某賓館的建筑結(jié)構(gòu)設(shè)計(jì)目錄TOC\o"1-3"\h\u40811.設(shè)計(jì)說(shuō)明 ［7］。3.3.3水平地震作用下的剪力計(jì)算=EQ(\F(0.25,0.551))\S\di18(0.9)=0.039EQ結(jié)構(gòu)等效總重力荷載=0.85×5995.805=5096.43kNT1>1.4Tg=1.4×0.35=0.49=0.49s且Tg≤0.35EQ因此頂部附加地震作用系數(shù)EQ=0.08×0.558＋0.07=0.115=0.039×5888.97=229.67kN=0.114×229.67=26.18kN

EQ表3.4各質(zhì)點(diǎn)橫向水平地震剪力計(jì)算層號(hào)Hi(m)Gi(kN)GiHi(kN·m)Fi(kN)Vi(kN)621.151078.5322810.91146.28146.28517.851166.3920820.0626.43172.71414.551166.3916970.9721.54194.25311.251166.3913121.8916.66210.9127.951166.399272.811.77222.6814.651184.1055506.0917.2239.883.3.4水平地震作用下的位移驗(yàn)算EQ結(jié)構(gòu)底部FEK=α1Geq；頂層Fi=Fn+ΔFn；其他層各層各層EQ的層間移角θe=△μi/hi如下表所示，層間最大位移角1/510﹤1/550(滿足要求)。EQ表3.5橫向水平地震作用下的位移驗(yàn)算層次Vi(kN)∑Di(N/m)△μi(mm)hi(m)△μi/hi6146.28113843.840.0012853.31/25685172.71113843.840.0015173.31/21754194.25113843.840.0017063.31/19343210.91113843.840.0018533.31/17812222.68113843.840.0019563.31/16871239.88106996.40.0022424.651/2074

4．內(nèi)力計(jì)算4.1恒載內(nèi)力計(jì)算4.1.1彎矩分配系數(shù)計(jì)算A軸柱6層分配系數(shù)EQA軸柱5層分配系數(shù)EQ節(jié)點(diǎn)下柱：EQ\f(4×90000,4×(90000+46286))=0.66EQ節(jié)點(diǎn)右梁：EQ\f(4×46286,4×(90000+46286))=0.34EQB軸柱5層分配系數(shù)EQ節(jié)點(diǎn)左梁：EQ\f(4×46286,4×(46286+90000+83188))=0.211EQ節(jié)點(diǎn)下柱：EQ\f(4×90000,4×(46286+90000+83188))=0.41EQ節(jié)點(diǎn)右梁：EQ\f(4×83188,4×(46286+90000+83188))=0.379EQC軸柱5層分配系數(shù)EQ節(jié)點(diǎn)左梁：EQ\f(4×83188,4×(83188+90000+46286))=0.379EQ節(jié)點(diǎn)下柱：EQ\f(4×90000,4×(83188+90000+46286))=0.41EQ節(jié)點(diǎn)右梁：EQ\f(4×46286,4×(83188+90000+46286))=0.211EQD軸柱5層分配系數(shù)EQ節(jié)點(diǎn)左梁：EQ\f(4×46286,4×(46286+90000))=0.34EQ節(jié)點(diǎn)下柱：EQ\f(4×90000,4×(46286+90000))=0.66A軸柱在2-5層的分配系數(shù)EQ節(jié)點(diǎn)上柱：EQ\f(4×90000,4×(90000+90000+46286))=0.398EQ節(jié)點(diǎn)下柱：EQ\f(4×90000,4×(90000+90000+46286))=0.398EQ節(jié)點(diǎn)右梁：EQ\f(4×46286,4×(90000+90000+46286))=0.205B軸柱在2-5的分配系數(shù)EQ節(jié)點(diǎn)左梁:EQ\f(4×46286,4×(46286+90000+90000+83188))=0.15EQ節(jié)點(diǎn)上柱：EQ\f(4×90000,4×(46286+90000+90000+83188))=0.291EQ節(jié)點(diǎn)下柱：EQ\f(4×90000,4×(46286+90000+90000+83188))=0.291EQ節(jié)點(diǎn)右梁：EQ\f(4×83188,4×(46286+90000+90000+83188))=0.269C軸柱在2-5的分配系數(shù)EQ節(jié)點(diǎn)左梁：EQ\f(4×83188,4×(83188+90000+90000+46286))=0.269EQ節(jié)點(diǎn)上柱：EQ\f(4×90000,4×(83188+90000+90000+46286))=0.291EQ節(jié)點(diǎn)下柱：EQ\f(4×90000,4×(83188+90000+90000+46286))=0.291EQ節(jié)點(diǎn)右梁：EQ\f(4×46286,4×(83188+90000+90000+46286))=0.15D軸柱在2-5的分配系數(shù)EQ節(jié)點(diǎn)左梁：EQ\f(4×46286,4×(46286+90000+90000))=0.205EQ節(jié)點(diǎn)上柱：EQ\f(4×90000,4×(46286+90000+90000))=0.398EQ節(jié)點(diǎn)下柱：EQ\f(4×90000,4×(46286+90000+90000))=0.398A軸柱1層分配系數(shù)EQ節(jié)點(diǎn)上柱：EQ\f(4×90000,4×(90000+65455+46286))=0.446EQ節(jié)點(diǎn)下柱：EQ\f(4×65455,4×(90000+65455+46286))=0.324EQ節(jié)點(diǎn)右梁：EQ\f(4×46286,4×(90000+65455+46286))=0.229B軸柱1層分配系數(shù)EQ節(jié)點(diǎn)左梁：EQ\f(4×46286,4×(46286+90000+65455+83188))=0.162EQ節(jié)點(diǎn)上柱：EQ\f(4×90000,4×(46286+90000+65455+83188))=0.316EQ節(jié)點(diǎn)下柱：EQ\f(4×65455,4×(46286+90000+65455+83188))=0.23EQ節(jié)點(diǎn)右梁：EQ\f(4×83188,4×(46286+90000+65455+83188))=0.292C軸柱1層分配系數(shù)EQ節(jié)點(diǎn)左梁：EQ\f(4×83188,4×(83188+90000+65455+46286))=0.292EQ節(jié)點(diǎn)上柱：EQ\f(4×90000,4×(83188+90000+65455+46286))=0.316EQ節(jié)點(diǎn)下柱：EQ\f(4×65455,4×(83188+90000+65455+46286))=0.23EQ節(jié)點(diǎn)右梁：EQ\f(4×46286,4×(83188+90000+65455+46286))=0.162D軸柱1層分配系數(shù)EQ節(jié)點(diǎn)左梁：EQ\f(4×46286,4×(46