框架住宅楼设计论文

...×纵向框架主梁：柱Ic=2.梁﹑柱线刚度计算根据公式i=EI/l,可以得出梁﹑柱的线刚度如下(E=EC)梁：idc=3.20×109E/6300=5.07×105Eica=3.20×109E/5100=6.27×105E柱：底层i=5.07×105E标准层：i=7.11×105E 3.2荷载标准值计算3.2.1永久荷载1.作用于框架梁上的荷载1)屋面恒载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/m2板底抹灰20mm0.4kN/m2合计5.6kN/m22)楼面恒载瓷砖贴面0.7kN/m2现浇钢筋混凝土板100mm2.50kN/m2板底抹灰20mm0.4kN/m2合计3.60kN/m3)梁自重横向框架梁：2.5kN/m次要框架梁：2.kN/m4)柱自重上层柱：18.75/根底层柱柱：20.25kN/根5）墙自重与两面抹灰女儿墙：4.56KN/m两面抹灰：0.68kN/m共计：5.24kN/m2~6层：外墙标准层墙:20.3KN/mt墙标准层墙:13.1KN/m底层:外墙标准层墙:28.12KN/m墙标准层墙:28.12KN/m图3-3作用在框架梁恒载计算楼面荷载分配按双向板进行荷载分配短向分配：5aq/8长向分配：(参见图3-3)A1=（4.42-3.4）1.7=4.95m2=A3A2=3.41.7=2.89m2=A4C3=（4.12-2.7）1.35=3.71m2=C1C2=2.71.35=1.82m2=C1D2=（2.92-2.5）1.25=`2.06m2D2=2.51.25=1.56m2顶层：GA1=5.14.59=23.4KN=GA3GB1=5.10.354.4=7.85KGl1=1.34.4=6.56KNGA2=5.12.29=14074KN=GA4GF=0.85.14.1=16.73KNGl8=0.752.9=2.18KNGl2=1.34.1=5.74KNGc1=5.13.71=18.92KNGc2=1.825.1=9.28KNGD2=5.12.06=10.51KNFm=[(Gl2+GA1+GA3+GF1)+(GA2+GB1+GL1+GA1)]2=67.1KNFn=[(Gc2+Gd11+GD2+GC1+Gc3+GL4)+(GA2+GB1+GL1+GA1)]2=64.44KNql3=1.3KN/m=ql9qA3=6.54N/mqam=6.542+2.5=15.58N/mqmc=2.5KN/mD1:qD3=4.52N/mqCN=4.32+2.5=11.1N/mqEN=2.5+4.522=11.54KN/m标准层:GA1=GA3=3.39×4.59=15.56KNGA2=3.39×2.89=8.0KN=GA4GB1=3.39×0.35+4.4=5.22KNGF1=3.39×0.8×4.1=11.12KNGL1=(13.1+1.3)×4.4=63.36KNGL8=(13.1+0.75)×2.9=40.17KNGL2=(13.1+1.3)×4.1=50.04KNGC1=3.39×3.71=12.58KNGC2=3.39×1.82=6.17KN`GD1=3.39×5.1=17.29KNGD2=3.39×1.56=5.29KNGE1=3.39×2.29×1.25=12.29KNFM=[(Gl2+GA1+GA3+GF1)+(GA2+GB1+GL1+GA1)]2=116KNFN=[(Gc2+Gd11+GD2+GC1+Gc3+GL4)+(GA2+GB1+GL1+GA1)]2=125.73KNqC2=××2.7×3.39=2.86KN/mqD1=0.669×1.95×3.55=4.631KN/mqA3=0.5×3.4×3.39=4.53KN/mqL3=14.4KN/mqC2=0.709××2.5×3.39=3KN/mqcn=14.4+2.86×2=20.12KN/m2.1.2.2恒荷载作用在框架柱上的集中荷载GL5′=4.1×(2.5+5.2)=25.52KNGL5=20.2+8.7=91.02KNGL9=14KNGL9=14.4+13.1×6=93.6KNGL5′=4.1×(2.5+5.2)=25.52KNGL5=20.2+8.7=91.02KNGL3′=6×2.5=15KNGL5=15+13.1×6=93.6KN顶层：FA=[(GA4′+GB1′+GA1+Gl1′)+Gl5+GA4+GA5+Gl3++Fm]/2=83.57KNFc=[(GA4′+GB1′+GA1+Gl1′)+Gl5+GA4+GA5+Gl3++Fm]/2=131.8KNFE=[(GA4′+GB1′+GA1+Gl1′)+Gl5+GA4+GA5+Gl3++Fm]/2=89.18K标准层：FA=188.89KNFc=185.18KNFE=230.9KNA′列柱：六层：F6=83.57KNF6′=98.27KN五层：F5=287.66KNF5′=F5+15.19=302.85KN四层：F4=491.94KNF4′=506.93KN三层：F3=695.82KNF3′=F3+15.19=711.11KN二层：F2=899.9KNF2=915.09KN一层：F1=1103.99F1′=1119.7KNC′列柱：六层：F6=130.8KNF6′=146.99KN五层：F5=332.17KNF5′=347.36KN四层：F4=532.54KNF4′=547.33KN三层：F3=732.91KNF3′=748.1KN二层：F2=933.28KNF2′=948.7KN一层：F1=1133.65KNF1′=1153.9KNE′列柱：六层：F6=89.18KNF6′=104.37KN五层：F5=335.27KNF5′=350.46KN四层：F4=581.36KNF4′=596.55KN三层：F3=827.45KNF3′=842.64KN二层：F2=1073.54KNF2′=1088.73KN一层：F1=1319.63KNF1′=1339.88KN3.2.2竖向可变荷载查荷载规：楼面均布活荷载标准值为2.0kN/m2,上人屋面均布活荷载标准值为2.0kN/m2。