中学综合实验楼毕业设计计算书

：某高校实验楼设计二零一一届土木工程专业毕业设计PAGE84PAGE83一、工程概况1、工程名称：某综合实验楼2、建筑介绍：该工程为某综合实验楼，建筑总面积约为6000平方米，主体为6层，层高3.6米，室内设计标高为±0.000，室内外高差为0.450m，设计使用年限为50年，整个建筑全为框架结构。3、工程设计使用年限：50年4、抗震设防烈度：六度5、基础类型：柱下独立基础6、地质条件：经地质勘察部门确定，此建筑场地质类型为二类土，地基承载力为180—200KN/m2，抗震等级为六度设防，场地粗糙度为B类，基本风压为0.7KN/m2，基本雪压为0KN/m2。7、楼面屋面活荷载标准值依据《建筑结构设计规范》第4.1.1条房间2.0KN/mm2卫生间2.0KN/mm2走廊，楼梯2.0KN/mm2屋面（上人）2.0KN/mm2二、楼屋盖的设计1.设计资料（1）楼面做法：水泥砂浆结合层（20mm，重度20KN/m3）钢筋混凝土现浇板（重度25KN/m3）板底混合砂浆抹灰（20mm厚，重度17KN/m3）（2）材料：混凝土：采用C25（fc=11.9N/mm2，ft=1.27N/mm2）钢筋：梁中受力钢筋采用HRB400级（fy=360N/mm2）其余采用HPB235级钢筋（fy=210N/mm2）2.结构平面布置：（1）、主梁沿横向布置，次梁沿纵向布置，主梁的跨度为7.2m，次梁的跨度为6.0m（5.1m），主梁每跨内布置两根次梁，板的跨度为2.4m。（2）、按跨高比条件，要求板厚h≥=60mm时，对于民用建筑要求板厚h≥60mm，故取板厚h=100mm（3）、次梁：截面高度应满足h=0~,取h=450mm。截面宽b=，取b=200mm。（4）、主梁：截面高度h=，取h=600mm，截面宽度=，取b=300mm。1、楼面板荷载计算板的永久荷载标准值取1m板带宽计算10mm地面砖0.22KN/m22mm水泥砂浆缝一道0.002×20=0.04KN/m220mm水泥砂浆石面层0.02×20=0.4KN/m2100mm钢筋混凝土板0.1×25=2.5KN/m220mm板底混合砂浆0.02×17=0.34KN/m2小计3.50KN/m2板的可变荷载标准值2.0KN/m2恒荷载分项系数取1.2；楼面活荷载标准值小于4.0KN/m2，所以活荷载分项系数为1.4于是板的荷载设计总值g+q=3.5×1.2+2.0×1.4=7.00KN/m2计算简图（取D-J轴）次梁载面为200mm×450mm板的计算跨度：边跨：lo=ln=2400-100-100=2200mm中间：lo=ln=2400-100-100=2200mm因跨度相差小于10%，可按5跨连续等跨连续板计算。计算简图如下：弯矩设计查表得，板的弯矩系数分别为：端支座-1/16，边跨跨中1/14，离端第二支座-1/11，离端第二跨中支座1/16，中间支座-1/14，中间跨跨中1/16，则MA=-(g+q)l2o1/16=-7.0×2.22/16=-2.118KN*MM1=(g+q)l2o1/14=7.0×2.22/14=2.42KN*MMB=-(g+q)l2o1/11=-7.0×2.22/11=-3.08KN*MM2=(g+q)l2o1/16=7.0×2.22/16=2.12KN*MMC=-(g+q)l2o1/14=7.0×2.22/14=-2.42KN*MM3=(g+q)l2o1/16=7.0×2.22/16=2.18KN*M跨中再分别乘以0.8MB=-3.08×0.8=-2.46KN*MM2=2.12×0.8=1.70KN*MMC=-2.42×0.8=-1.94KN*MM3=2.12×0.8=1.70KN*M正截面受弯承载力计算环境类别为一级，C25混凝土，板的最小保护层厚度C=15mm,取as=20，板厚100mm,h0=100-20=80mm;板宽b=1000mm,a1=1.0,fc=11.9N/mm2；HPB235钢筋，fy=210N/mm2板配筋过程列于下表：板的配筋计算截面A1B2C3M(KN×M))2.1182.423.082.1182.422.118as=M/a1ffcbh020.0190.0260.0340.0190.0260.019ξ0.0210.0260.0340.0210.0260.021AS=ξa1fcbh0／fy101.8146186.5101.8116.5101.8实际配筋φ8@180φ8@180φ8@180φ8@1808@1808@180AS279279279279279279计算结果表明，支座截面的ξ均小于0.35，符合塑性内力重分布原则;AS/bh=279/（1000×80）=0.35%，此值大于最下配筋率0.45ft/fy=0.45×1.27/210=0.272%，同时大于0.2%，满足最小配筋率的要求。（按构造配筋）双向板设计(板BE)单个双向板按四边简(1)荷载设计值：永久荷载设计值：可变荷载设计值：(2)弯矩计算：非抗震设计时的基本组合以永久荷载效应控制的组合：1.35×恒载+0.7×1.4×活载以可变荷载效应控制的组合：1.2×恒载+1.4×活载恒载+活载：1.35×4.2+0.7×1.4×2.8=8.414<1.2×4.2+1.4×2.8=8.96KN/m2，取荷载总设计值为8.96KN/m2按弹性理论计算的弯矩值项目项目区格(m)(m)（KN.M）(KN.M)A2.23.40.65(0.0750++0.2××0.02271)×8.996×=3.550(0.0271++0.2××0.07750)×8.996×=1.884(3)截面设计：截面有效高度：假定选用钢筋，=20mm，则方向跨中截面的=76mm，方向跨中截面的=68mm，支座截面的=76mm。按弹性理论计设计的截面配筋项项目截面(mm)m(KN•m)(mm2)配筋实有(mm2)A区格方向763.50230.8@220229方向681.84128.9@320157As/bh=，此值小于，同时大于0.2%，不满足最小配筋率要求，故按构造筋配筋，=0.272%×1000×100=272，则选@180，=279mm2卫生间地面(BC和BD)(1)荷载板的永久荷载标准值5mm陶瓷锦砖面层（马赛克），纯水泥砂浆擦缝0.12kN/m25mm1:1水泥细砂砂浆结合层0.005×20=0.1kN/m215mm1:3水泥砂浆找平层，防水涂料隔离层0.015×20=0.3kN/m2100mm钢筋混凝土楼板0.1×25=2.5kN/m220mm板底石灰砂浆粉刷0.02×17=0.34kN/m2小计3.36kN/m2板的可变荷载标准值2.0kN/m2恒荷载的设计值g=1.2×3.36=4.03活荷载的设计值q=1.4×2.=2.81.35×4.03+0.7×1.4×2.8=8.1845<1.2×4.03+1.4×2.8=8.756KN/m2，取荷载总设计值为8.756KN/m2(2)、计算简图按塑性内力重分布设计，板的计算跨度边跨L0=Ln-200=2200mm中跨L0=Ln-200=2200mm按等跨计算，取1m宽板带为计算单元，弯矩设计值查得板的弯矩系数am为端支座—边跨跨中离端第二支座-中跨中中间支座所以MA=-(g+q)l02=-x8.756x2.22=-2.65KN/m2M1=(g+q)l02=x8.756x2.22=3.03KN/m2MB=-(g+q)l02=-x8.756x2.22=-3.85KN/m2M2=(g+q)l02=x8.756x2.22=2.65KN/m2正截面受弯承载力计算环境类别一级，C25混凝土，板的最小保护层厚度C=15mm，板厚100mm，h0=100-20=80mm；板宽=1000mm。