某框架结构住宅楼设计计算书论文

'某框架结构住宅楼设计计算书毕业论文一.设计概况11.1建设项目名称11.2建设地点11.3设计资料11.3.1地质水文资料11.3.2气象资料11.3.3抗震设防要求11.3.4底层室内主要地坪标1二．屋盖、楼盖设计22．1楼盖22.1.1设计资料22.1.2楼盖的结构平面布置(见图2-1)22.1.3板的设计（弹性理论）22．2次梁的设计82.2.1次梁l192.2.2次梁l2112.2.3次梁l3122.2.4次梁l4142.2.5次梁l5162.2.6次梁l6172.2.7次梁l718三.框架结构布置方案203.1结构布置方案及结构选型见图3-1203.1.1结构承重方案选择203.1.2主要构件选型及尺寸初步估算203.2荷载标准值计算223.2.1永久荷载223.2.2竖向可变荷载253.2.3风荷载标准值计算263.2.4水平地震作用计算273.3荷载作用下框架的内力分析293.3.1恒荷载作用下框架的内力分析293.3.2活荷载作用下框架的内力计算323.3.3风荷载作用下内力分析。363.3.4地震作用下内力分析39四．内力组合434．1梁内力组合4370 4．2柱内力组合48五.截面设计535．1梁截面设计535.1.1正截面受弯承载力计算535.1.2斜截面受弯承载力计算555．2柱截面设计56六.基础设计626．1基础设计626．2抗冲切检验636．3配筋计算63参考文献65致谢6670 一.设计概况1.1建设项目名称金光小区2#住宅楼建筑结构设计1.2建设地点某市，场地平整，地段交通方便，地势平坦，东西两地均为开发性用地1.3设计资料1.3.1地质水文资料由地质勘察报告，其地质土层构造为：a层：耕植土，厚约0.7M，k=100Kpa ；b层：淤泥质土，厚约0.5－1m，k=80Kpa ；c层：粘土，厚3－4m，硬塑状态，塑性指数Ip =14，液性指数I=0.17空隙比e=0.54，k=200Kpa ；d层：粉质粘土，厚约4m，硬塑，Ip =14，I=0.17，e=0.75，k=180Kpa 1.3.2气象资料风向：常年主导风向为东南风，基本风压650N/m2，年最高温度39℃，最低温度4℃。1.3.3抗震设防要求七度。1.3.4底层室内主要地坪标底层室内主要地坪标高为±0.000，相当于绝对标高31.45m。70 二．屋盖、楼盖设计2．1楼盖2.1.1设计资料1）楼面做法：80mm钢筋混凝土现浇板，20mm石灰砂浆抹底，20mm水泥砂浆找平，水磨石面层2）材料：混凝土强度等级为C30；梁内受力纵筋为HRB335，其余为HPB235钢筋2.1.2楼盖的结构平面布置(见图2-1)图2-1楼盖的结构平面布置2.1.3板的设计（弹性理论）1）荷载计算恒荷载标准值：水磨石面层：0.65kN/m220厚水泥沙浆找平0.02×20=0.4kN/m280mm厚钢筋混凝土楼板：0.08×25=2.0kN/m220mm厚石灰沙浆抹底：0.01×17=0.34kN/m2小计3.39kN/m2荷载设计值：g=1.2×3.39=4.1kN/m2，q=1.4×2.0=2.8kN/m2q/2=1.4kN/m2，g+q/2=5.5kN/m2，g+q=6.9kN/m22）弯矩计算70 计算过程见下页(表2-1)中。3）截面设计截面有效高度：假定选用Φ8钢筋，则l01方向跨中截面的h01=80-20=60mm；l02方向跨中截面的h02=50mm；支座截面h0=60mm。最小配筋率：取ρsmin=0.2%，则Asmin=0.2%×1000×80=160mm2截面设计时取用的弯矩设计值：中间跨的跨中截面及中间支座截面减小20%；边跨跨中截面及楼板边缘算起的第二个支座截面处，当lb/l0<1.5时减小20%，当lb/l0=1.5～2.0时减小10%；楼板的角区格不折减。4）板的布置图：(见图2-2)图2-270 表2-1弯矩值计算表ABCDEFGHIl01(m)250027003400290027002900250027003400l02(m)290041004100440042004400290041004400l01/l020.860.660.770.690.640.660.860.660.77m1(0.0241+0.2×0.0158)×5.5×2.52+(0.0316+0.2×0.0217)×1.4×2.52=1.25(0.034+0.2×0.0099)×5.5×2.72+(0.0295+0.2×0.0642)×1.4×2.72=1.88(0.0241+0.2×0.0158)×5.5×3.42+(0.0376+0.2×0.0195)×1.4×3.42=1.28(0.0326+0.2×0.0109)×5.5×2.92+(0.0497+0.2×0.014)×1.4×2.92=2.23(0.0341+0.2×0.0091)×5.5×2.72+(0.077+0.2×0.0261)×1.4×2.72=1.28(0.034+0.2×0.0099)×5.5×2.92+(0.0295+0.2×0.0642)×1.4×2.92=1.28(0.0241+0.2×0.0158)×5.5×2.52+(0.0329+0.2×0.0361)×1.4×2.52=1.28(0.034+0.2×0.0099)×5.5×2.72+(0.077+0.2×0.065)×1.4×2.72=2.36(0.0286+0.2×0.0136)×5.5×3.42+(0.0322+0.2×0.046)×1.4×3.42=2.69m2(0.00158+0.2×0.0241)×5.5×2.52+(0.0217+0.2×0.0316)×1.4×2.52=0.96(0.0099+0.2×0.034)×5.5×2.72+(0.0642+0.2×0.0345)×1.4×2.72=1.08(0.0136+0.2×0.029)×5.5×3.42+(0.0195+0.2×0.0376)×1.4×3.42=1.08(0.0109+0.2×0.0326)×5.5×2.92+(0.0109+0.2×0.326)×1.4×2.92=1.08(0.0091+0.2×0.0341)×5.5×2.72+(0.0265+0.2×0.077)×1.4×2.72=1.08(0.0099+0.2×0.0341)×5.5×2.92+(0.0642+0.2×0.0295)×1.4×2.92=1.6(0.00155+0.2×0.0241)×5.5×2.52+(0.0116+0.2×0.0526)×1.4×2.52=1.08(0.0099+0.2×0.034)×5.5×2.72+(0.0265+0.2×0.077)×1.4×2.72=1.09(0.0136+0.2×0.0286)×5.5×3.42+(0.046+0.2×0.0322)×1.4×3.42=1.08m’1-0.0617×6.9×2.52=-2.66-0.076×6.9×2.72=-3.82-0.0916×6.9×3.42=-7.31-0.0741×6.9×2.92=-4.30-0.0771×6.9×2.72=-2.66-0.076×6.9×2.92=-4.41-0.0617×6.9×2.52=-2.66-0.076×6.9×2.72=-3.82-0.0687×6.9×3.42=-5.48m’2-0.0549×6.9×2.52=-2.37-0.057×6.9×2.72=-2.86-0.0756×6.9×3.42=-6.03-0.057×6.9×2.92=-3.3-0.0569×6.9×2.72=-2.86-0.057×6.9×2.92=-3.31-0.0549×6.9×2.52=-2.37-0.057×6.9×2.72=-2.86-0.0562×6.9×3.42=-4.4870 