畢業(yè)論文-唐山市某中學(xué)教學(xué)樓框架結(jié)構(gòu)設(shè)計(jì)

1、摘 要本書(shū)是畢業(yè)設(shè)計(jì)的重要內(nèi)容，本設(shè)計(jì)為六層教學(xué)樓，其結(jié)構(gòu)是為適應(yīng)教學(xué)樓功能而設(shè)計(jì)，并對(duì)重要的部位進(jìn)行了校核。書(shū)中包括工程概況，結(jié)構(gòu)布置，荷載計(jì)算，框架側(cè)移剛度計(jì)算，水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算，豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算，荷載組合，橫向框架計(jì)算，縱向框架計(jì)算，梁、板、柱截面設(shè)計(jì)，基礎(chǔ)設(shè)計(jì)，樓梯等小構(gòu)件計(jì)算。本書(shū)中的各項(xiàng)設(shè)計(jì)都是遵循安全經(jīng)濟(jì)，布置和設(shè)計(jì)合理的原則，對(duì)原建筑圖作出了一些改進(jìn)。限于本人經(jīng)驗(yàn)不足，能力有限，所以在設(shè)計(jì)中難免出現(xiàn)這樣或那樣的不足，希望讀者批評(píng)指正。關(guān)鍵詞： 基礎(chǔ)，梁，板，柱，框架。Abstract This book is an important

2、 content of graduation project, originally design for the six - storeyed building, have restaurants , handle official business in its function. Its structure is designing to meet this function, and has checked the important position. Including the project overview in the book, the layout of the stru

3、cture, load and calculate, frame side move rigidity calculate, level load function internal force and side , frame of structure move and calculate, vertical to load function internal force and side , frame of structure is it calculate to move , load and make up, the horizontal frame is calculated, t

4、he vertical frame is calculated, roof beam , board , post section are designed, the foundation is designed, such small components as the stair ,etc. are calculated 。Every design in this book is to follow safe economy , assign and design the rational principle, have made some improvement to the origi

5、nal architectural drawing. Limited to I have inadequate experience , ability is limited , so unavoidably appear all kinds of insufficiently in the design, hope readers make a comment. Keywords foundation, beam, board, column, frame目錄TOC o 1-3 h u HYPERLINK l _Toc15984 1 緒論 PAGEREF _Toc15984 5 HYPERL

6、INK l _Toc3970 1.1 工程概況 PAGEREF _Toc3970 5 HYPERLINK l _Toc15741 2 結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖 PAGEREF _Toc15741 6 HYPERLINK l _Toc17510 3 重力荷載計(jì)算 PAGEREF _Toc17510 7 HYPERLINK l _Toc24528 3.1 屋面及樓面的永久荷載標(biāo)準(zhǔn)值： PAGEREF _Toc24528 7 HYPERLINK l _Toc5393 3.2 屋面及樓面可變荷載標(biāo)準(zhǔn)值 PAGEREF _Toc5393 8 HYPERLINK l _Toc22269 3.3 梁柱重力荷載標(biāo)準(zhǔn)

7、值 PAGEREF _Toc22269 8 HYPERLINK l _Toc17308 3.4 重力荷載代表值： PAGEREF _Toc17308 9 HYPERLINK l _Toc8264 4 框架側(cè)移剛度計(jì)算 PAGEREF _Toc8264 9 HYPERLINK l _Toc13724 4.1 橫向框架側(cè)移剛度計(jì)算 PAGEREF _Toc13724 9 HYPERLINK l _Toc31432 5 橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算 PAGEREF _Toc31432 11 HYPERLINK l _Toc17981 5.1 橫向水平地震作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算

8、PAGEREF _Toc17981 11 HYPERLINK l _Toc21412 5.1.1 橫向自振周期計(jì)算 PAGEREF _Toc21412 12 HYPERLINK l _Toc23052 5.1.2 水平地震作用及樓層地震剪力計(jì)算 PAGEREF _Toc23052 12 HYPERLINK l _Toc304 5.1.3 水平地震作用下的位移驗(yàn)算 PAGEREF _Toc304 13 HYPERLINK l _Toc18975 6 豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算 PAGEREF _Toc18975 21 HYPERLINK l _Toc11250 6.1 橫向框架內(nèi)力計(jì)算 P

9、AGEREF _Toc11250 22 HYPERLINK l _Toc10628 6.1.1 計(jì)算單元 取軸線(xiàn)橫向框架進(jìn)行 PAGEREF _Toc10628 22 HYPERLINK l _Toc31965 6.1.2 荷載計(jì)算 PAGEREF _Toc31965 22 HYPERLINK l _Toc16154 6.2 橫向框架內(nèi)力組合 PAGEREF _Toc16154 31 HYPERLINK l _Toc8761 7 縱向框架內(nèi)力 PAGEREF _Toc8761 70 HYPERLINK l _Toc8004 7.1 計(jì)算單元 PAGEREF _Toc8004 70 HYPERL

