前言本設(shè)計(jì)是按照浙江工業(yè)大學(xué)教育科學(xué)與技術(shù)學(xué)院2009年畢業(yè)設(shè)計(jì)要求編寫的畢業(yè)設(shè)計(jì)。題目為“寧波市志誠集團(tuán)公司多層商務(wù)大廈”。內(nèi)容包括建筑設(shè)計(jì)、結(jié)構(gòu)設(shè)計(jì)兩部份。行政樓是公共建筑，其規(guī)范要求比較嚴(yán)格，能體現(xiàn)處建筑和結(jié)構(gòu)設(shè)計(jì)的很多重要的方面，選擇行政樓建筑和結(jié)構(gòu)設(shè)計(jì)，從而掌握行政樓設(shè)計(jì)的基本原理，妥善解決其功能關(guān)系，滿足使用要求。框架結(jié)構(gòu)的設(shè)計(jì)始于歐美，二十世紀(jì)厚得到了世界各地大范圍的使用，其結(jié)構(gòu)建筑平面布置靈活，使用空間大。延性較好。其具有良好的抗震能力。對(duì)行政樓有重要建筑結(jié)構(gòu)非常適用。能滿足其較大的使用面積要求?？蚣芙Y(jié)構(gòu)的研究，對(duì)于建筑的荷載情況，分析其受力，采用不同的方法分別計(jì)算出各種荷載作用下的彎矩、剪力、軸力，然后進(jìn)行內(nèi)力組合，挑選出最不利的內(nèi)力組合進(jìn)行截面的承載力計(jì)算，保證結(jié)構(gòu)有足夠的強(qiáng)度和穩(wěn)定性。在對(duì)豎向荷載的計(jì)算種采用了彎矩分配法，對(duì)水平荷載采用了D值法，對(duì)鋼筋混凝土構(gòu)件的受力性能，受彎構(gòu)件的正截面和斜截面計(jì)算都有應(yīng)用。本結(jié)構(gòu)計(jì)算選用一榀框架為計(jì)算單元，采用手算的簡化計(jì)算方法，其中計(jì)算框架在豎向荷載下的內(nèi)力時(shí)使用的彎距二次分配法，不但使計(jì)算結(jié)果較為合理，而且計(jì)算量較小，是一種不錯(cuò)的手算方法。本設(shè)計(jì)主要通過工程實(shí)例來強(qiáng)化大學(xué)期間所學(xué)的知識(shí)，建立一個(gè)完整的設(shè)計(jì)知識(shí)體系，了解設(shè)計(jì)總過程，通過查閱大量的相關(guān)設(shè)計(jì)資料，提高自己的動(dòng)手能力。這次設(shè)計(jì)是在土木工程研究所各位老師的悉心指導(dǎo)下完成的，在此向你們表示衷心的感謝！鑒于水平有限，設(shè)計(jì)書中還存在不少缺點(diǎn)甚至錯(cuò)誤，敬請(qǐng)老師批評(píng)和指正。寧波市志誠集團(tuán)公司多層商務(wù)大廈設(shè)計(jì)工程概況（1）建筑規(guī)模:本工程總建筑面積為3900㎡.建筑層數(shù)為六層,首層層高為4m,其余各層層高為3.4m,室內(nèi)設(shè)計(jì)標(biāo)高±0.000相當(dāng)于絕對(duì)標(biāo)高22.2m，室內(nèi)外高差450mm。（2）該建筑屬于丙類建筑,安全等級(jí)為二級(jí)（3）基本風(fēng)壓：ωo=0.35KN/㎡?；狙狠d:So=0.4KN/㎡（4）活荷載：屋面活荷載1.5KN/m2，辦公樓樓面活荷載，走廊樓面活荷載2.0KN/m2。(5)地質(zhì)資料1.該場(chǎng)地地形平整,無滑坡、無液化土層等不良地質(zhì)現(xiàn)象。2.地質(zhì)勘探資料提供的本建筑場(chǎng)地各層土層的巖性和物理力學(xué)指標(biāo)如下:第一層自然地表下4.0m內(nèi)為填土，很濕，可塑，含碎瓦磚塊，充填土為亞粘性土，少量淤泥性質(zhì)，飽和，流塑狀，該層圖性差。地基土容許承載力R=80KN/m2，樁周土極限摩擦力標(biāo)準(zhǔn)值Qs=25KN/m2。第二層輕亞粘土：灰色，飽和，流塑，少量呈軟塑性狀，多有機(jī)質(zhì)和，其厚度在2.0m-3.0m之間。R=90KN/m2，Qs=20KN/m2。第三層粘土：淺黃，飽和，軟塑，含氧化鐵，其厚度在1.5m之內(nèi)。R=150KN/m2，Qs=23KN/m2。第四層亞粘土：棕黃，飽和，可塑，局部硬塑性，其層厚在5.0m-10.5m左右。R=180KN/m2，Qs=40KN/m2，樁端土極限承載力標(biāo)準(zhǔn)值Qp=1500KN/m2。第五層亞粘土：淺黃略帶灰綠，飽和，軟塑，局部呈流塑狀，具有植物殘?bào)w和少量貝殼碎屑，其層厚約在5.0m左右。R=120KN/m2，Qs=20KN/m2。(6)材料選用:混凝土采用:C20,C30鋼筋：縱向鋼筋采用熱軋鋼筋HRB335，其余采用熱軋鋼筋HPB235。墻體：內(nèi)墻采用120mm厚水泥空心磚(9.6KN/m2),兩側(cè)均為20mm厚抹灰.則墻面單位面積重力荷載為:9.6×0.12+17×0.02×2=1.832外墻采用240mm厚水泥空心磚,外墻面貼瓷磚(0.5KN/m2),內(nèi)墻面為20mm厚抹灰(0.34KN/m2)則外墻墻面單位面積重力荷載為:9.6×0.24+0.5+0.34=3.144窗：剛塑門窗,γ＝0.35N/m29．柱的平面布置，框架計(jì)算單元如圖，框架柱軸向尺寸及節(jié)點(diǎn)編號(hào)如圖：第二章梁柱截面初估注:底層高度由第二層樓面算至基礎(chǔ)頂面,所以底層H=4000+450+550=5000mm,其余各層取層高3400mm2.1梁截面尺寸初估取跨度較大者進(jìn)行估算梁截面尺寸L=6000mm,根據(jù)h=(～)l=750～550mm，取h=600mmb=(～)h=300～200mm，取b=300mm由此估算的梁截面尺寸見表,表中還給出了各層梁柱和板的混凝土強(qiáng)度等級(jí).其強(qiáng)度設(shè)計(jì)值為C25（fc＝11.9N/mm2,ft=1.27N/mm2）,C30（fc＝14.3N/mm2,ft=1.43N/mm2）梁截面尺寸(mm)及各層混凝土強(qiáng)度等級(jí)表2.1層數(shù)混凝土強(qiáng)度等級(jí)橫梁(b×h)縱梁(b×h)BC跨CD跨1,2C30300×6600300×4450300×44503～6C25300×6600300×4450300×44502.2柱截面初估按層高確定柱截面尺寸.取底層H=5500mm。b=(～)H=250mm～330mm,框架柱截面高度不宜小于400mm.寬度不宜小于350mm,取柱截面為長方形,則根據(jù)要求,按構(gòu)造取,本設(shè)計(jì)截面尺寸取值為:b×h=400mm×500mm2.3梁、柱線剛度計(jì)算框架梁線剛度ib=EIb/Ib,因取中框架計(jì)算，故ib=2EcIo/Lb,其中為按bh的矩形截面梁計(jì)算所得的梁截面慣性聚矩，計(jì)算結(jié)果見表2.2。柱線剛度ic=EcIc/hc.計(jì)算結(jié)果見2.2。梁的線剛剛度(N?mm)表2.2類別層次Ec/N/mmm2b×h/mm××mmI0/mmm4ib=2EcIc//l邊梁3～62.80×10010300×60005.400×11095.040×110101,23.00×10010300×60005.400×11095.400×11010走道梁3～62.80×10010300×45002.278×11095.316×110101,23.00×10010300×45002.278×11095.695×11010柱的線剛剛度(N?mm)表2.3層次層高/mmEc/N/mmm2b×h/mm××mmIc/mmm4ib=2EcIc//l3～634002.80×1004400×50004.167×11093.341×11010234003.00×1004400×50004.167×11093.573×11010150003.00×1004400×50004.167×11092.359×11010框架梁柱的相對(duì)剛度如圖所示.