《南京市S實驗小學(xué)行政樓土木工程結(jié)構(gòu)設(shè)計》21000字（論文）

。恒載作用下梁簡支狀態(tài)下的支座反力計算：頂層AB跨均布荷載：R左=-R右=ql/2=1/2×5.73×6.6=18.91kN梯形荷載：R左=-R右=q(l-a)/2=8.65×(6.6-1.65)/2=21.41合計：R左=-R右=40.32kN頂層BC跨均布荷載：R左=-R右=ql/2=1/2×4.19×3=6.29kN三角形荷載：R左=-R右=ql/4=1/4×7.86×3=5.9合計：R左=-R右=12.19kN頂層CD跨均布荷載：R左=-R右=ql/2=1/2×5.73×6.6=18.91kN梯形荷載：R左=-R右=q(l-a)/2=8.65×(6.6-1.65)/2=21.41合計：R左=-R右=40.32kN標(biāo)準(zhǔn)層AB跨均布荷載：R左=-R右=ql/2=1/2×11.02×6.6=36.37kN梯形荷載：R左=-R右=q(l-a)/2=8.22×(6.6-1.65)/2=20.34合計：R左=-R右=56.71kN標(biāo)準(zhǔn)層BC跨均布荷載：R左=-R右=ql/2=1/2×4.19×3=6.29kN三角形荷載：R左=-R右=ql/4=1/4×7.47×3=5.6合計：R左=-R右=11.89kN標(biāo)準(zhǔn)層CD跨均布荷載：R左=-R右=ql/2=1/2×11.02×6.6=36.37kN梯形荷載：R左=-R右=q(l-a)/2=8.22×(6.6-1.65)/2=20.34合計：R左=-R右=56.71kN表4-2恒載作用下AB框架梁剪力計算(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l5V左=40.32-(-36.87+51.73)/6.6=38.07V右=-40.32-(-36.87+51.73)/6.6=-42.574V左=56.71-(-60.91+68.06)/6.6=55.63V右=-56.71-(-60.91+68.06)/6.6=-57.793V左=56.71-(-60.33+68.33)/6.6=55.5V右=-56.71-(-60.33+68.33)/6.6=-57.922V左=56.71-(-60.8+68.49)/6.6=55.54V右=-56.71-(-60.8+68.49)/6.6=-57.881V左=56.71-(-55.11+66.64)/6.6=54.96V右=-56.71-(-55.11+66.64)/6.6=-58.46表4-3恒載作用下BC框架梁剪力計算(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l5V左=12.19-(-32.08+32.08)/3=12.19V右=-12.19-(-32.08+32.08)/3=-12.194V左=11.89-(-30.47+30.47)/3=11.89V右=-11.89-(-30.47+30.47)/3=-11.893V左=11.89-(-30.25+30.25)/3=11.89V右=-11.89-(-30.25+30.25)/3=-11.892V左=11.89-(-30.13+30.13)/3=11.89V右=-11.89-(-30.13+30.13)/3=-11.891V左=11.89-(-32.24+32.24)/3=11.89V右=-11.89-(-32.24+32.24)/3=-11.89表4-4恒載作用下CD框架梁剪力計算(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l5V左=40.32-(-51.73+36.87)/6.6=42.57V右=-40.32-(-51.73+36.87)/6.6=-38.074V左=56.71-(-68.06+60.91)/6.6=57.79V右=-56.71-(-68.06+60.91)/6.6=-55.633V左=56.71-(-68.33+60.33)/6.6=57.92V右=-56.71-(-68.33+60.33)/6.6=-55.52V左=56.71-(-68.49+60.8)/6.6=57.88V右=-56.71-(-68.49+60.8)/6.6=-55.541V左=56.71-(-66.64+55.11)/6.6=58.46V右=-56.71-(-66.64+55.11)/6.6=-54.96表4-5恒載作用下A、B軸柱剪力計算(kN)層次A軸柱V=(M上+M下)/lB軸柱V=(M上+M下)/l5V=-(36.87+31.52)/3=-22.8V=(-19.68-18.17)/3=12.624V=-(29.34+30.14)/3=-19.83V=(-19.42-19.04)/3=12.823V=-(30.14+29.49)/3=-19.88V=(-19.04-18.82)/3=12.622V=-(31.27+38.1)/3=-23.12V=(-19.54-23.17)/3=14.241V=-(17.01+8.5)/4.5=-5.67V=(-11.24-5.62)/4.5=3.75表4-6恒載作用下C、D軸柱剪力計算(kN)層次C軸柱V=(M上+M下)/lD軸柱V=(M上+M下)/l5V=-(19.68+40.21)/3=-19.96V=-(-36.87-31.52)/3=22.84V=-(19.42+19.04)/3=-12.82V=-(-29.34-30.14)/3=19.833V=-(19.04+18.82)/3=-12.62V=-(-30.14-29.49)/3=19.882V=-(19.54+23.17)/3=-14.24V=-(-31.27-38.1)/3=23.121V=-(11.24+5.62)/4.5=-3.75V=-(-17.01-8.5)/4.5=5.67圖4-2恒載剪力圖(kN)4.1.5恒載柱子軸力計算柱頂軸力：N頂=上層柱底軸力+F-V左+V右柱底軸力：N底=本層柱頂軸力+柱自重F為框架柱節(jié)點(diǎn)集中荷載；V左為柱子左端梁剪力；V右為柱子右端梁剪力。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5N頂=126.88-0+38.07=164.95N底=164.95+0.6×0.6×3=191.954N頂=191.95+138.68-0+55.63=386.26N底=386.26+0.6×0.6×3=413.263N頂=413.26+138.68-0+55.5=607.44N底=607.44+0.6×0.6×3=634.442N頂=634.44+138.68-0+55.54=828.66N底=828.66+0.6×0.6×3=855.661N頂=855.66+138.68-0+54.96=1049.3N底=1049.3+0.6×0.6×4.5=1089.8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5N頂=157.85-(-42.57)+12.19=212.61N底=212.61+0.6×0.6×3=239.614N頂=239.61+179.61-(-57.79)+11.89=488.9N底=488.9+0.6×0.6×3=515.93N頂=515.9+179.61-(-57.92)+11.89=765.32N底=765.32+0.6×0.6×3=792.322N頂=792.32+179.61-(-57.88)+11.89=1041.7N底=1041.7+0.6×