生态修复项目山洪整治及边坡隐患治理工程-边坡整治结构计算书

山洪整治及边坡隐患治理工程图5.21。图5.2-11#挡墙典型断面（二）抗滑动桩验算计算项目：抗滑桩1原始条件:墙身尺寸:桩总长:11.900(m)嵌入深度:5.300(m)截面形状:圆桩桩径:1.500(m)桩间距:4.000(m)嵌入段土层数:2桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数10.00024.30030.00120.0020.0001.000250.00024.99035.00120.0050.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:120(mm)桩纵筋级别:HRB400桩箍筋级别:HRB335桩箍筋间距:100(mm)桩配筋形式:纵筋非均匀配筋桩拉区纵筋配筋范围:120.000(度)桩压区,拉区纵筋比:0.400场地环境:一般地区墙后填土内摩擦角:30.000(度)墙背与墙后填土摩擦角:15.000(度)墙后填土容重:20.000(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:5折线序号水平投影长(m)竖向投影长(m)19.1004.20025.7000.000312.9004.40049.4000.00050.0000.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型梯形梯形荷载(q1/q2)0.500桩后剩余下滑力水平分力601.100(kN/m)桩前剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.000=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载梯形分布桩后:上部=242.869(kN/m)下部=485.737(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(m)(一)桩身内力计算计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=8516.758(kN-m)距离桩顶7.805(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=3018.602(kN)距离桩顶11.659(m)最大位移=78(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-78.07-0.00020.2447.346-60.467-75.91-0.00030.48929.741-123.133-73.75-0.00040.73367.723-187.998-71.59-0.00050.978121.830-255.062-69.43-0.00061.222192.600-324.325-67.27-0.00071.467280.568-395.786-65.11-0.00081.711386.274-469.446-62.96-0.00091.956510.254-545.305-60.81-0.000102.200653.047-623.363-58.66-0.000112.444815.189-703.620-56.52-0.000122.689997.218-786.075-54.38-0.000132.9331199.671-870.729-52.25-0.000143.1781423.087-957.582-50.13-0.000153.4221668.002-1046.634-48.03-0.000163.6671934.954-1137.885-45.93-0.000173.9112224.480-1231.334-43.86-0.000184.1562537.118-1326.983-41.80-0.000194.4002873.406-1424.830-39.76-0.000204.6443233.881-1524.875-37.74-0.000214.8893619.080-1627.120-35.75-0.000225.1334029.541-1731.564-33.79-0.000235.3784465.802-1838.206-31.86-0.000245.6224928.399-1947.047-29.97-0.000255.8675417.870-2058.087-28.11-0.000266.1115934.753-2171.326-26.30-0.000276.3566479.586-2286.763-24.54-0.000286.6007052.906-2404.400-22.83-226.605296.8417602.339-1993.442-21.20-1059.788307.0828013.382-1440.291-19.62-981.188317.3238296.298-928.902-18.11-905.698327.5648460.944-457.558-16.67-833.431337.8058516.758-24.496-15.29-764.449348.0458472.747372.071-13.98-698.776358.2868337.487733.933-12.73-636.396368.5278119.1251062.860-11.55-577.255378.7687825.3831360.585-10.43-521.269389.0097463.5701628.788-9.37-468.325399.2507040.6021869.079-8.37-418.283409.4916563.0142082.986-7.42-370.977419.7326036.9832271.942-6.52-326.223429.9735468.3512437.277-5.68-283.8154310.2144862.6562580.201-4.87-243.5344410.4554225.1632701.803-4.10-205.1444510.6953560.8812803.040-3.37-168.3964610.9362874.6072884.735-2.66-133.0334711.1772170.9612947.563-1.98-98.7884811.4181454.4182992.059-1.31-65.3874911.659729.3363018.602-0.65-32.5525011.9000.0001513.712-0.00-0.000(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)10.0001414353415120.2441414353415130.4891414353415140.7331414353415150.9781414353415161.2221414353415171.4671414353415181.7111414353415191.95614143534151102.20014143534151112.44414143534151122.68914143534151132.93314143534151143.17814143534151153.42215713927151163.66718294573151173.91121125281151184.15624196048151194.40027526881151204.64431127781151214.88935008751151225.13339189795151235.378436610914151245.622484512111151255.867535713393151266.111590514762163276.356648916222195286.600711017775227296.841771419284151307.082817020424151317.323848621216151327.564867121677151337.805873421834151348.045868421711151358.286853221330151368.527828820719151378.768796119902151389.009756118901151399.250709717743151409.491657916448151419.732601415035191429.9735411135272374310.2144777119422764410.4554118102963104510.695344186033384610.936275468843614711.177206051503784811.418141435343914911.659141435343985011.90014143534151=====================================================================5.32#挡墙设计验算本段挡墙置于稳定的中风化基岩上，选取2#挡墙典型断面（一）进行计算，其成果对整个边坡具有代表性和控制性。