A′C′跨：CM:q=5.13kN/mCN:q=3.38kN/mC′E′跨：NE:3.55kN/mFM＇=[(1.89+1.69)1.5+(0.81+0.56)1.5+0.753.31.5]=21.78kNFN=31.34kNFE=35kNFC=48.46kNFAM=17.5kN3.2.3风荷载标准值计算风压标准值计算公式为：w=βZμSμZω0本地区基本风压为：w0=0.65楼高H>30m；地面粗糙类别为C类；风振系数：βZ=1+Hi/Hξγ/μZ表3-1层次123456Hi（第i层距离室外地面的高度）3.456.459.4512.4515.4518.45H=32.25mB≈15mH/B≈2查表：脉动影响系数γ=0.59表3-2离地面高度（m）z3.456.459.4512.4515.4518.45风压高度系数μZ0.40.590.70.770.850.91∵结构高度H=20.2<30m,故取βZ=1.0,μS=1.3表3-3z3.456.459.4512.4515.4518.45ωk0.340.500.590.650.720.77转化为集中荷载（受荷面与计算单元同）6层：FW6K=7.89KN5层：FW5K=.9.16KN4层：FW4K=8.43KN3层：FW3K=7.63KN2层：FW2K=6.7KN1层：FW1K=7.88KN（如图6所示）3.2.4水平地震作用计算1.重力荷载代表值（恒载+0.5活载）1)恒载屋面重力值：G面=2946K楼板重力值：G板=1985KN梁重力值：G梁=811K柱重力值：G上柱=731KNG底柱=789KN墙重力值：标准层G女儿墙=639KNG标墙=2480KNG底墙=3527KN底层60074/3=8009KN2.4.1.2活荷载Q=2.048.911.6=1155KN2.4.1.3重力荷载代表值G6=G板+G梁+G上柱/2+G女儿墙+G标墙/2=7767（不包括屋面活荷载）G5=G板+G梁+G上柱+G标墙+F活/2=10086KNG2=G3=G4=G5=10086KNG1=G板+G梁+G上柱/2+G底柱/2+G标墙/2+G底墙+F活/2=11115KN2)水平地震作用计算1．各层D值汇总（D单位：104kN/m）`计算过程见(表3-4)表3-4层次边柱(根)边柱D中柱(根)中柱D边柱(根边柱D∑D六131.29132.36131.3765.26五131.29132.36131.3765.26四131.29132.36131.3765.26三131.29132.36131.3765.26二131.29132.36131.3765.26一131.59131.99131.6267.22．顶点位移计算（将重力荷载代表值Gi作为水平荷载）uT=+++++=0.3033．基本自振周期S4．基本自振周期水平地震影响系数设计地震分组第一组，场地类别Ⅱ类，Tg=0.35s，地震加速度0.10g，多遇地震下αmax=0.085．结构底部剪力标准值6．各层水平地震作用标准值，故需考虑顶部附加地震作用δn=0.08T1+0.07=0.122顶部附加的集中水平地震作用为：ΔFn=δn·Fek=0.1222516=282.6KN7．各层水平地震层间剪力8．多遇地震下弹性层间位移计算过程见下表（3-5）表3-5楼层hi(m)Vi(kN)∑Di(104kN/m)Δue(m)θe[θe]六3803.765.260.001230.00041五31373.565.260.002100.0007四31836.565.260.002810.00094三32192.665.260.003360.00112二32441.965.260.003740.00125一42598.967.60.0038410.00096故满足要求3.3荷载作用下框架的力分析3.3.1恒荷载作用下框架的力分析恒荷载作用下框架的受荷简图如图所示1.横荷载作用下框架的弯矩计算1)梁的固端弯矩可按下面方法求得AC跨：顶层：MA6C6＝－67.14.441.62/62＝－21KNMC6A6＝57.7NMA6C6＝-46.8MC6A6＝46.8KNMA6C6＝36.8KNMC6A6＝27.8KNAC标准层A6C6MA6C6＝-36.3N·mMC6A6＝99.7KN·mMA6C6＝-82.5KN·mMC6A6＝2.5KN·mMA6C6＝-24.5KN·mMC6A6＝18.5KN·m总计：MA6C6＝-143.3N·mMC6A6＝CE跨：标准层：MC5E5＝-88.09ME5C5＝88KN·mMC5E5＝-88.4KN·mME5C5＝88.4KN·m总计MC5E5＝-176.4KN·mME5C5＝176.4KN·m顶层MC6E6＝-45.1KN·mME6C6＝45.1KN·mMC6＇E6＇＝-108.3KN·mME6＇C6＇＝108.3KN·m梁的跨最大弯矩的求法。