土木工程畢業(yè)設(shè)計(jì)-五層鋼混框架教學(xué)樓

僅供個(gè)人參考一工程概況本工程為某高校教學(xué)樓。工程為五層現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。屋面板頂面標(biāo)高為18.6m。工程所在地抗震設(shè)防烈度為7度，設(shè)計(jì)基本地震加速度為0.10g，設(shè)計(jì)地震分組為第一組，場(chǎng)地類(lèi)別為Ⅱ類(lèi)。屋面做法：鋼筋混凝土現(xiàn)澆板， 20mm石灰砂漿抹底，20mm水泥砂漿找平，40～120厚（1%找坡）膨脹珍珠巖保溫層，四層作法防水層 （一氈二油上鋪小石子）。樓面做法：鋼筋混凝土現(xiàn)澆板， 20mm石灰砂漿抹底，20mm水泥砂漿找平，水磨石面層。墻身做法：由普通磚砌筑而成，普通磚自重 18kN/m3，厚度240mm。門(mén)窗做法：門(mén)為木門(mén)，自重 0.2kN/m2，窗為鋼窗玻璃窗，自重 0.4kN/m2。風(fēng)荷載標(biāo)準(zhǔn)值0.4kN/m2，雪荷載標(biāo)準(zhǔn)值 0.65kN/m2。2 2活荷載：上人屋面均布活荷載標(biāo)準(zhǔn)值 2.0kN/m，樓面活荷載標(biāo)準(zhǔn)值 2.0kN/m。設(shè)計(jì)。二屋蓋、樓蓋設(shè)計(jì)（一）屋蓋1．設(shè)計(jì)資料1）屋面做法：鋼筋混凝土現(xiàn)澆板， 20mm石灰砂漿抹底，20mm水泥砂漿找平，40～120厚（1%找坡）膨脹珍珠巖保溫層，四層作法防水層（一氈二油上鋪小石子）2）屋面荷載：均布活荷載標(biāo)準(zhǔn)值222kN/m(上人屋面)，雪荷載標(biāo)準(zhǔn)值為0.65kN/m3）材料：混凝土強(qiáng)度等級(jí)為C30；梁內(nèi)受力縱筋為HRB335，其余為HPB235鋼筋不得用于商業(yè)用途00330043004300270027

僅供個(gè)人參考2．屋蓋的結(jié)構(gòu)平面布置圖E主梁F l2次梁l1FH A G A A A A A A A A A A A BC C C C C C DB AA A A A A A A A A A A A B3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 39003．板的設(shè)計(jì)（彈性理論）1）荷載計(jì)算由于屋面均布活荷載標(biāo)準(zhǔn)值大于屋面雪荷載標(biāo)準(zhǔn)值，故取前者進(jìn)行計(jì)算

00270030027恒荷載標(biāo)準(zhǔn)值：20厚水泥混凝土找平 0.02×20=0.46kN/m

240～120厚（1%找坡）膨脹珍珠巖(0.08+0.16)2×÷7=0.546kN/m2四層作法防水層0.36kN/m22100mm厚鋼筋混凝土樓板 0.1×25=2.56kN/m220mm厚石灰砂漿抹底 0.02×17=0.34kN/m2小計(jì)4.08kN/m荷載設(shè)計(jì)值g=1.2×4.08=4.90kN/m2，q=1.4×2.0=2.8kN/m2q/2=1.4kN/m2，g+q/2=6.3kN/m2，g+q=7.7kN/m22）彎矩計(jì)算計(jì)算過(guò)程見(jiàn)下頁(yè)表中3）截面設(shè)計(jì)不得用于商業(yè)用途僅供個(gè)人參考截面有效高度：假定選用 Φ8鋼筋，則l01方向跨中截面的h01=80mm；l02方向跨中截面的h02=70mm；支座截面h0=80mm。最小配筋率：因?yàn)閒t0.451.27，故取ρsmin=0.27%，則0.450.27%0.2%fy210Asmin=0.27%×1000×100=270mm2截面設(shè)計(jì)時(shí)取用的彎矩設(shè)計(jì)值：中間跨的跨中截面及中間支座截面減小 20%；邊跨跨中截面及樓板邊緣算起的第二個(gè)支座截面處，當(dāng) lb/l0<1.5時(shí)減小20%，當(dāng)lb/l0=1.5～2.0時(shí)減小10%；樓板的角區(qū)格不折減。不得用于商業(yè)用途僅供個(gè)人參考彎矩值計(jì)算表ABCDEFGHl01(m)3.93.93.03.03.33.43.93.9l02(m)7.27.27.83.93.93.97.27.2l01/l020.540.540.380.770.850.870.540.54(0.0388+0.20×.0052)(0.0388+0.20×.0052)(0.0400+0.20×.0038)(0.0285+0.20×.0136)(0.0246+0.20×.0156)(0.0235+0.20×.0159)(0.0388+0.20×.0052)(0.0388+0.20×.0052)m1×6.3×3.92+×6.3×3.92+×6.3×3.92+×6.3×3.92+×6.3×3.92+×6.3×3.92+×6.3×3.92+×6.3×3.92+(0.0232+0.20×.0810)(0.0535+0.20×.0099)(0.0965+0.20×.0174)(0.0376+0.20×.0196)(0.0225+0.20×.0255)(0.0329+0.20×.0124)(0.0907+0.20×.0203)(0.0121+0.20×.0504)×1.4×3.92=4.58×1.4×3.92=5.00×1.4×3.92=3.57×1.4×3.92=2.14×1.4×3.92=2.32×1.4×3.92=2.52×1.4×3.92=5.84×1.4×3.92=4.29(0.0052+0.20×.0388)(0.0052+0.20×.0388)(0.0038+0.20×.0400)(0.0136+0.20×.0285)(0.0156+0.20×.0246)(0.0159+0.20×.0235)(0.0052+0.20×.0388)(0.0052+0.20×.0388)×6.3×3.92+×6.3×3.92+×6.3×3.92+×6.3×3.92+×6.3×3.92+×6.3×3.92+×6.3×3.92+×6.3×3.92+m2(0.0810+0.20×.0232)(0.0099+0.20×.0535)(0.0174+0.20×.0965)(0.0196+0.20×.0376)(0.0255+0.20×.0225)(0.0124+0.20×.0329)(0.0203+0.20×.0907)(0.504+0.20×.0121)×1.4×3.92=3.07×1.4×3.92=1.68×1.4×3.92=1.13×1.4×3.92=1.44×1.4×3.92=1.87×1.4×3.92=1.81×1.4×3.92=2.06×1.4×3.92=2.37-0.0817×7.7×3.92=-0.0817×7.7×3.92=-0.0829×7.7×3.02=-0.06867.7××3.02=-0.0626×7.7×3.32=-0.0611×7.7×3.42=-0.0817×7.7×3.92=-0.0817×7.7×3.92=m’1-9.57-9.57-5.74-4.75-5.25-5.44-9.57-9.57-0.0571×7.7×3.92=-0.0571×7.7×3.92=-0.0570×7.7×3.02=-0.05637.7××3.02=-0.0551×7.7×3.32=-0.0547×7.7×3.42=-0.0571×7.7×3.92=-0.0571×7.7×3.92=m’2-6.69-6.69-3.95-3.90-4.62-4.87-6.69-6.69不得用于商業(yè)用途僅供個(gè)人參考為了便于計(jì)算，近似取 γ=0.95，As

