H1-H2段桩板挡墙验算（ZA1#-ZA12#桩）

4.1环境边坡H1-H2段此段边坡为岩土混合边坡：长约40m，边坡高约8m。根据地勘提供赤平投影图分析岩层层面为外倾结构面，边坡岩层段为顺向坡，边坡岩层段稳定性主要受岩层层面强度控制，边坡土层段土岩分界面为内倾，土层段稳定为可能沿土体内圆弧滑动破坏，边坡坡顶有学校已经礼堂，为重要建构筑物应当考虑主动受力的支挡形式。设计采用桩板挡墙进行支护，桩截面尺寸为1.6m×2m方形桩，桩心间距3~5米，桩间采用300mm厚挡板连接，桩顶设置冠梁，坡顶及坡脚设置截排水沟。H1-H2段桩板挡墙验算（ZA1#-ZA12#桩）按照纯土质边坡考虑计算，坡顶为学校礼堂建筑，并采用桩基础，坡顶考虑超载为使用荷载60Kpa.2.按《建筑边坡工程技术规范》（GB50330-2013）中7.2.3及7.2.5条，坡顶建筑基础距离边坡水平距离a＜0.5H，此抗滑桩计算按照静止土压力Eo带入计算；Ko=1-sin23°=0.61，静止土压力Eo=0.5×7.8×【0.61（20×7.8+60）+0.61×60】=656.6kN/m.带入计算桩身配筋。桩板式抗滑挡土墙验算计算项目：桩板式抗滑挡土墙ZA#------------------------------------------------------------------------原始条件:墙身尺寸:桩总长:15.300(m)嵌入深度:7.000(m)截面形状:方桩桩宽:1.600(m)桩高:2.000(m)桩间距:4.300(m)挡土板的类型数:1板类型号板厚(m)板宽(m)板块数10.3001.00010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)K(MN/m3)150.00025.00070.000初始弹性系数A:0.000(MN/m3)初始弹性系数A1:0.000(MN/m3)桩顶锚索水平刚度:0.000(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:90(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)板混凝土强度等级:C30板纵筋合力点到外皮距离:35(mm)板纵筋级别:HRB400场地环境:一般地区墙后填土内摩擦角:29.000(度)墙背与墙后填土摩擦角:10.000(度)墙后填土容重:20.500(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)10.0002.000210.0000.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型梯形墙后剩余水平分力656.600(kN/m)梯形荷载(q1/q2)0.280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，静止土压力分项(安全)系数=1.000=====================================================================第1种情况:静止土压力[桩身所受推力计算]假定荷载梯形分布桩后:上部=148.823(kN/m)下部=531.510(kN/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。背侧最大弯矩=11002.438(kN-m)距离桩顶9.517(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2823.380(kN)距离桩顶8.300(m)桩顶位移=60(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.0000.000-60-0.00020.3077.255-47.928-58-0.00030.61529.913-100.213-57-0.00040.92269.314-156.854-55-0.00051.230126.796-217.853-53-0.00061.537203.700-283.209-52-0.00071.844301.364-352.922-50-0.00082.152421.128-426.993-48-0.00092.459564.332-505.420-47-0.000102.767732.314-588.204-45-0.000113.074926.415-675.345-43-0.000123.3811147.973-766.844-42-0.000133.6891398.328-862.699-40-0.000143.9961678.820-962.912-38-0.000154.3041990.787-1067.482-37-0.000164.6112335.570-1176.408-35-0.000174.9192714.507-1289.692-33-0.000185.2263128.938-1407.333-32-0.000195.5333580.202-1529.331-30-0.000205.8414069.639-1655.686-29-0.000216.1484598.589-1786.398-27-0.000226.4565168.390-1921.467-25-0.000236.7635780.381-2060.893-24-0.000247.0706435.903-2204.676-22-0.000257.3787136.296-2352.817-21-0.000267.6857882.897-2505.314-19-0.000277.9938677.047-2662.168-18-0.000288.3009520.084-2823.380-16-565.754298.60410242.438-1962.725-15-1038.084308.90910714.787-1179.680-13-941.040319.21310960.503-472.572-12-846.160329.51711002.438160.334-11-753.493339.82210862.908720.792-9-663.0493410.12610563.6951210.551-8-574.8013510.43010126.0511631.323-7-488.6893610.7359570.7151984.764-6-404.6243711.0398917.9362272.451-5-322.4963811.3438187.4852495.863-3-242.1723911.6487398.7132656.370-2-163.5054011.9526570.5632755.220-1-86.3364112.2575721.6222793.532-0-10.4974212