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'某小区住宅楼结构设计计算书毕业设计1.结构布置方案及结构选型11.1工程简介11.1.1建设项目名称11.1.2.建设地点11.1.3设计资料11.1.4建筑规模11.2.结构承重方案选择11.3.主要构件选型及尺寸初步估算21.3.1.主要构件选型21.3.2.梁﹑柱截面尺寸估算21.4确定框架计算简图31.4.1选定计算单元31.4.2梁计算跨度和柱的计算高度;31.5梁柱截面几何参数计算41.5.1.梁柱惯性矩计算41.5.2.梁柱线刚度计算41.5.3.梁柱相对线刚度计算42.荷载标准值计算52.1恒载52.1．1作用在框架梁上的恒载52.2活载92.2.1活载作用在框架梁上92.2.2活载作用在框架柱上102.2.3活载作用下框架的计算简图112.3风荷载112.4水平地震作用计算132.4.1重力荷载代表值132.4.2抗侧移刚度的计算142.4.3结构自振周期的计算152.4.4计算底部剪力153框架侧移验算164.框架标准值作用下内力分析174.1恒载作用下内力计算174.1.1梁的固端弯矩：174.1.2固端弯矩计算194.1.3杆件弯矩图204.1.4恒载作用下框架的剪力和轴力计算224.2活载作用下内力计算254.2.1梁的固端弯矩计算2591
4.2.2固端弯矩计算254.2.3各杆件弯矩图264.2.4活载作用下框架的剪力和轴力计算284.3风荷载作用下内力计算304.3.1结构内力计算304.3.2风载下内力图324.4地震作用下内力计算344.4.1结构内力计算344.4.2地震作用下内力图364.5重力荷载代表值作用下内力计算385.内力组合385.1梁内力组合385.2柱内力组合395.3内力设计值汇总555.3.1梁内力设计值汇总，555.3.2柱内力设计值汇总，566.梁柱截面设计586.1梁截面设计586.1.1正截面受弯承载力计算586.1.2梁斜截面承载力设计606.2柱截面设计626.2.1柱正截面承载力计算636.2.2柱斜截面承载力计算636.3现浇板计算746.4现浇楼梯计766.4.1梯段板设计766.4.2．平台板设计776.4.3平台梁设计787基础设计797.1边柱基础计算797.1.1荷载最不利组合797.1.2基本尺寸与桩数确定797.1.3桩顶作用效应计算807.1.4承台受冲切力验算807.1.5承台受剪承载力计算817.1.6承台受弯承载力计算817.2中柱基础计算817.2.1荷载最不利组合817.2.2基本尺寸与桩数确定817.2.3桩顶作用效应计算827.2.4承台受冲切力验算827.2.5承台受剪承载力计算8391
7.2.6承台受弯承载力计算837.3基础梁设计83结束语85参考资料86致谢8891
9191911.结构布置方案及结构选型1.1工程简介1.1.1建设项目名称：某小区住宅楼（1#）1.1.2.建设地点：某区1.1.3设计资料：1.1.3.1.地质水文资料：根据工程地质勘测报告，拟建场地地势平坦，场地土层分布情况为：第一层杂填土，厚1.0m；第二层为淤泥，软塑状态，厚6.5m;第三层为粉质粘土，IL=0.75,厚度为10m,其下位很厚的中密中砂层。1.1.3.2.气象资料：全年主导风向：偏南风夏季主导风向：东南风冬季主导风向：北偏西风常年降雨量为：1248.5mm基本风压为：0.35kN/m2（B类场地）基本雪压为：0.50kN/m21.3.3.抗震设防要求：六度三级设防1.3.4.底层室内主要地坪标高为±0.000。1.1.4建筑规模：1.1.4.1建筑面积：9180m21.1.4.2建筑层数：10层1.1.4.3结构形式：框架填充墙1.2.结构承重方案选择根据建筑功能要求以及建筑施工的布置图，本工程确定采用框架承重方案，框架梁、柱布置参见结构平面图。91
1.3.主要构件选型及尺寸初步估算1.3.1.主要构件选型（１）梁﹑板﹑柱结构形式：现浇钢筋混凝土结构（２）墙体采用：粉煤灰轻质砌块（３）墙体厚度：外墙:200mm，内墙:100mm（４）基础采用：混凝土预制桩基础1.3.2.梁﹑柱截面尺寸估算（１）主要承重框架:取大跨度梁L=5600mm计算h=(1/8~1/12)L=700mm~466mm取h=500mm.b=(1/2~1/3)h=250mm~166mm取b=250mm故主要框架梁初选截面尺寸为：b×h=250mm×500mm（２）次要承重框架：取较小跨度L=3900mmh=(1/12~1/15)L=325mm~260mm取h=400mmb=(1/2~1/3)h=200mm~133mm取b=200mm故次要框架梁初选截面尺寸为：b×h=200mm×400mm（３）框架柱：b=(1/15~1/20)H=(1/15~1/20)×4050=270mm~202.5mmb=(1~2/3)h且b*h>250mm*250mm,本结构为抗震结构，柱宽b不宜小于300mm,取b=h①估算轴压力：框架柱B(E)列柱（1~5层）轴压力No=10×10.725㎡×13KN/㎡=1394.25KN(5~10层)轴压力No=5×10.725㎡×13KN/㎡=697.125KN框架柱C(D)列柱（1~5层）轴压力No=10×17.94㎡×13KN/㎡=2332.3KN(5~10层)轴压力No=5×17.94㎡×13KN/㎡=1161.1KN②按轴压比验算，此建筑抗震等级为三级，=0.9选C30型混凝土fc=14.3N=1.3NoB(E)列柱（1~5层）：A≥N/ufc=1394.25×1.3×1000/0.9×14.3=375*375m㎡(5~10)层:A≥N/ufc=697.125×1.3×1000/0.9×14.3=265*265m㎡C(D)列柱（1~5层）：A≥N/ufc=2332.3×1.3×1000/0.9×14.3=485*485m㎡(5~10层:A≥N/ufc=1161.1×1.3×1000/0.9×14.3=342*342m㎡故初选柱截面尺寸为：B(E)列柱（1~5层）：b×h=400mm×400mm(5~10)层:b×h=300mm×300mmC(D)列柱（1~5层）：b×h=500mm×500mm(5~10层:b×h=400mm×400mm91
1.4确定框架计算简图1.4.1选定计算单元根据结构平面布置，选定13轴线作为计算单元，如图1.1图1.11.4.2梁计算跨度和柱的计算高度;框架梁跨度(按柱中心线确定)：B.C跨:5600mmC.D跨:3600mmD.E跨：3300mm框架柱高度：取底层:H1=3000+450+(1900-900)-30=4420mm（如图1.2）其它层:H2=H3=H4=H5=H6=H7=H8=H9=H10=3000mm图1.291
1.5梁柱截面几何参数计算1.5.1.梁柱惯性矩计算主要框架承重梁：I=³=×250×500³=2.6×109mm4边框架梁iB10iC10=iD10iE10=2.6×109×1.5=3.9×109mm中框架梁iC10iD10=2.6×109×2=5.2×109mm次要框架承重梁：I=³=×200×400³=1.07×109mm4B(E)列柱（1~5层）：I=³=×400×400³=2.13×109mm4(5~10)层:I=³=×300×300³=0.675×109mm4C(D)列柱（1~5层）：I=³=×500×500³=5.2×109mm4(5~10)层:I=³=×400×400³=2.13×109mm41.5.2.梁柱线刚度计算根据公式i=EI/L,可以得出梁柱线刚度如下（E=Ec）.梁：iB10iC10=3.9×109E/5600=6.96×105EiC10iD10=5.2×109E/3600=14.4×105EiD10iE10=3.9×109E/3300=11.818×105E柱：iB1iB0=2.13×109E/4420=4.8×105EiB5iB4=2.13×109E/3000=7.1×105EiB10iB10=0.675×109E/3000=2.25×105EiC1iC0=5.2×109E/4420=11.76×105EiC5iC4=5.2×109E/3000=17.3×105EiC10iC10=2.13×109E/3000=7.1×105E1.5.3.梁柱相对线刚度计算取iB1iB0值作为基准值1算得梁柱的相对刚度如下图1.391
图1.32.荷载标准值计算2.1恒载2.1．1作用在框架梁上的恒载2.1.1.1屋面恒载小瓷砖层0.55kN/m2三毡四油屋面防水层0.4kN/m21:3水泥沙浆找平层20mm0.4kN/m2水泥蛭石板保温层60mm0.12kN/m21:8水泥炉渣找坡80mm1.44kN/m21:3水泥沙浆找平层20mm0.4kN/m2现浇钢筋混凝土板100mm2.5kN/m291
板底抹灰20mm0.4kN/m2合计6.21kN/m22.1.1.2楼面恒载水磨石地面0.65kN/m2现浇钢筋混凝土板100mm2.5kN/m2板底抹灰20mm0.4kN/m2合计3.55kN/m22.1.1.3梁自重主要框架梁：0.530.25325=3.125kN/m次要框架梁：0.430.2325=2.0kN/m2.1.1.4墙自重200mm墙自重：（1层）0.2×（4.42-0.5）×8=6.272kN/m0.2×（4.42-0.4）×8=6.432kN/m（2~10层）0.2×（3-0.5）×8=4kN/m0.2×（3-0.4）×8=4.16kN/m女儿墙：0.231.538=2.4KN/m2.1.1.5柱自重B(E)列柱首层:0.430.432534.42=17.68kN/根（2~5层）：0.430.432533=12kN/根(6~10)层:0.330.332533=6.75kN/根C(D)列柱首层：0.530.532534.42=27.625kN/根（2~5层）：0.530.532533=18.75kN/根(6~10层):0.430.432533=12kN/根2.1.1.6经计算，楼面荷载分配均按双向板进行荷载等效分配2.1.1.7作用在框架梁上的恒载：顶层：KL梁ＢＣ段：p′＝6.21kN/m2×3.9m/2=12.11kN/ma=0.5×3.9/5.6=0.348梯形荷载作用时：pe=（1-2a2+a3）p′=0.780×12.11=9.45kN/m作用在KL梁ＢＣ段上总均布荷载为：9.45×2+3.125+2.4=24.42kN/mKL梁ＣD段(1400mm部分):p′＝6.21kN/m2×1.4m/2=4.35kN/m三角形荷载作用时：pe=5/8p′=0.625×4.35=2.72kN/m作用在KL梁ＣD段(1400mm部分)上总均布荷载为2.72×2+3.125+2.4=10.97kN/mKL梁ＣD段(2200mm部分):p′＝6.21kN/m2×2.2m/2=6.831kN/m三角形荷载作用时：pe=5/8p′=0.625×6.831=4.27kN/m作用在KL梁ＣD段(2200mm部分)上总均布荷载为4.27×2+3.125+2.4=14.065kN/mKL梁ＣD段受到次梁传来的集中力：p′＝6.21kN/m2×（2.7+0.5）×1.1/2+6.21kN/m2×（2.7+1.3）×0.7/2=19.62kNKL梁DE段::p′＝6.21kN/m2×3.3m/2=10.247kN/m三角形荷载作用时：pe=5/8p′=0.625×10.247=6.4kN/m作用在KL梁DE段上总均布荷载为：6.4×2+3.125+2.4=18.325kN/m标准层(2~10层)KL梁ＢＣ段：p′＝3.55kN/m2×3.9m/2=6.92kN/ma=0.5×3.9/5.6=0.34891
梯形荷载作用时：pe=（1-2a2+a3）p′=0.80×6.92=5.54kN/m作用在KL梁ＢＣ段上总均布荷载为：5.54×2+3.125+4.16=18.36kN/mKL梁ＣD段(1400mm部分):p′＝3.55kN/m2×1.4m/2=2.49kN/m三角形荷载作用时：pe=5/8p′=0.625×2.49=1.56kN/m作用在KL梁ＣD段(1400mm部分)上总均布荷载为1.56×2+3.125+4=10.25kN/mKL梁ＣD段(2200mm部分):p′＝3.55kN/m2×2.2m/2=3.905kN/m三角形荷载作用时：pe=5/8p′=0.625×3.905=2.44kN/m作用在KL梁ＣD段(2200mm部分)上总均布荷载为2.44×2+3.125+4=12.005kN/mKL梁ＣD段受到次梁传来的集中力：p′＝3.55kN/m2×（2.7+0.5）×1.1/2+3.55kN/m2×（2.7+1.3）×0.7/2=11.22kNKL梁DE段::p′＝3.55kN/m2×3.3m/2=5.858kN/m三角形荷载作用时：pe=5/8p′=0.625×5.858=3.66kN/m作用在KL梁DE段上总均布荷载为：3.66×2+3.125+4.16=14.605kN/m2.1.1.8作用在框架柱上的恒载：B列柱：顶层：①1女儿墙自重2.4kN/m×3.9m=9.5kN②边框架梁自重3.125kN/m×3.9m=12.186kN③通过边框架梁传来的结构层恒载6.21kN/m2×3.9m×(5.6/2)m=67.6kNF10=9.5+12.186+67.6=88.28kN标准层：①200mm墙自重4.16kN/m×3.9m=16.224kN②边框架梁自重3.125kN/m×3.9m=12.186kN③通过边框架梁传来的结构层恒载3.55kN/m2×3.9m×(5.6/2)m=38.07kN④柱自重(6~10层):6.75kN（2~5层）：12kN首层:17.68kN⑤总计:F1=16.224+12.186+38.07+6.75=73.23kNF2=16.224+12.186+38.07+12=78.48kNF3=16.224+12.186+38.07+17.68=84.16kN九层：F9=88.28+73.23=161.51kN八层：F8=161.51+73.23=234.74kN七层：F7=234.74+73.23=307.97kN六层：F6=307.97+73.23=381.2kN五层：F5=381.2+73.23=454.43kN四层：F4=454.43+78.48=532.91kN三层：F3=532.91+78.48=611.39kN二层:F2=611.39+78.48=689.87kN一层:F1=689.87+78.48=768.35kN一层底柱:F0=768.35+84.16=852.51kNC列柱：顶层：①1女儿墙自重2.4kN/m×3.9m=9.5kN②边框架梁自重3.125kN/m×3.9m=12.186kN91
③通过边框架梁传来的结构层恒载6.21kN/m2×3.9×(5.6+3.6)/2m=111.47kNF10=9.5+12.186+111.47=133.16kN标准层：①200mm墙自重4kN/m×3.9m=15.6kN②边框架梁自重3.125kN/m×3.9m=12.186kN③通过边框架梁传来的结构层恒载3.55kN/m2×3.9m×(5.7+3.6)/2m=63.687kN④柱自重(6~10层):12kN（2~5层）：18.75kN首层:27.625kN⑤总计:F1=15.6+12.186+63.687+12=103.47kNF2=15.6+12.186+63.687+18.75=110.22kNF3=15.6+12.186+63.687+27.625=119.10kN九层：F9=133.16+103.47=236.63kN八层：F8=236.63+103.47=340.1kN七层：F7=340.1+103.47=443.57kN六层：F6=443.57+103.47=547.04kN五层：F5=547.04+103.47=650.51kN四层：F4=650.51+110.22=760.73kN三层：F3=760.73+110.22=870.95kN二层:F2=870.95+110.22=981.17kN一层:F1=981.17+110.22=1091.39kN一层底柱:F0=1091.39+119.10=1210.49kND列柱：顶层：①1女儿墙自重2.4kN/m×3.9m=9.5kN②边框架梁自重3.125kN/m×3.9m=12.186kN③通过边框架梁传来的结构层恒载6.21kN/m2×3.9×(3.3+3.6)/2m=84.77kNF10=9.5+12.186+84.77=106.46kN标准层：①200mm墙自重4kN/m×3.9m=15.6kN②边框架梁自重3.125kN/m×3.9m=12.186kN③通过边框架梁传来的结构层恒载3.55kN/m2×3.9m×(3.3+3.6)/2m=48.46kN④柱自重(6~10层):12kN（2~5层）：18.75kN首层:27.625kN⑤总计:F1=15.6+12.186+48.46+12=88.25kNF2=15.6+12.186+48.46+18.75=95kNF3=15.6+12.186+48.46+27.625=104.25kN九层：F9=106.46+88.25=194.71kN八层：F8=194.71+88.25=282.96kN七层：F7=282.96+88.25=371.21kN六层：F6=371.21+88.25=459.46kN五层：F5=459.46+88.25=547.71kN四层：F4=547.71+95=642.71kN三层：F3=642.71+95=737.71kN二层:F2=737.71+95=832.71kN一层:F1=832.71+95=927.71kN一层底柱:F0=927.71+104.25=1031.96kN91
E列柱：顶层：①1女儿墙自重2.4kN/m×3.9m=9.5kN②边框架梁自重3.125kN/m×3.9m=12.186kN③通过边框架梁传来的结构层恒载6.21kN/m2×3.9m×(3.3/2)m=39.96kNF10=9.5+12.186+39.96=61.65kN标准层：①200mm墙自重4.16kN/m×3.9m=16.224kN②边框架梁自重3.125kN/m×3.9m=12.186kN③通过边框架梁传来的结构层恒载3.55kN/m2×3.9m×(3.3/2)m=22.84kN④柱自重(6~10层):6.75kN（2~5层）：12kN首层:17.68kN⑤总计:F1=16.224+12.186+22.84+6.75=58kNF2=16.224+12.186+22.84+12=63.25kNF3=16.224+12.186+22.84+17.68=68.93kN九层：F9=61.65+58=119.65kN八层：F8=119.65+58=177.65kN七层：F7=177.65+58=235.65kN六层：F6=235.65+58=293.65kN五层：F5=293.65+58=351.65kN四层：F4=351.65+63.25=414.9kN三层：F3=414.9+63.25=478.15kN二层:F2=478.15+63.25=541.4kN一层:F1=541.4+63.25=604.65kN一层底柱:F0=604.65+68.93=673.58kN2.1.1.9恒载作用下框架的计算简图（标准值）如图2.12.2活载查荷载规范：楼面均布活荷载标准值为1.5kN/m2,不上人屋面均布活荷载标准值为1.5kN/m2。2.2.1活载作用在框架梁上KL梁ＢＣ段：p′＝1.5kN/m2×3.9m/2=2.925kN/ma=0.5×3.9/5.6=0.348梯形荷载作用时：pe=（1-2a2+a3）p′=0.80×2.925=2.34kN/mKL梁ＣD段(1400mm部分):p′＝1.5kN/m2×1.4m/2=1.05kN/m三角形荷载作用时：pe=5/8p′=0.625×1.05=0.66kN/mKL梁ＣD段(2200mm部分):p′＝1.5kN/m2×2.2m/2=1.65kN/m三角形荷载作用时：pe=5/8p′=0.625×1.65=1.03kN/mKL梁ＣD段受到次梁传来的集中力：p′＝1.5kN/m2×（2.7+0.5）×1.1/2+1.5kN/m2×（2.7+1.3）×0.7/2=4.74kNKL梁DE段::p′＝1.5kN/m2×3.3m/2=2.475kN/m三角形荷载作用时：pe=5/8p′=0.625×2.475=1.55kN/m91
图2.12.2.2活载作用在框架柱上B列柱：F10=1.5kN/m2×3.9m×(5.6/2)m=16.38kNC列柱：F10=1.5kN/m2×3.9m×(5.6+3.6)/2m=26.91kND列柱：F10=1.5kN/m2×3.9m×(3.3+3.6)/2m=20.18kNE列柱：F10=1.5kN/m2×3.9m×3.3/2m=9.65kN91
2.2.3活载作用下框架的计算简图（标准值）如图2.2图2.22.3风荷载风压标准值计算公式为：w=βZμSμZω0本地区基本风压为：w0=0.35楼高H>30m；地面粗糙类别为C类；风振系数：βZ=1+φZξγ/μZ钢筋混凝土框架基本周期（0.8~0.1）.取T=0.90.62ω0T2=0.6230.3530.92=0.1758查规范得脉动增大系数ξ=1.268,脉动影响系数γ=0.44风荷载体型系数μS=1.3风荷载作用下框架计算简图如图2.3风压高度变化系数表2-1层数1234567891091
离室外地面高度3.456.459.4512.4515.4518.4521.4524.4527.4530.45风压高度系数μZ0.740.740.740.740.7490.8090.8630.9110.9591.006结构振型系数近似值表2-2相对高度0.10.20.30．40.50.60.70.80.91.0振型系数0.020.060.140.230.340.460.590.790.861.0风振系数βZ=1+φZξγ/μZ表2-3层数12345678910βZ1.0151.0471.1061.1731.2531.3181.3811.4841.501.55风荷载计算表2-4层数βZμSμZω0wA(m2)P(KN)101.551.31.0060.350.7098.7756.22191.51.30.9590.350.62211.77.27781.4841.30.9110.350.61511.77.19671.3811.30.8630.350.54211.76.37761.3181.30.8090.350.48511.75.67551.2531.30.7490.350.42711.74.99641.1731.30.740.350.39511.74.62231.1061.30.740.350.37211.74.35221.0471.30.740.350.35311.74.13011.0151.30.740.350.34214.4694.94891
图2.32.4水平地震作用计算2.4.1重力荷载代表值（恒载+0.5活载）2.4.1.1恒载屋面重力值：G=6.21KN/m2351.8m317.2m=5532KN楼板重力值：G=3.55KN/m2351.8m317.2m=3162KN梁重力值：G=3.125KN/m（51.8m35+12.5m315）+2.0KN/m33.9m330=1629KN柱重力值：首层：G=17.68/根332+27.625/根322=1173KN（2~5）层：G=12/根332+18.75/根322=796KN（6~10）层：G=6.75/根332+12/根322=480KN墙重力值：女儿墙G=2.4KN/m3（51.8+12.532+54.4）=131KN标准层G=4KN/m3（51.835+12.5315）=1786KN底层G=6.272KN/m3（51.835+12.5315）=2800KN2.4.1.2：活载屋面活载：G=1.5KN/m2351.8m317.2m=1336KN楼面活载：G=1.5KN/m2351.8m317.2m=1336KN2.4.1.3:统计重力活载代表值:G10=5532+1629+480+131+1786+0.531336=10226KNG9=G8=G7=G6=3162+1629+480+1786+0.531336=7725KNG5=G4=G3=G2=3162+1629+796+1786+0.531336=8041KNG1=3162+1629+1173+2800+0.531336=9396KN2.4.1.4质点重力荷载代表值见图2.491
