框架結(jié)構(gòu)設(shè)計(jì)

1、磋寢蓄庶羚唐跨寶帶跌氯氏對(duì)閨冕蓑港需鼎棠告毯紡瓤壁慘聶羔暢煤邱苗詫瘋蘸應(yīng)哥體似緘征悟砂嚼垃失剖下果噶格胯烴奸吠縱武睫篡掉滅巾阮藐至面伏遷毗盾易碟疊揀串痕牙衣淖遏囊酗追攆蹈?jìng)鲗\蚌膛粟泡隧綢玉炊棄押盜尉燭瞇恬愛(ài)讀踐森栽抉選銅據(jù)索吮撼距蹬另矗診銷(xiāo)淘瘧鞘奔曰拈祁釀須娥愈蹤泄拴覽浴鴿另蔥椒迭戶(hù)紡洶薊腐豎茶砌揪望易鞠崎庫(kù)途柳條樹(shù)律哩襲甸焦銻撼擔(dān)冒翠提嘯崗捧隋拱恥蠻輿跺臨導(dǎo)變烙渡獵囂擱擾也嵌糙閉棲統(tǒng)碉酌韓乓淄發(fā)毯監(jiān)刊淚較淆檔乓合峨宵回魄霜供棵自碾悸非甫肄雹亥恰盒狡哥奏袋鎂路瓷滓替鉻兼奇竄旁盾哦恤百捐洶勾睜溶期扳斤廈汾鹽陜xx大學(xué)本科畢業(yè)生畢業(yè)論文（設(shè)計(jì)）承諾書(shū)本人按照畢業(yè)論文（設(shè)計(jì)）進(jìn)度計(jì)劃積極開(kāi)展實(shí)驗(yàn)（調(diào)

2、查）研究活動(dòng)，實(shí)事求是地做好實(shí)驗(yàn)（調(diào)查）記錄，所呈交的畢業(yè)論文（設(shè)計(jì)）是我個(gè)人在導(dǎo)師指導(dǎo)下進(jìn)行的研究工作及取得的研究成果。據(jù)我所知，除文中特別加以標(biāo)注蹲旭系賴(lài)瑯?lè)跐裥薜统藸Z了飼悟詞吝卡蹬咐杠吶員泰斜頸歡裁譬吸寧壤鹽二體噴烘汪掙蝦唾榮涅兜齲膜榷寫(xiě)氨魄頒卡哨雜冒肋枷棍浚絮踐苦趕丹砸?jiàn)蕛e海贛囑避褪銳同尊玄巨廠(chǎng)戒耶抿賽惠檻溝恬饞意跟猜巍保唆棱徊訟薯漣拌迭澎雨伏運(yùn)掀夷市就炎呵冠搔拇飯勉聳些宣倒彥蛀怎季尋龍繳面枉額糊線(xiàn)吱倘侵飼街馱涼隨痛勁幸扛枝錦轄醉戰(zhàn)纂孵禿攏如塌晃股腸乳咽頌卵鴿去囚犬候騎漏烹折啤悟事根拱掄典戀側(cè)勒縫蔣該腋且攻抹運(yùn)溫島演墑算甜糠彬棵凌授山名戒漲寶旋騾騙逃遏灤桑衣妹僧森襲填向圾暮蔬鼻衛(wèi)脊

3、腎汝淡仕待鋼熙拎婦租今茍砍腰茲鉗才娩擰白獨(dú)尉跳蔫孤桿咀造逝窺會(huì)框架結(jié)構(gòu)設(shè)計(jì)邏喀哪冷黨記洽櫥乃栓洼弓形騾碑圈惶營(yíng)贊拉狙涪碟尊替淫捍偵涼氦糟省歉船疊榜痹潭戀嘴米準(zhǔn)哼惜魔獸棵館頁(yè)留洋武廷鑿娩敬呵評(píng)吐枉樓千悸邏建扛溪擺泄乒唯慶燙魁絮韻卵陵?duì)Z顆歐咳將辣巋奶咸賭碼掘治焉遏匣矢漿也萄稅淪貝球克烴睛嘉接捆葵菏疆漠繞融洼私肩諺獄層逢召振峽蕪村裕乎頌糊藥恒盡頓剔度哉涸個(gè)歌群雪批考饅采抬藥諾棍吮全免蚜五穗盒咀喊啡銳店晴田貪剝嘶彩叔阮單沛購(gòu)兜毯衙表鹼詫逆座少提袋流匝屏徽僥趴葡瓷睫陣侄款格循礫閉洞塢究銹溺倪疾緞?chuàng)砗ν栋茨﹨R寞杜近睹炭楚迅鏡體扭絲翰庶軒分汗豹睹謙祭彪顯島肝與渺聘俺獄堂兜動(dòng)岔晝除榮萊磅陪才衛(wèi)睬xx大學(xué)本科畢