10、INK l _Toc2335 7.2 次梁計(jì)算： PAGEREF _Toc2335 86 HYPERLINK l _Toc27663 7.2.1彎矩設(shè)計(jì)值 PAGEREF _Toc27663 87 HYPERLINK l _Toc22376 7.2.2剪力設(shè)計(jì)值 PAGEREF _Toc22376 88 HYPERLINK l _Toc14285 7.3承載力計(jì)算 PAGEREF _Toc14285 88 HYPERLINK l _Toc21122 8 截面設(shè)計(jì) PAGEREF _Toc21122 90 HYPERLINK l _Toc9513 8.1 梁的正截面受彎承載力計(jì)算 PAGEREF

11、 _Toc9513 90 HYPERLINK l _Toc397 8.2梁的斜截面受剪承載力計(jì)算 PAGEREF _Toc397 91 HYPERLINK l _Toc31045 8.3 框架柱 PAGEREF _Toc31045 99 HYPERLINK l _Toc3491 8.4 板的計(jì)算 PAGEREF _Toc3491 104 HYPERLINK l _Toc14179 8.5框架梁柱節(jié)點(diǎn)核心區(qū)截面抗震驗(yàn)算 PAGEREF _Toc14179 107 HYPERLINK l _Toc14663 9 樓梯的計(jì)算 PAGEREF _Toc14663 107 HYPERLINK l _To

12、c23326 9.1 樓梯梯段板的計(jì)算 PAGEREF _Toc23326 107 HYPERLINK l _Toc20547 9.2 平臺(tái)板的計(jì)算 PAGEREF _Toc20547 108 HYPERLINK l _Toc11595 9.2.1 荷載計(jì)算 PAGEREF _Toc11595 108 HYPERLINK l _Toc15230 9.2.2 內(nèi)力計(jì)算 PAGEREF _Toc15230 109 HYPERLINK l _Toc20723 9.2.3配筋計(jì)算 PAGEREF _Toc20723 109 HYPERLINK l _Toc154 9.3 平臺(tái)梁計(jì)算 PAGEREF _

13、Toc154 109 HYPERLINK l _Toc20741 9.3.1荷載計(jì)算 PAGEREF _Toc20741 109 HYPERLINK l _Toc29521 9.3.2內(nèi)力計(jì)算 PAGEREF _Toc29521 109 HYPERLINK l _Toc31922 9.3.3配筋計(jì)算 PAGEREF _Toc31922 109 HYPERLINK l _Toc20205 10 基礎(chǔ)設(shè)計(jì) PAGEREF _Toc20205 111 HYPERLINK l _Toc3986 10.1 基礎(chǔ)底面尺寸 PAGEREF _Toc3986 112 HYPERLINK l _Toc24656

14、 10.2 沖切驗(yàn)算 PAGEREF _Toc24656 112 HYPERLINK l _Toc19456 10.3基礎(chǔ)配筋計(jì)算 PAGEREF _Toc19456 113 HYPERLINK l _Toc28003 11 施工組織設(shè)計(jì) PAGEREF _Toc28003 113 HYPERLINK l _Toc8531 11.1主要施工方案 PAGEREF _Toc8531 114 HYPERLINK l _Toc11500 11.2主要項(xiàng)目實(shí)施的重點(diǎn) PAGEREF _Toc11500 115 HYPERLINK l _Toc1241 結(jié)論 PAGEREF _Toc1241 120 HY

15、PERLINK l _Toc31253 參考文獻(xiàn) PAGEREF _Toc31253 121 HYPERLINK l _Toc7112 致 謝 PAGEREF _Toc7112 1221 緒論1.1 工程概況 唐山市某中學(xué)教學(xué)樓，0.000標(biāo)高相當(dāng)于絕對(duì)標(biāo)高現(xiàn)場(chǎng)定。 建筑面積 = 30 * Arabic 3080.40。 本結(jié)構(gòu)為六層框架結(jié)構(gòu)，建筑總高度26.4m。 建筑物耐火等級(jí)為二級(jí)；防水等級(jí)為三級(jí)；使用年限50年；工程設(shè)計(jì)等級(jí)為三級(jí)。 墻體厚度及材料：墻體厚度除圖中以標(biāo)注外，外墻240，內(nèi)墻200，墻體材料為粉煤灰陶?？招钠鰤K。 抗震設(shè)防烈度為八度。 工程地質(zhì)條件：勘察地點(diǎn)在地貌上屬?zèng)_擊

