學(xué)士某四層辦公樓結(jié)構(gòu)設(shè)計(jì)計(jì)算書

******畢業(yè)設(shè)計(jì)PAGEPAGE155目錄TOC\o"1-3"\h\z1引言12設(shè)計(jì)內(nèi)容22.1工程概況：22.1.1工程名稱22.1.2建設(shè)地址22.1.3場(chǎng)地條件22.1.4工程概況22.1.5氣象條件22.1.6工程地質(zhì)條件22.1.7地震烈度：32.1.8建筑條件32.2設(shè)計(jì)依據(jù)32.3結(jié)構(gòu)布置42.4初估梁、柱、板的截面尺寸42.4.1主要框架梁的截面尺寸42.4.2次要框架梁的截面尺寸42.4.3柱的截面尺寸52.4.4計(jì)算簡(jiǎn)圖及剛度計(jì)算52.4.5板的結(jié)構(gòu)尺寸62.5荷載標(biāo)準(zhǔn)值計(jì)算62.5.1恒載標(biāo)準(zhǔn)值計(jì)算62.5.2活荷載標(biāo)準(zhǔn)值計(jì)算82.5.3豎向荷載下框架受荷總圖計(jì)算82.5.4風(fēng)荷載標(biāo)準(zhǔn)值的計(jì)算122.6結(jié)構(gòu)變形驗(yàn)算132.6.1重力荷載代表值的計(jì)算132.6.2水平地震作用計(jì)算142.7各層剛重比和剪重比的計(jì)算172.8地震作用計(jì)算172.8.1框架地震內(nèi)力的計(jì)算172.9風(fēng)荷載計(jì)算202.10重力荷載標(biāo)準(zhǔn)值及其產(chǎn)生的彎矩的計(jì)算242.10.1重力荷載標(biāo)準(zhǔn)值的計(jì)算242.10.2重力荷載引起的彎矩的計(jì)算242.10.3活荷載標(biāo)準(zhǔn)值及其產(chǎn)生彎矩的計(jì)算252.10.4用彎矩二次分配法對(duì)固端彎矩進(jìn)行調(diào)整252.10.5內(nèi)力組合表312.11內(nèi)力組合調(diào)整422.11.1內(nèi)力組合調(diào)整422.12梁、柱截面設(shè)計(jì)452.12.1框架柱的截面設(shè)計(jì)452.12.2框架梁的截面設(shè)計(jì)582.13樓梯計(jì)算702.13.1首層樓梯計(jì)算702.13.2標(biāo)準(zhǔn)層樓梯計(jì)算732.14基礎(chǔ)計(jì)算772.14.1框架柱A基礎(chǔ)計(jì)算772.14.2B柱基礎(chǔ)計(jì)算813結(jié)論84謝辭85參考文獻(xiàn)86外文翻譯871引言建筑結(jié)構(gòu)畢業(yè)設(shè)計(jì)是本科教學(xué)一個(gè)非常重要的環(huán)節(jié)。結(jié)構(gòu)設(shè)計(jì)簡(jiǎn)而之就是用結(jié)構(gòu)言語(yǔ)來(lái)表達(dá)建筑師及其他專業(yè)工程師所表達(dá)的東西。本設(shè)計(jì)從基本理論出發(fā)，結(jié)合現(xiàn)場(chǎng)施工經(jīng)驗(yàn)，對(duì)本工程的結(jié)構(gòu)作了詳細(xì)的設(shè)計(jì)。設(shè)計(jì)過(guò)程中參照了國(guó)家現(xiàn)行設(shè)計(jì)規(guī)范和標(biāo)準(zhǔn)，力求在內(nèi)容上能夠全面覆蓋本結(jié)構(gòu)設(shè)計(jì)的全部范圍，密切聯(lián)系工程實(shí)際，努力做到能夠?qū)ΜF(xiàn)場(chǎng)施工起到主要指導(dǎo)作用。在建筑結(jié)構(gòu)設(shè)計(jì)中首先是初步設(shè)計(jì)的準(zhǔn)備工作來(lái)進(jìn)行滿足建筑居住者所使用目的的功能要求，以及建筑物的耐久性能。再次就是框架結(jié)構(gòu)設(shè)計(jì)，框架結(jié)構(gòu)設(shè)計(jì)包括梁、柱、板的初步設(shè)計(jì)，以確保有足夠的強(qiáng)度抵抗結(jié)構(gòu)構(gòu)件所傳遞的彎矩、剪力，最后是結(jié)構(gòu)設(shè)計(jì)的數(shù)據(jù)處理，通過(guò)計(jì)算來(lái)進(jìn)行對(duì)各個(gè)構(gòu)件進(jìn)行配筋，來(lái)滿足建筑的使用以及耐久性2設(shè)計(jì)內(nèi)容2.1工程概況：2.1.1工程名稱唐山市漢沽管理區(qū)國(guó)稅局辦公樓2.1.2建設(shè)地址唐山市漢沽區(qū)2.1.3場(chǎng)地條件由市規(guī)劃局批準(zhǔn)擬建基地平面圖，場(chǎng)地具備三通一平條件。建筑地點(diǎn)及擬建基地平面圖圖1.3.12.1.4工程概況建設(shè)面積約5000㎡；結(jié)構(gòu)形式為框架結(jié)構(gòu)共四層，首層高4.2m,、三、四層高為3.6m，；室內(nèi)外高差為0.6m；設(shè)計(jì)使用年限為50年2.1.5氣象條件基本風(fēng)壓：w0=0.4KN/㎡，基本雪壓：0.35KN/㎡2.1.6工程地質(zhì)條件由唐山基礎(chǔ)工程公司提供地質(zhì)勘察報(bào)告，場(chǎng)地地質(zhì)情況如表1.5.1所示。場(chǎng)地土類型為中硬場(chǎng)地土；建筑場(chǎng)地類別為Ⅱ類。建筑地層一覽表表就1.5.1序號(hào)巖土分類土層描述土層深度（M）厚度范圍（M）地基土承載力（MPa）土體壓縮摸量（MPa）1雜填土由碎石、磚塊、黏黏土等組成成，松散0.50.52粉質(zhì)黏土黃褐色，濕，可可塑2.11.61904.23中、粗砂黃褐色，石英、長(zhǎng)長(zhǎng)石質(zhì)，稍稍濕，中密密4.92.820011.54圓礫黃褐色，石英、長(zhǎng)長(zhǎng)石質(zhì)，混混粒結(jié)構(gòu)，濕濕，中密1548026.8注: ①地下穩(wěn)定水位距地坪-10M;②標(biāo)中給定的土層從自然地坪算起。