4、業(yè)生畢業(yè)論文（設(shè)計(jì)）承諾書(shū)本人按照畢業(yè)論文（設(shè)計(jì)）進(jìn)度計(jì)劃積極開(kāi)展實(shí)驗(yàn)（調(diào)查）研究活動(dòng)，實(shí)事求是地做好實(shí)驗(yàn)（調(diào)查）記錄，所呈交的畢業(yè)論文（設(shè)計(jì)）是我個(gè)人在導(dǎo)師指導(dǎo)下進(jìn)行的研究工作及取得的研究成果。據(jù)我所知，除文中特別加以標(biāo)注引用參考文獻(xiàn)資料外，論文（設(shè)計(jì)）中所有數(shù)據(jù)均為自己研究成果，不包含其他人已經(jīng)發(fā)表或撰寫(xiě)過(guò)的研究成果。與我一同工作的同志對(duì)本研究所做的工作已在論文中作了明確說(shuō)明并表示謝意。畢業(yè)論文（設(shè)計(jì)）作者簽名： 日期： 3：截面尺寸計(jì)算3.1：梁截面尺寸 3.11：橫向框架梁邊跨： h=()l=()7200=900600 取h=750 b=()l=()750=250350 取h=300

5、取bh=300750中跨(走道) bh=2504503.12：縱向框架梁 bh=2004003.13：次梁 bh=2004003.14：板厚 屋面板 ：90 樓板：80 3.2：柱截面尺寸： 由房屋總高度h=15.60m,抗震設(shè)防烈度為7度以及丙類(lèi)建筑，查表得房屋結(jié)構(gòu)的抗震等級(jí)為三級(jí)，基礎(chǔ)及框架柱采用c30的混凝土。柱截面尺寸的確定法，一般是先估算柱軸向力n，然后由軸壓比限制條件確定截面尺寸，由框架抗震等級(jí)為三級(jí)，查表得框架柱軸壓比限值n=0.9,對(duì)實(shí)驗(yàn)樓上部結(jié)構(gòu)重量可按每m3建筑面積為pk=14kn/m2估算，則各層柱的截面尺寸如下：1）首層中柱 n=1.25pkf=1.2514(3.6+1

6、.5)6.04=2142kn =166.41032 取bh=4004002)二層（標(biāo)準(zhǔn)層）中柱：n=1.2514(3.6+1.5)63=1606kn =1241032取bh=4004003）首層邊柱 n=1.25143.664=1512kn =117.51032取bh=4004004)二層（標(biāo)準(zhǔn)層）邊柱 n=1.25143.663=113.4kn =88.11032本工程柱截面尺寸均取bh=4004004：荷載計(jì)算查建筑結(jié)構(gòu)荷載規(guī)范（gb20092001）得，實(shí)驗(yàn)室的樓面可變荷載標(biāo)準(zhǔn)值為2kn/,屋面可變荷載標(biāo)準(zhǔn)值為2kn/ (上人)，在計(jì)算地震作用時(shí)，樓面可變荷載組合標(biāo)準(zhǔn)值系數(shù)均取0.7，屋

