TOC\o"1-5"\h\z摘要 3\o"CurrentDocument"ABSTRACT 4\o"CurrentDocument"第一章建筑設計說明 5\o"CurrentDocument"1.1總平面設計 51.2平面設計 5\o"CurrentDocument"3立面設計 5\o"CurrentDocument"1.4剖面設計 6\o"CurrentDocument"1.5建筑設計體會 6\o"CurrentDocument"第二章結構選型及布置 7\o"CurrentDocument"!結構選型 7\o"CurrentDocument"2結構布置 7\o"CurrentDocument"3參考資料 7第三章荷載計算 8\o"CurrentDocument"!梁板柱尺寸的確定 8荷載計算 11\o"CurrentDocument"風荷載作用下的位移驗算 19\o"CurrentDocument"第四章內力計算 23\o"CurrentDocument"!風荷載標準值作用下的內力計算 23\o"CurrentDocument"2內力計算 28第五章內力組合 42\o"CurrentDocument"第六章截面設計與配筋計算 48\o"CurrentDocument"6.!梁的正截面承載カ計算 48\o"CurrentDocument"6.2梁的斜截面承載カ計算 52\o"CurrentDocument"3柱截面設計 52\o"CurrentDocument"6.4柱斜截面的承載カ計算 58\o"CurrentDocument"第七章樓板計算 641AB軸樓面板 642BC軸樓面板 66\o"CurrentDocument"第八章基礎計算 691造型 69\o"CurrentDocument"2基礎不利內力選取 72\o"CurrentDocument"3確定基礎底面尺寸 72\o"CurrentDocument"4基礎高度驗算 73\o"CurrentDocument"8.5基礎底板配筋計算 74\o"CurrentDocument"第九章樓梯計算 76\o"CurrentDocument"!建筑設計 76\o"CurrentDocument"2結構設計 76\o"CurrentDocument"第十章施工組織設計 82\o"CurrentDocument"第十一章文獻翻譯 114X市XX銀行綜合樓設計摘要本設計為X市XX銀行綜合樓設計,抗震設防烈度為6度,基本風壓為0.50kN/m,主體結構采用鋼筋混凝土框架結構。在確定框架布局之后,選取橫向4軸框架進行計算。先用彎矩二次分配法計算恒荷載及活荷載作用下框架的結構內力,接著用D值法計算風荷載作用下的結構內力,進而按底部剪カ法計算水平地震荷載作用カ大小,采用D值法求出在水平地震荷載作用下的結構內力（彎矩、剪カ、軸カ）。然后進行內力組合,找出最不利的ー組內力組合,然后進行計算配筋并繪圖。此外還進行了室內樓梯的設計,完成了平臺板,梯段斜梁,平臺梁等構件的內力和配筋計算及施工圖繪制。計算書用Word編輯，部分插圖用天正建筑軟件繪制,內力組合用Excel輔助計算。關鍵詞:抗震烈度鋼筋混凝土框架結構彎矩二次分配法D值法ABSTRACTThemainpurposeofthisdesignistodesigntheChengdongbankbuildingofChangde,whoseseismicintensityis6.Thebasicwindpressis0.50kN/m2.Themainpartofthestructureisreinforcedconcreteframe.Whenthedirectionoftheframeisdetermined,selectingtheaxis6ofthetransverseframetocalculate.FirstlycalculatingtheinternalforceunderdeadsandliveloadswithMomentofsecondarydistributionmethodandthentheinternalforceunderwindloadwiththemethodofnumericalD.Thenthestandardloadsofeachfloorarecalculated.Furtherthehorizontalseismicforcecanbegotbywayofthebottom-shearforcemethod.Thentheinternalforce(bandingmoment,shearingforceandaxialforce)inthestructureunderthehorizontallosdscanbeeasilycalculated.Thefollowingstepistofindthemostadversecombinationofinternalforcecocollocatereinforcingbarsandtudraws.Moreover,indoorstairsisalsodesigned.Theshopdrawingsarecompletedintheendaftertheinternalforceoflandingslab,slantingbeamofstairsandlandinggirderarecalculatedandthereinforcingiscollocated.ThecountpaperiseditedweithMicrosoftWord.SomeillustrationsaredrawnwithTarch6.ThecombinationofinternalforceiscalculatewithMicrosoftExcel.Keyword:seismicinersityreinforcdconcereteframeMomentofsecondarydistributionmethodthemethodofnumericalD第一章建筑設計說明1.1總平面設計本設計為?幢5層銀行綜合,底層層高4.5m,其余各層層高為3.6m。考慮通風和采光要求，教學樓采用了南北朝向。設計室內外高差為0.45m,設置了臺階作為室內外的連接。占地面積為5000m"建筑面積為3000m2。1.2平面設計本銀行綜合樓由銀行大廳和辦公室組成。設計時カ求功能分區明確,布局合理,聯系緊密,盡量做到符合現代化銀行綜合樓的要求。(1)使用部分設計L辦公室:辦公室是本設計的主體,占據了本設計絕大部分的建筑面積。考慮到保證有足夠的采光和較好的通風要求,故將綜合樓南北朝向。對于使用功能不同的辦公室,采取了不同的平面設計方案,采取多種面積，使得平面設計活潑不顯呆板,又能滿足多種使用需求,使得綜合樓更具現代化。2.銀行大廳:大廳是建筑物主要出入口的內外過渡，人流分散的交通樞紐,大廳要給人ー種開闊的感覺,緩解交通壓カ,因此,門廳設計的好壞關系到整幢建筑的形象。(2)交通聯系部分設計樓梯是建筑中各層間的垂直聯系部分,是樓層人流疏散必經通道。本方案有兩部雙跑樓梯以滿足需求。3.立面設計本方案立面設計充分考慮了銀行綜合樓的對采光的要求,立面每層走廊左右兩邊都設置了窗戶,通徹的玻璃窗給人ー種清晰明快的感覺。在裝飾方面采用水刷石的外墻,窗框為銀白色鋁合金，色彩搭配和諧,給人ー種親切和諧放松自由的感覺,讓客戶和辦公人員有一個好的視覺效果和良好的學習環境。剖面設計根據采光和通風要求,各房間均采用自然光,并滿足窗地比的要求,窗臺高900ワ加。內外墻體均采用240mmX240mmX120mm的普通燒結病,M5水泥砂漿。底層樓梯采用160mm踏步高，270mm寬,其余四層均采用150mm踏步高，270mm寬，以滿足人流疏散和消防要求。建筑設計的體會本建筑設計從方案構思到設計定稿得到老師的悉心指導,在設計的過程中注意到總平面布置的合理性、交通聯系的方便,達到人流疏散和防火的要求,對房間的布置及使用面積的確定,達到舒適、方便。立面的造型及周圍的環境做到相互協調;整個建筑滿足各方面的需求。使人,建筑和環境進行完美的結合。本次建筑設計我們把實習所學到的知識運用到其中,并通過翻閱大量的資料及在老師的指導下,設計中所遇到的問題得到ーー解決。這次設計讓我受益匪淺,既鞏固了我們的專業知識,又積累了很多的經驗。第二章結構選型及布置第二章結構選型及布置設計題目:X市XX銀行綜合樓設計設計資料:見設計任務書2.1結構選型.結構體系選型:采用鋼筋混凝土現澆框架結構體系。.屋面結構：采用鋼筋混凝土現澆樓板,屋面板厚120,〃m：.樓面結構：采用鋼筋混凝土現澆樓板,板厚120mm；.樓梯結構：采用鋼筋混凝土梁式樓梯;.基礎梁：采用鋼筋混凝土基礎梁;.基礎：采用鋼筋混凝土柱下獨立基礎;2.2結構布置.結構布置包括結構平面布置和結構剖面布置。因為此設計中同一層樓面標高變化不大,所以不做結構剖面布置。如屋面、各層樓面(包括門窗過梁)等結構平面布置,詳見結構平面布置圖。結構布置圖的具體內容和要求(1)屋面結構布置圖上主要的結構構件有:框架(梁和柱)、屋面梁、屋面板、天溝等構件。(2)樓面結構布置圖上主要結構構件有:框架(梁和柱)、樓面梁、樓面板、樓梯等。3參考資料(1)教材：房屋建筑學、混凝土結構、結構力學、土力學及基礎工程等。2)土木工程專業畢業設計手冊(3)エ民建專業畢業設計指南(4)混凝土結構設計(5)銀行設計規范JGJ67-89