2.1.7地震烈度：抗震設(shè)防烈度8度抗震設(shè)防標(biāo)準(zhǔn)8度設(shè)計(jì)地震分組第一組設(shè)計(jì)基本加速度值0.2g2.1.8建筑條件建筑抗震設(shè)防分類：乙類建筑物安全等級(jí)：二級(jí)結(jié)構(gòu)重要性系數(shù)：12.1.9場(chǎng)地冰凍深度：0.8m2.2設(shè)計(jì)依據(jù)1.2.1設(shè)計(jì)任務(wù)書1.2.2混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范1.2.3建筑抗震設(shè)計(jì)規(guī)范1.2.4建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范1.2.5建筑結(jié)構(gòu)荷載規(guī)范2.3結(jié)構(gòu)布置該工程采用全現(xiàn)澆混凝土框架結(jié)構(gòu)，1~4層柱的混凝土強(qiáng)度等級(jí)C30，梁的混凝土強(qiáng)度等級(jí)C30，板的混凝土強(qiáng)度等級(jí)C30，平面布置靈活，有較大空間（辦稅大廳等），結(jié)構(gòu)布置圖如下：結(jié)構(gòu)平面布置圖圖3.1.12.4初估梁、柱、板的截面尺寸2.4.1主主要框架梁梁的截面尺尺寸KL1主梁長(zhǎng)度度：ll1=8.77m主梁截面面高度：hh1=(11/15~~1/100)l11=5880~8770mm主梁截面面寬度：bb1=(11/3~11/2)h1=2000~4335mm主梁截面面尺寸：3300×750mmm2KL2主梁長(zhǎng)度度：ll2=4.22m主梁截面面高度：hh2=(11/15~~1/100)l22=2880~4220mm主梁截面面寬度：bb2=(11/3~11/2)h2=1000~2110mm主梁截面面尺寸：2250×450mmm22.4.2次次要框架梁梁的截面尺尺寸LL次梁的長(zhǎng)長(zhǎng)度：l`=6m次梁截面面高度：hh`=(11/18~~1/122)l``=3300~5000mm次梁截面面寬度：bb`=(11/3~11/2)h`=1110~2250mmm次梁截面面尺寸：2250×500mmm22.4.3柱的的截面尺寸寸樓的荷載一般初初估為12~114KNN/㎡，取14KKN/㎡A柱截截面尺寸n驗(yàn)驗(yàn)算截面以以上層數(shù)F驗(yàn)驗(yàn)算柱的負(fù)負(fù)荷面積fc混凝凝土軸心抗抗壓強(qiáng)度（C30為14.33N/m22）地震中中柱的相關(guān)關(guān)調(diào)整系數(shù)數(shù)（中柱1.1，邊柱1.2）二級(jí)抗抗震為0.8邊柱截面計(jì)算：：開平方邊長(zhǎng)為4426mmm，取邊柱柱為500mmm×5000mm中柱截面計(jì)算：：開平方邊長(zhǎng)為4499mmm，取中柱柱為500mmm×5000mm2.4.4計(jì)算簡(jiǎn)圖圖及剛度計(jì)計(jì)算(1)梁柱慣性性矩計(jì)算由于于樓面板與與框架梁的的混凝土一一起澆搗,對(duì)于中框框架梁取I=2II，邊框架架梁取I=1..5I。主要要框架梁KL1：：Ib=bh3/12==300×7503/12==10.555×109mm44Ib=bh3/12==250×4503/12==1.8998×109mm44次要框框架梁KKL2：Ib`=bh3/12==250××5003/12==2.6004×109mm44邊框架梁：I1=1.55Ib=1.5××10.555×109=15.833×109mm44中框架梁：I2=2Ib=2×10..55×109=201..10×109mm44I2=2Ib=2×1.8988×109=3.7996×109mm44柱：IB=bh3/12=5500×5003/12=5.2008×109mm44(2)梁柱相對(duì)線剛度度計(jì)算梁柱柱的相對(duì)線剛度度計(jì)算，根據(jù)公式i=EEI/l，可得出梁梁柱的線剛剛度梁柱以標(biāo)準(zhǔn)層層柱A的線剛度度為標(biāo)準(zhǔn)計(jì)計(jì)算相對(duì)線線剛度梁、柱相對(duì)線剛剛度圖圖4.4..12.4.5板板的結(jié)構(gòu)尺尺寸板h=l/550=55500/550=1110mm取h=1100mmm混凝土樓板厚100mmm，采用C30混凝土澆澆筑2.5荷載標(biāo)準(zhǔn)準(zhǔn)值計(jì)算2.5.1恒恒載標(biāo)準(zhǔn)值值計(jì)算(1)屋面恒載(1)刷著色涂涂料保護(hù)層:(2)防水層::4厚高聚物物改性瀝青青防水卷材材0.055KN//(3)找平層層:20厚1∶3水泥砂漿漿0..02×220=0..4KNN/(4)找坡層層:60厚1∶6水泥焦渣渣找2%坡0.06×14=00.84KN/(5)保溫層層:60厚聚苯乙乙烯泡沫塑塑料板0.006×0..5=0..03KKN/(6)結(jié)構(gòu)層層:100厚鋼筋混混凝土板0.1××25=22.5KNN/(7)抹灰層：10厚厚板底抹灰灰0.001×177=0.117KN/合計(jì)3.999KN/(2)標(biāo)準(zhǔn)層樓樓地面20厚厚大理石面面層,水泥砂漿漿擦縫30厚厚1∶4干硬性水水泥砂漿,面上撒2厚素水泥泥1.556KN//20厚厚1:3水泥砂漿漿找平水泥漿漿結(jié)合層一一道結(jié)構(gòu)層層:1000厚鋼筋混混凝土板00.1×25=22.5KNN/抹灰層：10厚板底抹抹灰0.001×200=0.22KN/合計(jì)計(jì)44.33KN/(3)梁自重KKL1b×hh=3500×750mm2自自重25×00.35××(0.75-0.11)=4..875KN/mm抹灰灰層:10厚混合合砂漿KN//m合計(jì)55.15KKN/mKL22bb×h=2250×4550mm2自重25×00.25××(0.455-0.11)=2.119KN/mm抹灰灰層:10厚混合合砂漿KN/mm合合計(jì)22.35KKN/mLLLb××h=2550×500mmm2自自重25×0.25×(0.5-0.11)=2.55KN/mm抹灰灰層:10厚混合合砂漿KN/mm合計(jì)2.566KN/mm(4)柱自重ZZ1b××h=5000×500mmm2自自重25××0.5×0.5=6.255KN/mm抹抹灰層：100厚混合砂砂漿0.1××0.5×44×17=0..34KNN/m合合計(jì)66.59KKN/m(5)外墻荷載底層層縱墻(4.22+1.22-2.44-0.775)×0.3×111=4..95KN/mm鋁合金窗0.355×2.44=0.884KN/mm粘貼花崗崗巖石塊外外墻((4.2--2.4--0.6))×0.6228=0..754KN/mm水泥粉刷刷內(nèi)墻(4..2-2..1)×0.322=0.576KN/mm合計(jì)7.122KN/mm標(biāo)準(zhǔn)準(zhǔn)層縱墻(3.6--1.8--0.755)×0.3×11=3..465KKN/m鋁合金金窗0.355×1.88=0.663KN/mm粘貼花崗崗巖石塊外外墻(3.6--2.1))×0.6228=1..13KNN/m水泥粉粉刷內(nèi)墻(3.6--2.1))×0.322=0.5576N/m合計(jì)5..8KN//m(6)內(nèi)墻荷載內(nèi)縱墻墻底層自重(44.2-00.75))×0.22×11==7.599KN/mm水泥粉刷刷內(nèi)墻4.22×0.332=1..344KN/mm合計(jì)88.93KKN/m自重(4..2-0..45)××0.2××11=88.25KKN/m水泥粉刷刷內(nèi)墻44.2×00.32==1.3444KN/mm合計(jì)9.559KN//m標(biāo)準(zhǔn)層自重（3.6-00.75）×0.2×11=6.277KN/mm水水泥粉刷內(nèi)內(nèi)墻3.6××0.32=1.1552KN//m合合計(jì)7.442KN//m標(biāo)準(zhǔn)層自重（3.6--0.455）×0.2×11=6.933KN/mm水水泥粉刷內(nèi)內(nèi)墻3.6××0.32=1.1552KN//m合合計(jì)7.442KN//m內(nèi)隔墻底層自重4.2××0.2×11=99.24KKN/m水泥粉刷刷內(nèi)墻4..2×0..32×2=2..688KN/mm合計(jì)11.993KN/mm標(biāo)準(zhǔn)層自自重33.6×00.2×11=7.922KN/mm水水泥粉刷內(nèi)內(nèi)墻33.6×00.32×2=2.3304KNN/m合合計(jì)10..22KNN/m2.5.2活活荷載標(biāo)準(zhǔn)準(zhǔn)值計(jì)算(11)屋面和樓樓地面活荷荷載標(biāo)準(zhǔn)值值由《荷載載規(guī)范》查查得上人屋面2.0KKN/m2樓面走廊2.55KN/m2(2))雪荷載標(biāo)標(biāo)準(zhǔn)值Skk=1.00×0.335=0..35KN/mm屋面荷載載與雪荷載載不同時(shí)考考慮,兩者取大大值.