辦公樓土木工程畢業(yè)設(shè)計(jì)計(jì)算書查重版

濟(jì)南大學(xué)畢業(yè)設(shè)計(jì)24-1工程概況1.1建筑情況介紹：1.2柱網(wǎng)布置本辦公樓所采用的柱網(wǎng)形式是柱距為4.2m的內(nèi)廊式小柱網(wǎng)，邊跨為6.6m，中間跨為2.4m，柱網(wǎng)布置形式如圖1.1所示：圖1.1結(jié)構(gòu)柱網(wǎng)布置圖1.3.梁柱截面尺寸的確定：（1）框架橫梁：邊跨：h1=(1/18~1/8)l=(1/18~1/8)×6600=367~825mm初步取：h1=600mmb1=(1/2~1/3)h=(1/2~1/3)×600=200~300mm初步?。篵1=300mm對于中跨：考慮到施工方便和安全，取中跨梁的截面尺寸與邊跨的尺寸相同，即取h1=600mm，b1=300mm（2）連系梁：h2=(1/18~1/8)×4200=233~525mm取h2=500mmb2=(1/2~1/3)×500=167~250mm取b2=250mmh3=(1/18~1/8)×7200=400~900mm取h3=500mmb3=(1/2~1/3)h=167~250mm取b3=250mm柱截面尺寸：邊柱：中柱：取框架柱的截面為正方形截面，那么邊柱和中柱的截面高度分別為700mm和350mm，根據(jù)上面的計(jì)算結(jié)果，再綜合考慮其它各方面的因素，本設(shè)計(jì)中柱截面尺寸取值為：400mm×400mm。2結(jié)構(gòu)計(jì)算簡圖的確定以及橫向框架側(cè)移剛度的計(jì)算2.1確定結(jié)構(gòu)的計(jì)算簡圖AB、CD跨梁i1=1.5EI/h=1.5×3.15/12×107×0.63×0.3/6.6=3.87×104KN·MBC跨梁i2=2.0EI/h=2.0×3.15/12×107×0.63×0.3/2.4=14.18×105KN·M上部各層柱i3=EI/h=3.15/12×107×0.43×0.4/3.0=2.24×104KN·M底層柱i4=EI/h=3.15/12×107×0.43×0.4/4.5=1.49×104KN·M令底層柱的剛度為1.0，即i4’=1.0則其它各梁柱的相對線剛度為：i1’=（3.87×104）/（1.49×104）=2.60i2‘=（14.18×105）/（1.49×104）=9.52i3’=（2.24×104）/（1.49×104）=1.50圖2.1結(jié)構(gòu)計(jì)算簡圖（注：圖中的數(shù)字代表梁柱的相對線剛度）2.2計(jì)算柱的側(cè)移剛度柱的側(cè)移剛度D計(jì)算公式：其中為柱側(cè)移剛度修正系數(shù)，為梁柱線剛度比，不同情況下，、取值不同。對于一般層：對于底層：表2.1橫向框架柱側(cè)移剛度D計(jì)算表層次層高(m)柱N/mm2-53.0邊柱1.730.461373975264中柱8.080.802389314.5邊柱2.60.67591627548中柱12.120.8978583荷載計(jì)算3.1恒荷載計(jì)算：（1）屋面荷載標(biāo)準(zhǔn)值40mm厚的細(xì)石混凝土保護(hù)層22×0.04＝0.88kN/m2SBS改性瀝青防水卷材0.4kN/m220mm厚1：3的水泥砂漿找平層20×0.02＝0.4kN/m2100mm厚1:8的水泥陶粒找坡層0.1×14=1.4kN/m2100厚的鋼筋混凝土板25×0.10=2.5kN/m220mm厚的水泥砂漿找平層20×0.02＝0.4kN/m210mm厚的板底抹灰0.170kN/m2吊頂0.12kN/m2合計(jì)5.87kN/m2（2）樓面恒荷載標(biāo)準(zhǔn)值水磨石地面0.65kN/m2100mm厚的鋼筋混凝土板25×0.10=2.5kN/m210mm厚的板底抹灰0.17kN/m2吊頂0.12kN/m2合計(jì)3.44kN/m2（3）外墻面8mm厚面磚素水泥漿擦縫0.008*55=0.44kN/m24mm厚水泥膠結(jié)合層1kN/m215mm厚的1:3水泥砂漿0.015*20=0.3kN/m2合計(jì)1.74kN/m2（4）內(nèi)墻面5mm厚的紙筋灰批面0.005*16=0.08kN/m215mm厚的水泥石灰砂漿打底0.015*17=0.255kN/m24mm厚的水泥膠結(jié)合層0.5kN/m215mm厚的1:3水泥砂漿0.015*20=0.3kN/m2合計(jì)1.135kN/m2（5）屋面框架梁線標(biāo)準(zhǔn)值計(jì)算GAgGBg’GCgGDg邊g中g(shù)邊圖3.1各層梁上作用的荷載屋面恒荷載總計(jì)為：5.87kN/m2屋面框架梁的自重：邊跨=中跨梁=0.3×（0.6-0.1）×25=3.75KN/m粉刷重：邊跨=中跨梁=0.02[(0.6-0.10)2+0.3]17=0.442kN/m頂層框架梁線荷載:邊跨梁=中跨梁：g5邊=g5中=3.75+0.442=4.2KN/m 屋面板傳給框架梁的均布線荷載為：邊跨：g5=5.87×4.2=24.65KN/m中跨：g5’=5.87×3.0=17.61KN/m（6）樓面框架梁線標(biāo)準(zhǔn)值計(jì)算樓面恒載總計(jì)為：3.44kN/m2樓面框架梁自重：邊跨梁=中跨梁：=0.3×（0.6-0.1）×25=3.75KN/m粉刷重：邊跨梁=中跨梁=0.02[(0.6-0.10)2+0.3]17=0.442kN/m橫向填充墻自重：邊跨梁：0.24×（6.6-0.8）×8+2×0.02×（6.6-0.8）×20=13.46kN/m中跨梁：0中間層框架梁的線荷載為:邊跨梁：g邊=3.75+0.442+13.46=17.65KN/m中跨梁：g中=3.75+0.442=4.2KN/m 