波浪力计算

设计条件设计船型设计水位吨位DW=万吨极端高水位=m船长=m设计高水位=m船宽=m施工水位=m型深=m设计低水位=m满载吃水=m极端低水位=m减载吃水=m波浪要素波高H=m底面高程=m周期T=秒结构安全等级地震基本烈度结构安全等级=2级地震设计烈度=度材料重度标准值海水容重γ=桩基是否柱体：1(1:柱体,0:矩形体)桩列方向是否垂直于波向:1(1:垂直,0:平行)桩中心距l=米胸墙直径D（b）=m断面积A=㎡l/D=/=群桩系数K=(插值结果)整体直径D（b）=m断面积A=㎡l/D=/=群桩系数K=(插值结果)附着生物程度:1(1:一般,2:中等,3:严重)附着生物修正系数n=速度力系数CD=惯性力系数CM=(小尺度桩柱)群墩系数Kx=(大尺度桩柱)KN/m3块石重度(KN/m3)内摩擦角φ(o)γ水上γ水下45.0724.025.018.014.015.011.012.7111101.1512.710.786812.95126.880.7868110-25.01014.00126.8812.711.22.0250.038.012.71材料名称混凝土胸墙C25钢筋混凝土沉箱C3019.013.64.613.512.000.038.510.25-1.579.56.911.5ωt=0o时的ηmax特征值表H/d=00.10.20.30.40.50.60.70.8ηmax/H=0.50.570.620.660.70.730.760.780.79系数f0、f1、f2、f3D/L=00.10.20.30.40.50.60.70.80.91f0=0-0.2-0.3-0.6-0.7-0.8-0.9-0.8-0.8-0.7-0.5f1=0.211.7221.951.81.61.351.050.8f2=1.61.451.251.050.80.450.250-0.3-0.5-0.6f3=00.10.50.70.650.3-0.1-0.5-0.8-1-1.1惯性力系数CMD/L=00.10.20.30.40.50.60.70.8CM=22.081.91.521.120.850.620.520.4小尺度桩柱波浪力计算一览表小尺度桩柱波浪力1、极端高水位水深d=-(底面高程)+极端高水位=+=m波长L=ma、胸墙Z1=+=mH/d=/=查表ηmax/H=ωt=0oZ2=d+ηmax=+*=mωt=270oZ2=d+ηmax-H/2=+*=m⑴、计算PDmax、PImax、MDmax、MImax**2**-+sh()-sh()8*sh()-+-8*=30.51KNKN*642.18*3.574.22838*0.172634.293=4.8493.5763.806sh4π*17.744=4π*=4.8493.574.8494π*3123.825.0088.0sh-4π*88.0+88.04π*25.0033.966.9126.9233.9688.0sh-=2.010.2533.9629.610.63=1.210.2512.710.0029.610.2330.6325.00229.618829.6188.06.9025.04.6125.06.929.610.136.90.1726=6.90.3481=设计低水位极端低水位胸墙整体胸墙整体极端高水位设计高水位胸墙整体沉箱胸墙整体沉箱28.5125.0323.437676水深d（m）29.610250波长L（m）888527.984Z1（m）2502502532.9262529.51529.51527.98424.53424.534ωt=0o33.95725Z2（m）ωt=270o30.50729.47626.06526.065393.08—1259—1293.1PDmax(KN)642.18289.13759.776652.5—9492.3—9464.1PImax(KN)3123.86184.727236927.2—28895—27651MDmax(KN·M)3456.65029.63571.1100815—156453—144336MImax(KN·M)9142.6928896417.9107827650.4—10916—10884Pmax(KN)3592.4107057112.43131.5201606115938—179921—165986Mmax(KN·M)105142071451068227380.612max2KDHCPDDg=2Im2KAHCPMaxg=LdshLZshLZshLZLZKppppp48444412121-+-=LdchLZshLZshKppp222122-=sh()-sh()ch()-=**2****π2(-)24*2π(-)8*132π22π*sh()4*28*132132=2π(-)ch()=深度修正系数α、β、γP、γM))]63.813-17.7720.0256)4π*3.570.3481*88.0[0.0727(4.4718-0.3932)]88.02.1782)-(ch(2π*30.5188.0-)]25.00)sh(-ch(1.7855.513.0637])]))2.17824.3586-=4.20161[sh2π*30.5188.0ch-(ch2π*2π*0.0332+2.5503-1.4388[30.5125.0088.0-(=1[0.025634.293]=34.2931[*63.806+0.04sh(4.849-(ch(4.849)-=4.22831[ch(8.9688.0+88.08.96)]33.9688.0-ch25.0088.033.9688.0sh4π*-(ch4π*=2.033.9625.00[88.088.0=sh4π*29.6188.010.033210.25126.96.94π88.088.0=*0.0727=*=1.210.2512.712π6.9ch2π*29.6188.02π*25.0088.0=2.17821.7852.1141=4.35862.89594.20230.5188.0-sh=sh2π*=1ch2π*29.6188.0=12.11413456.69142.6+33.9625.00KN·MKN·M32max2KLDHCMDDpg=4Im4KAHLCMMaxpg=()()???????????