南京某學(xué)院幢辦公樓設(shè)計(jì)計(jì)算書

PAGEPAGE2畢業(yè)設(shè)計(jì)（論文）PAGE122目錄TOC\o"1-2"\h\z\uHYPERLINK\l"_Toc294450692"摘要IIIHYPERLINK\l"_Toc294450693"AbstractIVHYPERLINK\l"_Toc294450694"1結(jié)構(gòu)選型與布置1HYPERLINK\l"_Toc294450695"2計(jì)算簡(jiǎn)圖2HYPERLINK\l"_Toc294450696"2.1確定計(jì)算簡(jiǎn)圖2HYPERLINK\l"_Toc294450697"2.2梁柱截面尺寸3HYPERLINK\l"_Toc294450698"2.3材料強(qiáng)度等級(jí)3HYPERLINK\l"_Toc294450699"2.4荷載計(jì)算3HYPERLINK\l"_Toc294450700"3框架內(nèi)力計(jì)算11HYPERLINK\l"_Toc294450701"3.1恒載作用下的框架內(nèi)力11HYPERLINK\l"_Toc294450702"3.2活載作用下的框架內(nèi)力16HYPERLINK\l"_Toc294450703"3.3風(fēng)荷載作用下的位移、內(nèi)力計(jì)算32HYPERLINK\l"_Toc294450704"3.4地震作用下橫向框架梁的內(nèi)力計(jì)算36HYPERLINK\l"_Toc294450705"4框架內(nèi)力組合44HYPERLINK\l"_Toc294450706"5框架梁、柱截面設(shè)計(jì)62HYPERLINK\l"_Toc294450707"5.1梁柱截面配筋計(jì)算簡(jiǎn)述62HYPERLINK\l"_Toc294450708"5.2柱的配筋計(jì)算62HYPERLINK\l"_Toc294450709"5.3裂縫驗(yàn)算66HYPERLINK\l"_Toc294450710"6樓梯結(jié)構(gòu)設(shè)計(jì)計(jì)算70HYPERLINK\l"_Toc294450711"6.1梯段板計(jì)算70HYPERLINK\l"_Toc294450712"6.2休息平臺(tái)板計(jì)算71HYPERLINK\l"_Toc294450713"6.3梯段梁TL1計(jì)算71HYPERLINK\l"_Toc294450714"7現(xiàn)澆樓面板設(shè)計(jì)73HYPERLINK\l"_Toc294450715"7.1求支座中點(diǎn)最大彎矩73HYPERLINK\l"_Toc294450716"7.2板塊A計(jì)算73HYPERLINK\l"_Toc294450717"7.3板塊B計(jì)算74HYPERLINK\l"_Toc294450718"7.4板塊C計(jì)算75HYPERLINK\l"_Toc294450719"8基礎(chǔ)設(shè)計(jì)76HYPERLINK\l"_Toc294450720"8.1荷載計(jì)算76HYPERLINK\l"_Toc294450721"8.2荷載計(jì)算76HYPERLINK\l"_Toc294450722"8.3地基變形驗(yàn)算79HYPERLINK\l"_Toc294450723"8.4基礎(chǔ)結(jié)構(gòu)設(shè)計(jì)80HYPERLINK\l"_Toc294450724"參考文獻(xiàn)83HYPERLINK\l"_Toc294450725"致謝84某學(xué)院辦公樓設(shè)計(jì)摘要本次畢業(yè)設(shè)計(jì)為南京市某學(xué)院辦公樓，框架結(jié)構(gòu)。根據(jù)當(dāng)?shù)氐厝〉慕?jīng)濟(jì)條件，結(jié)合規(guī)范設(shè)計(jì)滿足大眾要求的經(jīng)濟(jì)、適用的辦公樓。總建筑面積為2700m2，總建筑高度13.8m，本工程主體為框架結(jié)構(gòu)，抗震設(shè)防烈度等級(jí)為7度，其使用年限為50年。該設(shè)計(jì)分為兩部分：第一部分是建筑部分，總平面設(shè)計(jì)，建筑的平面、立面、剖面設(shè)計(jì)。主要解決建筑的平面布局和立面設(shè)計(jì)。第二部分為結(jié)構(gòu)設(shè)計(jì)，確定梁、板、柱的截面尺寸。計(jì)算各樓層集中風(fēng)荷載標(biāo)準(zhǔn)值；計(jì)算柱的抗側(cè)剛度，計(jì)算地震作用下結(jié)構(gòu)的水平內(nèi)力；計(jì)算豎向荷載作用下結(jié)構(gòu)的內(nèi)力，并與水平力進(jìn)行內(nèi)力組合；由內(nèi)力組合得出的結(jié)構(gòu)各構(gòu)件的最不利內(nèi)力，對(duì)結(jié)構(gòu)各構(gòu)件進(jìn)行截面和配筋設(shè)計(jì)；根據(jù)建筑結(jié)構(gòu)及場(chǎng)地地質(zhì)條件確定采用樁基礎(chǔ)，并對(duì)一榀框架進(jìn)行樁基礎(chǔ)設(shè)計(jì)。關(guān)鍵詞：框架；內(nèi)力組合AbstractNanJing,anadministrationtransactbuildingdesignAbstractThegraduationprojectfortheadministrationtransactbuildinginNanJingCity,theframestructure.Accordingtolocaleconomicconditionstotake,aswellasnormsdesignedtomeetthepublicwiththerequirementsoftheeconomy,thedomesticapplication.Atotalconstructionareaof2700,buildingheightof13.8m,thisworksforthemainframestructure,theintensityofseismicfortificationlevelsto7degrees,ofitsserviceablelifefor50years.FortheGroupCoftheresidentialconstruction,designconsistsoftwoparts:Thefirstpartistheconstructionofthegraphicdesign,constructionoftheplane,elevationandprofiledesign.Themainbuildingtosolvetheplanelayoutanddesignoflegislation.Thesecondpartisdividedintostructuraldesign,setbeams,plates,inthesectionsize.Calculatewindloadsoneachfloorofthestandardcalculation,inthelateralrigidity,calculatedunderearthquakelevelofinternalforces;calculatedunderverticalloadstructureoftheinternalforcesandinternalforcesandthelevelofacombinationofinternalforcescombinationdrawnfromthestructureThemostdisadvantagedmembersoftheinternalforces,thestructureofthecomponentsectionsandreinforcementdesign,structureandvenuesunderconstructiongeologicalconditionssetbypilefoundationandframeworkforaPinpilefoundationdesign.Keywords:framework;combinationofinternalforces學(xué)士學(xué)位論文第1章結(jié)構(gòu)選型與布置1結(jié)構(gòu)選型與布置題目：南京某學(xué)院01幢辦公樓設(shè)計(jì)根據(jù)建筑方案，設(shè)計(jì)建筑總面積約為2700m2，建筑總高度為13.8m。