高樁碼頭結(jié)構(gòu)計算

圖8.2縱斷面圖方向上的跨中彎矩Mx和My，連續(xù)板的跨中彎矩取0.525Mx和0.525My；支座彎矩取且l0￡ln+e=5.6+0.18=5.78m取l0=5.78m當B￡0.1l時，l0=lh=400mm結(jié)構(gòu)自重：現(xiàn)澆面層：Y=24kN/m3預(yù)制面板：Yh=400mm預(yù)制板吊運時取動力系數(shù)α=1.3 1均布荷載：q=30kPa板自重：q1=0.4×25=10kN彎矩計算：M1=ql2=×10×5.7802=41.76kN.m施工荷載：q2=3kPa彎矩計算ql2=×3×5.782=12.53kN.m預(yù)制板吊運：按彈性理論的四邊簡支板計算，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：同短暫狀況M=41.76kN×mlx=6.16mly=5.25m圖8.4簡支板簡圖單位：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主要考慮均布荷載作用：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計算結(jié)果匯總表單位：kN.m作用短跨跨中My長跨跨中Mx短跨支座M0y長跨支座M0x永久作用面板自重41.76面層自重2.9382.251-2.203-1.688可變作用短暫狀況施工荷載吊運內(nèi)力8.87-10.24-6.65持久狀況輪胎吊24.48-34.98-26.79⑴持久狀況作用效應(yīng)的持久組合：M=YGMGK+YQMQK(8-1)長跨跨中：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短暫狀況作用效應(yīng)的短暫組合：M=YGMGK+YQMQK(8-2)組合1：Mx=1.2×41.76+1.5×12.53=68.91kN.m長跨跨中：Mx=1.3×8.87=11.53kN.m短跨跨中：My=1.3×13.66=17.⑴持久狀況作用的短期效應(yīng)組合：M=MGK+Ψ1MQK(8-3)長跨跨中：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持久狀況作用的短期效應(yīng)組合：M=MGK+Ψ2MQK長跨跨中：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混凝土彈性模量：Ec=325′105(kPa)(8-4)圖8.5縱梁斷面圖縱梁按彈性支承連續(xù)梁計算，作用在梁上的荷載為碼頭面層自重及使用期可變作用，此時梁的有效斷面為疊合斷面，連續(xù)梁的內(nèi)力計圖8.6縱梁縱斷面圖彎矩計算跨度l0=ln+e=5.6+0.18=5.78m＜1.05ln=5.88m，取l0=5.78m剪力計算跨度l0=ln=4.5mln——凈跨；彎矩計算跨度：l0=l=7m剪力計算跨度：l0=ln=5.6m⑴預(yù)制縱梁及現(xiàn)澆接頭自重：Y=25kN/m3⑵面層自重：Y=24kN/m3⑴10.5m跨度鏈斗式卸船機作業(yè)，每臺機械4個支腿，每支腿下4個輪子，輪壓⑵前方堆貨荷載，q1=20kPa；重由橫梁承擔，考慮施工時接縫混凝土未達到設(shè)預(yù)制部分及現(xiàn)澆接頭縱梁自重：q=(1邊縱梁門機軌道梁邊縱梁門機軌道梁施工期正常使用極限狀態(tài)設(shè)計值：圖8.7荷載傳遞圖示M2=163.91kN.mQ2=109.9kN-20.37520.375則：q=q左+q右=13.6+27.54=41.14kN/m作用下等跨連續(xù)梁的跨中彎矩、支座彎矩及支座截面剪力：圖8.8荷載分配圖示(8-5)(8-6)計算公式：M=agl02其中：l0=7(8-5)(8-6)V=bglnln=5.6mα——彎矩計算系數(shù)；堆貨荷載：q=30kPaq左=30kN/m故：q=q左+q右=90.75kN/m計算公式：M=agl02其中：l0=7mV=bglnln=5.6m表8-2面層彎矩和剪力計算表跨中彎矩(kN.m)支座彎矩(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堆貨荷載彎矩及剪力計算表跨中彎矩(kN.m)支座彎矩(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彎矩及剪力計算表正跨中彎矩(kN.m)支座彎矩(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負跨中彎矩(kN.m)支座彎矩(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——作用效應(yīng)設(shè)計值；YQ1——主導(dǎo)可變作用分項系數(shù)，取1.5；YQi——非主導(dǎo)可變作用分項系數(shù)，取1.4；SGK——永久作用標準值產(chǎn)生的作用效應(yīng)；SQik——非導(dǎo)可變作用標準值產(chǎn)生的作用Sd=SGk+Ψ2(SQ1k+SQik)(8-10)Sd=SGk+Ψ1(SQ1k+SQik)(8-11)表8-5縱梁使用期正彎矩值M值（kN.m）作用MAM1MBM2MCM3①面板和面層荷載0157.4466.7293.13②堆貨荷載0347.29147.19205