图2.42.4.2抗侧移刚度的计算梁柱线刚度计算过程见表2-5表2-5构件截面跨度（m）EIi梁250×5005.63.0×1072.6×10920880250×5003.63.0×1072.6×10943200250×5003.33.0×1072.6×10933543柱400×4004.423.0×1072.13×10914400500×5004.423.0×1075.2×10935280400×4003.03.0×1072.13×10921300500×5003.03.0×1075.2×10951900300×3003.03.0×1070.675×1096750400×4003.03.0×1072.13×10921300框架柱的侧移刚度D值见表2-6表2-691
线刚度Kk=∑ib/2ic（一般层）α=k/(2+k)D=12αic/hj2（kN/m）k=∑ib/ic（底层）α=（0.5+k）/(2+k)首层边柱B1.450.5654997中柱C1.820.60713154中柱D2.230.64513977边柱E2.460.66456962~5层边柱B0.980.3299344中柱C1.230.38126365中柱D1.520.43229894边柱E1.660.454128946~10层边柱B3.090.6075463中柱C3.00.617040中柱D3.690.64818403边柱E5.250.72465162.4.3结构自振周期的计算基本自振周期采用经验公式计算T1=0.25+0.53×10-3H2/=0.25+0.53×10-3×33.12/==0.475s2.4.4计算底部剪力查得武汉市抗震设防烈度为6度，设计基本地震加速度值为0.05g,水平地震影响系数最大值amax=0.04,场地类别为Ⅱ类，设计地震分组为第1组，得Tg=0.35s因为Tg＜T1＜5Tg，因此总横向水平地震作用标准值FEK=α1Geq=0.03×0.85×（10226+7725×4+8041×4+9396）=2108kN2.4.5计算水平地震作用因为T1=0.475s<1.43Tg=1.430.35=0.49s.尚不需考虑顶部附加水平地震作用。水平地震作用计算公式：每一层的水平地震作用见表2-7表2-7层数Hi（m）Gi（kN）HiGi（kN·m）Fi（kN）91
1030102263067800.22447292777252085750.15232082477251854000.13628772177251622250.11925161877251390500.10221551580411206150.0881814128041964920.071150398041723690.053112268041482460.03574139396281880.02144地震水平作用于整个建筑物，应将地震作用下按柱刚度转化为计算单元的那一榀上，计算的系数为0.154横向框架各层水平地震作用和地震剪力如图2.5图2.53框架侧移验算层间侧移的近似计算公式为：△u=V/(=588922)层间弹性相对弹性转角验算过程见表，层数V△uhθe104725889220.000830.00026791
97925889220.0013430.000448810795889220.0018330.00061713305889220.0022630.00075615455889220.0026230.00087517265889220.0029330.000097418765889220.0031930.00106319885889220.0033730.00112220265889220.0034430.00115121065889220.003584.420.00081经验算，层间弹性性队弹性转角θ2=0.00115=1/869＜[θ]=1/550，θ1=0.00081=1/1234＜[θ]=1/550，故满足要求，说明所选框架柱数量及截面满足工程要求。4.框架标准值作用下内力分析4.1恒载作用下内力计算4.1.1梁的固端弯矩：BC跨梁：顶层：MBC=-ql2/12=-24.42×5.62/12=-63.8KN*mMCB=ql2/12=24.42×5.62/12=63.8KN*m标准层：MBC=-ql2/12=-18.36×5.62/12=-48.0KN*mMCB=ql2/12=18.36×5.62/12=-48.0KN*mＣＤ跨梁：91
顶层：①MＣＤ=-ql2/12=-10.97×3.62/12=-11.85KN*mMＤC=ql2/12=10.97×3.62/12=11.85KN*m②MＣＤ=-Fab2/l2=-19.62×1.4×2.22/3.62=-10.25KN*mMＤC=Fa2b/l2=19.62×1.42×2.2/3.62=6.53KN*m③MＣＤ=-qa3/12l2×(4l-3a)=-3.095×2.23/(12×3.62)×(4×3.6-3×2.2)=-1.65KN*mMＤC=qa2/12l2×(6l2-8la+3a2)=3.095×2.22/(12×3.62)×(6×3.62-8×3.6×2.2+3×2.22)=6.11KN*m∴MＣＤ=-11.85-10.25-1.65=-23.75KN*mMＤC=11.85+6.53+6.11=24.49KN*m标准层：①MＣＤ=-ql2/12=-10.２５×3.62/12=-１１．０７KN*mMＤC=ql2/12=10.２５×3.62/12=11.０７KN*m②MＣＤ=-Fab2/l2=-１１．２２×1.4×2.22/3.62=-５．８７KN*mMＤC=Fa2b/l2=１１．２２×1.42×2.2/3.62=３．７３KN*m③MＣＤ=-qa3/12l2×(4l-3a)=-１．７５５×2.23/(12×3.62)×(4×3.6-3×2.2)=-０．９４KN*mMＤC=qa2/12l2×(6l2-8la+3a2)=１．７５５×2.22/(12×3.62)×(6×3.62-8×3.6×2.2+3×2.22)=３．４６KN*m∴MＣＤ=-１１．０７-５．８７-０．９４=-１７．８８KN*mMＤC=１１．０７＋３．７３＋３．４６＝１８．２６KN*mＤＥ跨：顶层：MDE=-ql2/12=-18.325×3.32/12=-16.6KN*mMDE=ql2/12=18.325×3.32/12=16.6KN*m标准层：MDE=-ql2/12=-14.605×3.32/12=-13.25KN*mMDE=ql2/12=14.605×3.32/12=13.25KN*m4.1.2固端弯矩计算弯矩二次分配法计算固端弯矩（从上至下依次为第10，9，8-6，5,4,3-2，1层）91
上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱右梁左梁下柱上柱0.2450.7550.2440.250.5060.4320.2130.3550.840.16-63.815.6348.1763.8-9.77-23.75-10.01-20.2724.49-3.4-16.6-1.68-2.8116.6-13.94-2.664.73-4.880.040.1124.08-4.73-3.01-1.7-4.84-9.80-10.137.58-0.44-6.973.746.22-1.4-0.921.950.3720.4-20.473.38-17.86-55.5218.541.62-20.163.21-3.210.1970.1970.6060.1960.200.200.4040.3560.1760.1760.2920.7240.1380.1389.46-48.09.4629.0848.0-5.90-6。02-17.88-6。02-12.1618.26-1.78-0.88-13.25-0.88-1.4713.25-9.59-1.83-1.837.81-1.894.73-2.95-1.89-5.8114.54-5.0-1.11-1.13--3.01-0.89-1.13-2.27-6.08-0.844.332.14-0.44-4.82.143.55-0.74-0.922.170.41-1.330.4115.3812.327.6855.5312.15-10.16-33.2114.730.420.82-15.975.09-2.34-2.970.1970.1970.6060.1960.200.200.4040.3560.1760.1760.2920.7240.1380.1389.46-48.09.4629.0848.0-5.90-6。02-17.88-6。02-12.1618.26-1.78-0.88-13.25-0.88-1.4713.25-9.59-1.83-1.834.73-1.284.73-2.95-1.28-3.9514.54-3.01-1.50-1.52--3.01-0.89-1.52-3.09-6.08-0.444.192.07-0.44-4.82.073.43-0.74-0.921.860.36-0.920.3612.9112.91-25.8255.14-10.55-10.55-34.0214.590.750.75-16.074.78-2.39-2.390.1380.4360．4260.1520.1550.3780.3150.2850.1410.3410.2330.5580.1070.3356.62-48.020.9320.4548.0-4.58-4.67-17.88-11.38-9.4918.26-1.43-0.71-13.25-1.71-1.1613.25-7.39-1.42-4.444.73-0.723.31-2.79-2.30-2.2310.22-3.01-0.63-0.64-2.34-0.71-1.57-1.32-4.75-0.442.631.30-0.35-3.693.152.15-0.58-2.222.080.40-0.921.2410.6321．94-32.5753.01-8.32-15.29-29.414.710.151.09-15.95-5.89-1.94-4.120.3360.3360．3280.1240.310.310.2560.2370.2840.2840.1950.4540.2730.27316.13-48.016.1315.7448.0-3.73-9.34-17.88-9.34-7.7118.26-1.19-1.42-13.25-1.42-0.9813.25-6.01-3.62-3.6210.47-5.758.51-1.86-5.75-5.627.87-5.690.390.95-4.67-0.590.950.79-3.85-0.351.872.25-0.71-3.02.251.54-0。49-1.811.370.82-0.710.8220.8518.89-39.7452.53-14.08-14.96-25.3915.090.480．1215.698.12-4.61-3.510.3360.3360．3280.1240.310.310.2560.2370.2840.2840.1950.4540.2730.27316.13-48.016.1315.7448.0-3.73-9.34-17.88-9.34-7.7118.26-1.19-1.42-13.25-1.42-0.9813.25-6.01-3.62-3.628.51-5.098.51-1.86-5.09-4.987.87-4.670.260.64-4.67-0.590.640.52-3.85-0.711.962.35-0.71-3.02.351.61-0。49-1.811.871.12-1.811.1219.5519.55-39.152.4-13.37-13.37-25.6615.180.220.22-15.628.62-4.31-4.310.3770.2540.3690.1380.3430.2330.2860.2610.3130.2130.2130.4980.300.20218.10-48.012.1917.7148.0-4.16-10.33-17.88-7.02-8.6118.26-1.31-1。57-13.25-1.06-1.0713.25-6.60-3.972.688.51-6.019.5-2.08-4.05-5.878.85-4.670.220.56-5.16-0.650.380.467-4.30-0.712.372.85-0.78-3.31.931.94-0.54-1.341.841.11-1.810.7491
20.617.64-38.2452.91-14.44-11.8-26.6715.020.570.09-15.687.95-4.21.618.82-5.90.045-2.1BCDE恒载作用下内力计算4.1.3杆件弯矩图根据计算结果先画出各杆件弯矩图，括号里弯矩值为框架梁在恒载作用下经过（调幅系数取0.85）后的弯矩。4.1.3.1：梁跨中最大弯矩计算梁BC跨，DE跨的跨中最大弯矩计算为MK=Ql2/8-(ML+Mr)/2(ML为梁左端固定弯矩，Mr为梁右端固定弯矩)梁CD跨的跨中最大弯矩计算:ＣＤ跨梁：顶层：①QCD=ql/2=10.97×3.6/2=19.75KNQDC=-ql/2=-10.97×3.6/2=-19.75KN②QCD=Fb2(l+2a)/l3=19.62×2.22(3.6+2×1.4)/3.63=13.03KNQDC=-Fa2(l+2b)/l3=-19.62×1.42(3.6+2×2.2)/3.63=-6.59KN③QCD=qa3×（2l-a）/2l3=3.095×2.23×(2×3.6-2.2)/(2×3.63)=1.77KNQDC=-qa×（2l3-2la2+a3）/2l3=3.095×2.2×(2×3.63-2×2.22+2.23)/(2×3.63)=-6.88KN∴QCD=19.75+13.03+1.77=34.55KNQDC=-19.75-6.59-6.88=--33.22KN集中力作用处的弯矩M=34.55×1.4-0.5×10.97×1.42=37.62KN*m91
跨中处的弯矩M=33.22×1.8-0.5×14.065×1.82=37.01KN*m所以梁CD的跨中最大弯矩在集中力处，为M=37.62KN*m标准层：①QCD=ql/2=10.25×3.6/2=18.45KNQDC=-ql/2=-10.25×3.6/2=-18.45KN②QCD=Fb2(l+2a)/l3=11.22×2.22(3.6+2×1.4)/3.63=7.45KNQDC=-Fa2(l+2b)/l3=-11.22×1.42(3.6+2×2.2)/3.63=-3.77KN③QCD=qa3×（2l-a）/2l3=1.755×2.23×(2×3.6-2.2)/(2×3.63)=1.0KNQDC=-qa×（2l3-2la2+a3）/2l3=1.755×2.2×(2×3.63-2×2.22+2.23)/(2×3.63)=-3.9KN∴QCD=18.45+7.45+1.0=26.9KNQDC=-18.45-3.77-3.9=-26.12KN集中力作用处的弯矩M=26.9×1.4-0.5×10.25×1.42=27.62KN*m跨中处的弯矩M=26.12×1.8-0.5×12.005×1.82=27.56KN*m所以梁CD的跨中最大弯矩在集中力处，为M=27.62KN*m4.1.3.2恒载作用下的弯矩图（括号内为调幅弯矩）如图4.191
图4.14.1.4恒载作用下框架的剪力和轴力计算梁BC：∑MB=0MB-MC--QC·l=0得：QC=（MB-MC）/l-ql/2∑MC=0MB-MC+-QB·l=0得：QB=（MB-MC）/l+ql/210层：QB=（20.4—73.38）/5.6+24.42×5.6/2=58.92KNQC=（20.4—73.38）/5.6-24.42×5.6/2=-77.84KN9层：QB=（27.68-55.53）/5.6+18.36×5.6/2=46.44KNQC=（27.68-55.53）/5.6-18.36×5.6/2=-56.38KN8-6层：QB=（25.82-55.14）/5.6+18.36×5.6/2=46.17KNQC=（25.82-55.14）/5.6-18.36×5.6/2=-56.65KN91
5层：QB=（32.57-53.01）/5.6+18.36×5.6/2=47.76KNQC=（32.57-53.01）/5.6-18.36×5.6/2=-55.06KN4层：QB=（39.74-52.53）/5.6+18.36×5.6/2=49.13KNQC=（39.74-52.53）/5.6-18.36×5.6/2=-53.69KN3-2层：QB=（37.1-52.4）/5.6+18.36×5.6/2=48.68KNQC=（37.1-52.4）/5.6-18.36×5.6/2=-54.14KN1层：QB=（38.24-52.91）/5.6+18.36×5.6/2=48.79KNQC=（38.24-52.91）/5.6-18.36×5.6/2=-54.03KN梁CD前面已经算出：10层：QCD=19.75+13.03+1.77=34.55KNQDC=-19.75-6.59-6.88=-33.22KN9-1层：QCD=18.45+7.45+1.0=26.9KNQDC=-18.45-3.77-3.9=-26.12KN梁DE段：10层：QDE=（20.16-3.21）/3.3+18.325×3.3/2=47.19KNQED=（20.16-3.21）/3.3-18.325×3.3/2=-13.29KN9层：QDE=(15.97-5.09)）/3.3+14.605×3.3/2=27.4KNQED=(15.97-5.09)）/3.3-14.605×3.3/2=-20.8KN8-6层：QDE=(16.07-4.78)/3.3+14.605×3.3/2=27.52KNQED=(16.07-4.78)/3.3-14.605×3.3/2=-20.68KN5层：QDE=(15.95-5.89)/3.3+14.605×3.3/2=27.15KNQED=(15.95-5.89)/3.3-14.605×3.3/2=-21.05KN4层：QDE=(15.69-8.12)/3.3+14.605×3.3/2=26.4KNQED=(15.69-8.12)/3.3-14.605×3.3/2=-21.8KN3-2层：QDE=(15.62-8.62)/3.3+14.605×3.3/2=26.22KNQED=(15.62-8.62)/3.3-14.605×3.3/2=-21.98KN1层：：QDE=(15.68-7.95)/3.3+14.605×3.3/2=26.44KNQED=(15.68-7.95)/3.3-14.605×3.3/2=-21.76KN柱端剪力Q=(M上-M下)/h具体计算结果见恒载作用下剪力图4.2：恒载作用下轴力图4.3。91
图4.2图4.391
4.2活载作用下内力计算4.2.1梁的固端弯矩计算由于楼面活载＜4.0KN/m2,故按活载满布的情况计算。为减小误差，将最终结果中，梁的跨中弯矩扩大1.2倍，支座弯矩不变。BC梁：MBC=-ql2/12=-2.34×5.62/12=-6.12KN*mMCB=ql2/12=2.34×5.62/12=-6.12KN*mCD梁：①MＣＤ=-ql2/12=-0.66×3.62/12=-0.71KN*mMＤC=ql2/12=0.66×3.62/12=0.71KN*m②MＣＤ=-Fab2/l2=-4.74×1.4×2.22/3.62=-2.48KN*mMＤC=Fa2b/l2=4.74×1.42×2.2/3.62=1.58KN*m③MＣＤ=-qa3/12l2×(4l-3a)=-0.37×2.23/(12×3.62)×(4×3.6-3×2.2)=-0.198KN*mMＤC=qa2/12l2×(6l2-8la+3a2)=0.37×2.22/(12×3.62)×(6×3.62-8×3.6×2.2+3×2.22)=0.277KN*m∴MＣＤ=-0.71-2.48-0.198=-3.39KN*mMＤC=0.71+1.58+0.277=2.57KN*mDE梁：MDE=-ql2/12=-1.55×3.32/12=-1.41KN*mMDE=ql2/12=1.55×3.32/12=1.41KN*m4.2.2固端弯矩计算弯矩二次分配法计算固端弯矩（从上至下依次为第10，9，8-6，5,4,3-2，1层）上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱右梁左梁下柱上柱0.2450.7550.2440.250.5060.4320.2130.3550.840.16-6.121.504.626.12-0.67-3.39-0.68-1.382.57-0.50-1.41-0.25-0.411．41-1.18-0.230.60-0.34-0.06-0.202.31-0.27-0.27-0.25-0.28-0.56-0.690.60-0.1-0.590.290.49-0.20-0.0950.250.052.04-2.047.49-1.23-5.581.98-0.06-1.920.26-0.380.1970.1970.6060.1960.200.200.4040.3560.1760.1760.2920.7240.1380.1381.21-6.121.213.706.12-0.53-0.54-3.39-0.54-1.22.57-0.42-0.2-1.41-0.2-0.341．41-1.03-0.19-0.190.75-0.210.60-0.27-0.21-0.661.85-0.34-0.20-0.21-0.27-0.21-0.21-0.41-0.6-0.1250.480.23-0.1-0.510.230.39-0.17-0.0950.280.05-0.120.051.751.6-3.357.24-1.09-1.02-5.212.03-0.095-0.07-1.870.49-0.34-0.360.1970.1970.6060.1960.200.200.4040.3560.1760.1760.2920.7240.1380.1381.21-6.121.213.706.12-0.53-0.54-3.39-0.54-1.22.57-0.42-0.2-1.41-0.2-0.341．41-1.03-0.19-0.1991