m0.95h0fy計(jì)算過(guò)程見(jiàn)下表屋面板配筋計(jì)算表跨中截面h0m(kN?m)As配筋實(shí)配(mm)(mm2)As(mm2)l01方向800.8×4.58=3.66229.3Φ8@180282A700.8×3.07=2.45175.4Φ8@180282l02方向l01方向805.00313.3Φ8@150335B701.68120.3Φ8@180282l02方向l01方向800.8×3.57=2.86179.2Φ8@180282C700.8×1.13=0.9165.2Φ8@180282l02方向l01方向802.14134.1Φ8@180282D701.44103.1Φ8@180282l02方向l01方向802.32145.4Φ8@180282E701.87133.9Φ8@180282l02方向l01方向800.8×2.52=2.01125.9Φ8@180282F700.8×1.81=1.45103..8Φ8@180282l02方向l01方向800.8×5.84=4.67292.6Φ8@160318G700.8×2.06=1.65118.2Φ8@180282l02方向l01方向804.29268.8Φ8@180282H702.37169.7Φ8@180282l02方向支座截面h0m(kN?m)As配筋實(shí)配As(mm2)(mm)(mm2)A-A80-0.8×9.57=-7.65479.3Φ10@160491l01方向80-0.8×9.57=-7.65479.3Φ10@160491A-B80-0.8×6.69=-5.35335.2Φ10@200393l02方向A-Cl01方向80-0.8×9.57=-7.65479.3Φ10@160491不得用于商業(yè)用途僅供個(gè)人參考l02方向80-0.8×6.69=-5.35335.2Φ10@200393l01方向80-0.8×9.57=-7.65479.3Φ10@160491A-G80-0.8×6.69=-5.35335.2Φ10@200393l02方向A-H80-0.8×9.57=-7.65479.3Φ10@160491B-D80-0.8×6.69=-5.35335.2Φ10@200393C-C80-0.8×3.95=-3.16198.0Φ10@200393C-D80-0.8×3.95=-3.16198.0Φ10@200393E-F80-0.8×5.44=-4.35272.6Φ10@200393F-F80-0.8×5.44=-4.35272.6Φ10@200393F-G80-0.8×6.69=-5.35335.2Φ10@200393hAs邊緣支座截面0m(kN?m)配筋實(shí)配As(mm2)(mm)(mm2)A80-6.69419.2Φ10@180436l01方向80-9.57599.6Φ10@180654B80-6.69419.2Φ10@180436l02方向l01方向80-4.75297.6Φ10@200393D80-3.90244.4Φ10@200393l02方向l01方向80-5.25328.9Φ10@200393E80-4.62289.5Φ10@200393l02方向F80-4.87305.1Φ10@200393l01方向80-9.57599.6Φ10@180654H80-6.69419.2Φ10@180436l02方向4．次梁的設(shè)計(jì)1）次梁l1次梁 l1跨度 7.2m，次梁截面高度 h=l/18～l/12=7200/18～7200/12=400mm～600mm，取h=600mm，截面寬度取b=200mm。（1）荷載設(shè)計(jì)值不得用于商業(yè)用途僅供個(gè)人參考p'(gq)l017.73.9215.02kN/m2l013.912l0220.277.2pe(1-22311)p'13.72kN/m板傳來(lái)的荷載p=2pe=27.44kN/m次梁自重0.2×(0.6-0.1)25××1.2=3kN/m次梁粉刷0.02×[(0.6-0.1)2+0×.2]×17×1.2=0.5kN/m則荷載總設(shè)計(jì)值 g+q=30.94kN/m2）內(nèi)力計(jì)算彎矩設(shè)計(jì)值：跨中M1(gq)l02130.947.22133.7kNm1212支座M2130.947.2266.8kNm1(gq)l02424剪力設(shè)計(jì)值：跨中V0支座V1(gq)l0130.947.2111.4kN223）正截面受彎承載力計(jì)算跨中按T形截面計(jì)算翼緣寬度b'f的確定如下：Sn39001001503650mm,l07200mm,h'f100mm,h0565mm,h'f0.8h0l0/32400mm,bSn20036503850mm,b12h'f200121001400mmb'f取l0/3,bSn,b12h'f三者中的最小值，即b'f=1400mm混凝土強(qiáng)度等級(jí)為C30，fc=14.3N/mm2，ft=1.43N/mm2?？v向受力鋼筋采用HRB335，fy=300N/mm2;箍筋采用HPB235，fyv=210N/mm21fcb'fh'f(h0h'f/2)1.014.31400100(565100/2)1061031kNm133.7kNm不得用于商業(yè)用途僅供個(gè)人參考故跨中為第一類(lèi)T形截面，可按矩形截面進(jìn)行計(jì)算Asmin=200×565×max{0.2%,0.45×1.43/300}=242mm2跨中：sM133.71060.0211fcb'fh021.014.314005652112s0.021Asb'fh0fc/fy0.021140056514.3/300792mm2配置416(As2)=804mm支座：sM66.81060.0731fcbh021.014.32005652112s0.076Asbh0fc/fy0.07620056514.3/300409mm2配置314(As2)=462mm4）斜截面受剪承載力計(jì)算①驗(yàn)算截面尺寸hwh0h'f565100465mm,hw/hb465/2002.334，由下式0.25cfcbh00.251.014.3200565404103kN111.4kN可知截面尺寸滿足要求②計(jì)算所需箍筋采用Φ6雙肢箍筋，計(jì)算截面尺寸由Vcs0.75ftbh01.25fyvAsvh0,得s1.25fyvAsvh01.2521056.6565s111.41030.71.430V-0.7ftbh0200565故根據(jù)構(gòu)造確定箍筋間距，取 s=200mm2）次梁l2不得用于商業(yè)用途僅供個(gè)人參考次梁 l2跨度 3.9m，次梁截面高度 h=l/18～l/12=3900/18～3900/12=217mm～325mm，取h=320mm，截面寬度取b=150mm。（1）荷載設(shè)計(jì)值p'(gq)l017.73.4213.09kN/m21l013.40.442l0223.9pe(1-21213)p'9.14kN/m板傳來(lái)的荷載p=2pe=18.28kN/m次梁自重0.15×(0.32-0.1)25××1.2=0.99kN/m次梁粉刷0.02×[(0.32-0.1)2+0×.15]×17×1.2=0.24kN/m則荷載總設(shè)計(jì)值 g+q=19.51kN/m2）內(nèi)力計(jì)算彎矩設(shè)計(jì)值：跨中M1(gq)l02119.513.9224.7kNm121121支座M(gq)l0219.513.9212.4kNm2424剪力設(shè)計(jì)值：跨中V0支座V1(gq)l0119.513.938kN223）正截面受彎承載力計(jì)算跨內(nèi)按T形截面計(jì)算翼緣寬度b'f=1350mm，h0=285mm1fcb'fh'f(h0 h'f/2) 1.014.31350100 (285 100/2) 106454.7kN m 24.7kN m故跨中為第一類(lèi) T形截面，可按矩形截面進(jìn)行計(jì)算Asmin=150×285×max{0.2%,0.45×1.43/300}=92mm2跨中：不得用于商業(yè)用途僅供個(gè)人參考sM24.71060.0161fcb'fh021.014.313502852112s0.016Asb'fh0fc/fy0.016135028514.3/300293mm2配置214(As2)=308mm支座：M12.41060.071s21.014.315028521fcbh0112s0.074Asbh0fc/fy0.07415028514.3/300151mm2配置212(As2)=226mm4）斜截面受剪承載力計(jì)算①驗(yàn)算截面尺寸hwh0h'f285100185mm,hw/hb185/1501.234，由下式0.25cfcbh00.251.014.3150285153103kN38kN可知截面尺寸滿足要求②計(jì)算所需箍筋采用Φ6雙肢箍筋，計(jì)算截面尺寸由Vcs0.75ftbh01.25fyvAsvh0,得s1.25fyvAsvh01.2521056.6565s381030V-0.7ftbh00.71.43150285故根據(jù)構(gòu)造確定箍筋間距，取s=200mm（二）樓蓋以第四層樓蓋為例不得用于商業(yè)用途0033043004300270027