---+-=LZchLZchLZshLZZLZZLdshK122122212234432148441pppppp()???????---=LZchLZchLZshLZZLdchK122124222221pppppb/L=/=H/d=/=＞d/L=/=＜≤＞α=β=PDmax==*=MDmax==*=PImax==*=MImax==*=⑵、最大总波浪力Pmax、最大总波浪力矩Mmax如果PDmax≤0.5PImaxPmax=PImax=Mmax=MImax=如果Pdmax＞0.5PImax2222因为PDmax≤0.5PImax所以Pmax=Mmax=群桩系数K和附着生物修正系数nPmax==**=Mmax==**=⑶、考虑波浪浮托力作用由于两者结合紧密，故不考虑浮托力作用。b、整体Z1=m首先计算沉箱部分的Pmax、Mmax取Z2=m⑴、计算沉箱部分的PDmax、PImax、MDmax、MImax**2**KnPmaxKNKN·M11.159142.610514KnMmax1.153123.83592.41KN·MαPDmaxβMDmaxKN·M13123.83123.8KN19142.69142.6γPPImaxγMMImaxKN13456.61642.18642.1812.7188.00.14429.6188.00.33650.350.2330.26.9029.61KN·M642.18(1+=3456.6(0.33653456.6=0.259142.64441KN(642.18)(1561.90)9502.1KN·M1+0.253123.83123.8=)=3123.8642.180.20.04KN9142.6KNKN·M)9142.63456.6=2.010.25126.96.9*0.6892=289.13KN6184.7KN0.0777=2225.00=1.210.256.9*0.0012.71)25.01(2max2ImmaxmaxDaxDPPPP+=)25.01(2max2ImmaxmaxDaxDMMMM+=12max2KDHCPDDg=2Im2KAHCPMaxg=LdshLZshLZshLZLZKppppp48444412121-+-=-+sh()-sh()8*sh()-+-8*=sh()-sh()ch()-=**2****π2(-)24*2π(-)8*132π22π*sh()4*28*132132==1)]=[0.1991+*17.744[=)4.22831[+sh(88.088.0=sh4π*29.6188.0)]0=92889KN·M6.988.0*0.73910.0482=88.0ch2π*29.6188.00.00-sh2π*0.0088.029.614.2283sh4π*25.00-88.0]sh4π*34.293))-(17.772-)-ch(0.19910-(ch(3.571+0.1116134.2930.0025.0025.0088.088.03.574π*25.00-ch4π*+25.00-(ch0.00sh4π*25.0088.088.01[25.000.0088.0KN·M12.716.988.0*=2.010.25126.94π0.6892=1.210.252π5029.6=1.7852.1141=2.895904.202==sh2π*88.025.000.077788.03.5700=3.57017.744034.293-4π*+88.00.004π*25.00=88.08*sh4π*3.571.9796-0.5241]0.0482LdshLZshLZshLZLZKppppp48444412121-+-=LdchLZshLZshKppp222122-=32max2KLDHCMDDpg=4Im4KAHLCMMaxpg=()()???????????---+-=LZchLZchLZshLZZLZZLdshK122122212234432148441pppppp()???????---=LZchLZchLZshLZZLdchK122124222221ppppp2π(-)ch()=深度修正系数α、β、γP、γMb/L=/=H/d=/=＞d/L=/=＜≤＞α=β=PDmax==*=MDmax==*=PImax==*=MImax==*=⑵、沉箱部分的最大总波浪力Pmax、最大总波浪力矩Mmax如果PDmax≤0.5PImaxPmax=PImax=Mmax=MImax=如果Pdmax＞0.5PImax2222本工程PDmax≤0.5PImax所以Pmax=Mmax=群桩系数K和附着生物修正系数nPmax==**=Mmax==**=⑶、整体的最大总波浪力Pmax、最大总波浪力矩MmaxPmax=沉箱Pmax+胸墙Pmax=+=Mmax=沉箱Mmax+胸墙换算MmaxKN1.156184.77112.4KN92889KN·M(289.13)(3092.33)6184.7KN5029.6KN·MγPPImax16184.76184.7γMMImax19288992889KNKN·MαPDmax1289.13289.13βMDmax29.610.040.33650.20.3512.7188.06.9029.610.2330.2))]1)]2.89590.7391-(ch(1.785))-ch(0sh(1.785sh2π*25.0088.025.000.0088.0-(ch=1[ch2π*29.6188.02π*)]88.088.02π*25.00-ch0.00=1[2π*2.114188.025.00