0.6×3=1068.71N頂=1068.7+179.61-(-58.46)+11.89=1318.66N底=1318.66+0.6×0.6×4.5=1359.16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5N頂=157.85-(-12.19)+42.57=212.61N底=212.61+0.6×0.6×3=239.614N頂=239.61+179.61-(-11.89)+57.79=488.9N底=488.9+0.6×0.6×3=515.93N頂=515.9+179.61-(-11.89)+57.92=765.32N底=765.32+0.6×0.6×3=792.322N頂=792.32+179.61-(-11.89)+57.88=1041.7N底=1041.7+0.6×0.6×3=1068.71N頂=1068.7+179.61-(-11.89)+58.46=1318.66N底=1318.66+0.6×0.6×4.5=1359.16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5N頂=157.85-(-38.07)+0=164.95N底=164.95+0.6×0.6×3=191.954N頂=191.95+138.68-(-55.63)+0=386.26N底=386.26+0.6×0.6×3=413.263N頂=413.26+138.68-(-55.5)+0=607.44N底=607.44+0.6×0.6×3=634.442N頂=634.44+138.68-(-55.54)+0=828.66N底=828.66+0.6×0.6×3=855.661N頂=855.66+138.68-(-54.96)+0=1049.3N底=1049.3+0.6×0.6×4.5=1089.8圖4-3恒載軸力圖(kN)4.2活載內(nèi)力計算4.2.1活載固端彎矩計算活載作用下固端計算：頂層AB跨梁MF=1/12×0.83×(1-0.252+0.253)×6.62=3.01kN·m頂層BC跨梁MF=1/12×5/8×0.75×32=0.56kN·m頂層CD跨梁MF=1/12×0.83×(1-0.252+0.253)×6.62=3.01kN·m標(biāo)準(zhǔn)層AB跨梁MF=1/12×4.13×(1-0.252+0.253)×6.62=14.99kN·m標(biāo)準(zhǔn)層BC跨梁MF=1/12×5/8×3.75×32=2.81kN·m標(biāo)準(zhǔn)層CD跨梁MF=1/12×4.13×(1-0.252+0.253)×6.62=14.99kN·m4.2.2活載彎矩分配過程彎矩分配過程如下。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0.5810.4190.3140.4350.2520.2520.4350.3140.4190.581偏心矩偏心矩偏心矩偏心矩-3.013.01-0.560.56-3.013.011.751.26-0.77-1.07-0.620.621.070.77-1.26-1.752.75-0.380.63-1.850.31-0.311.85-0.630.38-2.75-1.37-0.990.280.390.23-0.23-0.39-0.280.991.373.12-3.123.16-2.52-0.640.642.52-3.163.12-3.120.3670.3670.2650.2190.3030.3030.1750.1750.3030.3030.2190.2650.3670.367-14.9914.99-2.812.81-14.9914.995.505.503.97-2.67-3.69-3.69-93.692.67-3.97-5.50-5.500.872.75-1.331.99-0.53-1.851.07-1.070.531.85-1.991.33-0.87-2.75-0.84-0.84-0.61-0.15-0.20-0.20-010.840.845.537.41-12.9614.16-4.43-5.74-3.993.994.435.74-14.1612.96-5.53-7.410.3670.3670.2650.2190.3030.3030.1750.1750.3030.3030.2190.2650.3670.367-14.9914.99-2.812.81-14.9914.995.505.503.97-2.67-3.69-3.69-93.692.67-3.97-5.50-5.502.752.75-1.331.99-1.85-1.851.07-1.071.851.85-1.991.33-2.75-2.75-1.53-1.53-90.190.11-0.11-0.19-0.19-31.536.726.72-13.4614.45-5.34-5.34-3.763.765.345.34-14.4513.46-6.72-6.720.3670.3670.2650.2190.3030.3030.1750.1750.3030.3030.2190.2650.3670.367-14.9914.99-2.812.81-14.9914.995.505.503.97-2.67-3.69-3.69-93.692.67-3.97-5.50-5.502.753.14-1.331.99-1.85-2.051.07-1.071.852.05-1.991.33-2.75-3.14-1.67-1.67-60.260.15-0.15-0.26-0.26-71.676.586.97-13.5614.49-5.28-5.49-3.733.735.285.49-14.4913.56-6.58-6.970.4190.2790.3020.2430.3370.2250.1950.1950.3370.2250.2430.3020.4190.279-14.9914.99-2.812.81-14.9914.996.284.184.53-2.96-4.10-2.74-2.382.384.102.742.96-4.53-6.28-4.182.750.00-1.482.26-1.850.001.19-1.191.850.00-2.261.48-2.750.00-0.53-0.35-0.38-0.39-0.54-0.36-0.310.310.540.360.390.380.530.358.503.83-12.3313.90-6.49-3.10-4.314.316.493.10-13.9012.33-8.50-3.831.91A-1.55B1.55C-1.91D頂層活載作用下梁簡支狀態(tài)下的跨中彎矩計算：AB跨梁M01/24×0.83×6.62×(3-4×1.652/6.62)=4.52kN·mBC跨梁M01/12×0.75×32=0.84kN·mCD跨梁M01/24×0.83×6.62×(3-4×1.652/6.62)=4.52kN·m標(biāo)準(zhǔn)層活載作用下梁簡支狀態(tài)下的跨中彎矩計算：AB跨梁M01/24×4.13×6.62×(3-4×1.652/6.62)=22.49kN·mBC跨梁M01/12×3.75×32=4.22kN·mCD跨梁M01/24×4.13×6.62×(3-4×1.652/6.62)=22.49kN·m表4-11活載作用下的跨中彎矩計算kN.m層次梁跨M中=M0-(Mr-Ml)/25AB4.52-(3.12+3.16)/2=1.38BC0.84-(0.64+0.64)/2=0.2CD4.52-(3.16+3.12)/2=1.384AB22.