16、平原。鉆孔揭露的各土層均為第四紀(jì)土層?，F(xiàn)根據(jù)鉆孔揭露的順序由淺至深分述如下： 雜填土層：褐黑色，為水泥，混凝土及建筑垃圾，厚0.4米。 粉土層：灰褐色，稍濕，硬塑，粘質(zhì)含量較高，局部夾薄層細(xì)砂。該層埋深0.米，厚1.61.4米。63.5標(biāo)準(zhǔn)貫入實(shí)驗(yàn)值。礫砂層：褐黃色稍濕，中密，埋深1.92.8米，厚度大于米（鉆探未鉆穿該層）。該該礫砂層在.米以下卵石含量逐漸增多，卵石含量占 10以上，（重）貫入實(shí)驗(yàn)為擊。據(jù)野外表標(biāo)準(zhǔn)貫入實(shí)驗(yàn)及室內(nèi)土工實(shí)驗(yàn)確定各土層承載力標(biāo)準(zhǔn)值如下：雜填土層：不可做基礎(chǔ)持力層，開(kāi)挖時(shí)必須清除。粉土層：K180KPa 礫砂層：k=250kPa 勘察場(chǎng)地在勘探深度內(nèi)未見(jiàn)地下穩(wěn)定水位

17、，故地下水位對(duì)混凝土無(wú)侵蝕危害.標(biāo)準(zhǔn)凍深按1.2米考慮。氣象資料：常年主導(dǎo)風(fēng)向?yàn)闁|北風(fēng)，基本風(fēng)壓為0.4KNm。年最高溫度為35，最低溫度為15。2 結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖樓蓋及屋蓋均采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu)，樓板厚度取100。梁的尺寸及混凝土強(qiáng)度等級(jí)如下表：表1梁的尺寸及混凝土強(qiáng)度混凝土強(qiáng)度等級(jí)主梁（bh）次梁（bh）C30300600250500柱截面尺寸由AcNNfc估算。該框架結(jié)構(gòu)抗震等級(jí)為二級(jí)，軸壓比限值N=0.8 各層的重力荷載代表值近似取12KN邊柱及中柱的最大負(fù)載面積分別為6.652.8=18.62和6.653.85=25.6 邊柱：A1.36.652.812100060.816.7

18、130451m中柱：Ac1.256.65 3.85 12 1000 6172472m取柱截面為正方形，則邊柱和中柱最小截面高度分別為361和415柱截面尺寸為550550。基礎(chǔ)采用獨(dú)立基礎(chǔ)。總荷載 Gi=39484KN 基礎(chǔ)的最大負(fù)載 39484（3.1+1.05）（3.4+3.25）/14.434=2225.6KN f=fk+b(b-3)+d0(d-0.5)查表得b=0 d=1.1低級(jí)承載力設(shè)計(jì)值 f=180+1.118(1.5-0.5)=200KPa設(shè)基礎(chǔ)邊長(zhǎng)3.6米2225.6/3.63.6=172KPaf=200KPa基礎(chǔ)埋深取1.5m框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖如下圖所示。2-6層柱的高度即為層

19、高，取3.9m，底層柱高度從基礎(chǔ)頂面取至一層板底，即3.9+0.45+0.7-0.1=4.95m圖1 框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖3 重力荷載計(jì)算3.1 屋面及樓面的永久荷載標(biāo)準(zhǔn)值： 屋面（上人） 30厚細(xì)石混凝土保護(hù)層：220.03=0.66KN/ 三氈四油防水層： 0.4KN/ 20厚水泥沙漿找平層： 200.02=0.4KN/ 150厚水泥蛭石保溫層： 50.15=0.75KN/100厚的鋼筋混凝土板： 250.1=2.5KN/25厚M5混合沙漿： 170.025=0.425KN/ 合計(jì)： 5.135KN/1-6層樓面： 地磚地面（包括水泥粗砂打底） 0.55KN/100厚鋼筋混凝土板： 250.1

20、=2.5KN/ 25厚M5混合砂漿： 170.025=0.425KN/ 合計(jì)： 3.475KN/3.2 屋面及樓面可變荷載標(biāo)準(zhǔn)值 上人屋面均布活荷載標(biāo)準(zhǔn)值 2.0KN/ 樓面活荷載標(biāo)準(zhǔn)值 1-3層 2.5KN/ 4-6層 2.0KN/ 屋面雪荷載標(biāo)準(zhǔn)值 Sk=r S0=1.00.2=0.2KN/3.3 梁柱重力荷載標(biāo)準(zhǔn)值梁柱可根據(jù)截面尺寸，材料容重及粉刷等計(jì)算出單位長(zhǎng)度上的重力荷載。計(jì)算結(jié)果如表2：表2 梁柱重力荷載標(biāo)準(zhǔn)值構(gòu)件b(m)h(m)(KN/m3)g(KN/m)li(m)Gi(KN)G(KN)主梁0.30.6251.054.725231.31071.61252.13次梁0.250.52

