學(xué)士某臨街商住樓結(jié)構(gòu)計(jì)算書

襄樊學(xué)院建筑工程技術(shù)專業(yè)畢業(yè)設(shè)計(jì)（論文）PAGEV題目：某臨街商住樓學(xué)號(hào)：04276137專業(yè)：工業(yè)與民用建筑姓名：馬超指導(dǎo)教師：陳鵬襄樊學(xué)院土木工程系摘要本設(shè)計(jì)項(xiàng)目是商住兩用型七層樓，底層為商場(chǎng)而上面各層為居住區(qū)，底層跨度大所以選用現(xiàn)澆框架結(jié)構(gòu)。使整個(gè)結(jié)構(gòu)的布置就有很大的靈活性，并且滿足居住的要求和各功能房間的布置要求。在設(shè)計(jì)中居住區(qū)的出入口與商場(chǎng)的出入口分隔開避免了商場(chǎng)和居住人口流動(dòng)而引起的人流高峰。整個(gè)商場(chǎng)呈長(zhǎng)方形，布置玻璃幕墻，達(dá)到美觀，住宅一半為兩室三廳一半為兩室兩廳，都為標(biāo)準(zhǔn)戶型，隔墻采用混凝加氣砌塊。AbstractThisdesignprojectisbusinesslivesthedualpurposesevenbuildings,thefirstfloorforthemarketbutaboveeachisthecommunity,thefirstfloorspanGreatlythereforeselects現(xiàn)澆theportalframeconstructioin.Enabletheentirestructurethearrangementtohavetheverybigflexibility,andsatisfiesthehousingtherequestandvariousfunctionsroomarrangementrequest.Thecommunityaccessandthemarketaccessdividedinthedesignseparateshasavoidedthestreamofpeoplepeakwhichthemarketandthehousingpopulationflowedcauses.Theentiremarketassumestherectangle,thearrangementglasscurtainwall,achievesartisticly,thehousingonehalfisthetworoomthreehallsonehalfisthetworoomtwohalls,allforthestandardhousehold,thepartitionwallusesthecoagulationairentrainmentartificialbrick.目錄第一章：建筑設(shè)計(jì)……………（1）1.1設(shè)計(jì)資料……………（1）第二章：結(jié)構(gòu)選型及布置………………（2）2.1結(jié)構(gòu)選型原則………………（2）2.2結(jié)構(gòu)選型………………（2）2.3計(jì)算簡(jiǎn)圖………………（2）第三章：第三軸橫向框架計(jì)算（3）3.1柱截面尺寸計(jì)算……………….（3）3.2計(jì)算各梁柱的線剛度……（3）3.3荷載計(jì)算…………………..（4）3.4活荷載對(duì)框架結(jié)構(gòu)的作用力………………（6）3.5風(fēng)荷載計(jì)算……（7）第四章：內(nèi)力計(jì)算……………………..（7）4.1恒荷載作用下內(nèi)力計(jì)算（7）4.2樓面框架計(jì)算……………（15）4.3活荷載作用下的內(nèi)力計(jì)算……………（16）4.4風(fēng)荷載作用下的框架內(nèi)力計(jì)算………………….（28）第五章內(nèi)力組合……………（34）結(jié)束語(yǔ)···························（36）致謝···························（37）參考文獻(xiàn)···························（38）襄樊學(xué)院建筑工程技術(shù)專業(yè)畢業(yè)設(shè)計(jì)（論文）第47頁(yè)第一章建筑設(shè)計(jì)設(shè)計(jì)資料1．1．1標(biāo)高±0.000相對(duì)于絕對(duì)標(biāo)高4.40米，室內(nèi)外高差0.6米。1．1．2墻身做法墻身為普通機(jī)制磚填充墻，用M5H混合沙漿砌筑。內(nèi)墻粉刷為混合沙漿底紙灰面，厚20㎜，“803”內(nèi)墻涂料兩度。外粉刷為1：3水泥沙漿底。厚20㎜，陶瓷磚貼面。1．1．3屋面做法：屋面自下而上，隔熱架空層1300×400×400，預(yù)制鋼筋混凝土平板，漿砌120×120磚墩，縱橫間距400㎜做防水層，水泥沙漿找平層20㎜厚。水泥珍珠巖找平坡平均厚度為60㎜，現(xiàn)澆樓板平均厚度為150㎜，墻面刮彷瓷涂料。1．1．4樓面做法：600×600拋光地面磚（10㎜厚度層，20㎜厚水泥沙漿打底），現(xiàn)澆樓板厚度為150㎜，15㎜厚混合沙漿頂棚粉刷層，表面仿瓷涂料。1．1．5門窗做法：門廳處為鋁合金門窗，其余為木門，鋼門1．1．6基本風(fēng)壓0.35KN/㎡，基本雪壓0.35KN/㎡，1．1．