为了便于计算，近似取γ=0.95，计算过程见下表(表2-22-3)表2-2屋面板配筋计算表跨中截面h0(mm)m(kN∙m)As(mm2)配筋实配As(m282m2)Al01方向601.25104Φ8@200251l02方向500.9696Φ8@200251Bl01方向601.08157Φ8@200251l02方向501.38138Φ8@200251Cl01方向602.67223Φ8@200251l02方向501.66166Φ8@200251Dl01方向602.03186Φ8@200251l02方向501.06109Φ8@200251El01方向602.28190Φ8@200251l02方向501.07107Φ8@200251Fl01方向602.06180Φ8@200251l02方向501.6160Φ8@200251Gl01方向601.28107Φ8@200251l02方向501.08108Φ8@200251Hl01方向602.636197Φ8@200251l02方向501.09109Φ8@200251Il01方向602.69225Φ8@200251l02方向502.07208Φ8@20025170 表2-3边缘支座截面h0(mm)m(KN∙m)As(mm2)配筋实配As(mm2)A60-6.69419.2Φ10@180436Bl01方向60-9.57599.6Φ10@140561l02方向60-6.69419.2Φ10@180436Dl01方向60-4.75297.6Φ10@200393l02方向60-3.90244.4Φ10@200393El01方向60-5.25328.9Φ10@200393l02方向60-4.62289.5Φ10@200393F60-4.91305.1Φ10@200393Hl01方向60-9.57599.6Φ10@180654l02方向60-6.69419.2Φ10@18043670 支座截面h0(mm)m(kN∙m)As(mm2)配筋实配As(mm2)A-B60-0.8×3.80=-3.1259Φ8@200251A-J60-0.8×2.66=--2.1175Φ8@200251B-E60-0.8×2.86=-2.6217Φ8@200251B-M60-0.8×3.82=--3.1259Φ8@200251B-J60-0.8×3.82=--3.1259Φ8@200251C-M60-0.8×6.03=--4.8401Φ10@200393C-l60-0.8×7.31=--5.8484Φ10@160491D-E60-0.8×4.3=--3.4284Φ8@180279D-J60-0.8×3.3=--2.6217Φ8@200251E-E60-0.8×2.86=--2.3192Φ8@200251E-H60-0.9×2.87=-2.6217Φ8@200251E-K60-0.9×3.31=-3.1259Φ8@200251F-K60-0.8×3.31=-3.0251Φ8@200251F-L60-0.8×4.41=-3.5292Φ8@17029670 G-H60-0.8×3.82=-3.1259Φ8@200251G-J60-0.8×2.66=-2.1175Φ8@200251H-J60-0.8×3.82=-3.1259Φ8@200251H-M60-0.8×3.82=-3.1259Φ8@200251I-L60-0.8×5.48=-4.41368Φ10@180359板J,K,L,M按单向板处理，由于这些板不连续，因此假定其两端固定，且不连续，且不考虑双向板的影响1）作用在单向板的荷载与双向板相同q+g=6.9KN/m2）计算简图(图2-3)3）弯矩设计值M=1/12qJ:支座M==1.47KN/m跨中M==0.74KN/m图2-3K:支座M=1.47KN/m跨中M=0.74KN/mL:支座M=0.28KN/m跨中M=0.14KN/mM:支座M=1.47KN/m跨中M=0.74KN/m70 因为当M=1.47KN/m时，计算受拉钢筋面积为124所以单向板均按最小配筋取As=251，由于单向板支座处弯矩均小于双向板弯矩，因此在单向板与双向板相接处统一按双向板考虑。2．2次梁的设计次梁布置平面图(2-4)图2-42.2.1次梁l1次梁l1跨度2900mm次梁截面高度h=l/18～l/12=2900/18～2900/12=160mm～240mm，取h=250mm，截面宽度取b=120mm。1）荷载设计值KN/m板传来的荷载+=11.74kN/m次梁自重0.2×(0.25-0.1)×25×1.2=0.54kN/m次梁粉刷0.02×[(0.25-0.1)×2+0.2]×17×1.2=0.2kN/m70 则荷载总设计值g+q=12.48kN/m2）内力计算弯矩设计值：跨中支座剪力设计值：跨中支座3）正截面受弯承载力计算跨中按T形截面计算翼缘宽度的确定如下：取,,三者中的最小值，即==833mm混凝土强度等级为C30，fc=14.3N/mm2，ft=1.43N/mm2。纵向受力钢筋采用HRB335，fy=300N/mm2;箍筋采用HPB235，fyv=210N/mm2故跨中为第一类T形截面，可按矩形截面进行计算Asmin=120×250×max{0.2%,0.45×1.43/300}=64.4mm2跨中：配置316(As=804mm2)支座：70 配置312(As=339mm2)4）斜截面受剪承载力计算①验算截面尺寸,，由下式可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋，计算截面尺寸由,得故根据构造确定箍筋间距，取s=200mm2.2.2次梁l2次梁l2跨度4.1m，次梁截面高度取h=350mm，截面宽度取b=150mm。1）荷载设计值(见表2-4)表2-4端支座端支座M(KN.m)端支座M(KN.m)集中荷载处M(KN.m)(KN)(KN)(KN)(KN)1作用下-6.3-3.75.6103.53.5-5.12作用下-10.6-10.64.615.615.615.63.43作用下-13.8-21.716.712.324.124.124.14作用下-17.8-17.87.52626245.8总计-48.5-50.834.463.969.243.228.2注释：1-----板传来荷载2-----板传来荷载3----次梁传来荷哉70 4---墙体及梁自重2）正截面受弯承载力计算跨内按T形截面计算翼缘宽度=1110mm，h0=285mm故跨中为第一类T形截面，可按矩形截面进行计算Asmin=150×315×max{0.2%,0.45×1.43/300}=101mm2跨中：配置212+114(As=427mm2)支座：配置316(As=604mm2)3）斜截面受剪承载力计算①验算截面尺寸,，由下式可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋，计算截面尺寸由,得70 mm故根据构造确定箍筋间距，取s=200mm2.2.3次梁l3次梁l2跨度4.4m，次梁截面高度取h=350mm，截面宽度取b=150mm。