(33)風(fēng)荷荷載標(biāo)準(zhǔn)值值基本風(fēng)壓壓：=0..40KNN/m地面粗糙糙度：C類體形系數(shù)數(shù)：因結(jié)構(gòu)高高度=17m＜30m，可可取=1..0，對(duì)于矩矩形平面==1.32.5.3豎豎向荷載下下框架受荷荷總圖計(jì)算算圖5.3.1板傳荷載載示意圖(1)Ａ～Ｂ軸軸間框架梁梁α1=2250/60000=00.3755①頂層恒載板傳荷載載KN/m梁自重5.115KN/m活載KN/mＡ～Ｂ軸間框架架梁的均布布荷載為屋面梁恒載=梁自重+板傳荷載載=55.15++11.222=166.37KN/mm活載=5..625KN/mm②標(biāo)準(zhǔn)層層恒載板傳荷載KN/m梁自重5.115KN/m活載KN//mＡ～Ｂ軸間框架架梁的均布布荷載為樓面梁恒載=梁自重+板傳荷載載=55.15++11.99=17..05KN/mm活載=5.6625KN/mm(2)Ｂ～Ｃ軸軸間框架梁梁①頂層層恒載板傳荷載KN/mm梁梁自重2..35KN/mm活載KN/mmＢ～ＣＣ軸間框架架梁的均布布荷載屋面梁梁恒載=梁自重+板傳荷載載=2..35+111.977=14..32KNN/m活載=6KN/mm②標(biāo)準(zhǔn)層恒載板傳荷載載KN/mm梁自自重22.35KN/mm活載KKN/m樓面梁梁恒載=梁自重+板傳荷載載=2..35+66.3544=8.77KN/mm活載=2.355KN/mm(3)Ｃ～Ｄ軸軸間框架梁梁α1=22250//60000=0.3375①頂層恒載板傳荷載KN//m梁自重5.115KN/m活載KN//mC～D軸間框架梁的均均布荷載為為屋面梁恒載=梁自重+板傳荷載載=55.15++11.222=166.37KN/mm活載=5.6625KN/mm②標(biāo)準(zhǔn)層層恒載板傳荷載KN/m梁自重5.115KN/m活載KN//mC～D軸間框架梁的均均布荷載為為樓面梁恒載=梁自重+板傳荷載載=55.15++11.99=17..05KN/mm活載=5.6625KN/mm(4)Ａ～Ｂ軸間間集中荷載載標(biāo)準(zhǔn)層層恒載=次梁自重+內(nèi)縱墻+內(nèi)隔墻+板傳荷載載=1164.77KN活載=板傳荷載=63..62KNN頂層恒載=次梁自重+板傳荷載載=772.622KN活載=板傳荷載=63..62KNN(5)Ａ軸縱向集集中荷載頂層柱柱：女兒墻墻自重（墻墻高8000，100厚混凝土土壓頂）KN頂層柱恒載=女兒墻自重+梁自重+板傳荷載載=3.006×6+（4.5++4.5）×3.999=99..16KNN活載=板傳荷載=4.5×4.55×2=40.66KN標(biāo)準(zhǔn)層柱恒載=墻自重+梁自重+板傳荷載載=KN活載=板傳荷載載=2×4.5×4..5=400.9KNN底層柱恒載=墻自重+梁自重+板傳荷載載=KN活載=板傳荷載=2×4..5×4..5=400.9KNN(6)B軸縱向集集中荷載頂層層柱恒載載＝梁自重重＋板傳荷荷載=KN活載=板傳荷載載=KN標(biāo)準(zhǔn)層柱恒載=墻自重+梁自重+板傳荷載載=KN活載=板傳荷載載=2×(4.5×4.5+4.5×3)=49..5KN底層柱恒載=墻自重+梁自重+板傳荷載載=KN活載=板傳荷載=2×(4.5××4.5++4.5××3)=49..5KN(7)Ｃ軸縱向集集中荷載頂頂層柱恒恒載＝梁自自重＋板傳傳荷載=KN活載=板傳荷載載=KN標(biāo)準(zhǔn)層柱恒載=墻自重+梁自重+板傳荷載=KN活載=板傳荷載載=2×(4.5××4.5++4.5××3)=49..5KN底層柱恒載=墻自重+梁自重+板傳荷載載=KNN活載=板傳荷載=2×(4.5××4.5++4.5××3)=49..5KN(8)D軸縱向集集中荷載頂層柱：女兒墻墻自重（墻墻高800，100厚混凝土土壓頂）KN天溝自重重:現(xiàn)澆天溝溝自重25×[[0.6++(0.22-0.008)]×0.008+(00.6+00.2.))×(0..5+0..36)==2.133KN頂層柱恒載載=女兒墻及及天溝自重重+梁自重+板傳荷載載=(3..06+22.13))×6+（4.5++4.5）×3.999=99..16KNN活載=板傳荷載=4.5×4.55×2=40.66KN標(biāo)準(zhǔn)層柱恒恒載=墻自重+梁自重+板傳荷載載=KKN活載=板傳荷載=2×44.5×44.5=440.9KKN底層柱恒載=墻自重+梁自重+板傳荷載載=KN活載=板傳荷載=2×44.5×44.5=440.9KKN豎向荷載載作用下框框架受荷載載總示意圖圖如圖5..3.2所所示2.5.4風(fēng)荷載標(biāo)標(biāo)準(zhǔn)值的計(jì)計(jì)算作用在屋面梁和和樓面梁節(jié)節(jié)點(diǎn)處的集集中風(fēng)荷載載標(biāo)準(zhǔn)值為了簡(jiǎn)化計(jì)算,,通常將計(jì)計(jì)算單元范范圍內(nèi)外墻墻面的分布布荷載,化為等量量作用于樓樓面的集中中風(fēng)荷載ωk=βzμsμzωo（hi+hj）B/22ωo－基本風(fēng)壓ωo=0.4KNN/mμz－風(fēng)壓高度變化化系數(shù),因建筑位位于唐山市市路北區(qū),所以地面面粗糙度為為C類μzz=1.0μs－風(fēng)荷載體形系系數(shù)H/B==17/115=1..02<44μs=1.3βz－風(fēng)振系數(shù),基基本自振周周期對(duì)于鋼鋼筋混凝土土框架結(jié)構(gòu)構(gòu)可用T1=0.088n(nn－建筑層層數(shù)大約0.566s>0..25s))應(yīng)考慮風(fēng)風(fēng)壓脈動(dòng)對(duì)對(duì)結(jié)構(gòu)順風(fēng)風(fēng)向風(fēng)振的影影響βz=1+ξυφz/μzξ=1.144υ=0.443hhi－下層柱柱高h(yuǎn)hj－上層柱柱高,對(duì)頂層為為女兒墻高高度的2倍BB－計(jì)算單單元迎風(fēng)面面寬度BB=15mm圖5.3.2豎向受荷荷總圖2.6結(jié)構(gòu)變形形驗(yàn)算屋面處荷載代表表值=結(jié)構(gòu)和構(gòu)構(gòu)配件自重重標(biāo)準(zhǔn)值+0.55×雪荷載標(biāo)標(biāo)準(zhǔn)值樓面處荷載代表表值=結(jié)構(gòu)和構(gòu)構(gòu)配件自重重標(biāo)準(zhǔn)值+0.55×樓面活荷荷載標(biāo)準(zhǔn)值值其中結(jié)構(gòu)和構(gòu)配配件自重取取樓面上下下各半層層層高范圍內(nèi)內(nèi)的構(gòu)配件件自重2.6.1重力力荷載代表表值的計(jì)算算(1)頂層重力荷荷載代表值值=11885.499KN=13889.499KN(2)標(biāo)準(zhǔn)層重力力荷載代表表值(3)底層層重力荷載載代表值=30048.885KN(4)屋頂雪荷載載標(biāo)準(zhǔn)值計(jì)計(jì)算(5)樓面面活荷載標(biāo)標(biāo)準(zhǔn)值計(jì)算算(6)總重重力荷載代代表值計(jì)算算屋面處屋面面處構(gòu)件和和構(gòu)件自重重+0.55×雪荷載標(biāo)標(biāo)準(zhǔn)值=88082..07+00.5×22111..88=99138..01KNN（設(shè)計(jì)值值為125666KN）樓面處樓面主結(jié)結(jié)構(gòu)和構(gòu)件件自重+0.55×活荷載標(biāo)標(biāo)準(zhǔn)值=88286..24+00.5×22111..8=99342..18KNN（設(shè)計(jì)值值為129000KN）2.6.2水平平地震作用用計(jì)算《建筑抗抗震設(shè)計(jì)規(guī)規(guī)范》規(guī)定定:高度不超超過(guò)40mm，以剪切切變形為主主且質(zhì)量和和剛度沿高高度分配較較均勻的結(jié)結(jié)構(gòu)，可采采用底部剪剪力法。本本建筑結(jié)構(gòu)構(gòu)基本符合合以上要求求，所以采采用底部剪剪力法。(1)框架柱抗側(cè)側(cè)剛度D和結(jié)構(gòu)基基本自振周周期計(jì)算a.橫向向抗側(cè)剛度度D的計(jì)算各層每每一柱D值見表6..2.1橫向2~4層D值表6.2..1名稱K=∑b/2iccac=K/(22+K)D=12accic/h2A軸2×1.0055×109/2×5.2208×1109=2.4330.54922060B軸2×（1.005×1109+1.8898×1109）/10.4416×109=3.30050.62325040C軸2×（1.005×1109+1.8898×1109）/10.4416×1109=3.30050.62325040D軸2×1.0055×1099/2×5.2208×1109=2.4332.4322060∑D=94200橫向底層D值表6.2..2名稱K=∑b/2iccac=K/(22+K)D=12accic/h2A軸2×1.0055×1099/0.677×5.2208×1109=3.62270.73316590B軸2×（1.005×1109+1.8898×1109）/2×0..67×109=4.93330.78417720C軸2×（1.005×1109+1.8898×1109）/2×0..67×1109=4.93330.78417720D軸2×1.0055×1099/0.677×5.2208×1109=3.62270.73316590∑D=68620橫向標(biāo)準(zhǔn)層D值值表6.2..3構(gòu)件名稱D值數(shù)量∑DA軸柱220609198500B軸柱250409225400C軸柱250409225400D軸柱220609198500∑D=8424000橫向底層D值表6.2..4構(gòu)件名稱D值數(shù)量∑DA軸柱165909149300B軸柱177209159500C軸柱177209159500D軸柱165909149300∑D=6176000b.結(jié)構(gòu)基本自自振周期采用假想頂點(diǎn)位位移法計(jì)算算基本自震震周期,非結(jié)構(gòu)槍槍影響折減減系數(shù)取0.6，用公式式，具體計(jì)計(jì)算見表66.2.55頂點(diǎn)位移法計(jì)算算結(jié)果表6.2..5層次Gi∑Gi(KN)∑D(KN/m)△ui(m)48082.0778082.0778424000.00980.112238286.24416368.3318424000.0019440.102628286.24424654.5558424000.02930.183218623.11133277.6666176000.05390.0539c.結(jié)構(gòu)變形驗(yàn)驗(yàn)算多遇水平地震作作用由于該工程所在在地區(qū)抗震震設(shè)防烈度度為8度，場(chǎng)地地土為Ⅱ類,設(shè)計(jì)地震震分組為第第一組,《抗震規(guī)規(guī)范》查得得：αmax=0.116Tgg=0.335sGeq==0.885×333277..66=282886.011KN由于0.11<T1<Tgα1=αmax=0..16不需考考慮頂部附附加水平地地震作用的的影響對(duì)于多質(zhì)點(diǎn)體系系,結(jié)構(gòu)底部部縱向水平平地震作用用標(biāo)準(zhǔn)值FEK=α1GGeq=0.166×282286.001=KNN質(zhì)點(diǎn)i的水平地地震標(biāo)準(zhǔn)值值,樓層地震震剪力及樓樓層層間的的位移的計(jì)計(jì)算過(guò)程如如下計(jì)算表表6.2..6層號(hào)Gi（KN）Hi（m）GiHi∑GiHiFi（KN）Vi（KN）∑D△ui（m）48082.07716.2130929..5356477..11662.31662.38424000.002038286.24412.6104406..6356477..11325.52987.88424000.003528286.244974576.22356477..1946.83934.68424000.004718623.1115.446564.88356477..14525.84525.86176000.0073樓層層最大位移移與樓層層層高之比△ui/hh=0.00073//5.4==1/7440<1//550滿足要求求圖6.2..1樓層水平平地震作用用標(biāo)準(zhǔn)值2.7各層剛重重比和剪重重比的計(jì)算算為了保保證結(jié)構(gòu)的的穩(wěn)定和安安全，需分分別進(jìn)行剛剛重比和剪剪重比驗(yàn)算算，具體數(shù)數(shù)值見下表表。各層剛剛重比和剪剪重比計(jì)算算表表7.1..1層號(hào)43.6842400303264001662.38082.077/126655239.640.20633.6842400303264002987.816368.221/255555118.670.18323.6842400303264003934.624654.555/38845578.860.16015.4617600333504004525.833277.666/51135564.940.136注：剛重比計(jì)算算用重力荷荷載設(shè)計(jì)值值，剪重比比計(jì)算用重重力荷載代代表值。