286+90000+65455))=0.229EQ節(jié)點(diǎn)上柱：EQ\f(4×90000,4×(46286+90000+65455))=0.446EQ節(jié)點(diǎn)下柱：EQ\f(4×65455,4×(46286+90000+65455))=0.3244.1.2恒載固端彎矩計(jì)算EQ恒載作用下梁固端計(jì)算：EQ梯形荷載EQ頂層AB跨EQ均布荷載：q1=5.33kN/m，EQ梯形荷載：q2=10.48kN/m=-1/12×5.33×62-1/12×10.48×62(1-2×0.3332+0.3333)=-45.1kN.m頂層BC跨均布荷載：q1=4.62kN/m，三角形荷載：q2=10.48kN/m=-1/3×4.62×22-5/24×10.48×22=-14.89kN.m頂層CD跨均布荷載：q1=5.33kN/m，梯形荷載：q2=10.48kN/m=-1/12×5.33×62-1/12×10.48×62(1-2×0.3332+0.3333)=-45.1kN.m標(biāo)準(zhǔn)層AB跨均布荷載：q1=12.22kN/m，梯形荷載：q2=6.9kN/m=-1/12×12.22×62-1/12×6.9×62(1-2×0.3332+0.3333)=-55.83kN.m標(biāo)準(zhǔn)層BC跨均布荷載：q1=4.62kN/m，三角形荷載：q2=6.9kN/m=-1/3×4.62×22-5/24×6.9×22=-11.91kN.m標(biāo)準(zhǔn)層CD跨均布荷載：q1=12.22kN/m，梯形荷載：q2=6.9kN/m=-1/12×12.22×62-1/12×6.9×62(1-2×0.3332+0.3333)=-55.83kN.m4.1.3恒載彎矩分配過(guò)程EQ彎矩二次分配過(guò)程如下：

上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.4080.5920.2850.1970.5180.5180.1970.2850.5920.408偏心矩0偏心矩0偏心矩0偏心矩-45.1045.10-14.8914.89-45.1045.1018.4026.70-8.61-5.95-15.6515.655.958.61-26.70-18.408.10-4.3013.35-3.607.82-7.823.60-13.354.30-8.10-1.55-2.24-5.01-3.46-9.109.103.465.012.241.5524.95-24.9544.83-13.01-31.8231.8213.01-44.8324.95-24.950.290.290.420.240.160.1640.4330.430.160.1640.2380.420.290.29-55.8355.83-11.9111.91-55.8355.8316.1916.1923.45-10.45-7.20-7.20-19.0219.027.207.2010.45-23.45-16.19-16.199.208.10-5.2311.72-2.98-3.609.51-9.512.983.60-11.725.23-9.20-8.10-3.50-3.50-5.07-3.49-2.40-2.40-6.356.352.402.403.495.073.503.5021.8920.79-42.6853.61-12.58-13.21-27.7627.7640.2113.21-53.6142.68-21.89-20.790.290.290.420.2380.1640.1640.4330.4330.1640.1640.2380.420.290.29-55.8355.83-11.9111.91-55.8355.8316.1916.1923.45-10.45-7.20-7.20-19.0219.027.207.2010.45-23.45-16.19-16.198.108.10-5.2311.72-3.60-3.609.51-9.513.603.60-11.725.23-8.10-8.10-3.18-3.18-4.60-3.34-2.30-2.30-6.086.082.302.303.344.603.183.1821.1121.11-42.2153.76-13.11-13.11-27.4927.4913.1113.11-53.7642.21-21.11-21.110.290.290.420.2380.1640.1640.4330.4330.1640.1640.2380.420.290.29-55.8355.83-11.9111.91-55.8355.8316.1916.1923.45-10.45-7.20-7.20-19.0219.027.207.2010.45-23.45-16.19-16.198.108.10-5.2311.72-3.60-3.609.51-9.513.603.60-11.725.23-8.10-8.10-3.18-3.18-4.60-3.34-2.30-2.30-6.086.082.302.303.344.603.183.1821.1121.11-42.2153.76-13.11-13.11-27.4927.4913.1113.11-53.7642.21-21.11-21.110.290.290.420.2380.1640.1640.4330.4330.1640.1640.2380.420.290.29-55.8355.83-11.9111.91-55.8355.8316.1916.1923.45-10.45-7.20-7.20-19.0219.027.207.2010.45-23.45-16.19-16.198.108.82-5.2311.72-3.60-3.809.51-9.513.603.80-11.725.23-8.10-8.82-3.39-3.39-4.91-3.29-2.27-2.27-5.995.992.272.273.294.913.393.3920.9021.62-42.5253.81-13.07-13.27-27.4127.4113.0713.27-53.8142.52-20.90-21.620.3160.2250.4590.250.1730.1220.4550.4550.1730.1220.250.4590.3160.225-55.8355.83-11.9111.91-55.8355.8317.6412.5625.63-10.98-7.60-5.36-19.9819.987.605.3610.98-25.63-17.64-12.568.100.00-5.4912.81-3.600.009.99-9.993.600.00-12.815.49-8.100.00-0.82-0.59-1.20-4.80-3.32-2.34-8.748.743.322.344.801.200.820.5924.9111.98-36.8952.86-14.52-7.70-30.6430.6414.527.70-52.8636.89-24.91-11.985.99A-3.85B3.85C-5.99DAB跨梁荷載：M0==1/8×5.33×62=23.99kN·mAB跨梯形荷載=1/24×10.48×62×(3-4×22/62)=46.8kN·mEQ合計(jì)：M0=70.79kN.mEQ合計(jì)：M0=70.79kN.mEQBC跨梁均布荷載：EQBC跨梁均布荷載=1/8×4.62×22=2.31kN·mEQBC跨梁三角形荷載：EQ=1/12×10.48×22=3.49kN·mEQ合計(jì)：M0=5.8kN.mEQCD跨梁均布荷載：：=1/8×5.33×62=23.99kN·mEQCD跨梁形荷載=1/24×10.48×62×(3-4×22/62)=46.8kN·m合計(jì)：M0=70.79kN.mEQ標(biāo)準(zhǔn)層恒載作用下梁簡(jiǎn)支狀態(tài)下的跨中彎矩計(jì)算：AB跨梁均布荷載：=1/8×12.22×62=54.99kN·mEQAB跨梯形荷載EQ1/12×6.9×62×(3-4×22/62)=30.81kN·m=EQ1/12×6.9×62×(3-4×22/62)=30.81kN·m合計(jì)：M0=85.8kN.mEQBC跨均布荷載：=1/8×4.62×22=2.31kN·mBC跨三角形荷載：=1/12×6.9×22=2.3kN·m合計(jì)：M0=4.61kN.mEQCD跨梁均布荷載：=1/8×12.22×62=54.99kN·mCD跨梁梯形荷載=1/246.9623-4226230.81kN·mEQ合計(jì)：M0=85.8kN.mEQ表4.1恒載作用下的跨中彎矩計(jì)算kN.m層次梁跨M中=M0-(Mr-Ml)/26AB70.79-(24.95+44.83)/2=35.9BC5.8-(31.82+31.82)/2=-26.02CD70.79-(44.83+24.95)/2=35.95AB85.8-(42.68+53.61)/2=37.66BC4.61-(27.76+27.76)/2=-23.15CD85.8-(53.61+42.68)/2=37.664AB85.8-(42.21+53.76)/2=37.82BC4.61-(27.49+27.49)/2=-22.88CD85.8-(53.76+42.21)/2=37.823AB85.8-(42.21+53.76)/2=37.82BC4.61-(27.49+27.49)/2=-22.88CD85.8-(53.76+42.21)/2=37.822AB85.8-(42.52+53.81)/2=37.64BC4.61-(27.41+27.41)/2=-22.8CD85.8-(53.81+42.52)/2=37.641AB85.8-(36.89+52.86)/2=40.93BC4.61-(30.64+30.64)/2=-26.03CD85.8-(52.86+36.89)/2=40.93圖4.1恒載彎矩圖(kN.m)4.1.4恒載梁柱剪力的計(jì)算均布荷載：R左=-R右=ql/2=1/2×5.33×6=15.99kN梯形荷載：R左=-R右=q(l-a)/2=10.48×(6-2)/2=20.96kNEQ合計(jì)：R左=-R右=36.95kNEQ合計(jì)：R左=-R右=36.95kNEQ頂層BC跨EQ均布荷載：R左=-R右=ql/2=1/2×4.62×2=4.62kN三角形荷載：R左=-R右=ql/4=1/4×10.48×2=5.24kN合計(jì)：R左=-R右=9.86kNEQ頂層CD跨EQ均布荷載：R左=-R右=ql/2=1/2×5.33×6=15.99kN梯形荷載：R左=-R右=q(l-a)/2=10.48×(6-2)/2=20.96kN合計(jì)：R左=-R右=36.95kNEQ標(biāo)準(zhǔn)層CD跨EQ均布荷載：EQR左=-R右=ql/2=1/2×12.22×6=36.66kNEQ梯形荷載：R左=-R右=q(l-a)/2=6.9×(6-2)/2=13.8kN合計(jì)：R左=-R右=50.46kNEQ標(biāo)準(zhǔn)層BC跨EQ均布荷載：R左=-R右=ql/2=1/2×4.62×2=4.62kNEQ三角形荷載R左=-R右=ql/4=1/4×6.9×2=3.45kN合計(jì)：R左=-R右=8.07kNEQ標(biāo)準(zhǔn)層CD跨EQ均布荷載：R左=-R右=ql/2=1/2×12.22×6=36.66kNEQ梯形荷載：EQV左=R左-(Ml+Mr)/lR左=-R右=q(l-a)/2=6.9×(6-2)/2=13.8kNEQ合計(jì)：R左=-R右=50.46kNEQ表4.2恒載作用下AB框架梁剪力計(jì)算(kN)層次EQV左=R左-(Ml+Mr)/lEQV右=R右-(Ml+Mr)/l6V左=36.95-(-24.95+44.83)/6=33.64V右=-36.95-(-24.95+44.83)/6=-40.265V左=50.46-(-42.68+53.61)/6=48.64V右=-50.46-(-42.68+53.61)/6=-52.284V左=50.46-(-42.21+53.76)/6=48.54V右=-50.46-(-42.21+53.76)/6=-52.393V左=50.46-(-42.21+53.76)/6=48.54V右=-50.46-(-42.21+53.76)/6=-52.392V左=50.46-(-42.52+53.81)/6=48.58V右=-50.46-(-42.52+53.81)/6=-52.341V左=50.46-(-36.89+52.86)/6=47.8V右=-50.46-(-36.89+52.86)/6=-53.12EQ表4.3恒載作用下BC框架梁剪力計(jì)算(kN)層次EQV左=R左-(Ml+Mr)/lEQV右=R右-(Ml+Mr)/l6V左=9.86-(-31.82+31.82)/2=9.86V右=-9.86-(-31.82+31.82)/2=-9.865V左=8.07-(-27.76+27.76)/2=8.07V右=-8.07-(-27.76+27.76)/2=-8.074V左=8.07-(-27.49+27.49)/2=8.07V右=-8.07-(-27.49+27.49)/2=-8.073V左=8.07-(-27.49+27.49)/2=8.07V右=-8.07-(-27.49+27.49)/2=-8.072V左=8.07-(-27.41+27.41)/2=8.07V右=-8.07-(-27.41+27.41)/2=-8.071V左=8.07-(-30.64+30.64)/2=8.07V右=-8.07-(-30.64+30.64)/2=-8.07EQ表4.4恒載作用下CD框架梁剪力計(jì)算(kN)層次EQV左=R左-(Ml+Mr)/lEQV右=R右-(Ml+Mr)/l6V左=36.95-(-44.83+24.95)/6=40.26V右=-36.95-(-44.83+24.95)/6=-33.645V左=50.46-(-53.61+42.68)/6=52.28V右=-50.46-(-53.61+42.68)/6=-48.644V左=50.46-(-53.76+42.21)/6=52.39V右=-50.46-(-53.76+42.21)/6=-48.543V左=50.46-(-53.76+42.21)/6=52.39V右=-50.46-(-53.76+42.21)/6=-48.542V左=50.46-(-53.81+42.52)/6=52.34V右=-50.46-(-53.81+42.52)/6=-48.581V左=50.46-(-52.86+36.89)/6=53.12V右=-50.46-(-52.86+36.89)/6=-47.8EQ表4.5恒載作用下A、B軸柱剪力計(jì)算(kN)層次EQA軸柱V=(M上+M下)/lEQB軸柱V=(M上+M下)/l6V=-(24.95+21.89)/3.3=-14.19V=(-13.01-12.58)/3.3=7.755V=-(20.79+21.11)/3.3=-12.7V=(-13.21-13.11)/3.3=7.984V=-(21.11+21.11)/3.3=-12.79V=(-13.11-13.11)/3.3=7.953V=-(21.11+20.9)/3.3=-12.73V=(-13.11-13.07)/3.3=7.932V=-(21.62+24.91)/3.3=-14.1V=(-13.27-14.52)/3.3=8.421V=-(11.98+5.99)/4.65=-3.86V=(-7.7-3.85)/4.65=2.48EQ表4.6恒載作用下C、軸柱剪