多层钢筋混凝土框架设计(9内力组合)

--62-kN∙mkNkN。CD5个掌握截面。柱分为边柱和中柱，每根柱有2个掌握截面。内力组合使用的掌握截面CDAB123452211〔一〕梁内力组合〔1〕地震作用效应与重力荷载代表值的组合表达式为：S1.2S 1.3SGE Eh其中，SGE为相应于水平地震作用下重力荷载代表值效应的标准值。而重力荷载代表值表达式为：Gk——恒荷载标准值；

GG k

QQi ikQiki个可变荷载标准值；ΨQii个可变荷载的组合之系数，屋面活荷载不计入，雪荷载和楼面活荷0.5。1.2(①+0.5②)+1.31.2(①+0.5②)-1.3⑤两列，分别代表左震和右震参与组合。由于风荷载效应同地震作用效应相比较小，不起掌握作用，则在以下组合中风荷载内力未参与，仅考虑分别由恒荷载和活荷载掌握的两种组合，即1.2①+1.4③两列。梁内力组合计算表楼层截面①恒荷载②活荷载(屋面布雪载)③活荷载(屋面布活载)④风荷载(左风)MVMMVVMV1-32.5860.19-4.466.08-1.516.41-9.5119.36275.53—7.431.11—30.07—五3-46.9-65.37-5.53-3.86-1.51-6.81-14.72-21.234-21.8213.55-2.143.49-2.911.41-7.634.325-14.23—-1.40——-4.46—1-76.42118.02-13.615.75-4.1119.76-14.819.832125.89—25.442.18——23.88—四3-88.81-122.5-16.58-11.39-4.11-20.83-17.39-20.764-26.7614.02-5.4510.22-8.515.41-5.055.415-20.17—-2.660——-2.2—1-77.56118.07-14.1925.57-6.5519.76-14.1919.762124.52—24.673.95——24.67—三3-89.64-122.45-16.98-17.68-6.55-20.8-16.98-20.84-26.2314.02-5.2515.9-13.255.41-5.255.415-19.61—-2.430——-2.43—1-77.67118.11-14.2135.14-9.2219.8-14.2119.82124.52—24.674.73——24.67—二3-89.53-122.41-16.97-25.69-9.22-20.79-16.97-20.794-26.2814.02-5.2623.02-19.185.41-5.265.415-19.67—-2.440——-2.44—1-71.44117.77-13.1152.76-13.7419.83-13.1119.832130.74—24.667.77——24.66—一3-81.37-121.39-15.54-37.22-13.74-20.7-15.54-20.74-27.5513.84-5.433.03-28.115.37-5.45.375-21.32—-2.750——-2.75—梁内力组合计算表〔续〕⑤地震作用(左震)1.2(①+0.5②)+1.3⑤1.2(①+0.5②)-1.3⑤楼层截面MVMVMV141.86-10.3712.6562.59-96.1989.5627.65—105.04—85.15—五3-26.57-10.37-94.14-96.01-25.06-69.05424.01-203.75-8.89-58.6843.1150—-17.92—-17.92—196.48-25.3825.56120.49-225.29186.47212.74—182.89—149.77—四3-71.01-25.38-208.83-192.49-24.21-126.50463.61-53.0147.31-48.84-118.0888.9850—-25.80—-25.80—1159.63-40.7105.93100.63-309.11206.45225.32—197.14—131.31—三3-109-40.7-259.46-212.3323.94-106.51498.06-81.7292.85-86.17-162.10126.3150—-24.99—-24.99—1193.69-50.89150.0787.46-353.53219.77225.76—197.71—130.74—二3-142.17-50.89-302.44-225.5267.20-93.214127.36-106.13130.88-117.90-200.26158.0450—-25.07—-25.07—1243.73-61.41223.2673.39-410.44233.06241.09—225.10—118.27—一3-161.56-61.41-317.00-237.92103.06-78.264145.61-121.34152.99-137.91-225.59177.5750—-27.23—-27.23—1.35①1.35①+1.4×0.7③1.2①+1.4③楼层截面MmaxMmin|V|MVMVmax1-53.30100.23-52.4199.3312.65 -96.19100.232131.43—132.73—132.73 85.15—五3-77.74-109.05-76.89-108.17-25.06 -94.14109.054-36.9322.53-36.8722.313.75 -58.6843.115-23.58—-23.32—-17.92 -23.58—1-117.67178.76-112.42169.3925.56 -225.29186.472193.35—184.50—193.35 149.77—四3-136.94-185.72-130.92-176.06-24.21 -208.83192.494-41.0824.23-39.1824.4047.31 -118.0888.985-29.39—-27.28—-25.80 -29.39—1-118.61178.76-112.94169.35105.93 -309.11206.452192.28—183.96—197.14 131.31—三3-137.65-185.69-131.34-176.0623.94 -259.46212.334-40.5624.23-38.8324.4092.85 -162.10126.315-28.85—-26.93—-24.99 -28.85—1-118.78178.85-113.10169.45150.07 -353.53219.772192.28—183.96—197.71 130.74—二3-137.50-185.63-131.19-176.0067.20 -302.44225.524-40.6324.23-38.9024.40130.88 -200.26158.045-28.95—-27.02—-25.07 -28.95—1-109.29178.42-104.08169.09223.26 -410.44233.062200.67—191.41—225.10 118.27—一3-125.08-184.16-119.40-174.65103.06 -317.00237.924-42.4823.95-40.6224.13152.99 -225.59177.575-31.48—-29.43—-27.23 -31.48—bV，计算过程见下表Vb

