學(xué)士某六層框架酒店結(jié)構(gòu)設(shè)計(jì)計(jì)算書(shū)

畢業(yè)設(shè)計(jì)111-麗嘉酒店結(jié)構(gòu)設(shè)計(jì)與計(jì)算說(shuō)明書(shū)學(xué)生：吳曉凱指導(dǎo)教師：李明湖南理工學(xué)院土木建筑工程系摘要：麗嘉酒店是一棟六層的框架結(jié)構(gòu)。是我大學(xué)的最后一門(mén)實(shí)踐性很強(qiáng)的畢業(yè)設(shè)計(jì)任務(wù)。一般的民用建筑設(shè)計(jì)包括建筑設(shè)計(jì)和結(jié)構(gòu)計(jì)。我首先進(jìn)行的是建筑設(shè)計(jì)，它將為結(jié)構(gòu)設(shè)計(jì)提供必要的準(zhǔn)備，包括平面、立面、剖面的設(shè)計(jì)。然后將進(jìn)行結(jié)構(gòu)設(shè)計(jì)。本次設(shè)計(jì)主要是手算一榀橫向框架。即在確定了結(jié)構(gòu)的功能后，先通過(guò)對(duì)柱，梁截面的假設(shè)以及每層的柱高，從而確定計(jì)算簡(jiǎn)圖.接著求出作用在該框架上的水平力與豎向力，從而得出作用在結(jié)構(gòu)上的內(nèi)力。然后就可以進(jìn)行內(nèi)力組合，找出最不利內(nèi)力，并對(duì)截面進(jìn)行配筋設(shè)計(jì)。在設(shè)計(jì)中將會(huì)有許多不懂的地方，需要我們多查資料。學(xué)會(huì)查找相關(guān)資料也是本次設(shè)計(jì)的一項(xiàng)重要的任務(wù)。通過(guò)查規(guī)范可以讓我們了解一些最基本的設(shè)計(jì)知識(shí)，使我們?cè)O(shè)計(jì)的框架滿足構(gòu)造要求。本次設(shè)計(jì)我們將全部采用此外現(xiàn)澆板，并且在結(jié)構(gòu)設(shè)計(jì)中，還做了一個(gè)柱下獨(dú)立基礎(chǔ)、一部樓梯的設(shè)計(jì)與計(jì)算。關(guān)鍵詞：土木工程畢業(yè)設(shè)計(jì)建筑設(shè)計(jì)框架結(jié)構(gòu)設(shè)計(jì)抗震設(shè)計(jì)Abstract:TheLijiaHotelisaframestructureofsixfloor.whetherwecanfinishstudyfromtheSanXiauniversity,itseeswecanorcannotfinishthefinaldesign.Generalspeaking,Thedesignincludesarchitecturaldesignandstructuredesignfortheofficebiulding.Atfirst,wecanstarttodothearchitecturaldesign,whichisthebaseofthestructuredesign.Itincludesplanedesign,elevationdesignandsectiondesign.Instructuredesign.Thenwecandothestructuredesign.Inthisdesign,wemustcalculateatransverseframeworkbythethe.Afterdesidingthestructure,wecangettheenumerablesketchdiagram,thencalculatetheforce,havingtheinternalforcewhichdoingonthestructure.Afterthat,weneedtocombinestheinternalforce,sothatwecanfindthedisadvantageousinternalforce.Duringthedesign,IfindmanythingwhichIdon’tunderstand,soIhavetolookonthebuildingcode.Itisalsoaimportanttasttostudytolookonthecode.Inthisdesign,Iusethefleld-castslabforallthebuilding.Andtheninthestructure,wemustcakculatthefoundation,astairwayandafleld-castslab。Keywords：Civilengineeringgraduationprojectarchitecturaldesignearthquake-resistantdesign目錄TOC\o"1-3"\h\uHYPERLINK\l_Toc32460一.設(shè)計(jì)概況 -3-HYPERLINK\l_Toc1662二.結(jié)構(gòu)計(jì)算書(shū) -4-HYPERLINK\l_Toc214281.結(jié)構(gòu)布置方案及結(jié)構(gòu)選型 -4-HYPERLINK\l_Toc97561.1.結(jié)構(gòu)承重方案選擇 -4-HYPERLINK\l_Toc30671.2.主要構(gòu)件選型及尺寸初步估算 -4-HYPERLINK\l_Toc249741.3確定結(jié)構(gòu)計(jì)算簡(jiǎn)圖 -5-HYPERLINK\l_Toc122721.4梁﹑柱慣性矩,線剛度,相對(duì)線剛度計(jì)算 -8-HYPERLINK\l_Toc269832.荷載標(biāo)準(zhǔn)值計(jì)算 -9-HYPERLINK\l_Toc228762.1永久荷載 -9-HYPERLINK\l_Toc222382.2豎向可變荷載 -15-HYPERLINK\l_Toc74862.3風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算 -17-HYPERLINK\l_Toc100393.荷載作用下框架的內(nèi)力分析 -23-HYPERLINK\l_Toc16453.1恒荷載作用下框架的內(nèi)力分析 -23-HYPERLINK\l_Toc297213.2活荷載作用下框架的內(nèi)力計(jì)算 -31-HYPERLINK\l_Toc166683.3風(fēng)荷載作用下內(nèi)力分析。 -36-HYPERLINK\l_Toc123304．內(nèi)力組合 -49-HYPERLINK\l_Toc225715.截面設(shè)計(jì) -50-HYPERLINK\l_Toc231295.1框架梁的配筋計(jì)算（僅以一層梁為例說(shuō)明計(jì)算過(guò)程） -50-HYPERLINK\l_Toc61905.2框架柱配筋計(jì)算 -57-HYPERLINK\l_Toc145295.4樓梯設(shè)計(jì) -64-HYPERLINK\l_Toc49355.6基礎(chǔ)計(jì)算 -68-HYPERLINK\l_Toc12195三、參考文獻(xiàn) -72-一.設(shè)計(jì)概況1.建設(shè)項(xiàng)目名稱：麗嘉酒店2.建設(shè)地點(diǎn)：岳陽(yáng)市市區(qū)3.設(shè)計(jì)資料：3.1.工程地質(zhì)條件該場(chǎng)地地形平整，無(wú)滑坡、無(wú)液化土層等不良地質(zhì)現(xiàn)象。