CE跨C6E6段弯矩的求法：QC6E6＝32.22KNQE6C6＝32.22KNQC6E6＝67.78KNQE6C6＝67.78KN跨中K点弯矩M＝76.7KNC5E5段弯矩：E5C5＝62.8KNQE5C5＝93.1KNQC5E5＝62.8KNQE5C5＝93.1KN跨中K点弯矩Mk＝131.4KN·m恒载作用下的弯矩图（见图3-9）2.恒载作用下框架的剪力计算由简图和推导公式进行计算恒荷载作用下框架的轴力计算（见图3-11）3.3.2活荷载作用下框架的力计算1.楼面活载作用下框架的力计算由于楼面活载＜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。1)楼面活载作用下框架的弯矩计算EC跨：MCE＝-31KN·mMEC＝＝31KN·mAC跨：MAC＝-21.72KN·mMCA＝29.99KN·m上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱0.6980.3020.2280.5270.2450.2960.704-31.730.2-313122.179.590.180.420.2-9.18-21.826.530.094.80.06-4.59-9.18-21.82-4.62-2-0.06-0.014-0.0722.75-22.7524.08-24.0835.120.32-35.440.831.980.4110.4110.1780.1490.3420.3420.1610.1880.4060.406-31.7630.2-313113.0513.055.660.120.280.280.12-5.82-12.58-12.5811.096.530.062.830.21-2.910.06-6.3-10.93-7.27-7.27-3.14-0.02-0.04-0.04-0.033.236.966.9616.9112.31-29.2233.130.450.24-33.8228.47-11.93-16.540.4110.4110.1780.1490.3420.3420.1610.1880.4060.406-31.7630.2-313113.0513.055.660.120.280.280.12-5.82-12.58-12.586.536.530.062.830.140.14-2.910.06-6.3-6.3-5.39-5.39-2.340.030.070.170.032.485.065.0914.1914.19-28.3833.180.490.49-33.7627.6-13.8-13.80.4110.4110.1780.1490.3420.3420.1610.1880.4060.406-31.7630.2-313113.0513.055.660.120.280.280.12-5.82-12.58-12.586.536.530.062.830.140.14-2.910.06-6.3-6.3-2.71-2.71-1.170.030.070.070.042.445.275.216.8717.34-34.2133.180.490.50-33.7728.39-14.7-13.690.4410.3680.1310.1180.3660.3660.170.2070.3630.435-31.7630.2-31311411.696.070.130.290.240.14-6.26-11.25-13.496.530.073.040.14-3.130.07-6.3-2.91-2.43-1.26-0.2-0.30.07-6.317.629.26-26.8833.370.230.21-33.*9926.07-8.99-17.084.630.114.5活荷载作用弯矩图见（图3-13）3.3.3风荷载作用下力分析。采用D值法，其计算结果如下7.85KNα=0.127`α=0.232α=0.135VA＇=2.02KNVC＇=3.69KNVE＇=2.149.16KNα=0.127α=0.232α=0.135VA＇=2.35KNVC＇=4.3KNVE＇=2.51KN8.43KNα=0.127α=0.232α=0.135VA＇=KNVC＇=3.96KNVE＇=2.3KN7.63KNα=0.127α=0.232α=0.135VA＇=KNVC＇=3.58KNVE＇=2.09KN6.7KNα=0.127α=0.232α=0.135VA＇=KNVC＇=3.15KNVE＇=1.83KN7.85KNα=0.373α=0.046α=0.38VA＇=KNVC＇=3.01KNVE＇=2.46KNA＇C＇E＇风荷载作用下：框架的力值：柱上端弯矩：柱下端MF=yo=0.49y1=y2=y3=0yo=0.25y1=y2=y3=0yo=0.12y1=y2=y3=0y=0.091-y=0.51y=0.251-y=0.75y=0.121-y=0.88yo=0.25y1=y2=y3=0yo=0.35y1=y2=y3=0yo=0.26y1=y2=y3=0y=0.251-y=75y=0.351-y=0.65y=0.261-y=0.74yo=0.35y1=y2=y3=0yo=0.4y1=y2=y3=0yo=0.4y1=y2=y3=0y=0.351-y=0.65y=0.41-y=0.6y=0.41-y=6yo=0.4y1=y2=y3=0yo=0.45y1=y2=y3=0yo=0.31y1=y2=y3=0y=0.41-y=0.6y=0.451-y=0.55y=0.311-y=0.69yo=0.5y1=y2=y3=0yo=0.47y1=y2=y3=0yo=0.54y1=y2=y3=0y=0.51-y=0.5y=0.471-y=0.55y=0.541-y=0.46yo=0.8y1=y2=y3=0yo=0.65y1=y2=y3=0yo=0.79y1=y2=y3=0y=0.81-y=0.2y=0.651-y=0.35y=0.791-y=0.21风荷载作用下框架的弯矩计算3.2.2.2风荷载作用下框架的剪力计算3.3.4地震作用下力分析157KNα=0.127`α=0.232α=0.135VA＇=15.9KNVC＇=29.1KNVE＇=16.92249.3KNα=0.127α=0.232α=0.135VA＇=27.2KNVC＇=49.7KNVE＇=28.8KN356.1KNα=0.127α=0.232α=0.135VA＇=38.3KNVC＇=66.4KNVE＇=38.6KN463KNα=0.127α=0.232α=0.135VA＇=43.4KNVC＇=79.3KNVE＇=46.1KN569.8KNα=0.127α=0.232α=0.135VA＇=48.3KNVC＇=88.3KNVE＇=51.3KN803.78KNα=0.373∑D=14298α=0.046α=0.38VA=51.4KNVC＇=94KNVE＇=54.6KNA＇C＇E＇yo=0.49y1=y2=y3=0yo=0.25y1=y2=y3=0yo=0.12y1=y2=y3=0y=0.091-y=0.51y=0.251-y=0.75y=0.121-y=0.88yo=0.25y1=y2=y3=0yo=0.35y1=y2=y3=0yo=0.26y1=y2=y3=0y=0.251-y=75y=0.351-y=0.65y=0.261-y=0.74yo=0.35y1=y2=y3=0yo=0.4y1=y2=y3=0yo=0.4y1=y2=y3=0y=0.351-y=0.65y=0.41-y=0.6y=0.41-y=6yo=0.4y1=y2=y3=0yo=0.45y1=y2=y3=0yo=0.31y1=y2=y3=0y=0.41-y=0.6y=0.451-y=0.55y=0.311-y=0.69yo=0.5y1=y2=y3=0yo=0.47y1=y2=y3=0yo=0.54y1=y2=y3=0y=0.51-y=0.5y=0.471-y=0.55y=0.541-y=0.46yo=0.8y1=y2=y3=0yo=0.65y1=y2=y3=0yo=0.79y1=y2=y3=0y=0.81-y=0.2y=0.651-y=0.35y=0.791-y=0.21地震荷载作用下：框架的力值：柱上端弯矩：柱下端弯矩：MF=yo=0.49y1=y2=y3=0yo=0.25y1=y2=y3=0yo=0.12y1=y2=y3=0y=0.091-y=0.51y=0.251-y=0.75y=0.121-y=0.88yo=0.25y1=y2=y3=0yo=0.35y1=y2=y3=0yo=0.26y1=y2=y3=0y=0.251-y=75y=0.351-y=0.65y=0.261-y=0.74yo=0.35y1=y2=y3=0yo=0.4y1=y2=y3=0yo=0.4y1=y2=y3=0y=0.351-y=0.65y=0.41-y=0.6y=0.41-y=6yo=0.4y1=y2=y3=0yo=0.45y1=y2=y3=0yo=0.31y1=y2=y3=0y=0.41-y=0.6y=0.451-y=0.55y=0.311-y=0.69yo=0.5y1=y2=y3=0yo=0.47y1=y2=y3=0yo=0.54y1=y2=y3=0y=0.51-y=0.5y=0.471-y=0.55y=0.541-y=0.46yo=0.8y1=y2=y3=0yo=0.65y1=y2=y3=0yo=0.79y1=y2=y3=0y=0.81-y=0.2y=0.651-y=0.35y=0.791-y=0.21地震作用下框架的弯矩计算图3-183.2.3.2地震作用下框架的剪力计算力组合本章中单位统一为：弯矩kN∙m，剪力kN，轴力kN。根据前面第四至八章的力计算结果，即可进行框架各梁柱各控制截面上的力组合，其中梁的控制截面为梁端柱边与跨中，由于对称性，每层梁取5个控制截面。柱分为边柱和中柱，每根柱有2个控制截面。力组合使用的控制截面标于（图4-1）。4．1梁力组合1）计算过程见下页表中，弯矩以下部受拉为正，剪力以沿截面顺时针为正注：（1）地震作用效应与重力荷载代表值的组合表达式为：其中，SGE为相应于水平地震作用下重力荷载代表值效应的标准值。而重力荷载代表值表达式为：Gk——恒荷载标准值；Qik——第i个可变荷载标准值；ΨQi——第i个可变荷载的组合之系数，屋面活荷载不计入，雪荷载和楼面活荷载均为0.5。考虑到地震有左震和右震两种情况，而在前面第八章计算地震作用力时计算的是左震作用时的力，则在下表中有1.2(①+0.5②)+1.3⑤和1.2(①+0.5②)-1.3⑤两列，分别代表左震和右震参与组合。