0.60-0.180.60-0.27-0.18-0.571.85-0.27-0.22-0.22-0.27-0.21-0.22-0.44-0.6-0.10.470.23-0.1-0.510.230.38-0.17-0.0950.260.05-0.0950.051.631.63-3.267.22-1.03-1.03-5.242.02-0.07-0.07-1.880.47-0.34-0.340.1380.4360．4260.1520.1550.3780.3150.2850.1410.3410.2330.5580.1070.3350.85-6.122.672.606.12-0.41-0.42-3.39-1.04-0.862.57-0.33-0.16-1.41-0.40–0.271．41-0.79-0.15-0.470.60-0.110.42-0.2-0.36-0.351.3-0.27-0.10-0.10-0.21-0.16-0.25-0.21-0.43-0.10.2850.141-0.08-0.390.3410.233-0.14-0.230.260.05-0.0950.1551.342.73-4.076.91-0.79-1.5-4.462.09-0.119-0.139-1.840.74-0.33-0.410.3360.3360．3280.1240.310.310.2560.2370.2840.2840.1950.4540.2730.2732.06-6.122.062.06.12-0.34-0.85-3.39-0.85–0.692.57-0.27-0.33-1.41-0.33-0.231．41-0.65-0.38-0.381.34-0.791.03-0.17-0.79-0.721.0-0.520.0090.022-0.42-0.130.0220.017-0.34-0.20.240.29-0.16-0.320.290.20-0.11-0.190.1710.102-0.0750.1022.612.3-5.016.79-1.35-1.25-4.192.2-0.24-0.2-1.76.0.82-0.47-0.350.3360.3360．3280.1240.310.310.2560.2370.2840.2840.1950.4540.2730.2732.06-6.122.062.06.12-0.34-0.85-3.39-0.85–0.692.57-0.27-0.33-1.41-0.33-0.231．41-0.65-0.38-0.381.03-0.641.03-0.17-0.64-0.611.0-0.42-0.004.-009-0.42-0.13-0.009-0.008-0.34-0.160.230.28-0.16-0.320.28.0.19-0.11-0.190.230.13-0.190.132.452.45-4.96.78-1.28-1.28-4.222.19-0.21-0.21–1.770.88-0.44-0.440.3770.2540.3690.1380.3430.2330.2860.2610.3130.2130.2130.4980.300.2022.31-6.121.552.266.12-0.38-0.94-3.39-0.63-0.782.57-0.30-0.36-1.41-0.25-0.251．41-0.70–0.42-0.291.03-0.751.15-0.19-0.51-0.731.13-0.42-0.012-0.031-0.47-0.15-0.021-0.025-0.39-0.160.280.34-0.18-0.350.230.23-0.12-0.150.230.14-0.190.092.592.19-4.786.85-1.39-1.12-4.342.16-0.18-0.101.760.82-0.43-0.391.09-0.56-0.05-0.21BCDE活载作用下内力计算4.2.3各杆件弯矩图根据计算结果先画出各杆件弯矩图（活荷载梁端弯矩较小，无需调幅，跨中弯矩乘以增大系数1.2）。梁BC跨，DE跨的跨中最大弯矩计算为MK=Ql2/8-(ML+Mr)/2(ML为梁左端固定弯矩，Mr91
为梁右端固定弯矩)，弯矩图如图4.4梁CD跨的跨中最大弯矩计算:ＣＤ跨梁：①QCD=ql/2=0.66×3.6/2=1.188KNQDC=-ql/2=-0.66×3.6/2=-1.188KN②QCD=Fb2(l+2a)/l3=4.72×2.22(3.6+2×1.4)/3.63=3.13KNQDC=-Fa2(l+2b)/l3=-4.72×1.42(3.6+2×2.2)/3.63=-1.58KN③QCD=qa3×（2l-a）/2l3=0.37×2.23×(2×3.6-2.2)/(2×3.63)=0.21KNQDC=-qa×（2l3-2la2+a3）/2l3=0.37×2.2×(2×3.63-2×2.22+2.23)/(2×3.63)=-0.82KN∴QCD=1.188+3.13+0.21=4.53KNQDC=-1.188-1.58-0.82=-3.59KN集中力作用处的弯矩M=4.53×1.4-0.5×0.66×1.42=5.70KN*m跨中处的弯矩M=3.59×1.8-0.5×1.03×1.82=4.80KN*m所以梁CD的跨中最大弯矩在集中力处，为M=5.7KN*m图4.491
4.2.4活载作用下框架的剪力和轴力计算梁BC：∑MB=0MB-MC--QC·l=0得：QC=（MB-MC）/l-ql/2∑MC=0MB-MC+-QB·l=0得：QB=（MB-MC）/l+ql/210层：QB=（2.04-7.49）/5.6+2.34×5.6/2=5.58KNQC=（2.04-7.49）/5.6-2.34×5.6/2=-7.52KN9层：QB=（3.35-7.24）/5.6+2.34×5.6/2=5.85KNQC=（3.35-7.24）/5.6-2.34×5.6/2=-7.24KN8-6层：QB=（3.26-7.22）/5.6+2.34×5.6/2=5.84KNQC=（3.26-7.22）/5.6-2.34×5.6/2=-7.26KN5层：QB=（4.07-6.91）/5.6+2.34×5.6/2=6.04KNQC=（4.07-6.91）/5.6-2.34×5.6/2=-7.05KN4层：QB=（5.01-6.79）/5.6+2.34×5.6/2=6.23KNQC=（5.01-6.79）/5.6-2.34×5.6/2=-6.87KN3-2层：QB=（4.9-6.78）/5.6+2.34×5.6/2=6.21KNQC=（4.9-6.78）/5.6-2.34×5.6/2=-6.89KN1层：QB=（4.78-6.85）/5.6+2.34×5.6/2=6.18KNQC=（4.78-6.85）/5.6-2.34×5.6/2=-6.92KN梁CD前面已经算出：QCD=1.188+3.13+0.21=4.53KNQDC=-1.188-1.58-0.82=-3.59KN梁DE段：10层：QDE=（1.92-0.26）/3.3+1.55×3.3/2=3.06KNQED=（1.92-0.26）/3.3-1.55×3.3/2=-2.06KN9层：QDE=(1.87-0.49)）/3.3+1.55×3.3/2=2.98KNQED=(1.87-0.49)）/3.3-1.55×3.3/2=-2.14KN8-6层：QDE=(1.88-0.47)/3.3+1.55×3.3/2=2.99KNQED=(1.88-0.47)/3.3-1.55×3.3/2=-2.13KN5层：QDE=(1.84-0.74)/3.3+1.55×3.3/2=2.89KNQED=(1.84-0.74)/3.3-1.55×3.3/2=-2.23KN4层：QDE=(1.76-0.82)/3.3+1.55×3.3/2=2.84KNQED=(1.76-0.82)/3.3-1.55×3.3/2=-2.28KN3-2层：QDE=(1.77-0.88)/3.3+1.55×3.3/2=2.83KNQED=(1.77-0.88)/3.3-1.55×3.3/2=-2.29KN1层：：QDE=(1.76-0.82)/3.3+1.55×3.3/2=2.84KNQED=(1.76-0.82)/3.3-1.55×3.3/2=-2.28KN柱端剪力Q=(M上-M下)/h具体计算结果见恒载作用下剪力图4.5：轴力如图4.6。91
图4.5图4.691
4.3 风荷载作用下内力计算4.3.1结构内力计算风荷载作用下结构内力计算采用D值法，其中查表得y1=y2=y3=0,即y=y0，风荷载分布较接近均布荷载，故y0可按规则框架承受均布水平力作用时标准反弯点的高度比y0值查得。剪力在各柱间分配P10=6.211P10=6.211D/∑D=0.115D/∑D=0.359V10=0.714V10=2.23P10=6.211D/∑D=0.388V10=2.41P10=6.211D/∑D=0.138V10=0.857P9=13.488P9=13.488D/∑D=0.115D/∑D=0.359V9=1.551V9=4.843P9=13.488D/∑D=0.388V9=5.233P9=13.488D/∑D=0.138V9=1.861P8=20.684P8=20.684D/∑D=0.115D/∑D=0.359V8=2.379V8=7.426P8=20.684D/∑D=0.388V8=8.025P8=20.684D/∑D=0.138V8=2.854P7=27.061P7=27.061D/∑D=0.115D/∑D=0.359V7=3.112V7=9.715P7=27.061D/∑D=0.388V7=10.450P7=27.061D/∑D=0.138V7=3.734P6=32.736P6=32.736D/∑D=0.115D/∑D=0.359V6=3.765V6=11.752P6=32.736D/∑D=0.388V6=12.702P6=32.736D/∑D=0.138V6=4.517P5=37.702P5=37.702D/∑D=0.119D/∑D=0.336V5=4.486V5=12.668P5=37.702D/∑D=0.381V5=14.364P5=37.702D/∑D=0.164V5=6.184P4=42.324P4=42.324D/∑D=0.119D/∑D=0.336V4=5.037V4=14.221P4=42.324D/∑D=0.381V4=16.125P4=42.324D/∑D=0.164V4=6.941P3=46.677P3=46.677D/∑D=0.119D/∑D=0.336V3=5.555V3=15.683P3=46.677D/∑D=0.381V3=17.784P3=46.677D/∑D=0.164V3=7.655P2=50.807P2=50.807D/∑D=0.119D/∑D=0.336V2=6.046V2=17.071P2=50.807D/∑D=0.381V2=19.358P2=50.807D/∑D=0.164V2=8.322P1=55.755P1=55.755D/∑D=0.132D/∑D=0.348V1=7.360V1=19.402BP1=55.755D/∑D=0.369V1=20.574CP1=55.755D/∑D=0.151V1=8.419DE91
各柱反弯点及柱端弯矩y0=0.45y0=0.45M上=1.178M上=3.680M下=0.964M下=3.011y0=0.45M上=3.977M下=3.254y0=0.45M上=1.414M下=1.157y0=0.455y0=0.45M上=2.536M上=7.991M下=2.117M下=6.538y0=0.485M上=8.085M下=7.614y0=0.5M上=2.792M下=0.931y0=0.5y0=0.5M上=3.569M上=11.139M下=3.569M下=11.139y0=0.5M上=12.038M下=12.038y0=0.5M上=4.281M下=4.281y0=0.5y0=0.5M上=4.668M上=14.573M下=4.668M下=14.573y0=0.5M上=15.675M下=15.675y0=0.5M上=5.601M下=5.601y0=0.5y0=0.5M上=5.648M上=17.628M下=5.648M下=17.628y0=0.5M上=19.053M下=19.053y0=0.5M上=6.776M下=6.776y0=0.454y0=0.5M上=7.348M上=19.002M下=6.11M下19.002y0=0.5M上=21.546M下=21.546y0=0.5M上=9.276M下=9.276y0=0.454y0=0.5M上=8.251M上=21.317M下=6.86M下=21.317y0=0.5M上=24.188M下=24.188y0=0.5M上=10.412M下=10.412y0=0.5y0=0.5M上=8.333M上=23.525M下=8.333M下=23.525y0=0.5M上=26.676M下=26.676y0=0.5M上=11.483M下=11.483y0=0.5y0=0.5M上=9.069M上=25.607M下=9.069M下=25.607y0=0.5M上=29.037M下=29.037y0=0.5M上=12.483M下=12.483y0=0.628y0=0.609M上=12.102M上=33.531M下=20.43M下=52.226By0=0.589M上=37.375M下=53.561Cy0=0.577M上=15.741M下=21.471DE91
4.3.2风载下内力图风荷载作用下框架的内力图如图图4.7,图4.8,图4.9图4.791
图4.8图4.991
4.4 地震作用下内力计算4.4.1结构内力计算地震作用下结构内力计算采用D值法，其中查表得y1=y2=y3=0,即y=y0，地震分布较接近倒三角分布布荷载，故y0可按规则框架承受倒三角分布水平力作用时标准反弯点的高度比y0值查得剪力在各柱间分配P10=72.69P10=72.69D/∑D=0.115D/∑D=0.359V10=8.36V10=26.1P10=72.69D/∑D=0.388V10=28.2P10=72.69D/∑D=0.138V10=10.03P9=121.97P9=121.97D/∑D=0.115D/∑D=0.359V9=14.03V9=43.79P9=121.97D/∑D=0.388V9=47.32P9=121.97D/∑D=0.138V9=16.83P8=166.17P8=166.17D/∑D=0.115D/∑D=0.359V8=19.11V8=59.66P8=166.17D/∑D=0.388V8=64.47P8=166.17D/∑D=0.138V8=22.93P7=204.82P7=204.82D/∑D=0.115D/∑D=0.359V7=23.55V7=73.53P7=204.82D/∑D=0.388V7=79.47P7=204.82D/∑D=0.138V7=28.27P6=237.93P6=237.93D/∑D=0.115D/∑D=0.359V6=27.36V6=85.42P6=237.93D/∑D=0.388V6=92.32P6=237.93D/∑D=0.138V6=32.83P5=265.8P5=265.8D/∑D=0.119D/∑D=0.336V5=31.63V5=89.31P5=265.8D/∑D=0.381V5=101.27P5=265.8D/∑D=0.164V5=43.59P4=288.9P4=288.9D/∑D=0.119D/∑D=0.336V4=34.38V4=97.07P4=288.9D/∑D=0.381V4=110.07P4=288.9D/∑D=0.164V4=47.38P3=306.19P3=306.19D/∑D=0.119D/∑D=0.336V3=36.44V3=103.88P3=306.19D/∑D=0.381V3=116.66P3=306.19D/∑D=0.164V3=50.21P2=317.59P2=317.59D/∑D=0.119D/∑D=0.336V2=37.79V2=106.71P2=317.59D/∑D=0.381V2=121P2=317.59D/∑D=0.164V2=52.08P1=324.37P1=324.37D/∑D=0.132D/∑D=0.348V1=42.82V1=112.88P1=324.37D/∑D=0.369V1=119.69CP1=324.37D/∑D=0.151V1=48.9891
BDE各柱反弯点及柱端弯矩y0=0.45y0=0.45M上=13.79M上=43.06M下=11.32M下=35.23y0=0.45M上=46.54M下=38.07y0=0.45M上=16.55M下=44.34y0=0.5y0=0.5M上=21.04M上=43.79M下=21.04M下=43.79y0=0.5M上=70.98M下=70.98y0=0.5M上=25.25M下=25.25y0=0.5y0=0.5M上=28.67M上=89.48M下=28.67M下=89.48y0=0.5M上=96.71M下=96.71y0=0.5M上=34.4M下=34.4y0=0.5y0=0.5M上=35.33M上=110.3M下=35.33M下=110.3y0=0.5M上=119.21M下=119.21y0=0.5M上=42.4M下=42.4y0=0.5y0=0.5M上=56.44M上=128.12M下=56.44M下=128.12y0=0.5M上=138.48M下=138.48y0=0.5M上=49.25M下=49.25y0=0.5y0=0.5M上=47.44M上=133.97M下=47.44M下133.97y0=0.5M上=151.92M下=151.92y0=0.5M上=65.39M下=65.39y0=0.5y0=0.5M上=51.57M上=145.61M下=51.57M下=145.61y0=0.5M上=165.1M下=165.1y0=0.5M上=71.07M下=71.07y0=0.5y0=0.5M上=54.65M上=154.3M下=54.65M下=154.3y0=0.5M上=174.96M下=174.96y0=0.5M上=75.31M下=75.31y0=0.5y0=0.5M上=55.69M上=157.25M下=55.69M下=157.25y0=0.5M上=178.31M下=178.31y0=0.5M上=76.75M下=76.75y0=0.628y0=0.609M上=70.39M上=195.06M下=118.83M下=303.8By0=0.589M上=217.4M下=311.55Cy0=0.577M上=91.56M下=124.9DE91
4.4.2地震作用下内力图地震作用下框架内力图如下图4.10，图4.11，图4.12图4.1091
图4.11图4.1291
4.5重力荷载代表值作用下内力计算前述，重力荷载代表值为恒载和活载组合值（恒载+0.5活载），属于竖向荷载作用，计算内力同样采用弯矩二次分配法，由于恒载和活载标准值作用下内力已经求出，故在此不再重复计算，具体数据见内力组合表。5.内力组合多种荷载作用在结构上须考虑荷载组合，依据不同荷载内力计算结果，取控制截面进行内力组合，梁控制截面选取左、右支座和跨中截面，柱取上、下截面。注意内力组合时，竖向荷载作用下是用调幅后的弯矩，柱内力组合时风荷载和地震作用考虑左右方向作用。按《高层建筑混凝土结构技术规程》（JGJ-2002）规定，须有无震和有震两种组合：无震组合①S=1.35恒（SGK）+0.7×1.4活（SQK）；（以恒载为主）②S=1.2恒（SGK）+1.4（活（SQK）+0.6风（SWK））；（以活载为主）③S=1.2恒（SGK）+1.4（0.7活（SQK）+风（SWK））；（以活载为主）有震组合S=1.2×重力荷载代表值（SGE）+1.3×水平地震作用（SEK）值得注意的是，一般情况下梁端部下截面正弯矩在跨中钢筋不弯起、不截断时，跨中配筋可满足抵抗端部正弯矩。对于水平荷载较大情况下，端部正弯矩可能大于跨中正弯矩，此时尚需考虑梁端下截面正弯矩组合，其组合表达式为：S=1.3SEK-1.0SGE5.1梁内力组合梁的控制截面为梁端柱边及跨中，每层梁取9个控制截面。弯矩以下部受拉为正，剪力以沿截面顺时针为正，如图5.1，梁内力组合表见表5-1图5.191
5.2柱内力组合内力组合时风荷载和地震作用考虑左右方向作用。弯矩以顺时针为正，轴力以受压为正。柱内力组合见表5-291
梁内力组合表表5-1层数截面内力①SGK②SQK③SWK④SEK1.35①+1.4×0.7②1.2①+1.4（②+0.6③）1.2①+1.4（0.7②+③）1.2（①+0.5②）+1.3④1.3④-1.0（①+0.5②） 10 1M-17.34-2.041.17813.79-25.41-22.67-21.16-4.1136.29 V58.825.58-0.425-4.9684.8878.0475.4667.48 2M41.514.41 60.3655.9954.1352.46 V -0.425-4.960.00-0.36-0.60-6.45 3M-62.37-7.49-1.2-14.03-91.54-86.34-83.86-97.5847.88 V-77.84-7.52-0.425-4.96-112.45-104.29-101.37-104.37 4M-47.19-5.582.4829.03-69.17-62.36-58.62-22.2487.72 V34.554.53-1.295-15.0851.0846.7144.0924.57 5M31.985.7 48.7646.3643.9641.80 V -1.295-15.080.00-1.09-1.81-19.60 6M-15.76-1.98-2.183-25.27-23.22-23.52-23.91-52.95-16.10 V-33.22-3.59-1.295-15.08-48.37-45.98-45.20-61.62 7M-17.14-1.9217.9420.97-25.02-8.192.675.5445.36 V47.193.06-0.97211.3766.7160.1058.2773.25 8M11.231.02 16.1614.9014.4814.09 V -0.97211.370.00-0.82-1.3614.78 9M-2.73-0.26-1.414-16.55-3.94-4.83-5.51-24.95-18.66 V-13.29-2.06-0.97211.37-19.96-19.65-19.33-2.40 9 1M-23.53-3.353.532.36-35.05-29.99-26.6211.8267.27 V46.445.85-1.08270.3768.4363.0159.95150.72 2M25.93.88 38.7736.5134.8833.41 V -1.08270.370.00-0.91-1.5191.48 3M-47.2-7.24-2.561-25.74-70.82-68.93-67.32-94.4517.36 V-56.38-7.24-1.08270.37-83.21-78.70-76.2719.48 4M-28.14-5.217.36153.28-43.09-34.88-28.5732.37100.01 V26.94.53-3.774-31.4340.7535.4531.44-5.86 5M23.485.7 37.2836.1633.7631.60 V -3.774-31.430.00-3.17-5.28-40.86 6M-12.52-2.03-6.225-59.92-18.89-23.10-25.73-94.14-64.36 V-26.12-3.59-3.774-31.43-38.78-39.54-40.15-74.36 7M-13.57-1.875.11449.13-20.15-14.61-10.9646.4678.37 V27.42.98-2.746-35.9939.9134.7531.96-12.12 8M7.950.93 11.6410.8410.4510.10 V -2.746-35.990.00-2.31-3.84-46.79 9M-4.33-0.49-3.949-69.59-6.33-9.20-11.20-95.96-85.89 V-20.8-2.14-2.746-35.99-30.18-30.26-30.90-73.03 91