自然地表為3-6米紅粘土，地基承載力特征值為250Kpa,下為強(qiáng)風(fēng)化巖石層，地基承載力特征值為360KPa。地下水位：地表以下3米，無(wú)侵蝕性。3.2.氣象資料：①氣溫：最熱月平均30.1攝氏度,最冷月平均4.2攝氏度,夏季極端最高39.8攝氏度,冬季極端最低-5.5攝氏度.②相對(duì)濕度：最熱月平均73%。③主導(dǎo)風(fēng)向:全年為偏南風(fēng),夏季為西南風(fēng),基本風(fēng)壓0.3，地面粗糙程度為B類(lèi)。 3.3.抗震設(shè)防要求：七度三級(jí)設(shè)防3.4.施工條件和機(jī)具三材品種齊全，墻體選用混凝土空心磚，運(yùn)輸機(jī)械齊全。二.結(jié)構(gòu)計(jì)算書(shū)1.結(jié)構(gòu)布置方案及結(jié)構(gòu)選型1.1.結(jié)構(gòu)承重方案選擇根據(jù)建筑功能要求以及建筑施工的布置圖，本工程確定采用框架承重方案，框架梁、柱布置參見(jiàn)結(jié)構(gòu)平面圖。1.2.主要構(gòu)件選型及尺寸初步估算1.2.1.主要構(gòu)件選型（１）梁﹑板﹑柱結(jié)構(gòu)形式：現(xiàn)澆鋼筋混凝土結(jié)構(gòu)（２）墻體采用：混凝土空心磚（３）墻體厚度：外墻:250mm，內(nèi)墻:200mm（４）基礎(chǔ)采用：柱下獨(dú)立基礎(chǔ)1.2.2.梁﹑柱截面尺寸估算主要承重框架:因?yàn)榱旱目缍容^接近（8000mm﹑7000mm）,可取跨度較大者進(jìn)行計(jì)算.取L=8000mmh=(1/8~1/12)L=1000mm~666.7mm取h=800mm.400mm~267mm取b=400mm滿足b>200mm故主要框架梁初選截面尺寸為：b×h=400mm×800mm次要承重框架：取L=8000mmh=(1/12~1/15)L=667mm~553mm取h=600mm300mm~200mm取b=250mm故次要框架梁初選截面尺寸為：b×h=250mm×600mm（3）框架柱:×3600=240mm~180mmb=(1~2/3)h取b=h=1\*GB3①按軸力估算:L＇列柱:No=6×23.2m2×(10~14)KN/m2=1392KN~1948.8KNK＇﹑G＇列柱:No=6×51.2m2×(10~14)KN/m2=3072KN~4300.8KND＇列柱：No=6×23.2m2×(10~14)KN/m2+2×32m2×(10~14)KN/m2=2032KN~2844.8KNB＇列柱:No=2×32m2×(10~14)KN/m2=640KN~896KN=2\*GB3②按軸壓比驗(yàn)算:此建筑抗震等級(jí)為三級(jí)，=0.9選C30型混凝土=14.3N=(1.2~1.4)NoL＇列柱：K＇﹑G＇列柱：D＇列柱：B＇列柱：故初選柱截面尺寸為：L＇B＇列柱：b×h=450mm×450mmK＇﹑G＇﹑D＇列柱：b×h=650mm×650mm1.3確定結(jié)構(gòu)計(jì)算簡(jiǎn)圖=1\*GB2⑴.三個(gè)假設(shè)：=1\*GB3①平面結(jié)構(gòu)假定：認(rèn)為每一方向的水平力只由該方向的抗側(cè)力結(jié)構(gòu)承擔(dān)，垂直于該方向的抗側(cè)力結(jié)構(gòu)不受力；=2\*GB3②樓板在自身平面內(nèi)在水平荷載作用下，框架之間不產(chǎn)生相對(duì)位移；=3\*GB3③不考慮水平荷載作用下的扭轉(zhuǎn)作用。根據(jù)結(jié)構(gòu)平面布置圖,選定第(5)軸線作為計(jì)算單元.如下圖所示圖1圖2圖3框架梁跨度(按按柱中心線線確定)：L＇K＇跨:58000mmmK＇G＇跨:7000mmmG＇D＇跨:5800mmmD＇B＇跨:8000mmm框架柱高度：取底層:H1==45000+4500+(19900-9900)--30=5920mm（如圖2）其它層:H2==45000mmH3=H4=HH5=H66=36000mm框架計(jì)算簡(jiǎn)圖如如圖1.4梁﹑柱柱慣性矩,線剛度,相對(duì)線剛剛度計(jì)算1.4.1梁梁﹑柱慣性矩矩計(jì)算主要框架梁：次要框架梁：邊框架梁：中框架梁：內(nèi)柱外柱:1.4.2梁梁﹑柱線剛度度計(jì)算根據(jù)公式i==.k可以得出出梁﹑柱的線剛剛度如下(E=EC)梁：iL6＇K6＇=2.56×10010E/55800==4.411×106EiK6＇G6＇=3.411×1010E/77000==4.8771×106EG6＇D6＇=3.41×10010E/55800==5.8779×106EiD2＇B2＇=2.566×1010E/88000==3.2××106E柱：iL1＇L0＇=3.417×1109E/59920=55.77××105EiK1＇K0＇=1.499×1010E/55920==3.3111×106EiL66＇L5＇=3.4117×109E/36600=99.4922×105EiK6＇K5＇=1.499×1010E/33600==4.1339×106EiL1＇L2＇=3.417×1109E/45500=77.5933×105EiK1＇K2＇=1.499×1010E/44500==3.5448×106EiG11＇G0＇=1.499×1010E/55920==2.4999×106EiD1＇D0＇=1.499×1010E/55920==2.4999×106EiG66＇G5＇=1.499×1010E/33600==4.1339×106EiD6＇D5＇=1.499×1010E/33600==4.1339×106EiG1＇G2＇=1.49×10010E/44500==3.3111×106EiD1＇D2＇=1.499×1010E/44500==3.3111×106EiB1＇B0＇=3.417×1109E/59920=77.5933×105EiB1＇B2＇=3.417×1109E/45500=55.77××105E1.4.3梁梁﹑柱相對(duì)線線剛度計(jì)算算取iA1＇A0＇＇值作為基基準(zhǔn)值1.算得梁﹑柱的相對(duì)對(duì)線剛度標(biāo)標(biāo)于圖5中2.荷載標(biāo)準(zhǔn)值計(jì)算算2.1永久荷荷載2.1.1作作用于框架架梁上的荷荷載1屋面恒載載30厚細(xì)石混凝土保保護(hù)層330mm0.666kN/mm2三氈四油屋面防防水層0.4kkN/m221:3水泥沙漿漿找平層200mm0.4kkN/m22水泥蛭石板保溫溫層660mm0.112kN//m21:8水泥爐渣渣找坡80mmm1..44kNN/m21:3水泥沙漿漿找平層200mm0.4kkN/m22現(xiàn)澆鋼筋混凝土土板1000mm2.55kN/mm2板底抹灰220mm0.44kN/mm2合計(jì)6.332kN//m2樓面恒載載水磨石地面0..65kNN/m2現(xiàn)澆鋼筋混凝土土板1000mm2.55kN/mm2板底抹灰20mmm0..4kN//m2合計(jì)3.555kN//m3梁自重主要框架梁：00.40..825==8kN//m次要框架架梁：0.60..25255=3.775kN//m4柱自重上上層柱：外柱：0.4450.445253.66=18..23kNN/根內(nèi)柱：0.650..652553.6==38.002kN/根底底層柱：外柱：0.4450.445255.662=288.45kkN/根內(nèi)柱：0.650..652555