因为风荷载效应同地震作用效应相比较小，不起控制作用，则在下列组合中风荷载力未参与，仅考虑分别由恒荷载和活荷载控制的两种组合，即1.35①+1.4×0.7③和1.2①+1.4③力组合计算表（见表4-1）表4-1楼层截面1.35恒荷载+1.4×0.7活荷载1.2恒荷载+1.4活荷载MmaxMmin|Vmax|MVMV六1-80.9148.6-79.6--142-42.4-80.9148.62117.511911979.43-148.5-190.2-13405-175.6-130.7-148190.241-125.5159.9-122.8155.5-28.7-127.7159.95155.4154.9155.484.76-82.1-159.9-80.3-154.3-51.8-82.1159.9五1-129.7198.5-124.6173.3-84.9-129.7198.52125124.788.21253-199.4-277.6-180.4-259.9-138.2-194.4276.64-187.6235.3-177.5222.6-133.4-187.6235.35241.7230.424107-188.56-140.8-235.3-134.2-222.6-24.5-140.8235.3四1-69.2183.8-70.5173.3-24.5-69.2193.82134.7133.3134.790.33-190.8-276.6180.1259.9-103.8-200.8276.64-177.8235.8-168.8217.4-100.3-177.8235.85231.2221-231.2167.86-141.8-235.3134.8-222.6-97.3-141.8235.3三1-69.2183.8-70.5173.3-24.5-69.2193.82134.7133.3134.790.33-190.8-276.6180.1259.9-103.8-200.8276.64-177.8235.8-168.8217.4-100.3-177.8235.85231.2221-231.2167.86-141.8-235.3134.8-222.6-97.3-141.8235.3二1-124194.5-134.8174.1-12484174.12130.6129.7130.6-200.33-190.8-227.3-180.1-250.7-104.3-288.9227.34-286.7235.8-265.5223.3-185.4169.1235.85231.2221231.2-142.76-142.7-235.8-135.8-222.6-81.7-140.7235.3一1-115.4-188.8-111.1-173.3-115.4-140.7227.32142.2142.3142.272235.83-197.8-276.6-189.9-259.9-189.9-235.34-179.6235.8-170.4233.3-85.6-188.1235.85236.6226.2236.61836-134.2-235.8-117.8-222.6-51.2-159.6235.84．2柱力组合1）计算过程见下表，弯矩以顺时针为正，轴力以受压为表4-4柱力组合计算表楼层柱截面恒荷载活荷载地震荷载MNMNMN六A283.8196.524.0818.7-13.1-4.67169.04115.316.9118.7-11.7-4.67C214.5221.730.3251.84-49.53.8312.89240.50.4551.84-3.73.83E1-84.93100-22.7525.39-13.2-8.52-76.68118.8-16.5425.39-13.2-8.5五A261.99237.912.3137.4-34.3-8.45164.89256.614.1937.4-3.6-8.45C27.45563.310.24103.65-20.74.5518.28582.10.49103.65-364.55E1-76.58255.9-11.9350.78-35.5-132-77.53274.7-12.5850.78-1.2-13四A264.89379.214.1956.1-14.1-14.55164.8939814.1956.1-9.6-14.55C28.28904.90.49155.52-18.55.4618.28923.60.49155.52-33.15.46E2-77.53411.8-13.876.2-12.2-20.11-76.5430.6-13.876.2-13.9-20.1三A264.89520.614.1974.8-16.9-25.18164539.314.1974.8-22.2-25.18C28.281246.50.49201.4-44.47.5318.191265.70.49207.4-21.77.53E2-77.53567.7-13.8101.6-17-32.751-76.5586.5-13.8101.6-2.7-32.75二A264.15643.617.3493.5-21.2-35.03180.51661.916.8793.5-20-35.03C28.451508.10.49259.2-558.9519.881606.80.23259.2-30.38.95E2-79.1723.6-14.07127-20.4-44.021-76742.8-17.08127-25.2-44.02一A242.57784.59.26112.2-0.7-45.4121.29803.34.63112.2-143.5-45.4C24.91929.60.21311-53.211.212.451948.40.11311-205.211.2E2-50.26879.5-8.99152.3-41.7-55.891-50.13898.3-4.03152.3-163.9-55.89表4-5柱力组合计算表楼层柱截面1.2恒荷载+1.3地震荷载1.2恒荷载-1.3地震荷载1.35恒荷载+1.4×0.7活荷载MNMNMN六A283.5109.7117.6111.8136.7148.6167.6132.3108144.4109.8174C2-47271.181.7261199350.11-1.3283.68.32273