计算书一九三

摘要多层钢筋混凝土框架建筑结构设计［摘要］本工程是多层钢筋混凝土框架结构。共六层，底层层高3.6米，其他层层高均为3.0米。建筑物总高度为21.0米。通过这次设计使自己掌握了建筑施工图的绘制和建筑结构设计的步骤和方法，熟悉了常用设计规范和国家的各项标准，培养了自己运用所学知识解决建筑、结构设计中所遇到问题的能力。 本设计书包括如下部分：工程概况；屋盖、楼盖设计；荷载计算；框架结构的受力分析、计算和设计；楼梯设计；独立基础设计。［关键词］钢筋混凝土，框架，结构设计AbstractTheDesignofaMulti-layerReinforcedConcreteFrame[Abstract] Thisisamulti-layerreinforcedconcreteframe.Ithassixstories,theheightofthefirststoreyis3.6meters,andtheheightofotherstoriesareall3.0meters.Theheightofthewholebuildingis21.0meters.causedthroughthisdesignoneselftograspconstructuctiondrawingplanandtheconstructionstrutrraldesignstepandthemethhod,hasbeenfamiliarwitheachstandardwhichthecommonlyuseddesignstandardandthecountrypromulgated,raisedowntoutilizestudiesthekonwledgesolution.Inthestructuraldesignmeetsthequestionability.Thispaperincludesthefollowingparts:1.Thesurveyoftheprogram.2.Thedesignofthefloorslab.3.Thecalculationoftheload.4.Themechanicalanalysis，calculationanddesignoftheframe.5.Thedesignofthestaircase.6.Thedesignofthepilebase.[Keywords] reinforcedconcrete,frame,thedesignofthestructure目录第一章工程概况……………………1第二章楼盖设计……………………22.1设计资料……………………22.2板的设计……………………22.3次梁设计…………………10第三章框架结构布置及计算简图…………………203.1梁柱尺寸…………………203.2计算简图……………………21第四章恒活荷载内力计算…………234.1恒荷载计算…………………234.2活荷载计算…………………284.3恒活荷载的内力计算………30第五章风荷载内力计算……………415.1风荷载计算…………………415.2风荷载作用下内力计算……………………42第六章地震作用内力计算…………466.1重力荷载代表值计算………466.2水平地震内力计算…………476.3水平地震内力计算…………49第七章内力组合……………………537.1梁内力组合…………………537.2柱内力组合…………………57第八章截面设计……………………638.1梁截面设计…………………638.1.1梁的正截面设计…………638.1.2梁的斜截面设计…………658.2柱截面设计…………………678.1.1柱的正截面设计…………678.1.1柱的斜截面设计…………71第九章基础设计……………………749.1荷载标准组合值计算………749.2基础设计……………………75第十章楼梯设计……………………7710.1楼梯设计……………………7710.1楼梯板设计…………………7810.1平台梁设计…………………79致谢……………………80参考文献………………81第1章工程概况本工程是金光小区1#住宅楼。工程为六层现浇钢筋混凝土框架结构。屋面板顶面标高为21.0m。1.总建筑面积3618.06m2左右，占地面积603.01m2层数为六层。2.住宅为AB两种户型，所占面积比例为50%，共有两单元的一单元两户型的。自然条件1.气象条件：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℃。2.地质条件：用地地形平缓，地下水位标高约4m,无侵蚀性；场地地层主要物理力学性质指标，物理状态和容许承载力值见下述。土层分布从上到下为：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

结构类型：现浇钢筋混凝土框架结构抗震设防抗震设防裂度为7度屋面做法：钢筋混凝土现浇板，20mm石灰砂浆抹底，20mm水泥砂浆找平，40～120厚（1%找坡）膨胀珍珠岩保温层，三毡四油防水层。楼面做法：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。墙身做法：由砌快做成，粉煤灰砌块8kN/m3，厚度250mm和200mm。门窗做法：门为木门，自重0.2kN/m2，窗为钢窗玻璃窗，自重0.4kN/m2。活荷载：上人屋面均布活荷载标准值1.5kN/m2，楼面活荷载标准值2.0kN/m2。第2章楼盖设计2．1设计资料以标准层楼盖为例1）楼面做法：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）楼面荷载：均布活荷载标准值2.0kN/m23）材料：混凝土强度等级为C25；梁内受力纵筋为HRB335，其余为HPB235钢筋4）楼盖盖的结构平面布置图见图1—1图1—12．2板的设计（弹性性理论）1）荷载计算恒荷载标准值：：水磨石面层00.65kN/mm220厚水泥混凝土找找平0.022×20==0.466kN/mm2100mm厚钢钢筋混凝土土楼板0.11×25==2.566kN/mm220mm厚石灰灰砂浆抹底底0.002×177=0.334kN//m2小计4.01kkN/m22荷载设计值g=1.2×44.01=4.811kN/mm2，q=1..4×2..0=2..8kN//m2q/2=1.44kN/mm2，g+q//2=6..21kN//m2，g+q==7.611kN/m2）弯矩计算计算过程见下面面表中3）截面设计截面有效高度：：假定选用用Φ8钢筋，则l01方向跨跨中截面的的h01=80mmm；l02方向跨跨中截面的的h02=70mmm；支座截截面h0=80mmm。最小配筋率ρssmin==0.277%，则Asminn=0.227%×11000××100==270mmm2截面设计时取用用的弯矩设设计值：中中间跨的跨跨中截面及及中间支座座截面减小小20%；边跨跨跨中截面及及楼板边缘缘算起的第第二个支座座截面处，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。