剛剛重比均大大于20，不必考考慮重力二二階效應(yīng)；；各層剪重重比均大于0.16，滿足要要求。2.8地震作作用計(jì)算2.8.1框框架地震內(nèi)內(nèi)力的計(jì)算算AA軸框架柱柱反彎點(diǎn)位位置表8.1..1層號(hào)H(m)Ky0y1y2y3yyh43.62.430.420000.421.51233.62.430.470000.471.69223.62.430.500000.501.815.43.6270.550000.552.97B軸框架柱反彎點(diǎn)點(diǎn)位置表8.1..2層號(hào)H(m)Ky0y1y2y3yyh43.63.3050.450000.451.6233.63.3050.50000.51.823.63.3050.50000.51.815.44.9330.550000.552.97C軸框架柱反彎點(diǎn)點(diǎn)位置表8.1..3層號(hào)H(m)Ky0y1y2y3yyh43.63.3050.450000.451.6233.63.3050.50000.51.823.63.3050.50000.51.815.44.9330.550000.552.97D軸框架柱反彎點(diǎn)點(diǎn)位置表8.1..4層號(hào)H(m)Ky0y1y2y3yyh43.62.430.420000.421.51233.62.430.470000.471.69223.62.430.500000.501.815.43.6270.550000.552.97橫向水平地震荷荷載作用下下A柱剪力與與柱端彎矩矩的計(jì)算表8.1..5層號(hào)Vi(KN)∑DDimDim/∑DVi(KN)yhi(m)Mc上(KN*m)Mc下(KN*m)41662.3842400220600.02643.221.51290.2465.3532987.8842400220600.02677.681.692148.21131.4323934.6842400220600.026102.301.8184.14184.1414525.8617600165900.027122.202.97296.95362.93橫向水平地震荷荷載作用下下B柱剪力與與柱端彎矩矩的計(jì)算表8.1..6層號(hào)Vi(KN)∑DDimDim/∑DVi(KN)yhi(m)Mc上(KN*m)Mc下(KN*m)41662.3842400250400.03049.871.6298.7480.7932987.8842400250400.03089.631.8161.33161.3323934.6842400250400.030118.041.8212.47212.4714525.8617600177200.029131.252.31318.93389.81橫向水平地震荷荷載作用下下C柱剪力與與柱端彎矩矩的計(jì)算表8.1..7層號(hào)Vi(KN)∑DDimDim/∑DVi(KN)yhi(m)Mc上(KN*m)Mc下(KN*m)41662.3842400250400.03049.871.6298.7480.7932987.8842400250400.03089.631.8161.33161.3323934.6842400250400.030118.041.8212.47212.4714525.8617600177200.029131.252.31318.93389.81橫向水平地震荷荷載作用下下D柱剪力與與柱端彎矩矩的計(jì)算表8.1..8層號(hào)Vi(KN)∑DDimDim/∑DVi(KN)yhi(m)Mc上(KN*m)Mc下(KN*m)41662.3842400220600.02643.221.51290.2465.3532987.8842400220600.02677.681.692148.21131.4323934.6842400220600.026102.301.8184.14184.1414525.8617600165900.027122.202.97296.95362.93圖8.1.1橫向水平平地震作用用下M圖(KN/mm)圖8.1..2橫向水平平地震作用用下V圖(KN)圖88.1.33橫向水平平地震作用用下N圖(KN)2.9風(fēng)荷載計(jì)計(jì)算作用在屋面梁和和樓面梁節(jié)節(jié)點(diǎn)處的集集中風(fēng)荷載載標(biāo)準(zhǔn)值計(jì)計(jì)算：為了簡(jiǎn)化計(jì)算，通通常將計(jì)算算單元范圍圍外墻面的的分布風(fēng)荷荷載，化為為等量的作作用于樓面面的集中風(fēng)風(fēng)荷載，計(jì)計(jì)算公式如如下：式中：基本風(fēng)壓壓，=0..4KN//m風(fēng)壓高度度變化系數(shù)數(shù),地面粗糙糙度為C類,查《荷載載規(guī)范》風(fēng)荷載體體型系數(shù),本建筑取取為1.3因高度H=15..8m＜30m,取=10下層柱高高上層柱高,對(duì)頂層為為女兒墻高高度的2倍BB計(jì)算單元元迎風(fēng)面寬寬度,B=155m計(jì)算過(guò)程見下表表：各層樓面面處集中風(fēng)風(fēng)荷載標(biāo)準(zhǔn)準(zhǔn)值表9.1..1離地高度μzβzμsωohihjωk16.20.741.01.30.43.61.815.5812.60.741.01.30.43.63.620.7890.741.01.30.43.63.620.785.40.741.01.30.43.63.622.51由計(jì)算列得下風(fēng)荷載載作用下A軸柱剪力力和柱端M表9.1..2層號(hào)MC上（KN/m）MC下（KN/m）415.580.1903.531.5127.375.34336.360.196.911.69213.1811.69257.140.1910.861.819.5519.55179.650.19515.532.9737.7446.12風(fēng)荷載作作用下B軸柱剪力力和柱端M表9.1..3層號(hào)MC上（KN/m）MC下（KN/m）415.580.2153.351.626.635.43336.360.2157.821.814.0814.08257.140.21512.291.822.1222.12179.650.20816.572.3151.2038.27風(fēng)荷載作作用下C軸柱剪力力和柱端M表9.1..4層號(hào)MC上（KN/m）MC下（KN/m）415.580.2153.351.626.635.43336.360.2157.821.814.0814.08257.140.21512.291.822.1222.12179.650.20816.572.3151.2038.27風(fēng)荷載作作用下D軸剪力和和柱端M表9.1..5層號(hào)MC上（KN/m）MC下（KN/m）415.580.1903.531.5127.375.34336.360.196.911.69213.1811.69257.140.1910.861.819.5519.55179.650.19515.532.9737.7446.12圖9.1.1風(fēng)荷載M圖(KN/mm)圖9.1..2風(fēng)荷載V圖圖9.1..3風(fēng