J7-J8段桩板挡墙验算（ZE1#-ZE6#桩）

4.9基坑边坡J7-J8段此段边坡为岩土混合边坡：长约23m,边坡高约10m,根据持平投影图分析11.岩层层面。产状：108°Z3302.裂隙面LX1产状：247。Z5543.裂隙面LX2产状:310°Z5704.基坑边坡JBP5：2954Z9O0裂隙L2为外倾结构面，边坡稳定性主要受结构面强度控制。边坡坡顶为已建18层教师宿舍楼，为重要建构筑物应当考虑主动受力的支挡形式，桩截面尺寸为2mx2.5m方形桩，桩心间距4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。J7-J8段桩板挡墙验算(ZE1#-ZE6#桩)按照岩土质混合边坡考虑计算，坡顶为学校教师宿舍建筑，并采用桩基础，坡顶建筑基础距离边坡水平距离H>a>0.5H,桩基础作用在边坡破裂面以外，抗滑桩截面设计时采用主动岩土侧压力计算，坡顶考虑超载为使用荷载30Kpa,1.按《建筑边坡工程技术规范》(GB50330-2013)中6.2.3中公式进行计算：匕=；汨HK”=—— {K[sin(a+,)sin(a-8)+sin/+万卜山5-/7)]sin-asirr(a+—0+2〃sinacos0cos/一°一5)-2, sin(。+/?)sin(夕一/)+〃s山。cos*xqKqsin(a-b)sin(0+S)+〃sinacosq}2qsinacos/7 2cK“=1H;r n=yHsin(a+/?) yH按照上述公式分别计算各个剖面产生的侧向土压力，计算结果如下表所示按照均质岩土体计算得到的侧压力结果表岩体重度(kN/m3)岩石与墙背的摩擦角度坡角(度)C设计值(kPa)内摩擦角设计值(度)坡高(m)填土表面与水平面的夹角(度)地面均布荷载(kPa)kaEa4kN/m)上部土层3米2009002830300.72265下部岩层7米2509005270900.2405147.3侧压力合力Ea=65+147.3=212.3KN/m2.按《建筑边坡工程技术规范》(GB50330-2013)中6.3.1中公式进行计算对沿外倾结构面滑动的边坡，主动岩石压力合力可按下列公式计算：旦=得汨2兄 (6.3.1-1)K= sin(a+8)“ sin2asin(a-8+6—sin(J-/J)[(sin(a+6)sin(8一%)—"sinacos(6.3.1-2)2c『空(6.3.1-3)/yH按沿外倾结构面下滑时，结构面粘聚力取40Kpa,内摩擦角取15°。按照外倾结构面滑动时的侧压力结果表岩体重度坡角(度)C设计值(Pa)内摩擦角设计值(度)坡高(m)填土表面与水平面的夹角(度)地面均布荷袁(kPa)滑裂角(度)kaEa(kNAn)10米高2590350001410030570.229286.4侧压力取大值Ea=385KN/m3.按《建筑边坡工程技术规范》(GB50330-2013)中7.2.4及7・2.5条，一级边坡结构重要性系数取LL要求对岩石侧压力进行放大并带入计算中：由外倾结构面产生的岩石侧压力286.4X1.15X1.1=362.3kN/m；由岩石自身强度产生的岩石侧压力212X1.45X1.1=338.14kN/m.取大值362.3kN/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ZE#原始条件:墙身尺寸：桩总长:18.300(m)嵌入深度：8.000(m)截面形状：方桩桩宽：2.000(m)桩高：2.500(m)桩间距：4.000(m)挡土板的类型数：1板类型号 板厚(m) 板宽(m) 板块数1 0.300 1.000 12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)1 50.000重度(kN/m3)25.000K(MN/m3)70.000初始弹性系数A:0.000(MN/m3)初始弹性系数Al: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：50.000(度)墙背与墙后填土摩擦角：10.000(度)墙后填土容重：25.000(kWm3)坡线与滑坡推力：坡面线段数：4折线序号水平投影长(m)竖向投影长(m)10.0001.50025.7000.00030.00010.000415.0000.000地面横坡角度：0.000(度)参数值