作為計(jì)算各節(jié)點(diǎn)桿端彎矩分配系數(shù)的依據(jù)。框架梁柱的相對(duì)線剛度圖框架梁柱的相對(duì)線剛度圖第三章荷載標(biāo)準(zhǔn)值計(jì)算3.1恒載標(biāo)準(zhǔn)值計(jì)算（1）屋面防水層（剛性）30厚C20細(xì)石混凝土防水1.0KN/m2防水層（柔性）三氈四油小石子0.4KN/m2找平層：15厚水泥砂漿0.015×20=0.3KN/m2找坡層：40厚水泥石灰焦渣3%。0.04×14=0.56KN/m2保溫層：80厚礦渣水泥0.08×14.5=1.16KN/m2120厚現(xiàn)澆鋼筋混凝土板0.12×25=3KN/m210厚混合砂漿0.01×17=0.17KN/m2合計(jì)6.59KN/m2（2）各層樓面：水磨石地面{10mm厚面層+20mm水泥砂漿打的+素水泥漿結(jié)合層一道}0.65KN/m2結(jié)構(gòu)層：120厚現(xiàn)澆混凝土板0.12×25=3KN/m2抹灰層：10厚混合砂漿0.01×17=0.17KN/m2合計(jì)3.82KN/m2（3）梁自重b×h=300mm×600mm梁自重25KN/M3×0.3m×（0.6m-0.1m）=3.75KN/m抹灰層：10厚混合砂漿0.01×[（0.6-0.1）×2+0.3]×17=0.22KN/m合計(jì)3.97KN/mb×h=300mm×450mm梁自重25KN/M3×0.3m×）=2.63KN/m抹灰層：10厚混合砂漿0.01×[（0.45-0.1）×2+0.3]×17=0.17KN/m合計(jì)2.80KN/m基礎(chǔ)梁b×h=300mm×600mm梁自重2.5KN/M3×0.3m×0.6m=4.50KN/m合計(jì)：4.50KN/m（4）柱自重b×h=300×600柱自重：25KN/M3×0.4m×0.5m=5KN/m抹灰層：10mm厚混合砂0.01m×（0.4m+0.5m）×2×17N/m3=0.31KN/m合計(jì)5.31KN/m（5）外縱墻自重標(biāo)準(zhǔn)層及及二層：2440mm水水泥空心磚磚（9.6KKN/m22），外墻墻面貼瓷磚磚（0.5KKN/m22），內(nèi)墻墻面為200m厚抹灰灰（0.344KN/mm2），外縱縱墻自重：：（9.6××0.244+0.55+0.334）×（3.4-0.6）=8.80032KNN/m合計(jì)8.88032KKN/m標(biāo)準(zhǔn)層及及二層：2240mmm水泥空心心磚（9.6KKN/m22），外墻墻面貼瓷磚磚（0.5KKN/m22），內(nèi)墻墻面為200m厚抹灰灰（0.344KN/mm2），門、窗窗洞的折減減系數(shù)為0.85，外縱墻墻自重：（9.6××0.244+0.55+0.334）×（3.4-0.445）×0.885=7..88KN//m合計(jì)7.888KN//m底層：240mmm水泥空心心磚（9.6KKN/m22），外墻墻面貼瓷磚磚（0.5KKN/m22），內(nèi)墻墻面為200mm厚抹抹灰（0.344KN/mm2），窗為為（0.4KKN/m22）（9.6×0.224+0..5+0..34）×（4.855×3.66-3.114×3..2）/3.66+0.44×3.114×3.2//3.6==7.599KN/mm合計(jì)7.599KN/mm（6）內(nèi)墻自自重標(biāo)準(zhǔn)層及及二層：1120mmm水泥空心心磚(9.6KKN/m22),兩側(cè)均為為20mmm厚抹灰，則則內(nèi)墻自重重：門、窗窗洞的折減減系數(shù)為0.85，外縱墻墻自重：（9.6××0.122+17××0.022×2）×（3.4-0.445）×0.885=4..596KNN/m合計(jì)4.5996KN//m3.2活荷載標(biāo)標(biāo)準(zhǔn)值計(jì)算算一、屋面和樓面活荷荷載標(biāo)準(zhǔn)值值根據(jù)《荷載規(guī)范范》查得：：上人屋面11.5KNN/m2，樓面活活荷載可取取為2.0KKN/m22。屋面活荷載與雪雪荷載不同同時(shí)考慮，兩兩者中取大大值。雪荷載soo=1.00×0.44KN/mm2=0.44KN/mm23.3柱縱向集集中荷載的的計(jì)算板傳至梁上的三三角形或梯梯形荷載等等效為均布布荷載，荷荷載的傳遞遞示意圖見見下圖A～B軸間框架梁屋面板傳荷載：：恒載：66.59KKN/m22×1.8mm×[1--2×（1.8//6.0）2+（1.8//6.0）3]=100.05KKN/m活荷：11.5KNN/m2×1.8mm×（1-2××0.322+0.333）=2.229KN//m樓面板傳荷載：：恒荷：33.82KKN/m22×1.8mm×（1-2××0.322+0.333）=5.882KN//m活荷：22.0KNN/m2×1.8mm×（1-2××0.322+0.333）=3.005KN//m梁梁自重：3.9KKN/m墻墻自重：8.8033KN/m，女兒墻墻加檐溝的的自重4.255KN/mmAA～B軸間框架架梁均布荷荷載為：屋屋面梁恒荷=梁自重+板傳荷載+女兒墻加加檐溝的自自重==3.977KN/mm+10..05KNN/m+44.25KKN/m==18.227KN//m活荷=板傳荷載載==2.299KN/mm樓樓面梁恒荷=梁自重+板傳荷載+墻自重=3.997KN//m+5..82KNN/m+88.8033KN/mm=18..597KNN/m活荷=板傳荷載載=3.005KN//mB～C軸間框架梁屋面板傳荷載：：恒荷：6.599KN/mm2×1.355m×5//8=5..56KNN/m活荷：1.5KKN/m22×1.355m×5//8=1..27KNN/m樓面板傳荷載：：恒荷：3.822×1.335m×55/8=33.22KKN/m活荷：2.0××1.355m×5//8=1..69KNN/m梁自重：：2.800KN/mm墻自重：：7.88KN/m，女兒墻墻加檐溝的的自重4.255KN/mmBB～C軸間框架架梁均布荷荷載為：屋面梁恒荷=梁自重+板傳荷載+女兒墻加加檐溝的自自重=22.80KKN/m++5.566KN/mm+4.225KN//m=122.61KKN/m活荷=板傳荷載載=11.27KKN/m樓面梁梁恒荷=梁自重+板傳荷載+墻自重==2.800KN/mm+3.222KN//m+7..62KNN/m=113.9KN/mm活荷=板傳荷載載==1.699KN/mmC～E軸同A～B軸A軸柱縱向集中荷荷載計(jì)算A柱上的縱縱向框架梁梁屋面板傳傳荷載：恒載：6.599KN/mm2×1.8mm×5/88=7.441KN//m活荷：1.5KKN/m22×1.88×5/88=1.669KN//m樓面面板傳荷載載：恒載：3.822KN/mm2×1.8mm×5/88=4.33KN/mm活載：2.0KKN/m22×1.8mm×5/88=2.225KN//m梁自重：2.800KN/mmA頂層柱女兒墻自重：0.24m×00.6m××7.5KKN/m33+17KKN/m33×0.6mm×0.022m×2==1.499KN/mm合計(jì)：1.499KN/mm恒載=女兒墻加加檐溝的自自重+主框架梁梁自重+主框架梁梁板傳荷載載=00.5×44.25KKN/m××3.6mm+0.55×2.880KN//m×3..6+7..41×33