.622=59..36kNN/根1作用在框框架梁上的的恒載樓面面荷載分配配按雙向板板進(jìn)行荷載載等效分配配短向分配：5aaq/8長(zhǎng)向分配：(參參見(jiàn)圖6)A11＇=（5..8-222+5.88）2=7.66m2A12＇=42=4m2C11＇=（2.5--1.5++2.5）0.755=1.331m2C12＇=1.50..75=00.56mm2C31＇=2.551.255=1.55625mm2CC32＇=2.51..25=11.56225m2G11＇=（8--2+8）1=1.331m2G12＇=21=1m2頂層：GC11＇=6.3321.331=8..28KNN=GC13＇=GC21＇=GC23＇GC12＇==6.3220.566=3.554KNN=GC14＇=GC22＇=GC24＇GC31＇==6.3221.56625=99.8755KN=GC333＇=GC51＇=GC53＇GC32＇==6.3221.56625=99.8755KN=GC334＇=GC52＇=GC54＇GL1＇=00.3500.252252.55=5.447KNGC41＇=6.33281=500.56KN=GC42＇GLL2＇=0.660.255252.55=9.3375KNNGL3＇=00.60..252558=300KNFM1＇=[(GC133＇+GC331＇+GL11＇)+((GC333＇+GC661＇+GL22＇)+(GGC63＇+GCC81＇+GL1＇)+GC112＇+GC332＇+GC62＇+GC822＇+GL3＇]2=1144.66975KNqLLK＇==0.800.4255=8KNN/mA23:qA23＇=0..7055816.211=4.3383N//m=qB111＇qLK=qc1＇＇+qB111＇+qLlkk＇=4.3383+44.3833+8=116.7666KN//mC83:qC83＇=0..84770.7556.322=3.9945N//m=qqD11＇qKM1＇=qCC83＇+qD111＇+qLLK＇=3.9945+3.9445+8==15.889KN//mqM1M2＇=qL44＇qM1G＇=qqKM1＇qGDD＇=qLLK＇標(biāo)準(zhǔn)層:GGC111＇＇=3..551..31=44.65KKN=GGC133＇＇=GGC211＇＇=GGC233＇＇GC12＇＇＇=3.5550.556=1..99KKN=GGC144＇＇=GGC222＇＇=GC24＇＇GC31＇＇＇=3.5551.55625==5.5447KNN=GC33＇＇=GGC511＇＇=GC53＇＇GC32＇＇＇=3.5551.55625==5.5447KNN=GC34＇＇=GGC522＇＇=GGC544＇＇GL1＇＇==0.3550.255252.55+0.22×(3..6-0..35)××2.5××11.88-0.99×2.11×（11.88-4.55）×0.22=21..85KNNGCC41＇＇=3..3581=266.8KKN=GC42＇＇GL2＇＇=0..60.225252.55+0.22×(3..6-0..6)×22.5×111.8==38.556KNGL3＇＇==0.600.252258+00.2×((3.6--0.8))×8×111.8--0.9××2.1××（11.88-4.55）×0.22×2=777.34452KNNFFM1＇＇=[(GC133＇＇+GCC31＇＇+GLL1＇＇)+(GGC33＇＇+GCC61＇＇+GLL2＇＇)+(GGC63＇＇+GCC81＇＇+GLL1＇＇)+GGC12＇＇+GCC32＇＇+GC62＇＇+GC822＇＇+GL3＇＇]2=1176.00932KKNqLLK＇＇＇=0.880.4255+0.22×(3..6-0..8)×111.8==14.6608KNN/mA23:qA23＇＇==0.77058113.555=2.5506N//m=qB111qLK＇＇=qqc1＇＇+qB111＇＇+qLlkk＇＇=2..506++2.5006+144.6088=19..62KNN/mC83:qC83＇＇==0.88470..753..55=22.2555N/m==qD111qLKM1＇＇=qCC83＇＇+qD111＇＇+qqLLLL＇＇=2..255++2.2555+144.6088=20.44KN/mmqLM1M22＇＇=qqL4＇＇qLM2G＇＇＇=qLKMM1＇＇qLGD==qLLLK二層:GCC11=3..551..31=44.65KKN=GGC133=GC21=GC23GC12=33.5500.56==1.999KN==GCC14=GGC222=GC24GC31=33.5511.56225=5..547eeq\oo\ac((○,1)KN==GCC33=GGC511=GC53GC32=33.5511.56225=5..547KN=GC334=GGC522=GC54GL1=0..350..252552.5++0.2××(3.66-0.335)×22.5×111.8--0.9××2.1××（11.88-4.55）×0.22=21..85KNNGC41=3..3581=266.8KKN=GC42GL2=0..60.225252.55+0.22×(3..6-0..6)×22.5×111.8==38.556KNGL3=0..60.225258+00.2×((3.6--0.8))×8×111.8--0.9××2.1××（11.88-4.55）×0.22×2=777.34452KNNFM1=[[(GGC13+GCC31+GLL1)+((GC333+GCC61+GLL2)+(GGC63+GCC81+GLL1)+GCC12+GCC32+GC62+GC822+GL3]2=1176.00932KNqLLK=00.80..425++0.2××(3.66-0.88)×111.8=114.6008KN//mA23:qA23=0..7055813.555=2.5506N//m=qB111＇qLK=qc11+qB111+qLlkk=2.5506+22.5066+14..608==19.662KN//mC83:qC83=0..84770.7553.555=2.2255N//m=qqD11qLKM1=qC883+qD111+qLLL=2..255++2.2555+144.6088=20.44KN/mmqLM1M22=qL4qLM2G==qLKMM1qLGD==qLLLKG23:qG23=0..891113.555=3.1163N//m=qqH11qLDB=qG233+qH111+qLLK＇=3.1163+3.1663+8==14.3326KNN/m一層:C111＇＇＇=（4-2..5+4）1.255=3.44375mm2C12＇＇＇＇=2.51..25=11.56225m2GC11＇＇＇＇=3..551..56255=5.555KN==GCC13＇＇＇＇GC12＇＇＇＇=3..553..43755=12..20KKN=GGC144＇＇＇GL2＇＇＇＇=0.660.255252.55=9.3375KNNGL3＇＇＇＇=0.660.255258+00.2×((4.5--0.8))×8×111.8--0.9××2.1××（11.88-4.55）×0.22=97..09666KNFM1＇＇＇＇=[(GC133＇＇＇+GCC31＇＇＇+GLL2＇＇＇)++GC112＇＇＇+GCC32＇＇＇+GLL3＇＇＇+GC411＇＇＇]2=1558.5KKNqLLK＇＇＇＇=0..80.4425+00.2×((4.5--0.8))×11..8=166.73228KN//mA23:qA23