高桩码头结构计算

图8.2纵断面图方向上的跨中弯矩Mx和My，连续板的跨中弯矩取0.525Mx和0.525My；支座弯矩取且l0£ln+e=5.6+0.18=5.78m取l0=5.78m当B£0.1l时，l0=lh=400mm结构自重：现浇面层：Y=24kN/m3预制面板：Yh=400mm预制板吊运时取动力系数α=1.3 1均布荷载：q=30kPa板自重：q1=0.4×25=10kN弯矩计算：M1=ql2=×10×5.7802=41.76kN.m施工荷载：q2=3kPa弯矩计算ql2=×3×5.782=12.53kN.m预制板吊运：按弹性理论的四边简支板计算，由lx/ly=4.58/5.96=0.77ay=0.0651，ax=0.0423Mx=0.0423×10×4.582=8.87kN.mMy=0.0651×10×4.582=13.66kN.mM=-0.75´8.87=-6.65kN×mM=-0.75´13.66=-10.2板自重：同短暂状况M=41.76kN×mlx=6.16mly=5.25m图8.4简支板简图单位：mm由ly/lx=5.25/6.16=0.85查表得ay=0.0564，ax=0.0432Mx=0.0432×3.6×5.252=4.287kN.mMy=0.0564×3.6×5.252=5.596kN.mMx=0.525×4.287=2.251kN.mMy=0.525×5.596=2.938kN.mM0xM0y=0.75×2.251=1.688kN.m=0.75×2.938=2.203kN.m主要考虑均布荷载作用：q=30kPaMx=0.0432×30×5.252=35.72kN.mMy=0.0564×30×5.252=46.64kN.mMx=0.525×35.72=18.75kN.mMy=0.525×46.64=24.48kN.mM0xM0y=0.75×35.72=26.79kN.m=0.75×46.64=34.98kN.m表8-1计算结果汇总表单位：kN.m作用短跨跨中My长跨跨中Mx短跨支座M0y长跨支座M0x永久作用面板自重41.76面层自重2.9382.251-2.203-1.688可变作用短暂状况施工荷载吊运内力8.87-10.24-6.65持久状况轮胎吊24.48-34.98-26.79⑴持久状况作用效应的持久组合：M=YGMGK+YQMQK(8-1)长跨跨中：Mx=1.2×(41.76+2.251)+1.5×18.75=80.94kN.m短跨跨中：My=1.2×2.938+1.5×24.48=40.25kN.m⑵短暂状况作用效应的短暂组合：M=YGMGK+YQMQK(8-2)组合1：Mx=1.2×41.76+1.5×12.53=68.91kN.m长跨跨中：Mx=1.3×8.87=11.53kN.m短跨跨中：My=1.3×13.66=17.⑴持久状况作用的短期效应组合：M=MGK+Ψ1MQK(8-3)长跨跨中：Mx=41.60+2.251+0.8×18.75=59.01kN.m短跨跨中：My=2.938+0.8×24.48=22.52kN.m⑵持久状况作用的短期效应组合：M=MGK+Ψ2MQK长跨跨中：Mx=41.76+2.251+0.6×18.75=55.26kN.m短跨跨中：My=2.938+0.6×24.48=17.63kN.mC40混凝土弹性模量：Ec=325´105(kPa)(8-4)图8.5纵梁断面图纵梁按弹性支承连续梁计算，作用在梁上的荷载为码头面层自重及使用期可变作用，此时梁的有效断面为叠合断面，连续梁的内力计图8.6纵梁纵断面图弯矩计算跨度l0=ln+e=5.6+0.18=5.78m＜1.05ln=5.88m，取l0=5.78m剪力计算跨度l0=ln=4.5mln——净跨；弯矩计算跨度：l0=l=7m剪力计算跨度：l0=ln=5.6m⑴预制纵梁及现浇接头自重：Y=25kN/m3⑵面层自重：Y=24kN/m3⑴10.5m跨度链斗式卸船机作业，每台机械4个支腿，每支腿下4个轮子，轮压⑵前方堆货荷载，q1=20kPa；重由横梁承担，考虑施工时接缝混凝土未达到设预制部分及现浇接头纵梁自重：q=(1边纵梁门机轨道梁边纵梁门机轨道梁施工期正常使用极限状态设计值：图8.7荷载传递图示M2=163.91kN.mQ2=109.9kN-20.37520.375则：q=q左+q右=13.6+27.54=41.14kN/m作用下等跨连续梁的跨中弯矩、支座弯矩及支座截面剪力：图8.8荷载分配图示(8-5)(8-6)计算公式：M=agl