力計(jì)算(kN)層次EQC軸柱V=(M上+M下)/lEQD軸柱V=(M上+M下)/l6V=-(13.01+40.21)/3.3=-16.13V=-(-24.95-21.89)/3.3=14.195V=-(13.21+13.11)/3.3=-7.98V=-(-20.79-21.11)/3.3=12.74V=-(13.11+13.11)/3.3=-7.95V=-(-21.11-21.11)/3.3=12.793V=-(13.11+13.07)/3.3=-7.93V=-(-21.11-20.9)/3.3=12.732V=-(13.27+14.52)/3.3=-8.42V=-(-21.62-24.91)/3.3=14.11V=-(7.7+3.85)/4.65=-2.48V=-(-11.98-5.99)/4.65=3.86圖4.2恒載剪力圖(kN)4.1.5恒載柱子軸力計(jì)算EQ表4.7恒載作用下A軸柱軸力(kN)層次N頂=上層柱底軸力+F-V左+V右N底=本層柱頂軸力+柱自重6N頂=131.19-0+33.64=164.83N底=164.83+0.5×0.5×3.3=185.4555N頂=185.455+144.79-0+48.64=378.885N底=378.885+0.5×0.5×3.3=399.514N頂=399.51+144.79-0+48.54=592.84N底=592.84+0.5×0.5×3.3=613.4653N頂=613.465+144.79-0+48.54=806.795N底=806.795+0.5×0.5×3.3=827.422N頂=827.42+144.79-0+48.58=1020.79N底=1020.79+0.5×0.5×3.3=1041.4151N頂=1041.415+144.79-0+47.8=1234.005N底=1234.005+0.5×0.5×4.65=1263.0675EQ表4.8恒載作用下B軸柱軸力(kN)層次N頂=上層柱底軸力+F-V左+V右N底=本層柱頂軸力+柱自重6N頂=167.87-(-40.26)+9.86=217.99N底=217.99+0.5×0.5×3.3=238.6155N頂=238.615+172.58-(-52.28)+8.07=471.545N底=471.545+0.5×0.5×3.3=492.174N頂=492.17+172.58-(-52.39)+8.07=725.21N底=725.21+0.5×0.5×3.3=745.8353N頂=745.835+172.58-(-52.39)+8.07=978.875N底=978.875+0.5×0.5×3.3=999.52N頂=999.5+172.58-(-52.34)+8.07=1232.49N底=1232.49+0.5×0.5×3.3=1253.1151N頂=1253.115+172.58-(-53.12)+8.07=1486.885N底=1486.885+0.5×0.5×4.65=1515.9475EQ表4.9恒載作用下C軸柱軸力(kN)層次N頂=上層柱底軸力+F-V左+V右N底=本層柱頂軸力+柱自重6N頂=167.87-(-9.86)+40.26=217.99N底=217.99+0.5×0.5×3.3=238.6155N頂=238.615+172.58-(-8.07)+52.28=471.545N底=471.545+0.5×0.5×3.3=492.174N頂=492.17+172.58-(-8.07)+52.39=725.21N底=725.21+0.5×0.5×3.3=745.8353N頂=745.835+172.58-(-8.07)+52.39=978.875N底=978.875+0.5×0.5×3.3=999.52N頂=999.5+172.58-(-8.07)+52.34=1232.49N底=1232.49+0.5×0.5×3.3=1253.1151N頂=1253.115+172.58-(-8.07)+53.12=1486.885N底=1486.885+0.5×0.5×4.65=1515.9475EQ表4.10恒載作用下D軸柱軸力(kN)層次N頂=上層柱底軸力+F-V左+V右N底=本層柱頂軸力+柱自重6N頂=167.87-(-33.64)+0=164.83N底=164.83+0.5×0.5×3.3=185.4555N頂=185.455+144.79-(-48.64)+0=378.885N底=378.885+0.5×0.5×3.3=399.514N頂=399.51+144.79-(-48.54)+0=592.84N底=592.84+0.5×0.5×3.3=613.4653N頂=613.465+144.79-(-48.54)+0=806.795N底=806.795+0.5×0.5×3.3=827.422N頂=827.42+144.79-(-48.58)+0=1020.79N底=1020.79+0.5×0.5×3.3=1041.4151N頂=1041.415+144.79-(-47.8)+0=1234.005N底=1234.005+0.5×0.5×4.65=1263.0675圖4.3恒載軸力圖(kN)4.2活載內(nèi)力計(jì)算4.2.1活載固端彎矩計(jì)算EQ活載作用下固端計(jì)算：層AB跨梁MF=1/12×1×(1-0.3332+0.3333)×62=3kN·m頂層BC跨梁MF=1/12×5/8×1×22=0.33kN·m頂層CD跨梁MF=1/12×1×(1-0.3332+0.3333)×62=3kN·m標(biāo)準(zhǔn)層AB跨梁MF=1/12×5×(1-0.3332+0.3333)×62=15kN·m標(biāo)準(zhǔn)層BC跨梁MF=1/12×5/8×5×22=1.67kN·m標(biāo)準(zhǔn)層CD跨梁MF=1/12×5×(1-0.3332+0.3333)×62=15kN·m4.2.2活載彎矩分配過(guò)程EQ彎矩分配過(guò)程如下。上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.4080.5920.2850.1970.5180.5180.1970.2850.5920.408偏心矩偏心矩偏心矩偏心矩-3.003.00-0.330.33-3.003.001.221.78-0.76-0.53-1.381.380.530.76-1.78-1.222.18-0.380.89-1.090.69-0.691.09-0.890.38-2.18-0.73-1.06-0.14-0.10-0.250.250.100.141.060.732.67-2.672.99-1.71-1.271.271.71-2.992.67-2.670.290.290.420.2380.1640.1640.4330.4330.1640.1640.2380.420.290-15.0015.00-1.671.67-15.0015.004.354.356.30-3.17-2.19-2.19-5.775.772.192.193.17-6.30-4.350.000.612.18-1.593.15-0.26-1.092.89-2.890.261.09-3.151.59-0.61-2.18-0.35-0.35-0.50-1.11-0.77-0.77-2.032.030.770.771.110.500.350.004.616.18-10.7913.86-3.22-4.05-6.586.583.224.05-13.8610.79-4.61-2.180.290.290.420.2380.1640.1640.4330.4330.1640.1640.2380.420.290-15.0015.00-1.671.67-15.0015.004.354.356.30-3.17-2.19-2.19-5.775.772.192.