鋼便橋波浪力計(jì)算

靜水面標(biāo)高：2.28m（極端高水位）；泥面標(biāo)高：-10m；樁頂標(biāo)高：4.6m；水深d：12.28m；波高H：2.3m（極端高水位波高）；波長L：123m（極端高水位波長）；樁徑：0.53m；鋼管樁斷面積：0.22m2；速度力系數(shù)CD=1.2；慣性力系數(shù)CM=2；水的重度Y=10.25kN/m。波浪荷載計(jì)算經(jīng)計(jì)算，H/d=2.3/12.28=0.187<0.2，d/L=12.28/120=0.1<0.2，符合《海港水文規(guī)范》8.3.2.2及8.3.2.3條件s規(guī)定。根據(jù)規(guī)范8.3.2.1條，H/d=2.3/12.28=0.187,nmax/H^0.62，即nmax約為1.43。波浪荷載先按規(guī)范8.3.2.1條以下公式計(jì)算：（1）波浪力速度分力p =C丫dhx10.25x10.25x0.22x2.3x0.582…

=3kNDmax 2鋼管樁高度斷面相同，Z1=0,Z2=d+氣技12.28+1.43=13.7面。4兀xZ 4兀xZ十^4kxZ h‘“xZK=LL L L1 ci4kxd8sh L4kx13.714kx0 |4kx13.71八 +sh 0123 123 123 1.4-0+1.9-0= = =0.25。、4"12.28 8x1.678sh 123鋼管樁PDmax=CdyDH2%=1.2x10.25x0.53x2.32x鋼管樁PDmax=D2 2 .（2）波浪力慣性分力P] =CyAHK2sh2kxZ?|sh2兀乂ZsLL根據(jù)規(guī)范8.3.2.1節(jié)第（4）條，Zsh2kxZ?|sh2兀乂ZsLLK2 ,2nxdch L72kx12.56 ,2nx0sh +sh—,2nx12.28ch 120_ 120 120_0.706,2nx12.28ch 1201.213—.P=C'ahk2鋼管樁PImax_C"AHK鋼管樁PImax_C"AHK214ndsh L1.6714ndsh L1.67MDmax=Cd普K3=1.2x10.25x0.53x2.32x123 x0.046=2x3.1431.07kN-m根據(jù)《海港水文規(guī)范》圖8.3.2.8、圖8.3.2.9及圖8.3.210,及H/d=0.187,d/L=0.1,查表知a=1.35；&=1.42；y=1.25;y^=1.4又根據(jù)《海港水文規(guī)范》8.3.2.2和8.3.2.3條，P=1.35x4.31=5.82kN；Pi =1.25x3=3.75kN所以，PD =5.82kN>0.5P] =1.875kN根據(jù)《海港水文規(guī)范》8.3.4條第（2）條，取正向水平最大總波浪力為_P2 _ _3.752 .P =Pd (1+0.25—)=5.82x(1+0.25x )=6.42kN。Dmax ?此時(shí)M=M° (1+0.25M2imax)DmaxyDH2L其牝MDmax=Cdx0.03+0.044xx0.03+0.044x1.9-—(2.15-1)=0.04632兀2(z-Z[)2.兀(Z2-Z「sh4兀z2 1ch4兀z2ch4兀Z,4L2」+ 8L1ShL2—32。"L2—曲L')根據(jù)《海港水文規(guī)范》8.3.2.2條，M° =1.42x31.07=44.12kN?mMimax1,2nd

ch L2兀(Z-Z)h2兀Z h2兀Z h1,2nd

ch LL__.SL2-(cL2-cL1)xln.64x0.685-(1.213-1)]=0.1871.203n,八yAHL °10.25x0.22x2.3x123,Mi =C^4—K4=2x 4314 x0.187=19kN?m根據(jù)《海港水文規(guī)范》8.3.2.3條，M] =1.4x19=26.6kN?m所以M=MD (1+0.25M2imax)=44.12x(1+0.2526.62)=48.13kN?mDmax .水流荷載計(jì)算鋼管樁所受水流力可用下式計(jì)算：F=Kn竺A