49-(12.96+14.16)/2=8.93BC4.22-(3.99+3.99)/2=0.23CD22.49-(14.16+12.96)/2=8.933AB22.49-(13.46+14.45)/2=8.54BC4.22-(3.76+3.76)/2=0.46CD22.49-(14.45+13.46)/2=8.542AB22.49-(13.56+14.49)/2=8.47BC4.22-(3.73+3.73)/2=0.49CD22.49-(14.49+13.56)/2=8.471AB22.49-(12.33+13.9)/2=9.38BC4.22-(4.31+4.31)/2=-0.09CD22.49-(13.9+12.33)/2=9.38圖4-4活載彎矩圖(kN.m)4.2.3活載梁柱剪力的計算活載作用下梁簡支狀態(tài)下的支座反力計算：活載作用下梁簡支狀態(tài)下的支座反力計算：頂層AB跨：R左=-R右=q(l-a)/2=1/2×0.83×(6.6-1.65)=2.05kNBC跨：R左=-R右=ql/4=1/4×0.75×3=0.56kNCD跨：R左=-R右=q(l-a)/2=1/2×0.83×(6.6-1.65)=2.05kN

標(biāo)準(zhǔn)層AB跨：R左=-R右=q(l-a)/2=1/2×4.13×(6.6-1.65)=10.22kNBC跨：R左=-R右=ql/4=1/4×3.75×3=2.81kNCD跨：R左=-R右=q(l-a)/2=1/2×4.13×(6.6-1.65)=10.22kN表4-12活載作用下AB框架梁剪力計算(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l5V左=2.05-(-3.12+3.16)/6.6=2.04V右=-2.05-(-3.12+3.16)/6.6=-2.064V左=10.22-(-12.96+14.16)/6.6=10.04V右=-10.22-(-12.96+14.16)/6.6=-10.43V左=10.22-(-13.46+14.45)/6.6=10.07V右=-10.22-(-13.46+14.45)/6.6=-10.372V左=10.22-(-13.56+14.49)/6.6=10.08V右=-10.22-(-13.56+14.49)/6.6=-10.361V左=10.22-(-12.33+13.9)/6.6=9.98V右=-10.22-(-12.33+13.9)/6.6=-10.46表4-13活載作用下BC框架梁剪力計算(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l5V左=0.56-(-0.64+0.64)/3=0.56V右=-0.56-(-0.64+0.64)/3=-0.564V左=2.81-(-3.99+3.99)/3=2.81V右=-2.81-(-3.99+3.99)/3=-2.813V左=2.81-(-3.76+3.76)/3=2.81V右=-2.81-(-3.76+3.76)/3=-2.812V左=2.81-(-3.73+3.73)/3=2.81V右=-2.81-(-3.73+3.73)/3=-2.811V左=2.81-(-4.31+4.31)/3=2.81V右=-2.81-(-4.31+4.31)/3=-2.81表4-14活載作用下CD框架梁剪力計算(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l5V左=2.05-(-3.16+3.12)/6.6=2.06V右=-2.05-(-3.16+3.12)/6.6=-2.044V左=10.22-(-14.16+12.96)/6.6=10.4V右=-10.22-(-14.16+12.96)/6.6=-10.043V左=10.22-(-14.45+13.46)/6.6=10.37V右=-10.22-(-14.45+13.46)/6.6=-10.072V左=10.22-(-14.49+13.56)/6.6=10.36V右=-10.22-(-14.49+13.56)/6.6=-10.081V左=10.22-(-13.9+12.33)/6.6=10.46V右=-10.22-(-13.9+12.33)/6.6=-9.98表4-15活載作用下A、B軸柱剪力計算(kN)層次A軸柱V=(M上+M下)/lB軸柱V=(M上+M下)/l5V=-(3.12+5.53)/3=-2.88V-(-2.52-4.43)/3=2.324V=-(7.41+6.72)/3=-4.71V-(-5.74-5.34)/3=3.693V=-(6.72+6.58)/3=-4.43V-(-5.34-5.28)/3=3.542V=-(6.97+8.5)/3=-5.16V-(-5.49-6.49)/3=3.991V=-(3.83+1.91)/4.5=-1.28V-(-3.1-1.55)/4.5=1.03表4-16活載作用下C、D軸柱剪力計算(kN)層次C軸柱V=(M上+M下)/lD軸柱V=(M上+M下)/l5V=-(2.52+4.43)/3=-2.32V=-(-3.12-5.53)/3=2.884V=-(5.74+5.34)/3=-3.69V=-(-7.41-6.72)/3=4.713V=-(5.34+5.28)/3=-3.54V=-(-6.72-6.58)/3=4.432V=-(5.49+6.49)/3=-3.99V=-(-6.97-8.5)/3=5.161V=-(3.1+1.55)/4.5=-1.03V=-(-3.83-1.91)/4.5=1.28圖4-5活載剪力圖(kN)4.2.4活載柱子軸力計算柱軸力：N頂=上層柱底軸力+F-V左+V右F為框架柱節(jié)點(diǎn)集中荷載；V左為柱子左端梁剪力；V右為柱子右端梁剪力。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5N=6.81-0+2.04=8.854N=8.85+34.03-0+10.04=52.923N=52.92+34.03-0+10.07=97.022N=97.02+34.03-0+10.08=141.131N=141.13+34.03-0+9.98=185.14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5N=10.64-(-2.06)+0.56=13.264N=13.26+53.16-(-10.4)+2.81=79.633N=79.63+53.16-(-10.37)+2.81=145.972N=145.97+53.16-(-10.36)+2.81=212.31N=212.3+53.16-(-10.46)+2.81=278.73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5N=10.64-(-0.56)+2.06=13.264N=13.26+53.16-(-2.81)+10.4=79.633N=79.63+53.16-(-2.81)+10.37=145.972N=145.97+53.16-(-2.81)+10.36=212.31N=212.3+53.16-(-2.81)+10.46=278.73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5N=10.64-(-2.04)+0=8.854N=8.85+34.03-(-10.04)+0=52.923N=52.92+34.03-(-10.07)+0=97.022N=97.02+34.03-(-10.08)+0=141.131N=141.13+34.03-(-9.98)+0=185.14圖4-6活載軸力圖(kN)4.3風(fēng)荷載內(nèi)力計算4.3.1風(fēng)荷載柱子剪力計算風(fēng)荷載內(nèi)力計算采用D值法，將對應(yīng)層的層間剪力根據(jù)抗側(cè)剛度分配每根柱子，剪力分配公式，Vi為某根柱子的剪力，Di為對應(yīng)柱子的抗側(cè)剛度，∑Di為某層柱子抗側(cè)剛度總和，F(xiàn)為水平風(fēng)荷載作用下的層間剪力。