(Mlvb

Mr)/lVb n Gb楼层梁楼层梁MblMbrlnVGbVbV五四三二一AB12.6594.146.6085.10102.90109.05BC3.7558.682.4018.8847.0947.11AB25.56208.836.60163.10202.17202.17BC47.31118.082.4017.2393.0393.03AB105.93259.466.60162.96223.86223.86BC92.85162.102.4017.23134.08134.08AB150.07302.446.60162.96238.38238.38BC130.88200.262.4017.23169.00169.00AB223.26317.006.60162.96253.00253.00BC152.99225.592.4017.23190.75190.75〔二〕柱内力组合计算过程见下表，弯矩以顺时针为正，轴力以受压为正楼柱楼柱层截面))(左风)A五BA四BMNMNMNMN259.58243.967.519.3918.0259.29-6.53-1.51164.08277.1810.6219.3913.1459.29-3.69-1.512-47.8271.22-5.8928.36-14.387.57-8.67-1.41-53.61304.44-8.5728.36-10.6787.57-6.27-1.4267.49643.7512.3679.08103.58119.05-13.29-5.62166.46676.9711.8479.08102.48119.05-9.28-5.622-57.38746.93-9.97122.09-71.26181.19-19.12-5.81-56.43780.15-9.62122.09-77.56181.19-14.82-5.8楼柱楼柱层截面左震)A五BA四BA三B二AA三BA二BA一B266.461043.5911.84138.811.84178.77-18.26-12.17166.371076.8111.82138.811.82178.77-15.62-12.172-56.431222.59-9.62215.79-9.62274.89-24.71-12.51-56.431255.81-9.64215.79-9.64274.89-24.71-12.5266.691443.4711.88198.5311.88238.5-22.28-21.39173.191476.6913.03198.5313.03238.5-22.28-21.392-56.131698.21-9.57309.48-9.57368.58-32.51-22.461-59.321731.43-10.11309.48-10.11368.58-32.51-22.46255.891843.699.97258.329.97298.29-34.95-35.13131.081900.565.54258.325.54298.29-57.21-35.132-45.112173.49-7.68403.11-7.68462.21-51.34-36.831-24.652230.36-4.20403.11-4.20462.21-62.98-36.83MNMNMNMN2-44.97-10.3717.54290.91134.46317.8798.09387.451-25.42-10.3750.22330.77116.31357.7399.39432.302-59.69-9.63-138.49329.9616.70355.00-78.54451.971-43.13-9.63-125.54369.83-13.41394.86-82.83496.812-78.67-35.75-13.87773.47190.68866.42192.62985.731-64.36-35.753.19813.34170.52906.29190.151030.582-115-37.26-224.34921.1374.661018.01-147.301185.921-98.1-37.26-201.02961.0054.041057.87-152.191230.772-107.48-76.45-52.871236.20226.581434.97101.321584.041-91.46-76.45-32.161276.07205.631474.84101.181628.892-145.69-78.28-262.891494.82115.911698.35-85.611919.891-145.69-78.28-262.901534.68115.901738.21-85.631964.742-117-127.34-64.941685.74239.262023.82101.672182.411-117-127.34-56.451725.60247.752056.69111.582227.26楼层楼层|M| ,NN ,MN ,M柱maxmaxminA五BA四BA三BA二BA一BBA一B2-170.95-133.52-295.332049.96149.142397.12-85.152653.791-170.95-133.52-299.492089.83144.992436.98-89.992698.642-145.15-188.75-115.652122.05261.752612.8085.222781.311-270.69-188.75-324.822190.29378.982681.0431.592858.082-191.04-193.45-307.092598.57189.613101.54-68.423387.181-325.55-193.45-444.612666.81401.823169.78-24.923463.95MNMNMNMN96.72375.76134.46317.8798.09387.4517.54290.9195.29415.62116.31357.7399.39432.3050.22330.77-77.38448.06-138.49329.96-78.54451.97-138.49329.96-79.27487.93-125.54369.83-82.83496.81-125.54369.83226.00939.17226.00939.17192.62985.73-13.87773.47223.22979.03223.22979.03190.151030.583.19813.34-168.621149.98-224.34921.13-147.301185.92-224.34921.13-176.301189.85-201.02961.00-152.191230.77-201.02961.0096.331502.59226.581434.97101.321584.04-52.871236.2096.191542.45205.631474.84101.181628.89-32.161276.07-81.181851.95-262.891494.82-85.611919.89-262.891494.82-81.211891.82-262.901534.82-85.631964.74-262.901534.6896.662066.06239.262023.82101.672182.41-64.941685.74106.072105.93247.752056.69111.582227.26-56.451725.60-80.752553.86-295.332049.96-85.152653.79-295.332049.96-85.342593.73-299.492089.83-89.992698.64-299.492089.8381.032630.03261.752612.8085.222781.31-115.652122.0530.032698.28378.982681.0431.592858.08-324.822190.29-64.883255.28-307.092598.57-68.423387.18-307.092598.57-23.643323.53-444.612666.81-24.923463.95-444.612666.81依据上表计算所得的弯矩值计算柱剪力设计值，计算见下表V楼层柱楼层柱MctMcbHnV五四三二一