为了便于计算，近近似取γ=0.995，计算过程见下表表图1—2表1-3ABCEl01(m)3.8l02(m)6.06.06.06.0L01(m)//l02(m)0.60.750.530.78M1(0.0367++0.2××0.00076)×6.221×3.6×3.6++(0.0496++0.2××0.01129)×1.44×3.6×3.6==4.02212(0296+0..2×0.0113)××6.211×4.5×4.5++(0.0319++0.2××0.04485)×1.4×4.55×4.5==5.22286(0.0394++0.2××0.00045)×6.21×3...2×3.2++(0.0225++0.2××0.0882)××1.4×3.2×3.2==3.12203(0.028+00.2×0.01138)×6.221×3.6×3.6++(0.0313++0.2××0.04448)×1.4×3.88×3.8==3.52277M2(0.2×0.00367++0.00076)×6.221×3.6×3.6++(0.2×0.00496++0.01129)×1.44×3.6×3.6==1.61132(0.013=00.2×0.02296)×6.221×3.6×3.6++(0.0485++0.2××0.03319)×1.4×4.55×4.5==3.92288(0.2×0.00394++0.00045)×6.21×3...2×3.2++(0.2×0.00225++0.0882)××1.4×3.2×3.2==2.02273(0.0138++0.2××0.0228)××6.211×3.8×38+(0.2×0.00313++0.04448)×1.4×36==2.77719M’1-0.10955×7.611×3.6×3.6=-7..821-0.07011×7.611×4.5×4.5=-100.80226-0.08233×7.611×3.2×3.2=-6..41333-0.06799×7.611×3.8×3.8=-7..46144M’2-0.07822×7.611×3.6×3.6=-5..632-0.05655×7.611×4.5×4.5=-8..70688-0.05711×7.611×3.2×3.2=-4..44966-0.05611×7.611×3.8×3.8=-6..16477表1-3（续表）MNLGl01(m)3.0l02(m)1.5l01(m)//l02(m)0.630.50.670.53m1(0.0354++0.2××0.00088)×6.221×3.6×3.6++(0.0075++0.2××0.01142)×1.44×3.6×3.6==3.17776(0.04+0..2×0.00038)×6.221×1.8×1.8++(0.0205++0.2××0.08880)×1.44×1.8×1.8==0.99937(0.0315++0.2××0.01102)×6.21×3..0×3.0++(0.0508++0.2××0.01144)×1.44×9=2..50077(0.0394++×0.2×0.00045)×6.21×1..5×1.5+(0.02225+0..2×0.0882)×1.44×1.5×1.5==2.74425m2(0.2×0.00354++0.00088)×6.221×3.6×3.6++(0.2×0.00075++0.01142)×1.44×3.6×3.6==1.56645(0.2×0.004+0..00388)×6.221×1.8×1.8++(0.2×0.00205++0.08880)×1.44×1.8×1.8==0.65552(0.2×0.00315++0.01102)×6.21×4..5×4.5++(0.2×0.00508++0.01144)×1.44×3×3=20040244(0.2×0.00394++×0.00045)×6.21×1..5×1.5+(0.2×00.02225+0..082))×1.44×1.5×1.5==1.78818m’1-0.07777×7.611×3.6×3.6=-7.66332-0.08299×7.611×1.8×1.8=-2.04441-0.07544×7.611×9=-5.15773-0.07933×7.611×1.8×1.8=-5.63667m’2-0.05599×7.611×6×6=-5.3244-0.05700×7.611×1.8×1.8=-1.40554-0.057××7.611×3.0×3.0=-3.90339-0.05711×7.611×1.8×1.8=-3.90339表1-3（续表）OKFHl01(m)2.0l02(m)3.0l01(m)//l02(m)0.831.00.840.67m1(0.2560++0.2××0.01151)×6.21×1..5×1.5++(0.0528++0.2××0.03336)×1.4×1.55×1.5==3.80063(0.0176++0.2××0.01176)××6.211×4.5×4.5++(0.0368++0.2××0.03368)××1.4×4.5×4.5==3.90065(0.0261++0.2××0.01149)×6.21×3..8×3.8++(0.0517++0.2××0.03324)×1.44×3.8×3.8==3.80072(0.0335++0.2×0.0..02)×6.21×2..0v×2.0++(0.0298++0.2××0.05561)×1.44×4=1..07188m2(0.2×0.22560++0.01151)××6.211×1.5×1.5++(0.22×0.05528+00.03336)×1.4×1.5×1.5==1.06656(0.0176++0.2××0.01176)××6.211×4.5×4.5++(0.00368++0.2××0.03368)××1.4×4.5×4.5==3.90066(0.2×0.00261++0.01149)×6.211×3.8×3.8++(0.2×0.00517++0.03324)×1.44×3.8×3.8==2.66656(0.2×0.00335++0.0..02)×6.21×2..0v×2.0++(0.2×0.00298++0.05561)×1.44×4=0..56399m’1-0.06400×7.611×1.5×1.5=-1.09559-0.05133×7.611×4.5×4.5=-7.90555-0.06477×7.611×3.8×3.8=-7.10998-0.07533×7.611×4=-2.29221m’2-0.06144×7.611×1.5×1.5=-1.05113-0.05133×7.611×4.5×4.5=-7.90555-0.005663×7.611×3.8×3.8=-6.18772-0.05700×7.611×4=-1.73551表1-3（续表）I(单向板)P和D(单向板))J(单向板))l01(m)l02(m)l01(m)//l02(m)0.430.3730.46m1M中=7.61×33.2×3.2//16=4.87044M中=7.61×22.8×2.8//16=3.73M中=7.61×33.0×3.0//16=4.2m2000m’1M支=-7.61××3.2×3.2//14=-5.56662M支=-7.61××2.8×2.8//14=-4.62M支=-7.61××3.0×3.0//14=-4.89m’2000表1-4楼面板配筋筋计算表跨中截面h0(mm)m(kN∙mm)M/ahbh=As(mm2)配筋实配As(mm2)Al01方向804.02120.0528246.16Φ8@150335l02方向701.61320.0277111.46Φ8@150335Bl01方向805.22860.0647282.43Φ8