S國際機(jī)場(chǎng)員工公寓建筑工程結(jié)構(gòu)設(shè)計(jì)目錄TOC\o"1-3"\h\u12958S國際機(jī)場(chǎng)員工公寓建筑工程結(jié)構(gòu)設(shè)計(jì) 124640一、設(shè)計(jì)資料 21401（一）、工程概況 214246（二）、初步確定主要結(jié)構(gòu)尺寸及使用材料 3304701、框架柱 3176302、框架梁 3200593、現(xiàn)澆板 4215091、計(jì)算簡(jiǎn)圖與荷載 4110292.1計(jì)算簡(jiǎn)圖 4170052.2梁柱線剛度 4268122.1.1梁柱慣性矩 4109982.1.2框架梁柱線剛度 557032.3荷載計(jì)算 725682.3.1豎向荷載計(jì)算 7272932.3.2水平風(fēng)荷載計(jì)算 14160042.3.3地震作用 1698043、框架內(nèi)力計(jì)算 25141253.1恒載作用下的框架內(nèi)力 2550693.1.1彎矩分配系數(shù) 26226093.1.2桿件固端彎矩 2989713.1.3節(jié)點(diǎn)不平衡彎矩 30173373.1.4內(nèi)力計(jì)算 32169093.2活載作用下的框架內(nèi)力 38156613.2.1桿件固端彎矩 39255763.2.2節(jié)點(diǎn)不平衡彎矩 40307393.2.3內(nèi)力計(jì)算 41287853.3風(fēng)荷載作用下的位移和內(nèi)力計(jì)算 46161031.框架側(cè)移 46272022.層間側(cè)移 47111753.頂點(diǎn)側(cè)移 47179294.水平風(fēng)荷載作用下框架層間剪力 4782913.4地震作用下橫向框架的內(nèi)力計(jì)算 5213441.0.5（雪+活）重力荷載作用下橫向框架的內(nèi)力計(jì)算 52270302.地震作用下橫向框架的內(nèi)力計(jì)算 61306574、框架內(nèi)力組合 64327494.1豎向荷載作用下的彎矩調(diào)幅 64252944.2荷載組合 66198834.2.1無地震作用效應(yīng)組合 663904.2.1有地震作用效應(yīng)組合 72153095、框架梁、柱截面設(shè)計(jì) 76127705.1框架梁截面設(shè)計(jì) 76116665.2框架柱截面設(shè)計(jì) 82314025.2.1無地震作用效應(yīng)組合 8313085.2.2有地震作用效應(yīng)組合 9014852六、樓梯結(jié)構(gòu)設(shè)計(jì) 9625156（一）、梯段板計(jì)算 962442（二）、平臺(tái)板計(jì)算 975334（三）、梯段梁計(jì)算 983085七、現(xiàn)澆樓面板設(shè)計(jì) 9917862（一）、室內(nèi)板 10014958（二）、走道板 10114128八、基礎(chǔ)設(shè)計(jì) 10412335（一）、荷載計(jì)算 10514611（二）、計(jì)算基礎(chǔ)底面積 106157921、A柱 10684912、B、C柱 107300053、抗震驗(yàn)算 10818007（三）、基礎(chǔ)結(jié)構(gòu)設(shè)計(jì) 110207691、荷載設(shè)計(jì)值 11017513２、A柱 110176763、B-C柱 111一、設(shè)計(jì)資料（一）、工程概況工程名稱：天津?yàn)I海國際機(jī)場(chǎng)員工公寓建設(shè)地點(diǎn)：天津?yàn)I海國際機(jī)場(chǎng)建筑面積：1094.31㎡建筑功能：主要為公寓、食堂、會(huì)議室、活動(dòng)室。建筑層高及室內(nèi)外高差：首層高度為3.90m，2層及以上各層層高均為3.30m，室內(nèi)外高差450㎜。結(jié)構(gòu)形式：鋼筋混凝土框架結(jié)構(gòu)建筑設(shè)計(jì)使用年限：50年屋面防水等級(jí)：Ⅰ級(jí)抗震設(shè)防烈度：8度（0.2g），重點(diǎn)設(shè)防類基本風(fēng)壓：0.5KN/mm2（按照五十年重現(xiàn)期采用）基本雪壓：0.4KN/mm2（按照五十年重現(xiàn)期采用）地面粗糙程度：B類地下靜止水位埋深：1.00~~1.40m（二）、初步確定主要結(jié)構(gòu)尺寸及使用材料框架柱、框架梁、樓板和樓梯等均為現(xiàn)澆混凝土結(jié)構(gòu)1、框架柱框架柱截面尺寸600mm×600mm。采用C40混凝土；縱筋采用HRB400級(jí)鋼筋，箍筋采用HRB335級(jí)鋼筋。2、框架梁框架主梁：h=（1/8~1/12）L=975~650mm取800mmb=(1/2~1/4）h=400~200mm取400mm框架縱梁：h=（1/8~1/12）L=525~350mm取400mmb=(1/2~1/4）h=200~100mm取300mm采用C25混凝土；受力采用HRB400級(jí)鋼筋，箍筋采用HPB300級(jí)鋼筋。3、現(xiàn)澆板現(xiàn)澆板厚度120mm；采用C25混凝土；采用HPB235級(jí)鋼筋。計(jì)算簡(jiǎn)圖與荷載 2.1計(jì)算簡(jiǎn)圖框架計(jì)算單元如圖所示，取⑤號(hào)軸上的一榀框架計(jì)算?？蚣苤潭ㄓ诔信_(tái)頂面，框架梁與柱剛接。各層柱的截面尺寸不變，梁跨等于柱截面形心軸線之間的距離。底層柱高度從承臺(tái)頂面算至二層樓面，承臺(tái)頂標(biāo)高根據(jù)地質(zhì)條件、室內(nèi)外高差，定位﹣1.45m，二層樓面標(biāo)高為3.90m，底層柱高為5m。其余各層柱高即層高，均為3.30m。由此可繪出框架的計(jì)算簡(jiǎn)圖2-1，如下圖所示。2.2梁柱線剛度2.1.1梁柱慣性矩1）中框架梁截面慣性矩邊框架梁取I=2I?I?=a×b3÷12=0.0171I1=0.03412）邊框架梁截面慣性矩邊框架梁取I=1.5I?I?=a×b3÷12=0.0171I2=0.0256柱截面慣性矩I=a×b3÷12=0.01082.1.2框架梁柱線剛度該計(jì)算單元位于建筑內(nèi)部梁：C25混凝土Ec??=2.8×10?N/?=2.8×10?KN/㎡左中跨梁：i左中=EI1/L=1.224×10?KN?m中中跨梁：i中中=EI1/L=3.183×10?KN?m右中跨梁：i右中=EI1/L=1.224×10?KN?m左邊跨梁：i左邊=EI2/L=0.919×10?KN?m中邊跨梁：i中邊=EI2/L=2.389×10?KN?m右邊跨梁：i右邊=EI2/L=0.919×10?KN?m柱：C30混凝土Ec??=3×10?N/?=3×10?KN/㎡底層柱：i底=EI/L=6.48×10?KN?m標(biāo)準(zhǔn)層柱：i標(biāo)=EI/L=9.82×10?KN?m令左中跨梁線剛度為1.0，其余個(gè)桿件的相對(duì)線剛度為i右中=1.0i中中=2.60i左邊=i右邊=0.75i中邊=1.95i底=0.53i標(biāo)=0.80 圖2-1中框架計(jì)算簡(jiǎn)圖及相對(duì)線剛度2.3荷載計(jì)算2.3.1豎向荷載計(jì)算板面荷載 ①屋面荷載a.恒荷載標(biāo)準(zhǔn)值20厚1：3水泥砂漿保護(hù)層0.02×20=0.4KN/㎡防水層0.4KN/㎡30厚C20細(xì)石混凝土找平層0.03×22=0.66KN/㎡保溫層40厚現(xiàn)澆泡沫混凝土0.04×4=0.16KN/㎡20厚1：3水泥砂漿找平層0.02×20=0.4KN/㎡最薄處30厚找坡2%找坡層，1：6水泥焦渣，平均厚度1200.12×11=1.32KN/㎡20厚1：3水泥砂漿找平層0.02×20=0.4KN/㎡120厚現(xiàn)澆鋼筋混凝土屋面板0.12×25=3KN/㎡6.74KN/㎡b.