＇＇＇＇=0.7058813.555=2.5506N//m=qB111＇qLK＇＇＇==qc1+qB111+qLlkk=2.5506+22.5066+16..732==21.7744KNN/mqC33＇＇＇＇=5/881.2553.555=2.7773N//m=qqD11qLKM1＇＇＇=qqC33＇＇＇＇+qD111＇＇＇+qLLLL＇＇＇＇=2.7773+2.7773+166.7322=22.2278KNN/mqLM1M22＇＇＇=qL44＇＇＇qLM2G＇＇＇＇=qLKMM1＇＇＇＇qLGD＇＇＇＇=qLLLK＇＇＇＇G23:qG23＇＇＇＇=0.889113.555=3.1163N//m=qqH11＇＇＇＇qLDB＇＇＇＇=qqG23＇＇＇＇+qH111＇＇＇+qLLLK＇=3.1163+3.1663+8==14.00432KKN/m2恒荷載作作用在框架架柱上的集集中荷載頂層：GL5′=0.6×0.2×25×5.8=17.44KNGL6=0..8×0.255×25×8=45KNN女兒墻：11..8×1.2×0.255=3.544KN/mmGA13=1/22×(5.8--4+5..8)×2×6.322=48.0032KKN=GA21′=GA122GA14=1/22×4×2×6.322=25.228KN=GA24′=GA22FL=[(GA13′++GA211′+GL5′)/2++GA144′+GA24′+GL6]/2×2=152..292KKN=FFDFK′=FM1＇--2×1//2×GL3＇-2×1//2×GCC41＇+GL6+GA222+GA122=160..57755KN=FFG標(biāo)準(zhǔn)層：GL5′=0.6×0.2×25×5.8++0.2××（3.6--0.6）×5.8×11.88=58.4464KNNGL6=0..8×0.255×25×8+0..25×（3.6--0.8）×8×11.88-7×1.8×0.255×（11.88-4.55）=86.337KNNGA133=1/22×(5.8--4+5..8)×2×3.555=26.998KNN=GGA21′=GA122GA144=1/22×4×2×3.555=14.22KN==GA24′=GA22FL=[(GA133′+GA211′+GL5′)/2++GA144′+GA24′+GL6]/2×2=170..98KNN=FDFK′=[(GCC13+GCC31+GLL1)+((GC333+GCC61+GLL2)+(GGC63+GCC81+GLL1)+GCC12+GCC32+GC62+GC822+GL7+GA133+GA223+（GA13′+GA211′+GL5′)/2]2=213..04744KN=FFG二層：GL5′=0.6×0.255×25×5.8++0.2××（3.6--0.6）×5.8×11.88=58.44644KKNGL6=0..8×0.255×25×8+0..25×（3.6--0.8）×8×11.88-6×1.8×0.255×（11.88-4.55）=86.337KNNGL8=0.6×0.255×25×8=24KNGA133=1/22×(5.8--4+5..8)×2×3.555=26.998KNN=GGA21GA144=1/22×4×2×3.555=14.22KN==GA24′GG133=1/22×(8-4++8)×2×3.555=42.66KN=GG21′GG144=1/22×4×2×3.555=14.22KN==GG24′FL=[(GA133+GA211+GL5)/22+GA144+GA24+GL6]/2×2=170..98KNNFK=[(GCC13+GCC31+GLL1)+((GC333+GCC61+GLL2)+(GGC63+GCC81+GLL1)+GCC12+GCC32+GC62+GC822+GL7+GA133+GA223+（GA13′+GA211′+GL5′)/2]2=213..047KKN=FFGFD=[(GE133+GE211+GL5)/22+(GGG13+GG211+GL5)/22+GG114+GG24+GE122+GE222+GL8]/2×2=261..68KNNFB=[(GG13′++GG211′+GL8′)/2++GG122′+GG22′+GL6]/2×2=174..085KKN一層：GL5′=0.6×0.2×25×5.8=17.44KNGL6=0..8×0.255×25×8+0..25×（4.5--0.8）×8×11.88-7×1.8×0.255×（11.88-4.55）=104..32555KNGL8=0.6×0.2×25×8=24KNGL7=0.8×0.255×25×8=40KNGL6＇=0.8×0.255×25×8+0..2×（4.5--0.8）×8×11.88=109..856KNGA133=1/22×(5.8--4+5..8)×2×3.555=26.998KNN=GGA21GA144=1/22×4×2×3.555=14.22KN==GA24′GG133=1/22×(8-4++8)×2×3.555=42.66KN=GG21′GG144=1/22×4×2×3.555=14.22KN==GG24′FL=[(GA133+GA211+GL5)/22+GA144+GA24+GL6]/2×2=168..40555KNFK=[(GCC13+GCC31+GLL2)+GGC12+GCC32+GA133+GA223+（GA13′+GA211′+GL5′)/2]2=232..57355KN=FGFD=[(GE13+GE211+GL5)/22+(GGG13+GG211+GL5)/22+GG114+GGL7+GG24+GE112+GE22+GL8]/2×2=256..936KKNFB=[(GG13′++GG211′+GL8′)/2++GG122′+GG22′+GL6]/2×2=187..32555KNL′列柱：頂層上柱柱：F6=1522..299KN下柱：F6′=1522.29++18.223=1770.522KN五層：F55=F6′+FL=170..52+170..98=341..5KNFF5′=F5+18..23=359..73KNN四層：F44=F5′+FL=359..73+170..98=530..71KNNF44′=F4+18..23=5548.994KN三層：F33=F4′+FL=548..94+170..98=7719.992KNF3′=F3+18.223=7338.155KN二層：F22=F3′+FL=738..15+170..98=9909.113KNF2′=F2+28..45=937..58KNN一層：F11=F2′+FL′=937..58+168..41=11105..99KNNF1′=F1+28..45=11344.44KKNK′列柱：頂層上柱柱：F6=1600.58KKN下柱：F6′=1600.58++38.002=1998.6KKN五層：F55=F6′+FK=198..6+213..05=411..65KNNFF5′=F5+38..02=449..67KNN四層：F44=F5′+FK=449..67+213..05=662..72KNNF44′=F4+38..02=7700.774KN三層：F33=F4′+FK=700..74+213..05=9913.779KNF3′=F3+38..02=915..81KNN二層：F22=F3′+FK=915..81+213..05=11164..86KNNF2′=F2+59..36=12244.21KKN一層：F11=F2′+FK′=12244.21++232..57=11456..78KNNF1′=F1+59..