@125402l02方向703.92880.0674276.87Φ8@150335Cl01方向803.12030.0410189.95Φ8@150335l02方向702.02730.0348140.42Φ8@150335El01方向803.57220.0469201.56Φ8@150335l02方向702.771900475192.78Φ8@150335Fl01方向803.8072××0.8=3.0460.04184.96Φ8@150335l02方向702.6656××0.8=2.1320.0366147.96Φ8@150335Gl01方向802.74250.036156.553Φ8@150335l02方向701.78180.0306123.3Φ8@150335Hl01方向801.07180.014164.38Φ8@150335l02方向701.07180.009838.67Φ8@150335Kl01方向803.9065××0.8=3.125220.41189.84Φ8@150335l02方向703.9065××0.8=3.125220.0536249.87Φ8@150335Ll01方向802.50070.0328151.22Φ8@150335l02方向702.40240.0412166.11Φ8@150335表1-4（续表）跨中截面h0(mm)m(kN∙mm)M/ahbh=As(mm2)配筋实配As(mm2)Ml01方向803.17760.0417193.12Φ8@150335l02方向701.56450.0268107.9Φ8@150335Nl01方向800.99370.013159.78Φ8@150335l02方向700.65520.011251.06Φ8@150335Ol01方向803.9063××0.8=3.0450.04185.11Φ8@150335l02方向701.0656××0.8=0.852550.014658.34Φ8@150335D单向板803.730.049227.57Φ8@150335I单向板804.87040.064300.11Φ8@150335J单向板804.20.05232.64Φ8@150335表1-4（续表）楼面板配筋筋计算表支座截面h0(mm)m(kN∙mm)M/ahbhAs(mm2)配筋实配As(mm2)A-B80-0.8×100.80224=-88.641120.1135547.63Φ10@100785C-D80-0.8×6..41333=-5..130660.0674195.5Φ8@100503D-E80-0.8×7..46144=-5..969110.078388195.5Φ8@100503E-E80-0.8×7..46144=-5..969110.0784397.3Φ10@125628F-F80-0.8×7..10988=-5..687880.747352.33Φ8@100503E-F80-0.8×6..18722=-4..950.065304.92Φ8@100503G-G80-0.8×2..29211=-1..833770.0241110.6Φ8@150335H-J80-0.8×4..62=--3.69960.0485225.47Φ8@100503F-J80-0.8×4..62=--3.69960.0485225.47Φ8@100503J-I80-0.8×5..56622=-4..4530.585273.45Φ8@100503I-P80-0.8×5..63677=-4..509440.0592276.83Φ8@150335P-O80-0.8×5..63677=-4..509440.0592276.83Φ8@150335K-O80-0.8×7..90555=-6..324440.083393.33Φ10@125436L-P80-0.8×5..63677=-4..509440.0592276.83Φ8@150393L-M80-0.8×7..66322=-6..130660.0805380.94Φ10@125628M-N80-0.8×5..624==-4.449920.0591276.34Φ8@125402N-A80-0.8×5..632==-4.550560.052285.6Φ8@125402K-B80-0.8×8..70688=-6..965440.0915435.65Φ10@125628L-K80-0.8×7..90566=-6..324440.083393.33Φ10@125436J-D80-0.8×4..62=--3.69960.0485225.47Φ8@100503I-C80-0.8×5..56622=-4..4530.0585273.45Φ8@100503F-E80-0.8×7..10988=-5..687880.0747352.33Φ8@100503表1-4（续表）楼面板配筋筋计算表边缘支座h0(mm)m(kN∙mm)M/ahbh=As(mm2)配筋实配As(mm2)Al01方向80-7.8210.1027492.3Φ10@125628l02方向80-5.632030739348.4Φ8@125402Bl01方向80-10.802260.1418696.3Φ10@100785l02方向80-8.706880.1143551.73Φ10@125628Cl01方向80-6.413330.0842399.29Φ8@100503l02方向80-4.449660.0584272.95Φ8@150335Ml01方向80-7.663220.1006481.44Φ10@125604l02方向80-5.6240.0738347.91Φ8@125628Gl01方向80-6.164770.0809382.92Φ8@150335Hl01方向80-1.7350.0228104.57Φ8@150393Pl01方向80-3.903990.0513238.85Φ8@150335Ll01方向80-3.903990.0513238.85Φ8@150335Nl01方向80-2.044110.0268104.57Φ8@150335Dl01方向80按构造配筋Φ8@150335Il01方向80按构造配筋Φ8@150335Jl01方向80按构造配筋Φ8@1503352.3次梁的的设计1）次梁l1次梁l1跨度3.6m，次次梁截面高高度h=l//18～l/122=36000/18～36000/12==200mmm～300mmm，取h=300mmm，截面宽宽度取b=150mmm。（1）荷载设计值三角荷载：1==5/8==8.566板传来的荷载次梁自重0.115×0.3×225×1..2=1..35kNN/m次梁粉刷0.002×(00.3×22+0.115)×117×1..2=0..31kN//m则荷载总设计值值g+q==26.77kN/mm（2）内力计算弯矩设计值：跨中支座剪力设计值：跨中支座（3）正截面受弯承承载力计算算跨中按T形截面面计算翼缘宽度=18800mmm混凝土强度等级级为C25，fc=11.99N/mmm2，ft=1.277N/mmm2。纵向受受力钢筋采采用HRB3335，fy=3000N/mmm2;箍筋采用HPB2235，fyv=2110N/mmm2故跨中为第一类类T形截面，可可按矩形截截面进行计计算跨中：配置;216(AAs=402mmm2)支座：配置216(AAs=402mm2)（4）斜截面受剪承承载力计算算①验算截面尺寸由下式可知截面尺寸满满足要求②计算所需箍筋采用Φ6双肢箍筋，计算算截面尺寸寸由,得故根据构造确定定箍筋间距距，取s=200mmm2）次梁l2次梁l1跨度4.5m，次次梁截面高高度h=l//18～l/122=36000/18～36000/12==250mmm～375mmm，取h=300mmm，截面宽宽度取b=150mmm。