活荷載標(biāo)準(zhǔn)值按不上人屋面0.5KN/㎡②標(biāo)準(zhǔn)層樓面荷載a.恒荷載標(biāo)準(zhǔn)值10厚防滑地磚鋪實(shí)拍平0.01×20=0.2KN/㎡20厚1：3干硬性水泥砂漿0.02×20=0.4KN/㎡120厚現(xiàn)澆鋼筋混凝土屋面板0.12×25=3KN/㎡樓面均布恒荷載0.52KN/㎡4.12KN/㎡b.活荷載2.5KN/㎡（2）墻體自重①內(nèi)墻自重2厚配套專用界面砂漿批刮0.002×17=0.034KN/㎡7厚2：1：8水泥石灰砂漿0.007×22=0.154KN/㎡6厚1：2水泥砂漿抹平0.006×20=0.12KN/㎡200厚蒸壓加氣混凝土砌塊0.2×6=1.2KN/㎡ 1.51KN/㎡②外墻自重300厚蒸壓加氣混凝土砌塊0.3×6=1.8KN/㎡15厚1：3水泥砂漿找平0.015×20=0.3KN/㎡100厚巖棉板 0.1×1.8=0.18KN/㎡2.28KN/㎡（3）窗自重 0.4KN/㎡（4）梁自重（考慮梁抹灰，梁容重取26KN/?）a.橫梁自重b×h=400㎜×800㎜0.4×0.8×26=8.32KN/mb.縱梁自重b×h=300㎜×400㎜0.3×0.4×26=3.12KN/m（5）柱自重（考慮柱抹灰，柱容重取26KN/?）b×h=600㎜×600㎜0.6×0.6×26=9.36KN/m（6）作用在框架梁上的線荷載標(biāo)準(zhǔn)值圖2-2板荷載傳遞方向①頂層梁a.作用在頂層橫向框架梁上的線恒荷載標(biāo)準(zhǔn)值梁自重g=8.32KN/m屋面板傳來的最大恒荷載gab=gcd=4.2×6.74=28.98KN/mgbc=3×6.74=20.22KN/mb.作用在頂層橫向框架梁上的最大線活荷載標(biāo)準(zhǔn)值qab=qcd=4.2×0.5=2.15KN/mqbc=3×0.5=1.5KN/m②標(biāo)準(zhǔn)層梁a.作用在標(biāo)準(zhǔn)層橫向框架梁上的線恒荷載標(biāo)準(zhǔn)值梁自重g=8.32KN/m邊跨隔墻荷載g1=（3.3-0.83）×1.51=3.73KN/m樓面板傳來的最大恒荷載gab=gcd=4.2×4.12=17.72KN/mgbc=3×4.12=12.36KN/mb.作用在標(biāo)準(zhǔn)層橫向框架梁上的最大線活荷載標(biāo)準(zhǔn)值（活載折減系數(shù)0.9）qab=qcd=4.2×2.5×0.9=9.68KN/mqbc=3×2.5×0.9=6.75KN/m圖2-3橫向框架梁恒荷載圖2-4橫向框架梁活荷載（7）橫向框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值①屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值a.恒載邊柱連系梁自重4.2×3.12=13.10KN0.9m高女兒墻0.9×4.2×2.28=8.62KN連系梁傳來屋面自重0.5×4.2×0.5×4.2×6.74=29.72KN頂層邊節(jié)點(diǎn)集中荷載51.44KN中柱連系梁自重4.2×3.12=13.10KN連系梁傳來屋面自重（0.5×4.2）×（0.5×4.2）×6.74＋2×（4.2×0.5＋4.2×0.5－3×0.5）×（3×0.5）×0.5×6.74=57.03KN頂層中節(jié)點(diǎn)集中荷載70.13KNb.活載邊節(jié)點(diǎn)2.21KN中節(jié)點(diǎn)4.23KN圖2-5頂層集中荷載②樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值a.恒載邊柱連系梁自重4.2×3.12=13.10KN外墻（（3.3-0.43）×（4.2-0.6）-（2×1.8））×2.28＋（2×1.8）×0.4=16.79KN連系梁傳來屋面自重0.5×4.2×0.4×4.2×4.12=18.17KN標(biāo)準(zhǔn)層邊節(jié)點(diǎn)集中荷載48.06KN中柱連系梁自重4.2×3.12=13.10KN內(nèi)墻（3.3-0.43）×（4.2-0.6）×1.51=15.60KN連系梁傳來屋面自重（0.5×4.2）×（0.4×4.2）×4.12＋2×（4.2×0.5＋4.2×0.5－3×0.5）×（3×0.5）×0.5×4.12=34.86KN頂層中節(jié)點(diǎn)集中荷載63.56KNb.活載邊節(jié)點(diǎn)11.03KN中節(jié)點(diǎn)21.15KN圖2-6標(biāo)準(zhǔn)層集中荷載2.3.2水平風(fēng)荷載計(jì)算按照房屋橫向和縱向的受風(fēng)面，風(fēng)荷載應(yīng)該分開計(jì)算，但該建筑縱向框架的跨數(shù)大于7，故只需要計(jì)算作用在橫向框架上的風(fēng)荷載。此建筑為現(xiàn)澆框架,而且每榀框架的側(cè)移剛度都相同，故各榀框架承受風(fēng)荷載的計(jì)算范圍取4.2m偏于安全。（1）基本參數(shù)基本風(fēng)壓ω0=0.5KN/㎡，地面粗糙程度B類，查表可得風(fēng)壓高度變化系數(shù)μz在5、10、15和20m處分別為1.00、1.00、1.13和1.23。查表風(fēng)荷載體形系數(shù)迎風(fēng)面+0.8，背風(fēng)面-0.5，μs=1.3。結(jié)構(gòu)高度H=18.45m，結(jié)構(gòu)高度H=18.45m<30m（從室外地面算起），取風(fēng)振系數(shù)βz=1.0.（2）風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算為簡(jiǎn)化計(jì)算，將計(jì)算單元范圍內(nèi)外墻面的分布風(fēng)荷載化為等量的作用于屋面梁和樓面梁處的集中風(fēng)荷載標(biāo)準(zhǔn)值，按照荷載規(guī)范ωk=βzμsμzω0。風(fēng)荷載圖見圖2-2.風(fēng)荷載計(jì)算表2-1層次βzμsH(結(jié)構(gòu)高度)μzω0（KN/㎡）A（㎡）P（KN）51.01.318.451.200.517.6413.7641.01.314.251.110.513.8610.0031.01.310.951.020.513.869.1921.01.37.6510.513.869.0111.01.34.3510.518.2711.88圖2-7橫向框架上的風(fēng)荷載2.3.3地震作用（1）建筑物總重力荷載代表值Gi的計(jì)算①集中于屋蓋處的質(zhì)點(diǎn)重力荷載代表值G650%雪荷載0.5×0.4×57.6×18.6=214.27KN屋面恒載6.74×57.6×18.6=7220.97KN橫梁8.32×18.6×15=2321.28KN縱梁3.12×57.6×4=718.85KN女兒墻2.28×0.9×（57.6＋18.6）×2=312.72KN柱重（3.3×15×4×9.36）×0.5=926.65KN橫墻{（3.3-0.83）×（7.8-0.5-0.45）×13×2×1.51＋（3.3-0.83）×（7.8-0.5-0.45）×4×2.28＋（（3.3-0.83）×（3-0.2）-2×1.8）×2×2.28＋2×1.8×2×0.4}×0.5=416.10KN縱墻{（（3.3-0.43）×（4.2-0.6）-（2×1.8））×25×2.28＋2×1.8×25×0.4＋（3.3