.6/22=77.65++5.044+13..34=225.7KNN活載=主框架梁梁板傳荷載載=11.69KKN/m××0.5××3.6mm=33.04KKN2、柱標(biāo)準(zhǔn)準(zhǔn)層柱及二二層柱恒載=墻自重+主框架梁梁自重+主框架梁梁板傳荷載載=77.9KN/mm×3.66m×0..5+2..8KN//m×3..6×0..5+0..5×4..3KN//m×3..6==13.772+5..04+77.74==26.997KN活載=主框架梁梁板傳荷載載=2.225KN//m×0..53.66m=4.005KN3、底底層柱恒載=墻自重+主框架梁梁自重+主框架梁梁板傳荷載載==7.888KN/mm×3.66×0.55+2.88KN/mm×0.55×3.66+0.55×4.33KN/mm×3.66==26.997KN活載=主框架梁梁板傳荷載載=22.25KKN/m××0.5××3.6mm=4.005KN4、基礎(chǔ)頂頂面恒載=墻自重+基礎(chǔ)梁自自重+底層柱恒恒載==7.0KN/mm×3.66×0.55+4.55KN/mm×0.55×3.66+26..97==47.997KNB柱縱向集中荷載載的計(jì)算B柱上的的縱向框架架梁屋面板板傳荷載：：恒載：66.59KKN/m22×1.355m×5//8+6..59×11.35mm×（1-2××0.322+0.333）=13..10KNN/m活載：11.5KNN/m2×1.355m×5//8+1..5×1..35m××（1-2××0.322+0.333）=2.998KN//m樓面板傳傳荷載：恒載：33.82××1.355×5/88+3.882×1..35×（1-2××0.322+0.333）=7.559KN//m活載：22.0×11.35××5/8++2.0××1.355×（1-2××0.322+0.333）=3.997KN//mB頂層柱恒載=主框架梁自重++主框架梁梁板傳荷載載==2.800×3.66×0.55+0.55×9.77×3.66=28..62KNN活載=主框架梁板傳荷荷載==3.977×0.55×3.66=7.115KNB柱標(biāo)準(zhǔn)層柱及二二層，底層層恒載=墻自重+主框架架梁自重+主框架梁梁板傳荷載載==4.599×0.55×3.66+2.880×3..6×0..5+6..76×33.6×00.5==25.4478KNN活載=主框架梁板傳荷荷載==2.9444×3..6×0..5==5.3KNNB柱基礎(chǔ)頂面恒載=基基礎(chǔ)梁自重重+底層恒載載=4.55×0.55×3.66+25..478=33..58KNN六、C柱同B柱柱，D柱同A柱各種均布荷載設(shè)設(shè)計(jì)值計(jì)算算如下：屋面均布荷載設(shè)設(shè)計(jì)值gwAB=ggwCD=1.2××18.227=211.92KKN/mgwBC=1.22×12..61=115.133KN/mmqwAB=qwCCD=1..4×2..29=33.21KKN/mqwBC=1.44×1.227=1..78KNN/m標(biāo)準(zhǔn)層樓面及二二層均布荷荷載設(shè)計(jì)值值gbAB==gbCDD=1.2××18.228=211.94KKN/mgbBC==1.2××13.664=166.37KKN/mqbAB==qbCDD=1.4××3.055=4.227KN//mqbBC==1.4××1.699=2.337KN//m屋面集中荷載設(shè)設(shè)計(jì)值GwA==GwD=1..2×266.03++1.4××3.044=35..49KNN/mGwB==GwC=1.2××28.226+1..4×7..15=444.355KN/mm標(biāo)準(zhǔn)層樓面及二二層集中荷荷載設(shè)計(jì)值值GwA==GwD=1..2×266.5+11.4×44.05==37.447KN//mGwB==GwC=1.2××26.669+1..4×7..15=442.044KN/mm基礎(chǔ)傳來的集中中荷載GJA=GJD==1.2××48.226=577.91KKN/mGJB=GJC==1.2××34.779=411.75KKN/m各層柱自重設(shè)計(jì)計(jì)值標(biāo)準(zhǔn)層柱柱自重GbBZ=GbCCZ=GbDZ=1.2××5.311×3.33=21..03KNN/m底層柱自自重G1BZ=G1CCZ=G1DZ=1.2××5.311×5.66=35..68KNN第4章水平風(fēng)荷載內(nèi)力力計(jì)算4.1風(fēng)荷載標(biāo)標(biāo)準(zhǔn)值計(jì)算算基本風(fēng)壓：Woo=0.335KN//m2風(fēng)振系數(shù)βz：：因房屋總總高度小于于30m，所所以βz=1.00風(fēng)載體型系數(shù)：：μz=0.88-（-0.5）=1.33風(fēng)壓高度系數(shù)：：按B類地區(qū)，查查GB500009--20033表得，表4.1層次離地高度Z/mHi/HQ1Q2621.51.311.01.001.3200.825518.21.241.00.851.2500.781414.91.181.00.691.1890.741311.61.071.00.541.0790.67428.31.011.00.391.0180.63615.01.001.00.231.1760.735表4.2離地高度Z/mmW0/m/mFw21.50.351.311.31.03.32.45.5818.20.351.241.31.03.33.37.9214.90.351.181.31.03.33.37.5411.60.351.071.31.03.33.36.848.30.351.011.31.03.33.36.455.00.351.001.31.05.03.96.92框架結(jié)構(gòu)構(gòu)分析時(shí)，應(yīng)應(yīng)按靜力等等效原理將將上圖的分分布風(fēng)荷載載轉(zhuǎn)化為節(jié)節(jié)點(diǎn)集中荷荷載如上圖圖所示。4.2風(fēng)荷載作作用下的水水平位移驗(yàn)驗(yàn)算柱側(cè)向剛度計(jì)算，例例如，第2層邊柱和和中柱的側(cè)側(cè)向剛度計(jì)計(jì)算如下：：K=Σib/22ic=5.44×2/22×3.667=1..555αc=K/22+K=11.5555/2+11.5555=0.4437D21=αc×112ic/h2=0.4437×112×3..67×10010/34002=157554.688N/mmmK=Σib/22ic=(5..4+5..695))×2/22×3.4473=33.1955αc=K/22+K=33.1955/2+33.1955=0.6615D22=αc×112ic/h2=0.6615×112×3..67×10010/34002=221771.922N/mmm該層一橫向框架架的總側(cè)向向剛度為D2=（167224+222171..92）×2=755653..2N/mmm其余各層柱側(cè)向向剛度計(jì)算算過程從略略，計(jì)算結(jié)結(jié)果見表44.3。各層柱側(cè)向剛度度D值（N/mm）表4.3層數(shù)邊柱中柱∑ＤKacDi1KacDi24～61.5550.437147023.1950.615206907078431.6110.446160793.3090.623209597407621.5550.437157553.1950.615221727585212.2890.6569634.7030.776878631498根據(jù)等效節(jié)點(diǎn)集集中風(fēng)荷載載圖所示的的水平荷載載，計(jì)算層層間剪力Vi，然后后根據(jù)上表表計(jì)算各層層的相對(duì)剛剛度和絕對(duì)對(duì)剛度。