C25混凝土，α1=1.0，fc=11.9N/mm2，HRB235钢筋，fy=210N/mm2板的配筋计算过程列于表如下：截面A1B2弯矩设计值-2.653.03-3.852.65=/（b）0.0350.0400.0510.035=1-0.0360.0410.0520.036=b/163.2185.9235.7163.2实际配筋Φ8@180Φ8@180Φ8@180Φ8@180As（mm2）279279279279计算结果表明，支座截面的ξ均小于0.35，符合塑性内力重分布的原则。As/bh=，此值大于，同时大于0.2%，满足最小配筋率的要求。（按构造筋配筋）其余区格板计算均与板A,B相同，计算结果表明，均按构造配筋。2、上人屋面板计计算结构布置置同楼面板板，屋面板板按弹性方方法设计板的永久荷载标标准值40mm厚C220细石防水水混凝土0.044×25==1.0KN/mm2平铺玻纤布一层层隔离层防水层4mm厚SBBS刚性沥青青防水卷材材0..05KNN/m220mm厚1：：3水泥砂浆浆找平层00.02××20=00.4KKN/m22保温隔热层70mm厚憎水水性膨胀珍珍珠岩板00.07××4=0..28KN/mm220mm厚1：：3水泥砂浆浆找平层0..02×220=0..4KKN/m22100mm厚钢钢筋混泥土土0..1×255=2.55KKN/m2220mm厚水水泥砂浆抹抹灰0.022×17==0.344KN//m2小计4.977KKN/m22上人屋面均布活活荷载22.0永久荷载设计值值可变荷载设计值值折算荷载设计值值（2）、计算简图、跨跨度边跨跨中间间跨（3）内力设计值《查混凝凝土结构》中中册附录6得弯矩矩（4）正截面受弯承承载力计算算环境境类别一级级，C25混凝土，板板的最小保保护层厚度度C=155mm，板厚100mmm，h0=1000-20==80mmm，，板宽b=10000mmm。屋面板配筋截面1B2C弯矩设计值3.45-4.541.71-3.15=/（b）0.0450.060.0220,041=1-0.0460.0620.0220.042轴线计算配筋=b//208.5281.199.7190.4实际配筋Ф8@180Ф8@180Ф8@180Ф8@180As=279As=279As=279As=279同时大于0.22%，满足最最小配筋率率要求。屋面双向板(板板BE)(1)荷载设计计值：永久荷载设计值值：可变荷载载设计值：：(2)弯矩计算算：非抗震设计时的的基本组合合以永久荷载效应应控制的组组合：1.355×恒载+0.77×1.44×活载以可变荷载效应应控制的组组合：1.2×恒载+1.44×活载恒载+活载：1.355×5.9964+00.7×11.4×22.8=110.8<1..2×5..964++1.4××2.8==11.008KNN/m22，取荷载载总设计值值为11.008KN//m2按弹性理论计算算的弯矩值值项目项目区格(m)(m)（KN.M）(KN.M)A2.23.40.65(0.0750++0.2××0.02271)×11..084××=4.331(0.0271++0.2××0.07750)×11..08×=2.226(3)截面设计计：截面有效高度：：假定选用用钢筋，=220mm，则方向跨跨中截面的的=76mmm，方向跨中中截面的==68mmm，支座截截面的=776mm。按弹性理论计设设计的截面面配筋项项目截面(mm)m(KN•m)(mm2)配筋实有(mm2)A区格方向764.31284@170296方向682.26166.6@320157As/bh=，此值值小于，同同时小于0.2%，不满足足最小配筋筋率要求，故故按构造筋筋配筋，==0.2772%×11000××100==272，则选@1880，=2799mm22三、次梁设计、荷载计算永久荷载设计值值板传来永永久荷载4.22×1.22×2=110.088KN/mm次次梁自重0..2×(00.45--0.1))×25××1.2==2.1KKN/m次次梁粉刷0.002×(00.45--0.1))×2×117×1..2=0..29KNN/m小计122.47KKN/m可变变荷载设计计值q=2..8×1..2×2==6.722KN/mm荷载载总设计值值gg+q=119.199KN/mm、计算简图主截面为3000mm×6600mmm计算跨度度：边跨lo=lln=60000-1150-1125=55725mmm,中间跨lo=lln=60000-3300=55700mmm因跨度相差小于于10%，故按等等跨连续梁梁计算，简简图如下：：(3)、内力计计算MA=-(g+q))l2o1/244=-199.19××5.722/24==-25..98KNN*mM1=(g+q)ll2o1/144=44..53KKN*mMB=-(g+q))l2o1/111=-556.688KN**mM2=(gg+q)ll2o1/116=388.97KN*mmMC=-(g+q))l2o1/114=-444.533KN**m剪力设计值VA=0.50(gg+q)lln1=0.550×199.19××5.7==54.669KNVBL=VBRR=VC=0.555(g++q)lnn=0.555×199.19××5.7==60.116KN(4)、承载力力计算1）正截面面受重承载载力正截面受弯承载载力计算时时，跨内按按T形截面计计算，翼缘缘宽度bf’=，又bf’==2000+24000=26600mmm,故bf’=20000mm。环境类别一级，C25混凝土，梁梁的最小保保护层厚度度C=255mm，一排纵纵向钢筋h0=4500-35==415mmm，α1=1.0，fc=11..9N//mm2，纵向钢钢筋采用HRB3335钢筋，fy=3000KN/mmm2，箍筋采采用HRB3335钢筋，fyv=2110KN//mm2承载力计算过程程截面A1B2C弯矩设计值（KKN·m）25,9844.53-56.6838.97-44.53=/（b）或=/（bbf’）=1-0.0650.0110.180.0090.12=b/214.0362.15556.92296.31395.08选配钢筋（mmm2）216=308216=402316=603.1214=308216=402计算结果表明，支支座截面的的ξ均小于0.35，符合塑塑性内力重重分布的原原则。，此值大于，同同时大于0.2%，满足最最小配筋率率的要求。2）、斜截面受剪剪承载力斜截面受剪承载载力计算包包括：截面面尺寸的复复核、腹筋筋计算和最最小配箍率率验算。验算截面尺寸：：，截面尺寸按下式式计算：，截面尺寸满足足要求。计算所需腹筋：：采用直径6mmm的HRB2235双肢箍筋筋，计算支支座B左侧截面面，因为，由VVcs=0..7ftbh0+1.225fyvvAsv/Shh;可得箍筋筋间距S=1..25fyyvAsvh0/Vbl-0..7ftbh0<0采用构造配筋ΦΦ6@2000。