3-3剖面-抗滑桩及锚索计算

第1页，共44页抗滑动桩验算计算项目：抗滑桩1--3-3原始条件:墙身尺寸:桩总长:22.000(m)嵌入深度:5.000(m)截面形状:圆桩桩径:2.000(m)桩间距:4.000(m)嵌入段土层数:1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150.00025.00028.901000.00350.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:7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)1锚索2.00018.95030.00250600.002950.002锚索2.00020.84030.00250500.002950.003锚索2.00023.16030.00250500.002950.004锚索2.00020.84030.00250400.002950.005锚索2.00023.82030.00250350.002950.006锚索2.00027.79030.00250300.002950.007锚索2.00011.17030.00250100.002950.00物理参数:桩混凝土强度等级:C40桩纵筋合力点到外皮距离:125(mm)桩纵筋级别:HRB500桩箍筋级别:HRB400桩箍筋间距:200(mm)桩配筋形式:纵筋非均匀配筋桩拉区纵筋配筋范围:100.000(度)桩压区,拉区纵筋比:0.500场地环境:一般地区墙后填土内摩擦角:28.900(度)墙背与墙后填土摩擦角:14.000(度)墙后填土容重:25.000(kN/m3)横坡角以上填土的土摩阻力(kPa):1000.00横坡角以下填土的土摩阻力(kPa):1000.00坡线与滑坡推力:坡面线段数:7折线序号水平投影长(m)竖向投影长(m)136.90012.30020.6003.90035.8000.00045.9000.00056.7000.00068.9000.000712.1000.000地面横坡角度:25.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型三角形桩后剩余下滑力水平分力1800.000(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，库仑土压力分项(安全)系数=1.350,滑坡推力分项(安全)系数=1.300=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载三角形分布:桩后:上部=0.000(kN/m)下部=847.059(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。[锚杆内力标准值]第1道锚索水平拉力=695.264(kN)距离桩顶2.000(m)第2道锚索水平拉力=630.632(kN)距离桩顶4.000(m)第3道锚索水平拉力=670.281(kN)距离桩顶6.000(m)第4道锚索水平拉力=568.067(kN)距离桩顶8.000(m)第5道锚索水平拉力=544.735(kN)距离桩顶10.000(m)第6道锚索水平拉力=509.040(kN)距离桩顶12.000(m)第7道锚索水平拉力=167.972(kN)距离桩顶14.000(m)[桩内力设计值]背侧最大弯矩=8241.757(kN-m)距离桩顶18.250(m)面侧最大弯矩=6115.502(kN-m)距离桩顶10.800(m)最大剪力=4613.583(kN)距离桩顶17.000(m)最大位移=15(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-13.72-0.00020.4000.691-5.182-13.82-0.00030.8005.527-20.728-13.91-0.00041.20018.655-46.638-14.01-0.00051.60044.220-82.912-14.11-0.00062.00086.367739.703-14.21-0.00072.400-198.460682.701-14.31-0.00082.800-458.412615.335-14.40-0.00093.200-689.345537.604-14.50-0.000103.600-887.114449.510-14.59-0.000114.000-1047.5721156.834-14.67-0.000124.400-1488.8861048.012-14.75-0.000134.800-1884.599928.825-14.82-0.000145.200-2230.564799.275-14.88-0.000155.600-2522.637659.361-14.92-0.000166.000-2756.6721355.193-14.94-0.000176.400-3266.9661194.551-14.95-0.000186.800-3710.9311023.545-14.94-0.000197.200-4084.420842.175-14.91-0.000207.600-4383.289650.441-14.85-0.000218.000-4603.3911155.940-14.76-0.000228.400-5023.619943.478-14.64-0.000238.800-5356.791720.651-14.50-0.000249.200-5598.759487.461-14.31-0.000259.600-5745.378243.906-14.10-0.0002610.000-5792.502669.760-13.84-0.0002710.400-6007.895405.478-13.56-0.0002810.800-6115.502130.831-13.23-0.0002911.200-6111.178-154.179-12.86-0.0003011.600-5990.776-449.554-12.46-0.0003112.000-5750.153-755.292-12.02-0.0003212.400-5638.767-437.379-11.54-0.0003312.800-5398.867-763.846-11.03-0.0003413.200-5026.309-1100.676-10.48-0.0003513.600-4516.944-1447.871-9.91-0.0003614.000-3866.630-1805.429-9.30-0.0003714.429-3096.123-1996.141-8.62-0.0003814.857-2153.954-2402.637-7.93-0.0003915.286-1035.021-2821.031-7.21-0.0004015.714265.774-3251.323-6.49-0.0004116.1431753.526-3693.511-5.77-0.0004216.5713433.340-4147.598-5.07-0.0004317.0005310.312-4613.583-4.39-1535.4444417.4176872.767-3009.463-3.76-1316.3264517.8337818.199-1642.785-3.18-1113.3234618.2508241.757-494.133-2.65-928.7264718.6678229.976457.786-2.18-763.5754819.0837860.2671234.852-1.77-617.8744919.5007200.9321858.463-1.40-490.7695019.9176311.5502348.673-1.09-380.7165120.3335243.7032723.484-0.82-285.6155220.7504041.9792998.300-0.58-202.9455321.1672745.1243185.502-0.37-129.8605421.5831387.3913294.146-0.18-63.2845522.0000.0001664.872-0.00-0.000(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)10.0003142628340120.4003142628340130.8003142628340141.2003142628340151.6003142628340162.0003142628340172.4006283314240182.8006283314240193.20062833142401103.60062833142401114.00062833142401124.40062833142401134.80062833142401145.20062833142401155.60062833142401166.00062833142401176.40062833142401186.80062833142401197.20062833142401207.60062833142401218.00062833142401228.40068563428401238.80073183659401249.20076553828401259.600785839294012610.000792439624012710.400822541124012810.800837641884012911.200836941844013011.600820141014013112.000786639334013212.400771038554013312.800737636884013413.200685934304013513.600628331424013614.000628331424013714.429628331424013814.857628331424013915.286628331424014015.714314262834014116.143314262834014216.571314262834014317.000362772544324417.417471794344014517.8335381107614014618.2505680113604014718.6675671113414014819.0835411108224014919.500494798944015019.917432586494015120.333358071604015220.750314262834015321.167314262834015421.583314262834015522.00031426283401=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为17.000(m)处的库仑主动土压力第1破裂角：41.054(度)Ea=1528.137Ex=1482.745Ey=369.690(kN)作用点高度Zy=5.667(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。[锚杆内力标准值]第1道锚索水平拉力=600.000(kN)距离桩顶2.000(m)第2道锚索水平拉力=527.729(kN)距离桩顶4.000(m)第3道锚索水平拉力=566.978(kN)距离桩顶6.000(m)第4道锚索水平拉力=486.091(kN)距离桩顶8.000(m)第5道锚索水平拉力=465.400(kN)距离桩顶10.000(m)第6道锚索水平拉力=435.615(kN)距离桩顶12.000(m)第7道锚索水平拉力=146.871(kN)距离桩顶14.000(m)[桩内力设计值]背侧最大弯矩=6335.148(kN-m)距离桩顶18.667(m)面侧最大弯矩=5557.082(kN-m)距离桩顶11.200(m)最大剪力=3862.082(kN)距离桩顶17.000(m)最大位移=11(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-7.48-0.00020.4000.591-4.433-7.68-0.00030.8004.728-17.731-7.87-0.00041.20015.958-39.895-8.07-0.00051.60037.827-70.925-8.26-0.00062.00073.881649.432-8.46-0.00072.400-176.436600.671-8.65-0.00082.800-405.474543.044-8.85-0.00093.200-609.689476.552-9.04-0.000103.600-785.534401.194-9.22-0.000114.000-929.4621013.024-9.41-0.000124.400-1316.349919.935-9.58-0.000134.800-1664.228817.979-9.75-0.000145.200-1969.550707.158-9.91-0.000155.600-2228.772587.472-10.06-0.000166.000-2438.3451194.877-10.19-0.000176.400-2889.1081057.459-10.30-0.000186.800-3283.