（1）荷载设计值板传来的荷载次梁自重0.115×0.3×225×1..2=1..35kNN/m次梁粉刷0.002×(00.3×22+0.115)×117×1..2=0..31kN//m则荷载总设计值值g+q==17.88kN/mm（2）内力计算弯矩设计值：跨中支座剪力设计值：跨中支座（3）正截面受弯承承载力计算算跨中按T形截面面计算翼缘宽度=30000mmm混凝土强度等级级为C25，fc=11.99N/mmm2，ft=1.277N/mmm2。纵向受受力钢筋采采用HRB3335，fy=3000N/mmm2;箍筋采用HPB2235，fyv=2110N/mmm2故跨中为第一类类T形截面，可可按矩形截截面进行计计算跨中：配置;222(AAs=760mmm2)支座：配置218(AAs=509mmm2)（4）斜截面受剪承承载力计算算①验算截面尺寸由下式可知截面尺寸满满足要求②计算所需箍筋采用Φ8双肢箍筋，计算算截面尺寸寸由,得故根据构造确定定箍筋间距距，取s=200mmm3）次梁l3次梁l1跨度3.0m，次次梁截面高高度h=l//18～l/122=30000/18～30000/12==66.77mm～250mmm，取h=2500mm，截面面宽度取b=150mmm。荷载设计值1=5/8=77.14板传来的荷载pp=pe+=16..81kNN/m次梁自重0.115×0.255×25××1.2==1.355kN/mm次梁粉刷0.002×(00.25××2+0..15)×117×1..2=0..31kN//m则荷载总设计值值g+q==18.447kN//m（2）内力计算弯矩设计值：跨中支座剪力设计值：跨中支座（3）正截面受弯承承载力计算算跨中按T形截面面计算翼缘宽度=18800mmm混凝土强度等级级为C25，fc=11.99N/mmm2，ft=1.277N/mmm2。纵向受受力钢筋采采用HRB3335，fy=3000N/mmm2;箍筋采用HPB2235，fyv=2110N/mmm2故跨中为第一类类T形截面，可可按矩形截截面进行计计算跨中：配置;216(AAs=402mmm2)支座：配置216(AAs=402mm2)（4）斜截面受剪承承载力计算算①验算截面尺寸由下式可知截面尺寸满满足要求②计算所需箍筋采用Φ6双肢箍筋，计算算截面尺寸寸由,得故根据构造确定定箍筋间距距，取s=200mmm4）次梁l4次梁l1跨度3.8m，次次梁截面高高度h=l//18～l/122=38000/18～300/112=2111mm～316mmm，取h=300mmm，截面宽宽度取b=150mmm。（1）荷载设计值三角荷载：1==5/8==8.566板传来的荷载次梁自重0.115×0.3×225×1..2=1..35kNN/m次梁粉刷0.002×(00.3×22+0.115)×117×1..2=0..31kN//m则荷载总设计值值g+q==20.001kN//m（2）内力计算弯矩设计值：跨中支座剪力设计值：跨中支座（3）正截面受弯承承载力计算算跨中按T形截面面计算翼缘宽度=19900mmm混凝土强度等级级为C25，fc=11.99N/mmm2，ft=1.277N/mmm2。纵向受受力钢筋采采用HRB3335，fy=3000N/mmm2;箍筋采用HPB2235，fyv=2110N/mmm2故跨中为第一类类T形截面，可可按矩形截截面进行计计算跨中：配置;218(AAs=509mmm2)支座：配置216(AAs=402mm2)（4）斜截面受剪承承载力计算算①验算截面尺寸由下式可知截面尺寸满满足要求②计算所需箍筋采用Φ8双肢箍筋，计算算截面尺寸寸由,得故根据构造确定定箍筋间距距，取s=200mmm5）次梁l5次梁l1跨度3.0m，次次梁截面高高度h=l//18～l/122=30000/18～30000/12==167mmm～250mmm，取h=250mmm，截面宽宽度取b=150mmm。（1）荷载设计值，，板传来的荷载次梁自重0.115×0.3×225×1..2=1..35kNN/m次梁粉刷0.002×(00.3×22+0.115)×117×1..2=0..31kN//m则荷载总设计值值g+q==20.664kN//m（2）内力计算弯矩设计值：跨中支座剪力设计值：跨跨中，支座（3）正截面受弯承承载力计算算跨中按T形截面面计算翼缘宽度=18800mmm混凝土强度等级级为C25，fc=11.99N/mmm2，ft=1.277N/mmm2。纵向受受力钢筋采采用HRB3335，fy=3000N/mmm2;箍筋采用HPB2235，fyv=2110N/mmm2故跨中为第一类类T形截面，可可按矩形截截面进行计计算跨中：配置;218(AAs=509mmm2)支座：配置218(AAs=509mmm2)（4）斜截面受剪承承载力计算算①验算截面尺寸，由式可知截面尺寸满满足要求②计算所需箍筋采用Φ8双肢箍筋，计算算截面尺寸寸由,得故根据构造确定定箍筋间距距，取s=200mmm5）次梁l6次梁l6的截面面、配筋同同l5的相同，经经验算满足足要求。第3章框架结构布置及及计算简图图3．1梁柱尺寸.梁﹑柱截面尺寸估算算主要承重框架::因为梁的跨度较较接近（66000mmm﹑75000mm）,可取跨度度较大者进进行计算.取L=7500mmmh=(11/8~11/12))L=9337.5mmm~6225mm取h=7000mm.mm取bb=3000mm满足b>200mmm且b5000/2=2250mmm故主要框架梁初初选截面尺尺寸为：b×h==300mmm×700mmm次要承重框架：：取取L=38000mmh==(1/112~1//15)LL=3166mm~254mmm取h=3500mm取b=2200mmm故次要框架梁初初选截面尺尺寸为：b×h==200mmm×350mmm楼面连续梁图3-1框架柱:1mmb==(1~22/3)hh取b=h=1\*GB3①按轴力估算:DD列柱:Noo=6×225.655m2×((10~114)KNN/m2==15399KN~22154..6KNBB、G列柱:Noo=6×114.255m2×((10~114)KNN/m2==855KKN~11197KNN=2\*GB3②按轴压比验算::此建筑抗抗震等级为为二级，选C30型混凝土土=144.3N==(1.22~1.44)NoD列柱：：B、G、列列柱：故初选柱截面尺尺寸为：D列柱：b×hh=5000mm×500mmmB﹑G列柱：b×h==450mmm×450mmm3.2确定结构构计算简图图三个假设：=1\*GB3①平面结构假定：：认为每一一方向的水水平力只由由该方向的的抗侧力结结构承担，垂垂直于该方方向的抗侧侧力结构不不受力；=2\*GB3②楼板在自身平面面内在水平平荷载作用用下，框架架之间不产产生相对位位移；=3\*GB3③不考虑水平荷载载作用下的的扭转作用用。