計(jì)計(jì)算結(jié)果見見下表4.4：風(fēng)荷載作用下層層間剪力及及側(cè)移計(jì)算算表4.4層數(shù)層高（mm）FkV剪力（KN)△u(m)△u/h限值634005.7939.49707840.0821/4146331/550534007.3632.39707840.1861/185799434006.8826.36707840.281/121422334006.3320.03740760.351/9714234006.0313.15858520.421/8095..2140007.105.79314781.251/4000風(fēng)荷載作用下最最大層間位位移角為1/22258遠(yuǎn)小于1/5550，滿足要要求。4.3風(fēng)荷載作作用下內(nèi)力力計(jì)算按式Vij=Dij//ΣDij計(jì)算各各柱的分配配剪力，然然后按公式式Mijb=Vijyh,,Miju=Vij(1--y)h計(jì)算柱端端彎矩。梁梁端彎矩按按公式:Mbl=(Mi+1,,jb+Miju)ibl/ibl+ibr,Mbr=(Mi++1,jbb+Miju)ibr/ibl+ib計(jì)算結(jié)果見下表表。風(fēng)荷載作用下各各層柱端彎彎矩及剪力力計(jì)算表4.5層數(shù)HＶi/(kN)∑Ｄ邊柱Di1Vi1KyMbi1Mui163.45.7970784147021.21.5550.381.552.5353.413.1570784147022.731.5550.454.185.1143.420.0370784147024.161.5550.466.517.6433.426.3674076160795.721.6110.509.729.7223.432.3975852157556.731.5550.5111.6711.2115.039.483147869638.732.2890.5925.7517.94風(fēng)荷載作用下各各層柱端彎彎矩及剪力力計(jì)算表4.6層數(shù)HＶi/(kN)∑Ｄ中柱Di1Vi1KyMbi1Mui163.45.7970784206901.693.1950.452.593.1653.413.1570784206903.843.1950.506.5286.52843.420.0370784206905.853.1950.509.9459.94533.426.3674076209597.463.3090.5012.68212.68223.432.3975852221729.473.1950.5016.1016.1015.039.4831478878611.024.7030.5530.30924.795第5章：豎向荷載內(nèi)內(nèi)力計(jì)算5.1計(jì)算單元及計(jì)算算簡圖（1）計(jì)算及計(jì)算去去?。?1）軸線橫橫向框架進(jìn)進(jìn)行計(jì)算，由由于樓面荷荷載均勻分分布，所以以可取軸線線中線之間間的長度為為計(jì)算單元元寬度，計(jì)計(jì)算寬度為為3.m，如下圖圖所示。因梁板為整體現(xiàn)現(xiàn)澆，且各各區(qū)為雙向向板，故直直接傳給橫橫梁的樓面面荷載為梯梯形分布荷荷載（邊梁梁）或三角角形分布荷荷載（走道道梁），計(jì)計(jì)算單元范范圍的其余余荷載通過過縱梁以集集中荷載的的形式傳給給框架柱。另另外縱梁軸軸線與柱軸軸線不重合合，以及懸懸臂構(gòu)件在在柱軸線上上產(chǎn)生力矩矩等，所以以作用在框框架上的荷荷載還在集集中力矩。框框架橫梁自自重及直接接作用在橫橫梁的填充充墻體自重重則按均布布荷載考慮慮，豎向荷荷載作用下下框架結(jié)構(gòu)構(gòu)簡圖所示示。5.2恒荷載作用下的的內(nèi)力各層梁作用的恒恒載在上圖中，q11、q2代表梁的的自重，為為均布荷載載形式。對(duì)對(duì)于頂層q1=3.997-4..25=88.22KKN/mq1,=2.88+4.225=7..05KNN/mq2、q2,分別為房間和走走道傳給橫橫梁的梯形形荷載和三三角形荷載載：q2=10.0477KN/mmq2,=5.556KN//mP1、P2分別為由邊縱梁梁、中縱梁梁直接傳給給柱的恒載載，包括梁梁自重、中中墻的自重重女兒墻的的重力荷載載：P1=26.6422P2=27..5M1=26.6422×0.005=1..33KNN·mM2=27..5×0..05=11.3755KN··m3-5層、二層及底層層：q1=3.97+88.80332=122.77332KNN/mq2,=2.88+7.8883=110.6883KNN/mq2=5.824KKN/mq2,=3.222KN//mP1=28.1KNNP2=26..8KNM1=30.97××0.055=1.555M22=29..60×00.05==1.344KN··m本設(shè)計(jì)中，因結(jié)結(jié)構(gòu)和荷載載均對(duì)稱，故故取對(duì)稱軸軸一側(cè)的框框架為計(jì)算算對(duì)象，且且中間跨梁梁取豎向滑滑動(dòng)支座。另另外除頂層層的荷載的的數(shù)值有不不同外，其其余各層荷荷載的分布布和數(shù)值相相同。為簡簡化計(jì)算，沿沿豎向取4層框架計(jì)計(jì)算，其中中1，層代表表結(jié)構(gòu)的頂頂層，如下下圖（5.3）所示。首先計(jì)算桿端彎彎矩分配系系數(shù)。由于于計(jì)算簡圖圖的中間框框假梁跨長長為原梁跨跨長的一半半，故其線線剛度應(yīng)取取表2.2所列值得得兩倍。下下面第1層兩個(gè)框框架節(jié)點(diǎn)的的桿端的轉(zhuǎn)轉(zhuǎn)動(dòng)剛度之之和。SA=4×（2.3359+33.4755）×10100=4111.2332×10010NN·mm//radSB=4×（2.3359+33.4755）×10100=4111.2332×10010NN·mm//radμA上柱=3.4475/111.2332=0..309μμA下柱=3..475//11.2232=00.3099uA右梁=5..4/111.2322=0.4481μB上柱=4××3.44473/556.3118=0..247μB下柱=4××2.3559/566.3188=0.1168μB左梁=4×55.4/556.3118=0..383μB右梁=4××5.6995/566.3188=0.2202其余個(gè)節(jié)點(diǎn)的桿桿端分配系系數(shù)計(jì)算過過程從，計(jì)算結(jié)結(jié)果見圖55.3。其次計(jì)算桿件固固端彎矩。以以在恒恒載載作用下的的第一層的的邊跨梁和和中間梁為為例子說明明計(jì)算方法法，邊跨梁梁的固端彎彎矩為MAB=-1/112ql22=-1//12×((13.44+6.113)××62=-588.59MBA=-MABB=58..59MB=-1/3qll2-5/224q,l2=-1//3×111.22××1.3552-5//24×33.22××1.3552=-88.045.3活荷載作用下的的內(nèi)力對(duì)于頂層q2=5.824KKN/mq2,=7..4KN//mP1=4.5KNP2=26..8KNM1=4.76××0.055=0.223KNN·mM22=7.662×0..05=00.37KKN·m對(duì)于1-5層同頂層。計(jì)計(jì)算桿件固固端彎矩。