36=15166.14KKNG′列柱：頂層上柱柱：F6=1600.58KKN下柱：F6′=1600.58++38.002=1998.6KKN五層：F55=F6′+FG=198..6+213..05=411..65KNNFF5′=F5+38..02=449..67KNN四四層：F4=F5′+FG=449..67+213..05=662..72KNNF44′=F4+38..02=7700.774KN三層：F33=F4′+FG=700..74+213..05=9913.779KNF3′=F3+38..02=915..81KNN二層：F22=F3′+FG=915..81+213..05=11164..86KNNF2′=F2+59..36=12244.21KKN一層：F11=F2′+FG′=12244.21++232..57=11456..78KNNF1′=F1+59..36=15166.14KKND′列柱：頂層上柱柱：F6=1522.29KKN下柱：F6′=1522.29++38.002=1990.311KN五層：F55=F6′+FD=190..31+170..98=361..29KNNF55′=F5+38..02=399..31KNN四層：F44=F5′+FD=399..31+170..98=570..29KNNF44′=F4+38..02=6608.331KN三層：F33=F4′+FD=608..31+170..98=7779.229KNF3′=F3+38..02=817..31KNN二層：F22=F3′+FD=817..31+170..98=9988.229KNF2′=F2+59..36=10477.65KKN一層：F11=F2′+FD′=10477.65++168..41=11216..06KNNFF1′=F1+59..36=12755.43KKNB′列柱：二層：F22=174..09F22′=F2+28..45=202..54KNN一層：F11=F2′+FB′=202..54+187..33=3389.887KNF11′=F1+28..45=418..32KN2.2豎向可變變荷載查荷載載規(guī)范：樓樓面均布活活荷載標(biāo)準(zhǔn)準(zhǔn)值為2.0kkN/m22,上人屋面面均布活荷荷載標(biāo)準(zhǔn)值值為2.0kkN/m22。頂層、標(biāo)準(zhǔn)層：L′K′跨：q=0.70058222=55.64664KNK′G′跨：FM＇=[[(1.311+1.55625))2+(1.56625+11.56225)2+(1.311+1.55625))2+(1.56225+1..56255+0.556+0..56)22+182]=33.336KNqK'M1=1.3311.22522=6..55kNN/m=qM2C'G′D′跨：q=0.7055822+0..7058822=5..64644kN/mm活荷載作用在框框架柱上的的集中荷載載FL=[(GA133+GA211)+GA144+GA24]2=[(77.6+77.6)22/2+((4+4))2]2=31.2Knn=FDFK=[(1.311+1.55625))2+(1.56625+11.56225)2+(1.311+1.55625))2+(1.5625++1.56625+00.56++0.566)2+((4+4))2]2=33..36kNN=FG二層：L′K′跨：q=0.70058222=55.64664KNK′G′跨：FM＇=[[(1.311+1.55625))2+(1.56625+11.56225)2+(1.311+1.55625))2+(1.56225+1..56255+0.556+0..56)22+182]2==33..36KNNqK'M1=1.3311.22522=6..55kNN/m=qM2C'G′D′跨：q=0.7055822+0..7058822=5..64644kN/mmD′B′跨：q=0.847722+0..847222=6..776kkN/m活荷載作用在框框架柱上的的集中荷載載FLL=[(GA133+GA211)+GA144+GA24]2=[(77.6+77.6)22/2+((4+4))2]2=331.2KKnFKK=[(1.311+1.55625))2+(1.56625+11.56225)2+(1.311+1.55625))2+((1.56625+11.56225+0..56+00.56))2+(44+4)2]2=33..36kNN=FGFDD=[(GE133+GE211)+(GG133+GG211)+GG144+GG24+GE144+GE24]2=[(7..6+7..6)2//2+(112+122)2/22+(44+4)22+(4++4)2]]2=711.2KnnFBB=[(GG133+GG211)+GG144+GG24]2=[(122+12))2/2++(4+44)2]2=400Kn一層：L′K′跨：q=0.70058222=55.64664KNK′G′跨：FM＇=[[(1.56625+11.56225)2++(3..43755+3.44375))2+182]2==48..875KKNqK'M1=5/881.25522=3..125kkN/m=qM2C'G′D′跨：q=0.7005822+0..7058822=5..64644kN/mm活荷載作用在框框架柱上的的集中荷載載FL=[(GAA13+GA211)+GA144+GA24]2=[(77.6+77.6)22/2+((4+4))2]2=311.2KnnFK=[(1.56625+11.56225)22+(3..43755+3.44375))2+(44+4)2]2=48..875kkN=FFGFD=[(GEE13+GE211)+(GG133+GG211)+GG144+GG24+GE144+GE24]2=[(77.6+77.6)22/2+((12+112)2//2+((4+4))2+(44+4)22]2=711.2KnnFB=[(GGG13+GG211)+GG144+GG24]2=[(122+12))2/2++(4+44)2]2=400Kn活荷載作用下框框架的受荷荷簡(jiǎn)圖（標(biāo)標(biāo)準(zhǔn)值）見(jiàn)見(jiàn)圖82.3風(fēng)荷載標(biāo)標(biāo)準(zhǔn)值計(jì)算算風(fēng)壓標(biāo)準(zhǔn)值計(jì)算算公式為：：w=βZμSμZω0本地區(qū)區(qū)基本風(fēng)壓壓為：w0=0.44樓高H＜30m；地面粗粗糙類(lèi)別為為C類(lèi)；風(fēng)振振系數(shù)：βZ=1+HHi/Hξγ/μZ表1層次123456Hi（第i層距距離室外地地面的高度度）4.959.4513.0516.6520.2523.85H總=23.85mB==18.66mHH/B=11.28查表：脈動(dòng)影響響系數(shù)γ=0.444表2離地面高度（mm）z4.959.4513.0516.6520.2523.85風(fēng)壓高度系數(shù)μμZ0.740.740.740.790.860.92結(jié)構(gòu)基本周期：：取T=0..31，ω0=0.44kN/mm2ω0T2=0.40.3312=0.0038查表得：：脈動(dòng)增大大系數(shù)ξ=1.11697βZ=1+Hi/HHξγ/μZ表3z4.959.4513.0516.6520.2523.85βZ1.171.301.401.471.521.57查表得：風(fēng)載體體型系數(shù)：：迎風(fēng)面為為0.8；背風(fēng)面