-0.43）×（4.2-0.6）×0.4＋（（3.3-0.43）×（3-0.6）-（1.2×1.8））×2.28＋1.2×1.8×0.4＋（3.3-0.43）×（3-0.6）×2.28}×0.5＋{（3.3-0.43）×（4.2-0.6）×13×2×1.51＋（3.3-0.43）×（3-0.6）×2×1.51}×0.5=438.85KNG6=12569.69KN②集中于五、四層處的質(zhì)點(diǎn)重力荷載代表值G5~G450%樓面活載0.5×57.6×18.6×2.5=1339.2KN樓面恒載57.6×18.6×4.12=4414.0KN橫梁2321.28KN縱梁718.85KN柱重926.65×2=1853.3KN橫墻416.10×2=832.2KN縱墻438.85×2=877.7KNG5=G4=12356.44KN③集中于三層處的質(zhì)點(diǎn)重力荷載代表值G350%樓面活載1339.2KN樓面恒載4414.0KN橫梁2321.28KN縱梁718.85KN柱重1853.3KN橫墻{（3.3-0.83）×（7.8-0.5-0.45）×13×2×1.51＋（3.3-0.83）×（7.8-0.5-0.45）×4×2.28＋（（3.3-0.83）×（3-0.2）-2×1.8）×2×2.28＋2×1.8×2×0.4}×0.5＋{（3.3-0.83）×（7.8-0.5-0.45）×9×1.51＋（3.3-0.83）×（7.8-0.5-0.45）×4×2.28＋（（3.3-0.83）×（3-0.2）-2×1.8）×2×2.28＋2×1.8×2×0.4}×0.5=617.23KN縱墻877.7KNG3=12140.71KN④集中于二層處的質(zhì)點(diǎn)重力荷載代表值G250%樓面活載1339.2KN樓面恒載4414.0KN橫梁2321.28KN縱梁718.85KN柱重（3.3＋5）×0.5×15×4×9.36=2330.64KN橫墻{（3.3-0.83）×（7.8-0.5-0.45）×9×1.51＋（3.3-0.83）×（7.8-0.5-0.45）×4×2.28＋（（3.3-0.83）×（3-0.2）-2×1.8）×2×2.28＋2×1.8×2×0.4}×0.5×（1+5/3.3）=505.87KN縱墻438.85×（1+5/3.3）=1103.77KNG2=12733.61KN（2）地震作用計(jì)算①框架柱的側(cè)移剛度框架柱橫向側(cè)移剛度D值表2-2項(xiàng)目K=Σi/2ic（一般層）K=Σi/2ic（底層）αc=K/（2+k）（一般層）αc=（0.5+K）/（2+k）（底層）D=αc·ic·12/h2（×10?KN/m）根數(shù)層柱類型二至五層邊框架邊柱0.880.313.3544邊框架中柱3.310.626.7104中框架邊柱1.250.384.11226中框架中柱4.500.697.46626底層邊框架邊柱1.320.552.2604邊框架中柱50.793.2464中框架邊柱1.890.612.50726中框架中柱6.790.833.42226二至五層：ΣD=（3.354+6.710）×4+（4.112+7.466）×26=341.30×10?KN/m=3413KN/mm底層：ΣD=（2.260+3.246）×4+（2.507+3.422）×26=176.18×10?KN/m=1761.8KN/mm②框架自振周期計(jì)算結(jié)構(gòu)自振周期計(jì)算公式為考慮非承重墻體剛度對(duì)結(jié)構(gòu)周期的調(diào)整系數(shù)，此處取0.7?為框架頂點(diǎn)假想水平位移框架頂點(diǎn)假想水平位移?計(jì)算表表2-3層Gi（KN）ΣGi（KN）ΣD（KN/mm）Δ=ΣGi/ΣD（層間相對(duì)位移）總位移?（mm）頂層12569.6912569.6934133.6871.66五層12356.4424926.1334137.3067.98四層12356.4437282.57341310.9260.68三層12140.7149423.28341314.4849.76二層12733.6162156.891761.835.2835.28可得結(jié)構(gòu)自振周期s③地震作用計(jì)算抗震設(shè)防烈度8度，Ⅲ類場(chǎng)地土，設(shè)計(jì)地震分組為第二組，根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010可知特征周期Tg=0.40s，設(shè)計(jì)基本地震加速度值0.20gT1=0.319s<Tg=0.40s，此結(jié)構(gòu)為鋼筋混凝土結(jié)構(gòu)所以可知，α1=1.0×0.16=0.16由以上內(nèi)容可得結(jié)構(gòu)等效總重力荷載：結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值：因?yàn)門1<1.4Tg，所以不用考慮頂部附加水平地震作用則ΣGiHi=720649.96各樓層的地震作用和地震剪力標(biāo)準(zhǔn)值見下表2-4。樓層地震作用和地震剪力標(biāo)準(zhǔn)值計(jì)算表表2-4層數(shù)Hi（m）Gi（KN）GiHi樓層剪力Vi（KN）頂層18.212569.69228768.362683.492683.49五層14.912356.44184110.962159.654843.14四層11.612356.44143334.701681.346524.48三層8.312140.71100767.891182.027706.50二層5.012733.6163668.05746.848453.34圖2-8橫向框架上的地震作用3、框架內(nèi)力計(jì)算3.1恒載作用下的框架內(nèi)力由于該框架為對(duì)稱結(jié)構(gòu)，所以取框架的一半進(jìn)行簡(jiǎn)化計(jì)算橫向框架恒載圖圖3-13.1.1彎矩分配系數(shù)相對(duì)線剛度見圖2-1節(jié)點(diǎn)A2：節(jié)點(diǎn)B2：節(jié)點(diǎn)A3：節(jié)點(diǎn)B3:節(jié)點(diǎn)A6：節(jié)點(diǎn)B6:同理可得其余節(jié)點(diǎn)。3.1.2桿件固端彎矩（1）橫梁固端彎矩①頂層橫梁自重：板荷載：②二~五層橫梁自重：板荷載：（2）縱梁引起柱端附加彎矩(逆時(shí)針為正)頂層外縱梁樓層外縱梁頂層中縱梁樓層中縱梁3.1.3節(jié)點(diǎn)不平衡彎矩橫向框架的節(jié)點(diǎn)不平衡彎矩為通過該節(jié)點(diǎn)的各桿件（不包括縱向框架梁）在節(jié)點(diǎn)處的固端彎矩于通過該節(jié)點(diǎn)的縱梁引起柱端橫向附加彎矩之和，根據(jù)平衡原則，節(jié)點(diǎn)彎矩的正上方向與桿端彎矩方向相反，一律以逆時(shí)針方向?yàn)檎９?jié)點(diǎn)A6的不平衡彎矩：節(jié)點(diǎn)B6的不平衡彎矩：節(jié)點(diǎn)A5的不平衡彎矩：節(jié)點(diǎn)B5的不平衡彎矩：其余節(jié)點(diǎn)計(jì)算同A5和B5。具體見圖3-2不平衡彎矩及其分配系數(shù)圖3-23.1.4內(nèi)力計(jì)算根據(jù)對(duì)稱原則,只計(jì)算AB、BC跨。在進(jìn)行彎矩分配時(shí),應(yīng)將節(jié)點(diǎn)不平衡彎矩反號(hào)后再進(jìn)行桿件彎矩分配。節(jié)點(diǎn)彎矩使相交于該節(jié)點(diǎn)桿件的近端產(chǎn)生彎矩,同時(shí)也使各桿件的遠(yuǎn)端產(chǎn)生彎矩,近端產(chǎn)生的彎矩通過節(jié)點(diǎn)彎矩分配確定,遠(yuǎn)端產(chǎn)生的彎矩由傳遞系數(shù)C(近端彎矩與遠(yuǎn)端彎矩的比值)確定。