)荷載N圖2.10重力荷荷載標(biāo)準(zhǔn)值值及其產(chǎn)生生的彎矩的的計(jì)算2.10.1重重力荷載標(biāo)標(biāo)準(zhǔn)值的計(jì)計(jì)算(1)作用于屋屋面處均布布重力荷載載標(biāo)準(zhǔn)值計(jì)計(jì)算10.1.2作用于樓樓面處均布布重力荷載載標(biāo)準(zhǔn)值2.10.2重重力荷載引引起的彎矩矩的計(jì)算(2)由均布荷載載標(biāo)準(zhǔn)值在在屋面處引引起的固端端彎矩10.2.2由由均布荷載載標(biāo)準(zhǔn)值在在樓面處引引起的固端端彎矩2.10.3活活荷載標(biāo)準(zhǔn)準(zhǔn)值及其產(chǎn)產(chǎn)生彎矩的的計(jì)算(1)作用于屋頂頂處的活荷荷載標(biāo)準(zhǔn)值值(2)作用于樓板板處的活荷荷載標(biāo)準(zhǔn)值值(3)由活荷載標(biāo)標(biāo)準(zhǔn)值在屋屋面處引起起的固端彎彎矩2.10.4用用彎矩二次次分配法對(duì)對(duì)固端彎矩矩進(jìn)行調(diào)整整用彎矩分分配法求解解重力荷載載代表值下下的彎矩,首先將各各節(jié)點(diǎn)的分分配系數(shù)填填在相應(yīng)的的方框內(nèi),將梁的固固端彎矩填填寫在框架架的橫梁相相應(yīng)的位置置,然后將節(jié)節(jié)點(diǎn)放松,把各節(jié)點(diǎn)點(diǎn)不平衡彎彎矩同時(shí)進(jìn)進(jìn)行分配。假假定遠(yuǎn)端固固定進(jìn)行傳傳遞（不向向滑動(dòng)端傳傳遞）：右右（左）梁梁分配彎矩矩向左（右右）梁傳遞遞；上（下下）柱分配配彎矩向下下（上）傳傳遞。具體體的將不平平衡彎矩分分配兩次，將將分配彎矩矩傳遞一次次，具體計(jì)計(jì)算見表110.4..1及10.4..2.由梁的兩端彎矩矩和梁實(shí)際際受的荷載載(板傳來(lái)的的梯形荷載載、梁自重重)可求出梁梁跨中的最最大彎矩，利利用結(jié)構(gòu)力力學(xué)求解器器求解。彎彎矩二次分分配和求解解器求解后后得出的兩兩端彎矩和和跨中最大大彎矩如圖圖10.4..3和圖10.4..4所示。恒載產(chǎn)生彎矩二二次分配表表表8.4..1接圖10.4.1活載產(chǎn)生彎矩二二次分配表表表10.4..2接圖10.4..2圖10.4..3恒載作用用下M圖(KN*mm)圖10.4..4活載作用用下M圖(KN*mm)恒載作用下柱端端V值表10.4..1AB跨BC跨CD跨446.88-51.3712.5-12.551.37-46.88350.1-52.1213.04-13.0452.12-50.10250.07-52.2313.04-13.0452.23-50.07149.77-52.5313.04-13.0452.23-49.77活載作用下柱端端V值表10.4..2AB跨BC跨CD跨415.65-18.14.5-4.518.1-15.65316.30-17.454.5-4.517.45-16.30216.19-17.564.5-4.517.56-16.19115.9-17.854.5-4.517.85-15.92.10.5內(nèi)內(nèi)力組合表表(1)為梁內(nèi)力組組合,表10.5..2為柱內(nèi)內(nèi)力組合恒荷載活荷載重力代表值左風(fēng)右風(fēng)左地震右地震1.35×恒++1.4××0.7×活1.2×恒+11.4×左風(fēng)+1..4×0.9×活載1.2×恒+11.4×右風(fēng)+1..4×0.9×活載Ａ右Ｍ-17.200-5.72-20.0667.37-7.3790.24-90.24-28.83-17.553-38.117Ｖ47.3415.955.29-2.04-2.04-27.1427.1479.4973.99973.99最大MＭ66.0124.2278.12112..854層Ｂ左Ｍ27.9211.5833.714.87-4.8772.57-72.5749.0454.99141.28Ｖ-50.91-17.85-18.199-2.042.04-27.1427.14-86.22-86.444-80.773Ｂ右Ｍ-14.17-8.03-18.18551.76-1.7626.17-26.17-27.00-24.666-29.559Ｖ12.54.514.75-1.171.17-17.4517.4521.2919.00322.31最大MＭ-2.55-3.53-4.315-6.90Ｃ左Ｍ14.178.0318.1851.76-1.7626.17-26.1727.0029.55924.66Ｖ-12.5-4.5-14.75-1.171.17-17.4517.45-21.29-22.331-19.003Ｃ右Ｍ-27.92-11.58-33.71-4.874.8772.57-72.57-49.04-54.991-41.228Ｖ50.9117.8559.835-2.042.04-27.1427.1486.2280.77386.44最大MＭ66.0124.2278.12112..85Ｄ左Ｍ17.25.7220.067.37-7.3790.24-90.2428.8338.11717.53Ｖ-47.34-15.9-55.29-2.042.04-27.1427.14-79.49-79.770-73.999Ａ右Ｍ-27.78-8.89-13.8918.52-18.52213.56-213.566-46.22-18.661-70.447Ｖ50.3716.3558.545-5.475.47-65.2565.2584.0273.33988.70最大MＭ62.1122.373.26105..70Ｂ左Ｍ32.4512.0338.46514.34-14.34177.96-177.96655.6074.11734.02Ｖ-51.93-17.4-60.63-5.475.47-65.2565.25-87.16-91.990-76.558Ｂ右Ｍ-9.23-5.91-12.18555.17-5.1764.16-64.16-18.25-11.228-25.776Ｖ13.044.515.29-3.543.54-42.7742.7722.0116.33626.273層最大MＭ2.93-1.142.362.84Ｃ左Ｍ9.235.9112.1855.17-5.1764.16-64.1618.2525.77611.28Ｖ-13.04-4.5-15.29-3.543.54-42.7742.77-22.01-26.227-16.336Ｃ右Ｍ-32.45-12.03-38.465514.34-14.34177.96-177.966-55.60-34.002-74.117Ｖ51.9317.460.63-5.475.47-65.2565.2587.1676.55891.90最大MＭ62.1122.373.26105..70Ｄ左Ｍ27.788.8932.22514.34-14.34213.56-213.56646.2264.66124.46Ｖ-50.37-16.35-58.5455-5.475.47-65.2565.25-84.02-88.770-73.339Ａ右Ｍ-27.46-8.74-31.8331.24-31.24315.