梁内力组合表续表5-1层数截面内力①SGK②SQK③SWK④SEK1.35①+1.4×0.7②1.2①+1.4（②+0.6③）1.2①+1.4（0.7②+③）1.2（①+0.5②）+1.3④1.3④-1.0（①+0.5②） 8 1M-21.95-3.265.68639.71-32.83-26.13-21.5723.3375.20 V46.175.84-2.044-16.6468.0561.8658.2737.28 2M26.773.93 39.9937.6335.9834.48 V -2.044-16.640.00-1.72-2.86-21.63 3M-46.87-7.22-5.763-43.42-70.35-71.19-71.39-117.02-5.97 V-56.65-7.26-2.044-16.64-83.59-79.86-77.96-93.97 4M-28.92-5.2411.91489.85-44.18-32.03-23.1678.96148.35 V26.94.53-6.306-50.5340.7533.3227.89-30.69 5M23.485.7 37.2836.1633.7631.60 V -6.306-50.530.00-5.30-8.83-65.69 6M-12.4-2.02-10.719-92.15-18.72-26.71-31.87-135.89-106.39 V-26.12-3.59-6.306-50.53-38.78-41.67-43.69-99.19 7M-13.66-1.888.86375.54-20.28-11.58-5.8380.68112.80 V27.522.99-4.829-40.9940.0833.1529.19-18.47 8M8.040.94 11.7810.9610.5710.21 V -4.829-40.990.00-4.06-6.76-53.29 9M-4.06-0.47-7.073-59.65-5.94-11.47-15.23-82.70-73.25 V-20.68-2.13-4.829-40.99-30.01-31.85-33.66-79.38 7 1M-21.95-3.268.25764-32.83-23.97-17.9854.90106.78 V46.175.84-2.971-23.0668.0561.0856.9728.93 2M26.773.93 39.9937.6335.9834.48 V -2.971-23.060.00-2.50-4.16-29.98 3M-46.87-7.22-8.382-65.09-70.35-73.39-75.05-145.19-34.14 V-56.65-7.26-2.971-23.06-83.59-80.64-79.25-102.31 4M-28.92-5.2417.33134.69-44.18-27.48-15.58137.25206.64 V26.94.53-9.04-70.3340.7531.0324.06-56.43 5M23.485.7 37.2836.1633.7631.60 V -9.04-70.330.00-7.59-12.66-91.43 6M-12.4-2.02-15.214-118.65-18.72-30.49-38.16-170.34-140.84 V-26.12-3.59-9.04-70.33-38.78-43.96-47.52-124.93 7M-13.66-1.8812.49997.27-20.28-8.52-0.74108.93141.05 V27.522.99-6.782-52.7840.0831.5126.46-33.80 8M8.040.94 11.7810.9610.5710.21 V -6.782-52.780.00-5.70-9.49-68.61 9M-4.06-0.479.881-76.8-5.942.778.50-104.99-95.55 V-20.68-2.13-6.782-52.78-30.01-33.49-36.40-94.71 梁内力组合表续表5-191
层数截面内力①SGK②SQK③SWK④SEK1.35①+1.4×0.7②1.2①+1.4（②+0.6③）1.2①+1.4（0.7②+③）1.2（①+0.5②）+1.3④1.3④-1.0（①+0.5②） 6 1M-21.95-3.2610.33689.77-32.83-22.22-15.0688.41140.28 V46.175.84-3.72-27.5268.0560.4655.9223.13 2M26.773.93 39.9937.6335.9834.48 V -3.72-27.520.00-3.12-5.21-35.78 3M-46.87-7.22-10.498-77.68-70.35-75.17-78.02-161.56-50.50 V-56.65-7.26-3.72-27.52-83.59-81.27-80.30-108.11 4M-28.92-5.2421.703160.74-44.18-23.81-9.46171.11240.50 V26.94.53-11.325-83.9340.7529.1120.86-74.11 5M23.485.7 37.2836.1633.7631.60 V -11.325-83.930.00-9.51-15.86-109.11 6M-12.4-2.02-19.066-141.6-18.72-33.72-43.55-200.17-170.67 V-26.12-3.59-11.325-83.93-38.78-45.88-50.72-142.61 7M-13.66-1.8815.662116.19-20.28-5.873.69133.53165.65 V27.522.99-8.497-62.9940.0830.0724.06-47.07 8M8.040.94 11.7810.9610.5710.21 V -8.497-62.990.00-7.14-11.90-81.89 9M-4.06-0.47-12.377-91.65-5.94-15.93-22.66-124.30-114.85 V-20.68-2.13-8.497-62.99-30.01-34.94-38.80-107.98 5 1M-27.68-4.0712.996103.88-41.36-28.00-19.0199.39164.76 V47.766.04-4.453-31.0570.4062.0357.0020.57 2M24.83.68 37.0934.9133.3731.97 V -4.453-31.050.00-3.74-6.23-40.37 3M-45.06-6.91-11.941-85.39-67.60-73.78-77.56-169.23-62.49 V-55.06-7.05-4.453-31.05-81.24-79.68-79.22-110.67 4M-24.99-4.4624.689176.7-38.11-15.490.21197.05256.93 V26.94.53-13.049-93.3340.7527.6618.45-86.33 5M23.485.7 37.2836.1633.7631.60 V -13.049-93.330.00-10.96-18.27-121.33 6M-12.5-2.09-22.289-159.57-18.92-36.65-48.25-223.70-193.90 V-26.12-3.59-13.049-93.33-38.78-47.33-53.13-154.83 7M-13.56-1.8418.31130.83-20.11-3.477.56152.70184.56 V27.152.89-10.413-74.4339.4827.8820.83-62.45 8M7.620.82 11.0910.299.959.64 V -10.413-74.430.00-8.75-14.58-96.76 9M-5.01-0.74-16.052-114.64-7.49-20.53-29.21-155.49-143.65 V-21.05-2.23-10.413-74.43-30.60-37.13-42.02-123.36 梁内力组合表续表5-191
层数截面内力①SGK②SQK③SWK④SEK1.35①+1.4×0.7②1.2①+1.4（②+0.6③）1.2①+1.4（0.7②+③）1.2（①+0.5②）+1.3④1.3④-1.0（①+0.5②） 4 1M-33.78-5.0114.36399.01-50.51-35.49-25.3485.17165.00 V49.136.23-4.912-33.9572.4363.5558.1818.56 2M21.963.27 32.8530.9329.5628.31 V -4.912-33.950.00-4.13-6.88-44.14 3M-44.65-6.79-13.144-91.09-66.93-74.13-78.64-176.07-70.37 V-53.69-6.87-4.912-33.95-79.21-78.17-78.04-112.69 4M-21.58-4.3927.175188.49-33.44-9.227.85216.51268.81 V26.94.53-14.523-100.6740.7526.4216.39-95.87 5M23.485.7 37.2836.1633.7631.60 V -14.523-100.670.00-12.20-20.33-130.87 6M-12.8-2.2-25.108-174.2-19.44-39.53-52.67-243.14-212.56 V-26.12-3.59-14.523-100.67-38.78-48.57-55.19-164.37 7M-13.34-1.7620.626142.82-19.73-1.1511.14168.60199.89 V26.42.84-12.216-84.6838.4225.3917.36-76.70 8M6.780.82 9.969.288.948.63 V -12.216-84.680.00-10.26-17.10-110.08 9M-6.9-0.82-19.688-136.46-10.12-25.97-36.65-186.17-170.09 V-21.8-2.28-12.216-84.68-31.66-39.61-45.50-137.61 3 1M-31.54-4.91515.19106.22-47.381228.052078.6297.30172.08 V48.686.21-5.232-36.4371.8062.7257.1814.78 2M23.143.33 34.5032.4331.0329.77 V -5.232-36.430.00-4.39-7.32-47.36 3M-44.54-6.78-14.618-97.77-66.77-75.22-80.56-184.62-79.17 V-54.14-6.89-5.232-36.43-79.84-79.01-79.05-116.46 4M-21.81-4.2230.224202.2-33.58-6.6912.01234.16286.78 V26.94.53-16.152-108.0140.7525.0514.11-105.42 5M23.485.7 37.2836.1633.7631.60 V -16.152-108.010.00-13.57-22.61-140.41 6M-12.9-2.19-27.924-186.86-19.56-42.00-56.72-259.71-228.92 V-26.12-3.59-16.152-108.01-38.78-49.94-57.48-173.91 7M-13.28-1.7722.94153.2-19.660.8614.45182.16213.33 V26.222.83-13.586-90.8338.1724.0115.22-84.92 8M6.60.79 9.689.038.698.39 V -13.586-90.830.00-11.41-19.02-118.08 9M-7.33-0.88-21.895-146.38-10.76-28.42-40.31-199.62-182.52 V-21.98-2.29-13.586-90.83-31.92-40.99-47.64-145.83 梁内力组合表续表5-191
层数截面内力①SGK②SQK③SWK④SEK1.35①+1.4×0.7②1.2①+1.4（②+0.6③）1.2①+1.4（0.7②+③）1.2（①+0.5②）+1.3④1.3④-1.0（①+0.5②） 2 1M-31.54-4.917.39110.34-47.38-30.10-18.30102.65177.43 V48.686.21-5.983-37.8471.8062.0856.1312.95 2M23.143.33 34.5032.4331.0329.77 V -5.983-37.840.00-5.03-8.38-49.19 3M-44.54-6.78-16.017-101.5-66.77-76.39-82.52-189.47-84.02 V-54.14-6.89-5.983-37.84-79.84-79.64-80.10-118.29 4M-21.81-4.2233.115210.05-33.58-4.2616.05244.36296.99 V26.94.53-17.695-112.240.7523.7611.95-110.86 5M23.485.7 37.2836.1633.7631.60 V -17.695-112.20.00-14.86-24.77-145.86 6M-12.9-2.19-30.586-194.12-19.56-44.24-60.45-269.15-238.36 V-26.12-3.59-17.695-112.2-38.78-51.23-59.64-179.36 7M-13.28-1.7725.127159.15-19.662.6917.51189.90221.06 V26.222.83-14.877-94.3638.1722.9313.41-89.51 8M6.60.79 9.689.038.698.39 V -14.877-94.360.00-12.50-20.83-122.67 9M-7.33-0.88-23.966-152.06-10.76-30.16-43.21-207.00-189.91 V-21.98-2.29-14.877-94.36-31.92-42.08-49.45-150.42 1 1M-32.5-4.7821.171126.08-48.56-27.91-14.05122.04198.79 V48.796.18-7.223-43.0271.9261.1354.496.33 2M22.443.36 33.5931.6330.2228.94 V -7.223-43.020.00-6.07-10.11-55.93 3M-44.97-6.85-19.279-114.78-67.42-79.75-87.67-207.29-100.82 V-54.04-6.92-7.223-43.02-79.74-80.60-81.74-124.93 4M-22.67-4.3439.859237.53-34.860.2024.35278.98333.63 V26.94.53-21.2-126.0440.7520.817.04-128.85 5M23.485.7 37.2836.1633.7631.60 V -21.2-126.040.00-17.81-29.68-163.85 6M-12.77-2.06-36.46-217.44-19.26-48.83-68.39-299.23-268.87 V-26.12-3.59-21.2-126.04-38.78-54.18-64.54-197.35 7M-13.33-1.7629.952178.07-19.726.7024.21214.44245.70 V26.442.84-17.629-128.1238.4820.909.83-133.12 8M6.860.82 10.069.389.048.72 V -17.629-128.120.00-14.81-24.68-166.56 9M-6.76-0.82-28.224-168.31-9.93-32.97-48.43-227.41-211.63 V-21.76-2.28-17.629-128.12-31.61-44.11-53.03-194.04 91
柱内力组合表表5-2层柱截内①②③④1.35①+1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2（①+0.51.2（①+0.5面力SGKSQKSWKSEK1.4*0.7②（②+0.6③）（②-0.6③）（0.7②+③）（0.7②-③）②)+1.3④②)-1.3④10B上M20.402.04-1.78-13.7929.5425.8428.8323.9928.977.7843.63N147.205.58-0.43-4.96204.19184.10184.81181.51182.70173.54186.44V-1.93-1.260.718.36-3.84-3.48-4.68-2.55-4.557.80-13.94下M15.381.75-0.96-11.3222.4820.1021.7218.8221.524.7934.22N147.205.58-0.43-4.96204.19184.10184.81181.51182.70173.54186.44V-1.93-1.260.718.36-3.84-3.48-4.68-2.55-4.557.80-13.94C上M-17.86-1.23-3.68-43.06-25.32-26.25-20.06-27.79-17.49-78.1533.81N243.5512.05-0.87-10.12340.60308.40309.86302.85305.29286.33312.65V10.000.772.2326.1014.2514.9511.2015.889.6346.39-21.47下M-10.16-1.09-3.01-35.23-14.78-16.25-11.19-17.48-9.04-58.6532.95N243.5512.05-0.87-10.12340.60308.40309.86302.85305.29286.33312.65V10.000.772.2326.1014.2514.9511.2015.889.6346.39-21.47D上M1.620.06-3.98-46.542.25-1.315.37-3.577.57-58.5262.48N186.876.650.323.71258.79233.83233.28231.21230.31233.06223.41V-0.68-0.052.4128.20-0.971.14-2.912.51-4.2435.81-37.51下M0.420.10-3.25-38.070.66-2.103.37-3.965.15-48.9350.05N186.876.650.323.71258.79233.83233.28231.21230.31233.06223.41V-0.68-0.052.4128.20-0.971.14-2.912.51-4.2435.81-37.51E上M-3.21-0.38-1.41-16.55-4.71-5.57-3.20-6.20-2.24-25.6017.44N74.942.060.9711.37103.1993.6392.0093.3190.59105.9576.38V2.060.250.8610.033.023.542.103.911.5115.66-10.42下M-2.97-0.36-1.16-44.30-4.36-5.04-3.10-5.54-2.30-61.3753.81N74.942.060.9711.37103.1993.6392.0093.3190.59105.9576.38V2.060.250.8610.033.023.542.103.911.5115.66-10.4291
柱内力组合表续表5-2层柱截内①②③④1.35①+1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2（①+0.51.2（①+0.5面力SGKSQKSWKSEK1.4*0.7②（②+0.6③）（②-0.6③）（0.7②+③）（0.7②-③）②)+1.3④②)-1.3④9B上M12.301.60-2.54-21.0418.1714.8719.1312.7819.88-11.6343.07N266.8711.43-1.08-10.37371.48335.34337.15329.93332.96313.62340.58V-8.40-1.061.5514.03-12.38-10.26-12.87-8.95-13.297.52-28.96下M12.911.63-2.12-21.0419.0316.0019.5514.1320.05-10.8843.82N266.8711.43-1.08-10.37371.48335.34337.15329.93332.96313.62340.58V-8.40-1.061.5514.03-12.38-10.26-12.87-8.95-13.297.52-28.96C上M-12.15-1.02-7.91-43.79-17.40-22.65-9.36-26.66-4.50-72.1241.74N432.3023.82-2.69-21.06606.95549.85554.37538.33545.87505.67560.43V6.900.684.8443.799.9813.305.1615.732.1765.62-48.24下M-10.55-1.03-6.54-43.79-15.25-19.59-8.61-22.82-4.52-70.2143.65N432.3023.82-2.69-21.06606.95549.85554.37538.33545.87505.67560.43V6.900.684.8443.799.9813.305.1615.732.1765.62-48.24D上M0.820.07-8.09-70.981.18-5.717.87-10.2712.37-91.2593.30N308.6413.221.37-4.56429.62390.03387.73385.24381.41372.37384.23V-0.52-0.055.2247.32-0.753.70-5.086.64-7.9860.86-62.17下M0.750.07-7.61-70.981.08-5.407.39-9.6911.63-91.3393.22N308.6413.221.37-4.56429.62390.03387.73385.24381.41372.37384.23V-0.52-0.055.2247.32-0.753.70-5.086.64-7.9860.86-62.17E上M-2.34-0.34-2.79-25.25-3.49-5.63-0.94-7.050.77-35.8429.81N153.744.202.7535.99211.67192.67188.06192.45184.76233.80140.22V1.580.231.8616.832.363.780.654.72-0.4923.91-19.85下M-2.39-0.34-2.79-25.25-3.56-5.69-1.00-7.110.71-35.9029.75N153.744.202.7535.99211.67192.67188.06192.45184.76233.80140.22V1.580.231.86109.292.363.780.654.72-0.49144.11-140.0491