.64.3375.5E2-119.1109-84.8138-136.9159.91-109.2131.5-74.9151.5-119.7185.3五A229.8274.5119294.595.8357.8173.2296.982.6316.9101.5383.1C2-25.8681.943.6670.110.3862.11-36.9704.356.7792.511.7887.8E-138290.2-45.7324-115.1395.2-94.6312.7-91.5346.5117420.6四A259.543696.2473.9101.5566.9165.4458.790.4495.5101.5592.3C2-141109334107911.713741-331115.453.11101.411.71399.2E2-108.9468-77.2520-118.2630.61-109.9490.6-73.9542.6-116.8656三A255.964499.8709.5101.5776.1147.9614.4105.6679.9100.3801.4C2-47.8148667.6146611.7188.61-18150920.4149111.71911.9E2-115.1638.7-71.1723.818.2865.91-95.6661-88.1746-116.9891.3A249.4726.8104.5817.8103.6960.5170.6748.8122.6839.8125.2985.2C261.41894.981.671.711.923981-28.21939.851.9191613.62403E2-121.4811.1-68925.5-120.51101.31-124843.2-55.9948.6-119.31127.2一A250.1882.451.9100065.511691-161904.9212.11112.933.31194C2-63.323017522736.829101-263.82323.5269.72294.53.41935E2-114.5983.1-6.11427.5-7613371-273.61005.7152.51449.5-71.61362表4-6柱力设计值汇总楼层柱1.2恒荷载+1.4活荷载截面|M|max,NNmax,MNmin,MMNMNNmaxMMN六A134.21422136.7148.6148.6134.2109.783.5106.5164.51109.8174174109.8132.3108C17.8333.7281.7261350.119.9271.1-474.1361.218.32273.6375.54.3273.68.32E-133.8155.52136.9159.9159.9-136.9109--118.1-115.2178.11119.7185.3185.3-119.7131.5-10.92A91.6337.62119294.5357.895.8274.529.897.7360.3197.7360.3383.1101.5296.973.2C9.3821.1243.6670.1862.1103670.143.610.6843.61567792.5843.610.6704.3-31.9E-108.6378.22115.1395.2395.2-115.1290-128-110.6400.71117420.6420.6117312.7-94.6四A97.7533.62101.5561.9566.9101.543659.597.7566.11106.5592.3592.3101.5458.765.4C11.81303.6234107.9137411.7109.3-14.111.81326.1153.111011399.211.71115.4-33E-112.3600.82112.3600.8630.6-118468-103.9-110.2623.31110.2623.3656-116.8490.6-109.9三A96.3729.42101.5776.1776.1101.564455.995.8751.91100.3801.4801.4100.3614.447.9C10.61786.2267.61466188611.7148667.610.21808.7120.411911911.911.7149120.4E-112.2823.52115.1638.7865.918.2636.7-115.1-111.2846195.6661891.3-116.9891.3-116.9二A101.3903.22104.5817.8960.5103.6726.449.4120.2925.71122.6839.8985.2125.2748.870.6C10.82269.3281.61871239811.91594.961.412.22291.8151.91916240313.61919.8-28.2E-114.51046.12121.4811.11101.3-120.5811.1-121.4-115.71048.61124834.21127.2-119.3834.2-124一A641098.5265.51109110965.5882.450.1721121.11212.11194119433.3904.9-167C6.22750.9275291029106.82272753.12773.41269.7293529353.42294.5289.7E-72.91266.62114.513371337-761208.6-72.9-65.81291.11273.613621362-71.61291.1-65.8五.