02其中：l0=7(8-5)(8-6)V=bglnln=5.6mα——弯矩计算系数；堆货荷载：q=30kPaq左=30kN/m故：q=q左+q右=90.75kN/m计算公式：M=agl02其中：l0=7mV=bglnln=5.6m表8-2面层弯矩和剪力计算表跨中弯矩(kN.m)支座弯矩(kN.m)M1M2M3MBMCMDMEα0.07810.3310.0462-0.105-0.079-0.079-0.105M157.4466.7293.13-211.66-159.25-159.25-211.66剪力(kN)VAVBlVBrVClVβ0.394-0.6060.526-0.4740.5V28.71-44.1638.83-35.5436.43表8-3堆货荷载弯矩及剪力计算表跨中弯矩(kN.m)支座弯矩(kN.m)M1M2M3MBMCMDα0.07810.3310.0462-0.105-0.079-0.079M347.29147.19205.44-466.91-351.29-351.29剪力(kN)VAVBlVBrVClβ0.394-0.6060.526-0.4740.500V200.23-307.97267.31-240.89254.1αiQl0(8-7)V=ΣβiQ(8-8)表8-4弯矩及剪力计算表正跨中弯矩(kN.m)支座弯矩(kN.m)M1M2M3MAMBMCMDα0.5430.4510.44300.0270.013M950.25789.25775.25047.2522.75剪力(kN)VAVBlVBrVClVβ3.0200.0653.0340.0933.040V75516.25758.523.25760负跨中弯矩(kN.m)支座弯矩(kN.m)M1M2M3MAMBMCα-0.127-0.101-0.0930-0.432-0.372M-222.25-176.75-162.750-756-651剪力(kN)VAVBlVBrVClVβ-0.252-3.565-0.338-3.448-0.970V-63-891.25-84.5-862-242.5Sd=Y0(8-9)式中：Sd——作用效应设计值；YQ1——主导可变作用分项系数，取1.5；YQi——非主导可变作用分项系数，取1.4；SGK——永久作用标准值产生的作用效应；SQik——非导可变作用标准值产生的作用Sd=SGk+Ψ2(SQ1k+SQik)(8-10)Sd=SGk+Ψ1(SQ1k+SQik)(8-11)表8-5纵梁使用期正弯矩值M值（kN.m）作用MAM1MBM2MCM3①面板和面层荷载0157.4466.7293.13②堆货荷载0347.29147.19205.44③机械荷载0950.2547.25789.2522.75775.25承载能力极限状态设计值计算式0①×1.2+③×1.5+②×1.4×0.7③×1.5①×1.2+③×1.5+②×1.4×0.7③×1.5①×1.2+③×1.5+②×1.4×0.7结果01954.64770.8751408.18534.1251475.962正常使用极限状态（长期效应组合）计算式0①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6结果0935.96428.35628.584681.544正常使用极限状态（短期效应组合）计算式0①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8结果01195.47237.8815.872877.682表8-6纵梁使用期负弯矩值M值（kN.m）作用MAM1MBM2MCM3①面板和面层荷载0-211.66-159.25②堆货荷载0-466.91-351.29③机械荷载0-222.25-756-176.75-651-162.75承载能力极限状态设计值计算式0③×1.5①×1.2+③×1.5+②×1.4×0.7③×1.5①×1.2+③×1.5+②×1.4×0.7③×1.5结果0-333.375-1845.56-265.125-1511.86-244.125正常使用极限状态（长期效应组合）计算式0③×0.6①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6③×0.6结果0-133.35-945.406-106.05-760.624-97.65正常使用极限状态（短期效应组合）计算式0③×0.8①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