验算配箍率下限限值：弯矩矩调幅时要要求的配箍箍率下限为为：0.3fft/fyv=0..3×144.3/3300=00.14%%.实际配箍箍率Psv=Asv/bss=56..6/（200××200）=0.1142%>>0.144%，满足要要求。四、楼梯计算层高3.6m,踏步步尺寸150mmm×3000mm,,采用C25混凝土，板板采用HPB2235钢筋，梁梁纵筋采用用HRB3335钢筋，楼楼梯上均布布活荷载值值qk=2.00KN/m2.楼梯板设计h=(11/30-11/25)LL=84～104mmm,取h=1000mm,,板倾斜角的余弦弦cosa=0..894,,taana==0.5,,取1m宽板带计计算。楼梯结构平面图图如下：荷载计算梯段段板永久荷荷载计算如如下：133mm厚地面砖砖面层0..013××(0.33+0.115)××22/00.3=00.4299KN//m2mm水泥砂浆浆一道22×(0..3+0..15)//0.3××0.022=0.006KNN/m20mm水泥砂砂浆找平层层220×(00.3+00.15))/0.3××0.022=0.660KNN/m三角形踏步0.5××0.3××25×00.15//0.3==1.888KN//m混凝土斜板0..1×255×/0.8994=2..80KKN/m板底底抹灰0..02×117/0.8994=0..38KKN/m小计6.1149KKN/m可变荷载标准值值2..0KNN/m总荷载设计值1..35×66.1499+0.77×1.44×2=110.266KN//m1.2××6.1449+1..4×2==10.118KNN/m取总荷载设计值值P=100.26KN/m截面设计板水平计算跨度度ln=33.3m，弯矩设设计值M=1/10(gg+q)lln2=0.11×10..26×33.32=11..17KNN*m，板的有有效高度ho=1120-220=800mm.as=M/a1fccbho2=11..17×1106/1.0××11.99×10000×8002=0.1147rs=0.5××(1+))=0.992As=M/rssfyhoo=12..51×1106/0.944×2100×1000=7222.69mm2选配Ф10@100Ass=7855.0mmm2分布布筋每级踏踏步配一根根Ф8钢筋平台板设计设平台板板厚h=1100mmm，取1m板宽计算算1）荷载计算13mmm厚地砖面面层1××0.0113×222=0.2286KKN/m2mm厚厚水泥砂浆浆11×20××0.0002=0..04KKN/m20mm厚厚水泥砂浆浆找平层20×00.02==0.4KN/m100mmm厚混凝土土板0.11×25==2.5KKN/m20mmm厚板底抹抹灰177×0.002=0..34KKN/m小计3.5666KN//m活活荷载标准准值2.00KN//m总荷载设计值P==1.2××3.5666+1..4×2==7.788KN//m截面设计平台台板的计算算跨度llo=2..1+h//2+b/2=21100+1100/2+2000/2=22250mmm，M=1/10((g+q))lo2=1/10×77.78××2.2552=3.994KNN*m板的有效高度hho=1000-200=80mmm。as=M/a11fcbhho2=3.994×1006/1.0××11.99×10000×8002=0.0052rs=0.5××(1+))=0.9973As=M/rssfyhoo=3.994×1006/0.9773×2110×800=2411mm22由于p=As/bhh=0.2242%<<0.455ft/fy=00.45××1.277/2100=0.2272%故按构造配筋AAs=0..272%%bh=2272mmm选Ф8@180AAs=2779mm22平台梁设计截面尺寸取hh=4000mm，b=2000mm荷载计算斜板传来荷载66.1499×3.33/2=100.15KN/m平台传来来荷载3.5566×22.25//2=4..01KKN/m平台梁自自重225×0..2×(00.40--0.100)=1..50KKN/m梁侧抹抹灰17×22×(0..40-00.10))×0.002=0..204KN/m小计15.8864KKN/m活载(斜板及平台传来来)q==2.0××(3.33/2+2..252))=5.555KNN/m总荷载设计值：：P==1.2××15.8864+11.4×44.5=226.7337KNN/m截面设计计算跨度度lo=11.05lln=1..05×((3.6--0.2))=3..57m，弯矩设计值M=1//8Ploo2=1/8×266.7377×3.5572=42..60KNN*m剪力设计值V=1//2Plnn=1/2×266.7377×3.557=477.73KKN截面按倒L形计计算，b’f=b+55h’f=2000+5××100==700mm，梁的有有效高度ho=4400-335=3665mm..判别倒L形截面面类型。a1fcb'fh''f(hoo-hf//2)=11×11..9×7000×1000×(3365-1100/2)=2262.440×1006N*mmmM=42.600×1066N*mmm故属于第一类TT形截面as=M/a11fcb'fho2=42..60×1106/1×111.9×7700×33652=0.0038rs=0.5××(1+))=0.9962As=M/rssfyhoo=42..60×1106/0.9662×3000×3665=4222.8mmm2选配2Ф16AAs=4002mm22箍筋选用φ8@@200，则斜截截面受剪承承载力Vcs=0.77ftbho++1.255fyv××Asv//S×hoo=00.7×11.27××200××365++1.255×2100×1000.48//200××365=1113.003KN>>47377.KN满足要求。五、框架结构设设计设计资料(1)设计计标高：室内设计计标高±0.0000,室内外高高差450mmm。(2)墙身身做法：墙墙身为普通通机制砖(2400×1155×53))，用M5混合砂浆浆砌筑。内粉刷为为混合砂浆浆底，纸筋筋灰面，厚厚20mm，“803”内墙涂料料两度。外外粉刷为1:3水泥砂浆浆底，厚20mm，陶瓷锦锦砖贴面。(3)楼面面做法：地地面砖面层层，水泥砂砂浆结合层层，钢筋混混凝土楼板板，20mm厚石灰砂砂浆抹底。(4)屋面做法法：40mmmC200细石防水水混凝土，平平铺玻纤布布一层隔离离层，二道道防水层（4mm厚SBS刚性沥青青防水卷材材，20mmm厚1：3水泥砂浆浆找平层）保温隔热热层（70mm厚憎水性性膨胀珍珠珠岩，20mm厚1：3水泥砂浆浆找平层），100mm厚钢筋混泥土，20mm厚水泥砂浆抹灰(5)门门窗做法：：为铝合金金门窗(6)地地质条件：：属Ⅱ类建筑场场地。(7)基基本风压：：Wo=00.7KNN/m2(场地粗糙糙度属于B类)(8)活活荷载：屋屋面、楼面面活荷载2.0KN/mm2，走廊楼楼面活荷载载2.0KKN/m222、结构平面布置置图及结构构计算简图图结构平面布置如如图所示主梁h=6000mm，b=3000mm次梁h==450mmm，b=2000mm柱截面500mmm×5000mm，现浇楼楼板厚h=1000mm。