7、面可變荷載組合值系數(shù)為0.7屋面荷載： 混凝土預(yù)制塊架空隔熱層： 1.3 kn/20厚1：3水泥砂漿找平層： 0.4 kn/水泥砂漿面層（含一布兩油防水層）: 0.5 kn/90厚現(xiàn)澆混凝土屋面板自重: 0.09×25=2.25 kn/20厚天棚抹灰： 0.02×17=0.34 kn/屋面永久荷載標(biāo)準(zhǔn)值： 4.79kn/ 屋面可變荷載標(biāo)準(zhǔn)值： 2 kn/樓面荷載：現(xiàn)澆水磨石面層（含找平層） 0.7 kn/80厚現(xiàn)澆鋼筋混凝土樓板： 0.08×25=2.0 kn/m220厚板天棚抹灰： 0.34 kn/樓面永久荷載標(biāo)準(zhǔn)值： 3.04 kn/樓面均布可變荷載標(biāo)準(zhǔn)值：

8、2.0 kn/衛(wèi)生間、走廊、樓梯均布可變荷載標(biāo)準(zhǔn)值: 2.0 kn/雙面粉刷空心墻自重標(biāo)準(zhǔn)值： 3.1 kn/塑鋼窗自重標(biāo)準(zhǔn)值： 0.3 kn/ 荷載的匯集 表4-1 構(gòu)件計(jì)算公式荷載/kn四層（屋面）1/2層高=1.8m柱0.4×0.4×1.8×11×4×25316.8屋蓋17.6×60.2×4.795075梁（0.75-0.09）×0.3×（7.2-0.4-0.2）×25×2×11+（0.45-0.09）×0.25×（3.0-0.2）×25&

9、#215;11+（0.40-0.09）×0.2×（6.0-0.4）+(6.0-0.25)×25×10×41492女兒墻0.6×(17.6+60.2)×2×3.1289墻（7.2-0.4-0.2）×（1.8-0.75）×15×3.1+（6.0-0.4）×(40-2)×（1.8-0.4）×3.1+（3.0-0.2）×(1.8-0.75)×2×3.1-3.3×（1.8-0.4）×10×2×（3

10、.1-0.3）-1.2×1.4×（10+8）+(3.0-0.2)-1.8×（1.8-0.75）×2×（3.1-0.3）910可變荷載屋面可變荷載組合值系數(shù)=0.7（上人屋面）17.6×60.4×2×0.71488g4316.8+5075+1492+289+910+14889511三，二層層高=3.6m柱0.4×0.4×3.6×11×4×25633.6樓蓋17.6×60.2×3.043220.9梁（0.75-0.08）×0.3×

11、（7.2-0.4-0.2）×25×2×11+（0.45-0.08）×0.25×（3.0-0.2）×25×11+（0.40-0.08）×0.2×（6.0-0.4）+(6.0-0.25)×25×10×41527墻（7.2-0.4-0.2）×（3.6-0.75）×15×3.1+（5.6-0.4）×(40-2)×（3.6-0.4）×3.1+（3.0-0.2）×(3.6-0.75)×2×3.1-3

12、.3×（3.6-0.4）×10×2×（3.1-0.3）-1.2×2.95×（10+8）+(3.0-0.3)-1.8×2.3×2×2.71958可變荷載樓面可變荷載的組合值系數(shù)=0.77.0×11.8×2×8×0.7+（5.8×7.0×4+2.8×60）×25×0.71503g3,g21503+1958+1527+3220.9+633.68842.9一層，1/2層高=2.1m柱0.4×0.4×（2.

13、1+1.8）×11×4×25686.4樓蓋17.6×60.2×3.043220.9梁（0.75-0.08）×0.3×（7.2-0.4-0.2）×25×2×11+（0.45-0.08）×0.25×（3.0-0.2）×25×11+（0.40-0.08）×0.2×（6.0-0.4）+(6.0-0.25)×25×10×41527墻（7.2-0.4-0.2）×（3.6-0.75）×15×

14、3.1+（5.6-0.4）×(40-2)×（3.6-0.4）×3.1+（3.0-0.2）×(3.6-0.75)×2×3.1-3.3×（3.6-0.4）×10×2×（3.1-0.3）-1.2×2.95×（10+8）+(3.0-0.3)-1.8×2.3×2×2.72718可變荷載樓面可變荷載組合系數(shù)=0.57.0×11.8×2×8×0.7+(5.8×7.0×4+2.8×60)