.44③機械荷載0950.2547.25789.2522.75775.25承載能力極限狀態(tài)設(shè)計值計算式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結(jié)果01954.64770.8751408.18534.1251475.962正常使用極限狀態(tài)（長期效應(yīng)組合）計算式0①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6結(jié)果0935.96428.35628.584681.544正常使用極限狀態(tài)（短期效應(yīng)組合）計算式0①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8結(jié)果01195.47237.8815.872877.682表8-6縱梁使用期負彎矩值M值（kN.m）作用MAM1MBM2MCM3①面板和面層荷載0-211.66-159.25②堆貨荷載0-466.91-351.29③機械荷載0-222.25-756-176.75-651-162.75承載能力極限狀態(tài)設(shè)計值計算式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結(jié)果0-333.375-1845.56-265.125-1511.86-244.125正常使用極限狀態(tài)（長期效應(yīng)組合）計算式0③×0.6①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6③×0.6結(jié)果0-133.35-945.406-106.05-760.624-97.65正常使用極限狀態(tài)（短期效應(yīng)組合）計算式0③×0.8①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8③×0.8結(jié)果0-177.8-1189.99-141.4-961.082-130.2表8-7縱梁使用期剪力（正值）作用VA右①面板和面層荷載90.77121.18②堆貨荷載200.23267.31254.1③機械荷載755758.523.25760承載能力極限狀態(tài)設(shè)計值計算式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結(jié)果1437.64924.3751545.1334.8751527.246正常使用極限狀態(tài)（長期效應(yīng)組合）計算式①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6結(jié)果663.9089.75736.666723.65正常使用極限狀態(tài)（短期效應(yīng)組合）計算式①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8結(jié)果854.954941.828926.47表8-8縱梁使用期剪力（負值）作用VA右①面板和面層荷載-139.61-109.20②堆貨荷載-307.97-240.89③機械荷載-63-891.25-84.5-862-242.5承載能力極限狀態(tài)設(shè)計值計算式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結(jié)果-94.5-1806.22-126.75-363.75正常使用極限狀態(tài)（長期效應(yīng)組合）計算式③×0.6①×1.0+(②+③)×0.6③×0.6①×1.0+(②+③)×0.6③×0.6結(jié)果-37.8-859.142-50.7-770.934-145.5正常使用極限狀態(tài)（短期效應(yīng)組合）計算式③×0.8①×1.0+(②+③)×0.8③×0.8①×1.0+(②+③)×0.8③×0.8結(jié)果-50.4-1098.99-67.6-991.512-194圖8.9橫梁圖示彎矩計算跨度：l0=ln+e，但不大于1.05ln。剪力計算跨度：l0=ln式中：l0——計算跨度(m)；ln——凈跨(m)；表8-9結(jié)構(gòu)斷面特性階段斷面圖截面積中和軸慣性矩I（m4）混凝土彈性模量E（kN/m2）EI（kN.m）（計入10%鋼筋面積）預(yù)制安裝階段0.9560.559325×105181.675×105使用階段2.240.926325×105300.95×105單樁：3.4×105kN/m雙直樁：3.4×2×105=6.8×105kN/m叉樁：3.4×2×105=6.8×105kN/m⑴預(yù)制橫梁自重：Y=25kN/m3；⑷預(yù)制面板傳給橫梁的自重：Y=25kN/m3現(xiàn)澆板縫自重：Y=25kN/m3⑸現(xiàn)澆面層自重：Y=24kN/m3橫梁自重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圖8.10橫梁橫斷面圖示圖8.11靠船構(gòu)件圖示PM1=18kN.mP=20.16kNM2=20.16×1.41=28.43kN.m圖8.12靠船構(gòu)件力的簡化圖PM3=1.875×1.65=3.09kN.mM4=28×1.65=46.2kN.mPPBCPPB"MC"MC52505250圖8.13力的簡化