面為-0.55∴μS=1.33ωk=βZμSμZω0表4z4.959.4513.0516.6520.2523.85ωk0.450.500.540.600.700.78轉(zhuǎn)化為集中荷載載（受荷面面與計(jì)算單單元同）6層：FW6K=00.7888（1.2++3.6//2）=18..72KNN5層：FW5K=883.6（0.788+.0..70）2=211.31KKN4層：FW4K=883.6（0.700+0.660）2=188.72KKN3層：FW3K=883.6（0.600+0.554）2=166.42KKN2層：FW2K=880.5443.6//2+800.5044.5/22=16..78KNN1層：FW1K=880.5004.5//2+800.4555.92==30.331KN（如下圖所示）2.4水平地地震作用計(jì)計(jì)算2.4.1重重力荷載代代表值（恒恒載+0.5活載）1恒載屋面重重力值：G面=6.332（18.6641.7）=49001.9KKN樓板重重力值：G板=（18.6641.7）3.555=27553.5KKN三層樓板重力值值：G板=（18.6641.7）3.555+6.332（841.7）=48661.8KKN二層樓板重力值值：G板=（18.6641.7）3.555+3.555（841.7）=39337.7KKN梁重重力值：G梁=（41.774+188.66）8+（41.772+8..310）3.755+2.55130.3350.2525==29222.3KNN二層層梁重力值值：G梁=（41.775+188.66++82+888）8+（41.772+8..38+55.8+338）3.755=4402.33KN柱重重力值：G上柱=188.2388+38..02199=8688.2KNNG底柱柱=28..45133+59..36188=14338.3KKN考慮到墻體上有有門(mén)和窗，所所以墻凈重重按80%折算墻重力值：G女女兒墻=（41.77+41..7+188.6）11.881.20..250..8=2888.9KKNG標(biāo)墻=（41..7+411.7+118.6）11.88（3.66-0.88）0.2550.8+（41.772+8..319++6132.527）111.8（3.6--0.6）0.20..8=33032..2KNNG二層墻=（411.7+441.7++18.66）11.88（4.5--0.8）0.2550.8+（8.3100+5.88+5.88+813）11.88（4.5--0.8）0.20..8=22278KKNG底墻=（41..7+411.7+118.6）11.88（4.5--0.8）0.2550.8+（41.77+5+118.6++55.8）11.88（4.5--0.6）0.20..8=15585KNN2活荷載Q==2（41.7718.66）=15551.2KKNQ==2（41.7718.66）+2（41.888）=22118.4NN3重力荷載載代表值G6=G板+G梁+G上柱/2++G女兒墻墻+G標(biāo)墻/2=49901.99+29222.3++868..2/2++288..9+300322//2=100063..3KN（不包括括屋面活荷荷載）G5=G板+G梁+G上柱+GG標(biāo)墻+F活/2=22753++29222.3+8868.22+30332.2++22188.4/22=1106844.9KNNG4=G5=G3=106684.99KNGG2=27553+29922.33+8688.2/22+14338.3//2+22279//2+22218.44/2==105992.9KKNG1=G板+G梁+G底柱+G標(biāo)墻/2++G底墻+F活/2=22753++44022.3+11438..3+22278/22+15885+43352.44/2=1134933.8KNN質(zhì)點(diǎn)重力荷載代代表值見(jiàn)右右圖2.4.2水水平地震力力作用下框框架的側(cè)移移驗(yàn)算1橫梁線剛剛度為了簡(jiǎn)化計(jì)算，框框架梁截面面慣性矩增增大系數(shù)取取1.2iL6＇K6＇=2.56×10010E/55800==4.411×106EiK6＇G6＇=3.411×1010E/77000==4.8771×106EiG6＇D6＇=3.41×10010E/55800==5.8779×106EiD2＇B2＇=2.566×1010E/88000==3.2××106E2柱的線剛剛度iL1＇＇L0＇=3.4117×109E/59920=55.77××105EiK1＇K0＇=1.499×1010E/55920==3.3111×106EiL6＇＇L5＇=3.4117×109E/36600=99.4922×105EiK6＇K5＇=1.499×1010E/33600==4.1339×106EiL1＇L2＇=3.4117×109E/45500=77.5933×105EiK1＇K2＇=1.499×1010E/44500==3.5448×106EiG1＇＇G0＇=1.499×1010E/55920==2.4999×106EiD1＇D0＇=1.499×1010E/55920==2.4999×106EiG66＇G5＇=1.499×1010E/33600==4.1339×106EiD6＇D5＇=1.499×1010E/33600==4.1339×106EiG1＇G2＇=1.49×10010E/44500==3.3111×106EiD1＇D2＇=1.499×1010E/44500==3.3111×106EiB1＇B0＇=3.417×1109E/59920=77.5933×105EiB1＇B2＇=3.417×1109E/45500=55.77××105E2.4..2.3框架柱的的側(cè)移剛度度D值33～6層D值的計(jì)算表5Dk=∑kb/22kcα=k/(2+kk)D=12αkcc/h2邊柱M′4.3610.68618077邊柱B′中柱K′2.1770.52159923中柱G′2.5970.56564954中柱D′1.4200.41547745二層D值的計(jì)算算表6Dk=∑kb/22kcα=k/(2+kk)D=12αkcc/h2邊柱M′5.4520.73215431邊柱B′4.2140.67814303中柱K′2.7220.57653013中柱G′3.2470.61956913中柱D′2.7420.57853182底層D值的計(jì)算算表7Dk=∑kb/22kcα=k/(2+kk)D=12αkcc/h2邊柱M′7.1750.78212534邊柱B′5.5460.73511779中柱K′3.6060.64344650中柱G′3.3020.68347385中柱D′3.6330.645447703計(jì)算框架架自振周期期各層D值匯總（見(jiàn)見(jiàn)表8）各各層D值匯總表8DD值/層次柱類(lèi)型3～6層（D值根數(shù)）2層（D值根數(shù)）1層（D值根數(shù)）邊柱M′軸180776==1084462154316==925886125346==752004B′軸143036==858118117796==706774中柱K′軸599236==3595538530136==3180078446506==2679900G′軸649546==3897724569136==3414478473856==2843310D′軸′477456==286447531826==3190092447706==2686620∑D（KN/m）1144194411570522966708按頂點(diǎn)位移法計(jì)計(jì)算，考慮慮輕質(zhì)砌塊塊墻對(duì)框架架剛度的影影響，取基基本周期調(diào)調(diào)整系數(shù)α0=0.8，計(jì)算公公式為1=1.7α0,式中△T為頂點(diǎn)位位移。