采用鋼筋混凝土框架結(jié)構(gòu)，建筑層數(shù)為四層，建筑主體長(zhǎng)為50.8m，寬為13.6m。1.氣象資料(1)基本風(fēng)壓值：0.35kN/m2(2)基本雪壓值：0.65kN/m22.工程地質(zhì)資料地質(zhì)資料:地下水位埋深0.90～1.10米。地質(zhì)報(bào)告:(1)素土：厚度1.40～2.00米，fk=80Kpa。(2)粉質(zhì)粘土：底層埋深2.80～9.00米,厚度1.40～7.10米，ηd=2.2，fk=250Kpa。(3)砂土：控制厚度達(dá)3.00米，fk=300Kpa。(4)凍土深度:0.5M3.抗震設(shè)防烈度本工程抗震設(shè)防烈度為7度，設(shè)計(jì)基本地震加速度值為0.10g。場(chǎng)地類別：I類場(chǎng)地。設(shè)計(jì)地震分組：第一組。4.荷載資料(1)辦公樓樓面活載，查《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2001)，確定樓面活載標(biāo)準(zhǔn)值為:辦公室:2.0KN/㎡;會(huì)議室:2.0KN/㎡;檔案室:2.5KN/㎡;儲(chǔ)藏室:5.0KN/㎡;廁所:2.0KN/㎡;陳列室:3.5KN/㎡;微機(jī)房:3.0KN/㎡;屋面:0.5KN/㎡;走廊樓梯:2.5KN/㎡(2)屋面構(gòu)造35厚490mm×490mm的C30預(yù)制鋼筋混凝土架空板、防水層、20mm厚1:3水泥砂漿找平層，現(xiàn)澆鋼筋混凝土屋面板、12mm厚紙筋石灰粉平頂。(3)樓面構(gòu)造水泥樓面：10mm厚1:2水泥砂漿面層壓實(shí)抹光、15mm厚1:3水泥砂漿找平層、現(xiàn)澆鋼筋混凝土樓面板、12mm厚紙筋石灰粉平頂；(4)圍護(hù)墻：圍護(hù)墻采用200mm厚非承重空心磚(190mm×190mm×190mm,重度3.6KN/㎡),M5混合砂漿砌筑，雙面粉刷(重度3.6KN/㎡)。學(xué)士學(xué)位論文第2章計(jì)算簡(jiǎn)圖2計(jì)算簡(jiǎn)圖2.1確定計(jì)算簡(jiǎn)圖本工程橫向框架計(jì)算單元圖取建筑圖中的6軸斜線所示范圍，框架的計(jì)算簡(jiǎn)圖假定底層柱下端固定于基礎(chǔ)，按工程地質(zhì)資料提供數(shù)據(jù)，查《建筑抗震設(shè)計(jì)規(guī)范》可判斷該場(chǎng)地為I類場(chǎng)地土，地質(zhì)條件較好，初步確定本工程基礎(chǔ)采用柱下獨(dú)立基礎(chǔ)，挖去所有雜填土，基礎(chǔ)置于第二層粉質(zhì)粘土層上，基地標(biāo)高設(shè)計(jì)相對(duì)標(biāo)高-1.700m(圖8-5)。柱子的高度底層為：h1=3.3+1.7-0.5=4.5m(初步假設(shè)基礎(chǔ)高度0.5m)，二～四層柱高h(yuǎn)2～h4=3.3m。柱節(jié)點(diǎn)剛接，橫梁的計(jì)算跨度取柱中心至中心間距離，三跨分別：l=5400、2400、5400。柱網(wǎng)布置圖見圖2.1，計(jì)算簡(jiǎn)圖見圖2.2。圖2.1柱網(wǎng)布置圖圖2.2計(jì)算簡(jiǎn)圖2.2梁柱截面尺寸1.框架柱：本設(shè)計(jì)中房屋高度H<30，抗震等級(jí)為三級(jí)，軸壓比μ取0.9，各層重力代表值近似取12/。邊柱、中柱的受荷面積分別為A=2.7×7.2=19.44，A=3.9×7.2=28.08，則豎向荷載下柱截面面積為：邊柱：Nv=1.3×7.2×3.15×12×103×4=1415232/Ac≥1415232/(0.9×13.8)=113947mm2中柱：Nv=1.25×7.2×3.9×12×103×4=1684800/Ac≥1684800/(0.9×13.8)=135652mm2選柱截面為400mm×400mm2.梁：橫向框架梁AB跨、CD跨：250mm×600mm,BC跨：250mm×400mm。縱向連系梁：300mm×700mm。3.板截面：板厚：，??；，取。2.3材料強(qiáng)度等級(jí)混凝土：均采用C30級(jí)。鋼筋直徑≥12mm的采用HRB335鋼筋，其余采用HPB235鋼筋。2.4荷載計(jì)算本設(shè)計(jì)以6軸線橫向框架為計(jì)算分析對(duì)象。1.屋面橫梁豎向線荷載標(biāo)準(zhǔn)值(1)恒載（圖2.3a）(a)恒載圖(b)活載圖圖2.3荷載計(jì)算簡(jiǎn)圖屋面恒載標(biāo)準(zhǔn)值：35厚架空隔熱板0.0335×25=00.8755KN/㎡防水層0..4KN//㎡20厚1:3水泥砂漿漿找平層0..02×220=0..4KN//㎡120(1000)厚鋼筋混混凝土現(xiàn)澆澆板0.122×25==3KN//㎡(AB,CD跨跨板厚取120;;BC跨取100))((0.100×25==2.5KNN/㎡)12厚紙筋石灰粉平平頂0..012××16=00.1922KN/㎡_____________________________________________________________________屋面恒載標(biāo)準(zhǔn)值值：4.877KN/㎡(4.337KN//㎡)梁自重邊跨AB,CD跨：：00.25××0.6××25=33.75KKN/m梁側(cè)粉刷：2×(00.6-00.12))×0.002×177=0.333KN//m_____________________________________________________________________4.08KN//m中跨BC跨：0.225×0..4×255×=2..5KNN/m梁側(cè)粉刷：2×(00.4-00.1)××0.022×17==0.199KN/mm_____________________________________________________________________2.69KNN/m作用在頂層框架架梁上的線線恒載標(biāo)準(zhǔn)準(zhǔn)值為：梁自重：g4AAB1=g4CD1=4.088KN//m，g4BC=2.699KN//m板傳來(lái)的荷載：：g4AB2=g4CD2=4.877×7.2=35.006KN//mg4BC2=4..37×22.4=10.449KNN/m(2)活載（圖2.33b）作用在頂層框架架梁上的線線活載標(biāo)準(zhǔn)準(zhǔn)值為：q4AB=q4CD=0.7×7.2=5.044KN//mq4BC=0.77×2.44=1.668KNN/m2.