第三章荷載計算第三章荷載計算.!梁板柱尺寸的確定(1)梁柱截面由于各層框架為超靜定結構,在內力計算之前,需先估算梁、柱的截面尺寸及結構所采用的材料強度等級,以求得框架中各桿的線剛度及相對線剛度。混凝土強度等級:梁中用C30(￡c=30x10^/mm2)柱中用C30(￡f=30xl0^/mm2)框架梁:匕=(1/8~1/12ル=(1/8~1/12)x6300mm=525~788mm,取4=600mm；ム=(1/3.5~1/2)ム=(1/3.5~1/2)x600mm=170-300mm,取ム=300mm；'=(1/8~1/12)L=(1/8~1/12)x3600mm=300~450mm,取/12=400mm；b2=(1/3.5~1/2)他=(1/3.5~l/2)x400mm=114-200mm,取る=200〃〃刀。框架柱:シ=〃/15=5.45/15=0.363m,取わ=500膽か。由于該建筑處于7度設防的地震區,故采用方柱較為合適,即わx/i=500x500mm。(2)板厚本結構采用雙向板,板厚＞1/40厶=3600x1/40=9〇,”團(/：柱的短跨)。考慮到板的撓度、裂縫寬度的限制及在板中鋪設管線等因素,取板厚力=120mm。(3)確定框架計算簡圖框架的計算單元如圖所示,取4-4軸的一棉框架計算。假定框架柱嵌固于基礎頂面,框架梁與柱剛接。由于各層柱的截面尺寸不變,故梁跨等于柱截面形心軸線之間的距離。底層柱高從基礎頂面算至二層樓面,基頂標高根據地質條件、室內外高差,定為ー0.95m,二層樓面標高為4.5m,故底層柱高為5.45m。其余各層柱高從樓面算至上一層樓面（即層高）,均為3.60m。由此可繪制出框架的計算簡圖,如下圖所示。1.19 251 1.19圖3.1.1計算簡圖（4）框架梁柱的線剛度計算對于中框架梁取/=2/。左邊跨梁:ル邊梁=￡7//=3.0*107ぴ/ル2*2ズ丄義0.3*(0.66)3/6.3機=5Ax\04KNm中跨梁:な,梁=E/〃=3.0x1〇,KN/ガx2xヽx0.3x(0.6)ソ3團=10.8x104儂m右邊跨梁:i右邊梁=硏=3.0X107KN/ガx2x丄x(0.6m)3/6.3m=5.1xlO4^jVm底層柱(A—D軸)i底柱=El/l=3.0X107KN/m2XX(0.5m)4/5.5m=2.8x10,kn,”其余各層柱(A—D軸)i余柱=El/l=3.Ox\O7KN/m2x-^x(0.5m)4/3.6m=4.3x10’KNm令i余柱=1.0,則其余各桿件的相對線剛度為:.. 5.1X10&KNm!左邊梁= j 4.3xl04KNm=1.19，中跨梁10.8X104KNm,廣, 1 =2.514.3X104KN6I右邊梁5.1xTNKNmーヘ4.3x10’knm一,.. 2.8xl04^n2八公i底柱= 7 =0.654.3X104KN/n框架梁柱的相對線剛度如圖所示,作為計算各節點桿端彎矩分配系數的依據2荷載計算.恒載標準值計算0.035X25=0.035X25=0.875KN/ガ0.4KN/ガ20x0.02=0.4KN/ガ0.12x25=3KN/ガ0.012x16=0.192KN/ガ35厚架空隔熱板防水層（柔性）三氈四油鋪小石子20厚1:3水泥砂漿找平層120厚鋼筋混凝土現澆板12厚紙筋石灰平頂合計: 4.87（2）標準層樓面大理石面層,水泥砂漿擦縫30厚1:3干硬性水泥砂漿,面上撒2厚素水泥| 1.16KN/ガ水泥砂漿結合層一道結構層:120厚現澆鋼筋混凝土板 0.12x25=3KN/ガ抹灰層:10厚混合砂漿 0.01x17=0.17KN/m2合計:4.33KN/ガ合計:(3)梁自重ムxhx=300/n/nx600mm梁自重 25MV/Zガx0.3mX(0.6/”-0.12m)=3.6KN/m0.27KN/m抹灰層:10厚混合砂漿0.27KN/m合計: 3.87KN/小らx4=200mmx400機機梁自重 25KN/疝x0.2mx(0.4m-0.12m)=1.4KN/m抹灰層:10厚混合砂漿 0.16KN[m合計: 1.56KN/m(4)柱自重bxh=500mmx500mm柱自重 25KN/m3x0.5mx0.5m=6.25KN/m抹灰層:10厚混合砂漿 4x0.5/nx0.01/T/xl7KN/my=034KN〔m合計: 6.59KN/m(5)外縱墻自重標準層:縱墻 (3.6/72-0.6/n-2.4/W)X0.24/71x18KN/m3=2.59KN/m鋁合金窗 2.4mx0.35KN/ガ=0.84KN/m水刷石外墻面 (3.6m-2Am)x0.5KN/m2=0.6KN/m水泥粉刷內墻面 (3.6m一2.4m)x0.36KN/m?=0.43KN/m底層:縱墻合計: 底層:縱墻(5.5m-2.4m-0.6m-0.4m)x0.24mx18KN/m3=9.07KN/m