傳遞系數(shù)與桿件遠(yuǎn)端的約束形式有關(guān)。彎矩分配過程圖3-3恒載作用下的彎矩圖圖3-4恒載作用下梁剪力、柱軸力圖3-5AB跨梁端剪力（KN）表3-1層q板g自重a（m）l（m）gl/2μ=（l-a）×q/2MabMbaΣM/lVa=gl/2+μ-ΣM/lVb=-（gl/2+μ+ΣM/l）頂28.988.322.17.832.4582.59-93.71160.628.58106.46-123.62五17.7212.052.17.847.0050.50-98.7128.953.8893.62-101.38四17.7212.052.17.847.0050.50-98.7128.953.8893.62-101.38三17.7212.052.17.847.0050.50-98.7128.953.8893.62-101.38二17.7212.052.17.847.0050.50-93.58128.824.5292.98-102.02BC跨梁端剪力（KN）表3-2層q板g自重l（m）gl/2l×q/4Vb=gl/2+l×q/4Vc=-（gl/2+l×q/4）頂20.228.32312.4815.1727.65-27.65五12.368.32312.489.2721.75-21.75四12.368.32312.489.2721.75-21.75三12.368.32312.489.2721.75-21.75二12.368.32312.489.2721.75-21.75AB跨跨中彎矩（KN·m）表3-3層q板g自重a（m）l（m）gl/2μ=（l-a）×q/2MabΣM/lVa=gl/2+μ-ΣM/lM=gl/2×l/4+μ×1.05-Mab-Va×l/2頂28.988.322.17.832.4582.59-93.718.58106.46-171.49五17.7212.052.17.847.0050.50-98.73.8893.62-121.74四17.7212.052.17.847.0050.50-98.73.8893.62-121.74三17.7212.052.17.847.0050.50-98.73.8893.62-121.74二17.7212.052.17.847.0050.50-93.584.5292.98-123.20柱軸力（KN）表3-4層邊柱A軸、D軸中柱B軸、C軸橫梁端部壓力縱梁端部壓力柱重柱軸力橫梁端部壓力縱梁端部壓力柱重柱軸力五柱頂106.4651.4430.89157.9123.62+27.65=151.2770.1330.89221.4柱底188.8252.29四柱頂93.6248.0630.89330.48101.38+21.75=123.1363.5630.89438.98柱底361.37469.87三柱頂93.6248.0630.89503.05101.38+21.75=123.1363.5630.89656.56柱底533.94687.45二柱頂93.6248.0630.89675.62101.38+21.75=123.1363.5630.89874.14柱底706.51905.03一柱頂92.9848.0646.8847.55102.02+21.75=123.7763.5646.81092.36柱底894.351139.163.2活載作用下的框架內(nèi)力橫向框架恒載圖圖3-63.2.1桿件固端彎矩（1）橫梁固端彎矩①頂層橫梁②二~五層橫梁（2）縱梁引起柱端附加彎矩(逆時(shí)針為正)頂層外縱梁樓層外縱梁頂層中縱梁樓層中縱梁3.2.2節(jié)點(diǎn)不平衡彎矩不平衡彎矩及其分配系數(shù)圖3-7橫向框架的節(jié)點(diǎn)不平衡彎矩為通過該節(jié)點(diǎn)的各桿件（不包括縱向框架梁）在節(jié)點(diǎn)處的固端彎矩于通過該節(jié)點(diǎn)的縱梁引起柱端橫向附加彎矩之和，根據(jù)平衡原則，節(jié)點(diǎn)彎矩的正上方向與桿端彎矩方向相反，一律以逆時(shí)針方向?yàn)檎９?jié)點(diǎn)A6的不平衡彎矩：節(jié)點(diǎn)B6的不平衡彎矩：節(jié)點(diǎn)A5的不平衡彎矩：節(jié)點(diǎn)B5的不平衡彎矩：其余節(jié)點(diǎn)計(jì)算同A5和B5。具體見圖3-73.2.3內(nèi)力計(jì)算根據(jù)對(duì)稱原則,只計(jì)算AB、BC跨。在進(jìn)行彎矩分配時(shí),應(yīng)將節(jié)點(diǎn)不平衡彎矩反號(hào)后再進(jìn)行桿件彎矩分配。節(jié)點(diǎn)彎矩使相交于該節(jié)點(diǎn)桿件的近端產(chǎn)生彎矩,同時(shí)也使各桿件的遠(yuǎn)端產(chǎn)生彎矩,近端產(chǎn)生的彎矩通過節(jié)點(diǎn)彎矩分配確定,遠(yuǎn)端產(chǎn)生的彎矩由傳遞系數(shù)C(近端彎矩與遠(yuǎn)端彎矩的比值)確定。傳遞系數(shù)與桿件遠(yuǎn)端的約束形式有關(guān)。彎矩分配過程圖3-8活載作用下的彎矩圖圖3-9恒載作用下梁剪力、柱軸力圖3-10AB跨梁端剪力（KN）表3-5層q板a（m）l（m）μ=（l-a）×q/2MabMbaΣM/lVa=μ-ΣM/lVb=-（μ+ΣM/l）頂2.152.17.86.13-5.188.940.585.55-6.71五9.682.17.827.59-30.5840.271.2426.35-28.83四9.682.17.827.59-30.5840.271.2426.35-28.83三9.682.17.827.59-30.5840.271.2426.35-28.83二9.682.17.827.59-28.9640.221.4426.15-29.03BC跨梁端剪力（KN）表3-6層q板l（m）l×q/4Vb=l×q/4Vc=-l×q/4頂1.531.131.13-1.13五6.7535.065.06-5.06四6.7535.065.06-5.06三6.7535.065.06-5.06二6.7535.065.06-5.06AB跨跨中彎矩（KN·m）表3-7層q板a（m）l（m）μ=（l-a）×q/2MabΣM/lVa=μ-ΣM/lM=μ×1.05-Mab-Va×l/2頂2.152.17.86.13-5.180.585.55-10.03五9.682.17.827.59-30.581.2426.35-43.22四9.682.17.827.59-30.581.2426.35-43.22三9.682.17.827.59-30.581.2426.35-43.22二9.682.17.827.59-28.961.4426.15-44.06柱軸力（KN）表3-8層邊柱中柱橫梁端部壓力縱梁端部壓柱軸力橫梁端部壓力縱梁端部壓柱軸力五5.552.217.767.844.2312.07四26.3511.0345.1433.8921.1567.11三26.3511.0382.5233.8921.15122.15二26.3511.03119.933.8921.15177.19一26.1511.03157.0834.0921.15232.433.3風(fēng)荷載作用下的位移和內(nèi)力計(jì)算1.框架側(cè)移風(fēng)荷載作用下框架側(cè)移表3-9層層高P（KN）V（KN）ΣD（KN／㎜）總側(cè)移Δ（㎜）五3.313.7613.76231.560.0590.941四3.310.0023.76231.560.1030.882三3.39.1932.95231.560.1420.779二3.39.0141.96231.560.1860.637一4.3511.8853.64118.850.4510.4512.