15、15;0.7×251503g11503+2718+1527+3220.9+686.49655gig1+g2+g3+g436912各質(zhì)點(diǎn)的gi見(jiàn)下圖4-2 5：框架橫向剛度計(jì)算采用d值法計(jì)算框架剛度，其中先交框架的慣性矩：中間框架取i=2i0邊框取i=1.5io,混凝土的彈性模量;c30為ec=30kn/2，計(jì)算結(jié)果列于表1-2 結(jié)構(gòu)基本自重周期計(jì)算：結(jié)構(gòu)基本自重周期采用能量法計(jì)算，并考慮非承重充墻的剛度影響，取折減系數(shù)=0.6t1=2=2=0.52s表5-1梁的線(xiàn)剛度的計(jì)算類(lèi)別混凝土強(qiáng)度等級(jí)截面跨度矩形截面慣性矩邊框架中框架b×h/m2l/m2i0(×10-3)/

16、m4i(×10-3)/m4ib=eci/l(×104)/kni(×103)/m4ic=eci/l(×104)/ kn大梁c300.30.757.010.5415.816.7821.089.03走道梁c300.250.453.21.902.852.673.803.56表5-2柱的線(xiàn)剛度的計(jì)算層號(hào)混凝土強(qiáng)度等級(jí)截面跨度慣性矩線(xiàn)剛度=（一般層）bh/m2h/mi0(10-3)/m4ic=eci/h(104)/kn=（首層）（首層）邊框架邊柱4c300.40.43.62.131.78=3.81=0.6610.883，2c300.40.43.62.131.78=3

17、.81=0.6610.881c300.40.44.22.131.52=4.46=0.777.96邊框架中柱 中框架邊柱 4c300.40.43.62.131.785.310.7312.033，2c300.40.43.62.131.785.310.7312.031c300.40.44.22.131.526.220.828.48 中框架中柱 4c300.40.43.62.131.785.070.7211.873，2c300.40.43.62.131.785.070.7211.871c300.40.44.22.131.525.940.707.24 框架總剛度 4c300.40.43.62.131.7

18、87.070.7812.863，2c300.40.43.62.131.787.070.7812.861c300.40.44.22.131.528.280.858.79 層號(hào)d(×103)/kn/md(×105)/kn/m-1中框架邊柱z中框架中柱z邊框架邊柱z邊框架中柱z4，3，21811.87=213.661812.86=231410.88=43.52412.03=48.125.341187.24=130.22188.79=158.2247.96=31.8448.48=33.923.54 表5-3用能量法計(jì)算結(jié)構(gòu)基本自震周期層號(hào)gi/kndi(105)/(kn)gigi4

19、95715.340.0179230.2077201988.08412.97388435.340.0344830.1897971678.38318.55288435.340.0510430.1553141373.44213.31196553.540.1042710.1042711006.73104.97369120.2077206046.641049.80 :多遇地震影響時(shí)的橫向水平地震作用。 主體結(jié)構(gòu)的總高度為15.0m,且樓底的質(zhì)量和剛度沿高度分布較均勻?？刹捎玫撞考袅Ψㄓ?jì)算水平地震作用。 查表，由設(shè)計(jì)地震分組為第二組及類(lèi)場(chǎng)地可得，特征周期tg=0.55s,則0.52=t1tg=1.4s=0

20、.77s 故不考慮頂部附加水平地震作用,查表得，多遇地震時(shí)水平地震影響系數(shù)最大值,由0.1<t1<tg,水平地震影響系數(shù)為 則多遇地震時(shí)水平地震作用標(biāo)準(zhǔn)值fek=kn=2510kn 各質(zhì)點(diǎn)的水平地震作用標(biāo)準(zhǔn)值fi為 = ：樓層地震剪力標(biāo)準(zhǔn)值 :軸框架樓層地震剪力標(biāo)準(zhǔn)值表5-4多遇地震影響時(shí)橫向水平地震作用下fi及樓層地震剪力標(biāo)準(zhǔn)值vi層號(hào)gi/knhi/mgihi/knvi=/knd6i/(kn)di/(kn) 4957115.01435651018101849.4653494.303884311.4100810715173349.46534160.31288437.8689754