柱内力组合表续表5-2层柱截内①②③④1.35①+1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2（①+0.51.2（①+0.5面力SGKSQKSWKSEK1.4*0.7②（②+0.6③）（②-0.6③）（0.7②+③）（0.7②-③）②)+1.3④②)-1.3④8B上M12.911.63-3.57-28.6719.0314.7820.7712.0922.09-20.8053.74N386.2717.27-2.04-16.64538.39485.99489.42477.59483.31452.25495.52V-7.85-0.992.3819.11-11.57-8.81-12.80-7.06-13.7214.83-34.86下M12.911.34-3.57-28.6718.7414.3720.3711.8121.80-20.9853.57N386.2717.27-2.04-16.64538.39485.99489.42477.59483.31452.25495.52V-7.85-0.992.3819.11-11.57-8.81-12.80-7.06-13.7214.83-34.86C上M-10.55-1.03-11.14-89.48-15.25-23.46-4.75-29.261.93-129.60103.05N619.3235.61-4.26-33.89870.98789.46796.62772.12784.05720.49808.61V6.290.617.4359.669.0914.642.1618.54-2.2585.47-69.64下M-10.55-0.79-11.14-89.48-15.02-23.12-4.41-29.032.16-129.46103.19N619.3235.61-4.26-33.89870.98789.46796.62772.12784.05720.49808.61V6.290.617.4359.669.0914.642.1618.54-2.2585.47-69.64D上M0.750.07-12.04-96.711.08-9.1111.11-15.8817.82-124.78126.67N470.5319.801.489.54654.62593.60591.12586.11581.97588.92564.11V-0.30-0.068.0364.47-0.476.29-7.1910.81-11.6683.41-84.21下M0.150.12-12.04-96.710.32-9.7710.46-16.5617.15-125.47125.97N470.5319.801.489.54654.62593.60591.12586.11581.97588.92564.11V-0.30-0.068.0364.47-0.476.29-7.1910.81-11.6683.41-84.21E上M-2.39-0.34-4.28-34.40-3.56-6.940.25-9.192.79-47.7941.65N232.426.334.8340.99319.97291.82283.71291.87278.35335.99229.42V2.170.252.8522.933.175.350.566.84-1.1532.56-27.06下M-2.39-0.41-4.28-34.40-3.63-7.040.15-9.262.72-47.8341.61N232.426.334.8340.99319.97291.82283.71291.87278.35335.99229.42V2.170.252.8522.933.175.350.566.84-1.1532.56-27.0691
柱内力组合表续表5-2层柱截内①②③④1.35①+1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2（①+0.51.2（①+0.5面力SGKSQKSWKSEK1.4*0.7②（②+0.6③）（②-0.6③）（0.7②+③）（0.7②-③）②)+1.3④②)-1.3④7B上M12.911.63-4.69-35.3319.0313.8421.7110.5323.65-29.4662.40N505.6723.11-2.97-23.06705.30636.66641.65625.29633.61590.69650.65V-7.85-0.993.1123.55-11.57-8.19-13.42-6.03-14.7520.60-40.63下M12.911.34-4.69-35.3318.7413.4321.3110.2423.37-29.6362.23N505.6723.11-2.97-23.06705.30636.66641.65625.29633.61590.69650.65V-7.85-0.993.1123.55-11.57-8.19-13.42-6.03-14.7520.60-40.63C上M-8.32-1.03-14.57-110.30-12.24-23.670.82-31.409.41-153.99132.79N806.3447.40-6.07-47.271135.011028.871039.071005.561022.56934.601057.50V6.290.619.7273.539.0916.560.2421.75-5.46103.50-87.68下M-10.55-0.79-14.57-110.30-15.02-26.01-1.52-33.846.97-156.52130.26N806.3447.40-6.07-47.271135.011028.871039.071005.561022.56934.601057.50V6.290.619.7273.539.0916.560.2421.75-5.46103.50-87.68D上M0.750.07-15.68-119.211.08-12.1714.17-20.9822.91-154.03155.92N612.4226.382.2617.55852.62773.73769.94763.92757.60773.55727.92V-0.30-0.0610.4579.47-0.478.33-9.2314.21-15.05102.91-103.71下M0.150.12-15.68-119.210.32-12.8213.51-21.6522.24-154.72155.22N612.4226.382.2617.55852.62773.73769.94763.92757.60773.55727.92V-0.30-0.0610.4579.47-0.478.33-9.2314.21-15.05102.91-103.71E上M-2.39-0.34-5.60-42.40-3.56-8.051.36-11.044.64-58.1952.05N311.108.466.7852.78428.28390.86379.47391.11372.12447.01309.78V2.170.253.7328.273.176.09-0.188.08-2.3839.51-34.00下M-2.39-0.41-5.06-42.40-3.63-7.690.81-10.363.82-58.2352.01N311.108.466.7852.78428.28390.86379.47391.11372.12447.01309.78V2.170.253.7328.273.176.09-0.188.08-2.3839.51-34.0091
柱内力组合表续表5-2层柱截内①②③④1.35①+1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2（①+0.51.2（①+0.5面力SGKSQKSWKSEK1.4*0.7②（②+0.6③）（②-0.6③）（0.7②+③）（0.7②-③）②)+1.3④②)-1.3④6B上M12.911.63-5.65-56.4419.0313.0322.529.1825.00-56.9089.84N625.0728.95-3.72-27.52872.22787.49793.74773.25783.66731.68803.23V-7.85-0.993.7727.36-11.57-7.64-13.97-5.12-15.6625.55-45.58下M10.631.34-5.65-56.4415.669.8919.386.1621.98-59.8186.93N625.0728.95-3.72-27.52872.22787.49793.74773.25783.66731.68803.23V-7.85-0.993.7727.36-11.57-7.64-13.97-5.12-15.6625.55-45.58C上M-8.32-1.03-17.63-128.12-12.24-26.233.38-35.6713.69-177.16155.95N993.8159.19-7.61-56.411399.651269.051281.831239.931261.231154.751301.42V6.290.6111.7585.429.0918.27-1.4724.60-8.31118.96-103.13下M-8.32-0.79-17.63-128.12-12.01-25.903.72-35.4413.92-177.01156.10N993.8159.19-7.61-56.411399.651269.051281.831239.931261.231154.751301.42V6.290.6111.7585.429.0918.27-1.4724.60-8.31118.96-103.13D上M0.750.07-19.05-139.481.08-15.0117.00-25.7127.64-180.38182.27N754.3132.962.8320.941050.62953.69948.94941.43933.51952.17897.73V-0.30-0.0612.7092.32-0.4710.22-11.1217.36-18.20119.62-120.41下M0.150.12-19.05-139.480.32-15.6616.35-26.3826.97-181.07181.58N754.3132.962.8320.941050.62953.69948.94941.43933.51952.17897.73V-0.30-0.0612.7092.32-0.4710.22-11.1217.36-18.20119.62-120.41E上M-2.39-0.34-6.78-49.25-3.56-9.042.35-12.696.29-67.1060.95N389.7810.598.5062.99536.58489.70475.42490.01466.22555.98392.20V2.170.254.5232.833.176.75-0.849.17-3.4745.43-39.93下M-4.12-0.41-6.78-49.25-5.96-11.210.17-14.834.14-69.2258.84N389.7810.598.5062.99536.58489.70475.42490.01466.22555.98392.20V2.170.254.5232.833.176.75-0.849.17-3.4745.43-39.9391
柱内力组合表续表5-2层柱截内①②③④1.35①+1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2（①+0.51.2（①+0.5面力SGKSQKSWKSEK1.4*0.7②（②+0.6③）（②-0.6③）（0.7②+③）（0.7②-③）②)+1.3④②)-1.3④5B上M21.942.73-7.35-47.4432.2923.9836.3218.7239.29-33.7189.64N746.0634.99-4.45-31.051041.47940.52948.00923.33935.80875.90956.63V-14.26-1.584.4931.63-20.80-15.56-23.09-12.38-24.9423.06-59.18下M20.852.01-7.35-47.4430.1221.6634.0116.7037.28-35.4587.90N746.0634.99-4.45-31.051041.47940.52948.00923.33935.80875.90956.63V-14.26-1.584.4931.63-20.80-15.56-23.09-12.38-24.9423.06-59.18C上M-15.29-1.50-19.00-133.97-22.11-36.41-4.49-46.426.78-193.41154.91N1178.7970.77-8.60-62.281660.721506.411520.851471.871495.941376.051537.97V9.790.9512.6989.3114.1523.742.4230.44-5.08128.42-103.79下M-14.08-1.35-19.00-133.97-20.33-34.75-2.82-44.828.38-191.87156.46N1178.7970.77-8.60-62.281660.721506.411520.851471.871495.941376.051537.97V9.790.9512.6989.3114.1523.742.4230.44-5.08128.42-103.79D上M1.090.14-21.55-151.981.61-16.6019.60-28.7231.61-196.18198.97N895.8339.442.6418.501248.021132.431128.001117.341109.961122.711074.61V-0.52-0.1314.36101.27-0.8311.27-12.8719.36-20.86130.95-132.35下M0.480.24-21.55-151.980.88-17.1919.01-29.3530.98-196.85198.29N895.8339.442.6418.501248.021132.431128.001117.341109.961122.711074.61V-0.52-0.1314.36101.27-0.8311.27-12.8719.36-20.86130.95-132.35E上M-1.94-0.33-9.28-65.39-2.94-10.585.00-15.6410.34-87.5382.48N468.8312.8210.4174.43645.48589.29571.80589.74560.58667.05473.53V1.820.236.1843.592.687.70-2.6911.06-6.2558.99-54.35下M-3.51-0.35-9.28-65.39-5.08-12.493.09-17.548.43-89.4380.59N468.8312.8210.4174.43645.48589.29571.80589.74560.58667.05473.53V1.820.236.1843.592.687.70-2.6911.06-6.2558.99-54.3591
柱内力组合表续表5-2层柱截内①②③④1.35①+1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2（①+0.51.2（①+0.5面力SGKSQKSWKSEK1.4*0.7②（②+0.6③）（②-0.6③）（0.7②+③）（0.7②-③）②)+1.3④②)-1.3④4B上M18.892.30-8.25-51.5727.7618.9632.8213.3736.47-42.9991.09N873.6741.23-4.91-33.951219.861102.001110.251081.931095.691029.011117.28V-12.81-1.585.0434.38-18.84-13.35-21.82-9.87-23.9728.37-61.01下M19.552.45-8.25-51.5728.7919.9633.8214.3137.41-42.1191.97N873.6741.23-4.91-33.951219.861102.001110.251081.931095.691029.011117.28V-12.81-1.585.0434.38-18.84-13.35-21.82-9.87-23.9728.37-61.01C上M-14.96-1.25-21.32-145.61-21.42-37.61-1.80-49.0210.67-208.00170.59N1369.6082.17-9.61-66.721929.491750.481766.631710.591737.501606.091779.56V9.790.8414.2297.0714.0424.870.9832.48-7.34138.44-113.94下M-13.37-1.28-21.32-154.61-19.30-35.740.07-47.1412.55-217.81184.18N1369.6082.17-9.61-66.721929.491750.481766.631710.591737.501606.091779.56V9.790.8414.2297.0714.0424.870.9832.48-7.34138.44-113.94D上M0.120.20-24.19-165.100.36-19.8920.74-33.5234.20-214.37214.89N1043.3545.872.3115.991453.481318.181314.301300.211293.741300.331258.76V-0.11-0.1316.13110.07-0.2813.23-13.8622.31-22.84142.88-143.30下M0.220.21-24.19-165.100.50-19.7620.88-33.3934.33-214.24215.02N1043.3545.872.3115.991453.481318.181314.301300.211293.741300.331258.76V-0.11-0.1316.13110.07-0.2813.23-13.8622.31-22.84142.88-143.30E上M-4.61-0.47-10.41-71.07-6.68-14.942.56-20.578.58-98.2186.58N553.8815.1012.2284.68762.54696.06675.53696.56662.35783.80563.63V2.970.306.9447.384.319.82-1.8413.58-5.8665.34-57.85下M-4.31-0.44-10.41-71.07-6.25-14.532.96-20.188.97-97.8386.96N553.8815.1012.2284.68762.54696.06675.53696.56662.35783.80563.63V2.970.306.9447.384.319.82-1.8413.58-5.8665.34-57.8591
柱内力组合表续表5-2层柱截内①②③④1.35①+1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2（①+0.51.2（①+0.5面力SGKSQKSWKSEK1.4*0.7②（②+0.6③）（②-0.6③）（0.7②+③）（0.7②-③）②)+1.3④②)-1.3④3B上M19.552.45-8.33-54.6528.7919.8933.8914.2037.52-46.1295.98N1000.8347.43-5.32-36.431397.601262.931271.871240.031254.931182.101276.81V-13.38-1.685.5636.44-19.71-13.74-23.07-9.93-25.4830.31-64.44下M19.552.45-8.33-54.6528.7919.8933.8914.2037.52-46.1295.98N1000.8347.43-5.32-36.431397.601262.931271.871240.031254.931182.101276.81V-13.38-1.685.5636.44-19.71-13.74-23.07-9.93-25.4830.31-64.44C上M-13.37-1.28-23.53-154.30-19.30-37.601.93-50.2315.64-217.40183.78N1552.8693.55-10.83-71.582188.041985.312003.501939.951970.271826.512012.62V9.270.8915.68103.8813.3925.54-0.8033.95-9.96146.70-123.39下M-13.37-1.28-23.53-154.30-19.30-37.601.93-50.2315.64-217.40183.78N1552.8693.55-10.83-71.582188.041985.312003.501939.951970.271826.512012.62V9.270.8915.68103.8813.3925.54-0.8033.95-9.96146.70-123.39D上M0.220.21-26.68-174.960.50-21.8522.97-36.8837.82-227.06227.84N1190.6952.292.5717.181658.681504.191499.881483.661476.481482.541437.87V-0.15-0.1417.78116.66-0.3414.56-15.3124.58-25.21151.39-151.92下M0.220.21-26.68-174.960.50-21.8522.97-36.8837.82-227.06227.84N1190.6952.292.5717.181658.681504.191499.881483.661476.481482.541437.87V-0.15-0.1417.78116.66-0.3414.56-15.3124.58-25.21151.39-151.92E上M-4.31-0.44-11.48-75.31-6.25-15.433.86-21.6810.47-103.3492.47N639.1117.3913.5990.83879.84802.69779.87802.99764.95895.45659.29V1.970.287.6650.212.939.18-3.6813.35-8.0867.80-62.74下M-4.31-0.44-11.48-75.31-6.25-15.433.86-21.6810.47-103.3492.47N639.1117.3913.5990.83879.84802.69779.87802.99764.95895.45659.29V1.970.287.6650.212.939.18-3.6813.35-8.0867.80-62.7491
柱内力组合表续表5-2层柱截内①②③④1.35①+1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2（①+0.51.2（①+0.5面力SGKSQKSWKSEK1.4*0.7②（②+0.6③）（②-0.6③）（0.7②+③）（0.7②-③）②)+1.3④②)-1.3④2B上M19.552.45-9.07-55.6928.7919.2734.5113.1638.56-47.4797.33N1128.3153.64-5.98-37.841575.791424.041434.091398.161414.921336.961435.35V-13.38-1.686.0537.79-19.71-13.33-23.49-9.24-26.1732.06-66.19下M19.552.59-9.07-55.6928.9319.4734.7013.3038.69-47.3897.41N1128.3153.64-5.98-37.841575.791424.041434.091398.161414.921336.961435.35V-13.38-1.686.0537.79-19.71-13.33-23.49-9.24-26.1732.06-66.19C上M-13.37-1.28-25.61-157.25-19.30-39.353.67-53.1518.55-221.24187.61N1752.12104.97-11.71-74.362468.232239.662259.342189.022221.812068.862262.19V9.270.8917.07106.7113.3926.71-1.9735.90-11.90150.38-127.07下M-13.37-1.39-25.61-157.25-19.41-39.503.52-53.2618.44-221.30187.55N1752.12104.97-11.71-74.362468.232239.662259.342189.022221.812068.862262.19V9.270.8917.07106.7113.3926.71-1.9735.90-11.90150.38-127.07D上M0.220.21-29.04-178.120.50-23.8324.95-40.1841.12-231.17231.95N1338.0358.712.8217.841863.881690.201685.461667.121659.231664.051617.67V-0.15-0.1419.36121.00-0.3415.88-16.6426.78-27.42157.04-157.56下M0.570.18-29.04-178.120.95-23.4625.33-39.7941.51-230.76232.35N1338.0358.712.8217.841863.881690.201685.461667.121659.231664.051617.67V-0.15-0.1419.36121.00-0.3415.88-16.6426.78-27.42157.04-157.56E上M-4.31-0.44-12.48-76.75-6.25-16.274.70-23.0811.87-105.2194.34N724.3419.6814.8894.36997.15909.26884.26909.32867.671003.68758.35V1.970.288.3252.082.939.74-4.2414.29-9.0270.23-65.17下M-1.61-0.39-12.48-76.75-2.56-12.968.01-19.7915.16-101.9497.61N724.3419.6814.8894.36997.15909.26884.26909.32867.671003.68758.35V1.970.288.3252.082.939.74-4.2414.29-9.0270.23-65.1791