層間側(cè)移位移放大系數(shù)0.85相對(duì)側(cè)移框架抗側(cè)移剛度符合要求3.頂點(diǎn)側(cè)移相對(duì)側(cè)移框架抗側(cè)移剛度符合要求4.水平風(fēng)荷載作用下框架層間剪力水平風(fēng)荷載作用下的剪力圖3-11各柱反彎點(diǎn)表3-10層柱KY0Y1α2Y2α3Y3Y5邊柱1.250.3600100.36中柱4.500.4500100.454邊柱1.250.41010100.41中柱4.500.50010100.503邊柱1.250.46010100.46中柱4.500.50010100.502邊柱1.250.500101.3200.50中柱4.500.500101.3200.501邊柱1.890.6300.76000.63中柱6.790.5500.76000.55風(fēng)荷載作用下框架柱剪力及柱端彎矩表3-11層hVΣD柱DVYM下M上53.313.76231.56邊柱41.22-2.450.36-2.91-5.17中柱74.66-4.430.45-6.58-8.0443.323.76231.56邊柱41.22-4.230.41-5.72-8.23中柱74.66-7.750.50-12.79-12.7933.332.95231.56邊柱41.22-5.860.46-8.90-10.44中柱74.66-10.610.50-17.51-17.5123.341.96231.56邊柱41.22-7.460.50-12.31-12.31中柱74.66-15.520.50-25.61-25.6114.3553.64118.85邊柱25.07-11.340.63-31.08-18.25中柱34.22-15.480.55-37.04-30.30風(fēng)荷載作用下梁端彎矩和剪力表3-12層柱M下M上節(jié)點(diǎn)左右梁線剛度比邊跨梁端彎矩中跨梁端彎矩風(fēng)荷載下梁端剪力左梁右梁VaVb左Vb右5邊柱-2.91-5.170.005.172.215.83-0.95-0.95-3.89中柱-6.58-8.040.384邊柱-5.72-8.230.0011.143.529.27-1.88-1.88-6.18中柱-12.79-12.790.383邊柱-8.90-10.440.0016.164.8212.68-2.69-2.69-8.45中柱-17.51-17.510.382邊柱-12.31-12.310.0021.217.0518.56-3.62-3.62-12.37中柱-25.61-25.610.381邊柱-31.08-18.250.0030.568.3421.96-4.99-4.99-14.64中柱-37.04-30.300.38風(fēng)荷載作用下柱軸力表3-13層柱M下M上風(fēng)荷載下梁端剪力軸力VaVb左Vb右NaNb5邊柱-2.91-5.17-0.95-0.95-3.89-0.95-2.94中柱-6.58-8.044邊柱-5.72-8.23-1.88-1.88-6.18-2.83-7.24中柱-12.79-12.793邊柱-8.90-10.44-2.69-2.69-8.45-5.52-13中柱-17.51-17.512邊柱-12.31-12.31-3.62-3.62-12.37-9.14-21.75中柱-25.61-25.611邊柱-31.08-18.25-4.99-4.99-14.64-14.13-31.4中柱-37.04-30.30風(fēng)載作用框架彎矩圖3-12風(fēng)荷載作用框架梁剪力、柱軸力圖3-133.4地震作用下橫向框架的內(nèi)力計(jì)算0.5（雪+活）重力荷載作用下橫向框架的內(nèi)力計(jì)算①荷載計(jì)算頂層橫梁：雪載邊跨中跨二至四層橫梁：活載邊跨中跨橫向框架恒載圖圖3-14②桿件固端彎矩（1）橫梁固端彎矩A、頂層橫梁B、二至五層橫梁（2）縱梁引起柱端附加彎矩(逆時(shí)針為正)頂層外縱梁樓層外縱梁頂層中縱梁樓層中縱梁③節(jié)點(diǎn)不平衡彎矩不平衡彎矩及其分配系數(shù)圖3-15橫向框架的節(jié)點(diǎn)不平衡彎矩為通過該節(jié)點(diǎn)的各桿件（不包括縱向框架梁）在節(jié)點(diǎn)處的固端彎矩于通過該節(jié)點(diǎn)的縱梁引起柱端橫向附加彎矩之和，根據(jù)平衡原則，節(jié)點(diǎn)彎矩的正上方向與桿端彎矩方向相反，一律以逆時(shí)針方向?yàn)檎９?jié)點(diǎn)A6的不平衡彎矩：節(jié)點(diǎn)B6的不平衡彎矩：節(jié)點(diǎn)A5的不平衡彎矩：節(jié)點(diǎn)B5的不平衡彎矩：其余節(jié)點(diǎn)計(jì)算同A5和B5。具體見圖3-15④內(nèi)力計(jì)算根據(jù)對(duì)稱原則,只計(jì)算AB、BC跨。在進(jìn)行彎矩分配時(shí),應(yīng)將節(jié)點(diǎn)不平衡彎矩反號(hào)后再進(jìn)行桿件彎矩分配。節(jié)點(diǎn)彎矩使相交于該節(jié)點(diǎn)桿件的近端產(chǎn)生彎矩,同時(shí)也使各桿件的遠(yuǎn)端產(chǎn)生彎矩,近端產(chǎn)生的彎矩通過節(jié)點(diǎn)彎矩分配確定,遠(yuǎn)端產(chǎn)生的彎矩由傳遞系數(shù)C(近端彎矩與遠(yuǎn)端彎矩的比值)確定。傳遞系數(shù)與桿件遠(yuǎn)端的約束形式有關(guān)。彎矩分配過程圖3-16活載作用下的彎矩圖圖3-17恒載作用下梁剪力、柱軸力圖3-18AB跨梁端剪力（KN）表3-14層q板a（m）l（m）μ=（l-a）×q/2MabMbaΣM/lVa=μ-ΣM/lVb=-（μ+ΣM/l）頂0.842.17.82.39-2.023.50.202.19-2.59五4.842.17.813.79-15.2920.130.6213.17-14.41四4.842.17.813.79-15.2920.130.6213.17-14.41三4.842.17.813.79-15.2920.130.6213.17-14.41二4.842.17.813.79-14.4820.110.7213.07-14.51BC跨梁端剪力（KN）表3-15層q板l（m）l×q/4Vb=l×q/4Vc=-l×q/4頂0.630.450.45-0.45五3.3832.532.53-2.53四3.3832.532.53-2.53三3.3832.532.53-2.53二3.3832.532.53-2.53AB跨跨中彎矩（KN·m）表3-16層q板a（m）l（m）μ=（l-a）×q/2MabΣM/lVa=μ-ΣM/lM=μ×1.05-Mab-Va×l/2頂0.842.17.82.39-2.020.202.19-4.01五4.842.17.813.79-15.290.6213.17-21.59四4.842.17.813.79-15.290.6213.17-21.59三4.842.17.813.79-15.290.6213.17-21.59二4.842.17.813.79-14.480.7213.07-22.01柱軸力（KN）表3-17層邊柱中柱橫梁端部壓力縱梁端部壓柱軸力橫梁端部壓力縱梁端部壓柱軸力五2.190.883.073.041.694.73四13.175.5221.7616.9410.5832.25三13.175.5240.4516.9410.5859.77二13.175.5259.1416.9410.5887.29一13.075.5277.7317.0410.58114.712.