僅供個(gè)人參考1．設(shè)計(jì)資料1）樓面做法：鋼筋混凝土現(xiàn)澆板， 20mm石灰砂漿抹底，20mm水泥砂漿找平，水磨石面層。2）樓面荷載：均布活荷載標(biāo)準(zhǔn)值 2kN/m23）材料：混凝土強(qiáng)度等級(jí)為 C30；梁內(nèi)受力縱筋為 HRB335，其余為 HPB235鋼筋2．樓蓋蓋的結(jié)構(gòu)平面布置圖見(jiàn)下頁(yè)E主梁F l2次梁l1F樓AGAAAAAAAAAAAB梯CCCCCCDBA樓AAAAAAAAAAAA梯3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900 3900

0027000300273．板的設(shè)計(jì)（彈性理論）1）荷載計(jì)算恒荷載標(biāo)準(zhǔn)值：水磨石面層 0.65kN/m220厚水泥混凝土找平 0.02×20=0.46kN/m2100mm厚鋼筋混凝土樓板 0.1×25=2.56kN/m220mm厚石灰砂漿抹底 0.02×17=0.34kN/m2小計(jì)4.01kN/m2不得用于商業(yè)用途僅供個(gè)人參考荷載設(shè)計(jì)值g=1.2×4.01=4.81kN/m2，q=1.4×2.0=2.8kN/m2q/2=1.4kN/m2，g+q/2=6.21kN/m2，g+q=7.61kN/m2）彎矩計(jì)算計(jì)算過(guò)程見(jiàn)第13頁(yè)表中3）截面設(shè)計(jì)截面有效高度：假定選用Φ8鋼筋，則l01方向跨中截面的h01=80mm；l02方向跨中截面的h02=70mm；支座截面h0=80mm。最小配筋率 ρsmin=0.27%，則Asmin=0.27%×1000×100=270mm2截面設(shè)計(jì)時(shí)取用的彎矩設(shè)計(jì)值： 中間跨的跨中截面及中間支座截面減小 20%；邊跨跨中截面及樓板邊緣算起的第二個(gè)支座截面處，當(dāng)lb/l0<1.5時(shí)減小20%，當(dāng)lb/l0=1.5～2.0時(shí)減小10%；樓板的角區(qū)格不折減。為了便于計(jì)算，近似取 γ=0.95，As

m0.95h0fy計(jì)算過(guò)程見(jiàn)下表樓面板配筋計(jì)算表跨中截面h0m(kN?m)As配筋實(shí)配(mm)(mm2)As(mm2)l01方向800.8×4.53=3.62226.8Φ8@180282A700.8×3.05=2.44174.7Φ8@180282l02方向l01方向804.94309.5Φ8@150335B701.66118.9Φ8@180282l02方向l01方向800.8×3.54=2.83177.3Φ8@180282C700.8×1.12=0.9064.5Φ8@180282l02方向l01方向802.12132.8Φ8@180282D701.42101.7Φ8@180282l02方向l01方向802.30144.1Φ8@180282E701.85132.5Φ8@180282l02方向Fl01方向800.8×2.49=1.99124.7Φ8@180282不得用于商業(yè)用途僅供個(gè)人參考l02方向700.8×1.79=1.43102.4Φ8@180282l01方向800.8×5.78=4.62289.5Φ8@160318G700.8×2.04=1.63116.7Φ8@180282l02方向不得用于商業(yè)用途僅供個(gè)人參考彎矩值計(jì)算表ABCDEFGl01(m)3.93.93.03.03.33.43.9l02(m)7.27.27.83.93.93.97.2l01/l020.540.540.380.770.850.870.54(0.0388+0.20×.0052)(0.0388+0.20×.0052)(0.0400+0.20×.0038)(0.0285+0.20×.0136)(0.0246+0.20×.0156)(0.0235+0.20×.0159)(0.0388+0.20×.0052)×6.21×3.92+×6.213.9×2+×6.21×3.92+×6.213.9×2+×6.213.9×2+×6.213.9×2+×6.213.9×2+m1(0.0232+0.20×.0810)(0.0535+0.20×.0099)(0.0965+0.20×.0174)(0.0376+0.20×.0196)(0.0225+0.20×.0255)(0.0329+0.20×.0124)(0.0907+0.20×.0203)×1.4×3.92=4.53×1.4×3.92=4.94×1.4×3.92=3.54×1.4×3.92=2.12×1.4×3.92=2.30×1.4×3.92=2.49×1.4×3.92=5.78(0.0052+0.20×.0388)(0.0052+0.20×.0388)(0.0038+0.20×.0400)(0.0136+0.20×.0285)(0.0156+0.20×.0246)(0.0159+0.20×.0235)(0.0052+0.20×.0388)×6.213.9×2+×6.213.9×2+×6.21×3.92+×6.213.9×2+×6.213.9×2+×6.213.9×2+×6.213.9×2+m2(0.0810+0.20×.0232)(0.0099+0.20×.0535)(0.0174+0.20×.0965)(0.0196+0.20×.0376)(0.0255+0.20×.0225)(0.0124+0.20×.0329)(0.0203+0.20×.0907)×1.4×3.92=3.05×1.4×3.92=1.66×1.4×3.92=1.12×1.4×3.92=1.42×1.4×3.92=1.85×1.4×3.92=1.79×1.4×3.92=2.04-0.08177.61××3.92=-0.08177.×61×3.92=-0.0829×7.613×.02=-0.0686×7.613×.02=-0.0626×7.613×.32=-0.06117.×61×3.42=-0.08177.×61×3.92=m’1-9.46-9.46-5.68-4.70-5.19-5.38-9.46不得用于商業(yè)用途僅供個(gè)人參考-0.05717.×61×3.92=-0.05717.×61×3.92=-0.0570×7.613×.02=-0.0563×7.613×.02=-0.0551×7.613×.32=-0.05477.×61×3.42=-0.05717.×61×3.92=m’2-6.61-6.61-3.90-3.86-4.57-4.81-6.61不得用于商業(yè)用途僅供個(gè)人參考樓面板配筋計(jì)算表（續(xù)表）ForpersonaluseonlyForpersonalinuseonlyinstudystudyandandresearch;noth0researfor支座截面m(kN?m)配筋(mm)ch;commercialnotuseforcomm實(shí)配As(mm2)ercialuseAs(mm2)A-A80-0.8×9.46=-7.57474.3Φ10@160491l01方向80-0.8×9.46=-7.57474.3Φ10@160491A-B80-0.8×6.61=-5.29331.5Φ10@200393l02方向l01方向80-0.8×9.46=-7.57474.3Φ10@160491A-C80-0.8×6.61=-5.29331.5Φ10@200393l02方向l01方向80-0.8×9.46=-7.57474.3Φ10@160491A-G80-0.8×6.61=-5.29331.5Φ10@200393l02方向C-C80-0.8×3.90=-3.12195.5Φ10@200393C-D80-0.8×3.90=-3.12195.5Φ10@200393E-F80-0.8×5.38=-4.30269.4Φ10@200393不得用于商業(yè)用途僅供個(gè)人參考F-F80-0.8×5.38=-4.30269.4Φ10@20393F-G80-0.8×6.61=-5.29331.5Φ10@200393邊緣支座截面Al01方向Bl01方向l01方向Dl01方向l01方向El01方向F

