2-2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--2-2原始条件:墙身尺寸:桩总长:24.000(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: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:8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2.00017.37030.00250600.002950.002锚索2.00018.95030.00250600.002950.003锚索2.00020.84030.00250500.002950.004锚索2.00023.16030.00250500.002950.005锚索2.00026.05030.00250500.002950.006锚索2.00029.77030.00250400.002950.007锚索2.00027.79030.00250350.002950.008锚索2.00025.01030.00250200.002950.00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:6折线序号水平投影长(m)竖向投影长(m)151.00013.00020.800-3.000312.0000.00040.700-3.000519.0000.00064.3000.000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2000.000(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=842.105(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=600.000(kN)距离桩顶2.000(m)第2道锚索水平拉力=643.179(kN)距离桩顶4.000(m)第3道锚索水平拉力=594.085(kN)距离桩顶6.000(m)第4道锚索水平拉力=648.385(kN)距离桩顶8.000(m)第5道锚索水平拉力=701.227(kN)距离桩顶10.000(m)第6道锚索水平拉力=645.781(kN)距离桩顶12.000(m)第7道锚索水平拉力=568.233(kN)距离桩顶14.000(m)第8道锚索水平拉力=362.554(kN)距离桩顶16.000(m)[桩内力设计值]背侧最大弯矩=5424.686(kN-m)距离桩顶20.364(m)面侧最大弯矩=7591.968(kN-m)距离桩顶13.000(m)最大剪力=4362.296(kN)距离桩顶19.000(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)1-0.0000.0000.000-7.42-0.00020.5001.200-7.202-7.90-0.00031.0009.603-28.809-8.37-0.00041.50032.410-64.820-8.85-0.00052.00076.823646.660-9.32-0.00062.500-230.902581.840-9.80-0.00073.000-502.616502.616-10.27-0.00083.500-731.117408.987-10.73-0.00094.000-909.2021113.104-11.20-0.000104.500-1435.745990.666-11.65-0.000115.000-1897.468853.824-12.08-0.000125.500-2287.168702.578-12.50-0.000136.000-2597.6451305.705-12.90-0.000146.500-3206.0841125.650-13.27-0.000157.000-3720.894931.190-13.61-0.000167.500-4134.874722.326-13.91-0.000178.000-4440.8191327.236-14.17-0.000188.500-5045.6191089.563-14.39-0.000199.000-5527.982837.486-14.56-0.000209.500-5880.704571.004-14.67-0.0002110.000-6096.5841173.777-14.73-0.0002210.500-6610.250878.486-14.72-0.0002311.000-6972.669568.791-14.66-0.0002411.500-7176.640244.691-14.52-0.0002512.000-7214.959732.318-14.31-0.0002612.500-7493.491379.409-14.04-0.0002713.000-7591.96812.096-13.69-0.0002813.500-7503.187-369.621-13.26-0.0002914.000-7219.946-765.743-12.76-0.0003014.500-7087.381-471.593-12.19-0.0003115.000-6745.952-896.523-11.55-0.0003215.500-6188.457-1335.859-10.85-0.0003316.000-5407.693-1789.598-10.09-0.0003416.500-4622.574-1805.509-9.27-0.0003517.000-3599.783-2288.058-8.40-0.0003617.500-2332.116-2785.010-7.51-0.0003718.000-812.372-3296.368-6.58-0.0003818.500966.653-3822.130-5.66-0.0003919.0003012.159-4362.296-4.74-1658.0994019.4554532.536-2501.508-3.93-1374.2954119.9095286.256-981.368-3.15-1102.9724220.3645424.686214.796-2.42-846.3334320.8185090.9871105.290-1.73-604.8394421.2734419.8761708.156-1.08-377.6094521.7273538.1202039.771-0.47-162.8024622.1822565.5402113.8840.1242.0254722.6361616.4051941.0850.68239.5734823.091800.9161528.6891.24432.4794923.545226.688881.0091.78623.0015024.0000.000249.3572.32812.717(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)10.0003142628340120.5003142628340131.0003142628340141.5003142628340152.0003142628340162.5006283314240173.0006283314240183.5006283314240194.00062833142401104.50062833142401115.00062833142401125.50062833142401136.00062833142401146.50062833142401157.00062833142401167.50062833142401178.00062833142401188.50069693485401199.00076483824401209.500814540724012110.000844942244012210.500917645884012311.000968948454012411.500998049904012512.0001003550184012612.5001043052154012713.0001057052854012813.5001044552224012914.0001004250214013014.500985249264013115.000936946844013215.500857942894013316.000747937394013416.500637631884013517.000628331424013617.500628331424013718.000628331424013818.500314262834013919.000314262834014019.455314262834014119.909365473084014220.364375275034014320.818351770344014421.273314