度z均布荷载p竖向附加应力σz0.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000平面问题的地基附加应力中心以下竖向附加应力系数K三角形分布零值角点下附加应力系数K附加应力σzc0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00m=x/bn=z/b计算荷载的正负荷载p1均布，2三角形距中心点(零点)的水平距离x分布宽度b计算深度z1234567891011121314151617181920212223242526侧限压缩粘性土Hoeo孔隙比LgP压缩系数a压缩指数Cc均布矩形荷载角点下的平均附加应力系数（地基沉降计算）1000.9中等压缩性l/bz/b11.21.41.61.822.42.83.23.64510l/bz/b荷载P压缩量se0.100.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.25000.250015020.8621.698970.20.24960.24970.24970.24980.24980.24980.24980.24980.24980.24980.24980.24980.24981.2100100.712.000000.003040.504930.40.24740.24790.24810.24830.24830.24840.24850.24850.24850.24850.24850.24840.24851.4150150.6152.176090.001900.539490.60.24230.24370.24440.24480.24510.24520.24540.24550.24550.24550.24550.24550.24561.6200200.522.301030.001900.760370.80.23460.23720.23870.23950.24000.24030.24070.24080.24090.24090.24100.24100.24101.8250210.5012.397940.000380.196061.00.22520.22910.23130.23260.23350.23400.23460.23490.23510.23520.23520.23530.23532300220.4822.477120.000380.239961.20.21490.21990.22290.22480.22600.22680.22780.22820.22850.22860.22870.22880.22892.4000.000000.000000.000001.40.20430.21020.21400.21640.21800.21910.22040.22110.22150.22170.22180.22200.22212.8000.000000.000000.000001.60.19390.20060.20490.20790.20990.21130.21300.21380.21430.21460.21480.21500.21523.2000.000000.000000.000001.80.18400.19120.19600.19940.20180.20340.20550.20660.20730.20770.20790.20820.20843.62.00.17460.18220.18750.19120.19380.19580.19820.19960.20040.20090.20120.20150.20184规范法计算地基沉降量2.20.16590.17370.17930.18330.18620.18830.19110.19270.19370.19430.19470.19520.19555ΔZ值沉降计算经验系数ψs2.40.15780.16570.17150.17570.17890.18120.18430.18620.18730.18800.18850.18900.189510E附加应力2.54715202.60.15030.15830.16420.16860.17190.17450.17790.17990.18120.18200.18250.18320.1838b(m)b<=228Po>=fsk1.41.310.40.22.80.14330.15140.15740.16190.16540.16800.17170.17390.17530.17630.17690.17770.1784ΔZ(m)0.30.60.81Po<=0.75*fsk110.70.40.23.00.13690.14490.15100.15560.15920.16190.16580.16820.16980.17080.17150.17250.1733上部结构传至基础顶面荷载Fk基底以上土重度γm基础埋深d基础宽度b基础长度l划分矩形个数划分基础宽度b划分基础长度l地基承载力fsk实取计算深度Zn理论计算深度Zn3.20.13100.13900.14500.14970.15330.15620.16020.16280.16450.16570.16640.16750.16853.40.12560.13340.13940.14410.14780.15080.15550.15770.15950.16070.16160.16280.1639100000018020500410.0250.00180.006.526.033.60.12050.12820.13420.13890.14270.14560.15000.15280.15480.15610.15700.15830.1595基底压力p基底附加应力po压缩模量当量值E(Mpa)ψs最终沉降量s3.80.11580.12340.12930.13400.13780.14080.14520.14820.15020.15160.15260.15410.1554100.000100.0003.1901.000197.4504.00.11140.11890.12480.12940.13320.13620.14080.14380.14590.14740.14850.15000.1515分层压缩量计算4.20.10730.11470.12050.12510.12890.13190.13650.13960.14180.14340.14450.14620.14791