h0m(kN?m)As配筋實(shí)配As(mm2)(mm)(mm2)80-6.61414.2Φ10@18043680-9.46592.7Φ10@18065480-6.61414.2Φ10@18043680-4.70294.5Φ10@20039380-3.86241.9Φ10@20039380-5.19325.2Φ10@20039380-4.57286.3Φ10@20039380-4.81301.4Φ10@2003934．次梁的設(shè)計(jì)1）次梁l1次梁 l1跨度 7.2m，次梁截面高度 h=l/18～l/12=7200/18～7200/12=400mm～600mm，取h=600mm，截面寬度取b=200mm。（1）荷載設(shè)計(jì)值p'(gq)l017.73.9214.84kN/m21l013.90.272l0227.2pe(1-21213)p'12.97kN/m板傳來(lái)的荷載p=2pe=25.94kN/m次梁自重0.2×(0.6-0.1)25××1.2=3kN/m次梁粉刷0.02×[(0.6-0.1)2+0×.2]×17×1.2=0.5kN/m則荷載總設(shè)計(jì)值 g+q=29.4kN/m（2）內(nèi)力計(jì)算不得用于商業(yè)用途僅供個(gè)人參考彎矩設(shè)計(jì)值：跨中M1(gq)l02129.447.22127.2kNm1212支座M1(gq)l02130.947.2263.6kNm2424剪力設(shè)計(jì)值：跨中V0支座V1q)l017.2106kN(g29.44223）正截面受彎承載力計(jì)算跨中按T形截面計(jì)算翼緣寬度b'f=1400mm混凝土強(qiáng)度等級(jí)為C30，fc=14.3N/mm2，ft=1.43N/mm2?？v向受力鋼筋采用HRB335，fy=300N/mm2;箍筋采用HPB235，fyv=210N/mm21fcb'fh'f(h0h'f/2)1.014.31400100(565100/2)1061031kNm133.7kNm故跨中為第一類(lèi) T形截面，可按矩形截面進(jìn)行計(jì)算Asmin=242mm2跨中：sM127.21060.0201fcb'fh021.014.314005652112s0.020Asb'fh0fc/fy0.021140056514.3/300754mm2配置416(As2)=804mm支座：sM63.61060.0701fcbh021.014.320056521 1 2s 0.072As bh0fc/fy 0.072 200 56514.3/300 388mm2不得用于商業(yè)用途僅供個(gè)人參考配置3 14(As=462mm2)4）斜截面受剪承載力計(jì)算①驗(yàn)算截面尺寸hwh0h'f565100465mm,hw/hb465/2002.334，由下式0.25cfcbh00.251.014.3200565404103kN106kN可知截面尺寸滿足要求②計(jì)算所需箍筋采用Φ6雙肢箍筋，計(jì)算截面尺寸由Vcs0.75ftbh01.25fyvAsvh0,得s1.25fyvAsvh01.2521056.65650s1061030.71.43200565V-0.7ftbh0故根據(jù)構(gòu)造確定箍筋間距，取 s=200mm2）次梁l2次梁 l2跨度 3.9m，次梁截面高度 h=l/18～l/12=3900/18～3900/12=217mm～325mm，取h=320mm，截面寬度取b=150mm。（1）荷載設(shè)計(jì)值p'(gq)l017.613.4212.94kN/m2l013.412l0220.443.9pe(1-22311)p'9.03kN/m板傳來(lái)的荷載p=2pe=18.06kN/m次梁自重0.15×(0.32-0.1)25××1.2=0.99kN/m次梁粉刷0.02×[(0.32-0.1)2+0×.15]×17×1.2=0.24kN/m則荷載總設(shè)計(jì)值 g+q=19.29kN/m2）內(nèi)力計(jì)算彎矩設(shè)計(jì)值：不得用于商業(yè)用途僅供個(gè)人參考跨中M1(gq)l02119.293.9224.5kNm121(gq)l0121支座M219.293.9212.3kNm2424剪力設(shè)計(jì)值：跨中V0支座V1(gq)l0119.293.937.6kN223）正截面受彎承載力計(jì)算跨內(nèi)按T形截面計(jì)算翼緣寬度b'f=1350mm，h0=285mm1fcb'fh'f(h0 h'f/2) 1.014.31350100 (285 100/2) 106454.7kN m 24.5kN m故跨中為第一類(lèi)T形截面，可按矩形截面進(jìn)行計(jì)算Asmin=92mm2跨中：sM24.51060.0161fcb'fh021.014.313502852112s0.016Asb'fh0fc/fy0.016135028514.3/300293mm2配置214(As2)=308mm支座：sM12.31060.0711fcbh021.014.31502852112s0.074Asbh0fc/fy0.07415028514.3/300151mm2配置212(As2)=226mm（4）斜截面受剪承載力計(jì)算不得用于商業(yè)用途僅供個(gè)人參考①驗(yàn)算截面尺寸hwh0h'f285100185mm,hw/hb185/1501.234，由下式0.25cfcbh00.251.014.3150285153103kN37.6kN可知截面尺寸滿足要求②計(jì)算所需箍筋采用Φ6雙肢箍筋，計(jì)算截面尺寸由Vcs0.75ftbh01.25fyvAsvh0,得s1.25fyvAsvh01.2521056.65650s37.61030.71.43150V-0.7ftbh0285故根據(jù)構(gòu)造確定箍筋間距，取s=200mm三框架結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖（一）梁柱尺寸1．梁高h(yuǎn)b=(1/12~1/8)lb橫向hb，取800mm=600~900mm縱向hb=650~900mm，取800mm過(guò)道hb，考慮到次梁高度為，也取為600mm=250~375mm600mm2．柱截面尺寸本工程為現(xiàn)澆鋼筋混凝土結(jié)構(gòu)， 7度設(shè)防，高度<30m，抗震等級(jí)為三級(jí)，取底層C6柱估算柱尺寸，根據(jù)經(jīng)驗(yàn)荷載為15kN/m2：N=15×7.8×(3.6+1.5)=2983.5kN由軸壓比限值得Ac≥N=2983.5103=260795mm20.8fc0.814.3為安全起見(jiàn)，取底層柱截面尺寸為650mm×650mm，其他層為600mm×600mm（二）計(jì)算簡(jiǎn)圖(取軸線⑥處)不得用于商業(yè)用途僅供個(gè)人參考初步設(shè)計(jì)基礎(chǔ)頂面離室外地面 500mm，則底層層高為 4.2+0.6+0.5=5.3m3.56 3.60 3.5603.00 3.00 3.00 3.00 0633.56 3.60 3.5603.00 3.00 3.00 3.00 0633.56 3.60 3.5603.00 3.00 3.00 3.00 0633.56 3.60 3.563.003.003.003.0000633.563.603.5602.81 2.81 2.81 2.81 0357200 3000 7200框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖（三）梁柱線剛度(其中E=3.0×104N/mm2)AC、BC跨梁i=2E×13-3×0.3×0.8/7.2=3.5610×E12BC跨梁i=2E×13-3×0.3×0.6/3.0=3.6010×E12上部各層柱14-3i=E××0.6/3.6=3.0010×E12底層柱14-3i=E××0.65/5.3=2.8110×E12將梁柱線剛度標(biāo)于計(jì)算簡(jiǎn)圖中不得用于商業(yè)用途僅供個(gè)人參考四恒荷載內(nèi)力計(jì)算（一）恒荷載計(jì)算1．屋面框架梁線荷載標(biāo)準(zhǔn)值20厚水泥混凝土找平 0.02×20=0.46kN/m240～120厚（1%找坡）膨脹珍珠巖(0.08+0.16)2÷×7=0.546kN/m四層作法防水層0.36kN/m2100mm厚鋼筋混凝土樓板0.1×25=2.56kN/m220mm厚石灰砂漿抹底0.02×17=0.34kN/m2屋面恒荷載4.08kN/m2邊框架梁自重 0.3×0.8×25=6kN/m邊框架梁粉刷2×(0.8-0.1)0×.02×17=0.48kN/m中框架梁自重0.3×0.6×25=4.5kN/m2邊框架梁粉刷2×(0.6-0.1)0×.03×17=0.34kN/m則作用于屋面框架梁上線荷載標(biāo)準(zhǔn)值為：g5AB1=6.48kN/mg5BC1=4.85kN/mg5AB2=4.08×3.9=15.91kN/mg5BC2=4.08×3=12.24kN/m2．樓面框架梁線荷載標(biāo)準(zhǔn)值20mm厚水泥砂漿找平20.02×20=0.46kN/m100mm厚鋼筋混凝土樓板0.1×25=2.5kN/m220mm厚石灰砂漿抹底0.02×17=0.34kN/m2水磨石面層0.65kN/m2樓面恒荷載3.89kN/m2邊框架梁自重及粉刷 6.48kN/m中框架梁自重及粉刷 4.85kN/m邊跨填充墻自重0.24×3.6×18=15.55kN/m填充墻粉刷2×0.02×2×17=2.45kN/m則作用于樓面框架梁上線荷載標(biāo)準(zhǔn)值為：gAB1=6.48+15.55+2.45=24.48kN/mgBC1=4.85kN/mgAB2=3.89×3.9=15.17kN/mgBC2=3.89×3=11.67kN/m