柱内力组合表续表5-2层柱截内①②③④1.35①+1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2①+1.4*1.2（①+0.51.2（①+0.5面力SGKSQKSWKSEK1.4*0.7②（②+0.6③）（②-0.6③）（0.7②+③）（0.7②-③）②)+1.3④②)-1.3④1B上M17.642.19-12.10-70.3925.9614.0734.406.3740.26-69.03113.99N1255.2659.82-7.22-43.021753.221583.991596.131554.821575.051486.281598.13V-5.99-0.747.3642.82-8.81-2.04-14.412.39-18.2248.03-63.30下M8.821.09-20.41-118.8312.98-5.0329.25-16.9240.23-143.24165.72N1255.2659.82-7.23-43.021753.221583.991596.131554.811575.061486.281598.13V-5.99-0.747.3642.82-8.81-2.04-14.412.39-18.2248.03-63.30C上M-11.80-1.12-33.53-195.06-17.03-43.8912.44-62.2031.69-268.41238.75N1943.28116.42-13.98-83.022737.522483.182506.662426.462465.602293.862509.71V4.000.3819.40112.885.7721.63-10.9732.34-21.99151.77-141.72下M-5.90-0.56-52.23-300.80-8.51-51.7336.01-80.7565.49-398.46383.62N1943.28116.42-13.98-83.022737.522483.182506.662426.462465.602293.862509.71V4.000.3819.40112.885.7721.63-10.9732.34-21.99151.77-141.72D上M0.090.10-37.38-217.400.22-31.1531.64-52.1252.53-282.45282.79N1485.5965.143.57-2.082069.381876.901870.901851.541841.551819.091824.50V-0.03-0.0520.57119.69-0.0917.18-17.3928.72-28.89155.53-155.66下M0.050.05-53.56-311.550.11-44.8745.12-74.8875.09-404.93405.10N1485.5965.143.57-2.082069.381876.901870.901851.541841.551819.091824.50V-0.03-0.0520.57119.69-0.0917.18-17.3928.72-28.89155.53-155.66E上M-4.20-0.43-15.74-91.56-6.09-18.867.58-27.5016.58-124.33113.73N809.3521.9617.63128.121114.141016.77987.161017.42968.061150.95817.84V1.430.148.4248.982.078.99-5.1513.64-9.9365.48-61.87下M-2.10-0.21-21.48-124.90-3.04-20.8615.23-32.8027.35-165.02159.72N809.3521.9617.63128.121114.141016.77987.161017.42968.061150.95817.84V1.430.148.4248.982.078.99-5.1513.64-9.9365.48-61.8791
5.3内力设计值汇总5.3.1梁内力设计值汇总，表5-3层梁BCCDDE截面12345678910Mmax36.2960.3647.8887.7248.76 45.3614.48 Mmin-25.41 -97.58-69.17 -52.95-25.02-24.95︱Vmax︱84.886.45112.4551.0819.661.6273.2514.7819.669Mmax62.2738.2717.36100.0137.28 78.3711.64 Mmin-35.05 -94.45-43.09 -94.14-20.15 -85.89︱Vmax︱150.7291.4883.2140.7540.8674.3639.9146.7973.038Mmax75.239.99 148.3537.28 112.811.78 Mmin-32.83 -117.02-44.18 -135.89-20.28 -82.7︱Vmax︱68.0521.6393.9740.7565.5999.1940.0853.2979.387Mmax106.7839.99 206.6437.28 141.0511.78 Mmin-32.83 -145.19-44.18 -170.34-20.28 -104.99︱Vmax︱68.0529.98102.3156.4391.43124.9340.0868.6194.716Mmax140.2839.99 240.537.28 165.6511.78 Mmin-32.83 -161.56-44.18 -200.17-20.28 -124.3︱Vmax︱68.2535.78108.1174.11109.11142.6147.0781.89107.985Mmax164.7637.09 256.9337.28 184.5611.09 Mmin-41.36 -169.23-38.11 -223.7-20.11 -155.49︱Vmax︱70.440.37110.6786.33121.33154.8362.4596.76123.364Mmax16532.85 268.8137.28 199.899.96 Mmin-50.51 -176.07-33.44 -243.14-19.73 -186.17︱Vmax︱72.4344.14112.6995.87130.87164.3776.7110.08137.613Mmax172.0834.5 286.7837.28 213.339.68 Mmin-47.38 -184.62-33.58 -259.71-19.66 -199.62︱Vmax︱71.847.36116.46105.42140.41173.9184.92118.08145.832Mmax177.4334.5296.9937.28221.069.68 Mmin-47.38 -189.47-33.58 -269.15-19.66 -207︱Vmax︱71.849.19118.29110.86145.86179.3689.51112.67150.421Mmax198.7933.59 333.6337.28 245.710.06 Mmin-48.56 -207.29-34.86 -299.23-19.72 -227.41︱Vmax︱71.9255.93124.93128.85163.85197.35133.12166.56194.0491
5.3.2柱内力设计值汇总，柱内力设计值汇总表表5-4楼层柱截面︱M︱maxNNmaxMNminMVMNMNMN10B上43.6186.4429.54204.197.78173.5413.94下34.22186.4422.48204.194.79173.54C上-78.15286.33-25.32340.6-78.15286.3346.39下-58.65286.33-14.78340.6-58.65286.33D上62.48223.012.25258.7962.48223.0137.51下50.05223.010.66258.7950.05223.01E上-25.6109.95-25.6109.9517.4476.3815.66下-61.37109.95-61.37109.9553.8176.389B上43.07340.5818.17371.48-11.63313.6228.96下43.82340.5819.03371.48-10.83313.62C上-72.12505.67-17.14606.95-72.12505.6765.62下-70.21505.67-15.25606.95-70.21505.67D上93.3384.231.18429.62-91.25372.3762.17下93.22384.231.08429.62-91.33372.37E上-35.84233.8-35.84233.829.81140.2223.91下-35.9233.8-35.9233.829.75140.228B上53.74495.5219.03538.39-20.8452.2534.86下53.57495.5218.74538.39-20.98452.25C上-129.6720.49-15.25870.98-129.6720.4985.47下-129.46720.49-15.02870.98-129.46720.49D上126.67564.111.08654.62126.67564.1184.21下125.97564.110.32654.62125.97564.11E上-47.83335.99-47.83335.9941.65229.4232.56下-47.83335.99-47.83335.9941.61229.427B上62.4650.6519.03705.3-29.46590.6940.63下62.23650.6518.74705.3-29.63590.69C上-153.99934.6-12.241135.01-153.99934.6103.5下-156.52934.6-15.021135.01-156.52934.6D上155.92727.921.08852.62155.92727.92103.71下155.22727.920.32852.62155.22727.92E上-58.19447.01-58.19447.0152.05309.7839.51下-58.23447.01-58.23447.0152.01309.786B上89.84803.2319.03872.23-56.9731.6845.58下86.93803.2315.66872.23-59.81731.68C上-117.161154.75-12.241399.65-117.161154.75118.96下-177.011154.75-12.011399.65-177.011154.75D上182.27897.731.081050.62182.27897.73120.41下181.58897.730.321050.62181.58897.73E上-67.1555.98-67.1555.9860.95390.245.43下-69.22555.98-69.22555.9858.84390.291
柱内力设计值汇总表续表5-4楼层柱截面︱M︱maxNNmaxMNminMVMNMNMN5B上89.64956.6332.271041.47-33.71875.959.18下87.96956.6330.121041.47-35.45875.9C上-193.411376.05-22.111660.72-193.411376.05128.42下-191.871376.05-20.331660.72-191.871376.05D上198.871074.611.611248.02198.871074.61132.25下198.291074.610.881248.02198.291074.61E上-87.53667.05-87.53667.0582.48473.5358.99下-89.43667.05-89.43667.0580.59473.534B上91.091117.2827.261219.86-42.991092.0161.01下91.571117.2828.791219.86-42.111092.01C上-2081606.09-21.421929.49-2081606.09138.44下-2171606.09-19.31929.49-2171606.09D上214.891258.760.361453.48214.891258.76-143.3下215.021258.760.51453.48215.021258.76E上-98.21783.8-98.21783.886.58563.6365.34下-97.83783.8-97.83783.886.96563.633B上95.981276.8128.791397.6-46.121182.164.44下95.981276.8128.791397.6-46.121182.1C上-217.41826.51-19.32188.04-217.41826.51146.7下-217.41826.51-19.32188.04-217.41826.51D上227.841437.870.51658.68227.841437.87151.92下227.841437.870.51658.68227.841437.87E上-103.34895.45-103.34895.4592.47659.2967.8下-103.34895.45-103.34895.4592.47659.292B上97.331435.3528.791575.79-47.471336.9666.19下97.411435.3528.931575.79-47.381336.96C上-221.242068.86-19.32468.23-221.242068.86150.38下-221.32068.86-19.412468.23-221.32068.86D上231.951617.670.51863.88231.951617.67157.56下232.351617.670.951863.88232.351617.67E上-105.211003.68-105.211003.6894.34758.3570.23下-101.941003.68-101.941003.6897.61758.351B上113.991598.1325.961753.22-69.031486.2863.3下165.721598.1325.961753.22-143.241486.28C上-268.412293.86-17.032737.52-268.412293.86151.77下-398.462293.86-8.512737.52-398.462293.86D上282.791824.50.222069.38-282.451819.09155.66下405.11824.50.112069.38-404.931819.09E上-124.331150.95-124.331150.95113.73817.8465.48下-165.021150.95-165.021150.95159.72817.8491
6.梁柱截面设计6.1梁截面设计6.1.1正截面受弯承载力计算①混凝土强度等级选用C30，fc=14.3N/mm2，ft=1.43N/mm2。纵向受力钢筋选用HRB335（fy=f’y=300N/mm2），箍筋选用HRB235（fy=f’y=210N/mm2）。梁的截面尺寸为250×500，200×400两种，则h01=500-35=465mm，h02=400-35=365mm。①构造要求：⑴混凝土受弯梁承载力抗震调整系数γRE=0.75。⑵二级抗震设防要求，框架梁的混凝土受压区高度x≤0.35h0则x1≤0.35h01=0.35×465=162.75mm。x2≤0.35h02=0.35×365=127.75mm。⑶梁内纵向受拉钢筋最小配筋率；支座：0.3%×250×465=348.75mm2﹤(65×1.43/300)%×250×465=360.18mm20.3%×200×365=219mm2﹤(65×1.43/300)%×200×365=226.17mm2所以：As1min=360.18mm2As2min=226.17mm2跨中：0.25%×250×465=290.62mm2﹤(55×1.43/300)%×250×465=304.77mm20.25%×200×365=182.5mm2﹤(55×1.43/300)%×200×365=191.38mm2所以：As1min=304.77mm2As2min=191.38mm2③箍筋的配箍率箍筋的配筋率ρsvmin=0.24×ft/fyv=0.24×1.43/210=0.16%④当梁下部受拉时，按T形截面控制。当梁上部受拉时，按矩形截面设计。以第10层BC跨框架梁（b×h=250㎜×500㎜）为例来说明框架梁的截面设计。从梁的内力组合表中选取梁的最不利内力如下：左支座：Mmax=36.29Mmin=-25.41跨中：Mmax=60.36Mmin=—右支座：Mmax=47.28Mmin=-97.58⑴跨中：跨中梁下部受拉，按T形截面设计。翼缘计算宽度①按跨度考虑时，b’f=l/3=5.6/3=1.87m=1870mm②当按梁肋净跨考虑时，b’f=b+Sn=250+(3900-150-100)=3000mm；③当按按翼缘厚度考虑时，h0=465mm,h’f/h0=100/465=0.0.465>0.1,此种情况不起控制作用。综上，取b’f=1870mm。考虑抗震承载力调整系数γRE=0.75，弯矩设计值为0.75×60.36=45.27kN•m因为91
故属于第一类T型截面，﹤0.550.996As=325.93mm2﹥As1min=304.77mm2故配筋216As=402mm2⑵左支座：将下部截面的216钢筋深入支座，作为支座负弯矩作用下的受压钢筋（A’s=402mm2）,再计算相应的受拉钢筋As。考虑抗震承载力调整系数，弯矩设计值为0.75×25.41=19.06kN•m。，说明A’s富余，且达不到屈服，可以近似取As=A’s+As2=549mm2而Asmin=360.18mm2，故配筋316，As=603mm2⑶右支座：将下部截面的216钢筋深入支座，作为支座负弯矩作用下的受压钢筋（A’s=402mm2）,再计算相应的受拉钢筋As。考虑抗震承载力调整系数，弯矩设计值为0.75×97.58=73.19kN•m。，﹤0.55As=As2+A’s=153+402=555mm2而Asmin=360.18mm2，故配筋316，As=603mm2其它梁的配筋计算可利用《混凝土结构计算图表》逐一查表计算，见表6-16.1.2梁斜截面承载力设计承载力抗震调整系数γRE=0.85。箍筋用HPB235级钢筋，以第10层BC跨梁为例，①设计剪力取V=112.45×0.85=95.58kN91
②验算截面尺寸l0/h=5.6/0.5=11.2＞2.5，故故由=0.2×1.0×14.3×250×465×=332.48kN＞95.58kN可知，截面尺寸满足要求③验算是否需按计算配置箍筋=0.7×1.0×1.43×250×465×=116.37kN＞95.58kN故不需要按计算配箍，只须按构造要求配置箍筋即可；④按构造要求配置箍筋最小配筋率=0.21×1.43/210=0.14%选取Φ8@200的双肢箍=2×78.5/（250×200）=0.2%＞满足要求。梁端箍筋加密区取2肢Φ8@100，其它梁的配筋计算可根据最不利组合内力,利用《混凝土结构计算图表》逐一查表计算。见表6-1梁截面配筋计算表表6-1层截面MmaxMmin︱V︱计算As计算As′钢筋选用实际As箍筋选用10127.21-19.0695.58 549402316603梁端加密区取2Φ8@100非加密区取2Φ8@200245.27 325 216402335.91-73.19555402316603465.79-51.8852.38 881496216+218911536.57 3102185096 -39.71816509216+218911734.02-18.77 62.26547402316603810.86 140 2164029 -18.715474023166039146.7-26.29 128.11548345316603228.7 195 216402313.02-70.84550402316603475.01-32.22 63.21815566216+218911527.96 193 3166036 -70.61815603216+218911758.78-15.11 62.0855543831660388.73 140 2185099 -64.42555 316603梁截面配筋计算表续表6-191
8156.4-24.62 79.87606416318763梁端加密区取2Φ8@100非加密区取2Φ8@200229.99 203 3166033 -87.77680 3187634111.26-33.14 84.3111188624201256527.96 193 3187636 -101.92790 320941784.6-15.21 67.4776064331876388.84 140 3187639 -62.03481 3187637180.09-24.62 86.96813607320941229.99 203 2206283 -108.89844 3209414154.98-33.14 106.19150412484221520527.96 193 42012566 -127.76990 41810177105.79-15.21 80.501063946322114088.84 140 3209419 -78.74610 322114061105.21-24.62 91.8911369454201256229.99 203 3209413 -121.17939 42012564180.38-33.14 121.22175414983281847527.96 193 32514736 -150.131162 32818477124.24-15.2191.781097980.45322114088.84140322114010-93.23722′322114051123.57-31.02 94.071216976.894201256227.82 192 41810173 -126.92983 41810174192.7-28.58 131.611826 3281847527.96 193 22812326 -167.781300 32818477138.42-15.08 104.8611621045420125688.32 140 3209419 -116.62904 420125641123.75-37.88 95.7912709774221520224.66 140 32211403 -132.051023 42215204201.61-25.08 139.71188316894251964527.96 193 32514736-182.361413425196491