262834014521.727314262834014622.182314262834014722.636314262834014823.091314262834014923.545314262834015024.00031426283401=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为19.000(m)处的库仑主动土压力第1破裂角：38.714(度)Ea=1749.949Ex=1697.968Ey=423.351(kN)作用点高度Zy=6.333(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=600.000(kN)距离桩顶4.000(m)第3道锚索水平拉力=506.147(kN)距离桩顶6.000(m)第4道锚索水平拉力=557.879(kN)距离桩顶8.000(m)第5道锚索水平拉力=609.394(kN)距离桩顶10.000(m)第6道锚索水平拉力=554.996(kN)距离桩顶12.000(m)第7道锚索水平拉力=499.549(kN)距离桩顶14.000(m)第8道锚索水平拉力=317.410(kN)距离桩顶16.000(m)[桩内力设计值]背侧最大弯矩=4298.773(kN-m)距离桩顶20.364(m)面侧最大弯矩=6924.901(kN-m)距离桩顶13.000(m)最大剪力=3785.749(kN)距离桩顶19.000(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)1-0.0000.0000.000-2.34-0.00020.5001.058-6.350-2.88-0.00031.0008.466-25.399-3.42-0.00041.50028.574-57.148-3.95-0.00052.00067.730576.414-4.49-0.00062.500-206.719519.266-5.03-0.00073.000-449.419449.419-5.57-0.00083.500-654.022366.873-6.10-0.00094.000-814.175997.111-6.62-0.000104.500-1286.273889.165-7.14-0.000115.000-1701.224768.520-7.64-0.000125.500-2052.677635.175-8.13-0.000136.000-2334.2821168.309-8.60-0.000146.500-2879.2801009.565-9.04-0.000157.000-3341.731838.122-9.46-0.000167.500-3715.285653.979-9.84-0.000178.000-3993.5941193.099-10.19-0.000188.500-4538.287983.558-10.50-0.000199.000-4975.035761.317-10.76-0.000209.500-5297.487526.376-10.97-0.0002110.000-5499.2941068.825-11.14-0.0002210.500-5969.151808.486-11.24-0.0002311.000-6305.664535.447-11.29-0.0002411.500-6502.482249.708-11.28-0.0002512.000-6553.255684.899-11.21-0.0002612.500-6818.450373.762-11.07-0.0002713.000-6924.90149.925-10.86-0.0002813.500-6866.258-286.612-10.59-0.0002914.000-6636.172-635.848-10.24-0.0003014.500-6545.641-363.089-9.84-0.0003115.000-6270.967-737.724-9.37-0.0003215.500-5805.800-1125.058-8.83-0.0003316.000-5143.792-1525.092-8.25-0.0003416.500-4481.709-1531.590-7.61-0.0003517.000-3610.085-1957.023-6.92-0.0003617.500-2522.570-2395.155-6.21-0.0003718.000-1212.814-2845.987-5.46-0.0003818.500325.533-3309.518-4.71-0.0003919.0002098.821-3785.749-3.96-1385.1494019.4553433.264-2228.795-3.29-1152.1094119.9094124.998-952.063-2.65-928.4944220.3644298.77357.254-2.05-716.3194320.8184072.948813.534-1.47-516.1344421.2733559.1971331.128-0.94-327.3524521.7272862.8331623.170-0.42-148.5684622.1822083.5891700.7470.0622.1464722.6361316.6981572.4380.53186.9514823.091654.0981244.1880.99347.9764923.545185.619719.5091.45507.0565024.0000.000204.1811.90665.477(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)10.0003142628340120.5003142628340131.0003142628340141.5003142628340152.0003142628340162.5006283314240173.0006283314240183.5006283314240194.00062833142401104.50062833142401115.00062833142401125.50062833142401136.00062833142401146.50062833142401157.00062833142401167.50062833142401178.00062833142401188.50062833142401199.00068713435401209.500732436624012110.000760838044012210.500827041354012311.000874643734012411.500902445124012512.000909645484012612.500947147364012713.000962248114012813.500953947694012914.000921346064013014.500908445424013115.000869543484013215.500803940204013316.000710735534013416.500628331424013517.000628331424013617.500628331424013718.000628331424013818.500314262834013919.000314262834014019.455314262834014119.909314262834014220.364314262834014320.818314262834014421.273314262834014521.727314262834014622.182314262834014722.636314262834014823.091314262834014923.545314262834015024.00031426283401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2.0030.00250600.00017.372950.002锚索2.0030.00250600.00018.952950.003锚索2.0030.00250500.00020.842950.004锚索2.0030.00250500.00023.162950.005锚索2.0030.00250500.00026.052950.006锚索2.0030.00250400.00029.772950.007锚索2.0030.00250350.00027.792950.008锚索2.0030.00250200.00025.012950.00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)1.5锚杆材料弹模(105MPa)2.00自由构造长度(m)4.0锚索类型1×7锚固构造长度(m)5.0锚索钢筋强度(MPa)1320.00锚索材料弹模(105MPa)1.95