2不得用于商業(yè)用途僅供個(gè)人參考3．屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值縱向框架梁自重 0.3×0.8×7.8×25=46.8kN縱向框架梁粉刷 2×(0.8-0.1)0×.02×7.8×17=3.71kN縱向框架梁傳來(lái)的屋面恒荷載 2×(3.9/2)2×4.08=31.02kN次梁自重及粉刷0.6×0.2×25×7.2/2+2×0.02×(0.6-0.1)7×.2/2=10.87kN次梁傳來(lái)的屋面恒荷載(1-2×0.272+0.273)×4.08×3.9×7.2/2=50.06kN1m高女兒墻自重及粉刷1×7.8×0.24×18+2×1×7.8×0.02×17=39kN則頂層邊節(jié)點(diǎn)集中荷載為：G5A=181.46kN縱向框架梁自重及粉刷 46.8+3.71=50.51kN縱向框架梁傳來(lái)的屋面恒荷載 31.02+(1-2×0.192+0.193)×4.08×7.8×3/2=75.64kN次梁自重、粉刷及傳來(lái)的屋面恒荷載10.87+50.06=60.93kN則頂層中節(jié)點(diǎn)集中荷載為：G5B=187.08kN4．樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值縱向框架梁自重及粉刷 51.51kN縱向框架梁傳來(lái)的樓面恒荷載2×(3.9/2)2×3.89=29.44kN次梁自重及粉刷10.87kN次梁傳來(lái)的樓面恒荷載(1-2×0.272+0.273)×3.89×3.9×7.2/2=47.73kN鋼窗自重2×2.3×1.8×0.4=3.31kN墻體自重(3.6×7.8-2×2.3×1.8)×0.24×18=85.54kN墻面粉刷2×(3.6×7.8-2×2.3×1.8)×0.02×1.7=13.46kN框架柱自重0.602×3.6×25=32.4kN柱面粉刷4×0.6×0.02×17=0.82kN中間層邊柱節(jié)點(diǎn)集中荷載為： GA=274.08kN縱向框架梁自重及粉刷 50.51kN縱向框架梁傳來(lái)的樓面恒荷載29.44+(1-2×0.192+0.1923)×3.89×7.8×3/2=71.98kN次梁粉刷、自重及傳來(lái)的樓面恒荷載10.87+47.73=58.6kN木門(mén)自重2×1.0×2.6×0.2=1.04Kn墻體自重 (3.6×7.8-2×1.0×2.6)×0.24×18=98.84kN墻面粉刷 2×0.02×()×17=15.56kN框架主自重及粉刷 32.4+0.82=33.22kN中間層中柱節(jié)點(diǎn)集中荷載為： GB=329.75kN（二）恒荷載作用下內(nèi)力計(jì)算不得用于商業(yè)用途僅供個(gè)人參考1．計(jì)算簡(jiǎn)圖G5A g5AB2 G5B g5BC2 G5Cg5AB1g5BC1GAgAB2GBGCgBC2g gBC1AB1計(jì)算簡(jiǎn)圖2．荷載等效3.9120.277.2頂層邊跨g'邊(120.2720.273)15.916.4820.38kN/m5頂層中跨g'5中512.244.8512.5kN/m8中間層邊跨g'邊(120.2720.273)15.1724.4837.74kN/m中間層中跨g'中511.674.6811.97kN/m8荷載等效后的計(jì)算簡(jiǎn)圖如下g'5邊 g'5中g(shù)'邊g'中