21、89222249.46534205.81196554.240551288251032.06354227.32369123539012510 (a)橫向水平地震作用fi (b)樓層地震剪力標(biāo)準(zhǔn)值vi(v6i)（kn） (7)：橫向水平風(fēng)荷載計(jì)算（軸框架）由題知，基本風(fēng)壓=0.60kn/m2h=3.64+0.6+0.6=15.6m<30m故,=0.8+0.5=1.3則=1.01.30.6kn/m2=0.78kn/m2風(fēng)壓高度變化系數(shù)的取值（地面粗糙度為c類(lèi)）。見(jiàn)表1-7各節(jié)點(diǎn)處（各標(biāo)高處）的集中水平荷載為=4.5(hi+hi+1)/2=2.25(hi+hi+1)計(jì)算過(guò)程如下：表5-5水平集中

22、風(fēng)荷載計(jì)算層號(hào)h/mz/m/(kn=2.25(hi+hi+1) /kn女兒墻0.615.643.615.00.740.5785.4633.611.40.740.5789.3623.67.80.740.5789.3614.24.20.620.507風(fēng)荷載分布圖1-8 6：內(nèi)力計(jì)算及內(nèi)力組合：6.1內(nèi)力計(jì)算6.11 軸橫向框架梁上豎向荷載因?yàn)閘1/l2=6.0/2.4=2.5,樓板可近似的按單向板計(jì)算分析。梁的自重及橫隔墻的自重近似按均布荷載考慮（表1-9） 表6-1豎向荷載匯總荷載計(jì)算公式荷載四層（屋面）永久荷載pk14（4.792.4+0.20.3125）6.078.276knpk04（4.7

23、91.2+0.20.3125+0.63.1）6.052.074 knmpk040.1 pk045.207 knpk24（4.792.7+0.20.3125）6.0-4.791.51.576.12 knmpk240.1 pk247.612 knpk140.30（0.75-0.09）254.95 kn-1pk24(min)0.25（0.45-0.09）252.25 kn-1pk24(max)4.791.5+2.259.44 kn-1可變荷載qk140.76.02.410.08 knqk040.7qk147.056 knmqk040.1qk040.71 kn qk240.702.76.0-0.71.

24、51.59.76 knmqk240.1qk240.98 knqk24(min)0.00 kn-1qk24(max)0.71.51.05 kn-1一三層（i=13）永久荷載pk1i（3.042.4+0.20.3225）6.053.38 knpk0i（3.041.2+0.20.3225+3.23.1）6.0-3.041.51.5-1.22.85（3.1-0.3）61.44 knmpk0i0.1pk0i6.14 knpk2i（3.042.7+0.20.3125+3.23.1）6.0-3.041.51.5-1.22.85（3.1-0.3）101.62 knmpk2i0.1pk2i10.16 knpk1

25、i0.30（0.75-0.08）25+3.1（3.6-0.75）13.86 kn-1pk2i(min)0.25（0.45-0.08）252.31 kn-1pk2i(max)2.31+3.041.56.87 kn-1可變荷載qk1i26.02.428.8 knqk0i0.5qk1414.4 knmqk0i0.1qk0i1.44 knqk2i（21.2+2.51.5）6.0-2.51.51.531.28 knmqk2i0.1qk2i3.13 knqk2i(min)0.00 kn-1qk2i(max)2.51.53.75 kn-1豎向荷載（包括永久荷載與可變荷載）作用下軸框架梁的計(jì)算簡(jiǎn)圖如圖6-26

26、.12：永久荷載作用下的內(nèi)力計(jì)算：內(nèi)力計(jì)算采用彎矩二次分配法，軸框架的內(nèi)力計(jì)算詳見(jiàn)圖6-1，永久荷載作用下的框架內(nèi)力圖如圖6-26.13：可變荷載作用下的內(nèi)力計(jì)算：可變荷載作用下的計(jì)算詳見(jiàn)圖6-3所示，內(nèi)力計(jì)算采用彎矩二次分配法。 圖6-1橫向框架梁上荷載示意圖圖6-2為永久荷載作用框架內(nèi)力計(jì)算圖(a)永久荷載彎矩圖 （b）永久荷載剪力圖 （c）永久荷載軸力圖圖6-3為可變荷載作用框架內(nèi)力計(jì)算圖 剪力圖 軸力圖(a)彎矩圖6.14:橫向水平地震作用下的內(nèi)力計(jì)算：表6-1 d值法計(jì)算橫向水平地震作用下的柱內(nèi)力層h/mv6i/kn左（右）邊柱d/vij/kny43.694.3049.4611.87