電ロrf金盲24”x0.35KN/ガ=0.84KN/m水刷石外墻面(4.56一2.46)x0.5KN/n?=1.05KN/m水泥粉刷內墻面(4.5m—2.4加)X0.36KN/機=0.77KN/m合計:11.73KN/6（6）內縱墻自重標準層:縱墻(3.6/?2-0.6m)x0.24mx18KN/ =13.39KN/m水泥粉刷內墻面2x(3.6/7/-0.6/n)x0.36KN/m2=2.16KN/m合計:15.55KN/n?（7）內隔墻自重標準層:內隔墻(3.6m-0.6m)x0.24mx9.8KN/n?=7.06KN/m水泥粉刷墻面(3.6m-0.6m)x2x0.36KN/m2=2.16KN/m合計:9.22KN/m底層:內隔墻(5.5m-0.6m-O.4//2)x0.24/nx9.8KN/m=10.58KN//篦水泥粉刷墻面(4.5/w-0.6m-0.4/72)x0.36KN/m2=1.26KN/m合計:11.84KN/m.活荷載標準值計算（1）屋面和樓面活荷載標準值,根據《荷載規范》查得:

不上人屋面:0.5KN/才樓面 :2.0KN/ガ走廊 ：2.0KN/ガ（2）雪荷載s*=1.0x0.5KN/ガ=0.5KN/ガ屋面活荷載與雪荷載不同時考慮,兩者中取較大值。.豎向荷載作用下框架受荷總圖板傳至梁上的三角形或梯形荷載等效為均布荷載。樓面荷載分配按雙向板進行荷載等效分配短向分配:5aqi8；長向分配:1l-2(—)2+(2)3]ag2b2bFC5圖3.2.1板傳荷載示意圖FC5圖3.2.1板傳荷載示意圖(l)A-B軸間框架梁屋面板傳荷載:TOC\o"1-5"\h\z1Q 1Q恒載:4.87KN/ガx1.8〃71-2(—)2+(—)3x2=15.08KN/m_ 6.3 6.3_" 1Q 1Q-活載:0.5KN/〃?xl.8〃11-2(—)2+(—)3x2=1.55KN/66.3 6.3樓面板傳荷載:r1〇 1〇"恒載:4.33KN/〃72x1.8mx1-2(—)2+(—)3x2=13.41KN/〃?6.3 6.3「 ］ヌ18"活載:2.0KN/〃i2xl.8mx1-2(—)2+(—)3x2=6.19KN/〃i6.3 6.3梁自重:3.87KNItnA-B軸間框架梁均布荷載為:屋面梁:恒載=梁自重+板傳荷載=3.87KN/m+15.08KN/tn=18.95KN/m活載=板傳荷載=1.55KN/m樓面梁：恒載=梁自重+板傳荷載=3.87KN/m+13AlKN/m=11.2SKN/m活載=板傳荷載=6.19KN/加C-D軸間框架梁計算同A-B軸間框架梁。B-C軸間框架梁屋面板傳荷載：恒載:4.87KN/m2xl.5mx^x2=9.13KN/m活載:0.5^/n?2x1,5/nx-x2=2.34KN/m樓面板傳荷載:恒載:4.33KN/m2x1.5mxミx2=8.19KN/m活載:2.0KN/ガxl.5mxgx2=3.75KN/m梁自重:3.87KN/mB-C軸間框架梁均布荷載為:屋面梁:恒載=梁自重+板傳荷載=3.87KN/m+9A3KN/m=13KN/m活載=板傳荷載=2.34KN/m樓面梁:恒載=梁自重+板傳荷載=3.87KN/m+8.19KN/m=12.06KN/m活載=板傳荷載=3.15KN/mA、D軸縱向集中荷載計算頂層柱:女兒墻(做法:墻高1100mm,100mm的混凝土壓頂)O.24mx\Amx\.SKN/m+25KN/m3xOAmxO.24m+(\.2mx2+O.24m)xO.5KN/m2=6.61KN/m頂層柱恒載=女兒墻自重+梁自重+板傳荷載63/%=6.61KN/mx3.6m+l.56KN/mx(3.6m-0.5m)+3.81KN/mx^-+4.81KN/m2x-x^^-+15.08KN/mx^-