以以在恒載作作用下的第第一層的邊邊梁和中間間跨梁為例例說明計(jì)算算方法（見見圖5.4），邊梁梁的固端彎彎矩為MAB=-1/112ql22=-1//12×((13.44+6.113)××62=-588.59MBA=-MABB=58..59MB=-1/3qll2-5/224q,l2=-1//3×111.22××1.3552-5//24×33.22××1.3552=-88.04彎矩調(diào)幅系數(shù)00.85恒載作用下：邊跨：6層：M中=1/8ql22-0.885(322.11++45.666)/22=51..555層：M中=1/8ql22-0.885(322.11++45.666)/22=51..553~4層：M中中=1/88ql2-0.885(322.11++45.666)/22=51..552層：M中=1/8ql22-0.885(322.11++45.666)/22=51..551層：M中=1/8ql22-0.885(322.11++45.666)/22=51..55中跨：6層：MM中=1/88ql2-0.885(322.11++45.666)/22=51..555層：M中=1/88ql2-0.885(322.11++45.666)/22=51..553~4層：M中中=1/88ql2-0.885(322.11++45.666)/22=51..552層：M中=1/8ql22-0.885(322.11++45.666)/22=51..551層：M中=1/8ql22-0.885(322.11++45.666)/22=51..55活荷載作用下跨跨中彎矩同同理，具體體見圖。根據(jù)作用于梁上上的荷載及及梁端彎矩矩，用平衡衡條件可求求得梁端剪剪力及梁跨跨中截面彎彎矩，將柱柱兩端剪力力、節(jié)點(diǎn)集集中力及柱柱軸力。例例如，在恒恒荷載作用用下第6層B柱上端的的軸力為NBU=588.68++30.558=1006.288KN該層柱下端的軸軸力應(yīng)計(jì)入入柱的自重重，即NBb=58.688+30..58=1106.228KN梁端剪力及柱軸軸力的計(jì)算算結(jié)果見表表5.1豎豎向荷載作作用下梁端端剪力及柱柱軸力(KN))表5.1層數(shù)恒載內(nèi)力梁端剪力B柱軸力C柱軸力VBVCVCr=VDlNBuNBbNCuNCb652.856.517.0282.7102.65101.32125.40554.3757.0322.05191.01210.13106.58125.40454.656.922.05298.64317.76106.45381.25354.656.922.05406.27425.39106.45509.10254.656.922.05513.65532.77106.45637.20154.357.322.05620.53648.67106.45774.82豎向荷荷載作用下下梁端剪力力及柱軸力力(KN))表5.2層數(shù)活載內(nèi)力梁端剪力柱軸力VBVCVCr=VDlNBuNBb69.289.982.2814.0419.8859.489.782.2828.2839.5649.469.802.2842.5059.2639.469.802.2856.7278.9629.469.802.2870.9498.6619.379.892.2885.07118.45恒荷載作用下，柱柱的剪力：：A柱6層：V=-（300.74++23.995）/3.66=-155.195層層：V=-（30.774+233.95）/3.66=-155.194層層：V=-（30.774+233.95）/3.66=-155.193層層：V=-（30.774+233.95）/3.66=-155.192層層：V=-（30.774+233.95）/3.66=-155.191層層：V=-（30.774+233.95）/3.66=-155.19B柱6層：V=-（30..74+223.955）/3.66=-155.195層V=-（30..74+223.955）/3.66=-155.194層V=-（30..74+223.955）/3.66=-155.193層V=-（30..74+223.955）/3.66=-155.192層V=-（30..74+223.955）/3.66=-155.191層V=-（30..74+223.955）/3.66=-155.19活荷載作用形下下，柱的剪剪力同理可可得。具體體見圖。第六章框架梁、柱內(nèi)力力組合6.1梁的內(nèi)力力組合梁內(nèi)力控制截面面一般取兩兩端支座截截面，跨中截截面。支座截面內(nèi)力有有支座正、負(fù)負(fù)及剪力，跨跨中截面一一般為跨中中正彎矩。其其中豎向荷荷載作用下下的梁端彎彎矩為經(jīng)過過調(diào)幅后的的彎矩9調(diào)幅系數(shù)數(shù)為0.85）。對(duì)于一般多層框框架結(jié)構(gòu)，當(dāng)當(dāng)不考慮抗抗震設(shè)防時(shí)時(shí)，可考慮慮下列三中中荷載組合合。恒載+0.85（活活載+風(fēng)載）恒載+活載恒載+風(fēng)載框架梁內(nèi)力組合合見表：框架內(nèi)力組合表表（一層）單位:彎矩(KN··M)軸力(KN)桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)載內(nèi)力組合SGKSQKSSwk1.2SGk++1.3SSQk1.2SGGk+1..3Swwk1.2SGk++0.855×1.33(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)組合項(xiàng)次1+21+3a1+3b1+0.85××1.3((2+3aa)1+0.85××1.3((2+3bb)一層AB梁左端M-36.89-4.5520.93-20.93-50.18-17.06-71.48-26.17-72.42V54.69.46-5.85.877.8257.9873.0669.5682.38跨中M49.355.443.841-3.84166.2964.2154.2369.4860.99右跨M-43.89-5.18-14.0114.01-59.40-70.88-34.46-73.87-42.91V-56.9-9.8-5.85.8-81.02-75.82-60.74-85.52-72.70一層BC梁左端M-13.9-1.4414.76-14.76-18.552.51-35.87-1.96-34.58V22.052.28-10.9310.9329.4212.2540.6716.9041.06跨中M-1.10344-0.2800-1.69-1.32-1.32-1.63-1.63右跨M-13.9-1.44-14.7614.76-18.55-35.872.51-34.58-1.96V-22.05-2.28-10.9310.93-29.42-40.67-12.25-41.06-16.90框架內(nèi)力組合表表（二層）單位:彎矩(KN··M)軸力(KN)桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)載內(nèi)力組合SGKSQKSwwk1.2SGk++1.3SSQk1.2SGGk+1..3Swwk1.2SGk++0.855×1.33(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)組合項(xiàng)次1+21+3a1+3b1+0.85××1.3((2+3aa)1+0.85××1.3((2+3bb)二層AB梁左端M-32.2588-3.9729.50-29.50-43.87-0.36-77.06-10.50-75.69V54.39.37