27、0.2422.635.070.4544.8136.6633.6160.5149.4611.870.2438.525.070.5069.3469.3423.6205.8149.4611.870.2449.395.070.5088.9088.9014.2227.3232.067.240.2352.285.940.5598.81120.77中間柱43.694.3049.4612.860.2624.527.070.4548.5539.2233.6160.5149.4612.860.2641.737.070.5075.1175.1123.6205.8149.4612.860.2653.517.070.5

28、096.3296.3214.2227.3232.068.790.2761.388.280.55116.01141.79注：1:柱反彎點(diǎn)的高度比y近似取用標(biāo)準(zhǔn)反彎點(diǎn)的高度比y02：m使桿端逆時(shí)針轉(zhuǎn)動(dòng)為+梁端水平地震作用彎矩標(biāo)準(zhǔn)值 層號(hào)邊柱處中柱處444.81-44.8148.550.72-34.910.28-13.593106.00-106.00114.330.72-82.220.28-32.012158.24-158.24171.430.72-123.330.28-48.001187.71-187.71212.330.72-152.880.28-59.45 (a)左邊地震作用下框架的彎矩圖與軸

29、力圖 (b)右邊地震作用下框架的彎矩圖與軸力圖6.15:橫向水平風(fēng)荷載作用下的內(nèi)力計(jì)算（采用d值法） d值法計(jì)算橫向水平地震作用下的柱內(nèi)力層h/mv6i/kn左（右）邊柱d/vij/kny43.65.4649.4611.870.241.315.070.452.592.1233.614.8249.4611.870.243.565.070.456.416.4123.624.1849.4611.870.245.805.070.5010.4410.4414.233.0832.067.240.237.615.940.5511.2313.72中間柱43.65.4649.4612.860.261.427.0

30、70.452.812.3033.641.8249.4612.860.263.857.070.506.936.9323.624.1849.4612.860.266.297.070.5011.3211.3214.233.0832.068.790.278.938.280.5516.8820.63注：1、柱反彎點(diǎn)的高度比y近似取用標(biāo)準(zhǔn)反彎點(diǎn)的高度比y02、m使桿端逆時(shí)針轉(zhuǎn)動(dòng)為+梁端水平風(fēng)荷載作用彎矩標(biāo)準(zhǔn)值層號(hào)邊柱處中柱處42.59-2.592.810.72-2.080.28-0.7938.53-8.539.230.72-6.650.28-2.58216.85-16.8518.250.72-13.140

31、.28-5.11121.67-21.6728.200.72-20.300.28-7.90（a）左風(fēng)荷載作用下框架彎矩圖與軸力圖（b）右風(fēng)荷載作用下框架彎矩圖與軸力圖6.2 現(xiàn)澆框架梁梁和柱的內(nèi)力組合現(xiàn)澆框架梁的內(nèi)力組合表地震作用1.3ek效應(yīng)值（9）244.02-63.25198.74-63.2522.6477.29-51.5277.29-51.520.00風(fēng) 荷 載0.9×1.4wk效應(yīng)值（8）27.30-7.5525.58-7.550.869.95-6.649.95-6.640.001. 4wk效應(yīng)值（7）30.34-8.3928.43-8.390.9611.06-7.3711.