1）荷载设计值KN/m板传来的荷载+=11.21kN/m次梁自重0.2×(0.25-0.1)×25×1.2=0.54kN/m次梁粉刷0.02×[(0.25-0.1)×2+0.2]×17×1.2=0.2kN/m墙体自重13.1kN/m则荷载总设计值g+q=24.3kN/m内力计算端点：M=38.6kN/m,V=0支座：V=52.7kN/m2）正截面受弯承载力计算跨内按T形截面计算翼缘宽度=1110mm，h0=315mmM=38.6KN/m,故跨中为第一类T形截面，可按矩形截面进行计算Asmin=150×315×max{0.2%,0.45×1.43/300}=101mm2支座：70 配置212+116(As=427mm2)跨中：=0.012204312(As=339mm2)3）斜截面受剪承载力计算①验算截面尺寸,，由下式可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋，计算截面尺寸由,得mm故根据构造确定箍筋间距，取s=200mm2.2.4次梁l4次梁l2跨度4.1m，次梁截面高度取h=350mm，截面宽度取b=150mm。1)荷载设计值(见表2-5)表2-5端支座端支座M(KN.m)端支座M(KN.m)集中荷载处M(KN.m)(KN)(KN)(KN)70 1作用下5.225.38.74.135.948.52作用下25.525.512.837.337.303作用下12.110.68.417.91212总计42.861.429.959.385.260.5注释：1-----板传来荷载2墙体及梁自重3----次梁传来荷哉2）正截面受弯承载力计算跨内按T形截面计算翼缘宽度=1110mm，h0=285mm故跨中为第一类T形截面，可按矩形截面进行计算Asmin=150×315×max{0.2%,0.45×1.43/300}=101mm2支座A：跨中：支座C：配置316(As=604mm2)3）斜截面受剪承载力计算①验算截面尺寸70 ,，由下式可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋，计算截面尺寸由,得mm故根据构造确定箍筋间距，取s=200mm3）次梁l32.2.5次梁l5跨度4.4m，次梁截面高度取h=350mm，截面宽度取b=150mm。1）荷载设计值2次梁自重0.2×(0.25-0.1)×25×1.2=0.54kN/m次梁粉刷0.02×[(0.25-0.1)×2+0.2]×17×1.2=0.2kN/m墙体自重13.1kN/m则荷载总设计值g+q=28.8/m内力计算支座：M=41.7kN/m支座：20.9kN/m支座：V=50.9kN/m2）正截面受弯承载力计算跨内按T形截面计算翼缘宽度=1110mm，h0=315mmM=38.6kN/m,V70 故跨中为第一类T形截面，可按矩形截面进行计算Asmin=150×315×max{0.2%,0.45×1.43/300}=101mm2支座：配置314(As=427mm2)跨中：=0.0140.014220mm2312(As=339mm2)3）斜截面受剪承载力计算①验算截面尺寸,，由下式可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋，计算截面尺寸由,得mm故根据构造确定箍筋间距，取s=200mm2.2.6次梁l6跨度4.4m，次梁截面高度取h=250mm，截面宽度取b=120mm。1）荷载设计值70 2则荷载总设计值11.8kN/m内力计算支座：M=8.3kN/m跨中：4.1kN/m支座：V=17kN/m2）正截面受弯承载力计算跨内按T形截面计算翼缘宽度=833mm，h0=215mm故跨中为第一类T形截面，可按矩形截面进行计算Asmin=120×215max{0.2%,0.45×1.43/300}=51.6mm2由上可知构造配筋3）斜截面受剪承载力计算①验算截面尺寸,，由下式选用3Φ12339mm2可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋，计算截面尺寸由,得mm故根据构造确定箍筋间距，取s=200mm70 2.2.7次梁l7跨度4.2m，次梁截面高度取h=350mm，截面宽度取b=150mm。1）荷载设计值荷载总设计值15.7kN/m内力计算支座：M=23kN/m跨中：M=11.5kN/m支座：V=33kN/m2）正截面受弯承载力计算跨内按T形截面计算翼缘宽度=833mm，h0=215mm故跨中为第一类T形截面，可按矩形截面进行计算Asmin=150×315max{0.2%,0.45×1.43/300}=51.6mm2由上可知构造配筋3）斜截面受剪承载力计算①验算截面尺寸,，由下式选用3Φ12339mm2可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋，计算截面尺寸由,得mm故根据构造确定箍筋间距，取s=200mm70 三.框架结构布置方案3.1结构布置方案及结构选型见图3-13.1.1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。3.1.2主要构件选型及尺寸初步估算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：砖墙砌块（３）墙体厚度：:外墙370mm，内墙240mm（４）基础采用：柱下独立基础2.梁﹑柱截面尺寸估算（１）主要承重框架:因为梁的跨度较接近（5600，6000）,可取跨度较大者进行计算.取L=6000h=(1/10~1/15)L=500mm~400mm取h=500mm.b=250mm满足b>200mm且b/500/2=250mm故主要框架梁初选截面尺寸为：b×h=250mm×400mm（２）次要承重框架(见图3-1)：图3-1图3-170 根据结构平面布置图,选定第(21)轴线作为计算单元.如图所示框架梁跨度(按柱中心线确定)AC跨:6000mmCE跨:5600mm框架柱高度：取底层:H1=3000+450+550=4000mm其它层:H2=H3=H4=H5=H6=3000m框架计算简图如图(图3-2)ACE图3-23.1.3梁﹑柱惯性矩,线刚度,相对线刚度计算1.梁﹑柱惯性矩计算横向框架主梁：纵向框架主梁：柱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=2.66×109E/6000=4.43×105Eica=2.66×109E/5600=4.75×105E柱：底层i=8.45×105E标准层：i=10.25×105E3.梁﹑柱相对线刚度计算(图3-2)70 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80mm2.kN/m2板底抹灰20mm0.4kN/m2合计5.1kN/m22)楼面恒载水磨石地面0.65kN/m2现浇钢筋混凝土板80mm2..0kN/m2板底抹灰20mm0.4kN/m2合计3.05kN/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）墙自重及两面抹灰女儿墙：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内墙标准层墙:13.1KN/m底层:外墙标准层墙:28.12KN/m内墙标准层墙:28.12KN/m图3-370 2.