1 8 2 2=108.27KN頂層柱活載=板傳活載TOC\o"1-5"\h\z=0.5KN//?j2x*x3.66x +2x0.87x 6.3/n1 8 2 2=21.76KN標準層柱恒載=墻自重+梁自重+板傳荷載+固定隔墻自重=4.46KN/mx(3.6-0.5)加+9.22KN/mXぎ+3.87KN/mx,コ1,6+1.56KN/m(3.6m-0.5m)+4.33KN/m2x-x--+4.33KN/m2x8 20.87x3.6mx 2=U9.01KN標準層柱活載=板傳活載=2.0KN/ガx*x3.6mx也?2x0.87x2^x6.3m

,8 2 2=21.83KN基礎頂面恒載=底層外縱墻自重+基礎梁自重=11.73KN/mx(3.6m-0.5m)+2.5KN/mx(3.6m-0.5m)=44.11KNB、C軸柱縱向集中荷載計算頂層柱恒載=梁自重+板傳荷載=3.87KN/mx6-3，W+^n~lm+\.56KN/mx(3.6m-0.5m)+3.6mxTOC\o"1-5"\h\z-X4.87KN/m2x0.87x也^+4.87KN/m2x0.87xコ團バ?十8 2 24.87^/m2x0.87x3.6mx--=108.6KN頂層柱活載=板傳活載=0.5KN/m2x-x3る加x3.6m十〇87*2.0mx3mx3.6m+2x087

8 2 2x x6.3m2=31A6KN標準層柱恒載=梁自重+板傳荷載+墻自重+固定隔墻自重

=3.87KN/mx3m+6.3m-1,0m+1.56KN/mx(3.6/”-0.5m)+ィ=3.87KN/mx3m+6.3m-1,0m+1.56KN/mx(3.6/”-0.5m)+ィccレ?，/253.6mx3.6m .__^.,，2n〇~>3.6m4.33KNmx-x +4.33KNmxO.Slx x1 8 2 , 2/ccccレ?〃 ,6.3m-0.5m.6.3m+9.22KN/mx( )=\59.78KN標準層柱活載=板傳活載=2.0KN/m2x3.66x3.6m2+0.87x2.0KN/m2xx6m+0.87x2.0KN/m2x3.6mx3m2/x厶3mx3m2=41.92KN基礎頂面恒載=基礎梁自重= 2.5KN/mx(3.6m-0.5m)=7.75KN108.27(21.7611108.618.95(31.16),13108.6131.16) 18.95108.27此.[6)119.01127.83)\,レヌ69.7817.28陽?加(2.34)12.06159.78 (好)141.92)レ28119.D1,(21.831119.01(27.8ヨ“(6.19)159.78(41.92)17.28(3.75)12.06159.18 6.19)141.92117.28119.01(27.83)119.01,(27.83)!(6.19)159.78(41.92)17.28 1(3.75)12.06159.18 (6.19)141.92117.28119.01I(27.831119.01(27.83)[(6.19)15918(41.92)17.28(3.75)12.06159.18 (6.19)141.921 噌。1/.Z0119.01,(21.831￠4.11.旺(6.19)7.75,6300(3.75)3000K(6.19)7.756300イ4.11? ? @ 04.風荷載計算為了簡化計算,作用在外墻面上的風荷載可近似用作用在屋面梁和樓面梁處的等效集中荷載代替。作用在屋面梁和樓面梁節點處的集中風荷載標準值:?=ダメ題4（九+號）8/2式中 外——基本風壓ル=0.5KN/ガJルーー風壓高度變化系數,因建設地點位于X市區,地面粗糙為C類;A——風荷載體型系數,根據建筑物的體型査得//,=1.3；/3.——?風振系數,取1.0；ル——下層柱高;%—?上層柱高,對頂層為女兒墻高度的2倍;B 迎風面的寬度,B=3.6m。計算過程見表3.2.1。表3.2.1集中風荷載標準值離地高度Z/mルA區鞏(kN/m2)hi(m)h：(m)嗎（kN）18.90.811.01.30.54.952.45.6915.30.761.01.30.53.63.66.4011.70.741.01.30.53.63.66.238.10.741.01.30.53.63.66.234.50.741.01.30.53.63.67.403風荷載作用下的位移驗算.側移剛度D見表3.3.1和3.3.2。

表3.3.1橫向2?5層D值的計算構件名稱2レi%=2+iD=acic—(kN/m)A軸柱2X5.1X104KNm工2x4.3x104村m一0.37514931B軸柱2x(10.8+5.1)xl04^m_372x4.3xl0"KNm0.64925840C軸柱2x(10.8+5.1)x104KNmハ ; =3.72x4.3x10’KN帆0.64925840D軸柱2x5.1x10*KNm_122x4.3x10"KN?mー,0.37514931Z。=14931KN/mx2m+25840KN/mx2=81542KN/m表3.3.2橫向底層D值的計算