4-20表4-21風(fēng)荷載作用下的柱子剪力層次柱軸號∑D(kN/m)D(kN/m)F(kN)V(kN)5A189792381605.4361.09B189792567365.4361.63C189792567365.4361.63D189792381605.4361.094A1897923816013.5342.72B1897925673613.5344.05C1897925673613.5344.05D1897923816013.5342.723A1897923816021.5654.34B1897925673621.5656.45C1897925673621.5656.45D1897923816021.5654.342A1897923816029.5965.95B1897925673629.5968.85C1897925673629.5968.85D1897923816029.5965.951A106996.42188838.6317.9B106996.426453.3338.6319.55C106996.426453.3338.6319.55D106996.42188838.63風(fēng)荷載柱子彎矩計算柱的反彎點(diǎn)高度比計算式：y=y0+y1+y2+y3，計算查表結(jié)果見下表。EQy0為標(biāo)準(zhǔn)反彎點(diǎn)高度EQy1為因上下層梁剛度比變化的修正值EQy2為因上層層高變化的修正值EQy3為因下層層高變化的修正值柱上端彎矩：M下=-Vhy，下端彎矩：M下=-Vh(y-1)M下、M下分別為柱上、下端彎矩；為柱子剪力；為反彎點(diǎn)高度比。

表4-22風(fēng)荷載作用下A柱彎矩計算層號層高mV(kN)y0y1y2y3yhM下M上531.090.40000.4-1.31-1.96432.720.4110000.411-3.35-4.81334.340.450000.45-5.86-7.16235.950.500-0.050.45-8.03-9.8420000.642-22.82-12.73表4-23風(fēng)荷載作用下B柱彎矩計算層號層高mV(kN)y0y1y2y3yhM下M上5F31.630.4150000.415-2.03-2.864F34.050.450000.45-5.47-6.683F36.450.4650000.465-9-10.352F38.850.50000.5-13.28-13.281F4.59.550.5550000.555-23.85-19.12表4-24風(fēng)荷載作用下C柱彎矩計算層號層高mV(kN)y0y1y2y3yhM下M上5F31.630.4150000.415-2.03-2.864F34.050.450000.45-5.47-6.683F36.450.4650000.465-9-10.352F38.850.50000.5-13.28-13.281F4.59.550.5550000.555-23.85-19.12表4-25風(fēng)荷載作用下D柱彎矩計算層號層高mV(kN)y0y1y2y3yhM下M上5F31.090.40000.4-1.31-1.964F32.720.4110000.411-3.35-4.813F34.340.450000.45-5.86-7.162F35.950.500-0.050.45-8.03-9.821F420000.642-22.82-12.734.3.3風(fēng)荷載梁端彎矩計算根據(jù)節(jié)點(diǎn)平衡條件，梁彎矩按照其線剛度大小分配的原則計算梁端梁左彎矩:；梁右彎矩:，、為節(jié)點(diǎn)左、右梁端彎矩；分別為節(jié)點(diǎn)上下端柱彎矩；為節(jié)點(diǎn)左右梁線剛度。

表4-26風(fēng)荷載作用梁端彎矩計算(kN·m)層次AB左AB右BC左BC右CD左CD右5-1.96-1.6-1.26-1.26-1.6-1.964-6.12-4.88-3.83-3.83-4.88-6.123-10.51-8.86-6.96-6.96-8.86-10.512-15.68-12.48-9.8-9.8-12.48-15.681-20.76-18.14-14.26-14.26-18.14-20.76圖4-7風(fēng)荷載彎矩圖(kN.m)4.3.4風(fēng)荷載梁剪力及柱軸力計算水平荷載梁剪力計算：V=-(M左+M右)/lM左、M右分別為梁左、右端彎矩，l為梁計算跨度柱子軸力：N頂=N底=上層柱底軸力-V左+V右，其中V左、V右分別為柱子左、右端梁剪力。表4-27風(fēng)荷載作用梁端剪力計算(kN)樓層AB跨BC跨CD跨LM左M右VELM左M右VELM左M右VE56.6-1.96-1.6-0.543-1.26-1.26-0.846.6-1.6-1.96-0.5446.6-6.12-4.88-1.673-3.83-3.83-2.556.6-4.88-6.12-1.6736.6-10.51-8.86-2.933-6.96-6.96-4.646.6-8.86-10.51-2.9326.6-15.68-12.48-4.273-9.8-9.8-6.536.6-12.48-15.68-4.2716.6-20.76-18.14-5.893-14.26-14.26-9.516.6-18.14-20.76-5.89表4-28風(fēng)荷載作用柱軸力標(biāo)準(zhǔn)(kN)層次A柱B柱C柱D柱5-0.54-0.840.840.544-2.21-3.393.392.213-5.14-8.038.035.142-9.41-14.5614.569.411-15.3-24.0724.0715.3圖4-8風(fēng)荷載剪力圖(kN)圖4-9風(fēng)荷載軸力圖(kN)4.4地震內(nèi)力計算4.4.1地震柱剪力計算

表4-29地震載作用下的柱子剪力層次柱軸號∑D(kN/m)D(kN/m)F(kN)V(kN)5A18979238160208.4541.91B18979256736208.4562.31C18979256736208.4562.31D18979238160208.4541.914A18979238160268.9654.08B18979256736268.9680.4C18979256736268.9680.4D18979238160268.9654.083A18979238160315.2363.38B18979256736315.2394.23C18979256736315.2394.23D18979238160315.2363.382A18979238160347.2669.82B18979256736347.26103.81C18979256736347.26103.81D18979238160347.2669.821A106996.421888364.4674.56B106996.426453.33364.4690.11C106996.426453.33364.4690.11D106996.421888364.4674.564.4.2地震柱子彎矩計算地震荷載作用下的標(biāo)準(zhǔn)反彎點(diǎn)高度比計算查表過程如下表。