根据地地质资料，确确定基础顶顶面离室外外地面为500mmm，由此求求得底层层层高为4.555m，各梁柱柱构件的线线刚度经计计算后列于于下图中。其其中在求梁梁截面惯性性矩时考虑虑到现浇楼楼板的作用用，取I=2II0（I0为不考虑虑楼板翼缘缘作用的梁梁截面惯性性矩）。AB、CD跨梁：i=2EEc×1//12×00.3×00.63/7.22=15××10-44Ec((m3)BC跨梁：i=2EEc×1//12×00.3×00.63/2.44=45××10-44Ec((m3)上部各层柱：ii=Ec××1/122×0.55×0.553/3.66=11..47×110-4Ecc(m3)底层柱：i=EEc×1//12×00.3×00.63/4.555=111.45××10-44Ec((m3)结构计算简图注：图中中数字为线线刚度，单单位：×10-44Ec((m3)3、荷载计算①、线荷载计算屋面线荷载框架梁自重：00.3×（0.6--0.1）×25==3.755KN/mm梁侧粉刷刷：2×((0.6--0.1))×0.002×177=0.334KN//m则，作用在顶层层框架梁上上的线荷载载为：g6AB=gg6BC=g6CDD=3.775+0..34=44.09KKN/m楼面框架梁线荷荷载标准值值框架梁及梁侧粉粉刷4..09KNN/m框架梁上上填充墙自自重00.2×33.6×55.5=33.96KN/m墙面粉刷0.022×2×117×3..6=2..448KN/m则，作用在楼面面梁上的线线荷载为：：gAB=gCD=100.4988KN/m，gBC=4.009KN//m、框架结点集中中荷载标准准值（1）、屋面节点荷荷载标准值值A、边边柱连系梁梁自重0..25×（0.6--0.1）×6×225=222.5KNN粉刷0.002×(00.6-00.10))×2×66×17==2.044KN1.2m高女儿儿墙自重11.2×66×0.220×5..5=7..92KNN粉刷1.22×0.002×2××6×177=4.8896KNN连系梁传来屋面面自重11.2×66×4.997=355.7844KN小计，顶层边结结点集中荷荷载G66A=G6D=877.24KKNB、中柱节点荷载连系梁自自重0..3×（0.6--0.1）×6×225=222.5KKN次梁传传来的板自自重44.97××2.4××6=711.5688KN粉刷0.002×(00.6-00.10))×2×66×17==2.044KN小计，顶层中柱柱节点集中中荷载G6bbB=GG6C=966.1088KNC、次梁传来的节节点荷载次梁自重0.2××（0.455-0.11）×25××6=100.5KNN粉刷0.002×(00.45--0.100)×2××6×177=1.4428KNN次梁传来的板自自重4.997×2..4×6==71.5568KNN小计，顶层中间间节点集中中荷载G6bb1=GG62=833.4966KN（2）、楼面框架节节点集中荷荷载标准值值楼楼面板自重重3.5KN/m2A、边柱连系梁自自重及粉刷刷24..54KKN铝合金窗窗自重2×22.1×22.1×00.45==3.9669KN墙体自重0.2××（6×3..6-2××2.1××2.1）×5.55=14..058KKN粉刷2××0.022×（6×3..6-2××2.1××2.1）×17==8.699KN框架柱自自重0.55×0.55×3.66×25==24.775KN粉刷44×0.55×3.66×0..02×117=2..448KKN连系梁传传来楼面自自重66×1/2×2..4×3..50=225.2KKN小计，中间层边边节点集中中荷载GA=GD=1011.4KNNB、中柱集中荷载载中柱连系梁自重重222.5KKN粉刷22.04KKN连系系梁传来的的板自重3..5×2..4×6==50.44KN墙体体自重0..2×（6×3..6-2..1×2..1-1..0×2..1）×5.55=16..599KKN粉刷2××0.022×（6×3..6-2..1×2..1-1..0×2..1）×17==10.226KN铝合金窗自重2..1×2..1×0..45=11.98KKN门窗自重22.1×11.0×00.45==0.9445KN框架柱自重及粉粉刷22..5+2..448==24.9948KNN小计，中柱节点点集中荷载载GB=GC=1299.6766KNC、中间次梁传来来的节点荷荷载次梁自重10..5KN粉刷1.4428KNN次梁传来来的板自重重3.500×2.44×6=550.4KKN小计，顶层中间间节点集中中荷载G1=G2=62..33KNN③、恒荷载作用下下的结构计计算简图④、楼面活荷载计计算楼面活活荷载作用用下的结构构计算简图图如下，图图中各荷载载值计算如如下P6A=P6D==2.0××1.2××6=144.4KNNP6B=P6CC=2..0×2..4×6==28.88KNP61=P622=2..0×2..4×6==28.88KNPA=PD=2.00×1.22×6=114.4KKNPB=PC=22.0×22.4×66=28..8KNP1=P2=2.00×2.44×6=228.8KKN风荷载计算风压标准值计算算公式为W=βz×Uss×Uz××w因结构高度H==22.88m<300m，可取βz=1..0，对于矩矩形平面Us=11.3,UUz可查《建建筑结构荷荷载规范》。将将风荷载按按算成作用用于框架每每层节点上上的集中荷荷载，计算算过程如下下表所示，表表中Z为框架结结点至室外外地面的高高度，A为一榀框框架各层节节点的受风风面积，计计算结果如如下图所示示。风荷载计算层次βzUsZ(m)Uzwo(KN/mm2)A(m2)Pw(KN)61.01.321.61.280.71820.9751.01.318.01.210.721.623.7841.01.314.41.120.721.622.0131.01.310.81.020.721.620.0521.01.37.20.880.721.617.4511.01.34.050.6080.721.611.95风荷载作用下的的计算简图图5内力计算恒荷载作用下的的内力计算算恒荷载作作用下的内内力计算采采用力矩二二次分配法法。