截面设计5．1梁截面设计5.1.1正截面受弯承载力计算1）已知条件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500mm×250mm，则h01=500-35=465mm2）构造要求（1）承载力抗震调整系数γRE=0.75（2）三级抗震设防要求，框架梁的混凝土受压区高度x≤0.35h0则x1≤0.35h01=0.35×465=147.75mm（3）梁的纵筋最小配筋率：支座：0.25%×250×465=290.6mm2〈(55×1.43/250)%×250×465=300.5mm2.所以：As1min=290.6mm2跨中：0.2%×250×465=232.5mm2〈(45×1.43/250)%×200×465=245.5mm2所以：As1min=232.5mm2（4）箍筋的配箍率箍筋的配筋率ρsvmin=0.24×ft/fyv=0.24×1.43/210=0.16%3）配筋计算因结构、荷载均对称，故整个框架采用左右对称配筋。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。以第六层AC跨梁为例，给出计算方法和过程，其他各梁的配筋计算见表格(5-1)。（1）跨中下部受拉，按T形截面设计。翼缘计算宽度按跨度考虑时，b’f=l/3=2000mm；取。考虑抗震承载力调整系数γRE=0.75，弯矩设计值为0.75×119=89.3kN•m。因为a1fcbfhf(h0-hf/2)=1.0×14.3×2000×80×(465-80/2)=743.1kN•m>89.3kN•mkN•m故属第一类截面a1=M/(a1fcbfho2)=89.5KN/m/(1.0×14.3×2000×765)=0.014As=M/fyrsho=923.4mm2而，故配筋320，As=941mm2(2)支座（以左支座为例）将下部截面的220钢筋深入支座，作为支座负弯矩作用下的受压钢筋（A’s=628mm2）,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0.75×89.3=62.25kN•m。说明A’s富余，且达不到屈服，可以近似取M/fy(ho-as)=498.3kN•m故配筋218，As=509mm2表5-1梁正截面配筋计算楼层截面M(kN•m)ξA’s(mm2)As(mm2)实配As+A’s(mm2)六160.7〈0620509218（509）+320（941）289.30.014620320（941）360.7〈0628509218（509）+320（941）491.7〈01460742225（982）+420（1256）5116.50.0331140420（1256）691.7〈01140742225（982）+420（1256）五197.3〈01149742225（982）+420（1256）21480.0251409420（1256）397.3〈01149742225（982）+420（1256）4140.7〈01489916225（982）+422（1520）5177.50.0491489422（1520）6140.7〈01589916225（982）+422（1520）四1150.60.008948981225（982）+420（1256）2-1010.016632420（1256）3150.6〈0948981225（982）+420（1256）4133.4〈01103866225（982）+422（1520）5173.30.0361303422（1520）6133.4〈01103866225（982）+422（1520）三1150.60.008948981225（982）+420（1256）2-1010.016632420（1256）3150.6〈0948981225（982）+420（1256）4133.4〈01103866225（982）+422（1520）5173.30.0361303422（1520）6133.4〈01103866225（982）+422（1520）二11500.0159591161225（982）+420（1256）298〈0628420（1256）31500.0159591161225（982）+420（1256）42160.01814111406225（982）+422（1520）5173.40.0491130422（1520）6216.80.01814111406225（982）+422（1520）一11760.01711251310225（982）+420（1256）2106.7〈0658420（1256）31760.01711251310225（982）+420（1256）414114110891291225（982）+422（1520）51770.0491489422（1520）6141〈010891489225（982）+422（1520）5.1.2斜截面受弯承载力计算承载力抗震调整系数γRE=0.85。以第五层AC,CE跨梁为例，给出计算方法和过程，其他各梁的配筋计算见表格（表5-2）。AC跨梁γREV=0.85×149.2=149.2KN/m<0.25×1.0×14.3×250×465=415KN/m故截面尺寸满足要求。