梯形362.300(kN/m)墙顶标高:0.000参数值

梯形362.300(kN/m)参数名称推力分布类型墙后剩余下滑力水平分力梯形荷载(ql/q2)梯形荷载(ql/q2)0.100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，分项(安全)系数=1.350［桩身所受推力计算］假定荷载梯形分布桩后:上部=25.582(kN/m)下部=255.816(kN/m)(-)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=8525.729(kN-m)距离桩顶11.755(m)面侧最大弯矩=0.OOO(kN-m)距离桩顶0.000(m)最大剪力=1956.420(kN)距离桩顶10.300(m)桩顶位移=31(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-31-0.00020.3682.587-14.746-31-0.00030.73611.349-33.575-30-0.00041.10427.789-56.488-29-0.00051.47153.409-83.484-28-0.00061.83989.710-114.563-27-0.00072.207138.195-149.726-26-0.00082.575200.366-188.972-26-0.00092.943277.726-232.302-25-0.000103.311371.775-279.715-24-0.000113.679484.017-331.212-23-0.000124.046615.953-386.792-22-0.000134.414769.086-446.456-21-0.000144.782944.918-510.203-20-0.000155.1501144.950-578.033-20-0.000165.5181370.686-649.947-19-0.000175.8861623.626-725.944-18-0.000186.2541905.274-806.025-17-0.000196.6212217.131-890.189-16-0.000206.9892560.700-978.437-15-0.000217.3572937.482-1070.768-15-0.000227.7253348.980-1167.182-14-0.000238.0933796.695-1267.680-13-0.000248.4614282.131-1372.262-12-0.000258.8294806.789-1480.927-11-0.000269.1965372.170-1593.675-11-0.000279.5645979.778-1710.506-10-0.000289.9326631.115-1831.421-9-0.0002910.3007327.681-1956.420-8-289.8173010.6647923.470-1348.526-8-531.4743111.0278308.428-796.330-7-480.8843211.3918502.620-298.789-6-431.2753311.7558525.729145.181-5-382.6693412.1188397.034536.675-5-335.0713512.4828135.419876.785-4-288.4653612.8457759.3721166.577-3-242.8203713.2097287.0001407.075-3-198.0933813.5736736.0451599.250-2-154.2283913.9366123.9081744.007-2-111.1594014.3005467.6761842.175-1-68.8164114.6644784.1461894.504-0-27.1194215.0274089.8551901.654014.0104315.3913401.1241864.200154.6564415.7552734.0731782.625194.8974516.1182104.6681657.3282134.8144616.4821528.7441488.6222174.4814716.8451022.0351276.7423213.9654817.209600.2031021.8554253.3274917.573278.867724.0694292.6155017.93673.608383.4425331.8685118.300-0.000101.2125371.110桩身配筋计算点号距顶距离面侧纵筋i背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.000100001000038120.368100001000038130.736100001000038141.104100001000038151.471100001000038161.839100001000038172.207100001000038182.575100001000038192.9431000010000381103.3111000010000381113.6791000010000381124.0461000010000381134.4141000010000381144.7821000010000381155.1501000010000381165.5181000010000381175.8861000010000381186.2541000010000381196.6211000010000381206.9891000010000381217.3571000010000381227.7251000010000381238.0931000010000381248.4611000010000381258.8291000010000381269.1961000010000381279.564100001000038128 9.93210000 1000038129 10.300 10000 1000038130 10.66410000 1000038131 11.02710000 1000038132 11.39110000 1017438133 11.755 10000 1020038134 12.11810000 1005238135 12.482 10000 1000038136 12.84510000 1000038137 13.209 10000100003813813.573100001000038139 13.93610000 1000038140 14.30010000 1000038141 14.664 10000 1000038142 15.02710000 1000038143 15.39110000 1000038144 15.755 10000 1000038145 16.118 10000100003814616.482100001000038147 16.845 100001000038148 17.209 10000 100003814917.573100001000038150 17.936 10000100003815118.3001000010000381（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)1 300 10.30086.335172.6702000桩前岩体位移为