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附表1桩身内力计算——m法、刚性桩桩长滑面上桩长滑面下桩长滑坡推力桩前剩余抗滑力滑动面处地基系数侧壁允许抗压强度滑面下地基系数的比例系数H(m)h1(m)h2(m)En(kN/m)En’(kN/m)A(KPa/m)s(KPa)m(kPa/m2)15.007.507.51320700400001508.03727835000桩间距滑面下岩土的容重滑面下岩土的内摩擦角滑面上岩土的容重滑面上半年岩土的内摩擦角滑面下岩土的粘聚力L(m)a(m)b(m)γ1(kN/m3)φ1(度)γ2(kN/m3)φ2(度)c(KPa)62.4223.23823.215.925.2截面惯性矩截面模量桩弹性摸量抗弯刚度计算宽度变形系数计算深度I(m4)W(m3)E(kPa)E·I(kPa.m4)Bp(m)α(m-1)αh22.3041.92300000006912000030.27312.0482刚性桩桩顶无荷载自由端桩前土的被动土压力单桩推力单桩抗力桩顶处滑面处力桩顶处滑面处力Ep(kN/m)ET(kN)ER(kN)q1(kN)q2(kN)q1’(kN)q2’(kN)1144.9196957920.004200603.42857141508.571429320.00800.00计算位置剪力弯矩yQi(kN)Mi(kN·m)0000.5148.836.609523811311.7714286151.16190481.5488.9142857350.74285712680.2285714642.43809522.5885.71428571033.33333331105.3714291530.51428641587.22872.0761952125.7142864723.809524^262720.9142867142.47.50372011957.142865、受荷段桩身内力计算1、基本数据3、边界条件桩截面6、锚固段侧壁应力及桩身内力计算桩前抗力按梯形分布4、外力计算2、桩的计算类型推力按梯形分布(1)转角位置y0求解605629285713.1395E+11y0=5.183859822(2)求滑面处转角、位移、弯矩和剪力MB(kN·m)QB(kN)QA(kN)MA(kN·m)00372011957.14286滑面处转角求解∆j=0.0020289791612344.159321870.3194542961.0378滑面处位移求解∆x=0.01051794桩顶位移∆x=0.025735279(3)锚固段桩变位、桩身侧壁应力及内力计算位置y=cy(m)jy(rad)sy(KPa)Qy(kN)My(kN·m)00.010517940.002028979420.71761093720.0011957.140.50.009503451546.4484332990.1913642.5510.008488962636.67213082098.4114920.341.70.007068677703.3333391679.2215900.6720.006459983710.598153842.0016009.022.50.005445494694.3004789-1016.1215764.4730.004431005642.4956798-2023.1515001.423.50.003416515555.1837564-2925.8513758.7140.002402026432.3647088-3670.9512101.834.50.001387537274.0385369-4205.1910122.9050.00037304880.20524081-4475.317940.665.5-0.000641442-149.1351795-4428.055700.496-0.001655931-413.9827241-4010.153574.386.5-0.00267042-714.337393-3168.351760.987.5-0.004699399-1421.5681030.000.00计算位置y0=cy(m)jy(rad)sy(KPa/m)Qy(kN)My(kN·m)5.18385982200.0020289790-4497.657115.10(4)桩侧应力零点、最大负剪力点(通过试算求得)(5)零剪力点、最大弯矩点(通过试算求得)由边界条件及已滑面处内力有：计算位置yM=cy(m)jy(rad)sy(KPa/m)Qy(kN)My(kN·m)2.05840.0063414910.002028979710.5260031-82.5016007.84[σ]=1508.037278246σ0=420.717610908σh2=-1421.568103378σy＜[σ]桩侧应力满足要求混凝土强度等级采用C30钢筋型号为HRB335直径d=32混凝土抗拉强度混凝土抗压强度钢筋抗拉强度钢筋抗压强度结构重要性系数永久荷载分项系数fc(MPa)ft(MPa)fy(MPa)fy'(MPa)g0gG14.31.433003001.001.00桩截面宽度桩截面长度最大弯矩最大剪力单根钢筋面积(d=32mm)矩形应力系数弯矩设计值b(m)a(m)Mmax(kN·m)Qmax(kN)ag(mm2)a1M(kN·m)22.4160084498804.21.0016008合力至边缘距离截面有效高度系数相对受压系数钢筋设计面积主筋数量a0(m)h0(m)aszAs(m2)n(根)0.22.20.1156435030.1232372080.0258469532排数(排)每排束数（束）排间距（m）每束根数(根)总配筋（根）每排配筋（根）束中心距（m）1120.18336360.16(4)纵向受力钢筋复核合力至边缘距离(m)截面有效高度(m)最小配筋率（%）实际配筋率(%)最小配筋率实际配筋率受压区高度(m)实际弯矩(kN·m)设计弯矩＜实际弯矩a0h0rminrcM0.22.20.21450.6580满足0.30368391617789满足(5)割筋计算a0h0cM10.22.20.30368391617789第2排0.292.110.60736783234015(6)箍筋计算砼影响系数设计剪力截面条件桩容许剪力值实际剪力设计剪力砼抗剪强度是否配置箍筋第1排(2)纵向受力钢筋计算（单筋矩形梁）侧壁允许抗压强度(KPa)(3)纵向受力钢筋配置(1)设计参数8、桩的结构设计7、桩侧应力复核滑面处桩侧应力(KPa)桩底初桩侧应力(KPa)bcQ(kN)h0/b[Q](kN)[Qc](kN)1.004497.651.1015730满足4404.40需要箍筋型号箍筋直径箍筋截面积箍筋抗压强度箍筋抗拉强度d（mm）Asv(mm2)fy'(MPa)fy(MPa)HPB23514.00153.94210.00210.00箍筋肢数(双肢)箍筋面积计算箍筋间距(m)取定间距(m)结构剪力Mpa最小配筋率(%)实际配筋率(%)配筋是否满足要求nAsv（m2）s'sQrminrv40.00061583.810.206182.380.160.15不满足滑坡稳定性复核：经过试算，当滑坡推力大于1355时，可满足，但为1360时，桩侧应力不满足。本设计比预定的滑坡推力增加推力储备为35KN/m。若按稳定性计算时的剪出口下滑力和抗滑力计算，其稳定系数为1.1585093174025389573335