各节点分配系数数对称结构6层A=DDμ下柱=14..47/（14.447+155）=0.4491μ右梁=15/（14.447+155）=0.5509B==Cμ左梁=15/（14.447+155+45）=0.2202μ右梁=45/（14.447+155+45）=0.6604μ下柱=14..47/（14.447+155+45）=0.11945-2层Aμ下柱=14..47/（14.447×2++15）=0.3329μ上柱=14..47/（14.447×2++15）=0.3329μ右梁=15/（14.447×2++15）=0.3342Bμ左梁=15/（14.447×+115+455）=0.1168μ右梁=45/（14.447×2++15+445）=0.5506μ下柱=μ上柱=14..47/（14.447×2++15+445）=0.11631层Aμ上柱=14..47/（14.447+144.45++15）=0.3354μ下柱=14.45//（14.447+144.45++15）=0.2280μ右梁=15/（14.447+144.45++15）=0.3366Bμ上柱=14..47/（14.447+111.45++15+445）=0.1168μ下柱=14.45//（14.447+111.45++15+445）=0.1133μ左梁=15/（144.47++11.445+155+45）=0.1175μ右梁=45/（14.447+111.45++15+445）=0.5524（2）固端弯矩MAB=-MMBA=-1/112ql22MAB=-Paab2/lMBAA=Pa2b/l即：6层MAB=-MBBA=-11/12qql2-2/99Pl=-1/112×4..09×77.22-2/99×83..5×7..2=-1151.226KN××mMBC=-MMCB==-1/112ql22=-1/112×4..09×77.22=-177.67KKN×m5-1层MAB=-MBBA=-11/12qql2-2/99Pl=--1/122×10..498××7.222-2/99×62..33×77.2=--106..02KNN×mMBC=-MMCB==-1/112ql22=-1/112×4..09×77.22=-177.67KKN×m将各固端弯矩及及分配系数数归并，恒恒荷载作用用下的力矩矩二次分配配见表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.490.510.20.190.60.60.190.20.510.49六层-151151-1817.7-15115174.377-27-26-8180.725.927-77-7417.4-1338.5-7.240.3-407.2-3913.5-17-1.9-2-14-14-4343.313.914.52.011.9489.8-90148-47-10110147-14889.8-900.330.330.340.170.160.160.510.510.160.160.170.340.330.33五层-1061060-1817.70-10610634.934.936.3-15-14-14-4544.714.414.414.8-36-35-3537.117.4-7.418.1-13-7.222.4-22137.2-187.42-37-17-16-16-16-3.4-3.3-3.3-1010.33.313.313.4116.115.515.556.536.8-93106-31-25-5050.330.724.9-10693.3-57-370.330.330.340.170.160.160.510.510.160.160.170.340.330.33四层-1061060-1817.70-10610634.934.936.3-15-14-14-4544.714.414.414.8-36-35-3517.417.4-7.418.1-7.2-7.222.4-227.27.2-187.42-17-17-9-9-9.4-4.4-4.3-4.3-1313.24.254.254.389.399.039.0343.343.3-87105-26-26-5353.225.925.9-10586.6-43-430.330.330.340.170.160.160.510.510.160.160.170.340.330.33三层-1061060-1817.70-10610634.934.936.3-15-14-14-4544.714.414.414.8-36-35-3517.417.4-7.418.1-7.2-7.222.4-227.27.2-187.42-17-17-9-9-9.4-4.4-4.3-4.3-1313.24.254.254.389.399.039.0343.343.3-87105-26-26-5353.225.925.9-10586.6-43-430.330.330.340.170.160.160.510.510.160.160.170.340.330.33二层-1061060-1817.70-10610634.934.936.3-15-14-14-4544.714.414.414.8-36-35-3517.418.8-7.418.1-7.2-7.422.4-227.27.42-187.42-17-19-9.5-9.5-9.8-4.3-4.2-4.2-1313.14.224.224.349.849.479.4742.944.2-87105-26-26-5353.125.826-10587-43-440.350.280.370.180.170.130.520.520.170.130.180.370.350.28一层-1061060-1817.70-10610637.529.738.8-15-15-12-4646.314.811.815.5-39-38-3017.4-7.719.4-7.223.2-237.2-197.73-17-3.4-2.7-3.6-6.2-5.9-4.7-1918.55.944.76.193.553.442.7251.527-79104-28-16-5959.32816.5-10478.5-52-2713.5-8.28.23-13（3）各梁跨中弯矩矩最大值计计算及梁端端剪力计算算由ΣMA=0ΣMB==0得：VAB=（MMAB+PPl-MMBA+11/2qql2）/lVBA=（MMBA+PPl-MMAB+11/2qql2）/l由ΣMB=0ΣMC==0得：VBC=VCCB=11/2qql=1//2×4..09×77.2=114.7224KN六层VAB=（889.777-1488.3+883.4996×7..2+1//2×44.09××7.222）/7.22=90..0KNVBBA=（148..3-899.77++83..496××7.2++1/2××4.099×7.222）/7.22=1066.43KKN同理，五层VVAB=997.122KNVBA=1033.12KKN四层VAB==96.661KNVBA=1033.63KKN三层VAB==96.661KNVBA=1033.63KKN二层VAB==96..21KNNVBA=1003.6KKN一层VAB==95.772KNVBA=1044.52KKN当Vx=0时，MMx为跨中最最大弯矩，由由平衡方程程得：q××x+p==VABB+VxX=(VAB--p)/qq六层X=2..4m五层X=3.331m四层X=3..26m三层X=3.226m二层X=3..27m一层X=3.000m由ΣMA=0得MMx,maax+1//2q×xx2+p×22.4-MAB==0得M6,,max==-1000.10KKN*mMM5,maax=-880.6KKN*mM4,mmax=--83.22KN*mmMM3,maax=-882.9KKN*mM2,max==-82..3KN**mM11,maxx=-866.1KNN*m弯矩图及梁剪力力图如下柱轴力计算：柱轴轴力=梁端剪力+柱端集中中力+上部柱传传来的轴力力计算结果如下((对称结构构，取边柱柱及中柱)层数边柱A中柱B673.14+990.0==163