抗滑桩计算书

'------------------------------------------------------------------------原始条件:墙身尺寸:桩总长:16.000(m)嵌入深度:6.000(m)截面形状:方桩桩宽:1.000(m)桩高:1.500(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:M法土层序号土层厚(m)重度(kN/m3)M(MN/m4)150.00018.00010.000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:8.000(m)锚索参数:锚索道数:0 锚索竖向间距水平刚度道号(m)(MN/m)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:35(mm)桩纵筋级别:HRB335桩箍筋级别:HPB235桩箍筋间距:200(mm)挡土墙类型:一般挡土墙墙后填土内摩擦角:35.000(度)墙背与墙后填土摩擦角:17.500(度)墙后填土容重:19.000(kN/m3)坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)13.0002.00025.0000.000地面横坡角度:20.000(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500.000(kN/m)桩后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--2002》注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.200===================================================================== 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=200.000(kN/m)下部=200.000(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=8.000(m)(一)桩身内力计算计算方法:m法背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=15080.956(kN-m)距离桩顶12.000(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=6083.449(kN)距离桩顶15.667(m)最大位移=307(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.000-0.000-306.640.00020.32312.487-77.419-299.080.00030.64549.948-154.839-291.520.00040.968112.383-232.258-283.960.00051.290199.792-309.677-276.400.00061.613312.175-387.097-268.840.00071.935449.532-464.516-261.290.00082.258611.863-541.936-253.740.00092.581799.168-619.355-246.20 0.000102.9031011.446-696.774-238.670.000113.2261248.699-774.194-231.160.000123.5481510.926-851.613-223.660.000133.8711798.127-929.032-216.170.000144.1942110.302-1006.452-208.710.000154.5162447.451-1083.871-201.280.000164.8392809.573-1161.290-193.870.000175.1613196.670-1238.710-186.500.000185.4843608.741-1316.129-179.170.000195.8064045.785-1393.548-171.890.000206.1294507.805-1470.968-164.650.000216.4524994.797-1548.387-157.470.000226.7745506.764-1625.807-150.350.000237.0976043.705-1703.226-143.300.000247.4196605.619-1780.645-136.330.000257.7427192.508-1858.065-129.430.000268.0657804.371-1935.484-122.630.000 278.3878441.207-2012.903-115.920.000288.7109103.017-2090.323-109.310.000299.0329789.803-2167.742-102.820.000309.35510501.561-2245.161-96.450.000319.67711238.293-2322.581-90.200.0003210.00012000.001-2400.000-84.100.0003310.33312800.000-2313.393-77.95-259.8213410.66713542.264-2066.869-71.96-479.7523511.00014177.913-1686.428-66.16-661.5723611.33314666.548-1196.846-60.54-807.1733711.66714975.811-621.613-55.11-918.5263812.00015080.95617.108-49.88-997.6383912.33314964.405698.490-44.85-1046.5084012.66714615.2961403.018-40.02-1067.0764113.00014029.0602112.433-35.37-1061.1684213.33313207.0092809.638-30.91-1030.4484313.66712155.9663478.575-26.63-976.3614414.00010887.9584104.058-22.50 -900.0894514.3339419.9314671.589-18.52-802.5054614.6677773.5635167.137-14.66-684.1394715.0005975.1715576.899-10.90-545.1474815.3334055.6295887.045-7.22-385.2894915.6672050.4726083.449-3.60-203.9235016.0000.0003075.7120.000.000(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)10.0003000321732720.3233000321732730.6453000321732740.9683000321732751.2903000321732761.6133000321732771.9353000321732782.2583000321732792.58130003217327102.90330003217327113.22630003217327123.54830003511327133.87130004173327144.19430004899327154.51630005692327164.83930006555327175.16130007489327 