梁柱线刚度(其中E=3.00×1044N/mmm2)主要框架梁：次要框架梁：内柱外柱:梁﹑柱线刚度计算根据公式i==EI/ll,可以得出出梁﹑柱的线刚刚度如下(E=EC)梁：iB6＇D6＇＇=8.5775×109E/60000=114.299×105EiD9＇G99＇=8.5775×109E/75500=111.4333×105E柱：iB1＇B0＇＇=3.4117×109E/43300=77.3022×105EiD11＇D0＇=5.211×109E/43300=112.0006×105EiB66＇B5＇=3.4117×109E/30000=111.399×105EiG6＇G5＇＇=5.211×109E/30000=117.3667×105E第4章恒活荷载内内力计算4．1恒荷载计算算4．1．1屋面框架梁梁线荷载标标准值作用于框架梁上上的荷载屋面恒载小瓷砖层00.55kkN/m22三毡四油屋面防防水层0..4kN//m21:3水泥沙浆浆找平层20mmm00.4kNN/m2膨胀珍珠岩保温温层60mmm0..12kNN/m21:8水泥炉渣渣找坡800mm1.444kN/mm21:3水泥沙浆浆找平层20mmm00.4kNN/m2现浇钢筋混凝土土板1100mmm2..5kN//m2板底抹灰220mm0.44kN/mm2合计6.221kN//m2楼面恒载水磨石地面0.655kN/mm2现浇钢筋混凝土土板1100mmm2..5kN//m2板底抹灰20mmm0..4kN//m2合计3.555kN//m2梁自重主要框架梁：00.7×0.3×25=55.25kkN/m次要框架梁：00.35××0.2×25=11.75kkN/m主要框架梁粉刷刷：（0.7--0.1）×2×0.022×17=00.4088kN/mm次要框架梁粉刷刷：（0.355-0.11）×2×0.022×17=00.17kkN/m柱自重上上层柱：外柱：0.445×0.455×5×3=155.19kkN/根内柱：0.5×0.5×25×3=188.75kkN/根底底层柱：外柱：0.445×0.455×25×4.3==21.777kN/根内柱：0.5×0.5×25×4.3==26.888kN/根柱面粉刷：4××0.5××0.022×17==0.68kN柱面粉刷：4××0.45×0..02×117=0..612kNN墙自重及两面抹抹灰女女儿墙：0.2551.58==3KN//m两面抹灰灰：0.88kN/mm2~6层：内内墙:0..2（3-0..7）8=3..68kNN/m0.2（3-0..4）8=4..24kNN/m外墙:0..25（3-0..7）8=4..6kN//m00.25（3-0..4）8=5..3kN//m底层:0.225（3-00.35）8=5..3kN//m00.25（3-0..35）8=4..6kN作用在框架梁上上的恒载楼面面荷载按双双向板等效效分配短向分配：5aaq/8长向分配：((参见图4-1))图4-3顶层：A1：B1：C1：D1：图4-2计算单元元简图QA1=0.876××1.6××6.211=8.77KN/mmQB1=0.992×1.4×66.21==9.144KN/mmQC1=0.902×11.6×66.21==8.966KN/mmQD1=0.946××1.4××6.211=8.222KN//QB1D1=QQA1+QC1+5..25=224.8KKN/mQB1D1=QQB1+QD1+5.225=266.2KNN/m标准层：A1：B1：C1：D1：QA1=0.876××1.6××3.555=4.977KN/mmQB1=0.992×1.4×3.555=4.577KN/mmQC1=0.902×11.6×33.55==5.211KN/mmQD1=0.946××1.4××3.555=4.711KN/QB1D1=QQA1+QC1+5..25=117.2992KN//mQB1D1=QQB1+QD1+5.225=188.0588KN/mm4．1．2恒荷载作用在框框架柱上的的集中荷载载顶层：A2=AA3=BB2=B33=3.22×1.6×1/2==2.556C2=C3=DD2=D33=32..8×1.4×1/2==2.011GL1=1.755×6.0==10.55KNGA2=5.255×6.0==18.006KNGC2=6.211×2.566=15..9KNNGc2=6.211×2.011=12..46KNNFB=FG（5.9+22..42+22.5×7.6）/2=331.922KNFD=（22.4×4++2.5××7.6++3×7.6）/2=665.744KN标准层：GA2=2.566×3.555=9.008KNGC2=2.011×3.555=7.114KNFB=FG（12.8×2++29.664×2+5..3×7.6）/2=662.6KKNFD=（29.64×44+12..82×2+4..24×7.6）/2=888.211KNB′G′列柱：顶层上柱柱：F6=31..9KN下柱柱：F6′=31..9+155.19==47.111KN五层：F5==F6′+FA=109..71KNNFF5′=F5+15.119=1224.9KKN四层：F4==F5′+FA=187..8KNF4′=F4+15.119=2002.999KN三层：F3==F4′+FA=265..59KNNF3′=F3+15.119=288.0788KN二层：F2==F3′+FA=343..38KNNF2′=F2+15.119=3558.577KN一层：FF1=FF2′+FA==421..17KNNF11′=F11+29..59=4422.94KKND′列柱：顶层上柱柱：F6=65..74KNN下柱：F6′=65..74+118.755=84..49KNN五层：F55=3110.499KNF5′=3229.244KN四层：F44=3775.933KNF4′=3944.68KKN三层：F33=4441.377KNF3′=4660.122KN二层：F22=5006.811KNF2′=5225.566KN一层：F11=5772.255KNF11′=5772.255+36..53=608..78KNN图4-3计算简图图图4-4恒荷载作作用下的受受荷简图4．2竖向活荷载作用用下框架的的受荷查荷载规范：楼面均布活荷载载标准值为为2.0kkN/m22,上人屋面面均布活荷荷载标准值值为1.5kkN/m22。屋面：B′D′跨：Q=0.88761..61.55+0.99021..41.55=5.006kN//mD＇G＇跨：Q=0.9921.661.5++0.94461.441.5==4.744kN//m标准层：：B′D′跨：Q=0.88761..62.00+0.90211.42..0=6..75kNN/mD＇G＇跨：Q=0.9921.662.0++0.94462.001.4==6.322kN//m活荷载作用在框框架柱上的的集中荷载载FB=FG=1/22*2.0（2.011+2.556）=4.557KNFD=1/2*2..0（2.02++2.5662）=9.112KNNFB＇=FG＇=1//2*1.5（2.011+2.556）=3.443KNNFD＇=1/2*1..5（2.02++2.5662）=6.886KN图4-5计算简图图图4-6活荷载作作用下的受受荷简4．3．