..1496.108++106..43+114.7224=2117.2665163.14++101..4+977.12==361..8217.26++129..676++103..12+114.7224=4664.7884559.34712.813757.35960.842955.391208.84411170.5111457.766恒荷载作用下弯弯矩调幅及及剪力调幅幅（算至柱柱边）由VV’=V-qq×b/22M’’=(M--V’×b/22)×0..8得层数VAB’MAB’VBA’MBA’VBC’MBC’688.9954.02105.4197.5613.7078.28594.555.75100.564.6113.7037.5493.9950.46101.0163.7213.7039.83393.9950.46101.0163.7213.7039.83294.0250.02100.9963.7713.7039.74193.144.18101.962.6413.7044.73调幅后的弯矩图图如下：2、活荷载作用下下的内力计计算因因活荷载作作用产生的的内力远小小于恒荷载载作用产生生的内力，故故按满布荷荷载法布置置。活荷荷载作用下下的内力计计算也采用用力矩二次次分配法。分分配系数与与恒荷载作作用下的相相同。（1）计算梁梁端弯矩六六层MAAB=-MBA==-2/99Pl=--2/9××28.88×7.22=-466.08KKN×mMBCC=-MMCB=00五五至一层MAAB=-MBA==-2/99Pl=--2/9××28.88×7.22=-466.08KKN×mMBCC=-MMCB=00活荷载作用下弯弯矩二次分分配法附表表所示上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.490.510.20.190.60.60.190.20.510.49六层偏心矩偏心矩-4646.10000-4646.122.623.5-9.3-8.9-2827.88.949.31-23-237.58-4.711.7-3.813.9-143.76-124.65-7.6-1.4-1.5-4.4-4.3-1313.24.254.421.491.4428.8-2944.1-17-2727.116.9-4428.8-290.330.330.340.170.160.160.510.510.160.160.170.340.330.33五层-4646.10000-4646.115.215.215.8-7.7-7.5-7.5-2323.37.517.517.74-16-15-1511.37.58-3.97.88-4.5-3.811.7-124.473.76-7.93.87-11-7.6-4.9-4.9-5.1-1.9-1.8-1.8-5.75.721.841.841.95.144.944.9421.517.8-3944.3-14-13-1717.413.813.1-4439.3-22-180.330.330.340.170.160.160.510.510.160.160.170.340.330.33四层-4646.10000-4646.115.215.215.8-7.7-7.5-7.5-2323.37.517.517.74-16-15-157.587.58-3.97.88-3.8-3.811.7-123.763.76-7.93.87-7.6-7.6-3.7-3.7-3.9-2-2-2-6.16.091.961.962.023.863.713.711919-3844.2-13-13-1817.713.213.2-4438.1-19-190.330.330.340.170.160.160.510.510.160.160.170.340.330.33三层-4646.10000-4646.115.215.215.8-7.7-7.5-7.5-2323.37.517.517.74-16-15-157.587.58-3.97.88-3.8-3.811.7-123.763.76-7.93.87-7.6-7.6-3.7-3.7-3.9-2-2-2-6.16.091.961.962.023.863.713.711919-3844.2-13-13-1817.713.213.2-4438.1-19-190.330.330.340.170.160.160.510.510.160.160.170.340.330.33二层-4646.10000-4646.115.215.215.8-7.7-7.5-7.5-2323.37.517.517.74-16-15-157.588.16-3.97.88-3.8-3.911.7-123.763.87-7.93.87-7.6-8.2-3.9-3.9-4.1-2-1.9-1.9-66.031.941.9424.063.93.918.819.4-3844.2-13-13-1817.713.213.3-4438.3-19-190.350.280.370.180.170.130.520.520.170.130.180.370.350.28一层-4646.10000-4646.116.312.916.9-8.1-7.7-6.1-2424.27.746.138.06-17-16-137.58-48.43-3.812.1-123.76-8.44.03-7.6-1.3-1-1.3-2.9-2.8-2.2-8.88.782.812.232.931.31.260.9922.611.9-3543.5-14-8.4-2120.914.38.36-4434.6-23-125.95-4.24.18-6各梁跨中最大弯弯矩值及算算至梁端剪剪力。（计计算方法同同恒荷载）计算结果列于下下表中层数VABV1左V1右V2左V2右VBAXMmax626.7926.79-2.01-2.01-30.81-30.812.435.53527.8427.84-0.96-0.96-29.76-29.763.3126.61427.7527.75-1.05-1.05-29.85-29.853.2627.89327.7527.75-1.05-1.05-29.85-29.853.2627.89227.7727.77-1.03-1.03-29.83-29.833.2727.74127.4127.41-1.39-1.39-30.19-30.193.0030.56因为MBC=MCBB由ΣMB=0得VVBC==VCB==0弯矩剪力图如下下弯矩图（KN×m）剪力图（KN）(3))柱的轴力力计算柱轴力=梁端剪剪力+柱端集中中力+上部柱传传来的轴力力计算结果果如下（单位KN）层数边柱A中柱B614.4+266.79==41.11928.8+300.81==59.661541.19+114.4++27.884=833.4359.61+228.8++29.776=1118.1774126.58176.823168.73235.472210.90294.11252.71353.09轴力图（KN）（4）活荷载作用下下弯矩调幅幅及剪力调调幅（算至至柱边）计算方法法同恒荷载载计算结果果如下表所所示层数VAB’MAB’VBA’MBA’VBC’MBC’626.7917.6630.8129.1021.71527.8425.9029.7629.50013.9427.7524.8929.8529.39014.19327.7524.8929.8529.39014.19227.7725.0529.8329.41014.15127.4122.1630.1928.78016.68调幅后的的弯矩图（KN×m）3、风荷载作用下下的内力计计算（1）风荷载作用下下的内力计计算采用D值法。