樓面橫梁豎向線線荷載標(biāo)準(zhǔn)準(zhǔn)值(1)恒載（圖22.3a）25厚水泥砂漿0..025××20=00.50KN/㎡120(1000)厚鋼筋混混凝土現(xiàn)澆澆板0.122×25==3KNN/㎡(0.110×255=2.55KN/㎡)12厚板底粉刷0.0112×166=0.1192KKN/㎡樓面恒載標(biāo)準(zhǔn)值值：3..692KN/㎡((3.1992KN//㎡)邊跨（AB,CCD跨）框架架梁自重：：4..08KKN/m中跨（BC跨）框框架梁自重重：2.669KNN/m作用在樓面層框框架上的線線荷載標(biāo)準(zhǔn)準(zhǔn)值為：梁自重：gABB1=gCD1=4.088KN//m，gBC1=2.699KN//m板傳來(lái)的荷載：：gAB2=gCD2=3.6992×7.2=26.558KN//mgBC2=3.1192×22.4=7.666KN//m(2）活載（圖2..3b）樓面活載：qAB=qCD=2×7.2=14.44KN//mqBC=2×2..4=4..8KNN/m3.屋面框架節(jié)點(diǎn)集集中荷載標(biāo)標(biāo)準(zhǔn)值(1)恒載邊跨連系梁梁自自重：0..3×0..7×7.2×225=377.8KKN粉刷：2×((0.7-0.112)×00.02××7.2×117=2..84KKN0.6女兒墻：：0.6××7.2×33.6=115.5552KNN粉刷：0.6××2×0..02×77.2×117=2..937KKN連系梁傳來(lái)屋面面自重：0.5××7.2×00.5×77.2×44.87==63.112KN_____________________________________________________________________頂層邊節(jié)點(diǎn)集中中荷載：G4A=G4D=122..25.992KNN中柱連系梁自重重：0..3×0.7××7.2××25=337.8KKN粉刷：[(0.7-0.112)+(00.7-0.11)]×0.002×7..2×177=2.889KNN連系梁傳來(lái)屋面面自重：0.5××7.2×00.5×77.2×44.87==63.112KN0.5××(7.22+7.2-22.4)××0.5××2.4××4.377=31..46KKN_____________________________________________________________________頂層中節(jié)點(diǎn)集中中荷載：G4B=G4C=135..27KNN(2)活載Q4A=Q4D==0.5××7.2×00.5×77.2×00.7=99.0722KNQ4B=Q4C==0.5××7.2×00.5×77.2×00.7+00.5×((7.2+7.2-22.4)××0.5××2.4××0.7==14.1112KNN4.樓面框架節(jié)點(diǎn)集集中荷載標(biāo)標(biāo)準(zhǔn)值（圖圖2.5）(1)恒載（此處處未考慮填填充墻重量量）邊柱連系梁自重重：37.88KN粉刷：2..84KKN連系梁傳來(lái)樓面面自重：0.55×7.22×0.55×7.22×3.6692=447.855KN_____________________________________________________________________88.449KNN中間層邊節(jié)點(diǎn)集集中荷載：：GA=GD=88.449KNN框架柱自自重：G'A=G'D=0.4×0.4×3.3×225=133.2KKN_____________________________________________________________________中柱連系梁自重重：37.88KN粉刷：2.889KNN連系梁傳來(lái)樓面面自重：0.5××7.2×00.5×77.2×33.6922=47..85KNN0.55×(7..2+7.2-22.4)××0.5××2.4××3.1992=222.98KKN_____________________________________________________________________111.52KKN中間層中節(jié)點(diǎn)集集中荷載：：GB=GC=1111.52KKN框架柱自自重：G''B=G'C=0.4×0.4×3.3×225=133.2KNN(2)活載Q4A=Q4D==0.5××7.2×00.5×77.2×22.0=225.922KNQ4B=Q4C==0.5××7.2×00.5×77.2×22.0+00.5×((7.2+7.2-22.4)××0.5××2.4××2.0==40.332KN5.風(fēng)荷載已知基本風(fēng)壓==0.400KN/㎡，本工工程為南京京某學(xué)院01幢辦公樓樓，地面粗粗超度屬BB類，按荷荷載規(guī)范風(fēng)載體型系數(shù)：：迎風(fēng)面為為0.8，背風(fēng)面-0.5；因結(jié)構(gòu)構(gòu)高度H=133.2m<<30m(從室外地地面算起)，取風(fēng)振振系數(shù)=11.0，計(jì)算過過程如表2.1所示，風(fēng)風(fēng)荷載圖見見2.4表2.1風(fēng)荷載計(jì)算層次Z(m)()A()P()41.01.313.81.1470.4011.887.0931.01.310.51.0480.4011.886.4721.01.37.21.00.4011.886.1811.01.33.90.90.4013.976.54圖2.4橫向框架架上的風(fēng)荷荷載6．地震作用（1）建筑物總重力力荷載代表表值Gi的計(jì)算1）集中于屋蓋處處的質(zhì)點(diǎn)重重力荷載代代表值G450%雪荷載：：0.55×0.665×133.6×50.88=2244.54KN屋面恒載：4..87×550.8××5.4××2+4..37×550.8××2.4==32044.67KN橫梁：(4.088×5.44×2+22.69××2.4))×8=404..6KNN縱梁：((37.88+2.844)×7×2+((37.88+2.899)×7×2=11138.662KNN女兒墻：00.6×33.6×((50.66+13..4)×22=2766.48KN柱重：0.4××0.4××25×11.8×332=230..4KNN橫墻：3..6×[224×5..4×1..8+(22.4×11.8-22.1×00.5)××2]=8863.335KNN縱墻：(3.66×1.88-1.88×1.88×0.55)×200×26××3.6++3.6××1.8××3.6×116=8228.1448KNN(忽略內(nèi)縱墻的門門窗按墻重重量算)鋼窗：24××1.8××1.8××0.5××0.4==15.555KNNGG4=71866.3588KN2）集中于三、四四層質(zhì)點(diǎn)重重力荷載代代表值G3—G2：50%樓面活載載：0.5××2.0×113.6××50.88=6900.88KN樓面恒載：3..692××50.66×5.44×2+33.1922×50..6×2.44=24005.244KN橫梁：(4.088×5.44×2+22.69××2.4))×11=404..6KNN縱梁：(7.2++0.6885)×77×2+((7.2++0.711)×7×2=11138.662KNN柱重：2330.4××2=460..8KNN橫墻：863..35×22=17226.7KN縱墻：8828.1148×22=16556.3KN(忽略內(nèi)縱墻的門門窗按墻重重量算)鋼窗：115.555×2=331.1KNG3=G2=85144.24KN3）集中于二層處處的質(zhì)點(diǎn)重重力荷載代代表值G1：50%樓面活載載：0..5×2..0×133.6×550.8==690..88KKN樓面恒載：22405..24KKN橫梁：4404.66KN縱梁：11338.622KN柱重：2330.4××2=4660.8KN橫墻：8663.355+8633.35××2.6//1.8==21100.41KN縱墻：828..148++828..148××2.6//1.8==20244.36KN(忽略內(nèi)縱墻的門門窗按墻重重量算)鋼窗：115.555×2=331.1KNG1=92666.011KN（2）地震作用計(jì)算算1）框架柱柱的抗側(cè)移移剛度：在計(jì)計(jì)算梁、柱柱線剛度時(shí)時(shí)，應(yīng)考慮慮樓蓋對(duì)框框架梁的影影響，在現(xiàn)現(xiàn)澆樓蓋中中，中框架梁的抗側(cè)移移彎矩取II=2II0；邊框架架梁取I=1..5I0；I0為框架梁梁按矩形截截面慣性矩矩。橫梁、柱柱線鋼度見見表2.2表2.2橫梁、柱柱線剛度桿件截面尺寸Ec