地震作用下橫向框架的內(nèi)力計(jì)算計(jì)算過程同3.3風(fēng)荷載作用下的位移和內(nèi)力計(jì)算地震作用下橫向框架剪力及柱端彎矩表3-18層層間剪力總剪力柱DΣDVYhM下M上52683.492683.49邊柱4.112341.30-32.330.363.3-38.41-68.28中柱7.446-58.540.45-86.93-106.2542159.654843.14邊柱4.112341.30-58.350.413.3-78.95-113.61中柱7.446-105.660.50-174.34-174.3431681.346524.48邊柱4.112341.30-78.610.463.3-119.33-140.08中柱7.446-142.340.50-234.86-234.8621182.027706.50邊柱4.112341.30-92.850.503.3-153.20-153.20中柱7.446-168.130.50-277.41-277.411746.848453.34邊柱2.507176.18-120.290.634.35-329.65-193.61中柱3.422-164.190.55-392.82-321.40地震作用下梁端彎矩表3-19層柱M下M上節(jié)點(diǎn)左右梁線剛度比邊跨梁端彎矩中跨梁端彎矩風(fēng)荷載下梁端剪力左梁右梁VaVb左Vb右5邊柱-38.41-68.280.0068.2829.2676.99-12.51-12.51-51.33中柱-86.93-106.250.384邊柱-78.95-113.610.00152.0248.01126.33-25.64-25.64-84.22中柱-174.34-174.340.383邊柱-119.33-140.080.00219.0364.67170.19-36.37-36.37-113.46中柱-234.86-234.860.382邊柱-153.20-153.200.00272.5376.39201.02-44.73-44.73-134.01中柱-277.41-277.410.381邊柱-329.65-193.610.00346.8188.50232.90-55.81-55.81-155.27中柱-392.82-321.400.38地震作用下柱軸力表3-20層柱M下M上風(fēng)荷載下梁端剪力軸力VaVb左Vb右NaNb5邊柱-2.91-5.17-12.51-12.51-51.33-12.51-38.82中柱-6.58-8.044邊柱-5.72-8.23-25.64-25.64-84.22-38.15-97.4中柱-12.79-12.793邊柱-8.90-10.44-36.37-36.37-113.46-74.52-174.49中柱-17.51-17.512邊柱-12.31-12.31-44.73-44.73-134.01-119.25-263.77中柱-25.61-25.611邊柱-31.08-18.25-55.81-55.81-155.27-175.06-363.23中柱-37.04-30.30地震作用下的框架彎矩圖3-14地震作用下框架梁剪力、柱軸力圖3-154、框架內(nèi)力組合4.1豎向荷載作用下的彎矩調(diào)幅①現(xiàn)澆框架梁端負(fù)彎矩調(diào)幅系數(shù)β可取0.8~0.9②框架梁端負(fù)彎矩調(diào)幅后，梁跨中彎矩按平衡條件增大，調(diào)幅計(jì)算公式：彎矩調(diào)幅計(jì)算表4-1荷載層跨彎矩標(biāo)準(zhǔn)值調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)值恒載頂層AB-93.71-160.52171.490.8-74.97-128.42273.18BC-98.82-98.82-74.290.8-79.06-79.06-59.43五AB-98.7-128.95121.740.8-78.96-103.16212.80BC-60.11-60.11-41.480.8-48.09-48.09-33.18四AB-98.7-128.95121.740.8-78.96-103.16212.80BC-60.11-60.11-41.480.8-48.09-48.09-33.18三AB-98.7-128.95121.740.8-78.96-103.16212.80BC-60.11-60.11-41.480.8-48.09-48.09-33.18二AB-93.58-128.82123.20.8-74.86-103.06212.16BC-64.47-64.47-45.520.8-51.58-51.58-36.42活載頂層AB-5.18-8.9410.030.8-4.14-7.1515.68BC-5.42-5.42-4.30.8-4.34-4.34-3.44五AB-30.58-40.2743.220.8-24.46-32.2271.56BC-18.4-18.4-13.340.8-14.72-14.72-10.67四AB-30.58-40.2743.220.8-24.46-32.2271.56BC-18.4-18.4-13.340.8-14.72-14.72-10.67三AB-30.58-40.2743.220.8-24.46-32.2271.56BC-18.4-18.4-13.340.8-14.72-14.72-10.67二AB-28.96-40.2244.040.8-23.17-32.1871.71BC-19.78-19.78-14.720.8-15.82-15.82-11.780.5（雪載+活載）頂層AB-2.02-3.54.010.8-1.62-2.806.22BC-2.12-2.12-1.670.8-1.70-1.70-1.34五AB-15.29-20.1321.590.8-12.23-16.1035.76BC-9.2-9.2-6.670.8-7.36-7.36-5.34四AB-15.29-20.1321.590.8-12.23-16.1035.76BC-9.2-9.2-6.670.8-7.36-7.36-5.34三AB-15.29-20.1321.590.8-12.23-16.1035.76BC-9.2-9.2-6.670.8-7.36-7.36-5.34二AB-14.48-22.0122.010.8-11.58-17.6136.61BC-9.89-9.89-7.360.8-7.91-7.91-5.894.2荷載組合4.2.1無地震作用效應(yīng)組合可變荷載效應(yīng)控制1.2恒+1.4活1.2恒+0.9（活+風(fēng)）×1.4永久荷載效應(yīng)控制1.35恒+0.7×1.4活≈1.35恒+活橫向框架梁內(nèi)力組合表4-2桿件跨截面內(nèi)力荷載種類內(nèi)力組合恒載活載風(fēng)載1.2恒+1.4活1.2恒+0.9（活+風(fēng)）×1.41.35恒+活左風(fēng)右風(fēng)左風(fēng)右風(fēng)頂層橫梁AB跨梁左端Ｍ-74.97-4.145.17-5.17-95.76-88.67-101.69-105.35Ｖ106.465.55-0.950.95135.52133.55135.94149.27跨中Ｍ273.1815.681.48-1.48349.77349.44345.71384.47梁右端Ｍ-128.42-7.15-2.212.21-164.11-165.90-160.33-180.52Ｖ-123.62-6.71-0.950.95-157.74-158.00-155.60-173.60BC跨梁左端Ｍ-79.06-4.345.83-5.83-100.95-92.99-107.69-111.07Ｖ27.651.13-3.893.8934.7629.7039.5138.46跨中Ｍ-59.43-3.440.000.00-76.13-75.65-75.65-83.67梁右端Ｍ-79.06-4.34-5.835.83-100.95-107.69-92.99-111.07Ｖ-27.65-1.13-3.893.89-34.76-39.51-29.70