構件名稱ーA)レz+0.5a=2+iD=acic~(kN/m)A軸柱5.1X104KN加Iい 7 =1.822.8x104KNm0.6076742B軸柱(10.8+5.1)x104KNm. —5.682.Sx\04KNm0.8058941C軸柱(10.8+5.1)x104KN，”. —5.682.8x10“KN加0.8058941D軸柱5Ax\04KNm…、 =l.oZ2.8x104KNw0.6076742エ。=6742KN/mx2+8941KN/sx2=31366KN/m.風荷載作用下框架側移計算水平荷載作用下框架的層間側移可按下式計算:匕Eq式中匕——第j層的總剪カ;Z4——第j層所有柱的抗側剛度之和;公〃, 第j層的層間側移。第一層的層間側移值求出以后,就可以計算各樓板標高處的側移值的頂點側移值,各層樓板標高處的側移是該層以下各層層間側移之和。頂點側移是所j層側移j層側移M/=ZAM7J=1頂點側移 〃=框架在風荷載作用下側移的計算見表333。表3.3.3 風荷載作用下框架側移計算層次必(kN)Vj(kN)X。(kN/m2)△〃,（機）Auj/h55.695.69815420.00011/5164946.4012.09815420.00011/2432436.2318.32815420.00021/1600026.2324.55815420.00031/1196017.4031.95313660.00101/5399u=Z△~=〇?〇017/n側移驗算:層間側移最大值!/5399<1/550（滿足耍求）。第四章 內力計算4.1風荷載標準值作用下的內力計算框架在風荷載（從左向右吹）作用下的內力用D值法（改進的反彎點法）進行計算。其步驟為:（1）求各住反彎點處的剪カ值;（2）求各柱反彎點高度;（3）求各柱的桿端彎矩及梁端彎矩;（4）求各柱的軸カ和梁剪カ。第i層第m柱所分配的剪カ為;匕い式匕,匕=Z叱〇框架柱反彎點位置,yづ〇+弘+ル+。表4.1.1A、D軸框架柱反彎點位置層號himi汽シ%為yyh/m53.61.20.360000.361.3043.61.20.410000.411.4833.61.20.460000.461.6623.61.20.5000-0.040.461.6615.51.20.570-0.00700.563.08層號himi丁0力力為yyh/m53.63.70.450000.451.6243.63.70.490000.491.7633.63.70.500000.501.8023.63.70.500000.501.8015.55.680.550000.553.03框架各柱的桿端彎矩、梁端彎矩按下式計算,Mch=Vim（1-y）hMcl：=Vimyh, 產中柱處的梁 M困=君だ（〃,加+此J盧M兩=產;.（/下j+i+M。」ソ）邊柱處的梁 ”闌=加,陽+M,上」A層號54321VJkN5.6912.0918.3224.5531.95か8154281542815428154231366D.」kN149311493114931149316742心”を0.1830.1830.1830.1830.215V,ノkN1.042.213.354.496.87yhlm1.301.481.661.663.08Mc、-kN,m2.394.696.508.7116.63Mじ下/kN?m1.353.275.567.4521.16MbjkN-m2.396.049.7714.2724.08表4.1.4風荷載作用下B軸框架柱剪力和梁柱端彎矩的計算軸號B軸

層號54321VJkN5.6912.0918.3224.5531.95X。8154281542815428154231366kN258402584025840258408941D油力0.3170.3170.3170.3170.285匕“/め1.803.835.817.789.11yh/m1.621.761.801803.03MclZkN-m3.567.0510.4614.0022.50Mcド[kNm2.926.7410.4614.0027.60MkN?m1.143.195.507.8311.68Mb右/kNin2.429.3811.7016.6324.82表4.1.5風荷載作用下C軸框架柱剪力和梁柱端彎矩的計算軸號c軸層54321

VJkN5.6912.0918.3224.5531.95X。8154281542815428154231366立」kN258402584025840258408941へ,力0.3170.3170.3170.3170.285匕“/め1.803.835.817.789.11yh/m1.621.761.801803.03Mc、/kN?m3.567.0510.4614.0022.50Mぐヤ/kN?m2.926.7410.4614.0027.60Mセ左/kN?m2.429.3811.7016.6324.8204j1.143.195.507.8311.68框架柱軸カ與梁端剪力的計算結果見表4丄6。表4.1.6風荷載作用下框架柱軸カ與梁端剪カレ:梁端剪カ柱軸カAB跨BpCD跨A軸B軸C軸D軸VbabVbbcVbcdNcaVbNbVcNcNed50.561.610.56-0.56-1.05-1.051.051.050.5641.476.251.47-2.03-4.78-5.834.785.832.0332.427.82.42-4.45-5.38-11.215.3811.214.4523.5111.093.51-7.96-7.58-18.797.5818.797.9615.6816.555.68-13.64-10.87-29.6610.8729.6610.874.2內力計算.梁的固端彎矩均布荷載引起的固端彎矩,利用以下公式計算:梁端彎矩以繞桿端順時針為正,反之為負。表4.2.1豎向荷載作用下框架梁的固端彎矩荷載部位邊跨r［跨跨度均布荷載固端彎矩蹈度均布荷載固端彎矩左右左右恒荷載頂層6.318.95-62.6862.683.013.00-9.75-9.75其它層6.317.28-57.1557.153.012.06-9.05-9.05活荷載頂層6.31.55-5.135.133.02.34-1.76-1.76北它層6.36.19-20.4720.473.03.75-2.81-2.81.框架節點分配系數頂層1*1I左=ib左/（ib左+iz下+ib右）=0.253以右=ib右/（ib左+iz下+ib右）=0.534へ下=錯誤!未指定書簽。ic下/（ib右+iz下+ib右）=0.213Ub右=錯誤!未指定書簽。ib右/（ib右+iz下）=0.543トドニ錯誤!未指定書簽。iz下/（ib右+ib下）=0.457ロbわ二錯誤!未指定書簽。ib右/（ib右+iz下+iz上）ub左ニib左/（ib左+iz下+iz上+ib右）=0.209ub右二ib右/（ib左+iz下+iz上+ib右）=0.44標=0.373準Uc上=iz上/（ib左+iz下+iz上+ib右）=0.175層レc上下二iz上/（ib右+iz下+iz上）い下二錯誤!未指定書簽。iz下/（ib左+iz=0.313下+iz±+ib）=0.175Ub右二錯誤!未指定書簽。ib右/（ibハ左=ib左/（ib左+iz下+iz上+ib右）=0.222右+iz下+iz上）=0.419ub右=ib右/（ib左+iz下+iz上+ib右）=0.47底層Uc上二iz上/（iz下+iz上+ib右）Uc±=iz上/（ib左+iz下+iz上+ib右）=0.187=0.352い下二錯誤!未指定書簽。iz下/（izUc下二錯誤!未指定書簽。iz下/（ib左+iz下+iz上+ib右）=0.121下+iz上+ib右）=0.229.恒載產生彎矩分配與傳遞方法:首先將各點的分配系數填在相應方框內,將梁的固端彎矩填寫在框架