(KN/m㎡))I0(mm4)I(mm4)L(mm)i=EcI//L(KN?mm))相對(duì)剛度B(mm)H(mm)邊框架梁25060025.54.5×10996.75×100954003.19×10071邊框架梁25040025.51.33×10092.0×109924002.13×10070.67中框架梁25060025.54.5×10999.0×109954004.25×10071.33中框架梁25040025.51.33×10092.66×100924002.83×10070.89底層框架柱40040025.52.13×10092.13×100949001.11×10070.35中層框架柱40040025.52.13×10092.13×100933001.65×10070.52每層框架柱總的的抗側(cè)移剛剛度見表2.3表2.3框架柱橫橫向抗側(cè)移移剛度D值項(xiàng)目K=/2(一般層))K=/(底層)=(0.5+kk)/(22+k)(一般層)=(0.5+kk)/(22+k)(底層)D=(12/hh2)(kkN?mm)根數(shù)層柱類型及截面二至四層邊框架邊柱(4400×4400)1.930.498.864邊框架中柱(4400×4400)3.220.6211.274中框架邊柱(4400×4400)2.580.5610.1812中框架中柱(4400×4400)4.290.6812.3612底層邊框架邊柱(4400×4400)2.870.595.174邊框架中柱(4400×4400)4.580.696.044中框架邊柱(4400×4400)3.830.746.4812中框架中柱(4400×4400)6.370.827.1812底層：∑D=44×(5..17+66.04))+12×(6.448+7.188)=2088.76KKN/mmm二～四層：∑D=44×(8..86+111.277)+122×(100.18++12.336)=3351KKN/mmm2)框架自振周期的的計(jì)算：則自振周期為：：T1=1.770=1..70×00.6=00.3955s其中為考慮結(jié)構(gòu)構(gòu)非承重磚磚墻影響的的折減系數(shù)數(shù)，對(duì)于框框架取0.6；△為框架頂頂點(diǎn)假象水水平位移，計(jì)計(jì)算見表2.4。框架頂點(diǎn)假想水水平位移△計(jì)算表表2.4框架頂頂點(diǎn)假想水水平位移△計(jì)算表層Gi(kN)∑Gi(kN)∑Di(kN/mmm)δ∑Gi/∑Di(層間相對(duì)位移))總位移△(mm47186.47186.435120.47294.5738514.215700.6635144.73274.128514.224214.8835168.99229.3719266.033480.88208.76160.38160.38層Hi(m)Gi(kN)GiHiFi=Fn+△Fn（頂層）Fi=×FEK(1-δδn)（一般層層）樓層剪力Vi((kN)413.87186.499172.332486.77486.77310.58514.289399.11438.80925.5727.28514.261302.224300.891226.46614.59266.041697204.661431.122表2.5樓層地地震作用和和地震標(biāo)準(zhǔn)準(zhǔn)值計(jì)算3)地震作用計(jì)計(jì)算；根據(jù)本工程設(shè)防防烈度7度、=22\*ROMAANI類場(chǎng)地土土，設(shè)計(jì)地地震分組為為第一組，查查《建筑抗抗震設(shè)計(jì)規(guī)規(guī)范》特征征周期Tg=00.25，=0..08＝·()0.9=（0..25/0.3995）0.9×00.08==0.0556結(jié)構(gòu)等效總重力力荷載：Geq==0.855GL=0.885×333480..8=284588.68KNT1>1.4TTg=1..4×0.25=0..35s,考慮框框架頂部附附加集中力力作用=0.08T11+0.007=0..102框架橫向水平地地震作用標(biāo)標(biāo)準(zhǔn)值為::結(jié)構(gòu)底部：Feek=×Geq==0.0556×284558.688=1593..69KKN各樓層的地震作作用和地震震剪力標(biāo)準(zhǔn)準(zhǔn)值由表2.5計(jì)算列列出，圖示示見圖2.5。=291570..66=×Fek=0.1102×11593..69=162..56KKN圖2.5橫向框架架上的地震震作用學(xué)士學(xué)位論文第3章框架內(nèi)力計(jì)算3框架內(nèi)力計(jì)算3.1恒載作用用下的框架架內(nèi)力1.彎矩分配系數(shù)由于該框架為對(duì)對(duì)稱結(jié)構(gòu)，取取框架的一一半進(jìn)行簡(jiǎn)簡(jiǎn)化計(jì)算，如如圖3.1。圖3.1橫向框框架承擔(dān)的的恒載及節(jié)節(jié)點(diǎn)不平衡衡彎矩節(jié)點(diǎn)A1：SAA1A0==4iA1A00=4×00.35==1.4SA1B11=4iAA1B1==4×1..33=55.32SA1A2=44iA11A2=44×0.552=2..08(相對(duì)線剛度見表表2-8))=4×(0.335+1..33+00.52))μA1A0=SSA1A00/=1.4456/44(0.335+1..33+00.52))=0.1159μA1B1=SSA1B11/=5.332/4((0.355+1.333+0..52)==0.6005μA1A2=SSA1A22/=2.008/4((0.355+1.333+0..52)==0.2336節(jié)點(diǎn)B1：SBB1D1==iB11D1=22×0.889=1..78=4×(00.35++1.333+0.552)+22×0.889=100.58μB1A1=1..33×44/4(00.35++1.333+0.552)+22×0.889=0..50μB1B2=0..52×44/4(00.35++1.333+0.552)+22×0.889=0..20μB1D1=0..89×22/4(00.35++1.333+0.552)+22×0.889=0..17μB1B0=0..35×22/4(00.35++1.333+0.552)+22×0.889=0..07節(jié)點(diǎn)A2：μAA2A1==μA2A33=0.552×4//4(0..52+11.33++0.522)=0..22μA2B2=11.33××4/4((0.522+1.333+0..52)==0.566節(jié)點(diǎn)B2：μBB2A2=1.333×4//4(1..33+00.52++0.522)+2××0.899=0.553μB2B1=0..52×44/4(11.33++0.522+0.552)+22×0.889=0..21μB2D2=0..89×22/4(11.33++0.522+0.552)+22×0.889=0..18節(jié)點(diǎn)A4：μAA4B4==1.333×4/44(1.333+0..52)=0.7719μA4A3=0..52×44/4(11.33++0.522)=00.2811節(jié)點(diǎn)B4：μBB4A4==1.333×4/44(1.333+0..52)++2×0..89=00.58μB4A3=0..52×44/4(11.33++0.522)+2××0.899=0.223μB4D4=0..89×44/4(11.33++0.522)+2××0.899=0.119A3、B3與相應(yīng)的A2、B2相同2.