234567894.40.10350.11070.11640.12100.12480.12790.13250.13570.13790.13960.14070.14250.1444Z(m)l/bz/bαiαi*Ziαi*Zi-αi-1*Zi-1EsiΔs's'4.60.10000.10700.11270.11720.12090.12400.12870.13190.13420.13590.13710.13900.14100.01.600.25000.0004.80.09670.10360.10910.11360.11730.12040.12500.12830.13070.13240.13370.13570.13790.61.60.10.24990.6000.600366016.3916.395.00.09350.10030.10570.11020.11390.11690.12160.12490.12730.12910.13040.13250.13481.21.60.10.24991.2000.600366016.3932.776.00.08050.08660.09160.09570.09910.10210.10670.11010.11260.11460.11610.11850.12162.01.60.20.24981.9980.799366021.8354.607.00.07050.07610.08060.08440.08770.09040.09490.09820.10080.10280.10440.10710.11092.41.60.20.24982.3980.400366010.9265.528.00.06270.06780.07200.07550.07850.08110.08530.08860.09120.09320.09480.09760.10203.61.60.40.24833.5761.177260045.29110.8110.00.05140.05560.05920.06220.06490.06720.07100.07390.07630.07830.07990.08290.08804.41.60.40.24834.3700.795260030.56141.3712.00.04350.04710.05020.05290.05520.05730.06060.06340.06560.06740.06900.07190.07745.21.60.50.24665.1280.758260029.16170.5316.00.03220.03610.03850.04070.04250.04420.04690.04920.05110.05270.05400.05670.06255.61.60.60.24485.4840.355260013.66184.1920.00.02690.02920.03120.03300.03450.03590.03830.04020.04180.04320.04440.04680.05246.51.60.70.24226.3060.822620013.26197.4500.00000.0000.0000.000.0000.00000.0000.0000.000.0000.00000.0000.0000.000.0000.00000.0000.0000.000.0000.00000.0000.0000.000.0000.00000.0000.0000.000.0000.00000.0000.0000.000.0000.00000.0000.0000.000.00地基临塑荷载和塑性荷载计算临塑荷载Zmax=0.25b该公式结果比较适合粘性土，对砂类土其结果偏小。该式由条形均布荷载导出，对于矩形和圆形结果偏于安全。此外推导过程采用弹性力学的解答，对于已出现塑性区的塑性变形阶段，其推导是不严格的。故对于求解地基承载力可取Zmax为0.4倍的基础宽度，对于偏心作用基础可取B/3作为地基承载力基础宽度基底埋深基底以上土重度基底以下土重度内摩擦角粘聚力临塑荷载1/4塑性荷载1/3塑性荷载b(M)d(m)γoγψcKpaKpaKpa31.418182215177.191210.112221.0860.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000地基极限承载力计算1.普朗德尔公式（整体剪切破坏）公式基本假设基础宽度b内摩擦角ψ粘聚力c埋深d基底以下土重γ基底以上土重γo安全系数K承载力c'NcNrNq基本解埋深d=0，土重γ=0,基底光滑322151.418.00018.0003.00084.41416.88赖斯纳补充公式埋深d>0，土重γ=0,基底光滑322151.418.00018.0003.000150.11216.887.82泰勒补充公式埋深d>0，土重γ>0,基底光滑322151.418.00018.0003.000466.39540.0316.8810.117.822.太沙基公式基础形式基础宽度(直径)b基础长度(矩形基础)l内摩擦角ψ粘聚力c埋深d土重γ安全系数K承载力Pu整体破坏(密实地基)局部破坏承载力参数修正局部破坏(松软地基)基底以下基底以上整体破坏(密实地基)局部破坏(松软地基)基底粗糙基底光滑基底粗糙基底光滑基底粗糙基底光滑基底粗糙基底光滑NcNrNqNcNrNq内摩擦角粘聚力NcNrNqNcNrNq条形基础322151.418183223.23194.76114.89101.4220.274.969.1916.884.967.820.2610.0012.921.414.4811.021.443.97方形基础0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00圆形基础0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00矩形基础0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.003.