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=3（4.432-3.4）31.7=4.95m2=A3A2=33.431.7=2.89m2=A4C3=3（4.132-2.7）31.35=3.71m2=C1C2=32.731.35=1.82m2=C1D2=3（2.932-2.5）31.25=`2.06m2D2=32.531.25=1.56m2顶层：GA1=5.134.59=23.4KN=GA3GB1=5.130.3534.4=7.85KGl1=1.334.4=6.56KNGA2=5.132.29=14074KN=GA4GF=0.835.134.1=16.73KNGl8=0.7532.9=2.18KNGl2=1.334.1=5.74KNGc1=5.133.71=18.92KNGc2=1.8235.1=9.28KNGD2=5.132.06=10.51KNFm=[(Gl2+GA1+GA3+GF1)+(GA2+GB1+GL1+GA1)3]32=67.1KNFn=[(Gc2+Gd11+GD2+GC1+Gc3+GL4)+(GA2+GB1+GL1+GA1)3]32=64.44KNql3=1.3KN/m=ql9qA3=6.54N/mqam=6.5432+2.5=15.58N/mqmc=2.5KN/mD1:qD3=4.52N/mqCN=4.332+2.5=11.1N/mqEN=2.5+4.5232=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=5.22KN70 GF1=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)3]32=116KNFN=[(Gc2+Gd11+GD2+GC1+Gc3+GL4)+(GA2+GB1+GL1+GA1)3]32=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′)3+Gl5+GA4+GA5+Gl3++Fm3]/2=83.57KNFc=[(GA4′+GB1′+GA1+Gl1′)3+Gl5+GA4+GA5+Gl3++Fm3]/2=131.8KNFE=[(GA4′+GB1′+GA1+Gl1′)3+Gl5+GA4+GA5+Gl3++Fm370 ]/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′=1339.88KN70 3.2.2竖向可变荷载查荷载规范：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)31.5+(0.81+0.56)31.5+0.7533.331.5]=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/H3ξγ/μZ表3-170 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70 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600734/3=8009KN2.4.1.2活荷载Q=2.0348.9311.6=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=11115KN质点重力荷载代表值(见图3-7)图3-72)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70 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=0.12232516=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荷载作用下框架的内力分析3.3.1恒荷载作用下框架的内力分析恒荷载作用下框架的受荷简图如图所示70 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＝－67.134.4431.62/62＝－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·m1.梁的跨内最大弯矩的求法。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＝62.8KN70 QE5C5＝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70 3.恒荷载作用下框架的轴力计算（见图3-11）70 3.3.2活荷载作用下框架的内力计算1.楼面活载作用下框架的内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0.6980.3020.2280.5270.2450.2960.704-31.730.2-313122.179.590.180.420.2-9.18-21.826.530.094.80.06-4.59-9.18-21.82-4.62-2-0.06-0.014-0.0722.75-22.7524.08-24.0835.120.32-35.440.831.980.4110.4110.1780.1490.3420.3420.1610.1880.4060.406-31.7630.2-313113.0513.055.660.120.280.280.12-5.82-12.58-12.5811.096.530.062.830.21-2.910.06-6.3-10.93-7.27-7.27-3.14-0.02-0.04-0.04-0.033.236.966.9616.9112.31-29.2233.130.450.24-33.8228.47-11.93-16.5470 0.4110.4110.1780.1490.3420.3420.1610.1880.4060.406-31.7630.2-313113.0513.055.660.120.280.280.12-5.82-12.58-12.586.536.530.062.830.140.14-2.910.06-6.3-6.3-5.39-5.39-2.340.030.070.170.032.485.065.0914.1914.19-28.3833.180.490.49-33.7627.6-13.8-13.80.4110.4110.1780.1490.3420.3420.1610.1880.4060.406-31.7630.2-313113.0513.055.660.120.280.280.12-5.82-12.58-12.586.536.530.062.830.140.14-2.910.06-6.3-6.3-2.71-2.71-1.170.030.070.070.042.445.275.216.8717.34-34.2133.180.490.50-33.7728.39-14.7-13.690.4410.3680.1310.1180.3660.3660.170.2070.3630.435-31.7630.2-31311411.696.070.130.290.240.14-6.26-11.25-13.496.530.073.040.14-3.130.07-6.3-2.91-2.43-1.26-0.2-0.30.07-6.317.629.26-26.8833.370.230.21-33.