附件一计算书方案

附件一计算书附件一：计较书目录TOC\o"1-2"\h\z1 理正边坡不变剖析功效 11.1 Ⅰ－Ⅰ剖面 11.2 Ⅱ－Ⅱ剖面 51.3 Ⅲ－Ⅲ剖面 81.4 Ⅳ－Ⅳ剖面 112 Geoslpe计较功效 142.1 Ⅰ-Ⅰ剖面（Ⅰ区） 142.2 剖面Ⅳ－Ⅳ（Ⅱ区） 18理正边坡不变剖析功效Ⅰ－Ⅰ剖面计较项目：Ⅰ－Ⅰ土坡不变（工况1－一般气象形象前提＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法考虑渗入力浸染不考虑边坡外侧静水压力[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.015计较功效:残剩下滑力=-0.942(kN)本块下滑力角度=328.833(度)[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.000计较功效:残剩下滑力=-21.855(kN)本块下滑力角度=328.833(度)计较项目：Ⅰ－Ⅰ土坡不变（工况2－久雨（暴雨）＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法考虑渗入力浸染不考虑边坡外侧静水压力[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:0.851计较功效:残剩下滑力=0.478(kN)本块下滑力角度=328.833(度)[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.000计较功效:残剩下滑力=250.877(kN)本块下滑力角度=328.833(度)计较项目：Ⅰ－Ⅰ加固土坡不变（工况1－一般气象形象前提＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]坡面线段数12坡面线号水平投影(m)竖直投影(m)超载数10.3812.947023.7910.000033.5612.049042.1361.229054.8552.794063.8292.203074.0600.935087.9202.844093.5721.9950103.8131.2330110.4520.3770125.8585.2840[土层信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法不考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数9滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)11.941-1.1740.00023.130-1.1120.00034.056-0.1900.00045.7350.9400.00056.1002.5150.00068.5475.9780.00077.0606.7400.00086.0006.7400.00096.00010.5700.000[筋带信息]采用锚杆锚杆道数:10筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段粘结强高度(m)(m)(m) (度)力(kN) 长度(m)周长(m)度(kPa)13.003.6015.0025.00720.003.000.41400.0024.603.6015.0025.00720.003.000.41400.0036.203.6015.0025.00720.003.000.41400.0047.803.6015.0025.00720.003.000.41400.0059.403.6012.0025.00720.003.000.41400.00611.003.6012.0025.00720.003.000.41400.00712.603.6012.0025.00720.003.000.41400.00814.203.6012.0025.00720.003.000.41400.00915.803.6012.0025.00720.003.000.41400.001017.403.6012.0025.00720.003.000.41400.00[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.640计较功效:残剩下滑力=-6.276(kN)本块下滑力角度=328.833(度)计较项目：Ⅰ－Ⅰ加固土坡(仅考虑锚杆)不变（工况2－久雨（暴雨）＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]坡面线段数12坡面线号水平投影(m)竖直投影(m)超载数10.3812.947023.7910.000033.5612.049042.1361.229054.8552.794063.8292.203074.0600.935087.9202.844093.5721.9950103.8131.2330110.4520.3770125.8585.2840[土层信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法不考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数9滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)11.941-1.1740.00023.130-1.1120.00034.056-0.1900.00045.7350.9400.00056.1002.5150.00068.5475.9780.00077.0606.7400.00086.0006.7400.00096.00010.5700.000[筋带信息]采用锚杆锚杆道数:10筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段粘结强高度(m)(m)(m) (度)力(kN) 