193.17-6.30-4.350.002.182.18-1.593.15-1.09-1.092.89-2.891.091.09-3.151.59-2.18-2.18-0.80-0.80-1.16-0.92-0.63-0.63-1.671.670.630.630.921.160.800.005.725.72-11.4514.06-3.91-3.91-6.226.223.913.91-14.0611.45-5.72-2.180.290.290.420.2380.1640.1640.4330.4330.1640.1640.2380.420.290-15.0015.00-1.671.67-15.0015.004.354.356.30-3.17-2.19-2.19-5.775.772.192.193.17-6.30-4.350.002.182.18-1.593.15-1.09-1.092.89-2.891.091.09-3.151.59-2.18-2.18-0.80-0.80-1.16-0.92-0.63-0.63-1.671.670.630.630.921.160.800.005.725.72-11.4514.06-3.91-3.91-6.226.223.913.91-14.0611.45-5.72-2.180.290.290.420.2380.1640.1640.4330.4330.1640.1640.2380.420.290-15.0015.00-1.671.67-15.0015.004.354.356.30-3.17-2.19-2.19-5.775.772.192.193.17-6.30-4.350.002.182.37-1.593.15-1.09-1.152.89-2.891.091.15-3.151.59-2.18-2.37-0.86-0.86-1.24-0.90-0.62-0.62-1.641.640.620.620.901.240.860.005.675.86-11.5314.08-3.90-3.96-6.206.203.903.96-14.0811.53-5.67-2.370.3160.2250.4590.250.1730.1220.4550.4550.1730.1220.250.4590.3160-15.0015.00-1.671.67-15.0015.004.743.386.89-3.33-2.31-1.63-6.076.072.311.633.33-6.89-4.740.002.180.00-1.673.44-1.090.003.03-3.031.090.00-3.441.67-2.180.00-0.16-0.11-0.23-1.35-0.93-0.66-2.452.450.930.661.350.230.160.006.753.26-10.0113.76-4.33-2.28-7.157.154.332.28-13.7610.01-6.750.001.63A-1.14B1.14C-1.63DEQ頂層活載作用下梁簡(jiǎn)支狀態(tài)下的跨中彎矩計(jì)算：ABM01/24×1×62×(3-4×22/62)=4.5kN·mBC跨梁M01/12×1×22=0.5kN·mCD跨梁M01/24×1×62×(3-4×22/62)=4.5kN·m標(biāo)準(zhǔn)層活載作用下梁簡(jiǎn)支狀態(tài)下的跨中彎矩計(jì)算：AB跨梁M01/24×5×62×(3-4×22/62)=22.5kN·mBC跨梁M01/12×5×22=2.5kN·mCD跨梁M01/24×5×62×(3-4×22/62)=22.5kN·m表4.11活載作用下的跨中彎矩計(jì)算kN.m層次梁跨M中=M0-(Mr-Ml)/26AB4.5-(2.67+2.99)/2=1.67BC0.5-(1.27+1.27)/2=-0.77CD4.5-(2.99+2.67)/2=1.675AB22.5-(10.79+13.86)/2=10.18BC2.5-(6.58+6.58)/2=-4.08CD22.5-(13.86+10.79)/2=10.184AB22.5-(11.45+14.06)/2=9.75BC2.5-(6.22+6.22)/2=-3.72CD22.5-(14.06+11.45)/2=9.753AB22.5-(11.45+14.06)/2=9.75BC2.5-(6.22+6.22)/2=-3.72CD22.5-(14.06+11.45)/2=9.752AB22.5-(11.53+14.08)/2=9.7BC2.5-(6.2+6.2)/2=-3.7CD22.5-(14.08+11.53)/2=9.71AB22.5-(10.01+13.76)/2=10.62BC2.5-(7.15+7.15)/2=-4.65CD22.5-(13.76+10.01)/2=10.62EQ圖4.4活載彎矩圖(kN.m)4.2.3活載梁柱剪力的計(jì)算EQ活載作用下梁簡(jiǎn)支狀態(tài)下的支座反力計(jì)算：頂層AB跨：R左=-R右=q(l-a)/2=1/2×1×(6-2)=2kNBC跨：R左=-R右=ql/4=1/4×1×2=0.5kNCD跨：R左=-R右=q(l-a)/2=1/2×1×(6-2)=2kN

標(biāo)準(zhǔn)層AB跨：R左=-R右=q(l-a)/2=1/2×5×(6-2)=10kNBC跨：EQR左=-R右=ql/4=1/4×5×2=2.5kNEQCD跨：R左=-R右=q(l-a)/2=1/2×5×(6-2)=10kNEQ表4.12活載作用下AB框架梁剪力計(jì)算(kN)層次EQV左=R左-(Ml+Mr)/lEQV右=R右-(Ml+Mr)/ll6V左=2-(-2.67+2.99)/6=1.95V右=-2-(-2.67+2.99)/6=-2.055V左=10-(-10.79+13.86)/6=9.49V右=-10-(-10.79+13.86)/6=-10.514V左=10-(-11.45+14.06)/6=9.57V右=-10-(-11.45+14.06)/6=-10.443V左=10-(-11.45+14.06)/6=9.57V右=-10-(-11.45+14.06)/6=-10.442V左=10-(-11.53+14.08)/6=9.58V右=-10-(-11.53+14.08)/6=-10.431V左=10-(-10.01+13.76)/6=9.38V右=-10-(-10.01+13.76)/6=-10.63EQ表4.13活載作用下BC框架梁剪力計(jì)算(kN)層次EQV左=R左-(Ml+Mr)/lEQV右=R右-(Ml+Mr)/l6V左=0.5-(-1.27+1.27)/2=0.5V右=-0.5-(-1.27+1.27)/2=-0.55V左=2.5-(-6.58+6.58)/2=2.5V右=-2.5-(-6.58+6.58)/2=-2.54V左=2.5-(-6.22+6.22)/2=2.5V右=-2.5-(-6.22+6.22)/2=-2.53V左=2.5-(-6.22+6.22)/2=2.5V右=-2.5-(-6.22+6.22)/2=-2.52V左=2.5-(-6.2+6.2)/2=2.5V右=-2.5-(-6.2+6.2)/2=-2.51V左=2.5-(-7.15+7.15)/2=2.5V右=-2.5-(-7.15+7.15)/2=-2.5EQ表4.14活載作用下CD框架梁剪力計(jì)算(kN)層次EQV左=R左-(Ml+Mr)/lEQV右=R右-(Ml+Mr)/l6V左=2-(-2.99+2.67)/6=2.05V右=-2-(-2.99+2.67)/6=-1.955V左=10-(-13.86+10.79)/6=10.51V右=-10-(-13.86+10.79)/6=-9.494V左=10-(-14.06+11.45)/6=10.44V右=-10-(-