表4-30地震荷載作用下A柱彎矩計算層號層高mVi(kN)y0y1y2y3yhM下M上5F341.910.40000.4-50.29-75.444F354.080.450000.45-73.01-89.233F363.380.450000.45-85.56-104.582F369.820.500-0.050.45-94.26-115.21F4.574.560.6460000.646-216.75-118.77表4-31地震荷載作用下B柱彎矩計算層號層高mVi(kN)y0y1y2y3yhM下M上5F362.310.450000.45-84.12-102.814F380.40.4650000.465-112.16-129.043F394.230.50000.5-141.35-141.352F3103.810.50000.5-155.72-155.721F4.590.110.6020000.602-244.11-161.39表4-32地震荷載作用下C柱彎矩計算層號層高mVi(kN)y0y1y2y3yhM下M上5F362.310.450000.45-84.12-102.814F380.40.4650000.465-112.16-129.043F394.230.50000.5-141.35-141.352F3103.810.50000.5-155.72-155.721F4.590.110.6020000.602-244.11-161.39表4-33地震荷載作用下D柱彎矩計算層號層高mVi(kN)y0y1y2y3yhM下M上5F341.910.40000.4-50.29-75.444F354.080.450000.45-73.01-89.233F363.380.450000.45-85.56-104.582F369.820.500-0.050.45-94.26-115.21F4.574.560.6460000.646-216.75-118.774.4.3地震梁端彎矩計算表4-34地震荷載作用梁端彎矩計算(kN·m)層次AB左AB右BC左BC右CD左CD右5-75.44-57.57-45.24-45.24-57.57-75.444-139.52-119.37-93.79-93.79-119.37-139.523-177.59-141.97-111.54-111.54-141.97-177.592-200.76-166.36-130.71-130.71-166.36-200.761-213.03-177.58-139.53-139.53-177.58-213.03圖4-10地震彎矩圖(kN.m)4.4.4地震梁剪力及柱軸力計算表4-35地震荷載作用梁端剪力計算(kN)樓層AB跨BC跨CD跨LM左M右VELM左M右VELM左M右VE56.6-75.44-57.57-20.153-45.24-45.24-30.166.6-57.57-75.44-20.1546.6-139.52-119.37-39.233-93.79-93.79-62.536.6-119.37-139.52-39.2336.6-177.59-141.97-48.423-111.54-111.54-74.366.6-141.97-177.59-48.4226.6-200.76-166.36-55.623-130.71-130.71-87.146.6-166.36-200.76-55.6216.6-213.03-177.58-59.183-139.53-139.53-93.026.6-177.58-213.03-59.18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5-20.15-30.1630.1620.154-59.38-92.6992.6959.383-107.8-167.05167.05107.82-163.42-254.19254.19163.421-222.6-347.21347.21222.6圖4-11地震剪力圖(kN)圖4-12地震軸力圖(kN)

第五章．內(nèi)力組合內(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）1.35SGk+0.7×1.4SQkb）1.2×SGk+1.4×(SQk±0.6×SWk)c）1.2×SGk+1.4×(0.7×SQk±SWk)d）1.2(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。表5-1恒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5AB跨39.040.8-36.8733.78-51.73-29.49642.64-41.384BC跨5.3050.8-32.08-21.47-32.08-25.664-15.054-25.664CD跨39.040.8-51.7333.78-36.87-41.38442.64-29.4964AB跨52.2750.8-60.9140.07-68.06-48.72852.967-54.448BC跨5.1550.8-30.47-20.16-30.47-24.376-14.066-24.376CD跨52.2750.8-68.0640.07-60.91-54.44852.967-48.7283AB跨52.2750.8-60.3340.22-68.33-48.26453.086-54.664BC跨5.1550.8-30.25-19.94-30.25-24.2-13.89-24.2CD跨52.2750.8-68.3340.22-60.33-54.66453.086-48.2642AB跨52.2750.8-60.839.91-68.49-48.6452.839-54.792BC跨5.1550.8-30.13-19.82-30.13-24.104-13.794-24.104CD跨52.2750.8-68.4939.91-60.8-54.79252.839-48.641AB跨52.2750.8-55.1143.68-66.64-44.08855.855-53.312BC跨5.1550.8-32.24-21.93-32.24-25.792-15.482-25.792CD跨52.2750.8-66.6443.68-55.11-53.31255.855-44.088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5AB跨1.5050.8-3.121.38-3.16-2.4962.008-2.528BC跨0.280.8-0.640.2-0.64-0.5120.328-0.512CD跨1.5050.8-3.161.38-3.12-2.5282.008-2.4964AB跨7.4950.8-12.968.93-14.16-10.36811.642-11.328BC跨1.4050.8-3.990.23-3.99-3.1921.028-3.192CD跨7.4950.8-14.168.93-12.96-11.32811.642-10.3683AB跨7.4950.8-13.468.54-14.45-10.76811.331-11.56BC跨1.4050.8-3.760.46-3.76-3.0081.212-3.008CD跨7.4950.8-14.458.54-13.46-11.5611.331-10.7682AB跨7.4950.8-13.568.47-14.49-10.84811.275-11.592BC跨1.4050.8-3.730.49-