长度(m)周长(m)度(kPa)13.003.6015.0025.00100.003.000.41400.0024.603.6015.0025.00100.003.000.41400.0036.203.6015.0025.00100.003.000.41400.0047.803.6015.0025.00100.003.000.41400.0059.403.6012.0025.00100.003.000.41400.00611.003.6012.0025.00100.003.000.41400.00712.603.6012.0025.00100.003.000.41400.00814.203.6012.0025.00100.003.000.41400.00915.803.6012.0025.00100.003.000.41400.001017.403.6012.0025.00100.003.000.41400.00[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.250计较功效:残剩下滑力=38.597(kN)本块下滑力角度=328.833(度))抗滑动桩验算原始前提:墙身尺寸:桩总长:12.000(m)嵌入深度:6.000(m)截面外形:圆桩桩径:0.200(m)桩间距:0.600(m)嵌入段土层数:1桩底支承前提:铰接计较体例:M法土层序号土层厚(m)重度(kN/m3)M(MN/m4)150.00025.80020.000初始弹性系数A:0.000(MN/m3)初始弹性系数A1:0.000(MN/m3)桩前滑动土层厚:6.000(m)桩顶锚索水平刚度:1.000(MN/m)物理参数:桩混凝土强度品级:C25桩纵筋:I12.6桩纵筋级别:A3桩最简陋抗弯矩：19.22kNm(平安系数1.25)桩最年夜抗剪力：561.1kN(平安系数1.25)坡线与滑坡推力:参数名称参数值推力分布类型矩形桩后残剩下滑力水平分力45.000(kN/m)桩后残剩抗滑力水平分力0.000(kN/m)滑坡推力浸染情形[桩身所受推力计较]假定荷载矩形分布:桩后:上部=4.500(kN/m)下部=4.500(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=6.000(m)桩身内力计较计较体例:m法内侧最年夜弯矩=18.797(kN-m)距离桩顶6.720(m)外侧最年夜弯矩=19.281(kN-m)距离桩顶2.640(m)最年夜剪力=17.968(kN)距离桩顶6.000(m)桩顶位移=44(mm)锚索水平拉力=14.432(kN)计较项目：Ⅰ－Ⅰ加固土坡(锚杆＋抗滑桩)不变（工况2－久雨（暴雨）＋土体自重）Ⅰ－Ⅰ加固土坡不变性验算注：操作理正边坡不变剖析软件计较时，将抗滑桩所承担的抗滑力以锚杆力的形式施加。[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法不考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数9滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)11.941-1.1740.00023.130-1.1120.00034.056-0.1900.00045.7350.9400.00056.1002.5150.00068.5475.9780.00077.0606.7400.00086.0006.7400.00096.00010.5700.000[筋带信息]采用锚杆锚杆道数:11筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段粘结强高度(m)(m)(m) (度)力(kN) 长度(m)周长(m)度(kPa)13.003.6015.0025.00100.003.000.41400.0024.603.6015.0025.00100.003.000.41400.0036.203.6015.0025.00100.003.000.41400.0047.803.6015.0025.00100.003.000.41400.0059.403.6012.0025.00100.003.000.41400.00611.003.6012.0025.00100.003.000.41400.00712.603.6012.0025.00100.003.000.41400.00814.203.6012.0025.00100.003.000.41400.00915.803.6012.0025.00100.003.000.41400.001017.403.6012.0025.00100.003.000.41400.00111.001.0040.000.0045.0020.000.41400.00[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.238计较功效:残剩下滑力=-0.405(kN)本块下滑力角度=328.833(度)Ⅱ－Ⅱ剖面计较项目：Ⅱ－Ⅱ土坡不变（工况1－一般气象形象前提＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法不考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数8滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)17.700-4.6700.00015.00012.00029.600-1.5000.00015.00012.00039.0001.8000.00015.00012.000411.0007.8000.00015.00012.00058.0006.5000.00015.00012.00067.7006.3300.00015.00012.00077.0006.6700.00015.00012.00088.0008.0000.00015.00012.000[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.160计较功效:残剩下滑力=2.719(kN)本块下滑力角度=328.763(度)计较项目：Ⅱ－Ⅱ土坡不变（工况2－久雨（暴雨）＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数8滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)17.700-4.6700.00015.00012.00029.600-1.5000.00015.00012.00039.0001.8000.00015.00012.000411.0007.8000.00015.00012.00058.0006.5000.00015.00012.00067.7006.3300.00015.00012.00077.0006.6700.00015.00012.00088.0008.0000.00015.00012.000[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:0.723计较功效:残剩下滑力=6.321(kN)本块下滑力角度=328.763(度)残剩下滑力计较时的平安系数:1.000残剩下滑力=1047.469(kN)本块下滑力角度=328.763(度)计较项目：Ⅱ-Ⅱ加固土坡不变（工况1－一般气象形象前提＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]坡面线段数3坡面线号水平投影(m)竖直投影(m)超载数113.0000.0000247.33025.000038.0005.0000[土层信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法不考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数8滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)17.700-4.6700.00029.600-1.5000.00039.0001.8000.000411.0007.8000.00058.0006.5000.00067.7006.3300.00077.0006.6700.00088.0008.0000.000[筋带信息]采用锚杆锚杆道数:11筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段粘结强高度(m)(m)(m) (度)力(kN) 