14.06+11.45)/6=-9.573V左=10-(-14.06+11.45)/6=10.44V右=-10-(-14.06+11.45)/6=-9.572V左=10-(-14.08+11.53)/6=10.43V右=-10-(-14.08+11.53)/6=-9.581V左=10-(-13.76+10.01)/6=10.63V右=-10-(-13.76+10.01)/6=-9.38EQ表4.15活載作用下A、B軸柱剪力計(jì)算(kN)層次EQA軸柱V=(M上+M下)/lEQB軸柱V=(M上+M下)/l6V=-(2.67+4.61)/3.3=-2.21V-(-1.71-3.22)/3.3=1.495V=-(6.18+5.72)/3.3=-3.61V-(-4.05-3.91)/3.3=2.414V=-(5.72+5.72)/3.3=-3.47V-(-3.91-3.91)/3.3=2.373V=-(5.72+5.67)/3.3=-3.45V-(-3.91-3.9)/3.3=2.372V=-(5.86+6.75)/3.3=-3.82V-(-3.96-4.33)/3.3=2.511V=-(3.26+1.63)/4.65=-1.05V-(-2.28-1.14)/4.65=0.74

EQ表4.16活載作用下C、D軸柱剪力計(jì)算(kN)層次EQC軸柱V=(M上+M下)/lEQD軸柱V=(M上+M下)/l5V=-(0.72+1.41)/3.3=-0.65V=-(-1.64-2.79)/3.3=1.344V=-(1.73+1.67)/3.3=-1.03V=-(-3.76-3.5)/3.3=2.23V=-(1.67+1.66)/3.3=-1.01V=-(-3.5-3.46)/3.3=2.112V=-(1.7+1.91)/3.3=-1.09V=-(-3.6-4.14)/3.3=2.351V=-(0.99+0.49)/4.95=-0.3V=-(-1.86-0.93)/4.95=0.56圖4.5活載剪力圖(kN)4.2.4活載柱子軸力計(jì)算EQ表4-17活載作用下A軸柱軸力(kN)層次N=上層柱底軸力+F-V左+V右6N=8-0+1.95=9.955N=30.575+40-0+9.49=80.0654N=100.69+40-0+9.57=150.263N=170.885+40-0+9.57=220.4552N=241.08+40-0+9.58=290.661N=311.285+40-0+9.38=360.665EQ表4.18活載作用下B軸柱軸力(kN)層次N=上層柱底軸力+F-V左+V右6N=11.5-(-2.05)+0.5=14.055N=34.675+57.5-(-10.51)+2.5=105.1854N=125.81+57.5-(-10.44)+2.5=196.253N=216.875+57.5-(-10.44)+2.5=287.3152N=307.94+57.5-(-10.43)+2.5=378.371N=398.995+57.5-(-10.63)+2.5=469.625EQ表4.19活載作用下C軸柱軸力(kN)層次N=上層柱底軸力+F-V左+V右6N=11.5-(-0.5)+2.05=14.055N=34.675+57.5-(-2.5)+10.51=105.1854N=125.81+57.5-(-2.5)+10.44=196.253N=216.875+57.5-(-2.5)+10.44=287.3152N=307.94+57.5-(-2.5)+10.43=378.371N=398.995+57.5-(-2.5)+10.63=469.625EQ表4.20活載作用下D軸柱軸力(kN)層次N=上層柱底軸力+F-V左+V右6N=11.5-(-1.95)+0=9.955N=30.575+40-(-9.49)+0=80.0654N=100.69+40-(-9.57)+0=150.263N=170.885+40-(-9.57)+0=220.4552N=241.08+40-(-9.58)+0=290.661N=311.285+40-(-9.38)+0=360.665圖4.6活載軸力圖(kN)4.3地震內(nèi)力計(jì)算4.3.1地震柱剪力計(jì)算

EQ表4-29地震載作用下的柱子剪力層次柱軸號(hào)∑D(kN/m)D(kN/m)F(kN)V(kN)6A113843.8421913.1146.2828.16B113843.8435008.82146.2844.98C113843.8435008.82146.2844.98D113843.8421913.1146.2828.165A113843.8421913.1172.7133.24B113843.8435008.82172.7153.11C113843.8435008.82172.7153.11D113843.8421913.1172.7133.244A113843.8421913.1194.2537.39B113843.8435008.82194.2559.74C113843.8435008.82194.2559.74D113843.8421913.1194.2537.393A113843.8421913.1210.9140.6B113843.8435008.82210.9164.86C113843.8435008.82210.9164.86D113843.8421913.1210.9140.62A113843.8421913.1222.6842.86B113843.8435008.82222.6868.48C113843.8435008.82222.6868.48D113843.8421913.1222.6842.861A106996.411729.81239.8826.3B106996.415049.22239.8833.74C106996.415049.22239.8833.74D106996.411729.81239.8826.34.3.2地震柱子彎矩計(jì)算地震荷載作用下的標(biāo)準(zhǔn)反彎點(diǎn)高度比計(jì)算查表過(guò)程如下表。EQ表4.30地震荷載作用下A柱彎矩計(jì)算層號(hào)層高mVi(kN)y0y1y2y3yhM下M上6F3.328.160.3730000.373-34.66-58.275F3.333.240.450000.45-49.36-60.334F3.337.390.4730000.473-58.36-65.023F3.340.60.50000.5-66.99-66.992F3.342.860.50000.5-70.72-70.721F4.6526.30.5980000.598-73.13-49.16EQ表4.31地震荷載作用下B柱彎矩計(jì)算層號(hào)層高mVi(kN)y0y1y2y3yhM下M上6F3.344.980.450000.45-66.8-81.645F3.353.110.50000.5-87.63-87.634F3.359.740.50000.5-98.57-98.573F3.364.860.50000.5-107.02-107.022F3.368.480.50000.5-112.99-112.991F4.6533.740.550000.55-86.29-70.6EQ表4.32地震荷載作用下C柱彎矩計(jì)算層號(hào)層高mVi(kN)y0y1y2y3yhM下M上6F3.344.980.450000.45-66.8-81.645F3.353.110.50000.5-87.63-87.634F3.359.740.50000.5-98.57-98.573F3.364.860.50000.5-107.02-107.022F3.368.480.50000.5-112.99-112.991F4.6533.740.550000.55-86.29-70