8③×0.8结果0-177.8-1189.99-141.4-961.082-130.2表8-7纵梁使用期剪力（正值）作用VA右①面板和面层荷载90.77121.18②堆货荷载200.23267.31254.1③机械荷载755758.523.25760承载能力极限状态设计值计算式①×1.2+③×1.5+②×1.4×0.7③×1.5①×1.2+③×1.5+②×1.4×0.7③×1.5①×1.2+③×1.5+②×1.4×0.7结果1437.64924.3751545.1334.8751527.246正常使用极限状态（长期效应组合）计算式①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6结果663.9089.75736.666723.65正常使用极限状态（短期效应组合）计算式①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8结果854.954941.828926.47表8-8纵梁使用期剪力（负值）作用VA右①面板和面层荷载-139.61-109.20②堆货荷载-307.97-240.89③机械荷载-63-891.25-84.5-862-242.5承载能力极限状态设计值计算式③×1.5①×1.2+③×1.5+②×1.4×0.7③×1.5①×1.2+③×1.5+②×1.4×0.7③×1.5结果-94.5-1806.22-126.75-363.75正常使用极限状态（长期效应组合）计算式③×0.6①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6③×0.6结果-37.8-859.142-50.7-770.934-145.5正常使用极限状态（短期效应组合）计算式③×0.8①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8③×0.8结果-50.4-1098.99-67.6-991.512-194图8.9横梁图示弯矩计算跨度：l0=ln+e，但不大于1.05ln。剪力计算跨度：l0=ln式中：l0——计算跨度(m)；ln——净跨(m)；表8-9结构断面特性阶段断面图截面积中和轴惯性矩I（m4）混凝土弹性模量E（kN/m2）EI（kN.m）（计入10%钢筋面积）预制安装阶段0.9560.559325×105181.675×105使用阶段2.240.926325×105300.95×105单桩：3.4×105kN/m双直桩：3.4×2×105=6.8×105kN/m叉桩：3.4×2×105=6.8×105kN/m⑴预制横梁自重：Y=25kN/m3；⑷预制面板传给横梁的自重：Y=25kN/m3现浇板缝自重：Y=25kN/m3⑸现浇面层自重：Y=24kN/m3横梁自重q=1.84×25=46kN/m反力×46×=103.5kN剪力qln=×46×3.5=80.5kNRA=103.5kNRB=2×103.5=207kNRC=103.5kN图8.10横梁横断面图示图8.11靠船构件图示PM1=18kN.mP=20.16kNM2=20.16×1.41=28.43kN.m图8.12靠船构件力的简化图PM3=1.875×1.65=3.09kN.mM4=28×1.65=46.2kN.mPPBCPPB"MC"MC52505250图8.13力的简化图示+253.75=358.75kNMA=105×1.75=183.75kN.mPC=358.75KNMC=105×1.25=131.25kN.mRA=62.04+358.75=420.79kNRB=126.875kNRC=358.75kNPPPPPPPPPP3 PPPPP3 53333//22图8.14现浇部分力的图示以上⑴~⑶在安装期产生的总反力为ΣRA=103.5+420.79+122=646.29kNΣRB=207+126.875+49.5=383.375kN222222图8.15构件安装阶段内力计算图示弯矩计算跨度：l0=ln+e，但不大于1.05ln剪力计算跨度l0=ln=3.5m由⑴知跨中弯矩=77.657kN.m剪力：qln=80.5kNN4=N5=×Rn=×561.25=295.80kN图8.16施工施弯矩图图8.17施工施剪力图图8.18力的传递图示陆侧边纵梁：q=0.4×0.75×25=7.5kN/m海侧轨道梁：q=20.24+10=30.24kN/m陆侧轨道梁：q=20.24+7.5=27.74kN/m连系梁：q=20.24+20.24=40.48kN/mP=10×7=70kNP=30.24×7=211.68kNP=40.48×7=283.36kNP=27.74×7=194.18kNPq=16.41×2=32.82kN/m图8.19力的简化图示PA=P1+P2=281.68kNMA=70×1.875=131.25kN/mPC=P4+P5=246.68kNMC=52.5×1.