南侧G1G2段桩板挡墙计算书

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：2020-06-1702:43:16星期三------------------------------------------------------------------------原始条件:墙身尺寸:桩总长(m)12.000嵌入深度(m)6.000截面形状方桩桩宽(m)1.000桩高(m)1.200桩径(m)---桩间距(m)4.000挡土板的类型数(<=5)2嵌入段土层数(<=20)1桩底支承条件铰接计算方法M法初始弹性系数A(MN/m3)0.000初始弹性系数A1(MN/m3)0.000板类板厚板宽板块型号(m)(m)数10.1500.600820.1500.6008土层土层厚重度MCK序号(m)(kN/m3)(MN/m4)(MN/m3.5)(MN/m3)150.00025.0030.000------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)35桩纵筋级别HRB400桩箍筋级别HRB400桩箍筋间距(mm)200桩配筋形式---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)105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)18.000墙后填土粘聚力(kPa)7.000墙后填土容重(kN/m3)24.500墙后填土浮容重(kN/m3)---墙背与墙后填土摩擦角(度)17.500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13.00024.5009.0007.00018.0001.000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2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13.0000.7003.08113.1340230.0000.00030.0000.0001换算土柱参数:土柱距离(m)宽度(m)高度(m)序号2-11.00020.0001.000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=1.350=====================================================================第1种情况:一般情况[土压力计算]计算高度为6.000(m)处的库仑主动土压力第1破裂角：46.278(度)Ea=203.294(kN)Ex=193.885(kN)Ey=61.132(kN)作用点高度Zy=1.718(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=3245.397(kN-m)距离桩顶8.160(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1317.631(kN)距离桩顶11.760(m)桩顶位移=37(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-37-0.00020.2400.0000.000-36-0.00030.4800.0000.000-35-0.00040.7200.0000.000-34-0.00050.9600.124-1.553-33-0.00061.2001.041-6.806-32-0.00071.4403.735-16.355-31-0.00081.6809.236-30.200-30-0.00091.92018.575-48.341-29-0.000102.16032.783-70.778-28-0.000112.40052.892-97.511-27-0.000122.64079.932-128.539-26-0.000132.880114.934-163.863-25-0.000143.120158.901-203.124-24-0.000153.360212.707-245.798-23-0.000163.600277.144-291.720-22-0.000173.840352.992-340.889-21-0.000184.080441.572-400.072-20-0.000194.320545.828-469.269-19-0.000204.560667.081-541.714-18-0.000214.800806.111-617.406-17-0.000225.040963.696-696.347-16-0.000235.2801140.617-778.535-15-0.000245.5201337.653-863.970-14-0.000255.7601555.582-952.654-13-0.000266.0001795.186-1044.585-12-0.000276.2402045.886-1025.658-11-78.860286.4802287.502-971.905-10-145.110296.7202512.401-889.222-9-199.406306.9602714.329-783.166-8-242.492317.2002888.321-658.923-8-275.189327.4403030.612-521.268-7-298.375337.6803138.529-374.543-6-312.976347.9203210.392-222.642-6-319.947358.1603245.397-68.994-5-320.252368.4003243.51083.430-4-314.847378.6403205.351232.112-4-304.662388.8803132.096374.972-3-290.587399.1203025.365510.341-3-273.452409.3602887.132636.933-3-254.015419.6002719.636753.804-2-232.946429.8402525.306860.307-2-210.8194310.0802306.689956.048-2-188.1004410.3202066.4041040.825-1-165.1384510.5601807.0941114.576-1-142.1584610.8001531.4071177.315-1-119.2584711.0401241.9821229.074-1-96.4024811.280941.4521269.831-0-73.4214911.520632.4641299.455-0-50.0095011.760317.7131317.631-0-25.7265112.0000.000661.903-0-0.000(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)1-0.0002400240019120.2402400240019130.4802400240019140.7202400240019150.9602400240019161.2002400240019171.4402400240019181.6802400240019191.92024002400191102.16024002400191112.40024002400191122.64024002400191132.88024002400191143.12024002400191153.36024002400191163.60024002400191173.84024002400191184.08024002400191194.32024002400191204.56024002400191214.80024002400191225.04024002400191235.28024002793191245.52024003270191255.76024003802191266.00024004395191276.24024005025191286.48024005640191296.72024006220191306.96024006748191317.20024007209191327.44024007589191337.68024007880191347.92024008075191358.16024008170191368.40024008165191378.64024008061191388.88024007863191399.12024007575191409.36024007206