αc值和K值的计算公式由Djk=αc××12×ic/hj2Vjk==Djk××Vj/ΣDjk则6-2层KA==(15++15)//(2×55.93))=2.553αc=2.553/(22+2.553)=00.56KB=(2×115+2××45)//(2×55.93))=10..11αc=10..11/((2+100.11))=0.772DAA=0.556×122×5.993/3..62=33.07DB=0.722×12××5.933/3.662=3..95底层KKA=3..20αc=0.771DA==2.044KB=12.110αc=0.882DB==2.366（2）剪力在各柱分分配，计算算结果如下下表层次剪力（KN）边柱D值中柱D值ΣD边柱剪力中柱剪力620.973.073.9514.044.165.87523.783.073.9514.049.8512.53422.013.073.9514.0414.6918.69320.053.073.9514.0419.0124.31217.453.073.9514.0422.9429.19111.952.042.368.8026.7331.38(2)、各柱反反弯点计算算柱底至反弯点高高度yh=（y1+yy2+y33）×hy1是上下下层横梁线线刚度比对对y0的修正值值，底层y1=00y2、yy3是上下层层高发生变变化对y0的修正值值根据m=6，n=11、2、3、4、5、6查表，反反弯点计算算高度如下下层数边柱中柱6y0=0.4227，yh=00.4277hy0=0.455，yh=00.45hh5y0=0.455，yh=00.45hhy0=0.5，yh=00.5h4y0=0.4777，yh=00.4777hy0=0.5，yh=00.5h3y0=0.5，yh=00.5hy0=0.5，yh=00.5h2y0=0.5，yh=00.5hy0=0.5，yh=00.5h1y0=0.555，yh=00.55hhy0=0.555，yh=00.55hh注：第二二层考虑y2、y3，查表得y2、y3=0；底层不考虑y33，顶层不不考虑y2（3）各柱上下端弯弯矩值M上=层剪力×（1--y）×hM上=层剪力×y×hh各层柱弯弯矩值计算算如下：各柱反弯弯点及柱端端弯矩（KN×m）各梁端弯矩计算算可根据节节点平衡和和弯矩分配配系数可得得。弯矩图图如下风荷荷载作用下下的弯矩图图(KN*MM)剪力及柱轴力计计算梁剪剪力计算简简图由Σy=0ΣMMA=0ΣMB=0得VVAB==VBA==-(MMAB+MBA))/lVBBC=VVCB=--(MBBC+MCB))/l计算结果如下层数VAB=VBBA（KN）VBC=VCCB(KKN)62.134.8455.9213.3649.9623.42313.6432.25217.1840.13121.4548.60柱剪剪力计算V上=V下=-((M上+M下)/h得计算结果果如下（单单位KN）层数边柱V上=V下中柱V上=V下64.615.8759.8512.53414.6918.69319.0124.31222.9429.19126.7331.38柱轴力计算结果果如下层数边柱中柱62.132.7358.0510.17418.0123.63331.6542.24248.8365.19170.2892.34风荷载作用下的的剪力、轴轴力图6、内力组合：控控制截面如如下：（1）框架梁内力组组合层数截面内力恒载活载风载恒载×1.2+活载×1.44恒载×1.2+0..9×（活载×1.44+风载×1.4）六层1M-54.02-17.66-9.51-89.5488-99.0588V88.9926.792.13144.2944143.22772M100.1035.534.40169.8622170.4322V0.0000.0003M-97.56-29.10-5.81-157.8112-161.0559v-105.411-30.81-2.13-169.6226-167.99964M-78.28-21.71-5.81-124.3330-128.6111V13.700.004.8416.44022.5385M-100.055-27.140.00-158.0556-154.2556V0.000.000.000.0000.000五层1M-55.75-25.90-26.59-103.1660-133.0337V94.5027.845.92152.3766155.93882M80.6026.618.17133.9744140.5433V0.0000.0003M-64.61-29.50-16.03-118.8332-134.9000V-100.500-29.76-5.92-162.2664-165.55574M-37.50-13.90-16.03-64.4600-82.7122V13.700.0013.3616.44033.2745M-49.08-17.380.00-83.2288-80.7955V0.000.000.000.0000.000四层1M-50.46-24.89-43.62-95.3988-146.8775V93.9927.759.96151.6388160.30332M83.2027.8913.44138.8866151.9166V0.0000.0003M-63.72-29.39-28.10-117.6110-148.9001V-101.011-29.85-9.96-163.0002-171.37734M-39.83-14.19-28.10-67.6622-101.0881V13.700.0023.4216.44045.9495M-51.99-17.740.00-87.2244-84.7400V0.000.000.000.0000.000三层1M-50.46-24.85-59.45-95.3422-166.7770V93.9927.7513.64151.6388164.93992M82.9027.8918.13138.5266157.4655V0.0000.0003M-63.72-29.39-38.70-117.6110-162.2557V-101.011-29.8513.64-163.0002-141.63374M-39.83-14.19-38.7-67.6622-114.4337V13.700.0032.2516.44057.0755M-51.99-17.740.00-87.2244-84.7400V0.000.000.000.0000.000二层1M-50.02-25.05-75.51-95.0944-186.7330V94.0227.7717.18151.7022169.46112M82.327.7423.34137.5966163.1211V0.0000.0003M-63.77-29