典型断面的剖面型式见图5.2-2。图5.2-22#挡墙典型断面（一）抗滑动桩验算计算项目：抗滑桩1原始条件:墙身尺寸:桩总长:8.700(m)嵌入深度:3.600(m)截面形状:圆桩桩径:1.200(m)桩间距:4.000(m)嵌入段土层数:2桩底支承条件:自由计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数10.00024.30030.00120.0020.0001.000250.00024.99035.00120.0050.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:120(mm)桩纵筋级别:HRB400桩箍筋级别:HRB335桩箍筋间距:150(mm)桩配筋形式:纵筋非均匀配筋桩拉区纵筋配筋范围:120.000(度)桩压区,拉区纵筋比:0.400场地环境:一般地区墙后填土内摩擦角:28.000(度)墙背与墙后填土摩擦角:14.000(度)墙后填土容重:20.500(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:5折线序号水平投影长(m)竖向投影长(m)10.0000.00022.7000.29038.0000.00040.0000.75053.1200.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力118.000(kN/m)桩前剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.000=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=92.549(kN/m)下部=92.549(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(m)(一)桩身内力计算计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=1334.994(kN-m)距离桩顶5.640(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=644.756(kN)距离桩顶7.080(m)最大位移=46(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-46.34-0.00020.1761.431-16.276-45.13-0.00030.3525.725-32.552-43.91-0.00040.52812.880-48.828-42.70-0.00050.70322.898-65.103-41.48-0.00060.87935.779-81.379-40.27-0.00071.05551.522-97.655-39.05-0.00081.23170.127-113.931-37.83-0.00091.40791.594-130.207-36.62-0.000101.583115.923-146.483-35.41-0.000111.759143.115-162.759-34.20-0.000121.934173.170-179.034-32.99-0.000132.110206.086-195.310-31.78-0.000142.286241.865-211.586-30.57-0.000152.462280.506-227.862-29.37-0.000162.638322.009-244.138-28.16-0.000172.814366.375-260.414-26.97-0.000182.990413.603-276.690-25.77-0.000193.166463.694-292.966-24.58-0.000203.341516.646-309.241-23.40-0.000213.517572.461-325.517-22.22-0.000223.693631.139-341.793-21.04-0.000233.869692.678-358.069-19.87-0.000244.045757.080-374.345-18.71-0.000254.221824.344-390.621-17.56-0.000264.397894.471-406.897-16.41-0.000274.572967.460-423.172-15.28-0.000284.7481043.311-439.448-14.15-0.000294.9241122.024-455.724-13.04-0.000305.1001203.600-472.000-11.93-120.706315.2801280.905-333.119-10.81-540.716325.4601323.523-150.245-9.71-485.512335.6401334.99413.079-8.62-431.009345.8201318.814157.103-7.54-377.211356.0001278.436282.079-6.48-324.110366.1801217.266388.250-5.43-271.686376.3601138.667475.851-4.40-219.906386.5401045.960545.106-3.37-168.729396.720942.429596.220-2.36-118.106406.900831.321629.380-1.36-67.982417.080715.851644.756-0.37-18.298427.260599.209642.4910.6231.005437.440484.555622.7121.6079.990447.620375.032585.5202.57128.718457.800273.768530.9973.54177.247467.980183.873459.2054.51225.629478.160108.454370.1865.48273.912488.34050.606263.9716.44322.136498.52013.424140.5737.41370.331508.7000.00037.2908.37418.518(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)10.000905226218120.176905226218130.352905226218140.528905226218150.703905226218160.879905226218171.055905226218181.231905226218191.4079052262181101.5839052262181111.7599052262181121.9349052262181132.1109052262181142.2869052262181152.4629052262181162.6389052262181172.8149052262181182.9909052262181193.1669052262181203.3419052262181213.5179052262181223.6939052262181233.869905