屋面板傳給框架梁的均布線荷載為：邊跨：g=3.44×4.2=14.45KN/m中跨：g’=3.44×3.0=10.32KN/m（7）屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值：邊柱次梁自重：（0.4-0.1）×0.25×4.2×25=10.5KN粉刷自重：0.02×[（0.5-0.1）×2+0.25]×4.2×17=1.50KN屋面自重：5.87×1/2×4.2×5/8×4.2=32.36KN女兒墻自重：0.24×1.0×4.2×8=8.06KN女兒墻粉刷自重：0.02×1.0×2×4.2×17=2.86KN則頂層邊節(jié)點(diǎn)集中荷載為：G5A=G5D=55.28KN中柱次梁自重:10.5KN粉刷重:1.50KN次梁傳來屋面的自重：5.87×0.5×4.2×5/8+5.87×0.5×3×0.815×4.2=37.84KN則頂層中間節(jié)點(diǎn)集中荷載為：G5B=G5C=49.84KN(8)樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值：邊柱次梁的自重10.5KN粉刷自重：1.50KN框架柱的自重：0.4×0.4×3.0×25=12.0KN粉刷自重：0.02×4×0.4×3.0×17=1.63KN次梁傳來樓面自重1/2×4.2×5/8×4.2×3.44=18.96KN墻體的自重：0.24×0.9×3.0×8+0.24×1.8×（3.0-0.1）×8.0=15.21KN粉刷重：4.2×（3.0-0.1）×（3.5×0.03+0.021×24+0.02×24）=13.26KN則中間層邊跨節(jié)點(diǎn)集中荷載為：GA=GD=73.06KN中柱次梁自重:10.5KN粉刷自重:1.50KN框架柱自重:0.4×0.4×3.0×25=12.0KN粉刷重：1.63KN內(nèi)縱墻自重:0.24×[(4.2-0.4)×(3.0-0.1)]×8+2.4×1.0×0.2=21.64KN內(nèi)縱墻裝修重:2×[(4.2-0.4)×(3.0-0.1)]×0.02×20=8.82KN中間層中節(jié)點(diǎn)集中荷載GB=GC=56.09KN恒荷載作用下的計(jì)算簡圖如下圖所示：圖3.2恒荷載計(jì)算簡圖3.2活荷載計(jì)算：不上人屋面均布活荷載標(biāo)準(zhǔn)值0.5kN/m2樓面活荷載標(biāo)準(zhǔn)值為2.0kN/m2走廊活荷載標(biāo)準(zhǔn)值為2.5kN/m2屋面雪荷載標(biāo)準(zhǔn)值為Sk=μrs0=1.00.35=0.35kN/m2（在上式中：μr為屋面積雪分布系數(shù)，取μr＝1.0）在活荷載作用下，各層框架梁上的荷載分布形式如下圖所示：P1P2P2P1圖3.3各層梁上作用的活載頂層的活荷載標(biāo)準(zhǔn)值：邊跨q5=0.5×4.2=2.1kN/m中跨q5‘=0.5×2.4=1.2kN/m1-4層活荷載標(biāo)準(zhǔn)值：邊跨q2=2.0×4.2=8.4kN/m中跨q2’=2.5×2.4=6.0kN/m邊節(jié)點(diǎn)：P5A=P5D=0.5×0.5×4.2×5/8×4.2=2.76KN中間節(jié)點(diǎn)：P5B=P5C=(0.5×4.2×5/8+0.5×3×0.815)×4.2×0.5=5.32KN樓面（1-4層）節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值：邊節(jié)點(diǎn)：PA=PD=0.5×2.0×4.2×5/8×4.2=11.03KN中間節(jié)點(diǎn)：PB=PC=0.5×4.2×5/8×4.2×2+0.5×3×0.815×4.2×2.5=23.86KN活荷載作用下的計(jì)算簡圖如下圖所示：圖3.4活荷載計(jì)算簡圖3.3.風(fēng)荷載計(jì)算3.3.1風(fēng)荷載標(biāo)準(zhǔn)值當(dāng)計(jì)算主要承重結(jié)構(gòu)時(shí)，垂直于建筑物表面的風(fēng)荷載的標(biāo)準(zhǔn)值按照下式來計(jì)算：將風(fēng)荷載換算為作用于框架每層節(jié)點(diǎn)上的集中荷載，計(jì)算結(jié)果如下表：表3.1風(fēng)荷載計(jì)算層次βμsZ(m)51.01.316.051.160.3510.55.5441.01.313.051.090.3512.66.2531.01.310.0510.3512.65.7321.01.37.0510.3512.65.7311.01.34.0510.3514.816.74A1=4.2×(4.05/2+3.0/2)=14.81m2;A2=A3=A4=4.2×3.0=12.6m2;A5=4.2×(1.0+3.0/2)=10.5m2圖3.5等效節(jié)點(diǎn)集中風(fēng)荷載計(jì)算簡圖(kN)3.3.2風(fēng)荷載作用下的水平位移驗(yàn)算用D值法來驗(yàn)算水平位移，先根據(jù)水平荷載來計(jì)算層間剪力，再依據(jù)各層間的側(cè)移剛度，計(jì)算出各層的相對側(cè)移。計(jì)算過程以及所用的公式如下，計(jì)算結(jié)果列于下表中：框架第層的層間剪力、層間位移及結(jié)構(gòu)頂點(diǎn)位移分別按下列各式計(jì)算：下表中計(jì)算出了各層框架的層間彈性位移角表3.2風(fēng)荷載作用下框架的層間剪力及側(cè)移計(jì)算層次55.545.54752640.071/4285746.2511.79752640.161/1875035.7317.52752640.231/1304325.7323.25752640.311/967716.7429.99275481.091/4128由表可以看出，風(fēng)荷載作用下框架的最大層間位移角為一層的1/4128，小于1/550，因此滿足規(guī)范要求。3.4.地震荷載計(jì)算3.4.1重力荷載代表值計(jì)算（1）第5層的重力荷載代表值：屋面恒載：屋面板的自重：5.8715.604.2＝384.60kN女兒墻的自重：8.0＝16.13kN縱橫梁自重：15.6×4.2×4+（0.25×（0.5-0.1）×25+2×（0.5-0.1）×0.01×17）×4.2×4=306.36KN半層柱的自重：(12.0+1.63)×3.0×8×0.5＝234.72kN半層外橫墻的自重：（（3.0-0.1）×（6.6+4.2）×2）×1.74×0.5=54.50KN半層內(nèi)墻的自重：（（3.0-0.1）×（6.6+4.2）×2）×1.14×0.5=35.71KN屋面的活荷載：0.5×15.6×4.2=32.76KN頂層：G5=恒載+0.5活載=384.60+306.36+16.13+234.72+54.50+35.71+0.532.76=1048.40KN（2）2～4層的重力荷載代表值：樓面恒載：板的自重：15.604.23.44＝225.39kN上下半層柱的自重：234.722=469.44KN縱橫梁的自重：306.36kN上、下半層外墻的自重：54.502=109.0kN上、下半層內(nèi)墻的自重：35.712=71.42KN樓面活荷載：4.2（6.622.0+2.42.5)=136.08kN中間層：G=恒載+0.5活載=225.39+306.36+469.44+109.0+71.42+0.5136.08=1249.65KN（3）第一層的重力荷載代