橫梁相應位置上,然后將節點放松,把各節點不平衡彎矩同時進行分配。假定遠端固定進行傳遞（不向滑動端傳遞）,右（左）梁分配彎矩向左（右）梁傳遞,上（下）分配彎矩向下（上）柱傳遞（傳遞系數均為1/3）。第一次分配彎矩傳遞后,再進行第二次彎矩分配。圖4.2,1恒載作用下的彎矩分配上柱下柱採 扶上柱下柱械I1.4571154311125311.21310.534I-62.6662.6。-9.757RA厶!4.14-13.39-11.27.クBつ65.96-6.7117.12-2.8101"141-3.16-313-75934.94-34.946211-17.11-45.6I1.31311.3731I121911.1751.175I。ム、1-57.1557.15?9.1517.8917,892152-10.15-8.42-842?21.M夕5S5.96-5.0311.66-3.76-2.810-m抬-3.28-3.91-1.85-0.72-0.72叫24.1621.57-44.7756.91-1231-11.95-32.11I13131.3131137311121911.17511751nハ1-57.1557.15-9.151789178921ヨ2-1D.I5-8.42-8.42-21.165.%5.96-5.0311.66-8.42-8.420-216-2.16-2.57-1.05-0冉BT.8B-2.2221.6921.69-43.4356.71-12.11-12.1132.33I1.313131311.37311121311.175117510.441-57.1557.15-9.15173917.8921.32-1D15-"2-6.42?21165.966.71-S.0311.66-2J1-3.110-2.”-2ヨ9-2JS-1.01-D.8S-Q苴L?溫?21.4622.21-417156.75-12.03I13521.22911419|1172211.1671.12110.4?1-57.1557.15-9.1521.121，1923.95-10.68-8.99-5.82?22.615.96-5.0311.66-2.811 0-1.33-1,21-139-1.74-1,47-D.95-3,6925.7512.88-31625539-B.27-6.77-35.256.レム-3.39Zメファ34.94 62.71?6圖4.2.3 恒載作用下的M圖3,7 5,59圖4.2.4 活載作用下的M圖梁彎矩的調幅（由于鋼筋混凝土結構具有塑性內力重分布性質,因此在重力荷載作用下對梁端彎矩進行調幅,調幅系數為0.8;對跨中彎矩進行調幅,調幅系數1.2.）表4.2.3恒載作用下的彎矩樓層AB跨BC跨左端中間/.?,iii右端左端中間/-\Hi石瑞MM'MM'MM'MM'MM'MM'5-34.94-27.9545.1954.2362.7150.17-45.60-36.48-30.98-37.1845.6036.484-44.77-35.8234.8941.8756.9145.53-32.01-25.61-18.44-22.1332.0125.613-43.43-34.7435.6642.7956.7145.37-32.33-25.86-18.76-22.5132.3325.862-43.71-34.9735.5042.6056.7545.4-32.24-25.79-18.67-22.4032.2425.791-38.62-30.9038.7346.4855.3944.31-35.35-28.28-21.78-26.1435.3528.28（單位:KNm）注:1）M'為調幅后的彎距。2）彎矩符號逆時針為正表4.2.4活載作用下的彎矩樓層AB跨BC跨左端中間-f-XU4石V而左端中間右端MM'MM'MM'MM'MM'MM'5-3.7-2.963.043.655.594.47-3.76-3.01-1.13-1.373.763.011-15.08-12.0613,1415.7720.0716.56-11.7-9.36-7.48-8.8911.79.363-15.59-12.4712.8015.3620.2316.18-11.35-9.08-7.13-8.5611.359.082-15.68-12.5412.7515.3020.2516.20-11.32-9.06-7.10-8.5211.329.061-13.93-11.1413.6916.4320.1216.10-12.64-10.11-8.42-10.1012.6410.11(單位:KNm)注:1)M’為調幅后的彎距。2)彎矩符號逆時針為正.梁端剪カ均布荷載下: り=如一絲左2 /qlZM厶2IV'=V—qXb/2表4.2.5恒載作用下梁端剪カ樓層q(kn/m)L(m)ql/2SM/LV左V右▽左除AB跨梁端剪カ518.956.359.694.4155.2864.1052.4461.26417.286.354.431.9352.556.3649.9153.77317.286.354.432.1152.3256.5449.7353.95217.286.354.432.0752.3656.5049.7753.91117.286.354.432.6651.7757.0949.1854.50BC跨梁端剪カ513.003.019.500.0019.5019.5017.5517.55412.063.018.090.0018.0918.0916.2816.28312.063.018.090.0018.0918.0916.2816.28212.063.018.090.0018.0918.0916.2816.28112.063.018.090.0018.0918.0916.2816.28注:M就采用調幅前的值表4.2.6活載作用下梁端剪カ層次Q(kn/m)L(m)Ql/2SM/Lりr：ド右VLZeり1AB跨51.556.34.880.34.585.184.354.9546.196.319.500.7918.7120.2917.7819.3636.196.319.500.7418.7620.2417.8319.3126.196.319.500.7318.7720.2317.8419.3016.196.319.500.9818.5220.4817.5919.55BC跨52.343.03.510.03.513.513.163.16

43.753.05.630.05.635.635.075.0733.753.05.630.05.635.635.075.0723.753.05.630.05.635.635.075.0713.753.05.630.05.635.635.075.07注:M就采用調幅前的值6踴ム6踴ム,7499捷3a諛,51-1611.-U11.-U13.-133圖4.2.5恒載作用下的V圖表4.2.6活載作用下的剪カ5.柱軸カ和剪カ(1)恒載作用下的軸カ剪カ邊柱:表4.2.7邊柱軸カ剪カ

層截面橫梁剪カ(kN)縱向荷載Fi(kヽ)柱重(kN)(kN)邊柱軸カ(kN)邊柱剪カ(kN)51—161.26108.2723.51169.53169.5316.422—2193.04193.0443—349.91119.0123.51168.92361.9611.744—4192.43385.4735—549.73119.0123.51168.74554.2111.996—6192.25577.7227—749.77119.0123.51168.78746.5013.328—8192.29770.0119—949.18119.0135.92168.19938.203.5110—10204.11974.12單位:KN說明:①假定外縱墻受力荷載完全由縱梁承受。②&v為本層荷載產生的軸カ。③柱重:首層:6.53kN/mX5.5m=35.92kN頂層：6.53kN/mX3.6m=23.51kN其他層:6.53kN/mX3.6m=23.51kN中柱：表4.2.8 中柱軸カ剪カ層截面橫梁剪力橫梁剪力縱向荷載柱重:zw(kN)中柱軸力中柱剪力匕Z左(kN)VH/-(kN)Fi(kN)(kN)(kN)(kN)