21、51.053.28155180.46柱0.550.55251.058.319109.2908.43 墻體為240厚粉煤灰陶?？招钠鰤K，外墻抹灰30，內(nèi)墻25，外墻單位墻免重力荷載為：70.24+0.51+0.425=2.615KN/ 內(nèi)墻單位面積重力荷載為 70.24+0.425+0.425=2.53KN/木門(mén)單位面積重力荷載為0.2KN/，鋁合金窗單位面積重力荷載為0.4KN/。 3.4 重力荷載代表值：G6=5.135*34*14.4+1252.13+908.43/2+2.615*3.9/2*（13.9*2+34*2）-2.1/2*1.8*10+2.53*3.9/2*（34*2+5.6*5

22、+6.2*5）-10*2*1+10*2/2*1*.2+2.1/2*1.8*10*.4+1/2活載=5783.6KNG5=3.475*13.9*34+1251.13+908.43+2.615*3.9*（13.9*2+34*2）-2.1*1.8*10+2.53*（34*2+5.6*5+6.2*5）*3.9-10*1*2+0.2*10*2*1+2.1*1.8*10*0.4+1/2活載=6375.3KN其他各層荷載類(lèi)似。 圖 2各質(zhì)點(diǎn)的重力荷載代表值4 框架側(cè)移剛度計(jì)算4.1 橫向框架側(cè)移剛度計(jì)算 見(jiàn)下表3，4類(lèi)別EcN/b*h*I04lEcIo/lN1.5EcIo/lN2EcIo/lNA-B跨3.0

23、10300*6005.4*1062002.613*103.919*105.226*10B-C跨3.010300*6005.4*1021003.714*105.571*107.42*10C-D跨3.010300*6005.4*1056002.893*104.339*105.786*10表3 橫梁線(xiàn)剛度計(jì)算表表4 柱的線(xiàn)剛度計(jì)算表層次hc(mm)Ec(N/mm2)bh()Ic(4)EcIc/hc149503.0*104550*5507.626*1094.622*10102-639003.0*104550*5507.626*1095.866*1010邊柱8根中柱8根層次A-1,3,4,5,6D-2,

24、5,6B-2,3,4,5,6C-2,5,6DiKcDi1KcDi2KcDi3KcDi411.130.52117931.250.54122012.740.68154832.860.691564221990992-60.89 0.31142540.990.38142542.160.52240192.250.5324528310765柱可分為中框架中柱和邊柱，邊框架中柱和邊柱以及樓梯間柱等。表5中框架柱測(cè)移剛度D度表6 邊框架柱側(cè)移剛度D值 層次A-1，A-7D-1，D-7KcDi1KcDi210.8480.473107070.9390.49110922-60.6680.3115700.740.27

25、12496續(xù)表B-1，B-7C-1，C-7DiKcDi3KcDi42.0530.63142612.1440.638144421010041.6180.447206941.6890.45821194131908表7 樓梯間框架柱側(cè)移剛度D值層次C-3，C-4D-3，D-4DiKcDi1KcDi212.2330.646146230.9390.4911092514302-61.760.468216630.740.271249668318表8 橫向框架層間側(cè)移剛度層次123456Di372343510991510991510991510991510991D1/D2=372343/510991=0.73

26、0.7 故該框架為規(guī)則框架。5 橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算5.1 橫向水平地震作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算5.1.1 橫向自振周期計(jì)算表9 結(jié)構(gòu)頂點(diǎn)的假象側(cè)移計(jì)算層次Gi(KN)VGi(N/)Diii65783.65783.651099111.328856375.312158.951099123.8276.746375.318534.251099136.3252.936493.525027.751099148.9216.626493.531521.251099161.7167.717962.839484372343106106基本周期T1=1.7t t取0.7則 T1=1.7

27、0.7=0.64S5.1.2 水平地震作用及樓層地震剪力計(jì)算結(jié)構(gòu)高度不超過(guò)40米，質(zhì)量和剛度沿高度分布比較均勻，變形以剪切為主，所以可用底部剪力法計(jì)算水平地震作用。結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值為：Geq=0.85Gi=0.8539484=33561.4KN1=(Tg/T1)0.9 max=0.081FEk=1 Geq=0.08133561.4=2715.2KN1.4Tg=0.42ST1=0.64S所以應(yīng)考慮頂部附加水平地震作用， 查表得n=0.08T1+0.07=0.080.64+0.07=0.1212F6=n FEk=0.12122715.2=329.1KN各質(zhì)點(diǎn)的水平地震作用標(biāo)準(zhǔn)值Fi=FEk

