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第一章主桥施工栈桥计算说明一、设计依据二、主要技术标准三、技术规范四、主要材料五、设计要点六、结构计算内容七、使用注意事项第二章栈桥结构计算书一工程概况二设计参数三纵向槽钢［14b计算四分配梁工字钢136b计算五贝雷桁计算六桩顶横垫梁（工字钢2136b）强度验算七钢管桩竖向承载力计算八、栈桥的纵向稳定性验算。九、栈桥抗9级风稳定性验算。321u630x8mn129m8m6m>320km/49m3400KN500KN2KN/m（55.5m6：41.5m/s732161JTJ021-892JTJ025-863JTGD63-20074199865JTJ041-20001321321(1)cmKN16Mn][io2*12.756016MnI89.5221016MnI89.52171.5(2)3W(cm)4Ix(cm)EI(KN.m2)3578.5250497.2526044.127699.1577434.41212612.247157.1500994.41052088.2415398.31154868.82425224.4810735.6751491.61578132.3623097.41732303.23637836.7214817.92148588.84512036.4830641.74596255.29652135.9222226.83222883.26768054.7245962.6689439014478219(3)KN.m788.21576.42246.43265.44653.2KN245.2490.5698.9490.5698.9KN.m1687.533754809.467509618.8KN245.2490.5698.9490.5698.92Q235AGB699-65GB2101-80JTJ025-86page41.2.5A3（Q235）［（Tw］=145MPa［T］=85MPa［（T］=140MPa5E=2.1*10MPa16Mn［（Tw］=210MPa［T］=120MPa［（T］=200MPa5E=2.1*10MPa9299m3u630x8mm6u630x8mm［P］7mnu630x8mmS=7mmtA=137.005cml=66494.922cm4i22.027cmW=2110.95cm3Mk90.61Kg/mu630mmS=7mmS[N][N]=（AX[c]）=137.005X10-4X140X103=1918kNL11.00m（-6.95m12-2[c]3=u[c]=0.810*140=113.4MPau=vL/ik1X11.00/0.22027=49.939v80;vv1LL=11.00m；ii0.22027[c]140MPauk0.8101[P]k[c]co•Ak113.4X1.37005X10=1553.64kN[c]oA0.630m,0.007m[P]=1553.64kN[P]k1553.64kN9斥400KN500KN2KN/m（9m1［14b2136b342I36b567991000K0+843.156K1+843.1563X30+4X50+3X(3X50+(70+120+70)m2#16#820,K0+873.156K1+693.156894X9X21+4=7608mX760m8.01.03028［14b150507(I36b)63X1.1+2X1.5m0630mrX10mm2X3=61X3=332+5.52I36b2136b9m400KN500KN2KN/m（929124567811（［20b）220790790220c^T^Tb136bL=600cr70*70*1.2cm63cm57J.1■S20U80024230cm）3（［20b）U68O：600cm11（1cm）［14b1.1.08X78.5=628kg/m=0.628t/m=6.28KN/m[14b28X16.73468kg/m=0.468t/m=4.68KN/m136b8X65.66/1.5350kg/m=0.35t/m=3.50KN/m0.270X6/3+0.040X5/3=0.61t/m=6.1KN/m2I36b8X2X65.661051kg=1.051t=10.51KN2I36b3.4X6X65.661339kg=1.34t=13.4KN.500KNQUY50A500KN120KN1.34.66mX0.76m,（44X9=36）400KN1+=1+0.3=1.391.5X3.0m270K®2[10I816Mn273Mpa156Mpa40Kg788.2KN.m,245.2KN400KNP1=80kN500K70.6kN/m2P2=160kNP2=160kN1cm［14b2830cmj）［14b1.5m400KN500KNQUY50A［14bq=4.71KN/m,［14bq=3.51KN/m,1400KN400KN10cm0.60.6400KN160KN80KNP=80X0.30/0.6=40KNq=0.785X0.30.17=0.4KN/mPP1!；1；；；11A150-aa140-aa+103001=115/(37.51)=115/(37.51.5)=1.381.32()(1)a=70cmMkax=15.00KN.mCU=38.03KN(2)(T=M/W=15.00X106/(87.1X103)=172.22MPav1.3X145=188.5MPa(1.3)32T=Q/A=38.03X10/(21.31X10)=17.85MPav85MPa2500KNQUY50A500KNQUY50A［14b0.76X4.66m,120X1.3156KN0.3500KN［14bq1=0.4KN/mq2=(156+500/2X0.76X4.66X0.3=27.78KN/mqq1+q2=27.780.428.18KN/m2()⑴Mmax=7.93KN.m⑵Qmax=26.42(3)(T=M/W=7.93<106/(87.1X10)=91.0MPav145MPaT=Q/A=52.84X103/(21.31X102)=24.8MPav85MPaI36b［14bI36b400KN500KNQUY50Aq16X0.7854.71KN/m［14bq228X0.1673=4.68KN/mI36bqa0.66KN/mI36b：q(qW)X1.5/6.0qa=［(4.714.68)X1.5/6.0+0.66=3.01KN/m1400KN400KN()I36b()5P=80X1.3=104KN1+1.3q=3.01KN/m6R=-2.56KN,RB=33.03KN,RC=-74.28KN,R=74.28KN,RE=-33.03KN,RF=2.56KNABCDEFAFAF3RB=26.93KN,RC=80.38KN,RD=80.38KN,RE=26.93KNBCDEMLa=19.26KN.m,CDQa>=80.38KN(T=M/W=19.26X106/920800=20.92MPav145MPaT=Q/A=80.38X10/8364=9.62MPav85MPa250tQUY50A50t3.54m4.66X0.76m136b5=500+120X1.3)X1.5/(2X0.76X4.66)=138.95KN/mq2=2.72KN/mR=12.80KN,RB=102.21KN,RC=5.26KN,R=5.09KN,RE=99.65KN,RF=17....