7荷載值屋面荷載1.5KN/㎡，樓面活荷載標(biāo)準(zhǔn)值2.0KN/㎡第二章結(jié)構(gòu)選型及布置2.1結(jié)構(gòu)選型的原則歸納起來有以下幾個(gè)方面：滿足功能要求；符合力學(xué)原理；注意美觀；便于施工；考慮經(jīng)濟(jì)。2．2結(jié)構(gòu)選型該設(shè)計(jì)項(xiàng)目是商住兩用型七層樓，結(jié)構(gòu)特點(diǎn)是底層空間的跨度大而二層及以上各層有要滿足住宅樓的空間要求。該項(xiàng)目適合用現(xiàn)澆框架結(jié)構(gòu)框架結(jié)構(gòu)體系由梁和柱組成，平面布置靈活，易于滿足建筑物設(shè)置大房間的要求，在工業(yè)和民用建筑中應(yīng)用廣泛；框架結(jié)構(gòu)體系的側(cè)向剛度小；現(xiàn)澆框架結(jié)構(gòu)的整體性和抗震性能都較好，適合于6~15層的多層和高層建筑結(jié)構(gòu)。2．3計(jì)算簡(jiǎn)圖第三章第三軸橫向框架計(jì)算3.1柱截面面尺寸計(jì)算算梁跨度大者為ll=6.66M，取h=(11/8-11/12))l=8225--5550㎜,初選h=5550㎜,則b=(11/2—1/3))h=2775--1183㎜,初選b=2550㎜；因此此對(duì)6.6M跨框架梁梁初定截面面b×h==250××550，（同理理可初定4.8M跨b×h==250××400）。柱截面尺寸均取取400××400mmm取其中陰陰影部分即即3軸進(jìn)行計(jì)計(jì)算。3.2計(jì)算算各梁柱的的線剛度AB跨ī=2EC×1//12bhh3/L=22EC×11/12××0.255×0.5553÷6.66=10..5×100-4ECCBC跨ī=2EC×1//12bhh3/L=22EC×11/12××0.255×0.443÷4.88=5.556×100-4ECC底層柱ī=ECC×1/112bh33/L=22EC×11/12××0.4××0.433÷4.22=5.008×100-4ECC上部各層柱ī==EC×11/12bbh3/L=22EC×11/12××0.255×0.5553÷3.00=7.11×10--4E此圖為線剛度計(jì)計(jì)算簡(jiǎn)圖，其其中數(shù)字為為線剛度，單單位10-44EC3.3荷載計(jì)算算1、恒荷載的計(jì)算算1.1、屋屋面框架梁梁線荷載標(biāo)標(biāo)準(zhǔn)值20㎜厚1：2水泥沙漿找平00.02××20==0.4KKN/㎡100~1400㎜厚（1%）0.884KN//㎡150㎜厚現(xiàn)澆澆鋼筋混凝凝土樓板0..15×25=33.75KKN/㎡15㎜厚紙筋石灰抹抹底0.0015××16=00.24KKN/㎡屋面恒荷載55.23KN/㎡AB垮框架梁自重0.225×0..425==2.5KN/㎡梁側(cè)粉刷22×（0.4--0.155）×0.002×177=0.117KNN/㎡總計(jì)2.667KN//㎡BC跨框架梁自重00.25××0.555×25==3.4338KNN/㎡梁側(cè)粉刷2×（0.555-0.115）×0.002×177=0.2272KKN/㎡總計(jì)3.711KN//m因此，作用在頂頂層框架梁梁上的線荷荷載為g7AB11=2.667KNN/mg7AAB2=330.600KN//mg7BC1=3..7KNN/mg7BC2=4.552KNN/m1.2、樓面框架梁線荷荷載標(biāo)準(zhǔn)值值25㎜厚1：2水泥沙漿找平0.0025×220=0..5KNN/㎡150㎜㎜厚現(xiàn)澆鋼鋼筋混凝土土樓板0..15×25=33.75KKN/㎡15㎜厚厚紙筋石灰灰抹底0.0015××16=00.24KKN/㎡樓面恒荷荷載44.49KN/㎡AB梁及及其粉刷2.667KNN/mBC梁及及其粉刷3.771KNN/mAB填充充墻自重00.24××（3-0..5）×19==11.44KN//m墻面粉刷刷（3-0..5）×0.002×2××17=11.7總計(jì)113.1KN/mmBC填充墻自自重0..24×（3-0..5）×19==11.44KN//m墻面粉刷刷（3-0..5）×0.002×2××17=11.7總計(jì)13.11KN//m因此，作用在中中間層框架架上的線荷荷載為：gAB1=2.667+133.1=115.777KN//mgAAB2=44.49××5.855=26..27KKN/mgBQ1=33.71++13.11=16..81KKN/mgBCC2=4..49×66.6=229.633KN//m1.3、屋面框架節(jié)點(diǎn)集集中荷載標(biāo)標(biāo)準(zhǔn)值A(chǔ)軸柱連系梁自重重0.225×0..4×5..85×225=144.63KN粉刷0..02×（0.4--0.155）×2×55.85××17=00.95KN1.2米高女兒兒墻自重11.2×55.85××0.244×19==32.001KNN粉刷1..2×0..02×22×5.885×177=4.771KNN連系梁傳來的屋屋面自重0.55×5.885×0..5×4..8×5..23=336.711KNAA軸屋面節(jié)節(jié)點(diǎn)集中荷荷載G7AK=889.011KNC軸柱連系系梁自重0..25×00.55××6.6××25=222.699KN粉刷0..02×（0.555-0.115）×2×66.6×117=1..80KKN11.2米高女兒兒墻自重1..2×6..6×0..24×119