-8.918.9177.3453.5876.7465.6785.36跨中M52.445.892.76-2.7670.5966.5259.3472.4966.39右跨M-42.26-5.73-19.619.6-58.16-76.19-25.23-78.70-35.39V-57.3-9.89-8.918.91-81.62-80.34-57.18-89.53-69.84二層BC梁左端M-15.3-1.5824.795-24.7955-20.4113.87-50.597.29-47.50V22.052.28-18.3618.3629.422.5950.338.6949.27跨中M-2.63-0.4200-3.70-3.16-3.16-3.62-3.62右跨M-15.3-1.58-24.795524.795-20.41-50.5913.87-47.507.29V-22.05-2.28-18.36-18.36-29.42-50.33-50.33-49.27-49.27框架內(nèi)力組合表表（三層）單位:彎矩(KN··M)軸力(KN)桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)載內(nèi)力組合SGKKSQKKSwwk1.2SGk++1.3SSQk1.2SGGk+1..3Swwk1.2SGk++0.855×1.33(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)組合項(xiàng)次1+21+3a1+3b1+0.85××1.3((2+3aa)1+0.85××1.3((2+3bb)三層AB梁左端M-36.89-4.50516.27-16.27-50.12-23.12-65.42-31.27-67.22V54.69.46-4.544.5477.8259.6271.4270.9680.99跨中M49.355.422.827-2.82766.2762.9055.5468.3362.09右跨M-43.89-5.28-10.9910.99-59.53-66.96-38.38-70.65-46.36V-56.9-9.8-4.544.54-81.02-74.18-62.38-84.13-74.09三層BC梁左端M-13.9-1.5511.639-11.6399-18.70-1.55-31.81-5.53-31.25V22.052.28-8.628.6229.4215.2537.6719.4538.50跨中M-1.10344-0.3900-1.83-1.32-1.32-1.76-1.76右跨M-13.9-1.55-11.639911.639-18.70-31.81-1.55-31.25-5.53V-22.05-2.28-8.628.62-29.42-37.67-15.25-38.50-19.45框架內(nèi)力組合表表（四層）單位:彎矩(KN··M)軸力(KN)桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)載內(nèi)力組合SGKSQKKSSwk1.2SGk++1.3SSQk1.2SGGk+1..3Swwk1.2SGk++0.855×1.33(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)組合項(xiàng)次1+21+3a1+3b1+0.85××1.3((2+3aa)1+0.85××1.3((2+3bb)四層AB梁左端M-36.89-4.50511.82-11.82-50.12-28.90-59.63-36.18-62.31V54.69.46-3.33.377.8261.2369.8172.3379.62跨中M49.355.422.033-2.03366.2761.8656.5867.4662.96右跨M-43.89-5.28-88-59.53-63.07-42.27-67.34-49.66V-56.9-9.8-3.33.3-81.02-72.57-63.99-82.76-75.46四層BC梁左端M-13.9-1.558.47-8.47-18.70-5.67-27.69-9.03-27.75V22.052.28-6.276.2729.4218.3134.6122.0535.91跨中M-1.103-0.3900-1.83-1.32-1.32-1.75-1.75右跨M-13.9-1.55-8.478.47-18.70-27.69-5.67-27.75-9.03V-22.05-2.28-6.276.27-29.42-34.61-18.31-35.91-22.05框架內(nèi)力組合表表（五層）單位:彎矩(KN··M)軸力(KN)桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)載內(nèi)力組合SGKKSQKKSwwk1.2SGk++1.3SSQk1.2SGkk+1.33Swkk1.2SGk++0.855×1.33(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)組合項(xiàng)次1+21+3a1+3b1+0.85××1.3((2+3aa)1+0.85××1.3((2+3bb)五層AB梁左端M-36.09-4.050556.66-6.66-48.57-34.65-51.97-40.42-55.14V54.379.48-1.8471.84777.5762.8467.6573.6877.76跨中M48.975.3-1.391.3965.6556.9660.5763.0866.16右跨M-43.89-5.36-4.4274.427-59.64-58.42-46.91-63.48-53.70V-57.03-9.78-1.8471.847-81.15-70.84-66.03-81.28-77.20五層BC梁左端M-13.9-1.554.69-4.69-18.70-10.58-22.78-13.21-23.58V22.052.28-3.43.429.4222.0430.8825.2232.74跨中M-1.28-0.3600-2.00-1.54-1.54-1.93-1.93右跨M-13.9-1.55-4.694.69-18.70-22.78-10.58-23.58-13.21V-22.05-2.28-3.43.4-29.42-30.88-22.04-32.74-25.22框架內(nèi)力組合表表（六層）單位:彎矩(KN··M)軸力(KN)桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)載內(nèi)力組合SGKSQKSwk1.2SGk++1.3SSQk1.2SGGk+1..3Swwk1.2SGk++0.855×1.33(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)組合項(xiàng)次1+21+3a1+3b1+0.85××1.3((2+3aa)1+0.85××1.3((2+3bb)六層AB梁左端M-26.69-3.282.53-2.53-36.29-28.74-35.32-32.86-38.45V52.89.28-0.6780.67875.4262.4864.2472.8774.36跨中M50.596.380.836-0.83669.0061.7959.6268.6866.83右跨M-37.68-4.5-1.5381.538-51.07-47.22-43.220.00-48.49V-56.5-9.98-0.6780.678-80.77-68.68-66.92-79.58-78.08六層BC梁左端M-17.3233-2.011.626-1.626-23.40-18.67-22.90-21.21-24.81V17.022.28-1.21.223.3918.8621.9821.6224.27跨中M-5.833-0.8500-23.4-7.00-7.00-7.94-7.94右跨M-17.3233-2.01-1.626-1.626-23.40-22.90-22.90-24.81-24.81V-17.02-2.28-1.21.2-23.39-21.98-18.86-24.27-21.626.2框架柱的內(nèi)力組組合柱內(nèi)力控制截面面一般取柱柱上、下截面。