桿件固端彎矩(1)橫梁固端端彎矩1)頂層橫梁：自重作用：A44B4=―B4A44=―1/122ql2=―1/122×4.008×5..42=―9.911kN..mB4D4=―11/3qll2=―1/3××2.699×1.222=―1.299kN..mD4B4=11/2B44D4=―0.6446kNN.m板傳來(lái)的恒載作作用：A4B4=―BB4A4==―1/122ql2(1-2aa2/l2+a3/l3)=―1/122×17..53×55.42(1-2××2.255/5.442+2.225/5..43)=―40.05kNN.mB4D4=―55/96qql2=―5/966×10..49×22.42=―3.155kN..mD4B4=――1/322ql2=―1/322×10..49×22.42=―1.8889kN..m2)二~四層橫梁：自重作用：A11B1=―B1A11=―1/122ql2=―1/122×4.008×5..42=―9.911kN..mB1D1=―11/3qll2=―1/3××2.699×1.222=―1.299kN..mD1B1=11/2B11D1=―0.6446kNN.m板傳來(lái)的恒載作作用：A1B1=―BB1A1==―1/122ql2(1-2aa2/l2+a3/l3)=―1/122×13..29×55.42(1-2××2.255/5.442+2.225/5..43)=―27.10kkN.mB1D1=―5/96ql22=―5/966×7.666×2..42=―2.033kN..mD1B1=―1//32qll2=―1/322×7.666×2..42=―1.388kN.mm(2)縱梁引起起柱端附加加彎矩(本設(shè)計(jì)中中框架縱梁梁偏向外側(cè)側(cè)，中框架架縱梁偏向向內(nèi)側(cè))頂側(cè)外縱梁MA4=―MD4=443.699×0.0075=33.28kN.mm樓層外縱梁MA1=―MD1=19..845××0.0775=1..49kkN.m頂層中縱梁MB4=―MC4=―36.228×0..075==2.7221kNN.m樓層中縱梁MB1=―MC1=―29.006×0..075==2.188kN..m3.節(jié)點(diǎn)不平衡衡彎矩節(jié)點(diǎn)B4的不平平衡彎矩：：MA4B4+MMA4縱梁=―9.911-40..05+33.28==―46.668kNN.m本設(shè)計(jì)的橫向框框架的節(jié)點(diǎn)點(diǎn)不平衡彎彎矩如圖33.1。4.內(nèi)力計(jì)算恒載彎矩分配過過程如圖3.2，恒載載作用下彎彎矩見圖3.3，梁剪剪力、柱軸軸力見圖3.4。圖3.2恒載彎彎矩分配過過程圖3.3恒載作用用下彎矩圖圖（kN·m）圖3.4恒載作用用下梁剪力力、柱軸力力根據(jù)所求出的梁梁端彎矩，再再通過平衡衡條件，即即可求出恒恒載作用下下梁剪力、柱柱軸力，結(jié)結(jié)果見表3.1～表3.4。表3.1AB跨跨梁端剪力(kN)層q(kN/m))(板傳來(lái)作用)g(kN/m))(自重作用)a(m)l(m)gl/2u=(l-a))×q//2MAB(kN·m)MBA(kN·m)∑Mik/lV1/A=gl/2+u--∑Mik/lVB=-(gl/2++u+∑Mik/l)417.534.082.255.411.0227.61-24.336.552.6763.22-57.85313.294.082.255.411.0220.93-23.6629.060.8341.16-48.32213.294.082.255.411.0220.93-35.1042.041.2448.87-48.15113.294.082.255.411.0220.93-29.1534.641.6945.54-44.92層q(kN/m))(板傳來(lái)作用)g(kN/m))(自重作用)l(m)gl/2gl/4VB=gl/2+ggl/4VC=-(gl/2+gll/4)410.492.692.43.236.299.52-9.5237.662.692.43.234.67.82-7.8227.662.692.43.234.67.82-7.8217.662.692.43.234.67.82-7.82表3.2BC跨跨梁端剪力力(kN)表3.3AB跨跨跨中彎矩矩(kN·m)層q(kN/m))(板傳來(lái)作用)g(kN/m))(自重作用)a(m)l(m)gl/2u=(l-a))×q//2MAB(kN·m)∑Mik/lV1/A=gl//2+u--∑Mik/lM=gl/2×l//4+u×1..05-MMAB-VV1/A×ll/2)417.534.082.255.411.0227.61-24.32.5563.22-58.31313.294.082.255.411.0220.93-23.660.9841.16-39.09213.294.082.255.411.0220.93-35.101.1648.87-42.36113.294.082.255.411.0220.93-29.151.5445.54-38.24表3.4柱軸力力(kN)層邊柱A軸、D軸中柱B、C軸橫梁端部壓力橫梁端部壓力柱重柱軸力橫梁端部壓力橫梁端部壓力柱重柱軸力4柱頂63.2263.6527.3126.3475.3465.3227.3143.54底柱145.31156.453柱頂41.1636.5327.3234.3462.5453.7427.3265.45底柱265.15279.152柱頂48.8736.5327.3340.7861.5553.7427.3360.45底柱351.51385.551柱頂45.5436.5327.3406.2459.1453.7427.3489.33底柱427.63503.453.2活載作用用下的框架架內(nèi)力1.梁固端彎矩(1)頂層A4B4=―BB4A4==―1/122ql2(1-2aa2/l2+a3/l3)=―1/122×5.004×5..42(1-2××2.255/5.442+2.225/5..43)=―10.53kNN.mB4D4=―55/96qql2=―5/966×1.668×2..42=―0.500kN.mmD4B4=――1/322ql2=―1/322×1.668×2..42=―30kNN.m(2)二~四層橫梁：A1B1=―BB1A1==―1/122ql2(1-2aa2/l2+a3/l3)=―1/122×7.22×5.442(1-2××2.255/5.442+2.225/5..43)=―15.05kkN.mB1D1=―55/96qql2=―5/966×4.88×2.442=―1.444kN..mD1B1=――1/322ql2=―1/322×4.88×2.442=―0.866kN.mm2.縱梁偏心引起柱柱端附加彎彎矩(本設(shè)計(jì)中中邊框架縱縱梁偏向外外側(cè)，中框框架縱梁偏偏向內(nèi)側(cè))頂側(cè)外縱梁MA4=―MD4=2.2668×0..075==0.177kN.mm樓層外縱梁MA1=―MD1=6.488×0.0075=00.4866kN.mm頂層中縱梁MB4=―MC4=―4.2884×0..075==―0.3221kNN.mMB4=―MC4=―2.0116×0..075==―0.1551kNN.m(僅BC跨作用活活載時(shí))樓層中縱梁MB1=―MC1=―12.224×0..075==―0.9118kN..mMB1=―MC1=―5.766×0.0075=―0.4332kN..m(僅BC跨作用活活載時(shí))3.本工程考慮慮如下四種種最不利組組合(1)頂層邊跨跨梁跨中彎彎矩最大，圖3.5。(2)頂層邊柱柱柱頂左側(cè)側(cè)及柱底右右側(cè)受拉最最大彎矩，圖3.6。(3)頂層邊跨跨梁梁端最最大負(fù)彎矩矩，圖3.7。