表值：樓面恒載：板自重：15.604.23.44＝225.39kN上下半層柱的自重：234.72+（12+1.63）4.580.5=480.06KN縱橫梁的自重：306.36kN上、下半層外墻的自重：54.50+（（4.5-0.1）（6.6+4.2）2）1.740.5=137.18kN上、下半層內(nèi)墻的自重：35.71+（（4.5-0.1）（6.6+4.2）2）1.140.5=89.88KN樓面的活荷載：4.2（6.622.0+2.42.5)=136.08kN首層：G1=恒載+0.5×樓面活載=225.39+480.06+306.36+137.18+89.88+0.5136.08=1306.91kN通過上述的計(jì)算過程，可以得出各質(zhì)點(diǎn)重力荷載代表值如圖3.6所示：圖3.6結(jié)構(gòu)重力荷載代表值3.4.2利用底部剪力法計(jì)算地震荷載因?yàn)門g<T=0.425s<5Tg，所以水平地震的影響系數(shù)應(yīng)該為：α1=（0.35/0.425）0.9×αmax=0.067由前面計(jì)算已知該辦公樓的總重力荷載代表值為：GEq=1048.4+1249.65×3+1306.91=6104.26KN底部總剪力FEK=α1×0.85×GEq=0.067×0.85×6104.26=347.64KN那么質(zhì)點(diǎn)i的水平地震作用根據(jù)下式來進(jìn)行計(jì)算：上式中：、分別為集中于質(zhì)點(diǎn)i、j的荷載代表值；、分別為質(zhì)點(diǎn)i、j的計(jì)算高度。具體計(jì)算結(jié)果列于下表，各樓層的地震剪力按公式來計(jì)算，計(jì)算結(jié)果也一并列入表中：表3.3各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表層Hi（m）GiHi∑GiHiFi（kN）Vi（kN）516.5017298.6062543.6996.1596.15413.5016870.2893.77189.92310.5013121.3372.93262.8527.509372.3852.10314.9514.505881.1032.69347.64各質(zhì)點(diǎn)水平地震作用及樓層地震剪力沿房屋高度的分布見圖4.7圖3.7橫向水平地震作用及層間地震剪力3.4.3水平地震作用下的側(cè)移驗(yàn)算地震作用下的側(cè)移驗(yàn)算方法與風(fēng)荷載作用下的側(cè)移驗(yàn)算方法基本相同，都是用D值法來計(jì)算，先根據(jù)水平荷載來計(jì)算層間剪力，再依據(jù)層間的側(cè)移剛度，從而計(jì)算出各層框架的相對側(cè)移。計(jì)算結(jié)果列于下表中：表4.4橫向水平地震作用下的位移驗(yàn)算層次Fi/kN596.1596.15752641.2730001/4362493.77189.92752642.5030001/3200372.93262.85752643.130001/2468252.10314.95752643.930001/1773132.69347.64275484.745001/1125由表中可以看到，最大層間彈性位移角發(fā)生在第一層，1/1125<1/550,故滿足要求。4內(nèi)力計(jì)算4.1水平荷載作用下的內(nèi)力計(jì)算4.1.1風(fēng)荷載作用下的框架結(jié)構(gòu)內(nèi)力計(jì)算計(jì)算風(fēng)荷載作用下的框架結(jié)構(gòu)內(nèi)力時(shí)，采用D值法。將層間剪力分配到該層的各個(gè)柱子，即求出柱子的剪力，再由柱子的剪力和反彎點(diǎn)高度來求柱上、下端的彎矩。柱端的剪力計(jì)算公式為：按照以下公式計(jì)算柱端的彎矩：上式中：表4.1各層邊柱柱端彎矩及剪力計(jì)算層次y53.01.01.730.4821.551.4543.02.121.730.5322.983.3833.03.151.730.5823.955.5023.04.191.730.5955.097.4814.56.302.600.57012.1916.16表4.2各層中柱柱端彎矩及剪力計(jì)算層次y53.01.778.080.452.922.3943.03.778.080.505.665.6633.05.618.080.508.428.4223.07.448.080.5011.1611.1614.58.7012.120.5517.6221.53（注：表中彎矩單位為,減力單位為KN）對于框架梁端的彎矩、剪力以及柱軸力分別按照下列公式進(jìn)行計(jì)算，并將計(jì)算果列表如下：；；；表4.3風(fēng)荷載作用下的梁端彎矩、剪力及柱軸力計(jì)算層次邊梁走道梁柱軸力邊柱N中柱N51.550.636.600.332.292.292.401.91-0.33-1.5844.431.736.600.936.326.322.405.27-1.26-5.9237.333.036.601.5711.0511.052.409.21-2.83-12.89210.594.216.602.2415.3715.372.4012.81-5.07-23.46119.676.196.603.9222.5922.592.4018.83-8.99-38.37框架結(jié)構(gòu)在風(fēng)荷載作用下的彎矩、梁端剪力以及柱軸力見下圖：圖4.1框架結(jié)構(gòu)在風(fēng)荷載作用下的彎矩圖圖4.2框架結(jié)構(gòu)在風(fēng)荷載作用下的剪力圖圖4.3框架柱在風(fēng)荷載作用下的軸力圖4.1.2水平地震作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算水平地震作用下框架內(nèi)力的計(jì)算方法與風(fēng)荷載作用下的內(nèi)力計(jì)算方法相同,都是采用D值法。