桩基承载力、天然地基承载力、沉降变形计算

上传人：共*** IP属地：四川上传时间：2023-01-04 格式：XLS 页数：114 大小：1.50MB 积分：20 举报 版权申诉

已阅读5页，还剩109页未读，继续免费阅读

版权说明：本文档由用户提供并上传，收益归属内容提供方，若内容存在侵权，请进行举报或认领

文档简介

天然地基基础承载力、沉降变形计算《建筑地基基础设计规范》GB50007-2011第【5.2.4、5.3.5】条,,,,,,,,,,,,,,,保护密码：qwe,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

一,建筑场地土层、基础参数，地基承载力验算,,,,,,,,,,,,,,,二,基础沉降计算,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

1：,场地信息：,,场地天然地面(绝对标高m)：,,,4.50,室内±0.000相对(绝对标高m)：,,,5.15,场地地下水位面(绝对标高m)：,,,2.50,,1：,沉降计算点位：,,基础形心中点沉降,,,,,,,,,,,,,,附一：表格选项窗口,,,,,,,,"GB50007-2011表5.2.7地基压力扩散角""",,,,,,查表,,,,,,

2：,荷载信息：,,上部结构准永久组合轴力(kN)：,,,280000.0,(kN),<=计算大型筏基沉降时，轴力应扣除地下室的土层补偿重量。调整时控制P0值。,,,,,,,,,应先计算基础中心点沉降，确定沉降变形计算深度，再查看其它点位沉降变形。,,,,,,,,,,,,,,,,基础形心中点沉降,,,,,,,,Es1/Es2,,z/b,,,,z/b,Es1/Es2,,,,,

3：,基础信息：,,基础承台长Lc(m)：,,130.00,基础承台宽Bc(m)：,,50.00,基础埋深(m)：,,1.20,<--,相对±0.000基础埋深,,,2：,沉降变形计算深度：,,《建筑地基基础设计规范》GB50007-2011第5.3.7,,,,,,,,,,,,,,基础边缘Lc中点沉降,,,,,,,,,,0.25,,0.5,,0.28,3.47,,,,,

,,,底位于,第1层,①1-3号土层。承台深度(m)：=,,,0.55,地下水深度(m)：,,2.00,沉降计算深度(m)：,,26.00,,,承台底以下沉降计算深度(m)：,,26.00,（m）,=,,0.025,≤,0.025,,,,,,,,基础边缘Bc中点沉降,,,,,,,,3,,6°,,23°,,8.2,9.12,θ,,,,

4：,地基承载力：,,基础承载力fa：,,《建筑地基基础设计规范》GB50007-2011第【5.2.4】条,,,,,,,,,,,,,,,,,,,,,,,,,,,,基础四周角点沉降,,,,,,,,5,,10°,,25°,,12.0,,,,,,

,,,承载力宽度修正ηb：,,0.00,承载力深度修正ηd：,,1.20,基底下土重度γ：,,16.00,基底上土重度γm：,,16.00,,3：,基底压力值Pk：,,67.1,(kPa),基底土自重应力Pc：,,8.8,(kPa),,,,,,,,,,,,,,,,,10,,20°,,30°,,21.3,,,,,,

,,,,,=,,,,,71.0,(kPa),,,,,,基础底部平均附加压力P0=,,,58.28,(kPa),,,,,,,,,,,,αβγδεζηθλμνξπρστφχψωΨΩ≤≥～°,,,,,,,,注：1：Es1为上层土压缩模量；Es2为下层土压缩模量；,,,,,,,,,,,,

,,,基底压力值Pk：,,《建筑地基基础设计规范》GB50007-2011第【5.2.1、5.2.2】条,,,,,,,,,,,,基础长宽比：,,,2.60,,,,,,,,,,,,,,,,,,,,,2：z/b<0.25时取θ=0°，必要时，宜由试验确定；,,,,,,,,,,,,

,,,,,,Pk=(Fk+Gk)/A=,,67.1,(kPa),<==,合格,,,,,,计算深度以上有限范围变形ΔZ=,,,1.00,(m),,,,,,,,,,,,表5.3.5沉降计算经验系数ψs,,,,,,,,z/b>0.25时θ值不变；,,,,,,,,,,,,