G5DGD不得用于商業(yè)用途僅供個(gè)人參考3．固端彎矩計(jì)算頂層邊跨M5AB120.387.2288.04kNm12頂層中跨M5BC112.51.529.38kNm31中間層邊跨MAB37.747.22163.04kNm12中間層中跨M5BC111.971.528.98kNm34．分層計(jì)算彎矩（取半結(jié)構(gòu)計(jì)算）1）頂層分配系數(shù)計(jì)算如下123.5640.5693.5640.93.041411210.5690.4312123

3.5640.4423.5640.93.043.623.620.2233.5640.93.043.6225 1 21 23 1 0.442 0.223 0.335內(nèi)力計(jì)算過(guò)程如下（單位： kN?m）1-41-22-12-52-30.4310.5690.4420.3350.223-88.0488.04-9.3837.9550.09→25.05-22.92←-45.84-34.74-23.139.8813.04→6.52-1.44←-2.88-2.19-1.450.620.82→0.41-0.18-0.14-0.0948.45-48.4571.12-37.07-34.05圖見(jiàn)下頁(yè)（單位：kN?m）不得用于商業(yè)用途僅供個(gè)人參考48.4571.1234.0548.45(3)(1)(2)37.07(4)16.15 12.36(5)2）中間層分配系數(shù)計(jì)算如下313640.93.00.30140.93.0243.56341313610.3010.3010.398424740.93.00.25140.93.0243.5623.64343.560.33140.93.0243.5623.634142474310.2510.2510.3310.167內(nèi)力計(jì)算過(guò)程如下（單位： kN?m）3-63-13-44-34-24-74-50.3010.3010.3980.3310.2510.2510.167-163.04163.04-8.9849.0849.0864.88→32.44-30.87←-61.73-46.81-46.81-31.159.299.2912.29→6.15-1.02←-2.04-1.54-1.54-1.030.310.310.40→0.20-0.07-0.05-0.05-0.0358.6858.68-117.36137.99-48.4-48.4-41.19圖見(jiàn)下頁(yè)（單位：kN?m）不得用于商業(yè)用途僅供個(gè)人參考19.56(1) (2)16.13117.36137.99(4)41.1958.68(3)48.4(5)58.6848.4(6)19.56 16.13(7)3）底層分配系數(shù)計(jì)算如下3136

4 0.9 3.00.3074 0.9 3.0 4 2.81 4 3.564 2.810.324 0.9 3.0 4 2.81 4 3.5634 1 31 36 1 0.307 0.32 0.373424743

40.93.00.24840.93.042.8143.5623.642.810.25940.93.042.8143.5623.643.560.32840.93.042.8143.5623.634 1 42 47 43 1 0.248 0.259 0.328 0.165內(nèi)力計(jì)算過(guò)程如下（單位： kN?m）3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-163.04163.04-8.9852.1750.0560.82→30.41-30.26←-60.51-45.75-47.78-30.439.689.2911.29→5.65-0.93←-1,85-1.40-1.47-0.930.300.290.34→0.17-0.06-0.04-0.04-0.0362.1559.63121.78136.85-47.19-49.29-40.37不得用于商業(yè)用途僅供個(gè)人參考圖如下（單位：kN?m）19.88(1) (2)15.73121.78136.8540.37(3)(4)(5)62.1547.1949.2959.63(6) 31.08 24.65(7)5．不平衡彎矩分配計(jì)算過(guò)程見(jiàn)如下（單位： kN?m），方框內(nèi)為原不平衡彎矩左梁上柱下柱右梁7.1311.1319.56-11.13-10.73-16.133.6016.155.409.43-12.36-5.218.8119.56-14.21-8.98-16.134.7619.567.7810.68-16.13-8.037.7819.56-15.57-8.03-16.135.3819.567.6910.54-16.13-8.138.0119.88-15.70-7.73-15.735.3219.5613.565.29-16.13-12.13-6.26-7.304.182.66不平衡彎矩調(diào)整之后即可得出恒荷載作用下框架彎矩圖，見(jiàn)第29頁(yè)（單位：kN?m，括號(hào)內(nèi)為調(diào)幅后的彎矩值）不得用于商業(yè)用途僅供個(gè)人參考6．跨中彎矩計(jì)算M5AB120.287.2259.5878.2562.94kNm82M5BC14.853.02112.243.0230.4515.81kNm812M4AB137.747.22131.57147.72244.56-139.65104.91kNm82M4BC14.683.02111.673.0236.4314.0236.4322.41kNm812M3AB244.56132.92148.67103.77kNm2M3BC14.0235.8121.79kNmM2AB244.56133.06148.67103.77kNm2M2BC14.0235.8721.85kNmM1AB244.56129.08142.14108.95kNm2M1BC14.0237.7123.69kNm7．剪力計(jì)算V5AB59.5868.25[6.487.215.91(7.23.9)]12.591130.1862.5kN7.2222V5BA130.18-62.567.68kNV5BC112.241.5)16.46kN(4.853.02V4AB131.57147.22[24.487.215.17(7.23.9)]12.241255.97.2222125.71kNV4BA255.9125.71130.19kNV4BCV3BCV2BC1(4.683.011.671.5)15.77kNV1BC2132.92-148.671V3AB125.76kN7.2255.92V3BA255.9125.76130.14kNV2AB133.06-148.521125.8kN7.2255.92V2BA255.9125.8130.1kN不得用于商業(yè)用途僅供個(gè)59人參.58考78.25(66.51)(50.64)30.45(25.88)59.5815.8147.862.94(75.53)(14.23)131.57142.47(125.56)(111.83)36.43(30.97)67.4953.6122.4157.3864.08(125.89)104.91(20.17)132.97148.67(126.37)(112.98)(30.44)66.4635.8156.4321.7956.4366.46(124.52)103.77(19.61)(12625)133.06148.53.(113.10)66.6935.87(30.49)56.5321.8556.1366.69(124.52)103.77(19.67)129.08142.14(120.82)(109.72)37.71(32.05)55.8959.3223.6945.1173.19(130.74)108.95(21.32)31.08 24.65圖（單位：kN?m）129.08-142.141V1AB255.9126.14kN7.22V1BA255.9126.14129.76kN8．軸力計(jì)算N5At 181.46 62.5 243.96kNN5Ab 243.96 32.4 0.82 277.18kNN4At 243.96 274.08 125.71 643.75kNN4Ab 643.75 33.22 676.97kN不得用于商業(yè)用途僅供個(gè)人參考N3At 643.75 274.08 125.76 1043.59kNN3Ab 1043.59 33.22 1076.81kNN2At 1043.59 274.08125.8 1443.47kNN2Ab 1443.47 33.22 1476.69kNN1At 1443.47 274.08126.14 1843.69kNN1Ab 1843.69 (0.652 5.325 0.6545.3 0.0217 1843.6956.87 1900.56kNN5Bt 187.08 67.68 16.46 271.22kNN5Bb 271.22 33.22 304.44kNN4Bt 271.22 329.75 130.1915.77 746.93kNN4Bb 746.93 33.22 780.15kNN3Bt 746.93 345.52 130.14 1222.59kNN3Bb 1222.59 33.22 1255.81kNN2Bt 1222.59 345.52 130.1 1698.21kNN2Bb 1698.21 33.22 1731.43kNN1Bt 1698.21 345.52 129.76 2173.49kNN1Bb 2173.49 56.87 2230.36kN不得用于商業(yè)用途僅供個(gè)人參考框架結(jié)構(gòu)的剪力圖和軸力圖如下（單位： kN）62.50 16.4667.68 271.22125.7115.77 304.44746.93130.19125.7615.77 780.151222.59130.14125.8015.77 1255.811698.21130.10126.1415.77 1731.432173.49129.762230.36V NV，M圖（單位：kN）9．彎矩調(diào)幅邊跨：端部彎矩值乘以 0.85，跨中彎矩值乘以 1.2中跨：端部彎矩值乘以0.85，跨中彎矩值乘以0.9將調(diào)幅后的彎矩值表于框架彎矩圖的（）內(nèi)