在求得框架第i層的層間剪力后，i層j柱分配到的剪力以及柱上、下端的彎矩、分別按下列各式來進(jìn)行計(jì)算：柱端剪力的計(jì)算公式為：柱端彎矩的計(jì)算公式為：表4.4各層邊柱柱端彎矩及剪力計(jì)算層次y53.017.601.730.48227.3525.4543.034.761.730.53248.8055.4833.048.101.730.58260.3283.9823.057.641.730.59570.03102.8914.576.482.600.570147.99196.17表4.5各層中柱柱端彎矩及剪力計(jì)算層次y53.030.488.080.4550.2941.1543.060.208.080.5090.390.3033.083.328.080.50124.98124.9823.099.848.080.50149.76149.7614.599.0812.120.55200.64245.22（注：表中彎矩單位為,減力單位為KN）對于梁端彎矩、剪力以及柱軸力分別按照下列公式進(jìn)行計(jì)算，計(jì)算結(jié)果列表如下：；；；表4.6水平地震作用下的梁端彎矩、剪力及柱軸力計(jì)算層次邊梁走道梁柱軸力邊柱N中柱N527.3510.816.605.7839.4839.482.4032.90-5.78-27.12474.2528.266.6015.53103.19103.192.4085.99-21.31-97.583115.8046.296.6024.56168.99168.992.40140.83-45.87-213.852154.0159.076.6032.28215.67215.672.40179.73-78.15-361.301250.8875.346.6049.43275.06275.062.40229.22-127.58-541.09框架結(jié)構(gòu)在水平地震作用下的彎矩、梁端剪力以及柱軸力見下圖：圖4.4框架結(jié)構(gòu)在水平地震作用下的彎矩圖圖4.5框架結(jié)構(gòu)在水平地震作用下的剪力圖圖4.6框架柱在水平地震作用下的軸力圖4.2豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算4.2.1計(jì)算分配系數(shù)圖4.7荷載等效圖三角形分布荷載轉(zhuǎn)化為均布荷載：q邊’=（5/8）g中梯形分布荷載轉(zhuǎn)化為均布荷載：q邊’=（1-2α12+α13）g邊上式中：α1=l01/（2l02）（1）恒荷載等效荷載頂層：邊跨g邊5=g1+（1-2α12+α13）g2=4.2+（1-2×0.182+0.183）×24.65=4.2+0.941×24.65=27.40KN/m中跨g5中=g1+5/8g2=4.2+5/8×17.61=19.61KN/m1—4層：邊跨g5=g1+（1-2α12+α13）g2=17.65+0.0.941×14.45=31.25KN/m中跨g中=g1+5/8g2=4.2+5/8×10.32=13.23KN/m（2）活荷載等效荷載頂層：邊跨g邊5=（1-2α12+α13）g2=0.941×2.1=1.98KN/m中跨g5中=5/8g2=5/8×2.1=1.31KN/m1—4層：邊跨g5=（1-2α12+α13）g2=0.941×8.4=7.90KN/m中跨g中=5/8g2=5/8×10.50=6.56KN/m4.2.2恒荷載內(nèi)力計(jì)算（1）計(jì)算梁端固端彎矩：頂層：邊跨梁M=1/12×g邊×l邊2=1/12×27.40×6.62=99.46kN·m中跨梁M=1/12×g中×l中2=1/12×19.61×2.42=9.41kN·m1—4層：邊跨梁M=1/12×g邊×l邊2=1/12×31.25×6.62=113.44kN·m中跨梁M=1/12×g中×l中2=1/12×13.23×2.42=6.35kN·m（2）用彎矩二次分配法來計(jì)算恒載作用下的梁端、柱端彎矩用分層法計(jì)算頂層彎矩過程如下:下柱右梁左梁下柱右梁0.340.610-99.4699.460-9.4133.8265.6432.82-11.67-23.34-12.29-87.243.977.703.85-0.73-0.39-2.7337.79-37.79112.06-12.68-99.3812.60-4.23中間層彎矩計(jì)算過程如下：上柱下柱右梁左梁上柱下柱右梁0.2550.2550.490.180.090.090.6400-113.44113.4400-6.3528.9328.9355.5827.79-12.14-24.28-12.13-12.13-05.942.97-0.53-0.27-0.27-1.932.0332.03-64.06119.39-12.4-12.4-94.5510.6810.68-4.13-4.13底層層彎矩計(jì)算過程如下：上柱下柱右梁左梁上柱下柱右梁0.280.180.540.180.090.070.6600-113.44113.4400-6.3531.7620.4261.2630.63-12.4-24.79-12.39-9.64-90.93.45-0.6-0.3-0.24-2.2135.2322.65-57.88122.03-12.69-9.88-99.4611.7411.33-4.23-4.94（3）跨中彎矩計(jì)算頂層：MAB=(-)=27.4×6.62/8-(44.84+112.84)/2=70.35KN·MMBC=(-)=19.61×2.42/8-102.31=-88.19KN·M四層：MAB=(-)=31.25×6.62/8-(75.46+120.9)/2=71.98KN·MMBC=(-)=13.23×2.42/8-99.9=-90.37KN·M三層：MAB=(-)=31.25×6.62/8-(74.52+120.88)/2=72.46KN·MMBC=(-)=13.23×2.42/8-99.84=-90.31KN·M二層：MAB=(-)=31.25×6.62/8-(75.04+120.9)/2=72.19KN·MMBC=(-)=13.23×2.42/8-99.9=-90.37KN·M底層：MAB=(-)=31.25×6.62/8-(63.65+122.77)/2=76.95KN·MMBC=(-)=13.23×2.42/8-102.19=-92.66KN·M（4）將以上通過分層法求得的各層彎矩圖相互疊加，可以得到框架結(jié)構(gòu)在恒荷載作用下的完整彎矩圖，由于疊加后所得框架各節(jié)點(diǎn)彎矩并不一定達(dá)到平衡，故將節(jié)點(diǎn)不平衡彎矩再進(jìn)行一次分配和修改，所得彎矩圖如下圖所示：圖4.8調(diào)幅前恒荷載作用下彎矩圖其調(diào)幅過程如下圖所示：上柱下柱右梁左梁上柱下柱右梁(-38.12)(95.91)(-86.9644.84-44.84112.84-16.4-102.31跨中跨中70.3588.19(84.42)（79.37）(-64.14)（102.77)(-84.9236.7738.69-75.46120.9-15.88-15.78-99.9跨中跨中71.9890.37(86.38)（81.33）(-63.34)102.75)(-84.8637.2637.26-74.52120.88-15.79-15.79-99.84