*9926.07-8.99-17.084.630.114.5活荷载作用弯矩图见（图3-13）70 70 3.3.3风荷载作用下内力分析。采用D值法，其计算结果如下：7.85KNα=0.127　`　　α=0.232　　　　α=0.135VA＇=2.02KN　　VC＇=3.69KN　　VE＇=2.149.16KNα=　0.127　　　α=　0.232　　　　α=0.135VA＇=2.35KN　　VC＇=4.3KN　　VE＇=2.51KN8.43KNα=　0.127　　　α=0.232　　　　　α=0.135VA＇=KN　　VC＇=3.96KN　　VE＇=2.3KN7.63KNα=　0.127　　　α=0.232　　　　α=0.135VA＇=KN　　VC＇=3.58KN　　VE＇=2.09KN6.7KNα=0.127　　　α=　0.232　　　　α=0.135VA＇=KN　VC＇=3.15KN　　VE＇=1.83KN7.85KNα=0.373　α=0.046　　　α=0.38VA＇=KN　VC＇=3.01KN　　VE＇=2.46KN　　　A＇　　C＇　E＇70 风荷载作用下：框架的内力值：柱上端弯矩：柱下端MF=yo=0.49　　y1=y2=y3=0　yo=0.25　　y1=y2=y3=0　yo=0.12y1=y2=y3=0y=0.09　1-y=0.51y=0.251-y=0.75y=0.121-y=0.88　yo=0.25　　y1=y2=y3=0　yo=0.35　y1=y2=y3=0　yo=0.26y1=y2=y3=0y=0.25　1-y=75y=0.351-y=0.65y=0.261-y=0.74　　yo=0.35　y1=y2=y3=0　yo=0.4　y1=y2=y3=0　yo=0.4y1=y2=y3=0y=0.35　1-y=0.65y=0.41-y=0.6y=0.41-y=6　　　yo=0.4　y1=y2=y3=0　yo=0.45　y1=y2=y3=0　yo=0.31y1=y2=y3=0y=0.4　1-y=0.6y=0.451-y=0.55y=0.311-y=0.69　　　　　yo=0.5　y1=y2=y3=0　yo=0.47　y1=y2=y3=0　yo=0.54y1=y2=y3=0y=0.51-y=0.5y=0.471-y=0.55　y=0.541-y=0.46　　　yo=0.8　y1=y2=y3=0　yo=0.65　y1=y2=y3=0　yo=0.79y1=y2=y3=0y=0.8　1-y=0.2y=0.651-y=0.35　y=0.791-y=0.21　　　　70 风荷载作用下框架的弯矩计算图3-163.2.2.2风荷载作用下框架的剪力计算70 图3-173.3.4地震作用下内力分析157KNα=0.127　`　　α=0.232　　　　α=0.135VA＇=15.9KN　　VC＇=29.1KN　　VE＇=16.92249.3KNα=　0.127　　　α=　0.232　　　　α=0.135VA＇=27.2KN　　VC＇=49.7KN　　VE＇=28.8KN356.1KNα=　0.127　　　α=0.232　　　　　α=0.135VA＇=38.3KN　　VC＇=66.4KN　　VE＇=38.6KN463KNα=　0.127　　　α=0.232　　　　α=0.135VA＇=43.4KN　　VC＇=79.3KN　　VE＇=46.1KN569.8KNα=0.127　　　α=　0.232　　　　α=0.135VA＇=48.3KN　VC＇=88.3KN　　VE＇=51.3KN803.78KNα=0.373　∑D=14298α=0.046　　　α=0.38VA=51.4KN　VC＇=94KN　　VE＇=54.6KN　　　A＇　　C＇　E＇yo=0.49　　y1=y2=y3=0　yo=0.25　　y1=y2=y3=0　yo=0.12y1=y2=y3=0y=0.09　1-y=0.51y=0.251-y=0.75y=0.121-y=0.8870 　yo=0.25　　y1=y2=y3=0　yo=0.35　y1=y2=y3=0　yo=0.26y1=y2=y3=0y=0.25　1-y=75y=0.351-y=0.65y=0.261-y=0.74　　yo=0.35　y1=y2=y3=0　yo=0.4　y1=y2=y3=0　yo=0.4y1=y2=y3=0y=0.35　1-y=0.65y=0.41-y=0.6y=0.41-y=6　　　yo=0.4　y1=y2=y3=0　yo=0.45　y1=y2=y3=0　yo=0.31y1=y2=y3=0y=0.4　1-y=0.6y=0.451-y=0.55y=0.311-y=0.69　　　　　yo=0.5　y1=y2=y3=0　yo=0.47　y1=y2=y3=0　yo=0.54y1=y2=y3=0y=0.51-y=0.5y=0.471-y=0.55　y=0.541-y=0.46　　　yo=0.8　y1=y2=y3=0　yo=0.65　y1=y2=y3=0　yo=0.79y1=y2=y3=0y=0.8　1-y=0.2y=0.651-y=0.35　y=0.791-y=0.21　　　　地震荷载作用下：框架的内力值：柱上端弯矩：柱下端弯矩：MF=yo=0.49　　y1=y2=y3=0　yo=0.25　　y1=y2=y3=0　yo=0.12y1=y2=y3=0y=0.09　1-y=0.51y=0.251-y=0.75y=0.121-y=0.88　yo=0.25　　y1=y2=y3=0　yo=0.35　y1=y2=y3=0　yo=0.26y1=y2=y3=0y=0.25　1-y=75y=0.351-y=0.65y=0.261-y=0.74　　yo=0.35　y1=y2=y3=0　yo=0.4　y1=y2=y3=0　yo=0.4y1=y2=y3=0y=0.35　1-y=0.65y=0.41-y=0.6y=0.41-y=6　　　70 yo=0.4　y1=y2=y3=0　yo=0.45　y1=y2=y3=0　yo=0.31y1=y2=y3=0y=0.4　1-y=0.6y=0.451-y=0.55y=0.311-y=0.69　　　　　yo=0.5　y1=y2=y3=0　yo=0.47　y1=y2=y3=0　yo=0.54y1=y2=y3=0y=0.51-y=0.5y=0.471-y=0.55　y=0.541-y=0.46　　　yo=0.8　y1=y2=y3=0　yo=0.65　y1=y2=y3=0　yo=0.79y1=y2=y3=0y=0.8　1-y=0.2y=0.651-y=0.35　y=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70 70 四．内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内力计算结果，即可进行框架各梁柱各控制截面上的内力组合，其中梁的控制截面为梁端柱边及跨中，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。内力组合使用的控制截面标于（图4-1）。4．