柱是偏心受力構(gòu)構(gòu)件且一般般采取對(duì)稱稱配筋，故故其最不利利內(nèi)力為Mmax及相應(yīng)的的NNmax及相應(yīng)MMNmin及相應(yīng)MM框架柱內(nèi)力組合合見表：桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)風(fēng)載內(nèi)力組合合｜M︱maxxNmaxNminSGKSQKKSwwk1.2SGk+1..4SQkk1.2SSGk+1..4Swkk1.2SGk++0.855×1.44(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)NMMVVV組合項(xiàng)次1+21+3a1+3b1+0.85××1.44(2+33a)1+0.85××1.4((2+3bb)A柱柱上端M20.732.62-7.647.6428.5414.1835.5718.9037.0937.1928.5414.18N283.4142.50-5.8255.825399.59331.93348.24383.73397.60397.6399.59331.93V-11.5-2.204.16-4.16-16.88-7.98-19.62-11.47-21.37-21.37-16.88-7.98柱下端M-20.7-2.676.15-6.15-28.58-16.23-33.45-20.70-35.34-35.34-28.58-16.23N301.5442.50-5.8255.825421.35353.69370.00405.49419.35419.35421.35353.69V-11.5-2.24.16-4.16-16.88-7.98-19.62-11.47-21.37-21.37-16.88-7.98B柱柱上端M-16.06-2.18-9.9459.945-22.32-33.20-5.35-33.70-10.03-33.7-22.32-33.2N350.4959.26-5.0455.045503.55413.53427.65485.10497.11485.1503.55413.53V8.91.805.85-5.8513.2018.872.4919.785.8619.7813.218.87柱下端M16.3372.2210.99-10.9922.7134.994.2235.329.1735.3222.7134.99N368.5359.26-5.0455.045525.21435.18449.31506.76518.76506.76525.21435.18V8.91.655.85-5.8512.9918.872.4919.615.6819.6112.9918.87框架柱內(nèi)力組組合（一層層）框架柱內(nèi)力組組合（二層）桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)風(fēng)載內(nèi)力組合合｜M︱mmaxNmaxNminSGKSQKSwk1.2SGk+1..4SQkk1.2SSGk+1..4Swkk1.2SGk++0.855×1.44(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)NMMVVV組合項(xiàng)次1+21+3a1+3b1+0.85××1.44(2+33a)1+0.85××1.4((2+3bb)A柱柱上端M20.72.77-11.2111.2128.729.1540.5314.8041.4841.4841.489.15N484.9970.94-16.165516.165681.30559.36604.62647.17685.64685.64685.64559.36V-11.5-2.196.13-6.13-16.87-5.22-22.38-9.11-23.70-23.7-23.7-5.22柱下端M-24.8177-3.17711.67-11.67-34.23-13.44-46.12-19.67-47.45-47.45-47.45-13.44N532.7770.94-16.165516.165738.64616.69661.96704.51742.98742.98742.98616.69V-11.5-2.196.13-6.13-16.87-5.22-22.38-9.11-23.70-23.7-23.7-5.22B柱柱上端M-16.6-2.22-16.116.1-23.03-42.462.62-41.72-3.40-42.46-23.03-42.46N599.4898.66-14.255514.255857.50699.42739.33819.82853.74699.42857.5699.42V9.71.519.42-9.4213.7524.83-1.5524.652.2324.82313.7524.823柱下端M18.942.5516.1-16.126.3045.270.1944.926.6045.2726.345.27N617.525598.66-14.255514.255879.15721.07760.99841.47875.40721.07879.15721.07V9.71.549.47-9.4713.8024.90-1.6224.742.2024.913.824.9框架柱內(nèi)力組組合（三層層）桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)風(fēng)載內(nèi)力組合合｜M︱mmaxNmaxNminSGKSQKSwk1.2SGk++1.4SSQk1.2SSGk+1..4Swkk1.2SGk++0.855×1.44(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)NMMVVV組合項(xiàng)次1+21+3a1+3b1+0.85××1.44(2+33a)1+0.85××1.4((2+3bb)A柱柱上端M20.72.62-9.729.7228.5111.2338.4516.3939.5239.5239.5211.23N384.2456.72-10.365510.365540.50446.58475.60516.25540.92540.92540.92446.58V-11.5-1.985.72-5.72-16.57-5.79-21.81-9.35-22.96-22.96-22.96-5.79柱下端M-20.7-3.5210.47-10.47-29.77-10.18-39.50-16.57-41.49-41.49-41.49-10.18N402.2956.72-9.729.72562.16469.14496.36538.68561.81561.81561.81469.14V-11.5-1.985.72-5.72-16.57-5.79-21.81-9.35-22.96-22.96-22.96-5.79B柱柱上端M-16.06-2.18-12.682212.682-22.32-37.03-1.52-36.96-6.77-36.