28、(1-n)GiHi/GjHj=2386.12 GiHi/ GjHj表10 各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表層次Hi(m)Gi(KN)GiHiGiHi/GjHjFi(KN)Vi(KN)624.455783.6141409.00.253933.5933.5520.556375.3131012.40.253559.91493.4416.656375.3106148.70.19453.41946.8312.756493.582792.10.148353.92300.728.856493.557467.50.103245.62546.314.957962.839415.90.071168.52

29、714.8各質(zhì)點(diǎn)水平地震作用及樓層地震剪力沿房屋高度分布見(jiàn)下圖圖表 3橫向水平地震作用及樓層地震剪力5.1.3 水平地震作用下的位移驗(yàn)算表11 橫向水平地震作用下的位移驗(yàn)算層次Vi（KN）Di（N/）i（）i（）hi（）e=i/hi6933.53279431.8325.3339001/213151493.45109912.9223.539001/133641946.85109913.8120.5839001/102432300.75109914.516.7739001/86722546.35109914.9812.2739001/78312714.85109917.297.2949501/67

30、9由表11可見(jiàn)，最大層間彈性位移角在第一層，其值為1/6791/550滿(mǎn)足要求。（4）水平地震作用下框架內(nèi)力計(jì)算圖中軸線(xiàn)橫向框架內(nèi)力計(jì)算見(jiàn)表12表12 軸線(xiàn)各層柱端彎矩及剪力計(jì)算層次hi（m）Vi（KN）Dij（N/）A-1B-1Di1V i1KyM i1bM i1uDi2V i2Ky63.9933.55109911157021.140.6680.2823.1839.22069437.81.6180.3853.91493.45109911157033.810.6680.3850.181.152069460.481.6180.4343.91946.85109911157044.180.6680.

31、468.18103.152069478.841.6180.4333.92300.75109911157050.10.6680.4591.4111.412069493.11.6180.4823.92546.35109911157051.650.6680.5112.4112.420694103.11.6180.514.952714.83723431070778.070.8480.5193.2193.414261103.92.530.6續(xù)表B-1C-1D-1Mi2bMi2uDi3Vi3KyMi3bMi3uDi4V i4KyM i4bM i4u56.0291.42119438.71.6890.3857

32、.3593.61249622.80.740.326.762.3101.4134.42119461.91.6890.43103.8137.61249636.50.740.456.985.4168.4169.12119480.71.6890.45141.6173.11249647.60.740.4278107.7174.4188.92119495.41.6890.48178.6193.51249656.30.740.4598.8120.8201.1201.121194105.61.6890.5205.9205.91249662.30.740.5121.5121.5308.8305.91444210

33、5.32.1440.6312.7208.51109280.90.9390.65140.2140.2表13軸線(xiàn)梁端彎矩剪力及柱軸力計(jì)算層次A-B跨梁B-C跨梁MblMbrlVbMblMbrlVb659.3637.76.215.6553.6552.622.150.65104.8378.66.229.59111.8109.62.1105.44153.25111.76.242.73158.8155.72.1149.83180.47135.26.250.91192.1188.42.1181.22203.82155.16.257.89220.4216.12.1207.91305.6168.16.276.4

34、238.9232.92.1224.7續(xù)表C-D跨梁柱軸力MblMbrlVbA-1B-1C-1D-14162.35.618.4-15.65-34.95-32.2-18.4109.6112.15.639.6-45.24-110.8-98-58121.2164.65.651-87.97-217.8-196.8-109146.7198.85.661.7-138.88-348.1-316.5-170.7168.4220.35.669.4-196.77-498.1-455-240.1181.5261.75.679.1-273.17-646.4-600.6-319.2表14 框架各層柱端彎矩及剪力計(jì)算層次V

35、i（KN）Vi（KN）Dij（N/）A-6B-6Di1V i1KyM i1bM i1uDi2V i2Ky63.9933.55109911425426.040.8910.3535.5466.012401943.882.1570.453.91493.45109911425441.660.8910.464.9997.482401970.22.1570.4543.91946.85109911425454.310.8910.4595.31116.52401991.512.1570.4533.92300.75109911425464.180.8910.45112.6137.724019108.12.157

36、0.523.92546.35109911425471.030.8910.5138.5138.524019119.72.1570.514.952714.83723431179385.981.1310.6514914915483112.92.740.55續(xù)表B-6C-6D-6Mi2bMi2uDi3Vi3KyMi3bMi3uDi4V i4KyM i4bM i4u68.45102.72452844.82.2530.4171.6103.11527227.90.9860.3538.170.7123.2150.62452871.72.2530.45125.8153.81527244.60.9860.469.