.5614870.1542772.292164.1824312.8654034.1412692.3482137.8744413.1703231.3332554.4153210.7484513.4742479.2792359.0774282.9654613.7781795.3732106.7925354.6774714.0831196.8851797.9076426.0234814.387700.9961432.6637497.1224914.691324.8291011.2148568.0765014.99685.474533.6489638.9595115.300-0.000140.42110709.820(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)1-0.0006400640030520.3076400640030530.6156400640030540.9226400640030551.2306400640030561.5376400640030571.8446400640030582.1526400640030592.45964006400305102.76764006400305113.07464006400305123.38164006400305133.68964006400305143.99664006400305154.30464006400305164.61164006400305174.91964006400305185.22664006400305195.53364006400305205.84164006400305216.14864006991305226.45664007827305236.76364008731305247.07064009707305257.378640010758305267.685640011890305277.993640013106305288.300640014411305298.604640015542305308.909640016287305319.213640016677305329.517640016743305339.8226400165223053410.1266400160483053510.4306400153593053610.7356400144903053711.0396400134783053811.3436400123553053911.6486400111553054011.952640099083054112.257640086433054212.561640073883054312.865640064003054413.170640064003054513.474640064003054613.778640064003054714.083640064003054814.387640064003054914.691640064003055014.996640064003055115.30064006400305(三)挡土板内力配筋计算板类型板厚板下缘距顶最大土压力单块板弯矩单块板全部纵筋号(mm)距离(m)(kPa)(kN-m)面积(mm2)13008.300123.603285.6773615=====================================================================准永久组合下桩前岩体位移计算及标注组合下桩前岩体承载力计算采用主动土压力计算，分项系数取1。第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为8.300(m)处的库仑主动土压力第1破裂角：32.832(度)Ea=348.602Ex=343.306Ey=60.534(kN)作用点高度Zy=3.433(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。背侧最大弯矩=5294.156(kN-m)距离桩顶9.517(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1376.498(kN)距离桩顶8.300(m)桩顶位移=29(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-29-0.00020.3072.765-18.425-28-0.00030.61511.597-39.480-27-0.00040.92227.307-63.164-26-0.00051.23050.701-89.479-26-0.00061.53782.589-118.423-25-0.00071.844123.779-149.998-24-0.00082.152175.079-184.202-23-0.00092.459237.299-221.036-22-0.000102.767311.245-260.500-22-0.000113.074397.727-302.593-21-0.000123.381497.553-347.317-20-0.000133.689611.532-394.670-19-0.000143.996740.472-444.654-18-0.000154.304885.181-497.267-18-0.000164.6111046.468-552.510-17-0.000174.9191225.142-610.383-16-0.000185.2261422.010-670.886-15-0.000195.5331637.882-734.018-15-0.000205.8411873.565-799.781-14-0.000216.1482129.868-868.173-13-0.000226.4562407.600-939.195-12-0.000236.7632707.569-1012.848-11-0.000247.0703030.583-1089.130-11-0.000257.3783377.452-1168.042-10-0.000267.6853748.982-1249.583-9-0.000277.9934145.984-1333.755-9-0.000288.3004564.750-1376.498-8-273.828298.6044917.406-959.903-7-502.524308.9095149.039-580.807-7-455.631319.2135270.941-238.406-6-409.779329.5175294.15668.133-5-364.991339.8225229.469339.654-5-321.2723410.1265087.410576.999-4-278.6113510.4304878.252780.993-3-236.9783610.7354612.022952.433-3-1