按D值法計(jì)算算。見(jiàn)表9橫向框架頂點(diǎn)位位移計(jì)算表9層次Gi(kN)DiΔi－Δi－1=∑Gi/DΔi(m)610063.3310063.33114419440.0090.205510684.9920748.22114419440.0180.196410684.9931433.11114419440.0270.178310684.9942118114419440.0370.151210592.9952710.99115705220.0460.114113493.8866204.779667080.0680.068T1=1.70.88=0.662s4水平地震震作用標(biāo)準(zhǔn)準(zhǔn)值和位移移的計(jì)算多遇地震震作用下，設(shè)設(shè)防烈度為為7度，查表αmax=00.08..岳陽(yáng)市反反應(yīng)譜特征征周期查表表Tg=0.355s,Tgg＜T1＜5Tg∴6水平地震震作用計(jì)算算因因?yàn)門(mén)1=0.662s＞1.4Tgg=1.440.355=0.449s.尚需考慮慮頂部附加加水平地震震作用。δδn=0..08T11+0.007=0..080..62+00.07==0.11196結(jié)結(jié)構(gòu)總水平平地震作用用標(biāo)準(zhǔn)值：：Fek=α1Geq==0.03340.885662204.77=19113KN頂部附加的集中中水平地震震作用為：：ΔFn=δn·Fekk=0.1119611913==229KKN=13493..85.992+100684..93.663+100063..33.66+105592.994.5==2791176KNN同理：F2=1184KNNF33=2511KNF4=3166KNF5=3800KNF6=4199KNF6＇＝F6+△Fn=419++229==648KKNFi,Vi和△uee的計(jì)算（見(jiàn)見(jiàn)表10）層次654321Fi(KN)648380316251184134Vi(KN)64810281344159517791913∑D(KN/m))1144194411441944114419441144194411570522966708△ue(m)0.00060.00090.00110.00140.00150.002Fi,Vi和△uee的計(jì)算橫向框架各層水水平地震作作用和地震震剪力如圖圖83.荷載作用用下框架的的內(nèi)力分析析3.1恒荷載載作用下框框架的內(nèi)力力分析恒荷載作用下框框架的受荷荷簡(jiǎn)圖如圖圖7所示3.1.1橫荷荷載作用下下框架的彎彎矩計(jì)算1梁的固端端彎矩可按按下面方法法求得：A′C′跨：MLL6＇K6＇＝－16.77665..82/12＝－47.00KNMK6＇L6＇＝47.00KNMLL5＇K5＇＝－19.6625.882/12＝－55.00KNMK5＇L5＇＝55.00KNMLL2＇K2＇＝－19.66215..82/12＝－55.00KNMK2＇L2＇＝55.00KNMDD2＇B2＇＝－14.332682/12＝－76.443KNMMB2＇D2＇＝76.443KNMLL1＇K1＇＝－21.77445..82/12＝－60.996KNMK1＇L1＇＝60.996KNMDD1＇B1＇＝－14.004382/12＝－74.888KNMMB1＇D1＇＝74.888KNC′E′′跨：6層：MK9＇G9＇＝－1452..55.552/72＝－223..79KNN·mMG9＇K9＇＝1452..525.5//72＝101..72KNN·mMK9＇G9＇＝－872/12＝－32.667KN··mMG9＇K9＇＝32.667KN··mMG9＇K9＇＝＝4.300KN·mMK9＇G9＇＝..＝-14..49KNN·m∴MK9＇G9＇＝－223..79－101..72－32.667-144.49--4.300=-3776.977MG9＇K9＇＝223..79+1101.772+322.67++14.449+4..30=3376.997KN·m標(biāo)準(zhǔn)層：MK9＇G9＇＇＝－1762..55.552/72＝－271..63KNN·mMG9＇K9＇＇＝1762..525.5//72＝123..47KNN·mMK9＇G9＇＇＝－14.66172/12＝－59.666KN··mMG9＇K9＇＇＝＝3.155KN·mMK9＇GG9＇＝＝-10..63KNN·m∴MK9＇G9＇＇＝－271..63－123..47－59.666-3..15-110.633＝－468..54KNN·mMG9＇K9＇＇＝271..63+1123.447+599.66++3.155+10..63＝468..54KNN·m二層：MK9＇G9＇＇＝－1762..55.552/72＝－271..63KNN·mMG9＇K9＇＇＝1762..525.5//72＝123..47KNN·mMK9＇G9＇＇＝－14.66172/12＝－59.666KN··mMG9＇K9＇＇＝＝3.155KN·mMK9＇G9＇＇＝＝-10..63KNN·m∴MK9＇G9＇＇＝－271..63－123..47－59.666-3..15-110.633＝－468..54KNN·mMG9＇K9＇＇＝271..63+1123.447+599.66++3.155+10..63＝468..54KNN·m一層：MK9＇G9＇＇＝1582..55.552/＝－243..85KNN·mMG9＇K9＇＇＝1582..525.5//72＝110..84N··mMK9＇GG9＇＝－16.77372/12＝－68.331KN··mMG9＇KK9＇＝68.331KN··mMG9＇KK9＇＝＝3.022KN·MK9＇G9＇＇＝＝＝-10..19KNN·m∴MK9＇G9＇＇＝－243..85－110..84－68.331-3..02-110.199＝－436..21KNN·mMG9＇K9＇＇＝243..85+1110.884+688.31++3.022+10..19＝436..21KNN·m2根據(jù)梁、柱柱相對(duì)線剛剛度，算出出各節(jié)點(diǎn)的的彎矩分配配系數(shù)μij，如圖圖所示。如：L6＇點(diǎn)：μL6'K6'==0.1186Μk6'L6==0.8814用彎矩分分配法計(jì)算算框架內(nèi)力力，傳遞系系數(shù)為，各各節(jié)點(diǎn)分配配二次即可可。3梁的跨內(nèi)內(nèi)最大彎矩矩的求法。