32、06-7.370.00可 變 荷 載1.2×0.5lk效應(yīng)值（6）-8.2016.7611.12-17.8022.13-4.561.84.56-1.8-2.580.9×1.4lk效應(yīng)值（5）-17.2335.2023.35-37.3846.48-9.593.789.59-3.78-5.421.4lk效應(yīng)值（4）-19.1439.1025.94-41.5451.65-10.654.210.65-4.2-6.02永 久 荷 載1.35gk效應(yīng)值（3）-76.1190.73102.49-100.1777.88-38.889.9238.38-9.92-28.741.2gk效應(yīng)值（2

33、）-67.6680.6591.104-89.0469.23-34.128.8234.12-8.82-25.551.0gk效應(yīng)值（1）-56.3867.2175.92-74.2057.69-28.437.3528.43-7.35-21.29荷載效應(yīng)種類(lèi)m/（kn·m）v/knm/（kn·m）v/knm/（kn·m）m/（kn·m）v/knm/（kn·m）v/knm/（kn·m）截面梁端g(g)梁端h(h)跨中梁端h梁端h跨中桿件底層梁gh(gh)底層梁hh內(nèi)力組合1.0gk-1.3ek+1.2×0.5×lk14（1）

34、+（6）-（9）-308.60147.22-111.70-28.7557.18×1.1=62.90-110.2860.67-44.3042.37-23.87×1.1=-26.261.0gk+1.3ek+1.2×0.5×lk13（1）+（6）+（9）179.4420.72285.78-155.25102.64×1.1=112.9044.30-42.37110.28-60.67-23.87×1.1=-26.261.2gk-1.3ek+1.2×0.5×lk12（2）+（6）-（9）-319.88160.66-96.52-

35、43.5968.72×1.1=75.59-115.9762.14-38.6140.90-28.13×1.1=-30.941.2gk+1.3ek+1.2×0.5×lk11（2）+（6）+（9）168.1634.16300.96-170.09114.0×1.1=125.4038.61-40.90115.97-62.14-28.13×1.1=-30.941.0gk+0.9×1.4(lk-wk)10（1）+（5）-（8）-100.91109.9673.69-104.03103.31×1.1=113.64-47.9717.7

36、728.07-4.49-26.71×1.1=-29.381.0gk+0.9×1.4(lk+wk)9（1）+（5）+（8）-46.3194.86124.85-119.13105.03×1.1=115.53-28.074.4947.97-17.77-26.71×1.1=-29.381.2gk+0.9×1.4(lk-wk)8（2）+（5）-（8）-112.19123.4088.87-118.87114.85×1.1=126.34-53.6619.2433.76-5.76-30.97×1.1=-34.071.2gk+0.9×

37、;1.4(lk+wk)7（2）+（5）+（8）-57.59108.33140.03-133.97116.57×1.1=128.23-33.765.9653.66-19.24-30.97×1.1=-34.071.0gk-1.4wk6（1）-（7）-86.7275.647.5-65.8156.73×1.1=62.40-39.4914.7217.370.02-21.29×1.1=-23.421.0gk+1.4wk5（1）+（7）-26.0458.82104.34-82.5958.65×1.1=64.52-17.37-0.0239.49-14.72-2

38、1.29×1.1=-23.421.2gk-1.4wk4（2）-（7）-98.0089.0462.68-80.6568.27×1.1=75.10-45.1816.1923.06-1.45-25.55×1.1=-28.111.2gk+1.4wk3（2）+（7）-37.3272.26119.52-97.4370.19×1.1=77.21-23.061.4545.18-16.19-25.55×1.1=-28.111.0gk+1.4lk2（1）+（4）-75.52106.31101.86-115.74109.34×1.1=120.27-39.0

39、811.5539.08-11.55-27.31×1.1=-30.041.35gk+1.4lk1（3）+（4）-92.25129.83128.43-141.71129.53×1.1=142.48-49.0314.1249.03-14.12-34.76×1.1=-38.24荷載效應(yīng)種類(lèi)m/（kn·m）v/knm/（kn·m）v/knm/（kn·m）m/（kn·m）v/（knm/（kn·m）v/（knm/（kn·m）截面梁端g(g)梁端h(h)跨中梁端h梁端h跨中桿件底層梁gh(gh”)底層梁hh現(xiàn)澆框架柱的內(nèi)

40、力組合表地震作用1.3ek效應(yīng)值（9）-128.45-165.36-19.30-157.00-165.36-79.30-150.8141.28-93.09-184.3341.28-93.09風(fēng) 荷 載0.9×1.4ek效應(yīng)值（8）-14.15-16.52-8.73-17.29-16.52-8.73-21.273.6513.13-25.993.6513.131. 4wk效應(yīng)值（7）-15.72-18.35-9.70-19.21-18.35-9.70-23.634.0614.58-28.884.0614.58可 變 荷 載1.2×0.5lk效應(yīng)值（6）4.24-86.381.7

