毕业论文-唐山市某中学教学楼框架结构设计.doc

摘 要本书是毕业设计的重要内容，本设计为六层教学楼，其结构是为适应教学楼功能而设计，并对重要的部位进行了校核。书中包括工程概况，结构布置，荷载计算，框架侧移刚度计算，水平荷载作用下框架结构的内力和侧移计算，竖向荷载作用下框架结构的内力和侧移计算，荷载组合，横向框架计算，纵向框架计算，梁、板、柱截面设计，基础设计，楼梯等小构件计算。本书中的各项设计都是遵循安全经济，布置和设计合理的原则，对原建筑图作出了一些改进。限于本人经验不足，能力有限，所以在设计中难免出现这样或那样的不足，希望读者批评指正。关键词： 基础，梁，板，柱，框架。Abstract This book is an important content of graduation project, originally design for the six - storeyed building, have restaurants , handle official business in its function. Its structure is designing to meet this function, and has checked the important position. Including the project overview in the book, the layout of the structure, load and calculate, frame side move rigidity calculate, level load function internal force and side , frame of structure move and calculate, vertical to load function internal force and side , frame of structure is it calculate to move , load and make up, the horizontal frame is calculated, the vertical frame is calculated, roof beam , board , post section are designed, the foundation is designed, such small components as the stair ,etc. are calculated 。Every design in this book is to follow safe economy , assign and design the rational principle, have made some improvement to the original architectural drawing. Limited to I have inadequate experience , ability is limited , so unavoidably appear all kinds of insufficiently in the design, hope readers make a comment. Keywords foundation, beam, board, column, frame目录1 绪论51.1 工程概况52 结构布置及计算简图63 重力荷载计算73.1 屋面及楼面的永久荷载标准值：73.2 屋面及楼面可变荷载标准值83.3 梁柱重力荷载标准值83.4 重力荷载代表值：94 框架侧移刚度计算94.1 横向框架侧移刚度计算95 横向水平荷载作用下框架结构的内力和侧移计算115.1 横向水平地震作用下框架结构的内力和侧移计算115.1.1 横向自振周期计算125.1.2 水平地震作用及楼层地震剪力计算125.1.3 水平地震作用下的位移验算136 竖向荷载作用下框架结构的内力计算216.1 横向框架内力计算226.1.1 计算单元 取轴线横向框架进行226.1.2 荷载计算226.2 横向框架内力组合317 纵向框架内力707.1 计算单元707.2 次梁计算：867.2.1弯矩设计值877.2.2剪力设计值887.3承载力计算888 截面设计908.1 梁的正截面受弯承载力计算908.2梁的斜截面受剪承载力计算918.3 框架柱998.4 板的计算1048.5框架梁柱节点核心区截面抗震验算1079 楼梯的计算1079.1 楼梯梯段板的计算1079.2 平台板的计算1089.2.1 荷载计算1089.2.2 内力计算1099.2.3配筋计算1099.3 平台梁计算1099.3.1荷载计算1099.3.2内力计算1099.3.3配筋计算10910 基础设计11110.1 基础底面尺寸11210.2 冲切验算11210.3基础配筋计算11311 施工组织设计11311.1主要施工方案11411.2主要项目实施的重点115结论120参考文献121致 谢1221 绪论1.1 工程概况 唐山市某中学教学楼，0.000标高相当于绝对标高现场定。 