长度(m)周长(m)度(kPa)13.003.6015.0025.00100.003.000.41400.0024.603.6015.0025.00100.003.000.41400.0036.203.6015.0025.00100.003.000.41400.0047.803.6015.0025.00100.003.000.41400.0059.403.6012.0025.00100.003.000.41400.00611.003.6012.0025.00100.003.000.41400.00712.603.6012.0025.00100.003.000.41400.00814.203.6012.0025.00100.003.000.41400.00915.803.6012.0025.00100.003.000.41400.001017.403.6012.0025.00100.003.000.41400.00111.001.0040.000.0045.0020.000.41400.00[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.240计较功效:残剩下滑力=-1.919(kN)本块下滑力角度=328.763(度)计较项目：Ⅱ-Ⅱ加固土坡不变（工况2－久雨（暴雨）＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]坡面线段数3坡面线号水平投影(m)竖直投影(m)超载数113.0000.0000247.33025.000038.0005.0000[土层信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法不考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数8滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)17.700-4.6700.00029.600-1.5000.00039.0001.8000.000411.0007.8000.00058.0006.5000.00067.7006.3300.00077.0006.6700.00088.0008.0000.000[筋带信息]采用锚杆锚杆道数:11筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段粘结强高度(m)(m)(m) (度)力(kN) 长度(m)周长(m)度(kPa)13.003.6015.0025.00100.003.000.41400.0024.603.6015.0025.00100.003.000.41400.0036.203.6015.0025.00100.003.000.41400.0047.803.6015.0025.00100.003.000.41400.0059.403.6012.0025.00100.003.000.41400.00611.003.6012.0025.00100.003.000.41400.00712.603.6012.0025.00100.003.000.41400.00814.203.6012.0025.00100.003.000.41400.00915.803.6012.0025.00100.003.000.41400.001017.403.6012.0025.00100.003.000.41400.00111.001.0040.000.0045.0020.000.41400.00[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.220计较功效:残剩下滑力=-10.557(kN)本块下滑力角度=328.763(度)Ⅲ－Ⅲ剖面计较项目：Ⅲ－Ⅲ土坡不变（工况1－一般气象形象前提＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]坡面线段数8坡面线号水平投影(m)竖直投影(m)超载数17.0003.000027.3304.670038.3303.000048.6703.000059.0003.0000610.0004.0000710.3304.330088.0004.3300[土层信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法不考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数8滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)17.000-2.6700.00015.00012.00027.330-2.0000.00015.00012.00038.330-0.3300.00015.00012.00048.6703.0000.00015.00012.00059.0005.0000.00015.00012.000610.0007.3300.00015.00012.000710.3309.3300.00015.00012.00088.0009.6700.00015.00012.000[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.000计较功效:残剩下滑力=-2.781(kN)本块下滑力角度=339.122(度)计较项目：Ⅲ－Ⅲ土坡不变（工况2－久雨（暴雨）＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]坡面线段数8坡面线号水平投影(m)竖直投影(m)超载数17.0003.000027.3304.670038.3303.000048.6703.000059.0004.0000610.0004.3300710.3304.330088.0004.3300[土层信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数8滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)17.000-2.6700.00015.00012.00027.330-2.0000.00015.00012.00038.330-0.3300.00015.00012.00048.6703.0000.00015.00012.00059.0005.0000.00015.00012.000610.0007