37、6104.4160.6196.32452893.42.2530.46167.6196.71527258.20.9860.45102.1124.8210.9210.924528110.42.2530.5215.3215.31527268.60.9860.45120.7147.6233.4233.424528122.22.2530.5238.3238.31527276.10.9860.5148.4148.4307.325105156421142.8590.55310.425412201891.2520.65286.4154.2表15 軸框架梁端彎矩剪力及柱軸力計(jì)算層次A-B跨梁B-C跨梁MblMb

38、rlVbMblMbrlVb666.0142.46.217.560.3582.156.35133.0290.56.236.1128.6126.72.1121.64181.51326.250.6187.5181.32.1175.63233154.36.262.3218.1215.22.1217.32251.1183.56.270.1260.82552.1245.61287.5200.36.278.7284.6276.72.1267.3續(xù)表C-D跨梁柱軸力MblMbrlVbA-6B-6C-6D-645.170.75.620.7-17.5-38.8-35.6-20.798.7142.55.643.1-

39、53.6-124.3-114.1-63.8141.2194.45.660-104.2-214.9-229.7-123.8167.6249.75.674.5-166.5-369.6-372.5-198.3198.6269.15.683.5-236.6-545.4-534.6-281.8215.6302.65.692.5-315.3-734-709.4-374.36 豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算6.1 橫向框架內(nèi)力計(jì)算6.1.1 計(jì)算單元 取軸線(xiàn)橫向框架進(jìn)行6.1.2 荷載計(jì)算圖6 計(jì)算簡(jiǎn)圖（1）恒載計(jì)算q1為橫梁自重，為均布荷載形式，對(duì)于第六層q1=4.725KN/q2，q2，q2“為房間和

40、走道板傳給橫梁的三角形荷載A-B跨 q2=5.1353.1=15.9KN/mB-C跨 q2，=5.1352.1=10.8KN/m C-D跨 q2“=5.1352.8=14.4KN/mP1，P2，P3，P4分別為由A縱梁，B縱梁，C縱梁D縱梁直接傳給柱的恒載，它包括梁自重，樓板重和女兒墻等的重力荷載。計(jì)算如下P1=59.6+（1.7+3.25）/2*5.135+4.725*3.25=94.7kNP2=51.7+（1.7+3.25）*1.55/2*5.135+（2.2+3.25）*1.05/2*5.135+3.25*4.725=100.9kNP3=50.2+（2.2+3.25）*1.05/2*5.

41、135+3.25*4.725+（1.85+3.25）*1.4/2*5.135=98.6kNP4=58.1+（1.85+3.25）*1.4/2*5.135+4.725*3.25=91.8kNP5=52.9+（1.7+3.25）*1.55/2*5.135*2+3.281*3.25=103kNP6=50+（1.85+3.25）*1.4/2*5.135*2+3.281*3.25=99kNM1=11.8KN M M2=12.6KN MM3=12.3KN MM4=11.5KN M 對(duì)1-5層q1包括梁的自重和其上橫墻自重，為均布荷載。其他荷載計(jì)算方法同第六層，結(jié)果為q1=4.725+2.53*（3.9-0

42、.6+0.1）=13.3KN/m圖7 梁上作用的恒載A-B q2=3.475*3.1=10.8KN/M B-C q2，3.475*2.1=7.3KN/MC-D q2“=3.475*2.8=9.7KN/MP1=51.2+（1.7+3.25）*1.55*3.475/2+4.725*3.25+2.615*（3.25*3.3-1.8*2.1）+0.4*1.8*2.1=99.6KNP2=68.4+（1.7+3.25）*1.55*3.475/2+4.725*3.25+（2.2+3.25）*1.05/2*3.475+2.25*3.25*3.3=134.1KNP3=67.4+（2.2+3.25）*1.05/2

43、*3.475+3.25*4.725+（1.85+3.25）*1.4 /2*3.475+2.25*3.25*3.3=129.2KNP4=50.2+（1.85+3.25）*1.4/2*3.475+4.725*3.25+2.615*（3.25*3.3-1.8*2.1）+0.4*1.8*2.1=97.6KNP5=44.3+（1.7+3.25）*1.55/2*3.475*2+3.281*3.25=81.6KNP6=42.3+（1.85+3.25）*1.4/2*3.475*2+3.281*3.25=77.8KNM1=12.5KN MM2=16.8KN MM3=16.2KN MM4=12.2KN M2）活荷

44、載計(jì)算活荷載作用下各層框架梁上的荷載分布如下圖圖8 梁上作用的活載第六層：q2=3.1*2=6.2kN/mq 2,=2.1*2=4.2kN/mq2,=2.8*2=5.6kN/mP1=8.1+（2.2+3.25）*1.55*2/2=16.2KNP2=13.9+（2.2+3.25）*1.55*2/2+（2.2+3.25）*1.05*2/0=27.8KNP3=13.3+（2.2+3.25）*1.05*2/2+（2+3.4）*1.4*2/2=26.6KNP4=7.6+（2.2+3.25）*1.4*2/2=15.2KNP5=16.3*2=32.6KNP6=15.1*2=30.2KNM1=2KN MM2=