1梁内力组合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内力时计算的是左震作用时的内力，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内力未参与，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+1.4③70 1）内力组合计算表（见表4-1）表4-1楼层截面恒荷载活荷载(屋面布活载)地震荷载(左震)MVMVMV六1-49.396.5-14.418.713.1-4.46267.127.5-0.93-94.7-121.7.-21.1-26.45-14.9-4.464-77.5100-21.325.3949.5-8.559231.8-18.26-50.9-100-13.7-25.39-13.2-8.5五1-83.4122.6-17.518.711.7-3.782-73.925.70.43127.1-185.7-19.9-26.45-11-3.784-124.2155.9-20.325.39125157.729.4-0.6-3.786-91.9-155.9-17.115.67-13.2-4.5四1-38.9122.61725.3926.5-10.63281.125.7-5.4-3-126.9-185.7-299-26.45-37.3-10.634-117155.9-20.3-20.320.5-12.7149.929.49.36-93-155.9-16.6-16.6-11-12.7三1-38.9122.61725.3926.5-10.63281.125.7-5.4-3-126.9-185.7-299-26.45-37.3-10.634-117155.9-20.3-20.320.5-12.75149.929.49.36-93-155.9-16.6-16.6-11-12.7二1-78.1122.6-18.919.322.2-9.8570 278.125.7--7.5-9.853-126.9-185.7-19.9-27.1-36.9-11.274-197.6155.9-20.325.939.85149.929.48.36-93.36-155.9-17-25.39-23.3-11.27一1-155.9122.6-16.118.721.7-10.37283.530.19.43-127.1-185.7-26.7-26.45-40.5-10.374-118.2155.9-20.425.943.35153.430.120.8-12.576-87.8-155.9-16-25.39-41.7-12.87表4-2楼层截面1.2活荷载+1.3地震荷载1.2恒荷载-1.3地震荷载MVMV六1-42.4109.2-76.521.6279.481.73-133-152.1-130.7-1404-28.7109-127.71325121.184.76-78.2-131.1-51.8-119.3五1-84.9142.2-115.3-140289.288.23-166.8-227.8-138.2-227.84-133.4181.2.5-164.6192.95188.5190.16-127.4-192.9-93.08-181.2四1-72.2133.3-24.5-182.2290.3104.33-200.8-236.7-177.5-20.94-100.3170.6167.8203.670 5192-97.36-125.9-203.6-122.6170.6三1-72.2133.3-24.5-182.2290.3104.33-200.8-236.7-177.5-20.94-100.3170.6167.8203.65192-97.36-125.9-203.6-122.6170.6二1-60.9134.5-122.6-155.9284103.53-200.3-235.6-104.3-2104-185.4172.4-288.9201.75169.1169.16-142.3-20.1616-81.7-172.4一1-118.9133.6-140.2-172.42128.4723-205.2-235.390.9-209.44-85.6170.7-188.1203.45185.1183.46-159.6-203.8-51.2-132.8表4-3梁内力组合计算表（续）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--142-42.4-80.9148.62117.511911979.43-148.5-190.2-13405-175.6-130.7-148190.241-125.5159.9-122.8155.5-28.7-127.7159.95155.4154.9155.484.76-82.1-159.9-80.3-154.3-51.8-82.1159.9五1-129.7198.5-124.6173.3-84.9-129.7198.570 2125124.788.21253-199.4-277.6-180.4-259.9-138.2-194.4276.64-187.6235.3-177.5222.6-133.4-187.6235.35241.7230.424107-188.56-140.8-235.3-134.2-222.6-24.5-140.8235.3四1-69.2183.8-70.5173.3-24.5-69.2193.82134.7133.3134.790.33-190.8-276.6180.1259.9-103.8-200.8276.64-177.8235.8-168.8217.4-100.3-177.8235.85231.2221-231.2167.86-141.8-235.3134.8-222.6-97.3-141.8235.3三1-69.2183.8-70.5173.3-24.5-69.2193.82134.7133.3134.790.33-190.8-276.6180.1259.9-103.8-200.8276.64-177.8235.8-168.8217.4-100.3-177.8235.85231.2221-231.2167.86-141.8-235.3134.8-222.6-97.3-141.8235.3二1-124194.5-134.8174.1-12484174.12130.6129.7130.6-200.33-190.8-227.3-180.1-250.7-104.3-288.9227.34-286.7235.8-265.5223.3-185.4169.1235.85231.2221231.2-142.76-142.7-235.8-135.8-222.6-81.7-140.7235.3一1-115.4-188.8-111.1-173.3-115.4-140.7227.32142.2142.3142.272235.83-197.8-276.6-189.9-259.9-189.9-235.34-179.6235.8-170.4233.3-85.6-188.1235.85236.6226.2236.61836-134.2-235.8-117.8-222.6-51.2-159.6235.870 4．