荷载计算4.3.1恒荷载作作用下内力力计算B′D′′跨：顶层：MB6＇DD6＇＝-24..86566.02/12＝-74..60KNNMMD6＇B66＇＝24.88656..02/12==74.660KNM中间层：MB5＇D5＇＝－20.99726..02/12==-62..92KNNMMD5＇＇B5＇＝20.99726..02/12==62.992KNM顶层：MD6＇G66＇＝-26..20277.52/12＝-1222.82KKNMMG6＇D66＇＝26.22027..52/12==122..82KNNM中间层：MD5＇G55＇＝-21..73877.52/12==-1011.90KKNMMC5＇＇D5＇=21..73877.52/12==101..90KNNM根据梁柱相对的的线刚度，算算出各节点点的弯矩分分配系数：：分配系数计算如如下用弯矩分配法计计算框架内内力，传递递系数：梁梁为1/2，底层柱柱为1/2，其他柱柱为1/3，各节点点分配2—3次即可。其其计算步骤骤和结果参参见下图图图4-7：上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱0.4430.5570.3310.43202260.500.50-74.60-74.60-122.82122.8260.0034.0541.5515.9619.4312.83-61.41-61.416.447.9820.783.73-30.756.42-11.30.00-6.39-8.031.940.002.641.662.442.440.0034.1-34.1113.2825.77-139.170.27-70.270.3070.3070.3860.2360.2830.2830.1890.3340.3330.333-62.9262.92-101.9101.919.3219.3224.299.211.1911.197.38-34.1-33.9-33.9511.356.444.612.156.473.73-17.153.69-11.3-20.47-3.79-3.79-4.76-1.23-1.49-1.49-0.989.389.359.3523.821.97－45.6883.0416.1713.43-112.680.87-35.85-45.020.3070.3070.3860.2360.2830.2830.1890.3340.3330.333-62.9262.92-101.9101.93-419.3219.3224.299.211.1911.197.38-34.1-33.9-33.96.446.444.612.153.733.73-17.153.69-11.3-11.3-5.37-5.37-6.75-0.58-0.71-0.71-0.460.316.36.320.3920.39-40.7883.6914.2114.21-111.277.8-38.9-38.90.3070.3070.3860.2360.2830.2830.1890.3340.3330.333-62.9262.92-101.9101.919.3219.3224.299.211.1911.197.38-34.1-33.9-33.926.4410.8604.612.153.737.57-17.153.69-19.26-11.3-6.72-6.72-8.46-1.4-1.71-1.71-1.128.978.98.919.0423.46-42.4982.8714.217.05-112.880.46-44.26-36.30.4290.2290.3420.2050.3940.2090.1920.3260.4390.235-62.9262.92-101.9101.921.7113.8427.3712.4915.1410.5610.0-38.72-24.66-38.5219.666.2513.695.6-19.365.00-16.8-5.49-3.5-6.920.020.020.020.014.482.864.4625.8810.34-36.2289.1220.7610.58-111.372.66-21.8-50.86B′12.94D′10.38-25.43G′图4-7跨中弯矩计算剪力计算顶层：标准层：底层：轴力计算图4-8恒荷载作作用下的弯弯矩图图4-9恒荷载作作用下的轴轴力图图4-10恒荷载载作用下的的剪力图8、分配系数上面面已经计算算。用弯矩分配法计计算框架内内力，传递递系数：梁梁为1/2，底层柱柱为1/2，其他柱柱为1/3，各节点点分配2—3次即可。其计算步骤和结结果参见下下图4-11：上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱0.4430.5570.3310.43202260.500.50-15.815.18-22.2222.2260.006.278.462.332.98.73-11.11-11.112.0.-5.560.87-3.290.00-1.44-0.007.35-7.3521.884.06-25.9713.19-13.90.3070.3070.3860.2360.2830.2830.1890.3340.3330.333-20.2520.25-29.6329.622.212.692.691.79-9.89-9.89-9.8913.911.00.9-4.95-0.9-3.29-3.07-1.98-.98-2.49-0.197-0.25-0.25-0.16321.052.022.026.487.24-13.826.173.443.44-32.9522.69-11.14-11.150.3070.3070.3860.2360.2830.2830.1890.3340.3330.333-20.2520.25-29.6329.633-22.212.692.691.79-9.89-9.89-9.892.072.071.113.910.90.9-4.630.9-3.29-3.29-1.61-1.618-2.03-0.128-0.22-0.22-0.141.986.68-13.3526.183.373.37-32.9322.56-11.26-11.260.3070.3070.3860.2360.2830.2830.1890.3340.3330.333-20.2520.25-29.6329.622.212.692.691.79-9.89-9.89-9.8922.073.491.113.910.91.48-4.630.9-5.42-3.29-2.05-2.05-1.57-0.33-0.38-0.38-0.252.647.66-12.8926.043.213.79-33.0423.25-12.69-10.550.4290.2290.3420.2050.3940.2090.1920.3260.4390.235-20.2520.25-29.6329.636.984.468.812.452.952.051.94-11.26-7.17-0.831.35-5.630.97-4.98-1.56-0.95-1.890.0340.040.030.031.520.971.528.593.5-42.08-33.2920.86-6.2-14.11B′D′G′图4-114.3.2活荷载作作用下内力力计算剪力计算顶层：标准层：底层：轴力计算图4-12活荷载载作用下的的弯矩图图4-13活荷载载作用下的的剪力图KN图4-14活荷载载轴力图KN第5章风荷载计算算5．1．荷载计算基本风压w0==0.655kN/mm2，地面粗粗糙度为CC类，风压标准值计算算公式为：：，本地区区基本风压压为：w=0..65风振系数：βZZ=1+HHi/Hξγ/μZ表5-1层次1234567Hi（第i层距距离室外）面的高度）12.615.618.621.6H总=22.3BB≈15mH/BB≈1.5查表得表5-2离地面高度（mm）z12.615.618.621.6风压高度系数μμZ0.420.550.620.700.760.820.88结构基本周期：：T=（0.08～0.1）n.