梁截面配筋计算表续表6-16 -182.361413 4251964梁端加密区取2Φ8@100非加密区取2Φ8@2007149.92-14.8 116.9713151201422152087.47 32211409 -139.631082 422152031129.06-35.54 98.99129610214221520225.88 140 32211403 -138.471073 42215204215.09-25.19 147.82188618414251964527.96 193 32514736 -194.781509 42519647160-14.75 123.8213541240422152087.26 140 32211409 -149.721160 422152021133.07-35.54 100.56134010654221520225.88 140 32211403 -142.11101 42215204222.74-25.19 152.46211019154251964527.96 193 32514736 -201.861564 42519647165.8-14.75 127.8614641350422152087.26 140 32211409 -155.251203 422152011149.09-36.42106.19148212004221520225.19 140 32211403 -155.471205 42215204250.22-26.15167.75246222154282463527.96 193 32819646 -224.421739 42824637184.28-14.79164.9316471533328196487.55 140 22812329 -170.561322 32819646.2柱截面设计1．已知条件混凝土采用C30，fc=14.3N/mm2，ft=1.43N/mm2，纵向受力钢筋选用HRB400（fy=f’y=360N/mm2），箍筋选用HRB235（fy=f’y=210N/mm2）。柱的截面尺寸：边柱（1—5）层为400×400，边柱（6—10）层为300×300。中柱（1—5）层为500×500，边柱（6—10）层为400×400。2．构造要求1）抗震调整系数γRE=0.8091
2）二级抗震设防要求，框架柱纵筋最小配筋百分率应满足：0.8%则边柱：As1min=0.008×400×360=1152mm2，As2min=0.008×300×260=624mm2中柱：As1min=0.008×500×460=1840mm2，As2min=0.008×400×360=1152mm23．剪跨比和轴压比验算剪跨比宜大于2，二级框架轴压比应小于0.86.2.1柱正截面承载力计算，见表6-2计算要点：①，，当ξ＜ξb时为大偏心受压柱；当ξ＞ξb时为小偏心受压柱。②ea取20mm和h/30两者中的较大值。③当ei/h0≥0.3时，ζ1=1.0；当ei/h0＜0.3时，ζ1=0.2+2.7ei/h0且≤1.0。④柱计算长度底层乘以系数1.0，其它层乘以系数1.25。⑤l0/h≤15时，ζ2=1.0；l0/h>15时，ζ2=1.15-0.01l0/h且≤1.0。⑥，当l0/h≤5时，可取η=1.0⑦ξ≤2αS/h0，；ξ＞2αS/h0，6.2.2柱斜截面承载力计算，见表6-3计算要点：①框架柱斜截面计算时的抗震调整系数为γRE=0.85。②当λ＜1时，取λ=1；当λ＞3时，取λ=3。③时截面满足要求。④当N≤0.3fcA时取实际值计算；当N＞0.3fcbh时取0.3fcbh计算。⑤时按构造配箍，否则按计算配箍。⑥箍筋加密区长度底层柱根部取2000mm，其他端部取为1000。91
柱截面配筋计算表表6-2B柱10层9层8层7层6层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)43.629.547.7843.0719.0311.6353.7419.0320.962.419.0329.6389.8419.0359.81N(KN)186.44204.19173.54340.58371.48313.62495.52538.39452.25650.65705.3590.69803.23872.23731.68ξ0.130.150.120.240.270.220.360.390.320.470.510.420.580.630.52大小偏心大大大大大大大大大大大大小小小e0=M/N(mm)292.32144.6744.83126.4651.2337.08108.4535.3546.2195.9026.9850.16111.8521.8281.74ea(mm)202020202020202020202020202020ei=e0+ea(mm)312.32164.6764.83146.4671.2357.08128.4555.3566.21115.9046.9870.16131.8541.82101.74ei/h01.200.630.250.560.270.220.490.210.250.450.180.270.510.160.39ζ11.001.001.001.001.001.001.001.001.001.001.001.001.000.921.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.753.753.753.75l0/h12.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.50ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.091.181.451.201.411.511.231.521.441.251.621.411.221.641.292aS"/h00.270.270.270.270.270.270.270.270.270.270.270.270.270.270.27e(mm)341.34193.6993.85175.48100.2586.10157.4784.3695.23144.9276.0099.18160.9168.58130.76AS=AS"(mm2)642.82399.48164.51603.68376.15272.76<0<0<0<0<0<0<0<0<0实配钢筋318318216216216面积(mm2)763.00763.00402.00402.00402.0091
柱截面配筋计算表续表6-2B柱5层4层3层2层1层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)89.6432.2735.4591.5728.7942.9995.9828.7946.1297.4128.7947.47165.7225.96143.24N(KN)956.631041.47875.901117.281219.861092.011276.811397.601182.101435.351575.791336.961598.131753.221486.28ξ0.370.400.340.430.470.420.500.540.460.560.610.520.620.680.58大小偏心大大大大大大大小大小小小小小小e0=M/N(mm)117.1338.7350.59102.4529.5049.2193.9625.7548.7784.8322.8444.38129.6218.51120.47ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)137.1358.7370.59122.4549.5069.21113.9645.7568.77104.8342.8464.38149.6238.51140.47ei/h00.380.160.200.340.140.190.320.130.190.290.120.180.420.110.39ζ11.001.001.001.001.001.001.001.001.001.000.911.000.890.820.96l0(m)3.753.753.753.753.753.753.753.753.753.753.753.754.424.424.42l0/h9.389.389.389.389.389.389.389.389.389.389.389.3811.0511.0511.05ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.161.381.321.181.461.331.201.491.331.211.481.351.191.671.222aS"/h00.220.220.220.220.220.220.220.220.220.220.220.220.220.220.22e(mm)159.7381.3393.19145.0572.1091.81136.5768.3591.37127.3563.3586.98177.7164.12170.68AS=AS"(mm2)﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0实配钢筋318318318318318面积(mm2)763.00763.00763.00763.00763.0091
柱截面配筋计算表续表6-2C柱10层9层8层7层6层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)78.1525.3278.1572.1217.1472.17129.6015.25129.60156.9215.02156.52117.1612.24117.16N(KN)286.33340.60286.33505.67606.95505.67720.49870.98720.49934.601135.01934.601154.751399.651154.75ξ0.110.130.110.200.240.200.280.340.280.360.440.360.450.540.45大小偏心大大大大大大大大大大大大大小大e0=M/N(mm)341.1792.92341.17178.2835.30178.40224.8521.89224.85209.8816.54209.34126.8210.93126.82ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)361.17112.92361.17198.2855.30198.40244.8541.89244.85229.8836.54229.34146.8230.93146.82ei/h01.000.311.000.550.150.550.680.120.680.640.100.640.410.090.41ζ11.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.753.753.753.75l0/h9.389.389.389.389.389.389.389.389.389.389.389.389.389.389.38ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.061.201.061.111.411.111.091.541.091.101.621.101.151.731.152aS"/h00.220.220.220.220.220.220.220.220.220.220.220.220.220.220.22e(mm)383.77135.52383.77220.8877.90221.00267.4564.49267.45252.4859.14251.94169.4253.53169.42AS=AS"(mm2)763.09320.55763.09775.64328.34776.07<0<0<0<0<0<0<0<0-880.69实配钢筋416416416416416面积(mm2)804.00804.00804.00804.00804.0091
柱截面配筋计算表续表6-2C柱5层4层3层2层1层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)193.4122.11193.41217.0021.42217.00217.0019.30217.40221.3019.41221.30398.4617.03398.46N(KN)1376.051660.721376.051606.091929.491376.051826.512188.041826.512068.862468.232068.862293.862737.522293.86ξ0.330.400.330.390.470.330.440.530.440.500.600.500.560.670.56大小偏心大大大大大大大大大大小大小小小e0=M/N(mm)175.6916.64175.69168.8913.88197.12148.5111.03148.78133.719.83133.71217.137.78217.13ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)195.6936.64195.69188.8933.88217.12168.5131.03168.78153.7129.83153.71237.1327.78237.13ei/h00.430.080.430.410.070.470.370.070.370.330.060.330.520.060.52ζ11.001.001.001.001.001.001.001.001.001.000.911.000.970.820.97l0(m)3.753.753.753.753.753.753.753.753.753.753.753.754.424.424.42l0/h7.507.507.507.507.507.507.507.507.507.507.507.508.848.848.84ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.091.501.091.101.551.091.111.601.111.121.561.121.111.751.112aS"/h00.170.170.170.170.170.170.170.170.170.170.170.170.170.170.17e(mm)214.1855.12214.18207.3752.36235.60186.9949.51187.26172.1946.56172.19262.1448.73262.14AS=AS"(mm2)<0<0<0<0<0<0<0<0<0<0<0<0<0<0<0实配钢筋418418418418418面积(mm2)1017.001017.001017.001017.001017.0091
柱截面配筋计算表续表6-2D柱10层9层8层7层6层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)62.482.2562.4893.301.1891.33126.671.08126.67155.921.08155.92182.271.08182.27N(KN)223.01258.79223.01384.23429.62372.37564.11654.62564.11727.92852.62727.92897.731050.62897.73ξ0.090.100.090.150.170.140.220.250.220.280.330.280.350.410.35大小偏心大大大大大大大大大大大大大大大e0=M/N(mm)350.2110.87350.21303.533.43306.58280.692.06280.69267.751.58267.75253.791.28253.79ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)370.2130.87370.21323.5323.43326.58300.6922.06300.69287.7521.58287.75273.7921.28273.79ei/h01.030.091.030.900.070.910.840.060.840.800.060.800.760.060.76ζ11.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.753.753.753.75l0/h9.389.389.389.389.389.389.389.389.389.389.389.389.389.389.38ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.061.731.061.071.971.071.082.031.081.082.051.081.082.061.082aS"/h00.220.220.220.220.220.220.220.220.220.220.220.220.220.220.22e(mm)392.8353.49392.83346.1546.06349.21323.3144.69323.31310.3744.21310.37296.4243.91296.42AS=AS"(mm2)608.3796.13608.37923.63137.41903.02<0<0<0<0<0<0<0<0<0实配钢筋318418318318318面积(mm2)763.001017.00763.00763.00763.0091
ρS(%) 柱截面配筋计算表续表6-2D柱5层4层3层2层1层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)198.871.61198.87215.020.50215.02227.840.50227.84232.350.95232.35405.100.22404.93N(KN)1074.611248.021074.611258.761453.481258.761437.871658.681437.871617.671863.881617.671824.502069.381819.09ξ0.260.300.260.310.350.310.350.400.350.390.450.390.440.500.44大小偏心大大大大大大大大大大大大大大大e0=M/N(mm)231.331.61231.33213.520.43213.52198.070.38198.07179.540.64179.54277.540.13278.25ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)251.3321.61251.33233.5220.43233.52218.0720.38218.07199.5420.64199.54297.5420.13298.25ei/h00.550.050.550.510.040.510.470.040.470.430.040.430.650.040.65ζ11.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.754.424.424.42l0/h7.507.507.507.507.507.507.507.507.507.507.507.508.848.848.84ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.071.861.071.081.901.081.081.911.081.091.901.091.092.281.092aS"/h00.170.170.170.170.170.170.170.170.170.170.170.170.170.170.17e(mm)269.8140.09269.81252.0138.91252.01236.5538.86236.55218.0239.12218.02323.2245.81323.93AS=AS"(mm2)<0<0<0<0<0<0<0<0<0<0<0<0<0<0<0实配钢筋41841841841841891
面积(mm2)1017.001017.001017.001017.001017.00ρS(%) 柱截面配筋计算表续表6-2E柱10层9层8层7层6层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)61.3761.3753.8135.9035.9029.8147.8347.8341.6558.2358.2352.0569.2269.2260.95N(KN)109.95109.9576.38233.80233.80140.22335.99335.99229.42447.01447.01309.78555.98555.98390.20ξ0.100.100.070.210.210.130.300.300.210.400.400.280.500.500.35大小偏心大大大大大大大大大大大大大大大e0=M/N(mm)558.16558.16704.50153.55153.55212.59142.36142.36181.54130.27130.27168.02124.50124.50156.20ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)578.16578.16724.50173.55173.55232.59162.36162.36201.54150.27150.27188.02144.50144.50176.20ei/h02.222.222.790.670.670.890.620.620.780.580.580.720.560.560.68ζ11.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.753.753.753.75l0/h12.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.50ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.051.051.041.171.171.121.181.181.141.191.191.151.201.201.162aS"/h00.310.310.310.310.310.310.310.310.310.310.310.310.310.310.31e(mm)607.18607.18753.52202.57202.57261.61191.37191.37230.56179.28179.28217.04173.52173.52205.22AS=AS"(mm2)842.92842.92726.69597.98597.98463.17811.86811.86667.87<0<0<0<0<0<091