=366.11KN粉刷11.2×00.02××2×5..85×117=4..71KKN連系系梁傳來的的屋面自重重00.5×66.6×00.5×66.6×55.23==56.996KNNC軸屋面節(jié)節(jié)點(diǎn)集中荷荷載G7CKK=1177.56KNB軸柱連系系梁自重0.255×0.445×6..6×255=18..56KKN粉刷0..02×（0.455-0.115）×2×66.6×117=1..35KKN連系梁傳來的屋屋面自重0..5×（6.6++6.6--4.8）×2.44×5.223=277.46KN0..5×6..6×3..3×5..23=333.666KNB軸屋面節(jié)點(diǎn)集中中荷載G7BKK=81..03KKN樓面框架節(jié)點(diǎn)集集中荷載標(biāo)標(biāo)準(zhǔn)值A(chǔ)軸柱連系梁自重重12..75KKN粉粉刷1..12KKNA軸柱窗自重1.8××1.5××0.455=1.222KNN窗下墻體自重0.244×0.99×2.44×19==9.855KN粉刷2×00.02××0.9××2.4××17=11.47KN窗邊墻體自自重00.6×（3.0--1.2）×0.224×199=4.992KNN0.66×（3.0--1.5）×0.224×199=4.110KNN粉刷0..6×（3.0--1.2）×2×00.02××17=00.73KN0..6×（3.0--1.5）×2×00.02××17=00.61KN框架柱自重0.44×0.44×3.00×25==12KKN粉刷0.88×0.002×3..0×177=0.882KNN連系梁傳來的樓樓面自重00.5×55.1×00.5×55.1×44.49==29.220KNNA軸樓面框架節(jié)點(diǎn)點(diǎn)集中荷載載標(biāo)準(zhǔn)值GAK=766.69KNC柱窗自重1.55×1.55×0.445=1..01KKN窗下墻體自重0.244×0.99×3.00×19==12.331KNN粉刷刷2××0.022×0.99×3.00×17==1.844KN窗邊墻體自重1.5×（3.0--1.5）×0.224×199=10..26KKN粉刷刷1.5×（3.0--1.5）×2×00.02××17=11.53KN門重22.42..40.445=2..59KKN門邊墻體自重0.6×（3.0--0.3）×0.224×199=7.339KNN粉刷0..6×（3.0--0.3）×0.002×2××17=11.10KN框架柱自重00.4×00.4×33.0×225=122KN粉刷0..8×0..02×33.0×117=0..82KKN連系系梁傳來的的屋面自重重0.5××6.6××0.5××6.6××4.499=48..90KKNC軸樓面框架節(jié)點(diǎn)點(diǎn)集中荷載載標(biāo)準(zhǔn)值GCCK=1224.244KNB軸柱連系梁自重重18.556KNN粉刷1.355KN內(nèi)墻自重3.0××（3.0--0.4）×0.224×199=35..57KKN粉刷33.0×（3.0--0.4）×0.002×2××17=55.30KN扣除門洞重加上上門重-（2.11×0.99+2.00×0.77）[（0.244×19++0.022×2×117）-0.22]=-166.58KN框架柱自重12KN粉刷0.882×2==1.644KN連系梁傳來的屋屋面自重00.5×（6.6++6.6--4.8）×1.225×4..49=223.577KN0.55×6.66×1.995×4..49=228.899KNB軸樓面框架節(jié)點(diǎn)點(diǎn)集中荷載載標(biāo)準(zhǔn)值GBKK=1100.3KKN3.4．活荷載載對(duì)框架結(jié)結(jié)構(gòu)的作用用力P7BC=（11.5+22.0）×0.55×（5.1++6.6）=20..48KKNP7AB=（11.5+22.0）×6.66=23..1KNNPBC=2.0××0.5××（5.1++6.6）=11..7KNNPAB=2.00×6.66=13..2KNNP7C=0.55×5.11×0.55×4.88×3.55=21..42KKNP7B=0.55×（6.6++6.6--4.8）×2.44×3.55+0.225×6..6×4..8×3..5=633KNP7A=0.55×6.66×6.66×0.55×3.55=38..12KKNPC=0.5×5..1×0..5×4..8×2..0=122.24KNPB=0.5××（6.6++6.6--4.8）×2.44×2.00+0.225×6..6×4..8×2..0=366KNPA=0.5×6..6×6..6×0..5×2..0=211.78KN3.5風(fēng)荷載計(jì)計(jì)算風(fēng)壓標(biāo)準(zhǔn)值計(jì)算算公式：ω=Βzμsμzωo確定基礎(chǔ)頂面離離室外地面面為450㎜，由此此得底層層層高為0.455+0.445+4..2=5..1m）因結(jié)構(gòu)高度H==24.66米〈30米可取Βz=1..0，對(duì)于矩矩形平面μs=1..基本風(fēng)壓ωo==0.355KN//㎡Z1==4.2++0.455=4.665m。