(4)活載滿跨跨布置，圖3.8所示。圖3.5活載不不利布置a圖3.6活載不利利布置b圖3.7活載不不利布置c圖3.8活載不利利布置d4.各節(jié)點(diǎn)不平衡彎彎矩當(dāng)AB跨布置活載時(shí)：：MA4=A4B4+A44=―10.553+0..17=―10.336kNN.mMA1=MA22=MA3=A1B11+A1=―15.005+0..486==―14.5564kkN.mMB4=B4A44+B4=100.53―0.3221=100.2099kN..mMB1=MB22=MB3=B1A11+B1=155.05―0.9118=144.1322kN..m當(dāng)BC跨布置活載時(shí)：：MB4=B4D44+B4=―0.50―0.1551=―0.6551kNN.mMB1=MB22=MB3=B1D11+B1=―1.44―0.4332=―1.8772kNN.m當(dāng)AB跨和BC跨均布置活載時(shí)時(shí)：MA4=A4B44+A4=―10.553+0..17=―10.336kNN.mMA1=MA22=MA3=A1B11+A1=―15.005+0..486==―14.5564kkN.mMB4=B4A44+B4+B4D44=10..5―0.3221―0.500=9.6679kNN.mMB1=MB22=MB3=B1A11+B1+B1D1=15..05―0.9118―1.444=12.6692kNN.m5.內(nèi)力計(jì)算采用“迭代法”計(jì)算，迭迭代計(jì)算次次序同恒載載，如圖3.9、圖3.12、圖3.14、圖3.17。活載(a)作用下梁梁彎矩、剪剪力、軸力力如圖3.10、圖3.11?；钶d(b)作用下梁梁彎矩、剪剪力、軸力力如圖3.12、圖3.13?；钶d(c)作用下梁梁彎矩、剪剪力、軸力力如圖3.15、圖3.16。活載(d)作用下梁梁彎矩、剪剪力、軸力力如圖3.18、圖3.19。圖3.9活載(aa)迭代過程程圖3.10活載((a)彎矩圖(kN·mm)圖3.11活載載(a)剪力、軸軸力(kN)圖3.12活載載(b)迭代過程程圖3.13活載載(b)彎矩(kN·mm)圖3.14活載(b)剪力、軸軸力(kN)圖3.15活載載(c)迭代過程程圖3.16活載((c)彎矩(kN·mm)圖3.17活載載(c)剪力、軸軸力(kN)圖3.18滿跨跨活載迭代代過程圖3.19滿跨跨活載彎矩矩(kN·mm)圖3.20滿跨跨活載剪力力、軸力(kN)根據(jù)所求出的梁梁端彎矩，再再通過平衡衡條件，即即可求出活活載作用下下梁剪力、柱柱軸力，結(jié)結(jié)果見表3.5～表3.20。表3.5活載((a)作用下ABB跨梁端剪力(kN)層q(kN/m))a(m)u=(6-a))×q//2MAB(kN·m)MBA(kN·m)∑Mik/lV1/A=u-∑Mik/lVB=-(u+∑MMik/l)42.522.254.73-2.867.210.305.82-7.21302.250-2.42.530.03-0.03-0.0327.22.2513.5-18.1116.170.5317.41-17.41102.250-1.911.760.08-0.08-0.08表3.6活載((a)作用下BC跨梁端剪剪力(kN)層q(kN/m))l(m)ql/4VB=ql/4VC=-ql/4402.400034.82.42.882.88-2.88202.400014.82.42.882.88-2.88表3.7活載((a)作用下ABB跨跨中彎矩(kN·m)層q(kN/m))a(m)l(m)u=(l-a))×q//2MAB(kN·m)∑Mik/lV1/A=u-∑∑Mik/lM=u×1.05--MAB-VV1/A×l/242.522.255.43.97-2.860.35.82-7.87302.255.40-2.40.03-0.032.4327.22.255.411.34-18.110.5317.41-19.44102.255.40-1.910.09-0.081.51表3.8活載((a)作用下柱柱軸力層邊柱(A軸)中柱(B軸)橫梁縱梁柱軸力(kN))橫梁縱梁柱軸力(kN))端部剪力端部剪力端部剪力端部剪力45.823.899.327.216.3212.533-0.0312.1319.793.8719.0433.49217.3612.1347.8918.5619.0468.951-0.0812.1361.123.2119.0490.32層q(kN/m))a(m)u=(6-a))×q//2MAB(kN·m)MBA(kN·m)∑Mik/lV1/A=u-∑Mikk/lVB=-(u+∑MMik/l)42.522.254.725-6.48.940.175.89-6.2537.22.2513.5-14.1818.470.7618.16-16.35202.250-2.512.39-0.040.040.0417.22.2513.5-11.816.820.5616.31-17.46表3.9活載((b)作用下ABB跨梁端剪剪力(kN)表3.10活載載(b)作用下BC跨梁端剪剪力(kN)層q(kN/m))(板傳來(lái)作用)l(m)gl/4VB=ql/4VC=-ql/4402.4000302.400024.82.42.882.88-2.88102.4000表3.11活載載(b)作用下AB跨跨中彎彎矩(kNN·m)層q(kN/m))a(m)l(m)u=(l-a))×q//2MAB(kN·m)∑Mik/lV1/A=u-∑Mik/lM=u×1.05--MAB--V1/A××l/242.522.255.43.97-6.40.185.89-7.8737.22.255.411.34-14.180.5618.16-20.09202.255.40-2.51-0.340.042.717.22.255.411.34-11.80.5916.31-25.30表3.12活載載(b)作用下柱柱軸力層邊柱(A軸)中柱(B軸)橫梁端部剪力縱梁端部剪力柱軸力(kN))橫梁端部剪力縱梁端部剪力柱軸力(kN))45.893.899.316.256.3212.39318.1612.1335.656.3519.0450.5620.0412.1346.030.0419.0457.8116.3112.1372.2817.4619.04109.23層q(kN/m))a(m)u=(6-a))×q//2MAB(kN·m)MBA(kN·m)∑Mik/lV1/A=u-∑Mik/lVB=-(u+∑MMik/l)42.522.254.73-5.818.750.235.87-6.3437.22.2513.5-14.1818.240.5616.58-17.55202.250-2.182.39-0.310.250.3517.22.2513.5-11.816.820.7816.30-17.89表3.13活載載(c)作用下AB跨梁端剪剪力(kN)表3.14活載載(c)作用下BC跨梁端剪剪力(kN)層q(kN/m))(板傳來(lái)作用)l(m)gl/4VB=ql/4VC=-ql/4402.400034.82.42.882.88-2.88202.400014.82.42.882.88-2.88表3.15活載載(c)作用下AB跨跨中彎彎矩(kNN·m)層q(kN/m))a(m)l(m)u=(l-a))×q//2MAB(kN·m)∑Mik/lV1/A=u-∑∑Mik/lM=u×1.05--MAB--V1/A××l/242.522.255.43.97-5.810.235.87-6.3637.22.255.411.34-14.180.5616.58-18.69202.255.40-2.18-0.310.251.9717.22.255.411.34-11.80.7816.30-19.68表3.16活載載(c)作用下柱柱軸力層邊柱(A軸)中柱(B軸)橫梁端部剪力縱梁端部剪力柱軸力(kN))橫梁端部剪力縱梁端部剪力柱軸力(kN))45.873.899.316.346.3212.37316.5812.1