梁端箍筋加密区取2肢Φ8100，箍筋用HPB235级钢筋（fyv=210N/mm2），则:0.42ftbh0+1.25(Asv/s)fyv=340.66>92.69KN箍筋加密区长度取1.2m，非加密区取2肢Φ8150设置满足要求。BC跨梁161.7KN/m<0.2×1.0×14.3×250×465=281KN/m故截面尺寸满足要求。梁端箍筋加密区取2肢Φ8100，箍筋用HPB235级钢筋，则:0.42ftbh0+1.25(Asv/s)fyv126KN>90.2KN全部梁的斜截面配筋计算结果与结果见（表5-2）。表5-2梁斜截面配筋计算表楼层梁γREV(kN)0.25βcfcbh0(kN)Asv/s加密区实配(Asv/s)非加密区实配ρ(%)六AC149.22610.23双肢Φ10100(1.57)双肢Φ8150(0.527)CE135.92610.17双肢Φ10100(1.57)双肢Φ8200(0.39)五AC2352610.67双肢Φ10100(1.57)双肢Φ8100(0.52)CE2002610.47双肢Φ10100(1.57)双肢Φ8200(0.39)四AC2352610.67双肢Φ10100(1.57)双肢Φ8100(0.52)CE2002610.47双肢Φ10100(1.57)双肢Φ8200(0.39)三AC2352610.67双肢Φ10100(1.57)双肢Φ8100(0.52)CE2002610.47双肢Φ10100(1.57)双肢Φ8200(0.39)二AC2352610.67双肢Φ10100(1.57)双肢Φ8100(0.52)CE19.82610.47双肢Φ10100(1.57)双肢Φ8200(0.39)一AC2353480.67双肢Φ10100(1.57)双肢Φ8100(0.52)CE2003480.47双肢Φ10100(1.57)双肢Φ8200(0.39)5．2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：为450×450。则h01=450-40=410mm，h0=450-40=410mm。2．构造要求1）抗震调整系数γRE=0.802）三级抗震设防要求，框架柱纵筋最小配筋百分率应满足：0.7%则As1min=0.007×450×410=1292mm23．剪跨比和轴压比验算剪跨比宜大于2，三级框架轴压比应小于0.8，从下表中可见均满足要求。柱剪跨比和轴压比计算表表5-3楼层柱b(mm)h0(mm)Mc(kN•m)Vc(kN)N(kN)Mc/Vch0N/fcbh0六边450410136.750.91486.550.056中450410109.820.117413.30.065边450410136.9100159.93.30.061五边450410119.742.3185.36.90.07中45041011920.34862.114.30.146边450410101.5100285.32.840.108四边45041056.742.96862.13.20.33中45041010320.491399.212.30.49边45041010838.3602.86.880.23三边45041011842.37766.80.29中45041067.620.31911.98.10.72边450410115.132.38918.70.34二边450410122.648.9985.26.10.37中45041051.922.124035.70.91边45041012439.2111272.40.43一边450410212.142.97117411.20.45中450410209.737.4293517.51边450410273.338.91362170.524．柱正截面承载力计算计算要点：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l0=0.7l。⑤l0/h≤15时，ζ2=1.0；l0/h>15时，ζ2=1.15-0.01l0/h且≤1.0。⑥，取Cm=1.0⑦ξ≤2αS/h0，；ξ＞2αS/h0，5．柱斜截面承载力计算计算要点：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1000mm。5．3楼梯钢筋计算楼梯计算简图如下：计算公式如下：其中hh：楼梯梯板在不同受力段取不同的值,上图所示取楼梯梯板折算高度在楼梯折板处取梯板厚度,在平台处取平台厚度,在楼板处取楼板厚度荷载计算参数（单位kn/m）：装修荷载Qz=1.00；活载Qｈ=2.00；恒载分项系数1.2,1.35活载分项系数1.４,1.４*0.7梯板负筋折减系数（ZJXS)=0.8各跑荷载与力计算与示意图：其中：Qb－－梯板均布荷载；Qbt－－梯板弯折段均布荷载；Qｐ－－平台均布荷载；Qｗ－－楼面均布荷载；单位(KN/m)；第1标准层第1跑Qb=10.669Qbt=7.600；Qp=7.600Qw=7.000；第1标准层第2跑Qb=10.669Qbt=7.600；Qp=7.600Qw=7.000；二、配筋面积计算:楼梯板底筋－－Asbd(cm2)：按照两端简支求出Ｍmax,按照Ｍmax配筋楼梯板负筋－－Asbf(cm2)：梯板负筋弯矩取Ｍmax*ZJXS,按此弯矩照配筋楼梯平台如果两边都有支承,按照四边简支板计算,采用分离式配筋平台板底筋－－Aspd(cm2)平台板负筋－－Aspf(cm2)标准层号跑数AsbdAsbfAspdAspf113.923.100.000.00123.923.100.000.00三、配筋结果:配筋措施：楼梯梁保护层厚度：３0ｍｍ楼梯板与平台板保护层厚度：１５ｍｍ受力钢筋最