取T=0..9，ω0=0.655m2ω0T2=0.65922=0.333表得：脉动增大系数ξξ=1.332βZ=1+Hi/HHξγ/μZ表5-3z12.615.618.621.6βZ0.381.541.691.801.922.012.10查表得：风载体体型系数：：迎风时μs1==+0.88，背风时时μs2=-00.5，则则μs=0.88+0.55=1.33μS=1.3，ωkk=βZμSμZω0结构高度H=226.755<30mm,故取βZ=1.00,μS=1.33表5-4离地面高度（mm）z12.615.618.621.6风压高度系数μμZ0.350.620.520.590.640.690.74转换为集中荷载载6层：FW6K=33.83..0（0.744+0.669）2=8..157KKN5层：FW5K=33.83..0（0.699+0.664）2=7..58KNN4层：FW4K=33.83..0（0.644+0.559）2=7..01KNN3层：FW3K=33.83..0（0.599+0.552）2=6..33KNN2层：FW2K=33.83..0（0.522+0.446）2=5..59KNN1层：FW1K=33.80..63.00/2+33.60..353..0=7..02KKN（如图5-6所示）图5-65．2．内力计算5．2．1．抗侧刚度和反反弯点高度度确定计算过程见下表表5-5表楼层KαD(104kNN/m)y0Iy1α2y2α3y3yhh-yh边柱B六1.250.385.8620.3610——101.081.92五1.250.385.8620.411010101.231.77四1.250.385.8620.451010101.351.65三1.250.385.8620.461010101.381.62二1.250.385.8620.5—00.8301.2—1.51.5一1.960.626.0470.55010101.981.62中柱D六2.390.6013.8240.4210——101.261.74五2.390.6013.8240.451010101.351.65四2.390.6013.8240.471010101.411.59三2.390.6013.8240.51010101.51.5二2.390.6013.8240.51010101.51.5一2.120.6410.3030.55—00.830——1.981.62边柱G六1.8040.3345.0720.3910——101.171.83五1.8040.3345.0720.441010101.321.68四1.8040.3345.0720.451010101.351.65三1.8040.3345.0720.491010101.471.53二1.8040.3345.0720.5-0一1.570.586.0470.60100.830102.161.445．2．2．剪力在各层分分配（单位位：kN），图5-63．柱端弯矩计算算（单位：：kN∙m）图5-7风荷载作作用下的弯弯距图图5-8风荷载作作用下的轴轴力图KN图5-9风荷载作作用下的剪剪力图KN第6章地震作用内力计计算6．1．重力荷载代表表值计算6．1．2恒载：屋面面重力值：：G面==3748.442KN楼板重力值：G板==2142.882KNG梁=（13.74133）5.255+41..831.755+0.220.425516.66+1.5565.255=1237.666KN柱重力值：G上柱=155.19226+188.75113=6338.699KNG底柱=211.77226+266.88113=9115.466KN墙重力值G女儿墙=(422.04++15.0025)3=2254.882KNG=门面积2.66×1.00×25==65m2窗面积2.33×1.88×24++10.11×1.88×2=1136m22自重65×0.22+1366×0.44=67KKN合计：11000.93++67=11167..93KNN6．1．2活载：屋顶：Q=1.5（113.744×42..02+11.80××17.332）=9011.67KKN其他层：：Q=22.0×((13.774×422.02++1.5××17.332)=11207..22K重力荷载代表值值：G6=G板+G梁++G上柱/2++G女儿墙墙+G标墙/2=37748.442+12237.116+6338.699/2+2254.882+11167.993/2=49996.22KN（不包括括屋面活荷荷载）G5=G板+G梁+G上柱+GG标墙+F活/2=22124..82+11237..16+6638.669+11167.993+12207.222/2==57233.21KKNG2=G3=G4=G5=57223.211KNG1=G板+G梁+G上柱/2++G底柱/2++G标墙/2++G底墙+F活/2=22142..82+11237..16+6638.669/2++915..46/22+11667.933+12007.222/2=55853..45KNN6．2水平地震震作用计算算1、横梁线刚度为了简化计算，框框架梁截面面惯性矩增增大系数取取1.2B′D′跨：kb=iB9＇DD9＇=14.229×1053104=42..871009N·mmmD′G′跨：kb=iD9＇GG9＇=11.4433×1053104=34..3109N·mmm2、柱的线刚度边柱：底层：kc=7.330210053104=21..911009N·mmm其其它层：kc=11..3910053104=34..171009N·mmm中柱：底层：kc=12..11611053104=36..451009N·mmm其其它层：kc=17..3710053104=52..1109N·mmm3、框架柱的侧移移刚度D值2～6层D值的计算表6-1Dk=∑kb/22kcα=k/(2+kk)D=12αkcc/h2边柱B′1.2550.3865862边柱D′1.0040.3345072中柱G′2.9620.59713824底层D值的计算表表6-2Dk=∑kb/22kcα=k+0.5//(2+kk)D=12αkcc/h2边柱B′1.960.6216047边柱D′1.570.585648中柱G′2.120.63610303、4、各层D值汇总总（见表表表6-3）各各层D值汇总表表6-3DD值/层次柱类型2～6层（D值根数）1层（D值根数）边柱B′轴586213==762006604713==786111D′轴507213==659336564813==764224中柱G′轴13824133=179972110303133=1333939∑D（KN/m）321863285974按顶点位移法计计算，考虑虑轻质砌块块墙对框架架刚度的影影响，取基基本周期调调整系数α0=0.8，计算公公式为1=1.7α0,式中△T为顶点位位移。按D值法计算算。