5：,软弱下卧层-地基承载力：,,软弱下卧层验算：,,《建筑地基基础设计规范》GB50007-2011第【5.2.7】条,,,,,,,,,,,4：,沉降计算经验系数ψs：=,,,0.987,《建筑地基基础设计规范》GB50007-2011第5.3.5,,,,,,,,,,,,基底附加压力,,(kPa),,,,,,3：z/b在0.25与0.50之间可插值使用。,,,,,,,,,,,,

,,,指定下卧层：,,④,土层深度(m)：,,14.70,(m),,,,,,,,其中：,沉降计算深度范围内压缩模量的当量值：,,,,,,,,,,,,,,,,,2.5,4.0,7.0,15.0,20.0,,,,,,,,,,,,,,

,,,承载力宽度修正ηb：,,0.00,承载力深度修正ηd：,,1.00,下卧层土重度γ：,,6.90,下卧层上土重度γm：,,9.84,,,=,,,,,,,5.12,(MPa),,,,,,,,P0≥fak,,1.4,1.3,1.0,0.4,0.2,,,,,,,,,,,,,,

,,,下卧层承载力faz：,,=,,,,,199.8,(kPa),,,,,,,,,,,,,,,,,,,,,,P0≤0.75fak,,1.1,1.0,0.7,0.4,0.2,,,,,,,,,,,,,,

,,,下卧层附加压力Pz：,,=,,,,,20.9,(kPa),,,,,,,,,,,,,,,,,,,,,,fak>P0>0.75fak,,1.20,1.10,0.80,0.40,0.20,,,,,,,,,,,,,,

,,,,,,,,,,,,Pcz=,144.7,(kPa),,5：,【基础形心中点沉降】,,最终沉降量：【《建筑地基基础设计规范》GB50007-2011第5.3.5】,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

,,,,,其中：,Es1/Es2=,3.47,z/b=,0.28,,则：,θ=,9.12°,,,,=,,,,,272.7,（mm）,【注】,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

,,,下卧层地基压力：,,,Pz+Pcz=,,165.6,(kPa),<==,合格,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

三,土层参数表格,,23'—G26,土层参数,,,土层设计参数,,,,,基础,基础沉降计算,,,,,,,,计算深度校核,,,,,,,,,,,,过程计算(一)：土、承台的自重应力(kPa),,,,,,,,过程(三),,,,,,,,,,,,

,《建筑地基基础设计规范》GB50007-2011第【5.3.5】条,,,土层编号,土层属性,,土重度,压缩模量,承载力特征值,深度,厚度,埋深,土层自重应力,承台底至压缩层距离,土层深宽比,平均附加应力系数,用分层总和法计算基础沉降,,,,计算深度之上Δz高度土层变形,,,,,,,,,,,,土层深度：,50,承台底：,1.2,±0.00以下承台自重,,,,承台以下压缩层厚,,,,,,,,,,,,

,,,,,,,γ,ESi,fak,ho,Δhi,Hi,σc,Zi,Zi/(0.5*Bc),ai,Zi*ai,Zi*ai-Zi-1*ai-1,△s'i,Σ△s'i,Zn-Δzi,(Zn-Δzi)/(0.5*Bc),aΔz,(Zn-Δzi)*aΔz,△s'n,,,,,,,,土层自重应力(σc),,土层自重应力Pc,,承台底自重应力,,,,,,,过程计算(四)查表D.0.1-2基础平均附加应力系数,,,,,计算深度之上Δz高度基础平均附加应力系数,,,,

,,,,,,,（kN/m3),(MPa),(kPa),(m),(m),(m),(kPa),(m),,,,,（mm）,（mm）,(m),,,,（mm）,,,,,,,,水位上,水位下,水位上,水位下,水位上,水位下,,,(米),,,[α],2*Zi/Bc,,Lc/Bc,,[α],(Zn-Δzi)/(0.5*Bc),,Lc/Bc,

,,,,①1-3,杂填土,,16.00,4.00,70.0,0.00,1.40,0.55,22.40,0.85,0.03,0.2500,0.212,0.212,12.38,12.38,,,,,,,,,,,,,22.40,0.00,8.80,0.00,24,0,,,0.85,,,0.2500,0,0.2,0.2500,0.2498,,,,,