51—152.4417.55108.6023.51178.59178.598.352—2202.10202.1043—353.7716.28159.7823.51229.83431.936.704—4253.34455.4435—553.9516.28159.7823.51230.01685.456.726—6253.52708.9627—753.9116.28159.7823.51229.97938.937.098—8253.48962.4419—954.5016.28159.7835.92230.561193.001.8510—10266.481228.92（2）活載作用下的軸カ剪カ圖4.2.9活載作用下的軸カ剪カ層次截面邊 柱中 柱匕縱向荷載A軸軸力A軸剪カ匕S左らイ,縱向荷載B軸軸力B軸剪カ51—14.3521.7626.112.934.953.168.1131.1639.271.562—243—317.7827.8343.894.4519.365.0724.4341.9266.352.504—435—517.8327.8361.724.3119.315.0724.3841.9266.302.466—627—717.8427.8379.564.7919.305.0724.3741.9266.292.628—819—917.5927.8397.151.2719.555.0724.6241.9266.540.6910—10圖4.2.7 恒載軸カ圖圖4.2.8活載軸カ圖第五章內力組合各種荷載情況下的框架內力求得后,根據最不利又是可能的原則進行內力組合。當考慮結構塑性內力重分布的有利影響時,應在內力組合之前對豎向荷載作用下的內力進行調幅。分別考慮恒荷載和活荷載由可變荷載效應控制的組合和永久荷載效應控制的組合,并比較兩種組合的內力，取最不利者,由于構件控制截面的內力值應取自支座邊緣處,為此,進行組合前,應先計算各控制截面處的（支座邊緣處的）內力值。梁支座邊緣處的內力值:, ? ,,bM；,=M-V-邊2式中M邁——支座邊緣截面的彎矩標準值;リ邊——支座邊緣截面的剪カ標準值;Mーー梁柱中線交點處的彎矩標準值;V——與M相應的梁柱中線交點處的剪カ標準值；q—梁單位長度的均布荷載標準值；b——梁端支座寬度（即柱截面高度）。柱上端控制截面在上層的梁底,柱下端控制截面在下層的梁頂。按軸線計算簡圖得的柱端內力值，宜換算到控制截面處的值。為了簡化計算，也可采用軸線處內力值,這樣算得的鋼筋用量比需要的鋼筋用量略微多一點。表5.1 橫向框架A柱彎矩和軸カ組合表層次截面位置內力SGkSQkSwk1.2SGk+l.26(SQk+Swk)1.35SGk+SQk1.2SGk+1.4SQkIMmaxINNminMNmaxM5柱頂M34.943.7-2.392.3941.915451.264650.86947.10851.2641.9250.87N169.5326.11-0.560.56235.629237.040254.974239.99237.04235.63254.98柱底M24.166.861.35-1.3539.336635.934639.47638.59639.4839.3739.48N193.0426.11-0.560.56263.841265.252286.714268.202286.71263.84286.714柱頂M20.578.22-4.694.6929.131840.950635.989536.19240.9529.1235.99N361.9643.89-2.032.03487.096492.211532.536495.798492.21487.10532.54柱底M21.697.793.27-3.2739.963631.723237.071536.93439.9639.9637.07N385.4743.89-2.032.03515.308520.423564.275524.01515.31515.31564.283柱頂M21.697.79-6.506.5027.653443.604737.071536.93443.6027.6537.07N554.2161.72-4.454.45737.212748.426809.904751.46748.43737.21809.90柱底M21.467.715.56-5.5642.472228.46136.68136.54642.4742.4736.68N577.7261.72-4.454.45765.42776.64841.642779.672765.42765.42841.642柱頂M22.217.97-8.718.7125.719647.668837.953537.8147.6725.7237.95N746.5079.56-7.967.96986.0161006.081087.3351007.181006.08986.021087.34柱底M25.759.297.45-7.4551.992433.218444.052543.90651.9951.9944.05N770.0179.56-7.967.961014.231034.291119.071035.401014.231014.231119.071柱頂M12.884.65-16.6316.630.361242.268822.03821.96642.270.3622.04N938.2097.15-13.6413.641231.061265.441363.721261.851265.441231.061363.72柱底M6.442.3321.16-21.1637.3254-15.99811.02410.9937.3337.3311.02N974.1297.15-13.6413.641274.171308.541412.211304.951274.171274.211412.21

表5.2橫向框架B柱彎矩和軸カ組合層次截面位置內力SGkSQkSwk1.2SGk+1.26(SQk+Swk)1.35SGk+SQk1.2SGk+1.4SQkIMmaxINNminMNmaxM5柱頂M-17.11-1.83-3.563.56-27.32-18.35-24.93-23.0927.32-27.32-24.93N178.5939.27-1.051.05262.47265.11280.37269.29262.47262.47280.37柱底M-12.96-3.782.92-2.92-16.64-23.99-21.28-20.8423.99-16.64-21.28N202.1039.27-1.051.05290.68293.32312.11297.5293.32290.68312.114柱頂M-11.95-4.57-7.057.05-28.98-11.22-20.70-20.7428.98-28.98-20.7N431.9366.35-5.835.83594.57609.26649.46611.21594.57594.57649.46柱底M-12.11-4.436.74-6.74-11.62-28.61-20.78-20.7328.61-11.62-20.78N455.4466.35-5.835.83622.78637.47681.19639.42637.47622.78681.193柱頂M-12.11-4.43-10.4610.46-33.29-6.93-20.78-20.7333.29-33.29-20.78N685.4566.30-11.2111.21891.95920.20991.66915.36891.95891.95991.66柱底M-12.08-4.4210.46-10.46-6.89-33.24-20.73-20.6833.24-6.89-20.73N708.9666.30-11.2111.21920.17948.411023.4943.57948.41920.171023.42柱頂M-12.27-4.49-1414-38.02-2.74-21.05-21.0138.02-38.02-21.05N938.9366.29-18.7918.791186.61233.91333.81219.51186.61186.61333.8柱底M-13.27-4.9414-14-4.51-39.79-22.85-22.8439.79-4.51-22.85N962.4466.29-18.7918.791214.81262.11365.61247.71262.11214.81365.61柱頂M-6.77-2.53-22.522.5-39.6617.04-11.67-11.6739.66-39.66-11.67N119366.54-29.6629.661478.11552.81677.11524.81478.11478.11677.1柱底M-3.39-1.2727.6-27.629.11-40.44-5.85-5.8540.4429.11-5.85N1228.966.54-29.6629.661521.21595.91725.61567.91595.91521.21725.6