边纵梁：q=0.4×0.25×25=2.5kN/m轨道梁：q=0.9×0.4×25=9kN/m连系梁：q=0.44×0.4×25=4.4kN/mPPPPA=17.5+10×2+63=100.5kNMA=17.5×1MC=17.5×1.875+10×1.5×0.75=44.06kN.m面层自重：q=0.15×24=3.6kN/m图8.20力的简化图示图8.21力的传递分配图示海侧边纵梁q=0.15×1×24=3.6kN/m陆侧边纵梁q=0.15×0.75×24=2.7kN/m海侧轨道梁q=7.29+3.6=10.89kN/m陆侧轨道梁q=7.29+2.7=9.99kN/m连系梁q=7.29×2=14.58kN/mPA=3.6×7+10.89×7=101.43kNMA=3.6×P=14.58×2=29.16kNP=2.7×7+9.99×7=88.83kNMC=2.7×7×1.35=q=5.91×2=11.82kN/m图8.22力的简化图示P=0.5×(0.2+0.3)×0.3×7×25=13.125kNMA=13.125×1.87=24.54kN×mb可变作用标准值产生的作用效应-200-图8.23护轮坎P=821.43kN1卸船机不工作，在前方桩台全部布载q=30kPaq=49.22kN/mP=845.25kNP=850.5kNP=845.25kNMA=367.5kN×mMC=262.5kN×m图8.24堆货荷载分布情况1图8.25堆货荷载分布情况2q=35.16kN/m图8.26堆货荷载分布情况3垂直于码头前沿线的横向分力Nx=125kN垂直于码头面的竖向分力Nz=0查得水平力在排架中最大分配系数α=0.417Nx=125×0.417=52.125kNNx对横梁中和轴产生的力矩为：MNx=52.125×(4.87+0.4-3.368)=99.14kN×mPAH=Nx=52.125kNMA=99.14kN×m用船舶撞击力为Fx=300×0.417=125.1k对横梁中和轴产生的力矩为MFx=125预制横梁自重q=1.84×25=46kN/m，现浇横梁自重q=1.0×0.44×25=11kN/m面板自重q=16.41×2=32.82kN/m所以施工期自重力q=89.82kN/m弯矩×89.82×3.6752=151.63kN.m剪力qln=×89.82×3.5=157.185kN图8.27施工期弯矩、剪力图示PA=P1=46×2=92kNMA=92×1.0=92kN.mPC=P2=46×1.5=69kNMC=69×0.75=51.75kN.mPA=420.79+281.68+100.5+101.43+13.125+92=1009.525kNP=126.875+283.36+30.8+29.16=470.195kNP=358.75+95.5+246.68+88.83=789.761kNMA=95.72+183.75+131.25+52.81+46.62+24.54=534.69kN.mMC表8-10横向排架受力作用作用PAH(kN)PAV(kN)MA(kN)PBV(kN)PC(kN)MC(kN.m)qAB(kN/m)qBC(kN/m)①自重1009.53-534.69470.195789.76-324.77100.64100.64②卸船机821.43821.43③堆荷Ⅰ845.25-367.5850.5845.25-262.549.2249.22④堆荷Ⅱ425.25850.5425.2549.2249.22⑤堆荷Ⅲ303.8607.6303.835.1635.16⑥系缆力-52.125⑦撞击力-241.19Mn2()+Mn17n「12Kn2Kn+17Kn+1「12Kn2Kn+17Kn+1LL(8-12)任意截面弯矩：Mx=MMn—1(8-13)(8-14)任意截面剪力：Qx=Q(8-14)(8-15)支座反力：Rn=R(8-15)(8-16)直桩桩力：Nn=Rn(8-16)(8-17)叉桩桩力：N1=(8-17)(8-18)n(8-18)n222HH五弯矩方程可简化为：图8.28桩力示意图轾轾(8-19))臌轾轾(8-19))臌式中：L—单跨计算长度，L=5.25m。