243.96227.18643.75676.971043.591076.811443.471476.691843.691900.56不得用于商業(yè)用途僅供個(gè)人參考10．梁端柱邊剪力與彎矩V(kN)M(kN?m)60.19-65.3713.55-32.5846.90-21.82118.02-122.5014.02-76.4288.81-26.76118.07-122.4514.02-77.5689.64-26.23118.11-122.4114.02-77.6789.53-26.28117.77-121.3913.84-71.4481.37-27.55五活荷載內(nèi)力計(jì)算（屋面布雪荷載）（一）活荷載計(jì)算1．屋面框架梁線荷載標(biāo)準(zhǔn)值q5AB=0.65×3.9=2.54kN/mq5BC=0.65×3.0=1.95kN/m2．樓面框架梁線荷載標(biāo)準(zhǔn)值qAB=2.0×3.9=7.8kN/mqBC=2.5×3.0=7.5kN/m3．屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值邊節(jié)點(diǎn)：縱向框架梁傳來(lái)的雪荷載 3.92×0.65/2=4.94kN次梁傳來(lái)的雪荷載 (1-2×0.272 3 × × ×+0.27)0.653.97.2/2=7.98kN則Q5A=12.92kN不得用于商業(yè)用途僅供個(gè)人參考中節(jié)點(diǎn)：縱向框架梁傳來(lái)的雪荷載 4.94+(1-2×0.192+0.193)×0.65×7.8×3/2=12.05kN則Q5B=12.05+7.98=20.03kN4．樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值邊節(jié)點(diǎn)：縱向框架梁傳來(lái)的活荷載 3.92×2.0/2=15.21kN次梁傳來(lái)的活荷載 (1-2×0.272+0.273)×2.0×3.9×7.2/2=24.54kN則QA=39.75kN中節(jié)點(diǎn)：縱向框架梁傳來(lái)的雪荷載 15.21+(1-2×0.192+0.193)×2.0×7.8×3/2=42.55kN則Q5B=42.55+24.54=67.09kN（二）活荷載作用下內(nèi)力計(jì)算1．計(jì)算簡(jiǎn)圖見(jiàn)下頁(yè)2．荷載等效3.910.2727.2Q5Aq5ABQ5Bq5BCQ5CQ5DqAB q5BC QQA QB C QD計(jì)算簡(jiǎn)圖頂層邊跨 q'5邊 (1 2 0.272 0.273) 2.54 2.22kN/m不得用于商業(yè)用途僅供個(gè)人參考頂層中跨q'5中51.951.22kN/m8中間層邊跨q'5邊(120.2720.273)7.86.82kN/m中間層中跨q'5中57.54.69kN/m8荷載等效后的計(jì)算簡(jiǎn)圖如下：q'5邊q'5中q'邊 q'中3．固端彎矩計(jì)算頂層邊跨 M頂層中跨 M

5AB12.227.229.59kNm125BC11.221.520.92kNm3中間層邊跨MAB16.827.2229.46kNm12中間層中跨M5BC14.691.523.52kNm34．分層計(jì)算彎矩1）頂層內(nèi)力計(jì)算過(guò)程如下（單位： kN?m）1-41-22-12-52-30.4310.5690.4420.3350.223-9.599.59-0.92不得用于商業(yè)用途僅供個(gè)人參考4.135.46→2.73-2.52←-5.04-3.82-2.541.091.43→0.72-0.32-0.24-0.165.22-5.227.68-4.06-3.62圖如下（單位：kN?m）5.227.683.625.22(1)(2)(3)4.06(4)1.74 1.35(5)2）中間層內(nèi)力計(jì)算過(guò)程見(jiàn)下頁(yè)（單位： kN?m）3-63-13-44-34-24-74-50.3010.3010.3980.3310.2510.2510.167-29.4629.46-3.528.878.8711.72→5.86-5.27←-10.53-7.98-7.98-5.311.581.582.11→1.06-0.35-0.27-0.27-0.1710.4510.45-20.9025.5-8.25-8.25-9圖如下（單位：kN?m）不得用于商業(yè)用途僅供個(gè)人參考3.48(1) (2)2.7520.925.5(4)9.0(3)10.4510.458.25(5)8.25(6)3.48 2.75(7)3）底層內(nèi)力計(jì)算過(guò)程如下（單位： kN?m）3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-29.4629.46-3.529.439.0410.99→5.50-5.16←-10.31-7.80-8.14-5.191.651.581.93→0.97-0.32-0.24-0.25-0.1611.0810.62-21.7025.3-8.04-8.39-8.87圖如下（單位：kN?m）不得用于商業(yè)用途僅供個(gè)人參考3.54(1) (2) 2.6821.7025.308.87(3)(4)11.08(5)10.628.048.39(6) 5.54 4.20 (7)5．不平衡彎矩分配計(jì)算過(guò)程如下（單位：kN?m），方框內(nèi)為原不平衡彎矩左梁上柱下柱右梁1.221.983.48-1.98-1.83-2.750.611.740.171.36-1.35-0.321.913.48-2.08-1.72-2.750.683.481.391.82-2.75-1.371.393.48-2.78-1.37-2.750.923.481.371.80-2.75-1.391.433.54-2.8-1.32-2.680.913.482.410.90-2.75-2.07-1.11-1.300.710.46不平衡彎矩調(diào)整之后即可得出活荷載作用下框架彎矩圖，如下（單位： kN?m，不得用于商業(yè)用途僅供個(gè)人參考括號(hào)內(nèi)為調(diào)幅后的彎矩值）7.508.903.01(2.56)(7.57)7.501.555.896.19(1.40)22.9826.86(22.83)8.32(7.07)12.3610.628.572.969.9721.20(2.66)23.6827.32(23.22)8.08(6.87)11.8411.849.622.709.6220.56(2.43)23.7027.30(23.21)8.09(6.88)11.8811.829.642.719.5720.56(2.44)23.0026.20(22.27)8.41(7.15)9.9713.0310.113.067.6820.55(2.75)31.08 4.20