(Mlvc

Mr)/Hc

〔 1.1〕vcA134.46116.312.8098.52B138.49125.542.80103.73A226.00223.222.80176.48B224.34201.022.80167.10A226.58205.632.80169.80B262.89262.902.80206.56A239.26247.752.80191.32B295.33299.492.80233.68A261.75378.984.50156.62B307.09444.614.50183.75MccMb验算强柱弱梁，假设不满足，则由MccMb调整柱端弯矩设计值〔c=1.〕楼层节点McbMct∑McMblM楼层节点McbMct∑McMblMbrηc∑MbM’cbM’ct五四左震三二一A—-17.54-17.54—12.6513.92——B—138.49138.4994.143.75107.68——A-50.2213.87-36.35—25.5628.12——B125.54224.34349.88208.8347.31281.75——A-3.1952.8749.68—105.93116.52-7.48124.00B201.02262.89463.91259.4692.85387.54——A32.1664.9497.1—150.07165.0854.68110.40B262.9295.33558.23302.44130.88476.65——A56.45115.65172.1—223.26245.5980.56165.03B299.49307.09606.58317152.99516.99——A—-134.46-134.46—-96.19-105.81— —B—-16.7-16.725.0658.6892.11— —A-116.31-190.68-306.99—-225.29-247.82— —B13.41-74.66-61.2524.21118.08156.52— —A-170.52-226.58-397.1—-309.11-340.02— —B-54.04-115.9-169.94-23.94162.1151.98— —A-205.63-239.26-444.89—-353.52-388.87— —B-115.9-149.44-265.34-67.2200.26146.37— —A-247.75-261.75-509.5—-410.44-451.48— —B-144.99-189.61-334.6-103.06225.59134.78— —五四五四右震三二一梁AB梁ABBC楼层截面12345M+12.65132.73—3.75—五M--96.19—-94.14-58.68-23.58V109.05——47.11—M+25.56193.35—47.31—四M--225.29—-208.83-118.08-29.39V202.17——93.03—M+105.93197.1423.8592.85—三M--309.11—-259.46-162.10-28.85V223.86——134.08—M+150.07197.7167.20130.88—二M--353.53—-302.44-200.26-28.95V238.38——169.00—M+223.26225.10103.06152.99—一M--410.44—-317.00-225.59-31.48V253.00——190.75—