2柱内力组合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柱内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A264.89520.614.1974.8-16.9-25.18164539.314.1974.8-22.2-25.18C28.281246.50.49201.4-44.47.5318.191265.70.49207.4-21.77.5370 E2-77.53567.7-13.8101.6-17-32.751-76.5586.5-13.8101.6-2.7-32.75二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柱内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-138290.2-45.7324-115.1395.2-94.6312.7-91.5346.5117420.670 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A250.1882.451.9100065.511691-161904.9212.11112.933.31194C2-63.323017522736.829101-263.82323.5269.72294.53.41935E2-114.5983.1-6.11427.5-7613371-273.61005.7152.51449.5-71.6136270 表4-6柱内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A101.3903.22104.5817.8960.5103.6726.449.4120.2925.71122.6839.8985.2125.2748.870.6C10.82269.3281.61871239811.91594.961.470 12.22291.8151.91916240313.61919.8-28.2E-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-72.91266.62114.513371337-761208.6-72.9-65.81291.11273.613621362-71.61291.1-65.870 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70 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）70 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Φ8@100，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Φ8@150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。70 梁端箍筋加密区取2肢Φ8@100，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Φ10@100(1.57)双肢Φ8@150(0.527)CE135.92610.17双肢Φ10@100(1.57)双肢Φ8@200(0.39)五AC2352610.67双肢Φ10@100(1.57)双肢Φ8@100(0.52)CE2002610.47双肢Φ10@100(1.57)双肢Φ8@200(0.39)四AC2352610.67双肢Φ10@100(1.57)双肢Φ8@100(0.52)CE2002610.47双肢Φ10@100(1.57)双肢Φ8@200(0.39)三AC2352610.67双肢Φ10@100(1.57)双肢Φ8@100(0.52)CE2002610.47双肢Φ10@100(1.57)双肢Φ8@200(0.39)二AC2352610.67双肢Φ10@100(1.57)双肢Φ8@100(0.52)CE19.82610.47双肢Φ10@100(1.57)双肢Φ8@200(0.39)一AC2353480.67双肢Φ10@100(1.57)双肢Φ8@100(0.52)CE2003480.47双肢Φ10@100(1.57)双肢Φ8@200(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=70 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：70 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。具体计算与配筋过程见下列两表70 表5-4边柱一层二层三层四层五层六层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)109.810910811995.829.8101.5101.559.5101.5776644104.5103.649.4212.165.550.1N(KN)174.6174732294.5357.8274562.9569159.5776.1776.1644817.7960.15726.41112.91109882ξ0.0440.0440.0320.0870.1060.090.160.160.1760.030.230.190.240.280.450.3290.3260.261大小偏心大大大大大大大大大大大大大大大大大大e0=M/N631.9631818404267.610818017873613113186.5127107671806057ea(mm)202020202020202020202020202020202020ei=e0+ea651651838424288128200198156151151106.8147127872008077ei/h01.5821.581.91.10.070.310.090.480.620.360.360.260.350.310.210.150.200.19ζ11.01.01.01.01.01.01.01.01.01.01.01.01.01.00.7241.00.710.7l0(m)2.12.12.12.12.12.12.12.12.12.12.12.12.12.12.12.12.12.1l0/h4.674.674.674.674.674.674.674.674.674.674.674.674.674.674.674.674.674.67ζ21.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0η1.011.011.0111.0211.0311.0741.0461.0461.0371.0641.0641.0801.0521.0741.0791.0791.0421.0842aS"/h00.