见表8横向框架顶点位位移计算表表6-4层次Gi(kN)DiΔi－Δi－1=∑Gi/DΔi(m)64996.64996.63218630.01650.37355723.21110719.8813218630.0330.35745723.21116443.0023218630.0510.32435723.21122166.2233218630.0690.27325723.21127889.4443218630.0870.20415658.45533547.8892859740.1170.117T1=1.70.88=0.888s5、水平地震作用用标准值和和位移的计计算多遇地震震作用下，设设防烈度为为7度，查表αmax=00.08..已知反应应谱特征周周期查表Tg=0.355s,Tgg＜T1＜5Tg6、水平地震作用用计算因因为T1=0.33s＞1.4Tgg=1.440.355=0.449s.尚需考虑虑顶部附加加水平地震震作用。δn=0..08T11+0.007=0..080..83+00.01==0.0776结构总水平地震震作用标准准值：Fek=α1Geq==0.03380.885335547.889=3996KN顶部附加的集中中水平地震震作用为：：层数HGiGihiVD层间相对转角63.04996.614989.880.139221.52221.523218630.00070.00023353.05723.217169.6630.159159.2380.72321860.00120.000943.05723.217169.6630.159159.2539.923218630.001700.000090.000933.05723.217169.6630.159159.2699.123218630.00220.000923.05723.217169.6630.159159.2858.323218630.00270.000913.65723.224331.2250.225225.31083.62589740.00380.000844ΔFn=δn·FFek=0..07611083..6=822.35KKN表6-5Fi,Vi和△uee的计算底层：u/h==0.000084//3.611/55006．3．内力计算（以以左震为例例）。1、层间剪力在各各柱分配计算过程见下表表表6-6楼层边跨（B）中跨（D）边跨（G）六五6.9716.376.02四9.8823.228.53三12.7930.0611.05二15.7136.9113.56一19.8346.5917.132、反弯点高度确定定计算过程见下表表6-7表楼层KαD(104kNN/m)y0Iy1α2y2α3y3yhh-yh边柱B六1.250.385.8620.3610——101.081.92五1.250.385.8620.411010101.231.77四1.250.385.8620.451010101.351.65三1.250.385.8620.461010101.381.62二1.250.385.8620.5—00.8301.2—1.51.5一1.960.626.0470.55010101.981.62中柱D六2.390.6013.8240.4210——101.261.74五2.390.6013.8240.451010101.351.65四2.390.6013.8240.471010101.411.59三2.390.6013.8240.51010101.51.5二2.390.6013.8240.51010101.51.5一2.120.6410.3030.55—00.830——1.981.62边柱G六1.8040.3345.0720.3910——101.171.83五1.8040.3345.0720.441010101.321.68四1.8040.3345.0720.451010101.351.65三1.8040.3345.0720.491010101.471.53二1.8040.3345.0720.5-0一1.570.586.0470.60100.830102.161.443、．柱端弯矩计算算（单位：：kN∙m）图6-8柱端弯矩矩图图6-9地震荷载载作用下的的弯矩图图6-10地震荷荷载作用下下的轴力图图KN图6-11地震荷荷载作用下下的剪力图图KN第7章内力组合本章中单位统一一为：弯矩矩kN∙m，剪力kNN，轴力kNN。根据前面第四至至八章的内内力计算结结果，即可可进行框架架各梁柱各各控制截面面上的内力力组合，其其中梁的控控制截面为为梁端柱边边及跨中，由由于对称性性，每层梁梁取5个控制截截面。柱分分为边柱和和中柱，每每根柱有2个控制截截面。内力力组合使用用的控制截截面标于下下图7-11图。图7-17．1梁内力组合7．1．1．计算过程见下下页表中，弯矩以以下部受拉拉为正，剪剪力以沿截截面顺时针针为正注：（1）地震震作用效应应与重力荷荷载代表值值的组合表表达式为：：其中，SGE为为相应于水水平地震作作用下重力力荷载代表表值效应的的标准值。而而重力荷载载代表值表表达式为：：Gk——恒荷载标准值；；Qik——第i个个可变荷载载标准值；；ΨQi——第i个个可变荷载载的组合之之系数，屋屋面活荷载载不计入，雪雪荷载和楼楼面活荷载载均为0.5。考虑到地震有左左震和右震震两种情况况，而在前前面第八章章计算地震震作用内力力时计算的的是左震作作用时的内内力，则在在下表中有有(1.2①+0.5②)+1.33⑤和(1.2①+0.5②)-1.3⑤两列，分别别代表左震震和右震参参与组合。因为风荷载效应应同地震作作用效应相相比较小，不不起控制作作用，则在在下列组合合中风荷载载内力未参参与，仅考考虑分别由由恒荷载和和活荷载控控制的两种种组合，即即1.355①+1.44×0.77②和1.2①+1.44②两列。梁内力组合计算算表表7-2楼层截面①恒荷载②活荷载(屋面布活载)④地震作用(左震震)1.2(①+00.5②)+1.3④MVMVMVMV六1-34.141.60-7.3512.757.78-2.82-35.2468.68238.2—8.5—0.16—31.53—3-113.222-87.8-21.89-19.6-9.12-2.82-168.011-92.914-139.088107.65-25.9712.567.46-1.86-125.444125.49578.73—13.75—1.24—78.92—6-70.27-89-14.26-16.07-6.47-1.86-89.65-109.711五1-42.6870.34-13.8118..1916.71-7.17-12.5476.22237.26—10.39—-2.56—34.43—383.0-55.1966-26.17-25.85-21.47-7.17-132.922-74.434-111.21187.57-32.9519.6012.01-4.24-112.81177.23556.09—16.7—1.43—61.93—6-80.87-74.22-22.69-23.7022-14.26-4.24-115.711-94.54四1-40.7870.34-13.3516.8524.87-9.56-4.871.66237.26—11.03—-3.74—32.89—3-83.69-55.1966-26.18-23.65-32.46-9.56-139.122-78.994-111.21182.732.9125.0822.02-6.48-100.63390.91556.09—16.7—2.48—64.36—6-77.8-74.22-22.56-22.32-24.64-6.48-125.188-97.37表7-2（续表）三1-40.7870.34-13.3516.8525.68-12.81-4.871.6623