風(fēng)荷載計(jì)算過程程如下表：：層次ΒzμsZμzωo(KN/㎡)A(㎡)Pw(KN)ω71.01.322.650.9250.3515.806.640.4261.01.319.650.8330.3517.556.670.3851.01.316.650.7730.3517.556.140.3541.01.313.650.7400.3517.555.970.3431.01.310.650.7400.3517.555.970.3421.01.37.650.7400.3517.555.970.3411.01.34.650.7400.3522.417.620.34第四章內(nèi)內(nèi)力計(jì)算4.1恒荷載作作用下的內(nèi)內(nèi)力計(jì)算4.11屋面框框架梁受力力計(jì)算由圖可知，其荷荷載在梁上上分布荷載載由矩形和和梯形兩部部分組成。在在求固端彎彎矩時(shí)須根根據(jù)固端彎彎矩相等的的原則，故故先將梯形形分布荷載載及三角形形分布荷載載轉(zhuǎn)化為均均布荷載。對(duì)于AB跨：q=（5.23×1..2）×6.66=41..2KN/mmａ=q/ll=6.66÷2/66.6=00.5qe=(1-2×00.52+0.553)×411.2=225.899KN/mmq自=2.5×11.2=33KN/mm即∑恒=25.89++3=288.89KN/mm對(duì)于BC跨：：q=（..071××1.2）×5.11=22..71KN/mmａ=q/ll=5.11÷2/44.8=00.53qe=(1-2×00.532+0.5533)×222.71==13.440KN/mmq自=2.5×11.2=33KN/mm即∑恒=13.4+33=16..4KN/mm4.1.2.樓面面框架梁的的計(jì)算對(duì)于AB跨：q=（4.49×1..2）×6.66=35..56KN/mmａ=q/ll=6.66÷2/66.6=00.5qe=(1-2×00.52+0.553)×355.56==13.3335KN/mmq自=2.5×11.2=33KN/mmqq墻=11..4KN/mm即∑恒=13.3355+3+111.4==27.774KN/mm對(duì)于BC跨：：q=（44.4×11.2）×5.11=26..93KNN/mａ=q/ll=5.11÷2/44.8=00.53qe=(1-2×00.532+0.5533)×266.93==11.885KN/mmq自=2.5×11.2=33KN/mmq墻=11..4KN/mm即∑恒=11.85++11.44+3=226.255KN/mm4.1.3各框框架節(jié)點(diǎn)出出的集中力力的設(shè)計(jì)值值屋面：A軸：GG7AK=889.011KNB軸G7BK=881.033KNC軸G7CK=1177.56KN樓面：A軸：GG7AK=76.669KNNB軸G7BK=110..3KNNC軸G7CK=1244.24KKN4.1.4恒何何在作用下下的彎矩計(jì)計(jì)算MA7B7=-11/12××28.886×6..6×6..6=-114.8KNMA7A7=144.8KN（頂層）MB7C7=-1/12××16.44×4.88×4.88=-311.5MC7B77=31..5標(biāo)準(zhǔn)層M6AB=-1//12×227.4××6.6××6.6==-1000.7M6BA==100..7M6BC=-1//12×226.755×4.88×4.88=-500.4MM6BC==50.444.1.5圖圖中各節(jié)點(diǎn)點(diǎn)的分配系系數(shù)計(jì)算頂層：A7點(diǎn)∪A7B7=100.5/110.5++7.1==0.6∪A7A66=7.11/10..5+7..1=0..4對(duì)B7點(diǎn)∑sij=7.11+10..5+5..6=233.2∪A7A7=100.5/223.2==0.455∪B7C77=5.556/233.2=00.24∪B7B6=7..1/233.2=00.31C7點(diǎn)∪C7B7=5..56/55.56++7.1==0.444∪B7B66=7.11/5.556+7..1=0..56標(biāo)準(zhǔn)層：∑sij=7.11+7.11+10..5=244.7∪A6A7=7..1/244.7=00.29∪A6C66=10..5/244.7=00.42∪A6A5=7..1/244.7=00.29對(duì)B6點(diǎn)∑sij=7.11+7.11+5.556+100.5=330.266∪B6A6=100.5/330.266=0.335∪B6B77=7.11/30..26=00.23∪B6C6=5..56/330.266=0.119∪B6B55=7.11/30..26=00.23對(duì)C6點(diǎn)∑sij=7.11+7.11+5.556=199.76∪C6B6=5..56/119.766=0.228∪C6C77=7.11/19..76=00.36∪C6C5=7..1/199.76==0.366底層：對(duì)A1點(diǎn)∑sij=7.11+5.008+100.5=222.366∪A1B1=100.5/222.688=0.447∪A1A22=7.11/22..68=00.31∪A1A=5.008/222.68==0.222對(duì)B1點(diǎn)∑sij=7.11+5.008+100.5+55.56==28.224∪B1A1=100.5/228.244=0.337∪B1B22=7.11/28..24=00.25∪B1B=5.008/288.24==0.188∪B1C11=5.556/288.24==0.2對(duì)C1點(diǎn)∑sij=5.