.6EQ表4.33地震荷載作用下D柱彎矩計(jì)算層號(hào)層高mVi(kN)y0y1y2y3yhM下M上6F3.328.160.3730000.373-34.66-58.275F3.333.240.450000.45-49.36-60.334F3.337.390.4730000.473-58.36-65.023F3.340.60.50000.5-66.99-66.992F3.342.860.50000.5-70.72-70.721F4.6526.30.5980000.598-73.13-49.164.3.3地震梁端彎矩計(jì)算EQ表4.34地震荷載作用梁端彎矩計(jì)算(kN·m)層次AB左AB右BC左BC右CD左CD右6-58.27-28.57-53.07-53.07-28.57-58.275-94.99-54.05-100.38-100.38-54.05-94.994-114.38-65.17-121.03-121.03-65.17-114.383-125.35-71.96-133.63-133.63-71.96-125.352-137.71-77-143.01-143.01-77-137.711-119.88-64.26-119.33-119.33-64.26-119.88圖4-10地震彎矩圖(kN.m)4.3.4地震梁剪力及柱軸力計(jì)算EQ表4.35地震荷載作用梁端剪力計(jì)算(kN)樓層AB跨BC跨CD跨LM左M右VELM左M右VELM左M右VE66-58.27-28.57-14.472-53.07-53.07-53.076-28.57-58.27-14.4756-94.99-54.05-24.842-100.38-100.38-100.386-54.05-94.99-24.8446-114.38-65.17-29.932-121.03-121.03-121.036-65.17-114.38-29.9336-125.35-71.96-32.892-133.63-133.63-133.636-71.96-125.35-32.8926-137.71-77-35.792-143.01-143.01-143.016-77-137.71-35.7916-119.88-64.26-30.692-119.33-119.33-119.336-64.26-119.88-30.69EQ表4.36地震荷載作用梁端彎和柱軸力標(biāo)準(zhǔn)(kN·m)層次A柱B柱C柱D柱6-14.47-53.0753.0714.475-39.31-153.45153.4539.314-69.24-274.48274.4869.243-102.13-408.11408.11102.132-137.92-551.12551.12137.921-168.61-670.45670.45168.61EQ圖4-11地震剪力圖(kN)EQ圖4-11地震軸力圖(kN)

5．內(nèi)力組合EQ內(nèi)力組合采用如下組合，梁的彎矩方向上部受拉為負(fù)，下部受拉為正。a）EQ1.3×SGk+1.5×SQkb）EQ1.3×SGk+1.5×(SQk±EQ0.6×SWk)c）EQ1.3×SGk+EQ1.5×(0.7×SQk±SWk)d）EQ1.2(SGk+0.5SQk)+1.3SEk。5.1豎向荷載彎矩調(diào)整1．框架梁彎矩調(diào)幅，EQMl0,Mr0：調(diào)幅前梁左梁右彎矩，β為調(diào)幅系數(shù)EQM中：彎矩調(diào)幅前梁跨中彎矩標(biāo)準(zhǔn)值EQM：彎矩調(diào)幅后梁跨中彎矩標(biāo)準(zhǔn)值EQ表5.1恒載作用下的梁端彎矩調(diào)幅層次梁M0/2β調(diào)幅前彎矩標(biāo)準(zhǔn)值調(diào)幅后彎矩標(biāo)準(zhǔn)值梁左跨中梁右梁左跨中梁右6AB跨35.3950.8-24.9535.9-44.83-19.9642.878-35.864BC跨2.90.8-31.82-26.02-31.82-25.456-19.656-25.456CD跨35.3950.8-44.8335.9-24.95-35.86442.878-19.965AB跨42.90.8-42.6837.66-53.61-34.14447.289-42.888BC跨2.3050.8-27.76-23.15-27.76-22.208-17.598-22.208CD跨42.90.8-53.6137.66-42.68-42.88847.289-34.1444AB跨42.90.8-42.2137.82-53.76-33.76847.417-43.008BC跨2.3050.8-27.49-22.88-27.49-21.992-17.382-21.992CD跨42.90.8-53.7637.82-42.21-43.00847.417-33.7683AB跨42.90.8-42.2137.82-53.76-33.76847.417-43.008BC跨2.3050.8-27.49-22.88-27.49-21.992-17.382-21.992CD跨42.90.8-53.7637.82-42.21-43.00847.417-33.7682AB跨42.90.8-42.5237.64-53.81-34.01647.273-43.048BC跨2.3050.8-27.41-22.8-27.41-21.928-17.318-21.928CD跨42.90.8-53.8137.64-42.52-43.04847.273-34.0161AB跨42.90.8-36.8940.93-52.86-29.51249.905-42.288BC跨2.3050.8-30.64-26.03-30.64-24.512-19.902-24.512CD跨42.90.8-52.8640.93-36.89-42.28849.905-29.512EQ表5.2活載作用下的梁端彎矩調(diào)幅層次梁跨M0/2β調(diào)幅前彎矩標(biāo)準(zhǔn)值調(diào)幅后彎矩標(biāo)準(zhǔn)值梁左跨中梁右梁左跨中梁右6AB跨1.50.8-2.671.67-2.99-2.1362.236-2.392BC跨0.1650.8-1.27-0.77-1.27-1.016-0.516-1.016CD跨1.50.8-2.991.67-2.67-2.3922.236-2.1365AB跨7.50.8-10.7910.18-13.86-8.63212.645-11.088BC跨0.8350.8-6.58-4.08-6.58-5.264-2.764-5.264CD跨7.50.8-13.8610.18-10.79-11.08812.645-8.6324AB跨7.50.8-11.459.75-14.06-9.1612.301-11.248BC跨0.8350.8-6.22-3.72-6.22-4.976-2.476-4.976CD跨7.50.8-14.069.75-11.45-11.24812.301-9.163AB跨7.50.8-11.459.75-14.06-9.1612.301-11.248BC跨0.8350.8-6.22-3.72-6.22-4.976-2.476-4.976CD跨7.50.8-14.069.75-11.45-11.24812.301-9.162AB跨7.50.8-11.539.7-14.08-9.22412.261-11.264BC跨0.8350.8-6.2-3.7-6.2-4.96-2.46-4.96CD跨7.50.8-14.089.7-11.53-11.26412.261-9.2241AB跨7.50.8-10.0110.62-13.76-8.00812.997-11.008BC跨0.8350.8-7.15-4.65-7.15-5.72-3.22-5.72CD跨