圖示+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圖8.14現(xiàn)澆部分力的圖示以上⑴~⑶在安裝期產(chǎn)生的總反力為ΣRA=103.5+420.79+122=646.29kNΣRB=207+126.875+49.5=383.375kN222222圖8.15構(gòu)件安裝階段內(nèi)力計算圖示彎矩計算跨度：l0=ln+e，但不大于1.05ln剪力計算跨度l0=ln=3.5m由⑴知跨中彎矩=77.657kN.m剪力：qln=80.5kNN4=N5=×Rn=×561.25=295.80kN圖8.16施工施彎矩圖圖8.17施工施剪力圖圖8.18力的傳遞圖示陸側(cè)邊縱梁：q=0.4×0.75×25=7.5kN/m海側(cè)軌道梁：q=20.24+10=30.24kN/m陸側(cè)軌道梁：q=20.24+7.5=27.74kN/m連系梁：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圖8.19力的簡化圖示PA=P1+P2=281.68kNMA=70×1.875=131.25kN/mPC=P4+P5=246.68kNMC=52.5×1.邊縱梁：q=0.4×0.25×25=2.5kN/m軌道梁：q=0.9×0.4×25=9kN/m連系梁：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面層自重：q=0.15×24=3.6kN/m圖8.20力的簡化圖示圖8.21力的傳遞分配圖示海側(cè)邊縱梁q=0.15×1×24=3.6kN/m陸側(cè)邊縱梁q=0.15×0.75×24=2.7kN/m海側(cè)軌道梁q=7.29+3.6=10.89kN/m陸側(cè)軌道梁q=7.29+2.7=9.99kN/m連系梁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圖8.22力的簡化圖示P=0.5×(0.2+0.3)×0.3×7×25=13.125kNMA=13.125×1.87=24.54kN×mb可變作用標準值產(chǎn)生的作用效應(yīng)-200-圖8.23護輪坎P=821.43kN1卸船機不工作，在前方樁臺全部布載q=30kPaq=49.22kN/mP=845.25kNP=850.5kNP=845.25kNMA=367.5kN×mMC=262.5kN×m圖8.24堆貨荷載分布情況1圖8.25堆貨荷載分布情況2q=35.16kN/m圖8.26堆貨荷載分布情況3垂直于碼頭前沿線的橫向分力Nx=125kN垂直于碼頭面的豎向分力Nz=0查得水平力在排架中最大分配系數(shù)α=0.417Nx=125×0.417=52.125kNNx對橫梁中和軸產(chǎn)生的力矩為：MNx=52.125×(4.87+0.4-3.368)=99.14kN×mPAH=Nx=52.125kNMA=99.14kN×m用船舶撞擊力為Fx=300×0.417=125.1k對橫梁中和軸產(chǎn)生的力矩為MFx=125預(yù)制橫梁自重q=1.84×25=46kN/m，現(xiàn)澆橫梁自重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彎矩×89.82×3.6752=151.63kN.m剪力qln=×89.82×3.5=157.185kN圖8.27施工期彎矩、剪力圖示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橫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卸船機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系纜力-52.125⑦撞擊力-241.19Mn2()+Mn17n「12Kn2Kn+17Kn+1「12Kn2Kn+17Kn+1LL(8-12)任意截面彎矩：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)直樁樁力：Nn=Rn(8-16)(8-17)叉樁樁力：N1=(8-17)(8-18)n(8-18)n222HH五彎矩方程可簡化為：圖8.28樁力示意圖輊輊(8-19))臌輊輊(8-19))臌式中：L—單跨計算長度，L=5.25m。(8-20)樁斷面的折算面面積EZ=F+(8-20)式中：F——為樁斷面實際面積，F(xiàn)=0.52-π=0.2186m2EgEh——分別為鋼筋與砼的彈性模量，基樁：40#砼，其Eh=32.5MPa,Ⅱ級鋼筋Eg=200MPa。