3.73-2.9841.236-2.984CD跨7.4950.8-14.498.47-13.56-11.59211.275-10.8481AB跨7.4950.8-12.339.38-13.9-9.86412.003-11.12BC跨1.4050.8-4.31-0.09-4.31-3.4480.772-3.448CD跨7.4950.8-13.99.38-12.33-11.1212.003-9.8645.2框架梁內(nèi)力組合表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5AB跨1.5050.8-3.121.38-3.16-2.4962.008-2.528BC跨0.280.8-0.640.2-0.64-0.5120.328-0.512CD跨1.5050.8-3.161.38-3.12-2.5282.008-2.4964AB跨7.4950.8-12.968.93-14.16-10.36811.642-11.328BC跨1.4050.8-3.990.23-3.99-3.1921.028-3.192CD跨7.4950.8-14.168.93-12.96-11.32811.642-10.3683AB跨7.4950.8-13.468.54-14.45-10.76811.331-11.56BC跨1.4050.8-3.760.46-3.76-3.0081.212-3.008CD跨7.4950.8-14.458.54-13.46-11.5611.331-10.7682AB跨7.4950.8-13.568.47-14.49-10.84811.275-11.592BC跨1.4050.8-3.730.49-3.73-2.9841.236-2.984CD跨7.4950.8-14.498.47-13.56-11.59211.275-10.8481AB跨7.4950.8-12.339.38-13.9-9.86412.003-11.12BC跨1.4050.8-4.31-0.09-4.31-3.4480.772-3.448CD跨7.4950.8-13.99.38-12.33-11.1212.003-9.864表5-45層框架梁內(nèi)力組合梁跨截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.2×(①+0.5②)±1.3×④)設(shè)計值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB跨梁左M-29.50-2.50-1.96-75.44-42.09-43.85-40.32-43.91107.86-134.9661.18-134.96V38.072.04-0.54-20.1552.5552.0753.0450.8232.3120.7173.1073.10跨中M42.642.01-0.18-8.9458.4458.2858.6157.2715.8240.7663.9963.99V-4.50-0.02-0.54-20.15-5.88-6.37-5.39-6.6829.63-31.6120.78-31.61梁右M-41.38-2.531.6057.57-57.59-56.15-59.03-54.05-87.9623.66-126.02-126.02V-42.57-2.06-0.54-20.15-58.43-58.92-57.95-58.3126.98-78.52-26.13-78.52BC跨梁左M-25.66-0.51-1.26-45.24-34.13-35.27-33.00-35.7965.87-89.9227.71-89.92V12.190.56-0.84-30.1616.6915.9317.4415.1845.09-24.2454.1754.17跨中M-15.050.330.000.00-19.08-19.08-19.08-19.230.43-17.87-17.87-19.23V0.000.00-0.84-30.160.00-0.760.76-1.2644.36-39.2139.2144.36梁右M-25.66-0.511.2645.24-34.13-33.00-35.27-32.01-67.2027.71-89.92-89.92V-12.19-0.56-0.84-30.16-16.69-17.44-15.93-17.7043.63-54.1724.24-54.17CD跨梁左M-41.38-2.53-1.60-57.57-57.59-59.03-56.15-58.8581.39-126.0223.66-126.02V42.572.06-0.54-20.1558.4357.9558.9256.6932.3426.1378.5278.52跨中M42.642.010.188.9458.4458.6158.2857.81-10.6063.9940.7663.99V4.500.02-0.54-20.155.885.396.375.0629.68-20.7831.6131.61梁右M-29.50-2.501.9675.44-42.09-40.32-43.85-38.03-114.3561.18-134.96-134.96V-38.07-2.04-0.54-20.15-52.55-53.04-52.07-52.4427.01-73.10-20.71-73.10表5-54層框架梁內(nèi)力組合梁跨截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.2×(①+0.5②)±1.3×④)設(shè)計值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB跨梁左M-48.73-10.37-6.12-139.52-78.90-84.41-73.39-83.41189.38-246.07116.68-246.07V55.6310.04-1.67-39.2387.3885.8888.8880.3670.1421.78123.78123.78跨中M52.9711.64-0.62-10.0886.3285.7686.8880.1529.6057.4583.6486.88V-2.16-0.36-1.67-39.23-3.35-4.85-1.85-5.6956.62-53.8148.1956.62梁右M-54.45-11.334.88119.37-87.77-83.38-92.17-75.36-188.6683.05-227.32-227.32V-57.79-10.40-1.67-39.23-90.73-92.23-89.22-88.5543.57-126.59-24.59-126.59BC跨梁左M-24.38-3.19-3.83-93.79-36.48-39.92-33.03-40.79132.51-153.0990.76-153.09V11.892.81-2.55-62.5319.6717.3821.9714.5894.77-65.3497.2497.24跨中M-14.071.030.000.00-16.74-16.74-16.74-17.211.34-16.26-16.26-17.21V0.000.00-2.55-62.530.00-2.302.30-3.8391.12-81.2981.2991.12梁右M-24.38-3.193.8393.79-36.48-33.03-39.92-29.30-140.8190.76-153.09-153.09V-11.89-2.81-2.55-62.53-19.67-21.97-17.38-22.2387.46-97.2465.34-97.24CD跨梁左