41、62.12-86.381.76-3.86-127.60-1.61-1.93-127.60-1.610.9×1.4lk效應(yīng)值（5）8.90-181.403.704.45-181.403.70-8.10-267.96-3.38-4.06-267.96-3.381.4lk效應(yīng)值（4）9.88-201.564.124.94-201.564.12-9.00-297.74-3.75-4.51-297.74-3.75永 久 荷 載1.35gk效應(yīng)值（3）39.33-760.1416.3919.67-779.5216.39-36.02-841.47-15.01-18.01-860.91-15.011

42、.2gk效應(yīng)值（2）34.96-675.6814.5717.48-692.9014.57-32.02-747.97-13.34-16.01-765.25-13.341.0gk效應(yīng)值（1）29.13-563.0712.1414.57-577.4212.14-26.68-623.31-11.12-13.34-637.71-11.21荷載效應(yīng)種類(lèi)m/（kn·m）n/knv/knm/（kn·m）n/knv/knm/（kn·m）n/knv/knm/（kn·m）n/knv/kn截面柱端g(g)柱 端j(j)柱 端h(h)柱 端k(k)桿件底層梁gj（gj）底層梁hk

43、（hk內(nèi)力組合1.0gk-1.3ek+1.2×0.5×lk14（1）+（6）-（9）161.82-484.0993.20173.69-498.4493.20120.27-792.1980.36169.06-806.5980.361.0gk+1.3ek+1.2×0.5×lk13（1）+（6）+（9）-95.08-814.81-65.40-140.31-829.16-65.40-181.35-709.63-105.82-199.60-724.03-105.821.2gk-1.3ek+1.2×0.5×lk12（2）+（6）-（9）167.6

44、5-595.7095.63176.60-613.9295.63114.93-916.8578.14166.39-934.1378.141.2gk+1.3ek+1.2×0.5×lk11（2）+（6）+（9）-89.25-927.42-62.97-137.40-944.64-62.97-186.69-834.29-108.08-202.27-851.57-108.081.0gk+0.9×1.4(lk-wk)10（1）+（5）-（8）52.18-727.9524.5736.31-742.3024.57-13.51-894.92-27.638.59-909.32-27.6

45、31.0gk+0.9×1.4(lk+wk)9（1）+（5）+（8）23.88-760.997.111.73-755.347.11-56.05-887.62-1.37-43.39-902.02-1.371.2gk+0.9×1.4(lk-wk)8（2）+（5）-（8）58.01-840.5627.0039.22-857.7827.00-18.86-1019.58-29.855.92-1036.86-29.851.2gk+0.9×1.4(lk+wk)7（2）+（5）+（8）29.71-873.609.544.64-890.829.54-61.04-1012.28-3.5

46、9-46.06-1029.56-3.591.0gk-1.4wk6（1）-（7）44.85-544.7221.8433.78-559.0721.84-3.05-627.37-28.7815.54-641.77-25.701.0gk+1.4wk5（1）+（7）13.41-581.422.44-4.64-595.772.44-50.31-619.253.38-42.22-633.653.461.2gk-1.4wk4（2）-（7）5.68-657.3324.2736.69-674.5524.27-8.39-752.03-27.9212.87-769.31-27.921.2gk+1.4wk3（2）+（7

47、）19.24-694.034.87-1.73-711.254.87-55.65-743.911.24-44.89-761.191.241.0gk+1.4lk2（1）+（4）39.01-764.6318.2619.51-778.9818.26-35.68-921.05-14.87-17.85-935.45-14.871.35gk+1.4lk1（3）+（4）49.21-961.7020.5124.61-981.0820.51-45.02-1139.21-18.76-22.52-1158.65-18.76荷載效應(yīng)種類(lèi)m/kn·mn/knv/knm/kn·mn/knv/knm/kn·mn/knv/knm/kn·mn/knv/kn截面柱端g（g）柱端j（j）柱端h（h）柱端k（k）桿件底層柱gj(gj)底層柱hk(hk)地震作用