96-22.32-37.03N474.9878.96-9.1259.125680.52557.20582.75653.08674.80653.08680.52557.2V8.991.617.46-7.4613.0421.230.3421.583.8321.5813.0421.23柱下端M16.382.12412.682-12.682222.6337.411.9037.277.0937.2722.6337.41N493.0378.96-9.1259.125702.18578.86604.41674.74696.46674.74702.18578.86V8.991.617.46-7.4613.0421.230.3421.584.5821.5813.0421.23框架柱內(nèi)力組組合（四層層）桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)風(fēng)載內(nèi)力組合合｜M︱mmaxNmaxNminSGKSQKSwk1.2SGk+1..4SQkk1.2SSGk+1..4Swkk1.2SGk++0.855×1.44(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)NMMVVV組合項(xiàng)次1+21+3a1+3b1+0.85××1.44(2+33a)1+0.85××1.4((2+3bb)A柱柱上端M20.732.62-7.647.6428.5414.1835.5718.9037.0937.1928.5414.18N283.408842.50-5.8255.825399.59331.93348.24383.73397.60397.6399.59331.93V-11.5-2.204.16-4.16-16.88-7.98-19.62-11.47-21.37-21.37-16.88-7.98柱下端M-20.7-2.676.15-6.15-28.58-16.23-33.45-20.70-35.34-35.34-28.58-16.23N301.5442.50-5.8255.825421.35353.69370.00405.49419.35419.35421.35353.69V-11.5-2.24.16-4.16-16.88-7.98-19.62-11.47-21.37-21.37-16.88-7.98B柱柱上端M-16.06-2.18-9.9459.945-22.32-33.20-5.35-33.70-10.03-33.7-22.32-33.2N350.4959.26-5.0455.045503.55413.53427.65485.10497.11485.1503.55413.53V8.91.805.85-5.8513.2018.872.4919.785.8619.7813.218.87柱下端M16.3372.2210.99-10.9922.7134.994.2235.329.1735.3222.7134.99N368.5559.26-5.0455.045525.21435.18449.31506.76518.76506.76525.21435.18V8.91.655.85-5.8512.9918.872.4919.615.6819.6112.9918.87框架柱內(nèi)力組組合（五層層）桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)風(fēng)載內(nèi)力組合合｜M︱mmaxNmaxNminSGKSQKSwwk1.2SGk+1..4SQkk1.2SSGk+1..4Swkk1.2SGk++0.855×1.44(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)NMMVVV組合項(xiàng)次1+21+3a1+3b1+0.85××1.44(2+33a)1+0.85××1.4((2+3bb)A柱柱上端M19.982.55-5.115.1127.5516.8231.1320.9333.0933.0927.5516.32N182.7328.28-2.5252.525258.87215.74222.81249.92255.93255.93258.87215.74V-11.9-1.992.50-2.50-17.07-10.78-17.78-13.67-19.62-19.62-17.07-10.78柱下端M-20.73-2.674.18-4.18-28.61-19.02-30.73-23.08-33.03-33.03-28.61-19.02N200.788828.28-2.5252.525280.54237.41244.48271.59277.60277.6280.54237.41V-11.9-1.992.50-2.50-17.07-10.78-17.78-13.67-19.62-19.62-17.07-10.78B柱柱上端M-16.02-2.61-6.5286.528-22.90-28.39-10.11-30.12-14.59-30.12-22.9-28.39N225.9539.56-2.0752.075326.52268.24274.05315.75320.69315.75326.52268.24V8.761.643.95-3.9512.8116.044.9817.167.7617.1612.8112.81柱下端M16.372.216.528-6.52822.7428.7810.5030.0414.5130.0422.7422.74N244.0039.56-2.0752.075348.19289.90295.71337.41342.35337.41348.19348.19V8.761.643.95-3.9512.8116.044.9817.167.7617.1612.8112.81框架柱內(nèi)力組組合（六層層）桿件編號(hào)控制截面內(nèi)力種類恒載活載風(fēng)風(fēng)載內(nèi)力組合合｜M︱mmaxNmaxNminSGKSQKSwk1.2SGk+1..4SQkk1.2SSGk+1..4Swkk1.2SGk++0.855×1.44(SQkk+SSwk)12左風(fēng)3a右風(fēng)3b左風(fēng)右風(fēng)左風(fēng)右風(fēng)NMMVVV組合項(xiàng)次1+21+3a1+3b1+0.85××1.44(2+33a)1+0.85××1.4((2+3bb)A柱柱上端M26.693.86-2.532.5337.4328.4935.5733.6139.6339.6337.4328.49N82.2114.04-0.6780.678118.3197.7099.60114.55116.17116.17118.3197.7V-14.7-2.581.21-1.21-21.25-15.95-19.33-19.27-22.15-22.15-21.25-15.95柱下端M-22.96-4.021.55-1.55-33.18-25.38-29.72-30.49-34.18-34.18-33.18-25.38N100.6414.04-0.6780.678140.42119.82121.72136.67138.28138.28140.42119.82V-14.7-2.581.21-1.21-21.25-15.95-19.33-19.27-22.15-22.15-21.25-15.95B柱柱上端M-19.44-3.02-3.163.16-27.55-27.75-18.90-30.68-23.16-30.68-27.55-30.68N101.3219.88-0.520.52149.42120.86122.31144.62