.3300.00015.00012.000710.3309.3300.00015.00012.00088.0009.6700.00015.00012.000[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:0.572计较功效:残剩下滑力=0.699(kN)本块下滑力角度=339.122(度)残剩下滑力计较时的平安系数:1.000残剩下滑力=2742.256(kN)本块下滑力角度=339.122(度)计较项目：Ⅲ-Ⅲ加固土坡不变（工况1－一般气象形象前提＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数124.67011.3300216.3300.0000321.33012.000048.0005.0000[土层信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法不考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数8滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)17.000-2.6700.00015.00012.00027.330-2.0000.00015.00012.00038.330-0.3300.00015.00012.00048.6703.0000.00015.00012.00059.0005.0000.00015.00012.000610.0007.3300.00015.00012.000710.3309.3300.00015.00012.00088.0009.6700.00015.00012.000[筋带信息]采用锚杆锚杆道数:5筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段粘结强高度(m)(m)(m) (度)力(kN) 长度(m)周长(m)度(kPa)112.003.6020.0025.00100.003.000.41400.00213.803.6020.0025.00100.003.000.41400.00315.603.6020.0025.00100.003.000.41400.00417.403.6020.0025.00100.003.000.41400.00519.203.6020.0025.00100.003.000.41400.00[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.310计较功效:残剩下滑力=-5.271(kN)本块下滑力角度=339.122(度)计较项目：Ⅲ－Ⅲ加固土坡不变（工况2－久雨（暴雨）＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数124.67011.3300216.3300.0000321.33012.000048.0005.0000[土层信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法不考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数8滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)17.000-2.6700.00015.00012.00027.330-2.0000.00015.00012.00038.330-0.3300.00015.00012.00048.6703.0000.00015.00012.00059.0005.0000.00015.00012.000610.0007.3300.00015.00012.000710.3309.3300.00015.00012.00088.0009.6700.00015.00012.000[筋带信息]采用锚杆锚杆道数:5筋带号距地面水平间距总长度 倾角材料抗拉 锚固段 锚固段粘结强高度(m)(m)(m) (度)力(kN) 长度(m)周长(m)度(kPa)112.003.6020.0025.00100.003.000.41400.00213.803.6020.0025.00100.003.000.41400.00315.603.6020.0025.00100.003.000.41400.00417.403.6020.0025.00100.003.000.41400.00519.203.6020.0025.00100.003.000.41400.00[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.310计较功效:残剩下滑力=-3.271(kN)本块下滑力角度=339.122(度)Ⅳ－Ⅳ剖面计较项目：Ⅳ－Ⅳ土坡不变（工况1－一般气象形象前提＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]坡面线段数8坡面线号水平投影(m)竖直投影(m)超载数111.0005.000026.6704.000037.0002.330048.0002.670056.0001.330066.0002.670078.3303.000089.3304.0000[土层信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法不考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数8滑面线肇端点坐标:(0.000,0.000)滑动面线号水平投影(m)竖直投影(m)矢高(m)粘聚力(kPa)内摩擦角(度)111.000-4.0000.00015.00012.00026.670-1.0000.00015.00012.00037.0000.0000.00015.00012.00048.0000.3300.00015.00012.00056.0001.7000.00015.00012.00066.0003.3300.00015.00012.00078.3308.0000.00015.00012.00089.33016.6500.00015.00012.000[计较前提]残剩下滑力计较方针:计较残剩下滑力残剩下滑力计较时的平安系数:1.220计较功效:残剩下滑力=-0.440(kN)本块下滑力角度=340.017(度)计较项目：Ⅳ－Ⅳ土坡不变（工况2－久雨（暴雨）＋土体自重）[计较简图][节制参数]:采用规范: 通用体例计较方针: 残剩下滑力计较不考虑地震[坡面信息]分歧土性区域数4区号重度饱和重度粘聚力内摩擦角全孔压节点编号(kN/m3)(kN/m3)(kPa)(度)系数119.30019.96025.00020.000219.30020.00015.00018.000317.80018.23015.00012.000425.80026.30024440.00021.150[水面信息]采用总应力法考虑渗入力浸染不考虑边坡外侧静水压力[滑面信息]滑面线段数8