556+7..1+5..08=117.744∪C1B1=5..56/117.744=0.331∪B1B22=7.11/17..74=00.4∪B1B==5..08/117.744=0.229恒荷載作作用下的彎彎矩計(jì)算4.1.6梁的的跨中彎矩矩計(jì)算頂層：L中（A7B7）=（28.889×6..6×6..6）/8-（78.662+922.77）/2=771.611L中（B7C7）=（16.44×4.88×4.88）/8-（69.441+7..29）/2=88.88標(biāo)準(zhǔn)層：L中（AB）=（27.774×6..6×6..6）/8-（84.88+1000.31）/2=558.955L中（BC）=（26.25×44.8×44.8）/8-（65.663+277.56）/2=229底層：L中（AAB）=（28.889×6..6×6..6）/8-（90.447+800.15）/2=665.744L中（AB）=（26.25×44.8×44.8）/8-（63.33+34..12）/2=226.9114.1.7根據(jù)據(jù)彎矩作出出恒荷載作作用下的彎彎矩圖：4.1.7恒荷荷載作用下下的剪力計(jì)計(jì)算頂層：AB跨QA7=（78.662-922.77）/6.6++1/2××28.999×6..6=1004.4QB=（78.662-922.77）/6.6--1/2××28.999×6..6=-887.299BC跨跨QB7=（69.441-7.299）/4.88+1/22×16..4×4..8=522.30QC=（69.441-7.299）/4.88-1/22×16..4×4..8=-226.422標(biāo)準(zhǔn)層：AB跨：QQA7=（84.88-1000.3）/6.6++1/2××28.999×6..6=1665.277QA7=（84.88-1000.3）/6.6--1/2××28.999×6..6=-226.7BC跨QQA7=（65.663-27.556）/4.8++1/2××26.225×4..8=700.93QA7=（65.663-27.556）/4.8--1/2××26.225×4..8=-555.077底層：AB跨QA7=（90..47-80.115）/6.6++1/2××28.999×6..6=977.23QA7=（90..47-80.115）/6.6--1/2××28.999×6..6=-994.111BC跨QA7=（63..3-344.12）/4.8++1/2××26.225×4..8=699.08QA7=（63..3-344.12）/4.8--1/2××26.225×4..8=-556.922恒荷載作用下剪剪力圖4.1.8計(jì)算算各柱的軸軸力對(duì)A軸：FA7A6==QA7+GA7×1..2=1004.4++89.001×1..2=2110.822FA6A5=FFA7A66+1655.2+776.699×1.22=4688.12FA5A4=FFA6A55+1655.2+776.699×1.22=7255.42FA4A3=FFA5A446+1655.2+776.699×1.22=9822.71FA3A2=FFA4A33+1655.2+776.699×1.22=14005.299FA2A1=FFA3A22+1655.2+776.699×1.22=18227.866FA1A=FAA2A1++165..2+766.69××1.2==20177.12對(duì)B軸：FB7B6=QBB7+GB7×1..2=522.3022+81..03×11.2=1149.5538FB6B5=1449.5338+700.93++110..3×1..2=4441.0338FB5B4=4441.0338+700.93++110..3×1..2=7332.577FB4B3=7332.577+70..93+1110.33×1.22=10224.1FB3B2=10024.11+70..93+1110.33×1.22=13115.633FB2B1=13315.663+700.93++110..3×1..2=16607.22FB2B=16007.2++70.993+1110.3××1.2==18966.9對(duì)C軸FB7B6=266.42++117..56×11.2=1167.449FB6B5=1667.499+55..07+1124.224×1..2=3771.655FB5B4=3771.655+55..07+1124.224×1..2=5775.811FB4B3=5775.811+55..07+1124.224×1..2=7770.977FB3B2=7770.977+55..07+1124.224×1..2=9775.133FB21=9755.13++55.007+1224.244×1.22=11779.3FB1B=11779.3++55.007+1224.244×1.22=16776.34.2樓面框架架計(jì)算對(duì)于AB跨q=13.2××1.4==18.448ａ=q/ll=6.66÷2/66.6=00.5qe=(1-2×00.52+0.553)×18..48=111.555KN//m對(duì)于BC跨q=11.77×1.44=16..38ａ=q/ll=5.11÷2/44.8=00.53qe=(1-2×00.5322+0.5533)×16..38=99.67KN/mm4.2.1各框框架節(jié)點(diǎn)處處的集中力力設(shè)計(jì)值頂層：P7A==38.112×1..