,,,,②1,粉质粘土夹粘质粉土,,18.80,5.83,85.0,1.40,1.10,,38.08,1.95,0.08,0.2499,0.487,0.275,10.99,23.37,,,,,,,,,,,,,11.28,4.40,0.00,0.00,24.00,,,,1.10,,,0.2499,0,0.2,0.2500,0.2498,,,,,

,,,,②3-1,粘质粉土,,18.60,8.27,90.0,2.50,3.60,,69.04,5.55,0.22,0.2497,1.386,0.898,25.32,48.69,,,,,,,,,,,,,0.00,30.96,0.00,0.00,,,,,3.60,,,0.2497,0.2,0.4,0.2498,0.2485,,,,,

,,,,②3-2,砂质粉土,,18.80,9.67,120.0,6.10,8.60,,144.72,14.15,0.57,0.2460,3.480,2.095,50.50,99.19,,,,,,,,,,,,,0.00,75.68,0.00,0.00,下卧层位于土层数：,,,,8.60,,,0.2460,0.4,0.6,0.2485,0.2455,,,,,

,,,,④,淤泥质粘土,,16.90,2.45,60.0,14.70,4.30,,174.39,18.45,0.74,0.2422,4.469,0.988,94.03,193.22,,,,,,,,,,,,,0.00,29.67,0.00,0.00,,,,,4.30,,,0.2422,0.6,0.8,0.2455,0.2408,,,,,

,,,,⑤,粉质粘土,,18.10,3.83,65.0,19.00,4.90,,214.08,23.35,0.93,0.2367,5.528,1.059,64.45,257.67,25.00,1.00,0.2348,5.869,,,,,,,,,0.00,39.69,0.00,0.00,,,,,4.90,,,0.2367,0.8,1,0.2408,0.2348,0.2348,1,1.2,0.2348,0.2280

,,,,⑥,粘质粉土,,19.80,6.77,,23.90,2.65,,240.05,26.00,1.04,0.2334,6.068,0.541,18.62,276.29,26.00,1.04,0.2334,6.068,6.87,,,,,,,,0.00,25.97,0.00,0.00,,,,,2.65,,,0.2334,1,1.2,0.2348,0.2280,0.2334,1,1.2,0.2348,0.2280

,,,,⑦1,砂质粉土,,18.80,9.64,,27.00,,,,,,,,,,,,,,,,,,,,,,,0.00,0.00,0.00,0.00,,,,,0.00,,,,,,,,,,,,

,,,,⑦2,粉砂,,19.10,13.44,,32.00,,,,,,,,,,,,,,,,,,,,,,,0.00,0.00,0.00,0.00,,,,,0.00,,,,,,,,,,,,

,,,,,,,,13.44,,45.41,,,,,,,,,,,,,,,,,,,,,,,0.00,0.00,0.00,0.00,,,,,0.00,,,,,,,,,,,,

,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,0.00,0.00,0.00,0.00,,,,,0.00,,,,,,,,,,,,

,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,240.05,,8.80,,,,,,26,,,,,,,,,,,,

,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,

人人文库> 全部分类> 行业资料 > 机电工程

温馨提示

1. 本站所有资源如无特殊说明，都需要本地电脑安装OFFICE2007和PDF阅读器。图纸软件为CAD,CAXA,PROE,UG,SolidWorks等.压缩文件请下载最新的WinRAR软件解压。
2. 本站的文档不包含任何第三方提供的附件图纸等，如果需要附件，请联系上传者。文件的所有权益归上传用户所有。
3. 本站RAR压缩包中若带图纸，网页内容里面会有图纸预览，若没有图纸预览就没有图纸。
4. 未经权益所有人同意不得将文件中的内容挪作商业或盈利用途。
5. 人人文库网仅提供信息存储空间，仅对用户上传内容的表现方式做保护处理，对用户上传分享的文档内容本身不做任何修改或编辑，并不能对任何下载内容负责。
6. 下载文件中如有侵权或不适当内容，请与我们联系，我们立即纠正。
7. 本站不保证下载资源的准确性、安全性和完整性, 同时也不承担用户因使用这些下载资源对自己和他人造成任何形式的伤害或损失。

桩基承载力、天然地基承载力、沉降变形计算

文档简介

温馨提示

最新文档

评论

桩基承载力、天然地基承载力、沉降变形计算

文档简介

温馨提示

最新文档

评论

相关文档