桩板挡墙计算

桩板式挡土墙验算[执行标准：通用]计算项目：桩板式挡土墙1计算时间：2021-09-1015:28:22星期五------------------------------------------------------------------------原始条件:墙身尺寸:桩总长(m)10.000嵌入深度(m)6.000截面形状圆桩桩径(m)1.000桩间距(m)5.700挡土板的类型数(<=5)1嵌入段土层数(<=20)2桩底支承条件固定计算方法C法初始弹性系数A(MN/m3)0.000初始弹性系数A1(MN/m3)0.000桩前横坡角(°)0.000嵌入段地层类型岩层板类板厚板宽板块型号(m)(m)数10.3005.20010土层土层厚重度浮重度CKHηfrk序号(m)(kN/m3)(kN/m3)(MPa)13.00020.0021.005.0000.5000.3003.000250.00024.0024.0030.0000.5000.3003.000物理参数:桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)55桩纵筋级别HRB400桩箍筋级别HRB400桩箍筋间距(mm)200桩配筋形式纵筋均匀配置桩拉区纵筋配筋范围(度)---桩压区,拉区纵筋比---板混凝土强度等级C30板纵筋合力点到外皮距离(mm)40板纵筋级别HRB400场地环境一般地区墙后填土类型单层填土墙后填土内摩擦角(度)20.000墙后填土粘聚力(kPa)5.000墙后填土容重(kN/m3)20.000墙后填土浮容重(kN/m3)---墙背与墙后填土摩擦角(度)20.000地震烈度---面侧地震动水压力系数---背侧地震动水压力系数---地基土容重(kN/m3)18.000地基土浮容重(kN/m3)---基底摩擦系数0.500地基浮力系数---地基土类型土质地基抗震基底容许偏心距---墙身地震力调整系数---地基土内摩擦角(度)30.000地基土粘聚力(kPa)10.000地基强度与偏心距验算时斜面长度作为基底宽墙后填土层参数：层层厚度容重浮容重粘聚力内摩擦土压力号(m)(kN/m3)(kN/m3)(kPa)角(度)调整系数13.00020.0009.0005.00020.0001.000土压力计算：土压力计算方法库仑坡线土柱:参数名称参数值坡面线段数1坡面起始是否低于墙顶否坡面起始距离(m)0.000地面横坡角度(度)0.000填土对横坡面的摩擦角(度)35.000挡墙分段长度(m)10.000坡面线段参数:折线水平投竖向投坡线长坡线仰换算序号影长(m)影长(m)(m)角(度)土柱13.0000.0003.0000.0001换算土柱参数:土柱距离(m)宽度(m)高度(m)序号1-11.0002.0002.000整体稳定计算参数：是否计算整体稳定是稳定计算容许安全系数1.250稳定计算目标自动搜索最危险滑裂面条分法的土条宽度(m)1.000搜索时的圆心步长(m)1.000搜索时的半径步长(m)1.000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=1.200=====================================================================第1种情况:一般情况[土压力计算]计算高度为4.000(m)处的库仑主动土压力第1破裂角：42.390(度)Ea=82.417(kN)Ex=77.446(kN)Ey=28.188(kN)作用点高度Zy=1.095(m)(一)桩身内力计算计算方法:C法 背侧--为挡土侧；面侧--为非挡土侧。背侧最大弯矩=1736.767(kN-m)距离桩顶7.600(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=518.442(kN)距离桩顶4.000(m)桩顶位移=42(mm)点号距顶距离弯矩剪力位移土反力横向承载力(m)(kN-m)(kN)(mm)(kPa)(kPa)1-0.0000.0000.000-42-0.0000.00020.2000.0000.000-41-0.0000.00030.4000.0000.000-40-0.0000.00040.6000.0000.000-39-0.0000.00050.8000.031-0.465-38-0.0000.00061.0000.289-2.480-36-0.0000.00071.2001.167-6.661-35-0.0000.00081.4003.098-13.008-34-0.0000.00091.6006.515-21.523-33-0.0000.000101.80011.852-32.204-32-0.0000.000112.00020.263-55.885-30-0.0000.000122.20035.072-92.567-29-0.0000.000132.40057.435-131.416-28-0.0000.000142.60087.783-172.431-27-0.0000.000152.800126.551-215.613-26-0.0000.000163.000174.173-260.961-24-0.0000.000173.200231.080-308.477-23-0.0000.000183.400297.708-358.159-22-0.0000.000193.600374.489-410.008-21-0.0000.000203.800461.855-464.023-20-0.0000.000214.000560.242-518.442-19-0.0000.000224.200663.578-509.725-17-39.055450.000234.400764.132-493.486-16-51.720450.000244.600860.972-473.572-15-59.123450.000254.800953.561-451.519-14-63.499450.000265.0001041.580-428.260-13-65.791450.000275.2001124.864-404.451-12-66.525450.000285.4001203.361-380.594-11-66.046450.000295.6001277.102-357.082-10-64.603450.000305.8001346.193-334.227-9-62.387450.000316.0001410.793-312.280-8-59.553450.000326.2001471.105-291.441-8-56.232450.000336.4001527.369-271.864-7-52.538450.000346.6001579.851-253.666-6-48.569450.000356.8001628.836-236.929-5-44.417450.000367.0001674.622-203.482-5-40.164450.000377.2001710.228-139.277-4-215.303450.000387.4001730.333-66.346-3-189.881450.000397.6001736.767-2.455-3-165.081450.000407.8001731.31552.678-2-141.224450.000418.0001715.69699.444-2-118.593450.000428.2001691.538138.328-2-97.437450.000438.4001660.365169.900-1-77.967450.000448.6001623.578194.799-1-60.367450.000458.8001582.445213.728-1-44.794450.000469.0001538.087227.439-0-31.382450.000479.2001491.469236.731-0-20.240450.000489.4001443.394242.438-0-11.463450.000499.6001394.494245.423-0-5.125450.000509.8001345.225246.578-0-1.288450.0005110.000647.931123.405-0-0.000450.000嵌入段为岩层，桩的最大土反力≤岩层横向地基承载力，横向承载力满足规范要求。(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)1-0.000432016820.200432016830.400432016840.600432016850.800432016861.000432016871.200432016881.400432016891.6004320168101.8004320168112.0004320168122.2004320168132.4004320168142.6004320168152.8004320168163.0004320168173.2004320168183.4004320168193.6004320168203.8004320168214.0004320168224.2004437168234.4005177168244.6005901168254.8006604168265.0007281168275.2007930168285.4008547168295.6009133168305.8009687168316.00010208168326.20010698168336.40011157168346.60011589168356.80011994168367.00012373168377.20012670168387.40012838168397.60012891168407.80012846168418.00012715168428.20012514168438.40012255168448.60011950