式中：K——樁的軸向反力系數(shù)，即樁在單位軸向力作用下的樁頂軸向位移L0——樁在泥面以上長度（mEP——樁材料的彈性模量（kPa）EP=32.5MPa；AP——樁身橫截面面積（m2AP=EZ=0.23m2；C——樁入土部分的單位沉降所需的軸向力，其沉降值包括土中樁身的壓縮直樁自由長度L0=10.78m，直樁自由長度L0=8.155m，自由長度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單位力作用下的七種情況下樁力為N3=1750.54kN＜樁的允許承載力=2311.24kN表8-11單位荷載作用下橫梁內(nèi)力及樁力值力作用圖示樁力(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橫梁使用期彎矩值M值kN.m作用MAM1M2M3MBM4M5M6MCA結(jié)構(gòu)自重-534.96-393.02-424.91-628.88-1007-576.33-319.81-235.37-324.77B卸船機-367.5-411.58-540.78-753.58-1052-727.33-488.28-332.83-262.5C堆貨荷載Ⅰ0102.185119.61452.6613-99.52252.6613119.614102.1850D堆貨荷載Ⅱ0103.673146.801129.34851.314129.348146.801103.6730E堆貨荷載Ⅲ0-196.32-392.64-784.47-392.64-196.320F系纜力97.851296.661595.372794.083970.587747.091523.49620G撞擊力-241.19-238.05-235.16-232.02-228.89-171.73-114.57-57.1620使用期承載能力極限狀態(tài)持久組合計算公式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)結(jié)果-503.16-220.22-194.96-467.17-1039.3-428.4-117.43-103.91-389.72計算公式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結(jié)果-1446.5-1338.9-1568-2128.7-3026.8-1962.9-1236.5-841.71-783.47使用期承載能力極限狀態(tài)短暫組合計算公式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結(jié)果-513.07-199.27-178.71-449.59-1014.3-418.75-117.04-106.76-389.72計算公式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結(jié)果-1494.1-1381.1-1596.2-2134.5-3001.7-1950.3-1227.8-828.44-757.22使用期正常使用極限狀態(tài)持久狀況作用長期效應(yīng)組合計算公式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結(jié)果-475.48-272.1-278.83-494.05-919.81-456.37-203.48-159.07-324.77計算公式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結(jié)果-900.17-782.8-890.48-1220.2-1775.6-1115.8-681.52-469.37-482.27使用期正常使用極限狀態(tài)持久狀況作用短期效應(yīng)組合計算公式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結(jié)果-455.65-231.8-449.1-890.73-416.38-164.7-133.64-324.77計算公式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結(jié)果-1021.9-912.72-1045.7-1417.4-2031.8-1295.6-802.09-547.37-534.77表8-13橫梁使用期剪力值Q值kN作用QA右Q2QB左QB右QC左A結(jié)構(gòu)自重174.436-89.744-353.92394.395130.215-133.97B卸船機-130.32-259.53279.844150.64121.4389C堆貨荷載Ⅰ110.231-18.971-148.17148.17418.9714-110.23D堆貨荷載Ⅱ102.1319.83592-82.45982.4591-9.8359-102.13E堆貨荷載Ⅲ-149.5-149.5-149.5F系纜力-0.9914-0.9914-0.9914-17.944-17.944-17.944G撞擊力2.41192.41192.411943.655443.655443.6554使用期承載能力極限狀態(tài)持久組合計算公式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)結(jié)果377.203-90.406-421.09938.877428.058109.33計算公式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)結(jié)果-15.898-332.91-814.97448.151123.91845.9065使用期承載能力極限狀態(tài)短暫組合計算公式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結(jié)果367.024-90.545-421.33926.172428.273109.659計算公式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結(jié)果-1.2654-318.