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1、附附表表1 桩桩身身内内力力计计算算mm法法、刚刚性性桩桩1 1、基基本本数数据据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桩间距桩截面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)1(kN/m3)1(度)2(kN/m3)2(度)c(KPa)62.4223.23823.215.92
2、5.2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)EI(kPa.m4)Bp(m)(m-1)h22.3041.92300000006912000030.27312.04822 2、桩桩的的计计算算类类型型刚性桩3 3、边边界界条条件件桩顶无荷载自由端4 4、外外力力计计算算推力按梯形分布桩前抗力按梯形分布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)1144.9196957920.004200603.42857141508.571429320.0
3、0800.005 5、受受荷荷段段桩桩身身内内力力计计算算计算位置剪力弯矩yQi(kN)Mi(kNm)0000.5148.836.609523811311.7714286151.16190481.5488.9142857350.74285712680.2285714642.43809522.5885.71428571033.33333331105.3714291530.51428641587.22872.0761952125.7142864723.809524262720.9142867142.47.50372011957.142866 6、锚锚固固段段侧侧壁壁应应力力及及桩桩身身内内力力计计
4、算算(1)转角位置y0求解605629285713.1395E+11y0=5.183859822(2)求滑面处转角、位移、弯矩和剪力由边界条件及已滑面处内力有:MB(kNm)QB(kN)QA(kN)MA(kNm)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(kNm)00.010517940.002028979420.7176
5、1093720.0011957.140.50.009503451546.4484332990.1913642.5510.008488962636.67213082098.4114920.341.70.007068677703.3333391679.2215900.6720.006459983710.598153842.0016009.022.50.005445494694.3004789-1016.1215764.4730.004431005642.4956798-2023.1515001.423.50.003416515555.1837564-2925.8513758.7140.002402
6、026432.3647088-3670.9512101.834.50.001387537274.0385369-4205.1910122.9050.00037304880.20524081-4475.317940.665.5-0.000641442-149.1351795-4428.055700.496-0.001655931-413.9827241-4010.153574.386.5-0.00267042-714.337393-3168.351760.987.5-0.004699399-1421.5681030.000.00(4)桩侧应力零点、最大负剪力点(通过试算求得)计算位置 y0=cy
7、(m)jy(rad)sy(KPa/m)Qy(kN)My(kNm)5.18385982200.0020289790-4497.657115.10(5)零剪力点、最大弯矩点(通过试算求得)计算位置 yM=cy(m)jy(rad)sy(KPa/m)Qy(kN)My(kNm)2.05840.0063414910.002028979710.5260031-82.5016007.847 7、桩桩侧侧应应力力复复核核侧壁允许抗压强度(KPa)=1508.037278246滑面处桩侧应力(KPa)0=420.717610908桩底初桩侧应力(KPa)h2=-1421.568103378y桩侧应力满足要求8 8
8、、桩桩的的结结构构设设计计(1)设计参数混凝土强度等级采用 C30钢筋型号为 HRB 335 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(kNm)Qmax(kN)ag(mm2)a1M(kNm)22.4160084498804.21.0016008(2)纵向受力钢筋计算(单筋矩形梁)合力至边缘距离截面有效高度系数相对受压系数 钢筋
9、设计面积主筋数量a0(m)h0(m)aszAs(m2)n(根)0.22.20.1156435030.1232372080.0258469532(3)纵向受力钢筋配置排数(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(%)最小配筋率设计剪力砼抗剪强度是否配置箍筋bcQ(kN)h0/bQ(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)HPB 23514.00153.94210.00210.00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)ssQrminrv40.00061583.810.206182.380.160.15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
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