57-315.577-45.64-0.23-87.770Ｖ50.2916.3458.46-9.639.63-98.3998.3983.9067.44594.42最大MＭ62.222.4173.405105..93Ｂ左Ｍ32.6511.9638.6326.53-26.53274.74-274.74455.8091.33917.11Ｖ-52.02-17.41-60.7255-9.639.63-98.3998.39-87.29-97.884-70.888Ｂ右Ｍ-9.16-5.93-12.12559.57-9.5799.06-99.06-18.18-5.07-31.886Ｖ13.044.515.29-6.386.38-66.0466.0422.0112.33930.252層最大MＭ3-1.432.2852.65Ｃ左Ｍ9.165.9312.1259.57-9.5799.06-99.0618.1831.8865.07Ｖ-13.04-4.5-15.29-6.386.38-66.0466.04-22.01-30.225-12.339Ｃ右Ｍ-32.56-11.96-38.5426.53-26.53274.74-274.744-55.80-17.000-91.228Ｖ52.0217.4160.725-9.639.63-98.3998.3987.2970.88897.84最大MＭ62.222.4173.405105..93Ｄ左Ｍ27.468.7431.8331.24-31.24315.57-315.57745.6487.7700.23Ｖ-50.29-16.34-58.46-9.639.63-98.3998.39-83.90-94.442-67.445Ａ右Ｍ-23.08-7.3-26.7357.29-57.29481.09-481.099-38.3143.331-117.110Ｖ50.0416.2158.145-18.5318.53-145.288145.2883.4454.553106.41最大MＭ65.9123.4977.655112..00Ｂ左Ｍ29.7211.335.3753.89-53.89390.58-390.58851.20125.335-25.554Ｖ-52.26-17.54-61.03-18.5318.53-145.288145.28-87.74-110.775-58.887Ｂ右Ｍ-10.41-6.25-13.535519.43-19.43140.28-140.288-20.186.84-47.557Ｖ13.044.515.29-12.9512.95-93.8893.8822.013.1939.451層最大MＭ1.75-1.750.8750.65Ｃ左Ｍ10.416.2513.53519.43-19.43140.82-140.82220.1847.557-6.884Ｖ-13.04-4.5-15.29-12.9512.95-93.8893.88-22.01-39.445-3.119Ｃ右Ｍ-29.72-11.3-35.3753.89-53.89390.58-390.588-51.2025.554-125.335Ｖ52.2617.5461.03-18.5318.53-145.288145.2887.7458.887110.75最大MＭ65.9123.4977.655112..00Ｄ左Ｍ23.087.326.7357.29-57.29481.09-481.09938.31117.110-43.331Ｖ-50.04-16.21-58.1455-18.5318.53-145.288145.28-83.44-106.441-54.553接上表恒荷載活荷載重力代表值左風(fēng)右風(fēng)左地震右地震1.2SQE++1.3左左震1.2SQE++1.3右右震1.2×恒+11.4×活+1.44×0.9×左風(fēng)1.2×恒+11.4×活+1.44×0.9×右風(fēng)Ａ右Ｍ-17.20-5.72-20.067.37-7.3790.24-90.293.244-141.338-19.366-37.993Ｖ47.3415.955.29-2.04-2.04-27.1427.1431.077101.66376.50076.550最大MＭ66.0124.2278.124層Ｂ左Ｍ27.9211.5833.714.87-4.8772.57-72.6134.799-53.88955.85543.558Ｖ-50.91-17.85-18.19-2.042.04-27.1427.14-57.10013.446-88.655-83.551Ｂ右Ｍ-14.17-8.03-18.18551.76-1.7626.17-26.212.200-55.884-26.033-30.446Ｖ12.54.514.75-1.171.17-17.4517.45-4.99940.33919.83322.777最大MＭ-2.55-3.53-4.315Ｃ左Ｍ14.178.0318.1851.76-1.7626.17-26.255.844-12.22030.46626.003Ｖ-12.5-4.5-14.75-1.171.17-17.4517.45-40.3994.999-22.777-19.883Ｃ右Ｍ-27.92-11.58-33.71-4.874.8772.57-72.653.899-134.779-55.855-43.558Ｖ50.9117.8559.835-2.042.04-27.1427.1436.522107.00883.51188.665最大MＭ66.0124.2278.12Ｄ左Ｍ17.25.7220.067.37-7.3790.24-90.2141.388-93.22437.93319.336Ｖ-47.34-15.9-55.29-2.042.04-27.1427.14-101.633-31.007-81.644-76.550Ａ右Ｍ-27.78-8.89-13.8918.52-18.5213.56-214260.966-294.330-22.455-69.112Ｖ50.3716.3558.545-5.475.47-65.2565.25-14.577155.00876.44490.223最大MＭ62.1122.373.26Ｂ左Ｍ32.4512.0338.46514.34-14.3177.96-178277.511-185.11973.85537.771Ｖ-51.93-17.4-60.63-5.475.47-65.2565.25-157.58812.007-93.577-79.778Ｂ右Ｍ-9.23-5.91-12.18555.17-5.1764.16-64.268.799-98.003-12.844-25.886Ｖ13.044.515.29-3.543.54-42.7742.77-37.25573.99517.49926.4413層最大MＭ2.93-1.142.36Ｃ左Ｍ9.235.9112.1855.17-5.1764.16-64.298.033-68.79925.8612.884Ｖ-13.04-4.5-15.29-3.543.54-42.7742.77-73.95537.225-26.411-17.449Ｃ右Ｍ-32.45-12.03-38.465514.34-14.3177.96-178185.199-277.551-37.711-73.885Ｖ51.9317.460.63-5