桩基和钢管桩波浪力计算(范本)

波浪对圆形桩基的作用1.计算原则按海港水文规范(JTJ213-98)8.3条计算2.设计资料桩径D1.00m设计波要素天然泥面标高-1.00mH1%(m)T(s)L(m)设计水位3.04m3.31653.9桩顶标高3.46m3.最大波浪力的相位计算水深d＝4.04m速度力系数CD=1.2H/d=0.819惯性力系数CM=2.0d/L=0.075桩基断面积A=0.785m2按8.3.2.1条：查P78图8.3.2-1中wt=0o时的hmax.hmax/H=0.79hmax=2.61m按8.3.2.2条：查P85图8.3.2-8~9中的系数a.a=1.10按8.3.2.3条：查P86图8.3.2-10中的系数gP.gP=1.00wt=0wt=270zuPD(KN/m)PD(KN)u/tPI(KN/m)PI(KN)0.003.558.693.513.716.102.4710.403.558.713.533.726.112.4720.813.568.763.563.736.132.4831.213.588.863.613.756.162.5041.623.619.003.673.786.212.5252.023.659.183.753.826.272.5562.423.699.403.853.866.352.5872.833.749.673.973.926.442.6283.233.809.984.113.986.542.6793.643.8710.344.264.056.662.72d4.043.9510.7610.924.136.796.70d+hmax-H/25.004.1711.9922.384.367.17d+hmax6.654.6715.054.898.03PDmax=71.12PImax=32.28按8.3.4条：PDmaxPImax相位wt=-13.12(角度)270.00-0.23(弧度)asin(-0.5PImax/PDmax)=-13.124.桩基最大波浪力计算Zmax=4.46mzuPD(KN/m)u/tPI(KN/m)P(KN/m)P(KN)4.463.9310.670.961.5812.2512.993.353.729.560.911.4911.0511.872.233.578.810.871.4310.2411.161.123.488.380.851.409.7810.820.003.458.240.841.399.62S=46.84KN一.计算资料5.3m3.92m-25m7.46s1.2m二.波浪对圆柱的作用30.3m86.89m0.3487查表：##############m0.0040.20.1290.20.0930.351.551.61.251.40.66查表0m30.96m0.2320.0361.13097m21.210.25kN/m340.74kN钢管桩的波浪力计算设计高水位波高H底高程波浪周期T圆柱直径D水深d＝深水波长L0＝d/L0＝d/L＝波长L＝D/L＝按小尺度桩柱计算H/d＝d/L＝按《海港水文规范》JTJ213-98第8.3.2.2条计算并按8.3.2.3条计算γM＝查表：α＝β＝γP＝1.计算速度分力PDmax及力矩MDmaxηmax＝Z1＝Z2＝K1＝K3＝柱体断面面积A＝CD=海水重度γ＝PDmax＝688.39kNm2.计算惯性分力PImax及力矩MImax0.66查表0m29m0.4990.1421.13097m2210.25kN/m328.35kN471.95kNm3.合力45.67kN769.28kNmMDmax＝ηmax＝Z1＝Z2＝K2＝K4＝柱体断面面积A＝CM=海水重度γ＝Mmax＝PImax＝MImax＝PDmax=0.5PImaxPmax＝设计波要素表表2-8风速计算计算点H1%重现期(年)水位水深(m)(m)D300年一遇高水位15.824.44(琅歧)100年一遇高水位15.484.37极端高水位15.244.33300年一遇高水位15.824.19100年一遇高水位15.484.07极端高水位15.244计算点方向E300100H4%H5%H13%HmeanTmeanL(m)(m)(m)(m)(s)(m)3.83.673.112767.883.743.613.061.976.966.653.73.583.031.956.965.963.573.452.921.886.864.763.483.362.841.836.763.113.413.32.791.796.661.87