337.6517.5519.0452.8120.2512.1348.03-0.2519.0468.65116.3012.1374.2817.8919.04110.24層q(kN/m))a(m)u=(6-a))×q//2MAB(kN·m)MBA(kN·m)∑Mik/lV1/A=u-∑∑Mik/lVB=-(u+∑MMik/l)42.522.254.725-8.019.030.235.78-6.3237.22.2513.5-16.1519.090.5516.33-17.3927.22.2513.5-19.4919.780.4916.40-17.5817.22.2513.5-14.117.370.6616.22-17.54表3.17滿跨跨活載作用用下AB跨梁端剪剪力(kN)表3.18滿跨跨活載作用用下BC跨梁端剪剪力(kN)層q(kN/m))l(m)ql/4VB=ql/4VC=-ql/441.682.41.01.0-1.034.82.42.882.88-2.8824.82.42.882.88-2.8814.82.42.882.88-2.88層q(kN/m))(板傳來(lái)荷載作用用)a(m)l(m)u=(l-a))×q//2MAB(kN·m)∑Mik/lV1/A=u-∑∑Mik/lM=u×1.05-MMAB-VV1/A×ll/242.522.255.43.97-8.010.235.78-6.5837.22.255.411.34-16.150.5516.33-17.9827.22.255.411.34-19.490.4816.40-17.1517.22.255.411.34-14.10.6616.22-18.59表3.19滿跨跨活載作用用下AB跨跨中彎彎矩(kNN·m)表3.20滿跨跨活載作用用下柱軸力力層邊柱(A軸)中柱(B軸)橫梁端部剪力縱梁端部剪力柱軸力(kN))橫梁端部剪力縱梁端部剪力柱軸力(kN))45.783.899.239.086.3215.47316.3312.1335.6920.5419.0453.70216.4012.1363.2220.3419.0491.99116.2212.1388.5720.7619.04133.463.3風(fēng)荷載作作用下的位位移、內(nèi)力力計(jì)算1.框架側(cè)移(表33.21)表3.21風(fēng)荷荷載作用下下框架側(cè)移移層次層高h(yuǎn)i(m)Pik(kN))Vik(kN))∑D(kN/mm)=(mm)總側(cè)移(mm)413.87.097.0935.730.343.83310.56.4713.5635.730.513.5627.26.1819.7435.730.783.4013.96.5426.2815.512.562.562.層間側(cè)移=2.566/0.885=3..01mmm其中0.85為位移移放大系數(shù)數(shù)。相對(duì)側(cè)移==3.011/39000=1/11619<<1/40003.頂點(diǎn)側(cè)移側(cè)移=3.883/0..85=44.5相對(duì)側(cè)移=4.551/155300==1/33392<11/5000滿足要求求4.水平風(fēng)載作用下下框架層間間剪力(圖3.21)圖3.21水平荷荷載作用下下的框架層層間剪力表3.22各層層柱反彎點(diǎn)點(diǎn)位置層次柱別Ky4邊柱1.8--0100.430.43中柱2.4--0100.450.453邊柱1.810100.480.48中柱2.410100.500.502邊柱1.8101.2500.500.50中柱2.4101.2500.500.501邊柱1.20.80--00.550.55中柱1.610.80--00.550.55圖3.22風(fēng)風(fēng)荷載作用用框架彎矩矩(kN·mm)圖3.23風(fēng)荷載作作用框架梁梁剪力、柱柱軸力(kN)表3.23風(fēng)荷荷載作用下下框架柱剪剪力及柱端端彎矩層次h(m)(kN)∑D柱別yM下M上43.38.3234.82邊柱7.8-1.860.43-2.89-3.82中柱9.61-2.300.45-3.72-4.5533.317.1534.82邊柱7.8-3.840.48-6.64-7.19中柱9.61-4.730.50-8.52-8.5223.325.5734.82邊柱7.8-5.730.50-10.31-10.70中柱9.16-7.060.50-12.70-12.7013.934.1014.4邊柱3.41-8.050.55-19.93-16.31中柱3.81-9.000.55-22.27-18.22表3.24風(fēng)荷荷載作用下下梁端、跨跨中彎矩和和剪力層次柱別M下(kN.m)M上(kN.m)節(jié)點(diǎn)左右梁線剛剛度比邊跨兩端彎矩M(kN.m))中跨兩端彎矩M(kN.m))風(fēng)在下梁端剪力力邊跨梁跨中彎矩矩(kN.mm)左梁右梁VAVB左VB右4邊柱-2.89-3.820.003.821.070.61中柱-3.72-4.551.35--2.611.941.07-1.62--3邊柱-6.64-7.910.0010.082.851.53中柱-8.52-12.701.35--7.035.212.85-4.43--2邊柱-10.31-10.310.0016.954.862.38中柱-12.70-12.701.35--16.959.034.86-7.53--1邊柱-19.93-16.310.0026.627.404.43中柱-22.27-18.221.35--26.6213.167.40-10.97--表3.24風(fēng)載載作用下柱柱軸力層次柱別M下(kN.m)M上(kN.m)風(fēng)載作用下梁端端剪力柱軸力VAVB左VB右NANB4邊柱-2.89-3.82-1.071.07--中柱-3.72-4.551.07-1.620.553邊柱-6.64-7.91-2.853.92--中柱-8.52-8.522.85-4.342.042邊柱-10.31-10.31-4.868.78--中柱-12.70-12.704.86-7.534.711邊柱-19.93-16.31-7.4016.18--中柱-22.27-18.227.40-10.978.283.4地震作用用下橫向框框架梁的內(nèi)內(nèi)力計(jì)算1.0.5（雪+活活）重力荷荷載作用下下橫向框架架內(nèi)力計(jì)算算按《建筑抗震設(shè)設(shè)計(jì)規(guī)范》，計(jì)計(jì)算重力荷荷載代表時(shí)時(shí)，頂層取取用雪荷載載，其他各各層取用活活荷載。當(dāng)當(dāng)雪荷載與與活荷載相相差不大時(shí)時(shí)，可近似似按滿跨活活荷載布置置(1)橫梁線荷載載計(jì)算頂層橫梁：雪載載邊跨0.665×3.6×0.5==1.177KN/mm中間跨0.655×2.4×0.5==0.78KNN/m二至四層橫梁：：活載邊跨7..2×0.5==3.6KNN/m中間跨4.88×0.55=2.44KN//m(2)縱梁引起柱端附附加彎矩((本設(shè)計(jì)邊邊框架縱梁梁偏向外側(cè)側(cè)，中框架架縱梁偏向向走廊)頂層外縱梁：MA4=―MD4=00.5×00.65××3.6/22×3.66/2×0..075==0.088kN··m樓層外縱梁：MA1=―MD1=00.5×22×3.66/2×3..6/2××0.0775=0..243kkN·m頂層中縱梁：MB4=―MC4=－0.5××0.655×｛3.6/22×3.66/2＋（3.66＋3.6-2.4）/2×2..4/2｝×0.0075=－0.1449kN··m樓層中縱梁：MB1=―MC1=－0.5××2×｛3.6/22×3.66/2＋（3.66＋3.6-2.4）/2×2..4/2｝×0.0075=－－0.4559kN··m(3)計(jì)算簡(jiǎn)圖(4)固定彎矩頂層橫梁：A4B4=―BB4A4==―1/