-38.46五層橫梁AB跨梁左端Ｍ-78.96-24.4611.14-11.14-129.00-111.54-139.61-131.06Ｖ93.6226.35-1.881.88149.23143.18147.91152.74跨中Ｍ212.8071.563.81-3.81355.54350.33340.73358.84梁右端Ｍ-103.16-32.22-3.523.52-168.90-168.82-159.95-171.49Ｖ-101.38-28.83-1.881.88-162.02-160.35-155.61-165.69BC跨梁左端Ｍ-48.09-14.729.27-9.27-78.32-64.58-87.94-79.64Ｖ21.755.06-6.186.1833.1824.6940.2634.42跨中Ｍ-33.18-10.670.000.00-54.75-53.26-53.26-55.46梁右端Ｍ-48.09-14.72-9.279.27-78.32-87.94-64.58-79.64Ｖ-21.75-5.06-6.186.18-33.18-40.26-24.69-34.42四層橫梁AB跨梁左端Ｍ-78.96-24.4616.16-16.16-129.00-105.21-145.93-131.06Ｖ93.6226.35-2.692.69149.23142.16148.93152.74跨中Ｍ212.8071.565.69-5.69355.54352.70338.36358.84梁右端Ｍ-103.16-32.22-4.824.82-168.90-170.46-158.32-171.49Ｖ-101.38-28.83-2.692.69-162.02-161.37-154.59-165.69BC跨梁左端Ｍ-48.09-14.7212.68-12.68-78.32-60.28-92.23-79.64Ｖ21.755.06-8.458.4533.1821.8343.1234.42跨中Ｍ-33.18-10.670.000.00-54.75-53.26-53.26-55.46梁右端Ｍ-48.09-14.72-12.6812.68-78.32-92.23-60.28-79.64Ｖ-21.75-5.06-8.458.45-33.18-43.12-21.83-34.42三層橫梁AB跨梁左端Ｍ-78.96-24.4621.21-21.21-129.00-98.85-152.30-131.06Ｖ93.6226.35-3.623.62149.23140.98150.11152.74跨中Ｍ212.8071.567.08-7.08355.54354.45336.60358.84梁右端Ｍ-103.16-32.22-7.057.05-168.90-173.27-155.51-171.49Ｖ-101.38-28.83-3.623.62-162.02-162.54-153.42-165.69BC跨梁左端Ｍ-48.09-14.7218.56-18.56-78.32-52.87-99.64-79.64Ｖ21.755.06-12.3712.3733.1816.8948.0634.42跨中Ｍ-33.18-10.670.000.00-54.75-53.26-53.26-55.46梁右端Ｍ-48.09-14.72-18.5618.56-78.32-99.64-52.87-79.64Ｖ-21.75-5.06-12.3712.37-33.18-48.06-16.89-34.42二層橫梁AB跨梁左端Ｍ-74.86-23.1730.56-30.56-122.27-80.52-157.53-124.23Ｖ92.9826.15-4.994.99148.19138.24150.81151.67跨中Ｍ212.1671.7111.11-11.11354.99358.95330.95358.13梁右端Ｍ-106.06-32.18-8.348.34-172.32-178.33-157.31-175.36Ｖ-102.02-29.03-4.994.99-163.07-165.29-152.71-166.76BC跨梁左端Ｍ-51.58-15.8221.96-21.96-84.04-54.16-109.50-85.45Ｖ21.755.06-14.6414.6433.1814.0350.9234.42跨中Ｍ-36.42-11.780.000.00-60.20-58.55-58.55-60.95梁右端Ｍ-51.58-15.82-21.9621.96-84.04-109.50-54.16-85.45Ｖ-21.75-5.06-14.6414.64-33.18-50.92-14.03-34.42橫向框架柱內(nèi)力組合表4-3桿件跨截面內(nèi)力荷載種類內(nèi)力組合±及相應(yīng)的N及相應(yīng)的M及相應(yīng)的M恒載活載風(fēng)載1.2恒+1.4活1.2恒+0.9（活+風(fēng)）×1.41.35恒+活左風(fēng)右風(fēng)左風(fēng)右風(fēng)頂層住A柱柱頂M85.995.18-5.175.17108.37103.20116.23121.27116.23103.20121.27N157.97.76-0.950.95197.24198.06200.45220.93200.45198.06220.93柱底M45.5514.41-2.912.9169.0769.1576.4875.9076.4869.1575.90N188.87.76-0.950.95234.32235.14237.53262.64237.53235.14262.64B柱柱頂M-51.77-2.91-8.048.04-65.03-75.92-55.66-72.80-75.92-75.92-72.80N211.412.07-2.942.94265.75265.18272.59297.46272.59265.18297.46柱底M-29.51-9.36-6.856.85-44.77-55.84-38.57-49.20-55.84-55.84-49.20N252.2912.07-2.942.94314.82314.25321.66352.66321.66314.25352.66四層住A柱柱頂M45.514.41-8.238.2369.0162.3983.1375.8483.1362.3975.84N330.4845.15-2.832.83441.73449.90457.03491.30457.03449.90491.30柱底M45.514.41-5.725.7269.0165.5579.9675.8479.9665.5575.84N361.3745.15-2.832.83478.79486.97494.10533.00494.10486.97533.00B柱柱頂M-29.51-9.36-12.7912.79-44.77-63.32-31.09-49.20-63.32-63.32-49.20N438.9867.11-7.247.24593.89602.21620.46659.73620.46602.21659.73柱底M-29.51-9.36-12.7912.79-44.77-63.32-31.09-49.20-63.32-63.32-49.20N469.8767.11-7.247.24630.95639.28657.53701.43657.53639.28701.43三層住A柱柱頂M45.514.41-10.4410.4469.0159.6085.9175.8485.9159.6075.84N503.0582.52-5.525.52686.18700.68714.59761.64714.59700.68761.64柱底M45.514.41-8.908.9069.0161.5483.9775.8483.9761.5475.84N533.9482.52-5.525.52723.25737.75751.66803