185.48430008499327195.80630009588327206.129300010759327216.452300012019327226.774300013371327237.097300014824327247.419300016384327257.742300018061327268.065300019866327278.387300021812327288.710300023916327299.032300026201365309.355300028692405319.6773000314294453210.0003000344644863310.333300037933440抗弯拉筋超筋:配筋率Us=2.53%>Us_max=2.50%3410.667304041448327抗弯拉筋超筋:配筋率Us=2.76%>Us_max=2.50%3511.000452242929327抗弯拉筋超筋:配筋率Us=2.86%>Us_max=2.50%3611.333566144068327抗弯拉筋超筋:配筋率Us=2.94%>Us_max=2.50%3711.667638244789327抗弯拉筋超筋:配筋率Us=2.99%>Us_max=2.50%3812.000662745034327抗弯拉筋超筋:配筋率Us=3.00%>Us_max=2.50%3912.333635544763327抗弯拉筋超筋:配筋率Us=2.98%>Us_max=2.50%4012.667554143949327抗弯拉筋超筋:配筋率Us=2.93%>Us_max=2.50%4113.000417542582336抗弯拉筋超筋:配筋率Us=2.84%>Us_max=2.50%4213.333300039839699抗弯拉筋超筋:配筋率Us=2.66%>Us_max=2.50% 4313.66730003511510464414.00030003010613724514.33330002495716674614.66730001977319254715.0003000146372138抗剪截面不足:V=5576.90(kN)>截面强度=5237.38(kN)4815.333300096132299抗剪截面不足:V=5887.05(kN)>截面强度=5237.38(kN)4915.667300047592401抗剪截面不足:V=6083.45(kN)>截面强度=5237.38(kN)5016.00030003217837=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为10.000(m)处的库仑主动土压力第1破裂角：31.530(度)Ea=313.264Ex=298.765Ey=94.200(kN)作用点高度Zy=3.584(m)(一)桩身内力计算计算方法:m法背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=7121.068(kN-m)距离桩顶12.333(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2991.361(kN)距离桩顶15.667(m)最大位移=150(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.000-0.000-0.000-149.960.00020.3230.202-1.881-146.410.00030.6451.618-7.525-142.870.000 40.9685.462-16.931-139.320.00051.29012.946-30.100-135.770.00061.61325.286-47.032-132.230.00071.93543.694-67.726-128.680.00082.25869.384-92.182-125.140.00092.581103.571-120.401-121.590.000102.903147.464-152.351-118.050.000113.226202.180-187.262-114.510.000123.548268.517-224.396-110.970.000133.871347.191-263.754-107.430.000144.194438.920-305.335-103.900.000154.516544.420-349.140-100.370.000164.839664.410-395.169-96.850.000175.161799.607-443.421-93.340.000185.484950.728-493.897-89.840.000195.8061118.490-546.597-86.350.000206.1291303.610-601.520-82.880.000216.4521506.806-658.667-79.42 0.000226.7741728.795-718.037-75.970.000237.0971970.295-779.631-72.560.000247.4192232.022-843.448-69.160.000257.7422514.694-909.490-65.790.000268.0652819.029-977.754-62.460.000278.3873145.742-1048.243-59.150.000288.7103495.553-1120.955-55.890.000299.0323869.178-1195.891-52.670.000309.3554267.334-1273.050-49.500.000319.6774690.739-1352.432-46.380.0003210.0005140.111-1434.039-43.320.0003310.3335618.124-1389.351-40.22-134.0633410.6676066.346-1262.007-37.20-247.9713511.0006459.462-1065.177-34.25-342.5213611.3336776.463-811.477-31.39-418.5793711.6677000.447-512.928-28.62-477.0653812.0007118.416-180.932-25.95-518.925 3912.3337121.068173.749-23.36-545.1164012.6677002.583540.979-20.87-556.5744113.0006760.415911.232-18.47-554.1854213.3336395.0951275.548-16.16-538.7644313.6675910.0491625.476-13.94-511.0214414.0005311.4441952.997-11.79-471.5424514.3334608.0522250.432-9.71-420.7614614.6673811.1562510.334-7.69-358.9454715.0002934.4962725.374-5.72-286.1744815.3331994.2392888.210-3.79-202.3364915.6671009.0212991.361-1.89-107.1165016.0000.0001513.5330.000.000(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)10.0003217300032720.3233000321732730.6453000321732740.9683000321732751.2903000321732761.61330003217327 71.9353000321732782.2583000321732792.58130003217327102.90330003217327113.22630003217327123.54830003217327133.87130003217327144.19430003217327154.51630003217327164.83930003217327175.16130003217327185.48430003217327195.80630003217327206.12930003217327216.45230003502327226.77430004013327237.09730004572327247.41930005184327257.74230005852327268.06530006577327278.38730007366327288.71030008220327299.03230009146327309.355300010147327319.6773000112293273210.0003000124003273310.3333000136703273410.6673000148863273511.0003000159743273611.3333000168673273711.6673000175073273812.0003000178473273912.3333000178543274012.6673000175133274113.000300016822327 4213.3333000157953274313.6673000144593274414.0003000128523274514.3333000110174084614.667300090015434715.000300068556554815.333300046287394915.667300032177935016.00032173000327'