跨中跨中72.4690.31(86.95)（81.28）(-63.78)（102.77)(-84.9236.9938.05-75.04120.9-15.88-15.78-99.9跨中跨中72.1990.37(86.63)（81.33）(-54.10)（104.35)(-86.8642.9220.73-63.65122.77-16.45-9.59-102.19跨中跨中76.9592.66(92.34)（83.39）11.33-4.94通過上面的調(diào)幅，可以得到恒荷載作用下框架結(jié)構(gòu)最終的彎矩圖如圖所示：圖4.9調(diào)幅后恒荷載作用下彎矩圖（6）恒荷載框架的剪力計(jì)算框架梁剪力：頂層：邊跨：由∑MC=0MB+VA×L-×q×L-MA=0VA=81.66KN同理可得：VB=-99.18KN中跨VB’=23.53KNVC=-23.53KN第四層：邊跨VA=97.27KNVB=-108.98KN中跨VB’=15.88KNVC=-15.88KN第三層：邊跨VA=97.15KNVB=-109.10KN中跨VB’=15.88KNVC=-15.88KN第二層：邊跨VA=97.22KNVB=-109.03KN中跨VB’=15.88KNVC=-15.88KN底層：邊跨VA=95.51KNVB=-110.74KN中跨VB’=15.88KNVC=-15.88KN框架柱剪力按下式計(jì)算:：V=頂層：邊柱V=-(44.84+36.77)/3.0=-27.20KN中柱V=(16.40+15.88)/3.0=10.76KN第四層：邊柱V=-25.32KN中柱V=10.52KN第三層：邊柱V=-24.75KN中柱V=10.52KN第二層：邊柱V=-26.99KN中柱V=10.78KN底層：邊柱V=-7.12KN中柱V=3.23KN(7)繪制剪力圖根據(jù)上面的計(jì)算結(jié)果可繪出剪力圖如圖所示：圖4.10恒荷載作用下框架結(jié)構(gòu)的剪力圖（8）框架柱的軸向力計(jì)算頂層：邊柱N5上=N5下=G5A＋VA=55.28+81.66=136.94KN中柱N5中上=N5中下=G5A＋VAB＋VBC=49.84+99.18+23.53=172.55KN第四層：邊柱N4上=N4下=N5下＋VA＋GA=136.94+97.27+73.06=307.27KN中柱N4中上=N4中下=N5中下＋VAB＋VBC＋GB=172.55+108.98+15.88+56.09=353.5KN第三層：邊柱N3上=N3下=N4下＋VA＋GA=307.27+97.15+73.03=477.48KN中柱N3中上=N3中下=N4中下＋VAB＋VBC＋GB=353.5+109.1+15.88+56.09=534.57KN第二層：邊柱N2上=N2下=N3下＋VA＋GA=477.48+97.22+73.06=647.76KN中柱N2中上=N2中下=N3中下＋VAB＋VBC＋GB=534.57+109.03+15.88+56.09=715.57KN第一層：邊柱N1上=N1下=N2下＋VA＋GA=647.76+95.51+73.06=816.33KN中柱N1中上=N1中下=N2中下＋VAB＋VBC＋GB=715.57+110.74+15.88+56.09=898.28KN(9)繪制軸力圖根據(jù)以上計(jì)算結(jié)果繪制軸力圖如下圖所示：圖4.11恒荷載作用下框架結(jié)構(gòu)的軸力圖4.2.3活荷載作用下的內(nèi)力計(jì)算（1）計(jì)算梁端彎矩頂層：邊跨M=1/12×g邊×l邊2=1/12×1.98×6.62=7.19kN·m中跨M=1/12×g中×l中2=1/12×1.31×2.42=0.63kN·m1—4層：邊跨M=1/12×g邊×l邊2=1/12×7.9×6.62=28.68kN·m中跨M=1/12×g中×l中2=1/12×6.56×2.42=3.15kN·m（2）用彎矩二次分配法來計(jì)算恒載作用下的梁端、柱端彎矩用分層法計(jì)算頂層彎矩過程如下:下柱右梁左梁下柱右梁0.340.610-7.197.190-0.632.444.752.38-0.85-1.70-0.90-6.340.290.560.28-0.05-0.03-0.202.73-2.738.10-0.93-7.170.91-0.31中間層彎矩計(jì)算過程如下：上柱下柱右梁左梁上柱下柱右梁0.2550.2550.490.180.090.090.6400-28.6828.6800-3.157.317.3114.067.03-2.94-5.87-2.93-2.93-20.840.750.751.440.72-0.13-0.07-0.07-0.468.068.06-16.1230.45-3.00-3.00-24.452.692.69-1.00-1.00底層層彎矩計(jì)算過程如下：上柱下柱右梁左梁上柱下柱右梁0.280.180.540.180.090.070.6600-28.6828.6800-3.158.035.1615.497.75-3.00-5.99-3.00-2.33-21.960.840.541.620.81-0.15-0.07-0.06-0.538.875.70-14.5731.10-3.07-2.39-25.642.962.85-1.02-1.20（3）跨中彎矩計(jì)算頂層：MAB=(-)=1.98×6.62/8-(4.51+8.29)/2=4.38KN·MMBC=(-)=1.31×2.42/8-7.88=-88.19KN·M第四層：MAB=(-)=7.90×6.62/8-(17.88+30.69)/2=18.73KN·MMBC=(-)=6.56×2.42/8-25.28=-20.56KN·M第三層：MAB=(-)=7.90×6.62/8-(18.76+30.81)/2=18.23KN·MMBC=(-)=6.56×2.42/8-25.73=-21.01KN·M第二層：MAB=(-)=7.90×6.62/8-(18.89+30.82)/2=18.16KN·MMBC=(-)=6.56×2.42/8-25.74=-21.02KN·M底層：MAB=(-)=7.90×6.62/8-(16.02+31.28)/2=19.37KN·MMBC=(-)=6.56×2.42/8-26.30=-21.58KN·M（4）將以上通過分層法所求得的各層彎矩圖相互疊加，可以得到框架結(jié)構(gòu)在恒荷載作用下的完整彎矩圖，由于疊加后所得框架各節(jié)點(diǎn)彎矩并不一定達(dá)到平衡，故將節(jié)點(diǎn)不平衡彎矩再進(jìn)行一次分配和修改，所得彎矩圖如下圖所示：圖4.12調(diào)幅前活荷載作用下框架結(jié)