实配钢筋418418418216216面积(mm2)1017.001017.001017.00402.00402.00柱截面配筋计算表续表6-2E柱5层4层3层2层1层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)89.4389.4382.4898.2198.2186.96103.34103.4492.47105.21105.2197.61165.02165.02159.72N(KN)667.05667.05473.53783.80783.80563.63895.45895.45659.291003.681003.68758.351150.951150.95817.84ξ0.320.320.230.380.380.270.430.430.320.490.490.370.560.560.40大小偏心大大大大大大大大大大大大小小大e0=M/N(mm)134.07134.07174.18125.30125.30154.29115.41115.52140.26104.82104.82128.71143.38143.38195.29ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)154.07154.07194.18145.30145.30174.29135.41135.52160.26124.82124.82148.71163.38163.38215.29ei/h00.590.590.750.560.560.670.520.520.620.480.480.570.630.630.83ζ11.001.001.001.001.001.001.001.001.001.001.001.000.990.991.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.754.424.424.42l0/h9.389.389.389.389.389.389.389.389.389.389.389.3811.0511.0511.05ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.111.111.081.111.111.091.121.121.101.131.131.111.141.141.112aS"/h00.220.220.220.220.220.220.220.220.220.220.220.220.220.220.22e(mm)170.39170.39210.50161.62161.62190.61151.73151.84176.58141.15141.15165.04185.92185.92237.97AS=AS"(mm2)<0<0<0<0<0<0<0<0<0<0<0<0<0<0<091
实配钢筋318318318318318面积(mm2)763.00763.00763.00763.00763.0091
柱斜截面配筋计算表6-3B柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)5.775.775.775.775.774.174.174.174.176.14γREVC(KN)11.8524.6229.6334.5438.7450.3051.8654.7756.2653.810.2fcbh0(KN)223.08223.08223.08223.08223.08411.84411.84411.84411.84411.84截面是否满足要求满足满足满足满足满足满足满足满足满足满足 17.3017.3017.3017.3017.3041.8241.8241.8241.8230.280.3fcbh(KN)334.62334.62334.62334.62334.62617.76617.76617.76617.76617.76N(KN)204.19371.48538.39705.3872.231041.471219.861397.61575.791753.220.056N11.4320.8030.1539.5048.8458.3268.3178.2788.2498.18 +0.056N28.7338.1047.4556.8066.14100.14110.13120.09130.06128.46(ASV)/s<0<0<0<0<0<0<0<0<0<0实配箍筋加密区4Ф8@1004Ф8@1004Ф8@1004Ф8@1004Ф8@1004Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф10@100非加密区4Ф8@1504Ф8@1504Ф8@1504Ф8@1504Ф8@1504Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф10@150C柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)4.174.174.174.174.173.263.263.263.264.80γREVC(KN)39.4355.7872.6587.98101.12109.16117.67124.70127.82129.000.2fcbh0(KN)411.84411.84411.84411.84411.84657.80657.80657.80657.80657.80截面是否满足要求满足满足满足满足满足满足满足满足满足满足 41.8241.8241.8241.8241.8281.0781.0781.0781.0759.540.3fcbh(KN)617.76617.76617.76617.76617.76986.70986.70986.70986.70986.70N(KN)340.06606.95870.981135.011199.651660.721929.492188.042468.232737.520.056N19.0433.9948.7763.5667.1893.00108.05122.53138.22153.30 +0.056N60.8675.8190.59105.38109.00174.07189.12203.60219.29212.84(ASV)/s<0<0<0<0<0<0<0<0<0<0实配箍筋 加密区4Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф12@1004Ф12@1004Ф12@1004Ф12@1004Ф12@100非加密区4Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф12@1504Ф12@1504Ф12@1504Ф12@1504Ф12@15091
柱斜截面配筋计算续表6-3D柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)4.174.174.174.174.173.263.263.263.264.80γREVC(KN)31.8852.8471.5888.15102.35112.41121.81129.81133.93132.310.2fcbh0(KN)411.84411.84411.84411.84411.84657.80657.80657.80657.80657.80截面是否满足要求满足满足满足满足满足满足满足满足满足满足 41.8241.8241.8241.8241.8281.0781.0781.0781.0759.540.3fcbh(KN)617.76617.76617.76617.76617.76986.70986.70986.70986.70986.70N(KN)258.79429.62654.62852.621050.621248.021453.481658.681863.882069.380.056N14.4924.0636.6647.7558.8369.8981.3992.89104.38115.89 56.3165.8878.4889.57120.06150.96162.46173.96185.45175.43(ASV)/s<0<0<0<0<0<0<0<0<0<0实配箍筋加密区4Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф12@1004Ф12@1004Ф12@1004Ф12@1004Ф12@100非加密区4Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф12@1504Ф12@1504Ф12@1504Ф12@1504Ф12@150E柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)5.775.775.775.775.774.174.174.174.176.14γREVC(KN)13.3120.3227.6833.5838.6250.1455.5457.6359.7055.660.2fcbh0(KN)223.08223.08223.08223.08223.08411.84411.84411.84411.84411.84截面是否满足要求满足满足满足满足满足满足满足满足满足满足 17.3017.3017.3017.3017.3041.8241.8241.8241.8230.280.3fcbh(KN)334.62334.62334.62334.62334.62617.76617.76617.76617.76617.76N(KN)109.95233.80335.90447.01555.98667.05783.80895.451003.681150.950.056N6.1613.0918.8125.0331.1337.3543.8950.1556.2164.45 +0.056N23.4630.3936.1142.3348.4379.1785.7191.9798.0394.73(ASV)/s<0<0<0<0<0<0<0<0<0<0实配箍筋加密区4Ф8@1004Ф8@1004Ф8@1004Ф8@1004Ф8@1004Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф10@100非加密区4Ф8@1504Ф8@1504Ф8@1504Ф8@1504Ф8@1504Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф10@15091
6.3现浇板计算按弹性理论计算，选定标准层计算单元（12—14轴线）区域进行计算。板厚h=100㎜，混凝土泊松比取0.2恒载设计值g=1.2×3.55=4.26kN/㎡，活荷载设计值q=1.4×1.5=2.1kN/㎡.g＋g/2=4.26+2.1/2=5.31kN/㎡.q/2=1.05kN/㎡g+g=6.36kN/㎡跨中最大弯矩值为当内支座固定时在g＋g/2作用下的跨中弯矩值与内支座绞支时在q/2作用下的跨中弯矩值之和。支座最大负弯矩为当内支座固定时g+g作用下的支座弯矩。根据不同情况，将所选区域分为A，B，C三种区格板。如图6.1图6.1按弹性理论计算的弯矩值区格项目ABCL01(m)3.93.63.3L02(m)5.63.93.9L01/L020.6960.9230.846M1（0.0351+0.2×0.0092）×5.31×3.92+（0.0688+0.2×0.0294）×1.05×3.92=4.18（0.02+0.2×0.0168）×5.31×3.62+（0.0435+0.2×0.0361）×1.05×3.62=2.30(0.0291+0.2×0.0137)×5.31×3.32+（0.051+0.2×0.0347）×1.05×3.32=2.5M2(0.0092+0.2×0.0351)×5.31×（0.0168+0.2×0.02）×5.31×3.62（0.0137+0.2×0.0291）×5.31×91
3.92+（0.0294+0.2×0.0688）×1.05×3.92=2.0+（0.0361+0.2×0.0435）×1.05×3.62=2.043.32+（0.0347+0.2×0.051）×1.05×3.32=1.64M1ˊ-0.0777×6.36×3.92=-7.52-0.0571×6.36×3.62=-4.71-0.0695×6.36×3.32=-4.81M1ˊˊ0-4.71-4.81M2ˊ-0.0573×6.36×3.92=-5.54-0.0535×6.36×3.62=-4.41-0.0567×6.36×3.32=-3.93M2ˊˊ-5.54-4.410假定选用8钢筋，则L01方向跨中截面的h01=81mm,L02方向跨中截面的h02=73mm，支座截面的h0=81mm。楼盖周边未设圈梁，故只能将区格A的跨中弯矩及B—B支座弯矩减少20%。其余不折减。为便于计算，近似取γ=0.95。As=M/0.95h0fy.截面配筋计算结果及实际配筋列于下表6-4。板配筋计算表表6-4项目截面h0(mm) M(KN*m) As(mm2)配筋 实有As(mm2) 跨中A L01方向814.18258.678@180 279 L02方向732.00141.208@250 201B L01方向811.84113.868@250 201 L02方向731.63115.228@250 201C L01方向812.50154.71 8@250 201 L02方向731.64115.788@ 201支座 A-A81-6.02372.29 8@130 387B-B81-4.71291.47 8@170 296C-C81-4.48277.30 8@180 279A-C81-3.93243.20 8@200 251B-C81-5.54342.83 8@140 3596.4现浇楼梯计楼梯间层高3.0m,踏步尺寸150㎜×280㎜，采用混凝土强度等级C30，板采用钢筋HPB235，梁纵筋采用HPB335.级楼梯上均布荷载标准值q=2.5KN/㎡。91
6.4.1梯段板设计取板厚h=100mm,板倾斜度tgα=150/280=0.536,cosα=0.8816.4.1.1荷载计算梯段板的荷载计算列于表。恒荷载分项系数为1.2，活荷载分项系数为1.4。总荷载设计值P=1.2×6.04+1.4×2.5=10.748KN/m梯段板荷载计算荷载种类荷载标准值(KN/m)恒载水磨石面层(0.3+0.15)×0.65/0.3=0.98三角形踏步0.3×0.15×25/(2×0.3)=1.88斜板0.1×25/0.881=2.84板底抹灰0.02×17/0.894=0.38小计6.08活荷载2.56.4.1.2截面设计板水平计算跨度ln=2.52m,弯矩设计值M=6.83KN*m,板的有效高度h0=100-20=80mm，91
选配Ф8@110，As=457mm2.分布筋每级踏步1根Ф8。6.4.2．平台板设计取平台板厚h=80mm，按1m宽板带计算。6.4.2.1荷载计算平台板的荷载计算列于下表。总荷载设计值P=2.99×1.2+2.5×1.4=7.09kN/m平台板荷载计算荷载种类荷载标准值(KN/m)恒载水磨石面层0.6580厚混凝土板0.08×25=2.0板底抹灰0.02×17=0.34小计2.99活荷载2.56.4.2.2截面设计板的计算跨度l=1.5m.弯矩设计值M=kN*m板的有效高度h0=80-20=60mm，选配Ф6@200，As=141mm2。6.4.3平台梁设计设平台梁截面尺寸为b×h=250×300mm6.4.3.1荷载计算平台梁的荷载计算见表。荷载设计值p=11.64×1.2+5.03×1.4=21.01kN/m平台梁荷载计算荷载种类荷载标准值(kN/m)水磨石面层0.25×（0.3-0.08）×25=1.3891
恒载梁侧粉刷0.02×（0.3-0.08）×2×17=0.18平台板传来2.74×1.5/2=2.47楼段板传来6.04×2.52/2=7.61小计11.64活荷载2.5×（2.52/2+1.5/2）=5.036.4.3.2截面设计计算跨度l0=1.05×(2.6-0.24)=2.478m弯矩设计值M=KN*m剪力设计值V=KN截面按倒L形计算，bf=b+5hf=250+400=650,梁的有效高度h0=300-35=265mm.经判别属于第一类T形截面，梁内纵向受拉钢筋最小配筋率；0.3%×250×300=225mm2﹤(65×1.43/300)%×250×265=205mm2As=131mm2﹤As1min=225mm2故按构造配筋214As=308mm2配置Ф6@200箍筋，则斜截面受剪承载力=0.7×1.43×250×265+1.25×210×265×56.6/200=85.99KN﹥27.378KN满足要求故平台梁纵筋选用214As=308mm2，箍筋配置Ф6@2007基础设计基础类型采用混凝土预制桩基础。91
7.1边柱基础计算7.1.1荷载最不利组合边柱B.E设计为同一大小基础；最不利组合取轴力最大，即M=25.96KN·m,N=1753.22KN,V=63.3KN7.1.2基本尺寸与桩数确定暂取承台高度为0.8m，埋深1.42m，桩径采用350×350mm，均采用C30混凝土。配置HRB335级钢筋。桩有效长度为20m，进入持力层1.3+20-19.7=1.6m。单桩承载力标准值：=3000×0.35×0.35+0.35×4（25×1.0+15×6.5+40×10+60×2.5）=1309KN特征值：Ra=1309/2=654.5KN所需桩数：n=1.1×1753.22/654.5=2.95，选用4根桩边桩中心至承台边缘取d=350mm桩距取3d=1050mm.桩布置如下图7.1（单位：m）图7.1承台尺寸为1750mm×1750mm7.1.3桩顶作用效应计算单桩承载力设计值：91
在弯矩作用下满足要求。7.1.4承台受冲切力验算桩顶最大反力设计值Nmax=480.44kN平均反力设计值N=462.2kN桩顶净反力设计值Nmax=480.44-G/n＝480.44-23.89=456.55kN平均净反力设计值N=462.22-G/n=438.33kN因为基础底面落在冲切破坏锥体以内，故可不进行受冲切验算7.1.5承台受剪承载力计算剪跨比，取λ=0.3剪切系数﹥2Nmax=960.88kN满足要求7.1.6承台受弯承载力计算=2×480.44×（0.525-0.2）=312.29KN·m选用1214，As=1846.8mm2同理，在y方向也配置1214,As=1846.8mm291
7.2中柱基础计算7.2.1荷载最不利组合边柱C。D设计为同一大小基础；最不利组合取轴力最大，即M=17.03KN·m,N=2737.52KN,V=151.77KN7.2.2基本尺寸与桩数确定暂取承台高度为0.8m，埋深1.42m，桩径采用400×400mm，均采用C30混凝土。配置HRB335级钢筋。桩有效长度为20m，进入持力层1.3+20-19.7=1.6m。单桩承载力标准值：=3000×0.4×0.4+0.4×4（25×1.0+15×6.5+40×10+60×2.5）=1556KN特征值：Ra=1556/2=778KN所需桩数：n=1.1×2737.52/778=3.87，选用4根桩边桩中心至承台边缘取d=400mm桩距取3d=1200mm.桩布置如下图图7.2（单位：mm）图7.2承台尺寸为2000mm×2000mm7.2.3桩顶作用效应计算单桩承载力设计值：91
在弯矩作用下满足要求。7.2.4承台受冲切力验算桩顶最大反力设计值Nmax=774.38kN平均反力设计值N=715.58kN桩顶净反力设计值Nmax=774.38-G/n＝774.38-31.2=743.18kN平均净反力设计值N=715.58-G/n=684.38kN因为基础底面落在冲切破坏锥体以内，故可不进行受冲切验算7.2.5承台受剪承载力计算剪跨比，取λ=0.3剪切系数﹥2Nmax=1548.76kN满足要求7.2.6承台受弯承载力计算=2×774.38×（0.6-0.25）=542.06KN·m选用1416，As=2815.4mm2同理，在y方向也配置1416,As=2815.4mm91
7.3基础梁设计取轴线13中柱下的基础梁进行设计，其余基础梁的计算与其类似。取基础梁截面尺寸为300×600取as=45mmAsmin=0.2%×300×655=393mm2基础梁上均布荷载属于小偏心受拉构件配置220，实际As=628mm2配置214，实际As=308mm2ρsvmin=0.24×ft/fyv=0.24×1.43/210=0.16%根据构造，箍筋配置为Φ8@100。ρs=101/300/100=0.34%>ρsvmin91
结束语本次毕业设计既是对我大学四年学习成效的一次考察，也是对四年学习成果的一次提炼与升华。从开始毕业设计时不知所措到现在圆满完成设计任务，期间所学所感以及发现并改正不足之处，全部凝结于本次毕业设计的最终成果之中。本次毕业设计将我这四年来所学的知识进行了一次融会贯通，其中不仅涉及到土木工程专业方面的知识，还有：相关电脑软件的使用，如：Word、Excle、AutoCAD、PKPM等；专业规范和设计图表的分类查询；利用网络资源，与本专业前辈交流学习……可以说，整个毕业设计综合了我所学的理论知识，提高了我解决问题的能力，促进了我对电脑软件尤其是AutoCAD的进一步学习。受益的同时，我还发现了一些不足之处。知识系统方面：由于上课时是分门学习专业知识，设计初期在知识的系统运用上显得有些吃力，常出现不知从何查找依据等问题。设计内容方面：由于这是第一次系统的专业设计，初期对设计内容和方法知之甚少，使得建筑结构形式（主要是梁的布置）偏于简单，以致不能更多地发现问题、解决问题、学习知识；效率方面，由于缺乏经验以及过于追求精确，第一次设计过程中存在许多无用功，使得设计进展较缓慢。91
经历本次毕业设计，我获得了一些心得：第一，基础知识是重要的，扎实的专业理论知识就像坚实的建筑基础，是我们建造高楼大厦的先决条件；然而我们还要学以致用亲身实践，经验结合知识，经验才更可靠，知识才更牢靠。第二，在设计过程中，遇到疑问而使设计无法继续进行的情况是不可避免的，最初我常常等到答疑时间请教老师才得以解决，但后来发现这样进程被拖得很慢，便试探性地通过自己查阅资料，上网求助，多数问题都能自行解决。所以，遇到问题不可被动等待甚至消极放弃，而应敢于突破、主动解决，这样我们会收获更多。第三，交流是必要的。第四，本次毕业设计是可难可易的：难在用一种认真负责的态度完成每一步设计，易在只管套用格式和公式不求甚解。因此，我觉得我们土木人应该具备认真负责，踏实好学的行业品质。参考资料[1] 郭继武编著.建筑结构抗震设计[M].北京：中国建筑工业出版社，2002.引用71～76页[2] 霍达主著，何益斌副主编.高层建筑结构设计[M].北京：高等教育出版社，2004.引用55～78页[3] 天津大学、同济大学、东南大学主编，清华大学主审.混凝土结构（上、中册）[M].（第2版）.北京：中国建筑工业出版社，2003.引用49～169[4] 同济大学、西安建筑科技大学、东南大学、重庆建筑大学编.房屋建筑学[M].（第3版）．北京：中国建筑工业出版社，1997.引用198～220[5] 李廉锟主编.结构力学（上册）[M].（第4版）.北京：高等教育出版社，2004.引用208～223[6] 中华人民共和国建设部主编.建筑结构荷载规范[S]，02—1—10发布，02—3—1实施.北京：中国建筑工业出版社，2002.引用11～18[7] 中华人民共和国建设部主编.混凝土结构设计规范[S]，02—2—2发布，02—4—1实施.北京：中国建筑工业出版社，2002．引用16,26～28[8] 中南建筑设计院主编.混凝土结构计算图表[S]，按《混凝土结构设计规范》GB50010-2002编制.北京：中国建筑工业出版社，2002.引用39～192,419～452[9] 赵明华主编，俞晓副主编.土力学与基础工程[M].武汉:武汉理工大学出版社，2002.引用179～18191
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