魏西克公式基础形式基础宽度(直径)b基础长度(矩形基础)l偏心距非倾斜荷载内摩擦角ψ粘聚力c埋深d土重γ安全系数K承载力Pu内摩擦角sin(ψ)tan(ψ)魏西克承载力系数形状系数荷载倾斜系数基础埋深修正系数宽度方向长度方向倾斜方向垂直分力水平分力基底以下基底以上ebea0短边,2长边QH弧度NqNcNrSqScSriqicirdqdcdr条形322151.418183238.230.380.370.407.8216.887.131.001.001.001.001.001.001.151.171.00方形0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00圆形0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00矩形0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.004.汉森公式(基底光滑)基础形式基础宽度(直径)b基础长度(矩形基础)l偏心距基底倾斜角度地面倾斜角度非倾斜荷载内摩擦角ψ粘聚力c埋深d土重γ安全系数K承载力Pu基底面积内摩擦角基底倾斜角度地面倾斜角度汉森承载力系数形状系数荷载倾斜系数基础埋深修正系数地面倾斜系数基底倾斜系数宽度方向长度方向垂直分力水平分力基底以下基底以上ebeaηβQHA弧度ηβNqNcNrSqScSriqicirdqdcdrgqgcgrbqbcbr条形322151.418183210.7900.380.000.007.8216.884.131.001.001.001.001.001.001.151.161.001.001.001.001.001.001.00方形0.0000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00圆形0.0000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00矩形0.0000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.005.斯凯普顿公式(饱和软土地基)建筑地基基础 设计 领导形象设计圆作业设计ao工艺污水处理厂设计附属工程施工组织设计清扫机器人结构设计 规范推荐公式承载力系数适用条件基础尺寸基础埋深粘聚力土重度安全系数承载力土的内摩擦角 标准 excel标准偏差excel标准偏差函数exl标准差函数国标检验抽样标准表免费下载红头文件格式标准下载 值ϕkMbMdMcbldcγKPu00013.14饱和软土地基内摩擦角为零0.0020.0301.123.32浅基础d<=2.5b0.0040.0601.253.51矩形基础矩形基础0.0060.101.393.7180.1401.553.93100.1801.734.17120.2301.944.42140.2902.174.69160.3602.435180.4302.725.31200.5103.065.66220.6103.446.04240.80.73.876.45261.10.84.376.9281.414.937.4301.91.25.597.95322.61.46.358.55343.41.67.219.22364.21.88.259.973852.19.4410.8405.82.510.8411.73库仑土压力理论（非粘性土，滑裂面过墙踵）土压力类型墙高土的重度内摩擦角墙背与竖直线的夹角墙后填土倾角土与墙背的外摩擦角土压力系数土压力大小主动/被动hγψαβδKE主动518300000.3375.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00广义库仑理论（主动土压力）中间系数墙高土的重度内摩擦角填土粘聚力墙背与填土间的粘结力墙背与竖直线的夹角墙后填土倾角土与墙背的外摩擦角填土 表 关于同志近三年现实表现材料材料类招标技术评分表图表与交易pdf视力表打印pdf用图表说话 pdf 面均布荷载土压力系数土压力大小hγψcc'αβδqKEKqKok1k2G1G251830000.3375.001.0000.0000.0000.0000.5000.5000.000.000.0000.0000.0000.0000.0000.0000.000.000.0000.0000.0000.0000.0000.0000.000.000.0000.0000.0000.0000.0000.0000.000.000.0000.0000.0000.0000.0000.0000.000.000.0000.0000.0000.0000.0000.0000.000.000.0000.0000.0000.0000.0000.0000.000.000.0000.0000.0000.0000.0000.0000.000.000.0000.0000.0000.0000.0000.0000.000.000.0000.0000.0000.0000.0000.0000.000.000.0000.0000.0000.0000.0000.0000.000.000.0000.0000.0000.0000.0000.000地基规范推荐公式（基于广义库仑理论）计算主动土压力墙高土的重度内摩擦角填土粘聚力墙背倾角墙后填土倾角土与墙背的外摩擦角填土表面均布荷载主动土压力增大系数土压力系数土压力大小hγψcα'βδqΨcKE5183056010.3066.9900.000.0000.000.0000.000.0000.000.0000.000.0000.000.0000.000.0000.000.0000.000.0000.000.0000.000.00饱和粘土层固结与时间关系厚度H平局荷载Po(KPa)孔隙比e1孔隙比e2渗透系数k(cm/a)10120111.8应力分布情况α粘土层中附加应力σz最终沉降量s(m)竖向固结系数Cv压缩系数a(Kpa-1)11200.1801200000.0003第i年的沉降量参数排水第i年时间因素Tv平均固结度Ut沉降量Si(m)单面10.1200.3970.071双面10.4800.7520.1350.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000沉降达到某值所需时间参数排水沉降值s时间因素Tv平均固结度Ut所需时间t单面0.140.5240.7784.37双面0.140.5240.7781.090.0000.0000.000.0000.0000.000.0000.0000.000.0000.0000.00矩形三角形Ur为矩形Ut为三角形或者由下三式得到