構(gòu)的彎矩圖（5）再將修改后所得的彎矩圖中的各彎矩值乘以其相應(yīng)的調(diào)幅系數(shù)進(jìn)行調(diào)幅，通過查閱混凝土設(shè)計(jì)規(guī)范，可以知道活荷載作用下各梁的調(diào)幅系數(shù)與恒荷載的相同，其調(diào)幅過程如下所示：上柱下柱右梁左梁上柱下柱右梁(-3.83)(7.05)(-6.704.51-4.518.29-1.83-7.88跨中跨中4.386.94(5.26)（6.25）(-15.20)（26.09)(-21.498.059.83-17.8830.69-3.19-3.88-25.28跨中跨中18.7320.56(22.48)（18.51）(-15.95)26.19)(-21.879.389.38-18.7630.81-3.82-3.82-25.73跨中跨中18.2321.01(21.88)（18.91）(-16.06)（26.20)(-21.889.319.58-18.8930.82-3.82-3.84-25.74跨中跨中18.1621.02(21.79)（18.92）(-13.62)（26.59)(-22.3610.815.21-16.0231.28-3.08-2.32-26.30跨中跨中19.3721.58(23.24)（19.42）2.85-1.20通過上面的調(diào)幅，可以得到恒荷載作用下框架結(jié)構(gòu)最終的彎矩圖如圖所示：圖4.13調(diào)幅后活荷載作用下框架結(jié)構(gòu)的彎矩圖（6）恒荷載框架的剪力計(jì)算框架梁剪力：頂層：邊跨：由∑MC=0MB+VA×L-×q×L-MA=0VA=6.05KN同理可得：VB=-7.21KN中間跨VB’=1.57KNVC=-1.57KN第四層：邊跨VA=24.42KNVB=-27.72KN中間跨VB’=7.87KNVC=-7.87KN第三層：邊跨VA=24.52KNVB=-27.62KN中間跨VB’=7.87KNVC=-7.87KN第二層：邊跨VA=24.53KNVB=-27.61KN中間跨VB’=7.87KNVC=-7.87KN第底層：邊跨VA=24.11KNVB=-28.04KN中間跨VB’=7.87KNVC=-7.87KN框架柱剪力按下式計(jì)算:：V=頂層：邊柱V=-(4.51+8.05)/3.0=-4.19KN中柱V=(1.83+3.19)/3.0=1.67KN第四層：邊柱V=-6.40KN中柱V=2.57KN第三層：邊柱V=-6.23KN中柱V=2.55KN第二層：邊柱V=-6.80KN中柱V=2.31KN底層：邊柱V=-1.79KN中柱V=0.78KN(7)繪制剪力圖根據(jù)上面的計(jì)算結(jié)果可繪出剪力圖如圖所示：圖4.14活荷載作用下框架結(jié)構(gòu)的剪力圖（8）框架柱的軸向力計(jì)算頂層：邊柱N5上=N5下=P5A＋VA=2.67+6.05=8.81KN中柱N5中上=N5中下=P5B＋VAB＋VBC=5.32+7.21+1.57=14.10KN四層：邊柱N4上=N4下=N5下＋VA＋P4A=11.03+8.81+24.42=44.26KN中柱N4中上=N4中下=N5中下＋VAB＋VBC＋P4B=14.10+27.72+7.87+23.86=73.55KN三層：邊柱N3上=N3下=N4下＋VA＋P3A=44.26+24.52+11.03=79.81KN中柱N3中上=N3中下=N4中下＋VAB＋VBC＋P3B=73.55+27.62+7.87+23.86=132.9KN二層：邊柱N2上=N2下=N3下＋VA＋P2A=79.81+24.53+11.03=115.37KN中柱N2中上=N2中下=N3中下＋VAB＋VBC＋P2B=132.9+27.61+7.87+23.86=192.24KN一層：邊柱N1上=N1下=N2下＋VA＋PA=115.37+24.11+11.03=150.51KN中柱N1中上=N1中下=N2中下＋VAB＋VBC＋PB=192.24+28.04+7.87+23.86=252.01KN繪制軸力圖根據(jù)以上計(jì)算結(jié)果繪制軸力圖如下圖所示：圖4.15活荷載作用下框架結(jié)構(gòu)的軸力圖5結(jié)構(gòu)的內(nèi)力組合5.1結(jié)構(gòu)的內(nèi)力組合方式：內(nèi)力組合的組合方式有以下幾種：（1）1.2恒+1.4活（2）1.2恒+0.9×1.4×（恒+活）（3）1.35恒+0.7×1.4×活（4）1.2×（恒+0.5活）+1.3左風(fēng)（5）1.2×（恒+0.5活）+1.3右風(fēng)（6）1.2×（恒+0.5活）+1.3左震（7）1.2×（恒+0.5活）+1.3右震（8）恒+0.5活+1.3左震（9）恒+0.5活+1.3右震圖5.1框架梁、柱控制截面示意圖5.2框架梁的內(nèi)力組合各層框架梁的組合如下列各表所示：表5.1第一層梁的內(nèi)力組合（單位：彎矩KN·M，剪力KN）桿件編號第一層框架邊梁AB第一層框架中梁BC控制截面12345內(nèi)力種類MVMMVMVM恒荷載①-54.195.5192.34-104.35-110.74-86.8615.88-83.39活荷載②-13.6224.1123.24-26.59-28.04-22.367.87-19.42左風(fēng)③19.67-3.926.73-6.19-3.9222.59-18.830右風(fēng)④-19.673.92-6.736.193.92-22.5918.830左震⑤250.88-49.4387.75-75.34-49.43275.06-229.220右震⑥-250.8849.43-87.7575.3449.43-275.06229.2201-83.988148.366143.344-162.446-172.144-135.53630.074-127.2562-150.2472265.3332256.4388-290.2044-307.7508-241.849248.981-229.60863-86.3826152.5663147.4342-166.9307-176.9782-139.173829.1506-131.60814-47.521123.982133.501-149.221-154.808-88.281-0.701-111.725-98.663134.174116.003-133.127-144.616-147.01548.257-111.726253.05264.819238.827-239.116-213.971239.93-274.208-111.727-399.236193.33710.677-43.232-85.453-475.226