.475.47-65.2565.25-12.077157.55879.78893.557最大MＭ62.1122.373.26Ｄ左Ｍ27.788.8932.22514.34-14.3213.56-214316.300-238.99663.85527.771Ｖ-50.37-16.35-58.5455-5.475.47-65.2565.25-155.08814.557-90.233-76.444Ａ右Ｍ-27.46-8.74-31.8331.24-31.2315.57-316372.055-448.444-5.833-84.555Ｖ50.2916.3458.46-9.639.63-98.3998.39-57.766198.00671.09995.336最大MＭ62.222.4173.405Ｂ左Ｍ32.6511.9638.6326.53-26.5274.74-275403.522-310.88189.35522.550Ｖ-52.02-17.41-60.7255-9.639.63-98.3998.39-200.78855.004-98.933-74.666Ｂ右Ｍ-9.16-5.93-12.12559.57-9.5799.06-99.1114.233-143.333-7.244-31.335Ｖ13.044.515.29-6.386.38-66.0466.04-67.500104.22013.91129.9992層最大MＭ3-1.432.285Ｃ左Ｍ9.165.9312.1259.57-9.5799.06-99.1143.333-114.22331.3557.224Ｖ-13.04-4.5-15.29-6.386.38-66.0466.04-104.20067.550-29.999-13.991Ｃ右Ｍ-32.56-11.96-38.5426.53-26.5274.74-275310.911-403.441-22.399-89.224Ｖ52.0217.4160.725-9.639.63-98.3998.39-55.044200.77874.66698.993最大MＭ62.222.4173.405Ｄ左Ｍ27.468.7431.8331.24-31.2315.57-316448.444-372.00584.5555.883Ｖ-50.29-16.34-58.46-9.639.63-98.3998.39-198.06657.776-95.366-71.009Ａ右Ｍ-23.08-7.3-26.7357.29-57.3481.09-481593.344-657.44934.277-110.110Ｖ50.0416.2158.145-18.5318.53-145.3145.3-119.099258.66459.399106.009最大MＭ65.9123.4977.655Ｂ左Ｍ29.7211.335.3753.89-53.9390.58-391550.200-465.331119.399-16.442Ｖ-52.26-17.54-61.03-18.5318.53-145.3145.3-262.100115.663-110.622-63.992Ｂ右Ｍ-10.41-6.25-13.535519.43-19.4140.28-140166.122-198.6613.244-45.772Ｖ13.044.515.29-12.9512.95-93.8893.88-103.700140.3395.63338.2271層最大MＭ1.75-1.750.875Ｃ左Ｍ10.416.2513.53519.43-19.4140.82-141199.311-166.88245.722-3.224Ｖ-13.04-4.5-15.29-12.9512.95-93.8893.88-140.399103.770-38.277-5.663Ｃ右Ｍ-29.72-11.3-35.3753.89-53.9390.58-391465.311-550.22016.422-119.339Ｖ52.2617.5461.03-18.5318.53-145.3145.3-115.633262.11063.922110.62最大MＭ65.9123.4977.655Ｄ左Ｍ23.087.326.7357.29-57.3481.09-481657.499-593.334110.100-34.277Ｖ-50.04-16.21-58.1455-18.5318.53-145.3145.3-258.644119.009-106.099-59.39柱內(nèi)力組合表表8.5..2恒載活載左風(fēng)右風(fēng)左地震右地震1.3*恒+11.4*00.7*活活1.2*恒+00.9*11.4*(活+風(fēng))1.2*(恒++活*0.55)+1..3*地震震上端M21.57.14-7.377.37-90.2490.2434..9544..08147.3966N146.0456.15-2.042.04-27.1427.14244..88248..57244.22A柱下端M18.045.825-5.345.34-65.3565.3529..1635..72110.0988N169.7656.15-2.042.04-27.1427.14275..72277..03272.6844V10.983.63.53-3.5343.22-43.2217..8022.1598871.522上端M-16.99-4.43-6.636.63-98.7498.74-26..43-34.32336-151.4008N208.9772.1-2.042.04-9.699.69342..32344..18306.6211B柱下端M-14.61-3.93-5.345.34-80.7980.79-22..84-29.21222-124.9117N232.6972.1-2.042.04-9.699.69373..16372..64335.08554層V-8.78-2.323.35-3.3549.87-49.87-13..69-17..68-76.7599上端M16.994.43-6.636.63-98.7498.7426..4334..32151.4088N208.9772.1-1.171.17-9.699.69342..32343..08306.6211C柱下端M14.613.93-5.435.43-80.7980.7922..8429..33124.9177N232.6972.1-1.171.17-9.699.69373..16371..55335.0855V8.782.323.35-3.3549.87-49.8713..6917.6802276.759上端M-21.5-7.14-7.377.37-90.2490.24-34..95-44.08226-147.3996N146.0456.15-2.042.04-27.1427.14244..88248..57244.22D柱下端M-18.04-5.825-5.345.34-65.3565.35-29..16-22..2659.812N169.7656.15-2.042.04-27.1427.14275..72277..03272.6844V-10.98-3.63.53-3.5343.22-43.22-17..80-22..16-71.5222上端M16.685.28-13.1813.18-148.211148.2126..86