M-54.45-11.33-4.88-119.37-87.77-92.17-83.38-90.00159.20-227.3283.05-227.32V57.7910.40-1.67-39.2390.7389.2292.2383.5470.6124.59126.59126.59跨中M52.9711.640.6210.0886.3286.8885.7682.010.6783.6457.4586.88V2.160.36-1.67-39.233.351.854.850.6857.56-48.1953.8157.56梁右M-48.73-10.376.12139.52-78.90-73.39-84.41-65.05-216.33116.68-246.07-246.07V-55.63-10.04-1.67-39.23-87.38-88.88-85.88-85.3744.04-123.78-21.78-123.78表5-63層框架梁內(nèi)力組合梁跨截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.2×(①+0.5②)±1.3×④)設(shè)計值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB跨梁左M-48.26-10.77-10.51-177.59-78.90-88.35-69.44-89.81241.35-295.24166.49-295.24V55.5010.07-2.93-48.4287.2684.6289.8978.3382.649.70135.59135.59跨中M53.0911.33-0.83-17.8186.0185.2786.7579.6740.5847.3593.6593.65V-2.42-0.30-2.93-48.42-3.60-6.23-0.96-7.8669.16-66.0359.8669.16梁右M-54.66-11.568.86141.97-88.40-80.43-96.38-69.91-218.68112.03-257.09-257.09V-57.92-10.37-2.93-48.42-90.85-93.49-88.21-90.5856.07-138.67-12.78-138.67BC跨梁左M-24.20-3.01-6.96-111.54-35.97-42.24-29.71-45.06156.09-175.85114.16-175.85V11.892.81-4.64-74.3619.6715.5023.8511.45110.32-80.71112.62112.62跨中M-13.891.210.000.00-16.24-16.24-16.24-16.781.58-15.94-15.94-16.78V0.000.00-4.64-74.360.00-4.184.18-6.96106.67-96.6796.67106.67梁右M-24.20-3.016.96111.54-35.97-29.71-42.24-24.18-163.91114.16-175.85-175.85V-11.89-2.81-4.64-74.36-19.67-23.85-15.50-25.37103.02-112.6280.71-112.62CD跨梁左M-54.66-11.56-8.86-141.97-88.40-96.38-80.43-96.49188.62-257.09112.03-257.09V57.9210.37-2.93-48.4290.8588.2193.4981.7983.0312.78138.67138.67跨中M53.0911.330.8317.8186.0186.7585.2782.15-11.1293.6547.3593.65V2.420.30-2.93-48.423.600.966.23-0.9369.94-59.8666.0369.94梁右M-48.26-10.7710.51177.59-78.90-69.44-88.35-58.28-269.35166.49-295.24-295.24V-55.50-10.07-2.93-48.42-87.26-89.89-84.62-87.1256.46-135.59-9.70-135.59表5-72層框架梁內(nèi)力組合梁跨截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.2×(①+0.5②)±1.3×④)設(shè)計值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB跨梁左M-48.64-10.85-15.68-200.76-79.50-93.62-65.39-98.14270.57-325.86196.11-325.86V55.5410.08-4.27-55.6287.3283.4891.1776.3892.050.39145.00145.00跨中M52.8411.28-1.60-17.2085.6084.1687.0478.1338.7847.8192.5392.53V-2.34-0.28-4.27-55.62-3.46-7.310.38-9.7478.58-75.2869.3378.58梁右M-54.79-11.5912.48166.36-88.62-77.39-99.85-64.68-251.51143.56-288.97-288.97V-57.88-10.36-4.27-55.62-90.78-94.63-86.94-92.5365.48-147.98-3.37-147.98BC跨梁左M-24.10-2.98-9.80-130.71-35.81-44.63-26.99-49.17181.90-200.64139.21-200.64V11.892.81-6.53-87.1419.6713.8025.558.61127.51-97.33129.24129.24跨中M-13.791.240.000.00-16.08-16.08-16.08-16.631.61-15.81-15.81-16.63V0.000.00-6.53-87.140.00-5.885.88-9.80123.85-113.28113.28123.85梁右M-24.10-2.989.80130.71-35.81-26.99-44.63-19.77-189.65139.21-200.64-200.64V-11.89-2.81-6.53-87.14-19.67-25.55-13.80-28.20120.20-129.2497.33-129.24CD跨梁左M-54.79-11.59-12.48-166.36-88.62-99.85-77.39-102.12221.37-288.97143.56-288.97V57.8810.36-4.27-55.6290.7886.9494.6379.7292.413.37147.98147.98跨中M52.8411.281.6017.2085.6087.0484.1682.93-9.4692.5347.8192.53V2.340.28-4.27-55.623.46-0.387.31-3.0779.31-69.3375.2879.31梁右M-48.64-10.8515.68200.76-79.50-65.39-93.62-51.10-298.78196.11-325.86-325.86V-55.54-10.08-4.27-55.62-87.32-91.17-83.48-89.1965.84-145.00-0.39-145.00表5-81層框架梁內(nèi)力組合梁跨截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