321.764-111.728265.23443.306218.035-215.587-189.019259.538-278.171-93.19-387.054171.824-10.115-19.703-60.501-455.618317.801-93.1Mmax-399.236256.4388-290.2044-475.226-229.6086Vmax265.3332-307.7508321.764表5.2第二層梁的內(nèi)力組合（單位：彎矩KN·M，剪力KN）桿件編號第二層框架邊梁AB第二層框架中梁BC控制截面12345內(nèi)力種類MVMMVMVM恒荷載①-63.7897.2286.63-102.77-109.03-84.9215.88-81.33活荷載②-16.0624.5321.79-26.2-27.61-21.887.87-18.92左風(fēng)③10.59-2.243.19-4.21-2.2415.37-12.810右風(fēng)④-10.592.24-4-15.3712.810左震⑤154.01-32.2847.41-59.07-32.28215.67-179.730右震⑥-154.0132.28-47.4159.0732.28-215.67179.7301-99.02151.006134.462-160.004-169.49-132.53630.074-124.0842-177.1344270.069240.5652-285.8262-303.0024-236.47248.981-223.9113-101.8418155.2864138.3047-164.4155-174.2483-136.084429.1506-128.33714-72.405128.47121.177-144.517-150.314-95.0517.125-108.9485-99.939134.294112.883-133.571-144.49-135.01340.431-108.9486114.04189.418178.663-215.835-189.366165.339-209.871-108.9487-286.385173.34655.397-62.253-105.438-395.403257.427-108.9488128.40367.521159.158-192.661-164.799184.511-213.834-90.799-272.023151.44935.892-39.079-80.871-376.231253.464-90.79Mmax-286.385240.5652-285.8262-395.403-223.911Vmax270.069-303.0024257.427表5.3第三層梁的內(nèi)力組合（單位：彎矩KN·M，剪力KN）桿件編號第三層框架邊梁AB第三層框架中梁BC控制截面12345內(nèi)力種類MVMMVMVM恒荷載①-63.3497.1586.95-102.75-109.1-84.8615.88-81.28活荷載②-15.9524.5221.88-26.19-27.62-21.877.87-18.91左風(fēng)③7.33-1.572.13-3.03-1.5711.05-9.210右風(fēng)④-7.331.57-2.133.031.57-11.059.210左震⑤115.8-24.5634.72-46.29-24.56168.99-140.830右震⑥-115.824.56-34.7246.2924.56-168.99140.8301-98.338150.908134.972-159.966-169.588-132.4530.074-124.012-175.9134269.8842241.4658-285.7644-303.1872-236.311848.981-223.77543-101.14155.1821138.8249-164.3787-174.3526-135.993629.1506-128.25984-76.049129.251120.237-142.953-149.533-100.58911.805-108.8825-95.107133.333114.699-135.075-145.451-129.31935.751-108.882664.96299.364162.604-199.191-179.42104.733-159.301-108.8827-236.118163.2272.332-78.837-115.564-334.641206.857-108.882879.22577.482143.026-176.022-154.838123.892-163.264-90.7359-221.855141.33852.754-55.668-90.982-315.482202.894-90.735Mmax-236.118241.4658-285.7644-334.641-223.7754Vmax269.8842-303.1872206.857表5.4第四層梁的內(nèi)力組合（單位：彎矩KN·M，剪力KN）桿件編號第四層框架邊梁AB第四層框架中梁BC控制截面12345內(nèi)力種類MVMMVMVM恒荷載①-64.1497.2786.38-102.77-108.98-84.9215.88-81.33活荷載②-15.224.4222.48-26.09-27.72-21.497.87-18.51左風(fēng)③4.43-0.931.31-1.73-0.936.32-5.270右風(fēng)④-4.430.93-1.311.730.93-6.325.270左震⑤74.25-15.5322.96-28.26-15.53103.19-85.990右震⑥-74.2515.53-22.9628.2615.53-103.1985.9901-98.248150.912135.128-159.85-169.584-131.9930.074-123.512-176.9364270.0534240.8196-285.6876-303.018-235.980648.981-223.39443-101.485155.2461138.6434-164.3077-174.2886-135.702229.1506-127.93534-80.329130.167118.847-141.227-148.617-106.58216.927-108.7025-91.847132.585115.441-136.729-146.199-123.01430.629-108.702610.437111.187146.992-175.716-167.59719.349-88.009-108.7027-182.613151.56587.296