表5.3 框架梁內力組合表層次截面位置內力SGkSQkSwk1.2SGk+l.26(SQk+Swk)1.35SGk+SQk1.2SGk+1.4SQkMmaxVMminVVmaxM五レ:AM-27.95-2.962.39-2.39-34.2582-40.281-40.6925-37.684-34.26-40.69-40.69V52.444.35-0.560.5667.703469.114675.14469.01867.775.1475.14B左M50.174.47-1.141.1464.399867.272672.199566.46272.264.472.2V61.264.950.56-0.5680.454679.043487.65180.44287.6580.4587.65B右M-36.48-3.012.42-2.42-44.5194-50.6178-52.258-47.99-44.52-52.26-50.62V17.553.16-1.611.6123.01327.070226.852525.48423.0126.8527.07跨間MAB54.233.650.63-0.6370.468868.881276.860570.18676.8668.88MBC-37.18-1.3700-46.3422-46.3422-51.563-46.534-46.34-51.56四層AM-35.82-12.066.04-6.04-50.5692-65.79-60.417-59.868-50.57-65.79-60.42V49.9117.78-1.471.4780.442684.14785.158584.78480.4484.1585.16B左M45.5316.56-3.193.1971.482279.52178.025577.8279.5271.4878.03V53.7719.361.47-1.4790.769887.065491.949591.62887.0790.7791.95B右M-25.61-9.369.38-9.38-30.7068-54.3444-43.9335-43.836-30.71-54.34-54.34V16.285.07-6.256.2518.049233.799227.04826.63418.0533.833.8跨間MAB41.8715.771.42-1.4271.903468.32572.294572.32272.3268.33MBC-22.13-8.8900-37.7574-37.7574-38.7655-39.002-37.76-39レ:AM-34.74-12.479.77-9.77-45.09-69.7104-59.369-59.146-45.09-69.71-69.71V49.7317.83-2.422.4279.092685.19184.965584.63879.0985.1985.19B左M45.3716.18-5.55.567.900881.760877.429577.09681.7667.977.43V53.9519.31-2.422.4286.021492.119892.142591.77492.1286.0292.14

B右M-25.86-9.0811.7-11.7-27.7308-57.2148-43.991-43.744-27.73-57.21-57.1V16.285.07-7.87.816.096235.752227.04826.63416.135.7535.75跨間MAB42.7915.362.11-2.1173.360268.04373.126572.85273.3668.04MBC-22.51-8.5600-37.7976-37.7976-38.9485-38.996-37.8-39層AM-34.97-12.5414.27-14.27-39.7842-75.7446-59.7495-59.52-39.78-75.74-75.74V49.7717.84-3.513.5177.779886.62585.029584.777.7886.6386.63B左M45.416.2-7.837.8365.026284.757877.4977.1684.7665.0365.03V53.9119.33.51-3.5193.432684.587492.078591.71284.5993.4393.43B右M-25.79-9.0616.63-16.63-21.4098-63.3174-43.8765-43.632-21.41-63.32-63.32V16.285.07-11.0911.0911.950839.897627.04826.63411.9539.939.9跨間MAB42.615.33.22-3.2274.455266.340872.8172.5474.4666.34MBC-22.4-8.5200-37.6152-37.6152-38.76-38.808-37.62-38.81層AM30.9-11.1424.08-24.0853.3844-7.297230.57521.48453.38-7.3-7.3V49.1817.59-5.685.6874.022688.336283.98383.64274.0288.3488.34B左M44.3116.1-11.6811.6858.741288.174875.918575.71288.1758.7458.74V54.519.555.68-5.6897.189882.876293.12592.7782.8897.1997.19B右M-28.28-10.1124.82-24.82-15.4014-77.9478-48.288-48.09-15.4-77.95-77.95V16.285.07-16.5516.555.071246.777227.04826.6345.0746.7846.78跨間MAB46.4816.436.2-6.284.289868.665879.17878.77884.2968.67MBC-26.14-10.100-44.094-44.094-45.389-45.508-44.1-45.51

表5.4 橫向框架A軸剪カ層次SGkSQkSwk1.2SGk+l.26(SQk+Swk)1.35SGk+SQk1.2SGk+1.4SQkNminMNmaxM5-16.42-2.931.04-1.04-22.0854-24.7062-25.097-23.806-25.1-22.094-11.74-4.452.21-2.21-16.9104-22.4796-20.299-20.318-22.48-16.913-11.99-4.313.35-3.35-15.5976-24.0396-20.4965-20.422-24.04-15.62-13.32-4.794.49-4.49-16.362-27.6768-22.772-22.69-27.68-16.361-3.51-1.276.87-6.872.844-14.4684-6.0085-5.99-14.472.84表5.5 橫向框架B軸剪カ層次SGkSQkSwk1.2SGk+1.26(SQk+Swk)1.35SGk+SQk1.2SGk+1.4SQkNminMNmaxM58.351.561.8-1.814.25369.717612.832512.2049.7214.2546.72.53.83-3.8316.01586.364211.