建筑面积3080.40。 本结构为六层框架结构，建筑总高度26.4m。 建筑物耐火等级为二级；防水等级为三级；使用年限50年；工程设计等级为三级。 墙体厚度及材料：墙体厚度除图中以标注外，外墙240，内墙200，墙体材料为粉煤灰陶粒空心砌块。 抗震设防烈度为八度。 工程地质条件：勘察地点在地貌上属冲击平原。钻孔揭露的各土层均为第四纪土层。现根据钻孔揭露的顺序由浅至深分述如下： 杂填土层：褐黑色，为水泥，混凝土及建筑垃圾，厚0.4米。 粉土层：灰褐色，稍湿，硬塑，粘质含量较高，局部夹薄层细砂。该层埋深0.米，厚1.61.4米。63.5标准贯入实验值。砾砂层：褐黄色稍湿，中密，埋深1.92.8米，厚度大于米（钻探未钻穿该层）。该该砾砂层在.米以下卵石含量逐渐增多，卵石含量占 10以上，（重）贯入实验为击。据野外表标准贯入实验及室内土工实验确定各土层承载力标准值如下：杂填土层：不可做基础持力层，开挖时必须清除。粉土层：K180KPa 砾砂层：k=250kPa 勘察场地在勘探深度内未见地下稳定水位，故地下水位对混凝土无侵蚀危害.标准冻深按1.2米考虑。气象资料：常年主导风向为东北风，基本风压为0.4KNm。年最高温度为35，最低温度为15。2 结构布置及计算简图楼盖及屋盖均采用现浇钢筋混凝土结构，楼板厚度取100。梁的尺寸及混凝土强度等级如下表：表1梁的尺寸及混凝土强度混凝土强度等级主梁（bh）次梁（bh）C30300600250500柱截面尺寸由AcNNfc估算。该框架结构抗震等级为二级，轴压比限值N=0.8 各层的重力荷载代表值近似取12KN边柱及中柱的最大负载面积分别为6.652.8=18.62和6.653.85=25.6 边柱：A1.36.652.812100060.816.7130451m中柱：Ac1.256.65 3.85 12 1000 6172472m取柱截面为正方形，则边柱和中柱最小截面高度分别为361和415柱截面尺寸为550550。基础采用独立基础。总荷载 Gi=39484KN 基础的最大负载 39484（3.1+1.05）（3.4+3.25）/14.434=2225.6KN f=fk+b(b-3)+d0(d-0.5)查表得b=0 d=1.1低级承载力设计值 f=180+1.118(1.5-0.5)=200KPa设基础边长3.6米2225.6/3.63.6=172KPaf=200KPa基础埋深取1.5m框架结构计算简图如下图所示。2-6层柱的高度即为层高，取3.9m，底层柱高度从基础顶面取至一层板底，即3.9+0.45+0.7-0.1=4.95m图1 框架结构计算简图3 重力荷载计算3.1 屋面及楼面的永久荷载标准值： 屋面（上人） 30厚细石混凝土保护层：220.03=0.66KN/ 三毡四油防水层： 0.4KN/ 20厚水泥沙浆找平层： 200.02=0.4KN/ 150厚水泥蛭石保温层： 50.15=0.75KN/100厚的钢筋混凝土板： 250.1=2.5KN/25厚M5混合沙浆： 170.025=0.425KN/ 合计： 5.135KN/1-6层楼面： 地砖地面（包括水泥粗砂打底） 0.55KN/100厚钢筋混凝土板： 250.1=2.5KN/ 25厚M5混合砂浆： 170.025=0.425KN/ 合计： 3.475KN/3.2 屋面及楼面可变荷载标准值 上人屋面均布活荷载标准值 2.0KN/ 楼面活荷载标准值 1-3层 2.5KN/ 4-6层 2.0KN/ 屋面雪荷载标准值 Sk=r S0=1.00.2=0.2KN/3.3 梁柱重力荷载标准值梁柱可根据截面尺寸，材料容重及粉刷等计算出单位长度上的重力荷载。计算结果如表2：表2 梁柱重力荷载标准值构件b(m)h(m)(KN/m3)g(KN/m)li(m)Gi(KN)G(KN)主梁0.30.6251.054.725231.31071.61252.13次梁0.250.5251.053.28155180.46柱0.550.55251.058.319109.2908.43 墙体为240厚粉煤灰陶粒空心砌块，外墙抹灰30，内墙25，外墙单位墙免重力荷载为：70.24+0.51+0.425=2.615KN/ 内墙单位面积重力荷载为 70.24+0.425+0.425=2.53KN/木门单位面积重力荷载为0.2KN/，铝合金窗单位面积重力荷载为0.4KN/。 3.4 重力荷载代表值：G6=5.135*34*14.4+1252.13+908.43/2+2.615*3.9/2*（13.9*2+34*2）-2.1/2*1.8*10+2.53*3.9/2*（34*2+5.6*5+6.2*5）-10*2*1+10*2/2*1*.2+2.1/2*1.8*10*.4+1/2活载=5783.6KNG5=3.475*13.9*34+1251.13+908.43+2.615*3.9*（13.9*2+34*2）-2.1*1.8*10+2.53*（34*2+5.6*5+6.2*5）*3.9-10*1*2+0.2*10*2*1+2.1*1.8*10*0.4+1/2活载=6375.3KN其他各层荷载类似。 