-102.24-127.219-248.945135.565-108.702824.78589.291127.468-152.553-143.02938.482-91.972-90.5859-168.265129.66967.772-79.077-102.651-229.812131.602-90.585Mmax-182.613240.8196-285.6876-248.945-223.3944Vmax270.0534-303.018135.565表5.5第五層梁的內(nèi)力組合（單位：彎矩KN·M，剪力KN）桿件編號第五層框架邊梁AB第五層框架中梁BC控制截面12345內(nèi)力種類MVMMVMVM恒荷載①-38.1281.6684.42-95.91-99.18-86.9623.53-79.37活荷載②-3.836.055.26-7.05-7.21-6.71.57-6.25左風(fēng)③1.55-0.330.42-0.63-0.332.29-1.910右風(fēng)④-1.550.33-0.420.630.33-2.291.910左震⑤27.35-5.788.19-10.81-5.7839.48-32.90右震⑥-27.355.78-8.1910.815.78-39.4832.901-51.106106.462108.668-124.962-129.11-113.73230.434-103.9942-98.601208.5066214.3008-244.8216-253.0674-222.363659.862-203.12523-55.2154116.17119.1218-136.3875-140.9588-123.96233.3041-113.27454-46.027101.193105.006-120.141-123.771-105.39526.695-98.9945-50.057102.051103.914-118.503-122.913-111.34931.661-98.9946-12.48794.108115.107-133.375-130.856-57.048-13.592-98.9947-83.597109.13693.813-105.269-115.828-159.69671.948-98.9948-4.4877.17197.697-113.488-110.299-38.986-18.455-82.4959-75.5992.19976.403-85.382-95.271-141.63467.085-82.495Mmax-98.601214.3008-244.8216-222.3636-203.1252Vmax208.5066-253.067471.9485.3框架梁的內(nèi)力組合各層框架梁的組合如下列各表所示：表5.6第一層框架柱的內(nèi)力組合（單位：彎矩KN·M，剪力KN）桿件編號第一層框架邊柱A0A1第一層框架中柱B0B1截面7676內(nèi)力種類MNMNVMNMNV恒荷載①20.73816.33-7.55816.33-7.12-9.59898.283.29898.283.23活荷載②5.21150.51-1.9150.51-1.79-2.32252.010.8252.010.78左風(fēng)③-12.198.9916.16-8.996.3-17.62-38.3721.53-38.378.7右風(fēng)④12.19-8.99-16.168.99-6.317.6238.37-21.5338.37-8.7左震⑤-147.99127.58196.17-127.5876.48-200.64-541.09245.22-541.0999.08右震⑥147.99-127.58-196.17127.58-76.48200.64541.09-245.22541.09-99.08132.171190.31-11.721190.31-11.05-14.7561430.755.0681430.754.968257.56042197.8144-20.9672197.8144-19.7706-26.51462527.30149.10142527.30148.9286333.09131249.5453-12.05451249.5453-11.3662-15.22011459.64785.22551459.64785.1249412.1551081.58910.8081058.215-1.428-35.8061179.26132.4171179.26115.654543.8491058.215-31.2081081.589-17.80810.0061279.023-23.5611279.023-6.9666-164.3851235.756244.821904.04889.806-273.732525.725323.214525.725133.1487220.389904.048-265.2211235.756-109.042247.9321932.559-314.3581932.559-124.468-169.0521057.439246.521725.73191.409-271.582320.868322.476320.868132.4249215.722725.731-263.5211057.439-107.439250.0821727.702-315.0961727.702-125.184Mmax220.389-265.221-273.732-315.096Nmax2197.81442197.81442527.30142527.3014Nmin725.731725.731320.868320.868Vmax-109.042133.148表5.7第二層框架柱的內(nèi)力組合（單位：彎矩KN·M，剪力KN）桿件編號第二層框架邊柱A1A2第二層框架中柱B1B2截面7676內(nèi)力種類MNMNVMNMNV恒荷載①38.05647.76-42.92647.76-26.99-15.88715.5716.45715.5710.78活荷載②9.58115.37-10.81115.37-6.8-3.84192.243.08192.242.31左風(fēng)③-5.095.077.48-5.074.19-11.16-23.4611.16-23.467.44右風(fēng)④5.09-5.07-7.485.07-4.1911.1623.46-11.1623.46-7.44左震⑤-70.0378.15102.89-78.1557.64-149.76-361.3149.76-361.399.84右震⑥70.03-78.15-102.8978.15-57.64149.76361.3-149.76361.3-99.84159.0729