4=533.37KNP7B=63××1.4==88.22KNP7C==21.442×1..4=299.99標(biāo)準(zhǔn)層：PA==21.778×1..4=300.44KNPB36×1..4=500.4KNNPCC12.224×1..4=177.1366KN4.3活荷載載作用下的的彎矩計(jì)算算當(dāng)活荷載分布在在AB跨上時(shí)頂層MAB=-11/12××20.22×6.66×6.66=-733.33MBAA=73..33標(biāo)準(zhǔn)層：MABB=-1//12×111.555×6.66=-411.93MBBA=411.93當(dāng)活荷載分布在在BC時(shí)=頂層MBC=-11/12××16.99×4.8×4.8==-32..45MMCB=322.45標(biāo)準(zhǔn)層MBBC=-11/12××9.677×4.8×4.8==-18..57MCBB=18..574.3.1梁的的跨中計(jì)算算頂層：L中（AA7B7）=（20.22×6.66×6.66）/8-（56.33+50..5）/2=556.599：L中（B7C7）=（16.992×4..8×4..8）/8-（25.778+5..57）/2=333.055標(biāo)準(zhǔn)層：：L中（AB跨）=（11.5×6..6×6..6）/8-（44.222+366.12）/2=222.788：L中（BC跨）=（9.677×4.88×4.88）/8-（6.466+2.885）/2=223.199：底層：L中（AB跨）=（11.5×6..6×6..6）/8-（41.553+311.12）/2=226.655：L中（BC跨）=（9.677×4.88×4.88）/8-（8.355+2.99）/2=222.2224.3.2作用用在AB跨時(shí)活荷荷載下的計(jì)計(jì)算頂層AB跨LA=（56..3-500.57）/6.66+1/22×20..2×6..6=677.53LA=（56..3-500.57）/6.66-1/22×20..2×6..6=-665.799BC跨LB=（255.78--5.577）/4.88+1/22×16..92×44.8=444.811LB=（25..78-55.57）/4.88-1/22×16..92×44.8=--36.441標(biāo)準(zhǔn)層：ABB跨LA=（44..22-336.122）/6.66+1/22×11..55×66.6=339.355LA=（44..22-336.122）/6.66-1/22×11..55×66.6=--36.889BC跨LB=（6..46-22.85）/4.88+1/22×9.667×4..8=233.96LB=（6.446-2..85）/4.88-1/22×9.667×4..8=-222.466底層LA=（411.35--31.22）/6.66+1/22×11..55×66.6=339.688LA=（41..35-331.2）/6.66-1/22×11..55×66.6=--36.557BC跨LB=（8.335-2..9）/4.88+1/22×11..55×44.8=228.266LB=（8.335-2..9）/4.88-1/22×11..55×44.8=--25.998活荷載作用在AAB跨時(shí)柱的的剪力圖4.3.3求各柱柱的軸力對(duì)A軸F7A6A==67.335+211.78××1.2==113..274F6A5A=1113.774+399.35++21.778×1..2=1779.233F5A4A=1179.223+399.35++21.778×1..2=2444.722F4A3A=2244.772+399.35++21.778×1..2=3110.2F3A2A=3310.22+39..35+221.788×1.22=3755.7F2A1A=3375.77+39..35+221.788×1.22=4411.2FA1A=4441.2++39.668+211.78××1.2==507..02對(duì)B軸FB7B6=444.811+63××1.2==120..41FB6B5=1120.441+233.96++36×11.2=1180.449 FB5B4=1180.449+233.96++36×11.2=2240.557FBB4B3==240..57+223.966+36××1.2==300..65FB3B2=3300.665+233.96++36×11.2=3360.773FB2B1=3360.773+233.96++36×11.2=4420.881FB1B=4220.811+39..26+336×1..2=5003.277對(duì)C軸FC7C6=336.444+21..42×11.2=662.155FC6C5=222.466+62..15+112.244×1.22=99..3FC5C4=999.3++22.446+122.24××1.2==136..45FC4C3=1136.445+222.46++12.224×1..2=1773.6FC3C2=1173.66+37..15=2210.775FC2C1=2210.775+377.15==247..9FC1C=2447.9++36.998+122.24××1.2==299..57活荷載作用在AAB跨時(shí)柱的的軸力圖作用在BC跨上上時(shí)的彎矩矩計(jì)算4.3.4作用在BC跨時(shí)活荷荷載下的剪剪力計(jì)算頂層AB跨LA=（4..38-116