(6.38)(7.43)(19.53)(25.44)(20.13)(24.67)(20.15)(24.67)(19.55)(24.66)M圖（單位：kN?m）6．跨中彎矩計(jì)算MMMM

5AB5BC4AB4BC

12.227.227.508.906.19kNm8211.953.023.011.55kNm1216.827.2222.9826.8649.1924.9219.27kNm8217.53.028.325.638.322.69kNm12M3AB23.6827.3244.1918.69kNm2M3BC5.638.082.45kNm不得用于商業(yè)用途僅供個(gè)人參考M2AB44.1923.727.318.69kNm2M2BC5.638.092.46kNmM1AB44.192326.219.59kNm2M1BC5.638.412.78kNm因?yàn)闃敲婊钶d是按滿布計(jì)算的，故跨中彎矩應(yīng)乘以7．剪力計(jì)算頂層中跨端部剪力V5BC1.951.51.46kN2其他層中跨段部剪力VBC7.51.55.63kN2各邊跨段部剪力：V5AB7.58.92.54(7.23.9)16.47kN7.222V5BA2.54(7.2-3.9)-6.476.87kN2V4AB22.9826.867.8(7.23.9)10.547.222V4BA40.9519.9421.01kNV3AB23.68-27.32119.97kN7.240.952V3BA 40.95 19.97kN23.7-27.31V2AB40.9519.98kN7.22V2BA 40.95 19.98 20.97kN23-26.21V1AB40.9520.04kN7.22V1BA 40.95 20.04 20.91kN

1.1進(jìn)行放大。140.95 19.94kN28．軸力計(jì)算N5A 12.92 6.47 19.39kNN4A 19.39 39.75 19.94 79.08kN不得用于商業(yè)用途僅供個(gè)人參考N3A79.0839.7519.97138.80kNN2A138.8039.7519.98198.53kNN1A198.5339.7520.04258.32kNN5B20.031.466.8728.36kNN4B28.365.6367.0921.01122.09kNN3B122.0972.7220.98215.79kNN2B215.7972.7220.97309.48kNN1B309.4872.7220.91403.11kN框架結(jié)構(gòu)的剪力圖和軸力圖如下：（單位：kN）6.471.466.8728.3619.945.6321.01122.0919.975.6320.98215.7919.985.6320.97309.4820.045.6320.91403.11V NV，N圖（單位：kN）

19.3979.08138.80198.53258.32不得用于商業(yè)用途僅供個(gè)人參考9．彎矩調(diào)幅邊跨：端部彎矩值乘以0.85，跨中彎矩值乘以1.2中跨：端部彎矩值乘以0.85，跨中彎矩值乘以0.9將調(diào)幅后的彎矩值表于框架彎矩圖的（）內(nèi)10．梁端柱邊剪力與彎矩(kN)M(kN?m)6.41-6.811.41-4.465.53-2.1419.76-20.835.41-13.6016.58-5.4519.79-20.85.41-14.1916.98-5.2519.80-20.795.41-14.2116.97-5.2619.83-20.75.37-13.1115.54-5.40六活荷載內(nèi)力計(jì)算（屋面布活荷載）（一）活荷載計(jì)算1．屋面框架梁線荷載標(biāo)準(zhǔn)值q5AB=2.0×3.9=7.8kN/mq5BC=2.0×3.0=6.0kN/m2．樓面框架梁線荷載標(biāo)準(zhǔn)值qAB=2.0×3.9=7.8kN/mqBC=2.5×3.0=7.5kN/m不得用于商業(yè)用途僅供個(gè)人參考3．屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值邊節(jié)點(diǎn)：縱向框架梁傳來(lái)的活荷載 3.92×2.0/2=15.21kN次梁傳來(lái)的雪荷載 (1-2×0.272+0.273)×2.0×3.9×7.2/2=24.54kN則Q5A=39.75kN中節(jié)點(diǎn)：縱向框架梁傳來(lái)的雪荷載 15.21+(1-2×0.192+0.193)×2.0×7.8×3/2=37.08kN則Q5B=37.08+24.54=61.62kN4．樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值邊節(jié)點(diǎn)：縱向框架梁傳來(lái)的活荷載 3.92×2.0/2=15.21kN次梁傳來(lái)的活荷載 (1-2×0.272+0.273)×2.0×3.9×7.2/2=24.54kN則QA=39.75kN中節(jié)點(diǎn)：縱向框架梁傳來(lái)的雪荷載 15.21+(1-2×0.192+0.193)×2.0×7.8×3/2=42.55kN則Q5B=42.55+24.54=67.09kN（二）活荷載作用下內(nèi)力計(jì)算1．計(jì)算簡(jiǎn)圖見(jiàn)下頁(yè)2．荷載等效3.91 0.272 7.2不得用于商業(yè)用途僅供個(gè)人參考q5ABQ5A Q5Bq5BC Q5CAqABBq5BCQCQQ頂層邊跨q'5邊(120.2720.273)7.86.82kN/m頂層中跨q'5中56.03.75kN/m8中間層邊跨q'5邊(120.2720.273)7.86.82kN/m中間層中跨q'5中57.54.69kN/m8荷載等效后的計(jì)算簡(jiǎn)圖如下：q'5邊q'5中q'邊 q'中

Q5DQD不得用于商業(yè)用途僅供個(gè)人參考3．固端彎矩計(jì)算頂層邊跨 M頂層中跨 M

5AB16.827.2229.46kNm125BC13.751.522.82kNm3中間層邊跨MAB16.827.2229.46kNm12中間層中跨M5BC14.691.523.52kNm34．分層計(jì)算彎矩1）頂層內(nèi)力計(jì)算過(guò)程如下（單位： kN?m）1-41-22-12-52-30.4310.5690.4420.3350.223-29.4629.46-2.8212.7016.76→8.38-7.74←-15.48-11.73-7.813.344.40→2.20-0.97-0.74-0.4916.04-16.0423.59-12.47-11.12圖如下（單位：kN?m）16.0423.5911.1216.04(3)(1)(2)12.47(4) 5.35 4.16(5)2）中間層內(nèi)力計(jì)算過(guò)程見(jiàn)下頁(yè)（單位： kN?m）不得用于商業(yè)用途僅供個(gè)人參考3-63-13-44-34-24-74-50.3010.3010.3980.3310.2510.2510.167-29.4629.46-3.528.878.8711.72→5.86-5.27←-10.53-7.98-7.98-5.311.581.582.11→1.06-0.35-0.27-0.27-0.1710.4510.45-20.9025.5-8.25-8.25-9圖如下（單位：kN?m）3.48(1) (2)2.7