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.195e(mm)84284210316.1482319394392450345345345339321278.9403.8272268AS=AS"(mm2)995995641980742〈054667162162162144075779958811825104250实际钢筋216+418216+418216+418216+418216+418216+4181884141914191419141914191419ρS(%)0.710.710.710.710.710.71%70 表5.5组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)8.719.98.3256.610.636.73411.73320.711.710.451.913.628.2N(KN)174350273.6792.584470410791373111511911911.91491191624131919ξ0.0360.0880.0710.20.210.180.270.350.280.280.480.360.480.510.48大小偏心大大大大大大大大大大大大大大大e0=M/N33.356.830.465.2122.8180.831.58.529.617.16.113.62.75.414.6ea(mm)202020202020202020202020202020ei=e0+ea53.376.850.485.2142.8200.851.528.549.637.126.133.621.725.624.6ei/h00.130.190.120.210.360.490.120.070.110.1290.060.4820.050.060.48ζ10.530.710.520.52110.0520.390.50.420.3010.290.320.38l0(m)2.12.12.12.12.12.12.12.12.12.12.12.12.12.12.1l0/h4.674.674.674.674.674.674.674.674.674.674.674.674.674.674.67ζ21.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0η1.0211.031.221.021.0111.041.031.01.031.0311.041.01.01.02aS"/h00.1950.190.1950.1950.1950.1950.1950.190.190.1950.1950.190.1950.1950.195e(mm)238.3266.8235270.2332385.8235.4218.4239.2192.4231.2223.6212.8210.6209.6AS=AS"(mm2)〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0实际钢筋216+418216+418216+418216+418216+418面积14191419141914191419ρS(%)0.710.71.0.710.710.7170 表5-6边柱六层五层四层三层二层一层Hn(m)3.03.03.03.03.04.0λ=Hn/(2h0)3.663.663.663.663.664.88γREVC(KN)83.74150.1144.33162.62133.13121.20.2fcbh0(KN)527.7527.7527.7527.7527.7527.7截面是否满足要求满足满足满足满足满足满足75.775.775.775.775.775.70.25fcbh(KN)868.7868.7868.7868.7868.7868.7N(KN)17486806592.3801.4985.211940.056N9.721.433.144.855.266.8+85.497.1108.8120.5130.9142.5(ASV)/s〈0〈0〈0〈0〈0〈0λvfc/fyv(%)0.4090.4090.4090.4090.4090.409实配箍筋加密区Ф10@100(0.94)Ф10@100(0.94)Ф10@100(0.94)Ф10@100(0.94)Ф10@100(0.94)Ф10@100(0.94)非加密区Ф10@200(0.43)Ф10@200(0.43)Ф10@200(0.43)Ф10@200(0.43)Ф10@200(0.43)Ф10@200(0.43)70 六.基础设计6．1基础设计1）基础设首先对地基进行加固处理。根据《建筑地基处理规范》和建筑物特征及场地岩土工程特性，当采用复合地基时，本工程采用碎石桩与CFG桩组合复合地基，其中碎石桩（先施工）以消除液化为主要目的，而CFG桩（后施工）则是以提高地基强度为主要目的。2）碎石桩处理深度10.0－12.0米左右，桩入土深度15米左右。依据勘察所做土工试验结果，若碎石桩有效桩长8.0－10.0米左右，桩径500mm，而CFG桩有效长13.0米左右，桩径400mm，均按正三角形（桩距1.3m）布桩，即在正三角形（碎石桩）的基础上，再在正三角形的中心布置CFG桩时，复合地基可达到≥250kpa。本设计在经CFG桩处理后的地基上做柱下独立基础，一条柱子下一个基础。以21号轴线的A桩为例来计算：基础平面简图（如图6-1）图6-1作用在基础顶面处上的轴心荷载为：NK=1360kN假设基础底面尺寸为b×＝3.2m×2.0m，高度为1.0m，总埋深为1.55m（以地下室的室内地面标高算起）。3）基础埋深超过0.5m时，需先对地基承载力进行深度修正。查表取b=0，d=1.1，承载力设计值为：fa=fk＋b·r·(b-3)＋d·r0(d-0.5)＝250＋1.1×19.3×(1.55-0.5)＝303KPa＞1.1×250＝275KPa取fa=303Kpa70 验算基础底面尺寸：A＝6.4㎡＞Nk/=1360/(303-20×1.55)=5.45㎡，满足要求。基础及其上土重：Gk=1.0×20×2×3＝120kNP===153kN≤fa=281.85KPa6．2抗冲切检验1）基底净反力设计值：P=133kN/m22）柱边冲切承载力验算：h0=1000-40=960mm,Lc+2h0=700+2×960=2620mm>=2000mm故=200×(4/2-0.7/2-0.96)×2=276kNbm==1.66m0.7βhftbmh0=0.7×1×1.1×1.66×960=1227.1kN＞Fl=276kNFl＜0.7βhftbmh0,满足要求。3)变阶处冲切承载力验算：h,0=500-40=460mm,l,c=1000+450=1450mm,b,c=2050mm,l,c+2h,0=2050+2×460=2970mm>2000mmF，l=PSA=PS(b/2-b，c/2-h，0)l=200×（4/2-2.05/2-0.46）×2=206kNbm=(1.45+1.45+2×0.46)/2=1.91m0.7βhftbmh0=0.7×1.0×1.1×1.91×460=676.522kN>Fl,满足要求。6．3配筋计算1）柱边截面：M=Pj(b-a)2(2l+a)/24=200（4-0.7）2×(2×4+0.7)/24=789.53kN/m2AS1=M/0.9h0ƒy=789.53×106/（0.9×960×210）=4351.5mm2AS2=M/0.9h0，ƒy=789.53×106/（0.9×（960-16）×210）=4425.3mm2选用1025，AS=4625.3mm22）变阶处截面：M=Pj(b-h)2(2l+a)/24=200×(4-1.45)2×(2×2+2.05)/24=327.kN·m70 AS1=M/0.9h0ƒy=327.9×106/(0.9×460×210)=3771.6mm2