.855）/6.66+1/22×20..2×6..6=600.43LB=（4.338-166.85）/6.66-1/22×20..2×6..6=-772.9BC跨LB==（228.088-22..46）/4.88+1/22×16..92×44.8=441.788LC==（288.08--22.446）/4.88-1/22×16..92×44.8=--38.99標(biāo)準(zhǔn)層AB跨LA=（2..31-55.05）/6.66+1/22×11..55×66.6=337.7LB=（2.331-5..05）/6.66-1/22×11..55×66.6=--38.554BC跨LB=（117.899-13..14）/4.88+1/22×9.667×4..8=244.2LC=（17..89-113.144）/4.88-1/22×9.667×4..8=-222.222底層LA=（2..68-77.14）/6.66+1/22×11..55×66.6=337.4LA=（42..68-77.14）/6.66-1/22×11..55×66.6=--38.884BC跨LB=（17..58-115.133）/4.88+1/22×11..55×44.8=338.633LB=（17..58-115.133）/4.88-1/22×11..55×44.8=--37.661活荷載作用在BBC跨時(shí)柱的的剪力圖4.3.5梁的的跨中彎矩矩：頂層：L中（AA7B7）=（20.22×6.66×6.66）/8-（4.388+16..85）/2=999.377：L中（B7C7）=（16.92×44.8×44.8）/8-（28.008+222.46）/2=223.1標(biāo)準(zhǔn)層：：L中（AB跨）=（11.5×6..6×6..6）/8-（2.311+5.005）/2=559.211L中（BC跨）=（9.677×4.88×4.88）/8-（17.889+133.14）/2=112.333：底層：L中（AB跨）=（11.5×6..6×6..6）/8-（2.688+7.114）/2=557.988LL中（BC跨）=（9.677×4.88×4.88）/8-（17.558+155.13）/2=111.499作用在AB跨時(shí)時(shí)活荷載下下彎矩圖4.3.6作用用在BC跨時(shí)的柱柱的軸力對(duì)A軸F7A6A==60.443+388.12××1.2==106..174F6A5A=1106.1174+337.7++21.778×1..2=1770.022F5A4A=1170.002+377.7+221.788×1.22=2333.86F4A3A=2244.772+377.7+221.788×1.22=2977.7F3A2A=3310.22+37..7+211.78××1.2==361..54F2A1A=3375.77+37..7+211.78××1.2==425..38FA1A=4441.2++37.77+21..78×11.2=4488.992對(duì)B軸FB7B6=441.788+63××1.2==117..36FB6B5=1117.336+244.2+336×1..2=1884.766 FB5B4=1184.776+244.2+336×1..2=2552.166FBB4B3==252..16+224.2++36×11.2=3319.558FB3B2=3319.558+244.2+336×1..2=3886.966FB2B1=3386.996+244.2+336×1..2=4554.366FB1B=4554.366+24..2+366×1.22=5366.19對(duì)C軸FC7C6=338.9++21.442×1..2=644.6FC6C5=664.6++22.222+122.24××1.2==101..51FC5C4=1101.551+222.22++12.224×1..2=1338.422FC4C3=1138.442+222.22++12.224×1..2=1775.333FC3C2=1175.333+366.91==212..24FC2C1=2211.224+366.91==249..15FC1C=2449.155+36..98+112.244×1.22=2999.57作用在BC跨上上時(shí)柱的軸軸力4.4風(fēng)荷載作作用下的框框架內(nèi)力計(jì)計(jì)算將風(fēng)荷載標(biāo)準(zhǔn)值值ωk乘以分項(xiàng)項(xiàng)系數(shù)1.4得風(fēng)荷載載設(shè)計(jì)值Fω∑7Fω∑=6.64×11.4=99.30KKN∑6Fω=（6.64+6..67）×1.44=18..23KNN∑5Fω=（6.14+6..67+66.64）×1.44=27..23KNN∑4Fω=（5.97+6..14+66.67++6.644）×1.4==35.559KN∑3Fω=（5.59+5..59+66.14++6.677+6.664）×1.4==43.995KN∑2Fω=（5.97+5..97+55.97++6.144+6.667+6..64）×1.4==52.330KN∑1Fω=（7.62+5..97+55.97++5.977+6.114+6..67+66.64）×1.4==62.997KN4.4.1用DD值法列表表計(jì)算：2—7層（h=3.0m）柱各層剪力V系數(shù)七層六層五層∑DA6A7B6B7C6C7A5A6B5B6C5C6A4A5B4B5C4C5E=∑ib