K6＇G66＇段彎矩矩的求法：：QK6＇G6＇＇＝＝153..45KNNQG6＇K6＇＇＝＝-47..56KNNQK6＇G6＇＇＝0.587＝28KNNQG6＇K6＇＇＝-28KKNQK6＇G6＇＇＝＝-18..17KKN∴QK6＇G6＇＇＝153..45+447.566+28++18.117+1..555＝248..73KKNQG6＇K6＇＇＝-2488.73集中力M1點(diǎn)彎矩：：M11＝218..43KNN·m∴可得：K6＇GG6＇跨跨中中彎矩K點(diǎn)彎矩最最大MMk＝218..43KNN·mK55＇G5＇段彎矩矩的求法：：QK6＇G6＇＇＝＝128..26KNNQG5＇K5＇＇＝＝-57..73KNNQK5＇G5＇＇＝0.5144.6177＝51.114KNQG5＇K5＇＇＝-51..14KNNQK5＇G5＇＇＝＝-80..96KKN∴QK5＇G5＇＇＝128..26+557.733+51..14+114.7554＝251..6KNNQG5＇K5＇＇＝-2511.6KNN集中力M1點(diǎn)彎矩：：Mk＝-338.223KN··m∴可得：K5＇EE5＇跨跨中中彎矩K點(diǎn)彎矩最最大MMk＝-3388.23KN·mmK2＇G2＇段段彎矩的求求法：QK6＇G6＇＇＝＝167..21KNNQG6＇K6＇＇＝＝-51..8KNQK6＇G6＇＇＝0.5166.7377＝58.555KNQG6＇K6＇＇＝-58..55KNNQK6＇G6＇＇＝＝-77..6KNN∴QK6＇G6＇＇＝13.8875+1167.221+511.8+558.555＝291..4KNNQG6＇K6＇＇＝-2911.4KNN集中力MM1點(diǎn)彎矩：：Mk＝2922.98KKN·m∴可得：C2＇EE2＇跨跨中中彎矩K點(diǎn)彎矩最最大MMk＝-2922.98KN·mm恒載作用下的彎彎矩圖如下下3.1.2恒恒載作用下下框架的剪剪力計(jì)算由簡(jiǎn)圖和推導(dǎo)公公式進(jìn)行計(jì)計(jì)算梁L＇K＇段：∑ML=0MML-MC--QB·l=00QB=∑MB=0MMA-MB--QA·l=00QQA=梁L＇K＇段前已算出..柱：∑ML＝0-MC–MD-QD·h＝0QD＝∑MMD＝0-MMC–MD-QD·h＝0QC＝梁：L6＇K6＇：QL6＇K6＇＝＝18.38KKNQK6＇L6＇＝＝-78.89KNL5＇K5＇：QL5＇K5＇＝＝18.38KNNQQK5＇L8＇＝＝-58..5KNN３～4層：QL4＇＇K4＇＝28.119KNNQK4＇L4＇＝-85..6KNN2層：QL2＇K2＇＝34.884KNQQK2＇L2＇＝-91..25KNN1層：QL1＇K1＇＝41.22KNQK1＇L1＇＝-84..89KNN其計(jì)算結(jié)果見(jiàn)下下圖3.1.3恒荷荷載作用下框框架的軸力力計(jì)算3.２活荷載作用下下框架的內(nèi)內(nèi)力計(jì)算3.2.1樓面面活載作用用下框架的的內(nèi)力計(jì)算算由由于樓面活活載＜4.0KKN/m22,故按活載載滿布的情情況計(jì)算。為為減小誤差差，將最終終結(jié)果中，梁梁的跨中彎彎矩?cái)U(kuò)大1.2倍，支座座彎矩不變變。1樓面活載載作用下框框架的彎矩矩計(jì)算六層：L＇K＇跨：ML＇＇K＇＝-＝-15..83KNN·mMMK＇L＇＝15.883KN··mK＇G＇跨：MKK＇G＇＝＝-51..49KNN·mMG＇K＇＝＝＝23.440KN··mMK＇G＇＝＝（47-32..5）＝-3.667KNN·mMG＇K＇＝（672-872.5++32.5）＝12.003KN··m∴MK＇GG＇＝-12..03-33.67--23.440-511.49＝-90..59KKN·mMGG＇K＇＝12.003+3..67+223.4++51.449＝90.559KNN·mD＇B＇跨：MD＇＇B＇＝-＝-36..14833KN·mmMMD＇B＇＝36.114KN··m一層：L＇K＇跨：ML＇K＇＝-＝-15..83KNN·mMMK＇L＇＝15.883KN··mKK＇G＇跨：MK＇G＇＝＝-75..44KNN·mMMG＇K＇＝＝34.229KN··mMKK＇G＇＝（47-32..5）＝-1.77KN··mMGG＇K＇＝（672-872.5++32.552.5）＝5.744KN··m∴MK＇G＇＝-1.77-5.774-755.44--34.229＝-1177.17KN·mmMG＇K＇＝1.7++5.744+75..44+334.299＝117..17KKN·mD＇B＇跨：MD＇＇B＇＝-＝-36..14KNN·mMD＇B＇＝36.114KN··m3活荷載作作用下框架架的軸力計(jì)計(jì)算4活荷載作作用下框架架的軸力計(jì)計(jì)算3..3風(fēng)荷載載作用下內(nèi)內(nèi)力分析。采用DD值法，其其計(jì)算如下下：框架在風(fēng)風(fēng)荷載（從從左向右吹吹）下的內(nèi)內(nèi)力用D值法（改改進(jìn)的反彎彎點(diǎn)法）進(jìn)進(jìn)行計(jì)算。其其步驟為：：1）求個(gè)個(gè)柱反彎點(diǎn)點(diǎn)處的剪力力值；2）求各各柱反彎點(diǎn)點(diǎn)高度；3）求各各柱的桿端端彎矩及梁梁端彎矩；；4）求各各柱的軸力力和梁剪力力。第i層第m柱所分配的剪力力為：Vim=DimVi/ΣD,VVi=ΣWi,Wi見(jiàn)下表?？蚣苤磸濣c(diǎn)位位置，y=y0+y1+y2+y3,計(jì)算結(jié)果果如表所示。表11LL軸框架柱柱反彎點(diǎn)位位置層號(hào)h/miy0y1y2y3yyh/m63.61.640.450000.451.6253.61.640.50000.51.843.61.640.50000.51.833.61.640.50000.51.824.51.320.50000.52.2515.9210.550000.553.26表12K軸框架柱柱反彎點(diǎn)位位置層號(hào)h/miy0y1y2y3yyh/m10000.411.4830000.431.5590000.491.760000.51.824.55.740.50000.52.2515.924.330.550000.553.26表13G軸框架架柱反彎點(diǎn)點(diǎn)位置層號(hào)h/miy0y1y2y3yyh/m30000.431.5550000.451.650000.451.60000.51.824.55.740.50000.52.2515.924.330.550000.553.26表14D軸框架柱柱反彎點(diǎn)位位置層號(hào)h/miy0y1y2y3yyh/m70000.371.3320000.421.550000.451.670000.471.6924.55.740.50000.52.2515.924.330.550000.553.26表15B軸框架柱柱反彎點(diǎn)位位置層號(hào)h/miy0y1y2y3yyh/m63.61.320.50000.52.2553.610.550000.553.26框架柱各柱的桿桿端彎矩、梁梁端彎矩按按下式計(jì)算算，計(jì)算過(guò)過(guò)程如表16所示。表16風(fēng)荷載作作用下L軸框架柱柱剪力和梁梁柱端彎矩矩的計(jì)算層ViΣDDimDim/ΣDVimyyhMc上Mc下Mb總618.7211441944180770.0160.300.451.620.590.480.59540.0311441944180770.0160.340.51.800.610.610.61458.7911441944180770.0160.300.51.800.530.530.53375.2111441944180770.0160.260.51.800.470.470.47291.9911575022154310.0130.300.800.801122.3966708125340.0130.390.553.261.051.281.05表17風(fēng)荷載作作用下K軸框架柱柱剪力和梁梁柱端彎矩矩的計(jì)算層ViΣDDimDim/ΣDVimyyhMc上Mc下Mb左Mb右618.721144194451923