(8-20)桩断面的折算面面积EZ=F+(8-20)式中：F——为桩断面实际面积，F=0.52-π=0.2186m2EgEh——分别为钢筋与砼的弹性模量，基桩：40#砼，其Eh=32.5MPa,Ⅱ级钢筋Eg=200MPa。式中：K——桩的轴向反力系数，即桩在单位轴向力作用下的桩顶轴向位移L0——桩在泥面以上长度（mEP——桩材料的弹性模量（kPa）EP=32.5MPa；AP——桩身横截面面积（m2AP=EZ=0.23m2；C——桩入土部分的单位沉降所需的轴向力，其沉降值包括土中桩身的压缩直桩自由长度L0=10.78m，直桩自由长度L0=8.155m，自由长度L0=5.53m L-2KA-2KB-2×1.82910-6-2×2.75810-6=-3.038×10-7=6.314×10-7-3.038MA+6.314MB-2.681MC(8-22)(8-23)(8-24)(8-25)8.3.6.2单位力作用下的七种情况下桩力为N3=1750.54kN＜桩的允许承载力=2311.24kN表8-11单位荷载作用下横梁内力及桩力值力作用图示桩力(kN)剪力(kN)N1N2N3N4N5QA右Q2QB左QB右Q5QC左MAM1M2M3MBM4M5M6MC2.877-1.438-1.187-3.81206.567.2566.22900.4480.4480.210-0.055-0.055-0.105-0.105-0.1050.1050.1050.1050-0.138-0.276-0.414-0.552-0.414-0.276-0.1380-0.038-0.0380.1540.4870.487-0.077-0.077-0.0770.0770.0770.0770-0.101-0.202-0.302-0.403-0.302-0.202-0.1010-0.005-0.005-0.1710.0950.095-0.010-0.010-0.010-0.181-0.181-0.18110.9870.9750.9620.9490.7120.4750.23700.0740.074-0.104-0.023-0.0230.1470.1470.1470.0430.0430.04300.1930.3860.5790.7720.8290.8860.9431000-1.582000000000000000表8-12横梁使用期弯矩值M值kN.m作用MAM1M2M3MBM4M5M6MCA结构自重-534.96-393.02-424.91-628.88-1007-576.33-319.81-235.37-324.77B卸船机-367.5-411.58-540.78-753.58-1052-727.33-488.28-332.83-262.5C堆货荷载Ⅰ0102.185119.61452.6613-99.52252.6613119.614102.1850D堆货荷载Ⅱ0103.673146.801129.34851.314129.348146.801103.6730E堆货荷载Ⅲ0-196.32-392.64-784.47-392.64-196.320F系缆力97.851296.661595.372794.083970.587747.091523.49620G撞击力-241.19-238.05-235.16-232.02-228.89-171.73-114.57-57.1620使用期承载能力极限状态持久组合计算公式1.2A+1.4F1.2A+1.5D+0.7(1.4F)1.2A+1.5D+0.7(1.4F)1.2A+1.5D+0.7(1.4F)1.2A+1.5D+0.7(1.4F)1.2A+1.5D+0.7(1.4F)1.2A+1.5D+0.7(1.4F)1.2A+1.5D+0.7(1.4F)结果-503.16-220.22-194.96-467.17-1039.3-428.4-117.43-103.91-389.72计算公式1.2A+1.5B+0.7(1.5G)1.2A+1.5B+0.7(1.5G)1.2A+1.5B+0.7(1.5G)1.2A+1.5B+0.7(1.5G)1.2A+1.5B+0.7(1.5G)1.2A+1.5B+0.7(1.5G)1.2A+1.5B+0.7(1.5G)1.2A+1.5B+0.7(1.5G)1.2A+1.5B结果-1446.5-1338.9-1568-2128.7-3026.8-1962.9