.2×(①+0.5②)±1.3×④)設(shè)計值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB跨梁左M-44.09-9.86-20.76-213.03-72.11-90.79-53.43-98.81284.92-335.76218.12-335.76V54.969.98-5.89-59.1886.4281.1291.7273.0995.56-4.99148.87148.87跨中M55.8612.00-1.31-17.7390.6289.4491.8083.2540.8251.1997.2797.27V-3.50-0.48-5.89-59.18-5.27-10.570.03-13.8981.96-81.4272.4581.96梁右M-53.31-11.1218.14177.58-85.99-69.66-102.31-53.77-261.78160.21-301.50-301.50V-58.46-10.46-5.89-59.18-91.69-96.99-86.39-95.8268.99-153.360.51-153.36BC跨梁左M-25.79-3.45-14.26-139.53-38.70-51.54-25.87-58.54189.84-214.41148.37-214.41V11.892.81-9.51-93.0219.6711.1128.234.14133.20-104.97136.88136.88跨中M-15.480.770.000.00-18.97-18.97-18.97-19.321.00-18.12-18.12-19.32V0.000.00-9.51-93.020.00-8.568.56-14.27129.54-120.93120.93129.54梁右M-25.79-3.4514.26139.53-38.70-25.87-51.54-15.76-198.80148.37-214.41-214.41V-11.89-2.81-9.51-93.02-19.67-28.23-11.11-32.67125.89-136.88104.97-136.88CD跨梁左M-53.31-11.12-18.14-177.58-85.99-102.31-69.66-108.19232.87-301.50160.21-301.50V58.4610.46-5.89-59.1891.6986.3996.9978.1596.18-0.51153.36153.36跨中M55.8612.001.3117.7390.6291.8089.4487.18-9.6197.2751.1997.27V3.500.48-5.89-59.185.27-0.0310.57-3.7883.21-72.4581.4283.21梁右M-44.09-9.8620.76213.03-72.11-53.43-90.79-36.53-310.57218.12-335.76-335.76V-54.96-9.98-5.89-59.18-86.42-91.72-81.12-90.7669.61-148.874.99-148.875.3框架柱內(nèi)力組合表5-9A軸柱內(nèi)力組合層次截面內(nèi)力恒載①活載②風(fēng)載③地震④1.3×①+1.5×②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.2×(①+0.5②)±1.3×④)|M|max及相應(yīng)的NNmin及相應(yīng)的MNmax及相應(yīng)的M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震5柱頂M36.873.12-1.96-75.4452.6150.8554.3848.2754.15-51.96144.19144.19-51.96144.19N164.958.85-0.54-20.15227.71227.22228.20222.92224.54177.06229.45229.45177.06229.45V-22.80-2.881.0941.91-33.96-32.98-34.94-31.03-34.3025.40-83.57-83.5725.40-83.57柱底M31.525.53-1.31-50.2949.2748.0950.4544.8248.75-24.24106.52106.52-24.2450.45N191.958.85-0.54-20.15262.81262.32263.30258.02259.64209.46261.85261.85209.46263.30V-22.80-2.881.0941.91-33.96-32.98-34.94-31.03-34.3025.40-83.57-83.5725.40-34.944柱頂M29.347.41-4.81-89.2349.2644.9353.5938.7153.14-76.35155.65155.65-76.3553.59N386.2652.92-2.21-59.38581.52579.53583.51554.39561.02418.07572.46572.46418.07583.51V-19.83-4.712.7254.08-32.84-30.40-35.29-26.64-34.8043.68-96.93-96.9343.68-35.29柱底M30.146.72-3.35-73.0149.2646.2552.2841.2151.26-54.71135.11135.11-54.7152.28N413.2652.92-2.21-59.38616.62614.63618.61589.49596.12450.47604.86604.86450.47618.61V-19.83-4.712.7254.08-32.84-30.40-35.29-26.64-34.8043.68-96.93-96.9343.68-35.293柱頂M31.276.97-9.82-115.2051.1142.2759.9433.2462.70-108.05191.47191.47-108.0559.94N828.66141.13-9.41-163.421288.951280.481297.421211.331239.56866.621291.521291.52866.621297.42V-23.12-5.165.9569.82-37.80-32.44-43.15-26.55-44.4059.93-121.61-121.6159.93-43.15柱底M38.108.50-8.03-94.2662.2855.0569.5146.4170.50-71.72173.36173.36-71.7269.51N855.66141.13-9.41-163.421324.051315.581332.521246.431274.66899.021323.921323.92899.021332.52V-23.12-5.165.9569.82-37.80-32.44-43.15-26.55-44.4059.93-121.61-121.6159.93-43.152柱頂M31.276.97-9.82-115.2051.1142.2759.9433.2462.70-108.05191.47191.47-108.0559.94N828.66141.13-9.41-163.421288.951280.481297.421211.331239.56866.621291.521291.52866.621297.42V-23.12-5.165.9569.82-37.80-32.44-43.15-26.5