45、3.5KN MM3=3.3KN MM4=1.9KN M在屋面雪荷載下q2=0.62KN/M q2,=0.42Kn/mq2,=0.56KN/MP1=20.3KN P2=34.8KN P3=33.3KN P4=19KN P5=40.8KN P6=37.8KNM1=2.5KN M M2=4.4KN M M3=4.2KN M M4=2.4表16 軸框架恒載作用下梁端剪力及柱軸力（KN）層次荷載引起剪力彎矩引起剪力總剪力AB跨BC跨CD跨AB跨BC跨CD跨AB跨BC跨CD跨VA=VBVB=VCVC=VDVA=-VBVB=-VCVC=-VDVAVBVBVCVCVD690.810.682.9-7.710.5

46、6.683.198.621.10.189.572.3598.817.889.7-2.97.92.495.9101.735.79.992.187.3498.817.889.7-3.47.92.995.4102.235.79.992.686.8398.817.889.7-3.47.92.995.4102.235.79.992.686.8298.817.889.7-3.482.995.4102.235.89.892.686.8198.817.889.7-4.78.84.194.1103.536.6993.885.6柱軸力A柱B柱C柱D柱N頂N底N頂N底N頂N底N頂N底177.8210.2220.62

47、53188.2220.6164.1196.5405.7438.1524.5556.9451.8484.2381.4413.8633.1665.5828.9861.3715.9748.3598.2630.6860.5892.91133.411659801012.4815847.41087.91120.31437.11469.512441276.41031.81064.213141355.11743.71784.81508.41549.51247.41288.5表17 軸框架活載作用下梁端剪力及柱軸力層次荷載引起剪力彎矩引起剪力總剪力AB跨BC跨CD跨AB跨BC跨CD跨AB跨BC跨CD跨VA=VB

48、VB=VCVC=VDVA=-VBVB=-VCVC=-VDVAVBVBVCVCVD625.9（2.6）2.2（0.2）22.9（2.3）-2.9（-0.3）6.5（0.7）1.9（0.2）23（2.3）28.8（2.9）8.7（0.9）-4.3（-0.4）24.8（2.5）21（2.1）525.92.222.9-16.50.624.926.98.7-4.323.522.3425.92.222.9-1.25.50.624.727.17.7-3.323.522.3332.52.828.7-1.231.131.333.75.8-0.229.827.6232.52.828.7-1.231.131.333

49、.75.8-0.229.827.6132.52.828.7-1.74.21.530.834.27-1.430.227.2柱軸力A柱B柱C柱D柱N頂=N底N頂=N底N頂=N底N頂=N底39.2（3.9）65.3（6.5）47.1（4.7）36.2（3.6）80.2（44.9）128.7（69.9）92.9（50.5）73.7（41.1）121.2（85.9）191.3（132.5）139.7（97.3）111.2（78.6）172.8（137.5）265.6（206.8）202.6（160.2）157.8（125.2）224.4（189.1）339.9（281.1）265.5（223.1）204

50、.4（171.8）275.5（240.2）412.5（353.7）327.6（285.2）250.6（218）6.2 橫向框架內(nèi)力組合結(jié)構(gòu)抗震等級(jí)根據(jù)結(jié)構(gòu)類(lèi)型，地震烈度，房屋高度等因素，確定本工程的框架為二級(jí)抗震等級(jí)。框架梁內(nèi)力組合各層梁的內(nèi)力組合結(jié)果見(jiàn)下表。表中SGK，SQK 兩列中的彎矩為經(jīng)過(guò)調(diào)幅后的彎矩（調(diào)幅系數(shù)取0.8）表18 框架梁內(nèi)力組合表層次截面內(nèi)力SGKSQKSEKRE1.2（SGK+0.5SQK）+1.3SEK1.35SGK+SQK1.2SGK+1.4SQKV=REvb（Mbl+Mbr）/ln+VGK一層AM-95.8-35.2230122.2-326.3-164.5-164

51、.2206.2V94.130.878.721.8175.3157.8156B左M-119-43.5160.2-282.929.5-204.2-203.7V103.534.278.7185.331.8173.9172.1B右M-53.4-20.6227.7164.7-279.3-92.7-92.9316V36.67267.3-224.5296.756.453.7C左M-38.6-13.6221.4-256.7175-65.7-65.4V9-1.4267.3268.1-253.110.88.8C右M-95.8-34.2172.566.6-269.8-163.5-162.8210.9V93.830.