-1236.5-841.71-783.47使用期承载能力极限状态短暂组合计算公式1.2A+1.3F1.2A+1.4D+1.3F1.2A+1.4D+1.3F1.2A+1.4D+1.3F1.2A+1.4D+1.3F1.2A+1.4D+1.3F1.2A+1.4D+1.3F1.2A+1.4D+1.3F结果-513.07-199.27-178.71-449.59-1014.3-418.75-117.04-106.76-389.72计算公式1.2A+1.4(B+G)1.2A+1.4(B+G)1.2A+1.4(B+G)1.2A+1.4(B+G)1.2A+1.4(B+G)1.2A+1.4(B+G)1.2A+1.4(B+G)1.2A+1.4(B+G)1.2A+1.4B结果-1494.1-1381.1-1596.2-2134.5-3001.7-1950.3-1227.8-828.44-757.22使用期正常使用极限状态持久状况作用长期效应组合计算公式A+0.6FA+0.6(D+F)A+0.6(D+F)A+0.6(D+F)A+0.6(D+F)A+0.6(D+F)A+0.6(D+F)A+0.6(D+F)A结果-475.48-272.1-278.83-494.05-919.81-456.37-203.48-159.07-324.77计算公式A+0.6(B+G)A+0.6(B+G)A+0.6(B+G)A+0.6(B+G)A+0.6(B+G)A+0.6(B+G)A+0.6(B+G)A+0.6(B+G)A+0.6B结果-900.17-782.8-890.48-1220.2-1775.6-1115.8-681.52-469.37-482.27使用期正常使用极限状态持久状况作用短期效应组合计算公式A+0.8FA+0.8(D+F)A+0.8(D+F)A+0.8(D+F)A+0.8(D+F)A+0.8(D+F)A+0.8(D+F)A+0.8(D+F)A结果-455.65-231.8-449.1-890.73-416.38-164.7-133.64-324.77计算公式A+0.8(B+G)A+0.8(B+G)A+0.8(B+G)A+0.8(B+G)A+0.8(B+G)A+0.8(B+G)A+0.8(B+G)A+0.8(B+G)A+0.8B结果-1021.9-912.72-1045.7-1417.4-2031.8-1295.6-802.09-547.37-534.77表8-13横梁使用期剪力值Q值kN作用QA右Q2QB左QB右QC左A结构自重174.436-89.744-353.92394.395130.215-133.97B卸船机-130.32-259.53279.844150.64121.4389C堆货荷载Ⅰ110.231-18.971-148.17148.17418.9714-110.23D堆货荷载Ⅱ102.1319.83592-82.45982.4591-9.8359-102.13E堆货荷载Ⅲ-149.5-149.5-149.5F系缆力-0.9914-0.9914-0.9914-17.944-17.944-17.944G撞击力2.41192.41192.411943.655443.655443.6554使用期承载能力极限状态持久组合计算公式1.2A+1.5C+0.7(1.5G)1.2A+1.5D+0.7(1.5G)1.2A+1.5G1.2A+1.5B+0.7(1.5G)1.2A+1.5B+0.7(1.5G)1.2A+1.5E+0.7(1.5G)结果377.203-90.406-421.09938.877428.058109.33计算公式1.2A+1.5E+0.7(1.4F)1.2A+1.5E+0.7(1.4F)1.2A+1.5B+0.7(1.4F)1.2A+1.4F1.2A+1.5D+0.7(1.4F)1.2A+1.5C+0.7(1.4F)结果-15.898-332.91-814.97448.151123.91845.9065使用期承载能力极限状态短暂组合计算公式1.2A+1.4C+1.4G1.2A+1.4D+1.4G1.2A+1.4G1.2A+1.4B+1.4G1.2A+1.4B+1.4G1.2A+1.4E+1.4G结果367.024-90.545-421.33926.172428.273109.659计算公式1.2A+1.4E+1.3F1.2A+1.4E+1.3F1.2A+1.4B+1.3F1.2A+1.3F1.2A+1.4D+1.3F1.2A+1.4C+1.3F结果-1.2654-318.