122ql2(1-2aa2/l2+a3/l3)=―1/122×1.117×5..42(1-2××2.2552/5.442+2.2252/5.443)=―2.35kN..mB4D4=―55/96qql2=―5/966×0.778×2..42=―0.2334kNN.mD4B4=――1/322ql2=―1/322×0.778×2..42=―1.144kN.mm二至四層橫梁：：A1B1=―BB1A1==―1/122ql2(1-2aa2/l2+a3/l3)=―1/122×3.66×5.442(1-2××2.2552/5.442+2.2252/5.443)=―7.23kN..mB1D1=―5/96ql22=―5/966×2.44×2.442=―0.722kN..mD1B1=―1//32qll2=―1/322×2.44×2.442=―0.433kN.mm(5)不平衡彎矩MA4=A4B44+A4=―2.355+0.008=―1.277kN..mMA=MA2=MA3=A1B11+A1=―7.233+0.2443=―6.99kN..mMB4=B4A44+B4+B4DD4=2.35－0.1449―0.2334=1.977kN..mMB1=MB22=MB3=B1A11+B1+B1D11=7.23－0.4559―0.722=6.055kN..m(6)彎矩分配計(jì)算((采用迭代代法)彎矩分配過程如如圖3.25,00.5(雪+活)作用下梁梁、柱彎矩矩見圖3..26，梁梁剪力、柱柱軸力見圖圖3.277。根據(jù)所求出的梁梁端彎矩，在在通過平衡衡條件，即即可求出0.5(雪+活)作用下的梁梁剪力、柱柱軸力，計(jì)計(jì)算過程見見表3.25～3.28。表3.250..5(雪+活)作用下AB跨梁端剪剪力標(biāo)準(zhǔn)值值層高qａｌMAＢMＢAMＩＫ/ＬV1/A=-//ＬVb=－(+//Ｌ)41.462.256.32.74-2.142.750.12.64-2.8434.52.256.38.44-2.678.430.288.16-8.7224.52.256.38.44-7.248.700.248.20-8.6814.52.256.38.44-6.188.150.338.11-8.77表3.260..5(雪+活)作用下BC跨梁端剪剪力標(biāo)準(zhǔn)值值層qlql/4VB=ql/4VC=－ql/440.9830.470.47-0.4732.431.441.44-1.4422.431.441.44-1.4412.431.441.44-1.44層qalMAB/ＬV1/A=-/ＬＬM=1.05--MAB－V1/A×LL/241.462.256.32.74-2.140.12.64-2.9034.52.256.38.44-2.670.288.16-8.8724.52.256.38.44-7.240.248.20-8.4914.52.256.38.44-6.180.338.11-9.29表3.270..5(雪+活)作用下AB跨跨中彎彎矩表3.280..5(雪+活)作用下柱柱軸力標(biāo)準(zhǔn)準(zhǔn)值層邊柱（A軸）中柱（B軸）橫梁端部壓力縱梁端部壓力柱軸力KN橫梁端部壓力縱梁端部壓力柱軸力KN42.641.654.293.312.936.2438.165.0617.5110.169.0225.4228.205.0630.7710.129.0244.5618.115.0643.9410.219.0263．79圖3.240.5((雪+活)作用下桿桿端彎矩(kN·mm)圖3.250..5(雪+活)作用下迭迭代計(jì)算圖3.2600.5(雪+活)作用下框框架柱軸力力、梁剪力力(kN)2.地震作用下橫向向框架的內(nèi)內(nèi)力計(jì)算地震作用下框架架柱剪力及及柱端彎矩矩計(jì)算過程程見表3.20、梁梁端彎矩計(jì)計(jì)算過程見見表3.柱剪力和和軸力計(jì)算算過程見表表3.31，地地震作用下下框架彎矩矩見圖3.27，框框架梁剪力力、柱軸力力見圖3.28。表3.29地震震作用下框框架柱剪力力及柱端彎彎矩層次層間剪力總剪力柱別Di∑DViyH（m）M下M上4585.78585.78邊柱7.8396.26-11.530.433.6-17.85-23.66中柱9.61-14.210.45-23.01-28.133374.19959.97邊柱7.8396.26-18.900.483.6-32.65-35.37中柱9.61-23.280.50-41.91-41.912265.561225.533邊柱7.8396.26-24.120.503.6-43.42-43.42中柱9.61-29.720.50-53.50-53.501172.601398.133邊柱3.41171.96-27.730.555.2-79.29-64.88中柱3.81-30.980.55-88.60-72.49表3.30地震震作用下梁梁端彎矩層次柱別M下M上節(jié)點(diǎn)左右梁線剛剛度比邊跨梁端彎矩中跨兩端彎矩地震作用下梁端端剪力邊跨梁跨中彎矩矩左梁右梁VAVB左VB右4邊柱-17.85-23.660.0023.666.643.75中柱-23.01-28.131.35--16.1611.976,64-9.98--3邊柱-32.65-35.370.0053.2215.097.97中柱-41.91-41.911.35--37.2927.6315.09-23.03--2邊柱-43.42-43.420.0076.0721.8110.63中柱-53.50-53.501.35--54.8140.6021.81-33.83--1邊柱-79.29-64.880.00108.3030.1117.96中柱-88.60-72.491.35--72.3853.6130.11-44.68--表3.31地震震作用下梁梁剪力、柱柱軸力層次柱別M下M上地震作用下梁端端剪力柱軸力VAVB左VB右NANB4邊柱-17.85-23.66-6,646.64--中柱-23.01-28.136,64-9.983.343邊柱-32.65-35.37-15.0921.07--中柱-41.91-41.9115.09-23.0311.282邊柱-43.42-43.42-21.8143.54--中柱-53.50-53.5021.81-33.8323.301邊柱-79.29-64.88-30.1173.65--中柱-88.60-72.4930.11-44.6837.87圖3.27地震作用用框架彎矩矩(kN·mm)圖3.28地地震作用框框架梁剪力力、柱軸力力(kN)學(xué)士學(xué)位論文第4章框架內(nèi)力組合4框架內(nèi)力組合表4.1彎矩調(diào)幅幅計(jì)算荷載種類桿件跨向彎矩標(biāo)準(zhǔn)值調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)準(zhǔn)值β恒載頂層AB-30.54-45.8560.240.9-27.49-41.2764.06BC-20.43-20.43-13.450.9-18.39-18.39-11.41四層AB-37.05-42.9439.090.9-33.35-38.6543.09BC-11.06-11.06-5.440.9-9.95-9.95-4.33三層AB-35.10-42.0440.500.9-31.59-37.8444.36BC-11.75-11.75-6.130.9-10.58-10.58-4.96二層AB-30.42-39.6444.040.9-27.38-35.6847.54BC-13.58-13.58-7.960.9-12.22-12.22-6.60活載（a）頂層AB-2.75-4.567.870.9-2.48-4.108.24BC-2.37-2.37-2.370.9-2.13-2.13-2.13四層AB-1.80-2.00-1.900.9-1.62-1.82-1.71BC-0.32-0.321.980.9-0