131911.175-10.40-0.000197.200-3616.866756.026-10.48-0.000207.600-3886.769592.011-10.53-0.000218.000-4089.2931039.315-10.57-0.000228.400-4468.965857.569-10.57-0.000238.800-4774.166666.957-10.55-0.000249.200-5001.348467.479-10.49-0.000259.600-5146.967259.135-10.41-0.0002610.000-5207.475637.101-10.29-0.0002710.400-5417.396411.026-10.14-0.0002810.800-5535.113176.086-9.96-0.0002911.200-5557.082-67.720-9.74-0.0003011.600-5479.755-320.393-9.49-0.0003112.000-5299.586-581.930-9.20-0.0003212.400-5235.318-296.611-8.88-0.0003312.800-5061.114-575.881-8.53-0.0003413.200-4773.431-864.015-8.14-0.0003513.600-4368.720-1161.016-7.73-0.0003614.000-3843.437-1466.881-7.29-0.0003714.429-3220.541-1623.046-6.79-0.0003814.857-2450.801-1970.774-6.26-0.0003915.286-1529.852-2328.681-5.72-0.0004015.714-453.334-2696.765-5.17-0.0004116.143783.113-3075.026-4.61-0.0004216.5712183.856-3463.466-4.07-0.0004317.0003753.254-3862.082-3.53-1236.0754417.4175072.748-2568.595-3.04-1063.4594517.8335893.750-1462.619-2.58-902.7194618.2506291.600-529.679-2.16-755.8434718.6676335.148246.372-1.78-623.8034819.0836086.289882.296-1.45-506.7284919.5005599.9021394.607-1.15-404.0475019.9174924.1191798.858-0.90-314.6225120.3334100.8522109.067-0.68-236.8605220.7503166.5612337.261-0.48-168.8175321.1672153.1382493.128-0.31-108.2805421.5831088.9532583.763-0.15-52.8495522.0000.0001306.745-0.00-0.000(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)10.0003142628340120.4003142628340130.8003142628340141.2003142628340151.6003142628340162.0003142628340172.4006283314240182.8006283314240193.20062833142401103.60062833142401114.00062833142401124.40062833142401134.80062833142401145.20062833142401155.60062833142401166.00062833142401176.40062833142401186.80062833142401197.20062833142401207.60062833142401218.00062833142401228.40062833142401238.80065093255401249.20068263413401259.600702635134012610.000711235564012710.400740337014012810.800756737844012911.200759737984013011.600748937444013112.000723836194013212.400715035754013312.800690834544013413.200650932554013513.600628331424013614.000628331424013714.429628331424013814.857628331424013915.286628331424014015.714628331424014116.143314262834014216.571314262834014317.000314262834014417.417346269254014517.833403380674014618.250431186224014718.667434186824014819.083416783344014919.500382976574015019.917335967194015120.333314262834015220.750314262834015321.167314262834015421.583314262834015522.00031426283401软件版本:理正岩土7.0抗滑动桩验算计算项目：抗滑桩锚杆设计原始条件:锚杆号锚杆类型竖向间距入射角锚固体水平预加水平刚度筋浆强度(m)(°)直径(mm)力(kN)(MN/m)fb(kPa)1锚索2.0030.00250600.00018.952950.002锚索2.0030.00250500.00020.842950.003锚索2.0030.00250500.00023.162950.004锚索2.0030.00250400.00020.842950.005锚索2.0030.00250350.00023.822950.006锚索2.0030.00250300.00027.792950.007锚索2.0030.00250100.00011.172950.00锚杆设计条件:锚杆自由长度计算参数：嵌入点到土压力零点t(m)0.000土体破裂角计算值(度)59.45土体破裂角采用值(度)59.45锚杆控制参数：锚杆杆体抗拉安全系数2.2锚杆所在岩土类型岩石锚固体抗拔安全系数2.60锚杆钢筋等级HRB400自由长超过破裂面长(m)