图 2各质点的重力荷载代表值4 框架侧移刚度计算4.1 横向框架侧移刚度计算 见下表3，4类别EcN/b*h*I04lEcIo/lN1.5EcIo/lN2EcIo/lNA-B跨3.010300*6005.4*1062002.613*103.919*105.226*10B-C跨3.010300*6005.4*1021003.714*105.571*107.42*10C-D跨3.010300*6005.4*1056002.893*104.339*105.786*10表3 横梁线刚度计算表表4 柱的线刚度计算表层次hc(mm)Ec(N/mm2)bh()Ic(4)EcIc/hc149503.0*104550*5507.626*1094.622*10102-639003.0*104550*5507.626*1095.866*1010边柱8根中柱8根层次A-1,3,4,5,6D-2,5,6B-2,3,4,5,6C-2,5,6DiKcDi1KcDi2KcDi3KcDi411.130.52117931.250.54122012.740.68154832.860.691564221990992-60.89 0.31142540.990.38142542.160.52240192.250.5324528310765柱可分为中框架中柱和边柱，边框架中柱和边柱以及楼梯间柱等。表5中框架柱测移刚度D度表6 边框架柱侧移刚度D值 层次A-1，A-7D-1，D-7KcDi1KcDi210.8480.473107070.9390.49110922-60.6680.3115700.740.2712496续表B-1，B-7C-1，C-7DiKcDi3KcDi42.0530.63142612.1440.638144421010041.6180.447206941.6890.45821194131908表7 楼梯间框架柱侧移刚度D值层次C-3，C-4D-3，D-4DiKcDi1KcDi212.2330.646146230.9390.4911092514302-61.760.468216630.740.271249668318表8 横向框架层间侧移刚度层次123456Di372343510991510991510991510991510991D1/D2=372343/510991=0.730.7 故该框架为规则框架。5 横向水平荷载作用下框架结构的内力和侧移计算5.1 横向水平地震作用下框架结构的内力和侧移计算5.1.1 横向自振周期计算表9 结构顶点的假象侧移计算层次Gi(KN)VGi(N/)Diii65783.65783.651099111.328856375.312158.951099123.8276.746375.318534.251099136.3252.936493.525027.751099148.9216.626493.531521.251099161.7167.717962.839484372343106106基本周期T1=1.7t t取0.7则 T1=1.70.7=0.64S5.1.2 水平地震作用及楼层地震剪力计算结构高度不超过40米，质量和刚度沿高度分布比较均匀，变形以剪切为主，所以可用底部剪力法计算水平地震作用。结构总水平地震作用标准值为：Geq=0.85Gi=0.8539484=33561.4KN1=(Tg/T1)0.9 max=0.081FEk=1 Geq=0.08133561.4=2715.2KN1.4Tg=0.42ST1=0.64S所以应考虑顶部附加水平地震作用， 查表得n=0.08T1+0.07=0.080.64+0.07=0.1212F6=n FEk=0.12122715.2=329.1KN各质点的水平地震作用标准值Fi=FEk(1-n)GiHi/GjHj=2386.12 GiHi/ GjHj表10 各质点横向水平地震作用及楼层地震剪力计算表层次Hi(m)Gi(KN)GiHiGiHi/GjHjFi(KN)Vi(KN)624.455783.6141409.00.253933.5933.5520.556375.3131012.40.253559.91493.4416.656375.3106148.70.19453.41946.8312.756493.582792.10.148353.92300.728.856493.557467.50.103245.62546.314.957962.839415.90.071168.52714.8各质点水平地震作用及楼层地震剪力沿房屋高度分布见下图图表 3横向水平地震作用及楼层地震剪力5.1.3 水平地震作用下的位移验算表11 横向水平地震作用下的位移验算层次Vi（KN）Di（N/）i（）i（）hi（）e=i/hi6933.53279431.8325.3339001/213151493.45109912.9223.539001/133641946.85109913.8120.5839001/102432300.75109914.516.7739001/86722546.35109914.9812.2739001/78312714.85109917.297.2949501/679由表11可见，最大层间弹性位移角在第一层，其值为1/6791/550满足要求。