/22ic0.391.130.740.391.130.740.391.130.74as=E/(2+EE)0.160.360.270.160.360.270.160.360.27D=aC12iich20.28×12/h21.92×12/h20.46×12/h20.28×12/h21.92×122/h20.46×122/h20.28×122/h21.92×12/h20.46×122/h22.66×122/h2V=D/∑D∑∑Fω0.986.711.611.9613.53.222.8719.74.71系數(shù)四層三層二層∑DA3A4B3B4C3C4A2A3B2B3C2C3A1A2B1B2C1C2E=∑ib/22ic0.391.130.740.391.130.740.391.130.74as=E/(2+EE)0.160.360.270.160.360.270.160.360.27D=aC12iich20.28×12/h21.92×12/h20.46×12/h20.28×12/h21.92×122/h20.46×122/h20.28×122/h21.92×12/h20.46×122/h22.66×122/h2V=D/∑D∑∑Fω3.7525.76.154.6331.77.605.5137.89.04底層(h=5.1m))系數(shù)A0A1B0B1C0C1∑DE=∑ib/22ic0.6631.9221.259as=E/(2+EE)0.4370.6180.540D=aC12iich20.437×12/h20.618×12/h20.540×12/h21.595×12/h2V=D/∑D∑∑Fω17.2524.4021.324..4.2、求反彎點(diǎn)點(diǎn)高度y,計(jì)算結(jié)果果如下表：：系數(shù)榀號(hào)Kr0a1r1a2r2a3r3y層次第七層（m=7n=7h=3..0m）A6A70.390.1901.00001.000.57B6B71.130.4151.00001.001.25C6C70.740.3001.00001.000.90層次第六六層（m=7n=6hh=3.00m）A5A60.390.2951.001.001.000.89B5B61.130.4071.001.001.001.22C5C60.740.3521.001.001.001.06層次第五層（m=7n=5h=3..0m）A4A50.390.3451.001.001.001.04B4B51.130.4501.001.001.001.35C4C50.740.4021.001.001.001.21層次第四層（m=7n=4h=3..0m）A3A40.390.4001.001.001.001.20B3B41.130.4441.001.001.001.33C3C40.740.4501.001.001.001.35層次第三層（m=7n=3h=3..0m）A2A30.390.4501.001.001.001.35B2B31.130.4441.001.001.001.33C2C30.740.4501.001.001.001.35層次第二層（m=7n=2h=3..0m）A1A20.390.5051.001.001.001.52B1B21.130.5001.001.001.001.50C1C20.740.5001.001.001.001.50層次第一一層（m=7n=1h=4..2m）A0A10.390.7001.001.40003.57B0B11.130.6041.001.40003.08C0C10.740.6371.001.40003.25風(fēng)荷載下柱的彎彎矩圖風(fēng)荷載下剪力圖圖風(fēng)荷載下柱的軸軸力圖第五章內(nèi)力組合5.1荷載組合和和內(nèi)力組合合本工程考慮如下下三種荷載載組合：恒荷載+活荷載載；（B）恒荷載+風(fēng)荷載；；（C）恒荷載+0.885（活荷載+風(fēng)荷載）5.2橫梁內(nèi)力力組合表：：框架橫梁的活荷荷載最不利利布置與連連續(xù)梁的活活荷載最不不利布置相相同。對(duì)AB跨和BC跨進(jìn)行布布置，考慮慮到BC與AB跨相似，故故選三種情情況：1.邊支座C產(chǎn)產(chǎn)生最大負(fù)負(fù)彎矩、最最大剪力，及BC跨中產(chǎn)生最大彎矩。2.中間跨BCC跨中產(chǎn)生生最大彎矩矩。3.B支座最大大負(fù)彎矩和和最大剪力力的活荷載載布置。顯然，在恒荷載載的參與下下，恒荷載載和或荷載載的組合形形式，橫梁梁內(nèi)力組合合見下表頂層桿件號(hào)A7B7B77C7截面跨中B7左B7跨中C7內(nèi)力種類MMVMVMMV內(nèi)力組合恒+活+42.6-60.3+62.8-102.73+75.3+132.63+102.23-49.2恒+風(fēng)+44.9-53.4+36.1-41.9+36.1+74.7+53.51-31.8恒+活+風(fēng)+43.3-62.1+35.3-67.43+49.0+87.62+67.89-39.9其他各層桿件號(hào)A7B7B7C7截面跨中B7左B7跨中C7內(nèi)力種類MMVMVMMV內(nèi)力組合恒+活+38.7-51.2+42.3-98.4+81.8+140.5+94.3-56.2恒+風(fēng)+48.7-69.8+46.5-107.5+64.5+113.4+61.8-46.8恒+活+風(fēng)+51.5-0.7+9.5-183.8+76.3+125.8+79.4-50.9柱