.41-48.15-117.6998-174.2550V-100.999-29.83-17.18-162.9550-180.42214M-39.74-14.15-48.15-67.4988-126.1886V13.7040.1316.44067.0045M-51.88-17.690-87.0222-84.5455V0000.0000.000一层1M-44.18-22.16-96.02-84.0400-201.9223V93.127.4121.45150.0944173.28442M86.130.5633.65146.1044184.2255V0.0000.0003M-62.64-28.78-58.4-115.4660-185.0115V-101.9-30.19-21.45-164.5446-187.34464M-44.73-16.68-58.4-77.0288-148.2777V13.7048.616.44077.6765M-58.11-20.850-98.9222-96.0033V0000.0000.000（2）框架柱内力组组合层数柱号内力恒载活载风载恒载×1.2+活载×1.44恒载×1.2+0..9×（活载×1.44+风载×1.4）恒载×1.35+00.7×××1.4××活载六层A柱M888.9728.779.51147.0422154.9977148.3044M756.5021.537.0997.942103.861197.374N163.3342.192.13255.0622251.8399261.8422V0.000.004.610.0005.8090.000B柱M8-47.02-16.94-11.62-80.1400-92.4100-80.0788M7-30.67-13.82-9.51-56.1522-66.2000-54.9488N217.2659.612.73344.1666339.2600351.7199V5.870.0007.3960.000五层A柱M836.8117.8019.5069.09291.17067.138M743.2919.0315.5978.59095.56977.091N361.8584.438.05552.4222550.7455571.2399V0.000.009.850.00012.4110.000B柱M8-24.91-13.11-22.55-48.2466-74.8244-46.4766M7-25.85-13.23-22.55-49.5422-76.1033-47.8633N464.78118.1710.17723.1744719.4444743.2600V12.530.00015.7880.000四层A柱M843.2919.0327.6678.590110.777777.091M743.2919.0325.2378.590107.716677.091N559.34176.8218.01918.7566916.6944928.3933V0.000.0014.690.00018.5090.000B柱M8-25.85-13.23-33.64-49.5422-90.0766-47.8633M7-25.85-13.23-33.64-49.5422-90.0766-47.8633N712.81176.8223.631102.92201107.93391135.5777V18.690.00023.5490.000三层A柱M843.2919.0334.2278.590119.043377.091M742.8518.8434.2277.796118.276676.311N757.35168.7331.651145.04421161.29991187.7778V0.000.0019.010.00023.9530.000B柱M8-25.85-13.23-43.76-49.5422-102.8227-47.8633M7-25.82-13.21-43.76-49.4788-102.7666-47.8033N960.84235.4742.241482.66661502.92231527.8995V24.310.00030.6310.000二层A柱M844.1819.4141.2980.190129.498878.665M751.5322.6441.2993.532142.388891.753N955.39210.948.831441.72281473.72281496.4559V0022.940.00028.9040.000B柱M8-26.04-13.32-52.54-49.8966-114.2332-48.2088M7-27.98-14.31-52.54-53.6100-117.8007-51.7977N1208.844294.165.191862.34481903.31131920.1552V29.190.00036.7790.000一层A柱M826.9711.9154.7349.038116.330048.081M713.485.9566.8924.506107.954424.029N1170.511252.7170.281758.40061811.57791827.8444V0026.730.00033.6800.000B柱M8-16.45-8.36-64.25-31.4444-111.2229-30.4000M7-8.23-4.18-78.53-15.7288-114.0991-15.2077N1457.766353.0992.342243.63382310.55542314.0004V31.380.00039.5390.000六、框架构件截截面设计1、梁截面设计1、梁截面面设计⑴正截面配筋计算算混凝土强度等级级为C25（fc=11..9N//mm2，ft=1.227N/mmm2），最小小保护层厚厚度25mm。钢筋：梁中受力力钢筋采用用HRB4400级（fy=3600N/mmm2），箍筋筋采用HPB2235级钢筋（fy=2100N/mmm2）梁截面尺寸为3300mmm×6000mm，h0=6600-335=5665mm。梁的最小配筋率率为0.2%和0.455ft/ffy=0..45×11.27//360==0.1559%中的较大大值，即最最小配筋为为As.mmin=00.2%××350××600==360mm2，梁支座座按矩形截截面计算，b=3000，跨中截截面按T形截面计计算，因h'f/h00=1000/5655=0.1177>00.1,翼缘宽度度按l/3==7.2//3=2..4m和b+Snn=0.33+2.44=2.77m中最小值值确定，取取h'f=2..4m。经判别别属于第一一类T形截面。取一一层1截面为计计算为例，M=2001.922KN··m,αs=M/a1ffcbh02=2011.92××106/(1..0×111.9×3300×55652)=0..177ξ=1-=0.3354<ξb=0..55,满足条件件。γs=（1+）/2=00.9022则=M/fyγγsh00=2011.92××106/3600×0.9902×5565=11100..88mmm2选配320，实有=9411mm2其它截面计算过过程列于下下表层次截面弯矩M（KN.m）аs=M/а1ffc