（4）水平地震作用下框架内力计算图中轴线横向框架内力计算见表12表12 轴线各层柱端弯矩及剪力计算层次hi（m）Vi（KN）Dij（N/）A-1B-1Di1V i1KyM i1bM i1uDi2V i2Ky63.9933.55109911157021.140.6680.2823.1839.22069437.81.6180.3853.91493.45109911157033.810.6680.3850.181.152069460.481.6180.4343.91946.85109911157044.180.6680.468.18103.152069478.841.6180.4333.92300.75109911157050.10.6680.4591.4111.412069493.11.6180.4823.92546.35109911157051.650.6680.5112.4112.420694103.11.6180.514.952714.83723431070778.070.8480.5193.2193.414261103.92.530.6续表B-1C-1D-1Mi2bMi2uDi3Vi3KyMi3bMi3uDi4V i4KyM i4bM i4u56.0291.42119438.71.6890.3857.3593.61249622.80.740.326.762.3101.4134.42119461.91.6890.43103.8137.61249636.50.740.456.985.4168.4169.12119480.71.6890.45141.6173.11249647.60.740.4278107.7174.4188.92119495.41.6890.48178.6193.51249656.30.740.4598.8120.8201.1201.121194105.61.6890.5205.9205.91249662.30.740.5121.5121.5308.8305.914442105.32.1440.6312.7208.51109280.90.9390.65140.2140.2表13轴线梁端弯矩剪力及柱轴力计算层次A-B跨梁B-C跨梁MblMbrlVbMblMbrlVb659.3637.76.215.6553.6552.622.150.65104.8378.66.229.59111.8109.62.1105.44153.25111.76.242.73158.8155.72.1149.83180.47135.26.250.91192.1188.42.1181.22203.82155.16.257.89220.4216.12.1207.91305.6168.16.276.4238.9232.92.1224.7续表C-D跨梁柱轴力MblMbrlVbA-1B-1C-1D-14162.35.618.4-15.65-34.95-32.2-18.4109.6112.15.639.6-45.24-110.8-98-58121.2164.65.651-87.97-217.8-196.8-109146.7198.85.661.7-138.88-348.1-316.5-170.7168.4220.35.669.4-196.77-498.1-455-240.1181.5261.75.679.1-273.17-646.4-600.6-319.2表14 框架各层柱端弯矩及剪力计算层次Vi（KN）Vi（KN）Dij（N/）A-6B-6Di1V i1KyM i1bM i1uDi2V i2Ky63.9933.55109911425426.040.8910.3535.5466.012401943.882.1570.453.91493.45109911425441.660.8910.464.9997.482401970.22.1570.4543.91946.85109911425454.310.8910.4595.31116.52401991.512.1570.4533.92300.75109911425464.180.8910.45112.6137.724019108.12.1570.523.92546.35109911425471.030.8910.5138.5138.524019119.72.1570.514.952714.83723431179385.981.1310.6514914915483112.92.740.55续表B-6C-6D-6Mi2bMi2uDi3Vi3KyMi3bMi3uDi4V i4KyM i4bM