.34751.66737.75803.34B柱柱頂M-29.51-9.36-17.5117.51-44.77-69.27-25.14-49.20-69.27-69.27-49.20N656.56122.15-1313910.02925.40958.161008.51958.16925.401008.51柱底M-29.51-9.36-17.5117.51-44.77-69.27-25.14-49.20-69.27-69.27-49.20N687.45122.15-1313947.09962.47995.231050.21962.47962.471050.21二層住A柱柱頂M45.514.41-12.3112.3169.0157.2588.2775.8488.2757.2575.84N675.62119.9-9.149.14930.64950.30973.331031.99973.33950.301031.99柱底M50.7816.14-12.3112.3177.0865.7696.7884.6996.7865.7684.69N706.51119.9-9.149.14967.71987.371010.401073.691010.40987.371073.69B柱柱頂M-29.51-9.36-25.6125.61-44.77-79.47-14.94-49.20-79.47-79.47-49.20N874.14177.19-21.7521.751226.161244.821299.631357.281299.631244.821357.28柱底M-32.26-10.22-25.6125.61-48.93-83.86-19.32-53.77-83.86-83.86-53.77N905.03177.19-21.7521.751263.231281.891336.701398.981336.701281.891398.98底層住A柱柱頂M35.111.16-18.2518.2553.2833.1979.1858.5579.1833.1958.55N847.55157.08-14.1314.131174.141197.181232.781301.271232.781197.181301.27柱底M17.565.58-31.0831.0826.65-11.0667.2629.2967.26-11.0629.29N894.35157.08-14.1314.131230.301253.341288.941364.451288.941253.341364.45B柱柱頂M-22.25-7.05-30.3030.30-33.75-73.762.60-37.09-73.76-73.76-37.09N1092.36232.43-31.431.41543.261564.131643.261707.121620.291564.131707.12柱底M-11.13-3.53-37.4037.40-16.89-64.9329.32-18.56-64.93-64.93-18.56N1139.16232.43-31.431.41599.421620.291620.291770.301643.261620.291770.304.2.1有地震作用效應(yīng)組合本建筑抗震設(shè)防烈度：8度（0.2g），屬于重點(diǎn)設(shè)防類。所以考慮地震組合。橫梁框架梁內(nèi)力組合表4-4桿件跨截面內(nèi)力荷載種類內(nèi)力組合恒載0.5（雪+活）地震作用1.2[恒+0.5（雪+活）]+1.3地震作用向左向右向左向右頂層橫梁AB跨梁左端Ｍ-74.97-1.6268.28-68.28-3.14-180.67Ｖ106.462.19-12.5112.51114.12146.64跨中Ｍ273.186.2219.51-19.51360.64309.92梁右端Ｍ-128.42-2.80-29.2629.26-195.50-119.43Ｖ-123.62-2.59-12.5112.51-167.72-135.19BC跨梁左端Ｍ-79.06-1.7076.99-76.993.18-197.00Ｖ27.650.45-51.3351.33-33.01100.45跨中Ｍ-59.43-1.340.000.00-72.92-72.92梁右端Ｍ-79.06-1.70-76.9976.99-197.003.18Ｖ-27.65-0.45-51.3351.33-100.4533.01五層橫梁AB跨梁左端Ｍ-78.96-12.23152.02-152.0288.20-307.05Ｖ93.6213.17-25.6425.6494.82161.48跨中Ｍ212.8035.7652.01-52.01365.89230.66梁右端Ｍ-103.16-16.10-48.0148.01-205.53-80.70Ｖ-101.38-14.41-25.6425.64-172.28-105.62BC跨梁左端Ｍ-48.09-7.36126.33-126.3397.69-230.77Ｖ21.752.53-84.2284.22-80.35138.62跨中Ｍ-33.18-5.340.000.00-46.22-46.22梁右端Ｍ-48.09-7.36-126.33126.33-230.7797.69Ｖ-21.75-2.53-84.2284.22-138.6280.35四層橫梁AB跨梁左端Ｍ-78.96-12.23219.03-219.03175.31-394.17Ｖ93.6213.17-36.3736.3780.87175.43跨中Ｍ212.8035.7677.18-77.18398.61197.94梁右端Ｍ-103.16-16.10-64.6764.67-227.18-59.04Ｖ-101.38-14.41-36.3736.37-186.23-91.67BC跨梁左端Ｍ-48.09-7.36170.19-170.19154.71-287.79Ｖ21.752.53-113.46113.46-118.36176.63跨中Ｍ-33.18-5.340.000.00-46.22-46.22梁右端Ｍ-48.09-7.36-170.19170.19-287.79154.71Ｖ-21.75-2.53-113.46113.46-176.63118.36三層橫梁AB跨梁左端Ｍ-78.96-12.23272.53-272.53244.86-463.72Ｖ93.6213.17-44.7344.7370.00186.30跨中Ｍ212.8035.7698.07-98.07425.76170.78梁右端Ｍ-103.16-16.10-76.3976.39-242.42-43.81Ｖ-101.38-14.41-44.7344.73-197.10-80.80BC跨梁左端Ｍ-48.09-7.36201.02-201.02194.79-327.87Ｖ21.752.53-134.01134.01-145.08203.35跨中Ｍ-33.18-5.340.000.00-46.22-46.22梁右端Ｍ-48.09-7.36-201.02201.02-327.87194.79Ｖ-21.75-2.53-134.01134.01-203.35145.08二層橫梁AB跨梁左端Ｍ-74.86-11.58346.81-346.81347.13-554.58Ｖ92.9813.07-55.8155.8154.71199.81跨中Ｍ212.1636.61129.16-129.16466.43130.62梁右端Ｍ-106.06-17.61-88.5088.50-263.45-33.35Ｖ-102.02-14.51-55.8155.81-212.39-67.28BC跨梁左端Ｍ-51.58-7.91232.90-232.90231.38-374.16Ｖ21.752.53-155.27155.27-172.72230.99跨中Ｍ-36.42-5.890.000.00-50.77-50.77梁右端Ｍ