7.50.8-13.7610.62-10.01-11.00812.997-8.0085.2框架梁內(nèi)力組合梁跨截面內(nèi)力恒載①活載②地震③1.35×①+0.7×1.4×②1.2×(①+0.5②)±1.3×③)設(shè)計(jì)值左震右震AB跨梁左M-34.14-8.63-94.99-54.55-169.6477.34-169.64V48.649.49-24.8474.9631.7796.3596.35跨中M47.2912.65-20.4776.2337.7290.9490.94V-3.64-1.02-24.84-5.91-37.2727.31-37.27梁右M-42.89-11.0954.05-68.7712.15-128.38-128.38V-52.28-10.51-24.84-80.88-101.33-36.75-101.33BC跨梁左M-22.21-5.26-100.38-35.14-160.30100.69-160.30V8.072.50-100.3813.34-119.31141.68141.68跨中M-17.60-2.760.00-26.47-22.78-22.78-26.47V0.000.00-100.380.00-130.49130.49131.09梁右M-22.21-5.26100.38-35.14100.69-160.30-160.30V-8.07-2.50-100.38-13.34-141.68119.31-141.68CD跨梁左M-42.89-11.09-54.05-68.77-128.3812.15-128.38V52.2810.51-24.8480.8836.75101.33101.33跨中M47.2912.6520.4776.2390.9437.7290.94V3.641.02-24.845.91-27.3137.2737.27梁右M-34.14-8.6394.99-54.5577.34-169.64-169.64V-48.64-9.49-24.84-74.96-96.35-31.77-96.35梁跨截面內(nèi)力恒載①活載②地震③1.35×①+0.7×1.4×②1.2×(①+0.5②)±1.3×③)設(shè)計(jì)值左震右震AB跨梁左M-33.77-9.16-114.38-54.56-194.71102.68-194.71V48.549.57-29.9374.9125.08102.90102.90跨中M47.4212.30-24.6176.0732.2996.2796.27V-3.85-0.87-29.93-6.05-44.0533.77-44.05梁右M-43.01-11.2565.17-69.0826.36-143.08-143.08V-52.39-10.44-29.93-80.96-108.04-30.22-108.04BC跨梁左M-21.99-4.98-121.03-34.57-186.72127.96-186.72V8.072.50-121.0313.34-146.16168.52168.52跨中M-17.38-2.480.00-25.89-22.34-22.34-25.89V0.000.00-121.030.00-157.34157.34-157.34梁右M-21.99-4.98121.03-34.57127.96-186.72-186.72V-8.07-2.50-121.03-13.34-168.52146.16-168.52CD跨梁左M-43.01-11.25-65.17-69.08-143.0826.36-143.08V52.3910.44-29.9380.9630.22108.04108.04跨中M47.4212.3024.6176.0796.2732.2996.27V3.850.87-29.936.05-33.7744.0544.05梁右M-33.77-9.16114.38-54.56102.68-194.71-194.71V-48.54-9.57-29.93-74.91-102.90-25.08-102.90梁跨截面內(nèi)力恒載①活載②地震③1.35×①+0.7×1.4×②1.2×(①+0.5②)±1.3×③)設(shè)計(jì)值左震右震AB跨梁左M-33.77-9.16-125.35-54.56-208.97116.94-208.97V48.549.57-32.8974.9121.23106.75106.75跨中M47.4212.30-26.7076.0729.5898.9898.98V-3.85-0.87-32.89-6.05-47.9037.62-47.90梁右M-43.01-11.2571.96-69.0835.19-151.91-151.91V-52.39-10.44-32.89-80.96-111.89-26.38-111.89BC跨梁左M-21.99-4.98-133.63-34.57-203.10144.34-203.10V8.072.50-133.6313.34-162.54184.90184.90跨中M-17.38-2.480.00-25.89-22.34-22.34-25.89V0.000.00-133.630.00-173.72173.72-173.72梁右M-21.99-4.98133.63-34.57144.34-203.10-203.10V-8.07-2.50-133.63-13.34-184.90162.54-184.90CD跨梁左M-43.01-11.25-71.96-69.08-151.9135.19-151.91V52.3910.44-32.8980.9626.38111.89111.89跨中M47.4212.3026.7076.0798.9829.5898.98V3.850.87-32.896.05-37.6247.9047.90梁右M-33.77-9.16125.35-54.56116.94-208.97-208.97V-48.54-9.57-32.89-74.91-106.75-21.23-106.75梁跨截面內(nèi)力恒載①活載②地震③1.35×①+0.7×1.4×②1.2×(①+0.5②)±1.3×③)設(shè)計(jì)值左震右震AB跨梁左M-34.02-9.22-137.71-54.96-225.38132.67-225.38V48.589.58-35.7974.9717.52110.57110.57跨中M47.2712.26-30.3675.8324.62103.55103.55V-3.76-0.85-35.79-5.91-51.5541.51-51.55梁右M-43.05-11.2677.00-69.1541.68-158.52-158.52V-52.34-10.43-35.79-80.88-115.59-22.54-115.59BC跨梁左M-21.93-4.96-143.01-34.46-215.20156.62-215.20V8.072.50-143.0113.34-174.73197.10197.10跨中M-17.32-2.460.00-25.79-22.26-22.26-25.79V0.000.00-143.010.00-185.91185.91-185.91梁右M-21.93-4.96143.01-34.46156.62-215.20-215.20V-8.07-2.50-143.01-13.34-197.10174.73-197.10CD跨梁左M-43.05-11.26-77.00-69.15-158.5241.68-158.52V52.3410.43-35.7980.8822.54115.59115.59跨中M47.2712.2630.3675.83103.5524.62103.55V3.760.85-35.795.91-41.5151.5551.55梁右M-34.02-9.22137.71-54.96132.67-225