i4u68.45102.72452844.82.2530.4171.6103.11527227.90.9860.3538.170.7123.2150.62452871.72.2530.45125.8153.81527244.60.9860.469.6104.4160.6196.32452893.42.2530.46167.6196.71527258.20.9860.45102.1124.8210.9210.924528110.42.2530.5215.3215.31527268.60.9860.45120.7147.6233.4233.424528122.22.2530.5238.3238.31527276.10.9860.5148.4148.4307.325105156421142.8590.55310.425412201891.2520.65286.4154.2表15 轴框架梁端弯矩剪力及柱轴力计算层次A-B跨梁B-C跨梁MblMbrlVbMblMbrlVb666.0142.46.217.560.3582.156.35133.0290.56.236.1128.6126.72.1121.64181.51326.250.6187.5181.32.1175.63233154.36.262.3218.1215.22.1217.32251.1183.56.270.1260.82552.1245.61287.5200.36.278.7284.6276.72.1267.3续表C-D跨梁柱轴力MblMbrlVbA-6B-6C-6D-645.170.75.620.7-17.5-38.8-35.6-20.798.7142.55.643.1-53.6-124.3-114.1-63.8141.2194.45.660-104.2-214.9-229.7-123.8167.6249.75.674.5-166.5-369.6-372.5-198.3198.6269.15.683.5-236.6-545.4-534.6-281.8215.6302.65.692.5-315.3-734-709.4-374.36 竖向荷载作用下框架结构的内力计算6.1 横向框架内力计算6.1.1 计算单元 取轴线横向框架进行6.1.2 荷载计算图6 计算简图（1）恒载计算q1为横梁自重，为均布荷载形式，对于第六层q1=4.725KN/q2，q2，q2“为房间和走道板传给横梁的三角形荷载A-B跨 q2=5.1353.1=15.9KN/mB-C跨 q2，=5.1352.1=10.8KN/m C-D跨 q2“=5.1352.8=14.4KN/mP1，P2，P3，P4分别为由A纵梁，B纵梁，C纵梁D纵梁直接传给柱的恒载，它包括梁自重，楼板重和女儿墙等的重力荷载。计算如下P1=59.6+（1.7+3.25）/2*5.135+4.725*3.25=94.7kNP2=51.7+（1.7+3.25）*1.55/2*5.135+（2.2+3.25）*1.05/2*5.135+3.25*4.725=100.9kNP3=50.2+（2.2+3.25）*1.05/2*5.135+3.25*4.725+（1.85+3.25）*1.4/2*5.135=98.6kNP4=58.1+（1.85+3.25）*1.4/2*5.135+4.725*3.25=91.8kNP5=52.9+（1.7+3.25）*1.55/2*5.135*2+3.281*3.25=103kNP6=50+（1.85+3.25）*1.4/2*5.135*2+3.281*3.25=99kNM1=11.8KN M M2=12.6KN MM3=12.3KN MM4=11.5KN M 对1-5层q1包括梁的自重和其上横墙自重，为均布荷载。其他荷载计算方法同第六层，结果为q1=4.725+2.53*（3.9-0.6+0.1）=13.3KN/m图7 梁上作用的恒载A-B q2=3.475*3.1=10.8KN/M B-C q2，3.475*2.1=7.3KN/MC-D q2“=3.475*2.8=9.7KN/MP1=51.2+（1.7+3.25）*1.55*3.475/2+4.725*3.25+2.615*（3.25*3.3-1.8*2.1）+0.4*1.8*2.1=99.6KNP2=68.4+（1.7+3.25）*1.55*3.475/2+4.725*3.25+（2.2+3.25）*1.05/2*3.475+2.25*3.25*3.3=134.1KNP3=67.4+（2.2+3.25）*1.05/2*3.475+3.25*4.725+（1.85+3.25）*1.4 /2*3.475+2.25*3.25*3.3=129.2KNP4=50.2+（1.85+3.25）*1.4/2*3.475+4.725*3.25+2.615*（3.25*3.3-1.8*2.1）+0.4*1.8*2.1=97.6KNP5=44.3+（1.7+3.25）*1.55/2*3.475*2+3.281*3.25=81.6KNP6=42.3+（1.85+3.25）*1.4/2*3.475*2+3.281*3.25=77.8KNM1=12.5KN