52、292.57.8188.2156.8154.8DM-77.5-27.6242.1-318.2153.9-132.3-131.6V85.627.292.5179.5142.8140.8跨間MAB93.639.411.8113.590.5165.8167.5MBC4.10.71.25.22.86.25.9MCD78.13212.897.272.2137.4138.5四層AM-103.2-35.6145.232.7-250.5-174.9-173.7169.6V95.424.750.647.6146.3153.5149.1B左M-120.2-41.6105.6-229.9-23.9203.9202.

53、5V102.227.150.6153.554.8165.1160.6B右M-46.6-17.615096.6-195.9-80.2-80.3214V35.77.7175.6-135.6206.855.953.6C左M-34.2-8.3145-175.9106.9-54.5-52.7V9.9-3.3175.6178.6-163.810.17.3C右M-97-27.411310.5-209.8-158.4-154.8170.5V92.623.56035.40152.4148.5144DM-83.8-24.3155.5-23865.3-137.4-134.6V86.822.360146.729.71

54、39.5135.4跨間MAB93.636.624.8124.976.5163163.6MBC4.10.71536.25.9MCD78.13221.963.3106137.4138.2六層AM-80.7-27.4（-.2.7）52.8-22.4-125.3-136.4-135.2124.9V83.123（2.3）17.558.892.9135.2131.9B左M-119-41.7（-4.1）33.9-142-75.8-202.4-201.2V98.628.8（2.9）17.5107.173161.9158.6B右M-69.1-24.9（-2.5）48.2-16.4-110.3-118.2-117

55、.896.5V21.18.7（0.9）56.3-35.574.337.237.5C左M-51.4-13.9（-1.4）46.4-92.1-1.7-83.3-81.8V0.1-4.3（-0.4）56.354.8-55-4.2-5.9C右M-95.1-27（-2.7）36.1-51.6-122-155.4-151.9131V89.524.8（2.5）20.761.5101.8145.6142.1DM-65.4-18.3（-1.8）56.6-114.9-4.5-106.6-104.1V72.321（2.1）20.786.245.8118.6116.2跨間MAB102.236.643.615165.9

56、174.6173.9MBC2.30.646.2-1.63.73.6MCD8625.643.546.5131.3141.7139表19 軸橫向框架A柱彎矩和軸力組合層次截面內(nèi)力SGKSQKSEKRE1.2（SGK+0.5SQK）+1.3SEK1.35SGK+SQK1.2SGK+1.4SQK|Mmax|NNminMNmaxM 6頂MN89.1177.832.2（3.2）39.2（3.9）6617.517.3144.7146178.7152.5279.2152268.2152.5279.217.3144.7152.5279.2底MN-66.2210.2-24.1（20）39.2（3.9）35.517

57、.5-16173.9-85.2208-113.5323-113.2307.1-113.5323-16173.9-113.53235頂MN54.3405.720.1（20.1）80.2（44.9）97.553.6-37.1333.1153437.693.4627.993.3599.1153437.6-37.1333.193.3599.1底MN-58.3438.1-2180.2（44.9）64.953.61.4362.2-125.2466.8-99.7671.6-99.4638-125.2466.81.4362.2-99.7671.64頂MN58.3633.121.6121.2（85.9）116.

58、5104.2-54.8540.7187.5757.4100.3975.9100.2929.4187.5757.4-54.8540.7100.3975.9底MN-58.3665.5-20.2121.2（85.9）95.3104.233.5571.7-164.8788.5-98.91019.6-98.2968.3-164.8788.533.5571.7-98.91019.63頂MN58.3860.522.8172.8（137.5）137.7166.5-76.3718.9210.11065.2101.51334.5101.91274.5210.11065.2-76.3718.9101.51334.5

59、底MN-57.9892.9-22.5172.8（137.5）112.6166.550.8750-183.51096.3-100.71378.2-1011313.4-183.51096.350.8750-100.71378.22頂MN591089.922.8224.4（189.1）138.5236.6-76.5891211.61383.1102.51695.8102.71622211.61383.1-76.5891102.51695.8底MN-681120.3-26.3224.4（189.1）138.5236.666.1920.2-221.91412.3-118.11736.8-118.4165

60、8.5-221.91412.366.1920.2-118.11736.81頂MN39.2131415.1275.5（240.2）149315.3-110.11048.9199.81704.6682049.468.21962.5199.81704.6682049.4682049.4底MN-19.61355.1-7.5275.5（240.2）276.3315.3265.31088.9-310.11744.1-342104.9-342011.8-310.11744.1265.31088.3-342104.9表20 軸橫向框架A柱柱端組合彎矩設(shè)計(jì)值的調(diào)整層次654321截面頂?shù)醉數(shù)醉數(shù)醉數(shù)醉數(shù)醉數(shù)祝∕