MM2=16.8KN MM3=16.2KN MM4=12.2KN M2）活荷载计算活荷载作用下各层框架梁上的荷载分布如下图图8 梁上作用的活载第六层：q2=3.1*2=6.2kN/mq 2,=2.1*2=4.2kN/mq2,=2.8*2=5.6kN/mP1=8.1+（2.2+3.25）*1.55*2/2=16.2KNP2=13.9+（2.2+3.25）*1.55*2/2+（2.2+3.25）*1.05*2/0=27.8KNP3=13.3+（2.2+3.25）*1.05*2/2+（2+3.4）*1.4*2/2=26.6KNP4=7.6+（2.2+3.25）*1.4*2/2=15.2KNP5=16.3*2=32.6KNP6=15.1*2=30.2KNM1=2KN MM2=3.5KN MM3=3.3KN MM4=1.9KN M在屋面雪荷载下q2=0.62KN/M q2,=0.42Kn/mq2,=0.56KN/MP1=20.3KN P2=34.8KN P3=33.3KN P4=19KN P5=40.8KN P6=37.8KNM1=2.5KN M M2=4.4KN M M3=4.2KN M M4=2.4表16 轴框架恒载作用下梁端剪力及柱轴力（KN）层次荷载引起剪力弯矩引起剪力总剪力AB跨BC跨CD跨AB跨BC跨CD跨AB跨BC跨CD跨VA=VBVB=VCVC=VDVA=-VBVB=-VCVC=-VDVAVBVBVCVCVD690.810.682.9-7.710.56.683.198.621.10.189.572.3598.817.889.7-2.97.92.495.9101.735.79.992.187.3498.817.889.7-3.47.92.995.4102.235.79.992.686.8398.817.889.7-3.47.92.995.4102.235.79.992.686.8298.817.889.7-3.482.995.4102.235.89.892.686.8198.817.889.7-4.78.84.194.1103.536.6993.885.6柱轴力A柱B柱C柱D柱N顶N底N顶N底N顶N底N顶N底177.8210.2220.6253188.2220.6164.1196.5405.7438.1524.5556.9451.8484.2381.4413.8633.1665.5828.9861.3715.9748.3598.2630.6860.5892.91133.411659801012.4815847.41087.91120.31437.11469.512441276.41031.81064.213141355.11743.71784.81508.41549.51247.41288.5表17 轴框架活载作用下梁端剪力及柱轴力层次荷载引起剪力弯矩引起剪力总剪力AB跨BC跨CD跨AB跨BC跨CD跨AB跨BC跨CD跨VA=VBVB=VCVC=VDVA=-VBVB=-VCVC=-VDVAVBVBVCVCVD625.9（2.6）2.2（0.2）22.9（2.3）-2.9（-0.3）6.5（0.7）1.9（0.2）23（2.3）28.8（2.9）8.7（0.9）-4.3（-0.4）24.8（2.5）21（2.1）525.92.222.9-16.50.624.926.98.7-4.323.522.3425.92.222.9-1.25.50.624.727.17.7-3.323.522.3332.52.828.7-1.231.131.333.75.8-0.229.827.6232.52.828.7-1.231.131.333.75.8-0.229.827.6132.52.828.7-1.74.21.530.834.27-1.430.227.2柱轴力A柱B柱C柱D柱N顶=N底N顶=N底N顶=N底N顶=N底39.2（3.9）65.3（6.5）47.1（4.7）36.2（3.6）80.2（44.9）128.7（69.9）92.9（50.5）73.7（41.1）121.2（85.9）191.3（132.5）139.7（97.3）111.2（78.6）172.8（137.5）265.6（206.8）202.6（160.2）157.8（125.2）224.4（189.1）339.9（281.1）265.5（223.1）204.4（171.8）275.5（240.2）412.5（353.7）327.6（285.2）250.6（218）6.2 横向框架内力组合结构抗震等级根据结构类型，地震烈度，房屋高度等因素，确定本工程的框架为二级抗震等级。框架梁内力组合各层梁的内力组合结果见下表。表中SGK，SQK 两列中的弯矩为经过调幅后的弯矩（调幅系数取0.8）表18 框架梁内力组合表层次截面内力SGKSQKSEKRE1.2（SGK+0.5SQK）+1.3SEK1.35SGK+SQK1.2SGK+1.4SQKV=REvb（Mbl+Mbr）/ln+VGK一层AM-95.8-35.2230122.2-326.3-164.5-164.2206.2V94.130.878.721.8175.3157.8156B左M-119-43.5160.2-282.929.5-204.2-203.7V103.534.278.7185.331.8173.9172.1B右M-53.4-20.6227.7164.7-279.3-92.7-92.9316V36.67267.3-224.5296.756.453.7C左M-38.6-13.6221.4-256.7175-65.7-65.4V9-1.4267.3268.1-253.110.88.8C右M-95.8-34.2172.566.6-269.8-163.5-162.8210.9V93.830.292.57.8188.2156.8154.8DM-77.5-27.6242.1-318.2153.9-132.3-131.6V85.627.292.5179.5-.0.9142.8140.8跨间MAB93.639.411.8113.590.5165.8167.5MBC4.10.71.25.22.86.25.9MCD78.13212.897.272.2137.4138.5四层AM-103.2-35.6145.232.7-250.5-174.9-173.7169.6V95.424.750.647.6146.3153.5149.1B左M-120.2-41.6105.6-229.9-23.9203.9202.5V102.227.150.6153.554.8165.1160.6B右M-46.6-17.615096.6-195.9-80.2-80.3214V35.77.7175.6-135.6206.855.953.6C左M-34.2-8.3145-175.9106.9-54.5-52.7V9.9-3.3175.6178.6-163.810.17.3C右M-97-27.411310.5-209.8-158.4-154.8170.5V92.623.56035.40152.4148.5144DM-83.8-24.3155.5-23865.3-137.4-134.6V86.822.360146.729.7139.5135.4跨间MAB93.636.624.8124.976.5163163.6MBC4.10.71536.25.9MCD78.13221.963.3106137.4138.2六层AM-80.7-27.4（-.2.7）52.8-22.4-125.3-136.4-135.2124.9V83.123（2.3）17.558.892.9135.2131.9B左M-119-41.7（-4.1）33.9-142-75.8-202.4-201.2V98.628.8（2.9）17.5107.173161.9158.6B右M-69.1-24.9（-2.5）48.2-16.4-110.3-118.2-117.896.5V21.18.7（0.9）56.3-35.574.337.237.5C左M-51.4-13.9（-1.4）46.4-92.1-1.7-83.3-81.8V0.1-4.3（-0.4）56.354.8-55-4.2-5.9C右M-95.1-27（-2.7）36.1-51.6-122-155.4-151.9131V89.524.8（2.5）20.761.5101.8145.6142.1DM-65.4-18.3（-1.8）56.6-114.9-4.5-106.6-104.1V72.321（2.1）20.786.245.8118.6116.2跨间MAB102.236.643.615165.9174.6173.9MBC2.30.646.2-1.63.73.6MCD8625.643.546.5131.3141.7139表19 轴横向框架A柱弯矩和轴力组合层次截面内力SGKSQKSEKRE1.2（SGK+0.5SQK）+1.3SEK1.35SGK+SQK1.2SGK+1.4SQK|Mmax|NNminMNmaxM 6顶MN89.1177.832.2（3.2）39.2（3.9）6617.517.3144.7146178.7152.5279.2152268.2152.5279.217.3144.7152.5279.2底MN-66.2210.2-24.1（20）39.2（3.9）35.517.5-16173.9-85.2208-113.5323-113.2307.1-113.5323-16173.9-113.53235顶MN54.3405.720.1（20.1）80.2（44.9）97.553.6-37.1333.1153437.693.4627.993.3599.1153437.6-37.1333.193.3599.1底MN-58.3438.1-2180.2（44.9）64.953.61.4362.2-125.2466.8-99.7671.6-99.4638-125.2466.81.4362.2-99.7671.64顶MN58.3633.121.6121.2（85.9）116.5104.2-54.8540.7187.5757.4100.3975.9100.2929.4187