某電子科技大學(xué)教輔樓設(shè)計(jì)

某電子科技大學(xué)教輔樓設(shè)計(jì)畢業(yè)論文目錄TOC\o"1-5"\h\z\o"CurrentDocument"1建筑設(shè)計(jì) 2\o"CurrentDocument"1.1工程概況 2\o"CurrentDocument"設(shè)計(jì)資料 2(1)建筑規(guī)模 2(2)氣象資料 2(3)抗震要求 2\o"CurrentDocument"結(jié)構(gòu)設(shè)計(jì)依據(jù) 2\o"CurrentDocument"建筑平面設(shè)計(jì) 2\o"CurrentDocument"1.5建筑立面設(shè)計(jì) 3\o"CurrentDocument"1.6屋頂設(shè)計(jì) 3\o"CurrentDocument"2結(jié)構(gòu)設(shè)計(jì) 4\o"CurrentDocument"2.1計(jì)算簡(jiǎn)圖 4\o"CurrentDocument"2.2梁、柱截面的初步確定 5\o"CurrentDocument"2.2.1梁截面尺寸 5\o"CurrentDocument"2.2.2柱截面的尺寸 5\o"CurrentDocument"材料強(qiáng)度等級(jí) 6\o"CurrentDocument"荷載計(jì)算 71屋面橫梁豎向線荷載標(biāo)準(zhǔn)值 7樓面橫梁豎向線荷載標(biāo)準(zhǔn)值 8屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值 9樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值 10\o"CurrentDocument"風(fēng)荷載 11地震作用 12\o"CurrentDocument"3框架力計(jì)算 18\o"CurrentDocument"1恒載作用下的框架力 18\o"CurrentDocument"活載作用下的框架力 27\o"CurrentDocument"風(fēng)荷載作用下的位移、力計(jì)算 33\o"CurrentDocument"地震作用下橫向框架的力計(jì)算 34.1.5活重力荷載作用下橫向框架的力計(jì)算 34.2地震作用下橫向框架的力計(jì)算 40\o"CurrentDocument"5框架力組合 45\o"CurrentDocument"3.6框架梁、截面設(shè)計(jì) 57\o"CurrentDocument"4樓梯計(jì)算 81\o"CurrentDocument"1梯段板計(jì)算 82\o"CurrentDocument"4.2休息平臺(tái)板計(jì)算 833梯段梁TL1計(jì)算 84\o"CurrentDocument"5現(xiàn)澆樓面板設(shè)計(jì) 86\o"CurrentDocument"1跨中最大彎矩 87\o"CurrentDocument"5.2支座中點(diǎn)最大彎矩 885.3A區(qū)格 895.4E區(qū)格 901建筑設(shè)計(jì)工程概況該工程要新建一棟教輔樓，建筑面積為5897m2,建筑物平面為一字形，建筑總高度為23.65m,走廊寬度3.0m,底層層高4.2m,其他層層高3.6m。室外高差0.45m,建筑物6層。功能要求：按教學(xué)建筑使用功能進(jìn)行設(shè)計(jì)。設(shè)計(jì)資料（1）建筑規(guī)模建筑面積：5850m2建筑層數(shù)：6層結(jié)構(gòu)形式：鋼筋混凝土框架結(jié)構(gòu)功能要求：按《房屋建筑學(xué)》課程中使用功能進(jìn)行設(shè)計(jì)（2）氣象資料基本風(fēng)壓值：=0.35KN/m2；最冷月平的溫度：最低溫度為-9℃；最高月平的溫度：最高溫度為37（；主導(dǎo)風(fēng)向：東北風(fēng)。（3）抗震要求設(shè)計(jì)抗震設(shè)防烈度按8度考慮，設(shè)計(jì)基本地震加速度為0.20g,屬設(shè)計(jì)地震第一組。結(jié)構(gòu)設(shè)計(jì)依據(jù)建筑抗震設(shè)計(jì)規(guī)GB50011-2010建筑地基基礎(chǔ)設(shè)計(jì)規(guī)GB50007-2010混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)GB50010-2010建筑結(jié)構(gòu)荷載規(guī)GB50009-2012建筑結(jié)構(gòu)制圖標(biāo)準(zhǔn)GB/T50105-2001建筑制圖標(biāo)準(zhǔn)GB/T50104-2010建筑構(gòu)、配件標(biāo)準(zhǔn)圖集建筑平面設(shè)計(jì)建筑平面設(shè)計(jì)主要應(yīng)考慮建筑物所處的環(huán)境及其功能要求，同時(shí)又要兼顧結(jié)構(gòu)平面布置的規(guī)則和合理；此外，考慮到抗震設(shè)計(jì)的一些要求，建筑物應(yīng)力求規(guī)則。因此,本次設(shè)計(jì)在平面上采用“一”字形、廊式的平面布置。具體布置見(jiàn)建筑平面圖。對(duì)該平面設(shè)計(jì)作如下說(shuō)明：(1)本設(shè)計(jì)柱網(wǎng)上采用4.5X7.2和4.5X3.0m。(2)采用了廊式結(jié)構(gòu)布置。中間走道寬3.0m,以滿足人流要求。同時(shí)設(shè)有兩部樓梯，兼做消防樓梯。建筑立面設(shè)計(jì)結(jié)合平面設(shè)計(jì)中框架柱的布置，立面上主要采用豎向劃分，外觀上顯得大方、挺拔、氣派；同時(shí)，考慮到框架結(jié)構(gòu)的優(yōu)點(diǎn)，柱間盡量多用窗少用墻，使窗與柱及窗間墻之間形成了有節(jié)奏的虛實(shí)對(duì)比，顯得明快、活潑，同時(shí)也得到了良好的采光效果。大門(mén)設(shè)于正中間，使整個(gè)建筑物顯得美觀大方。大門(mén)設(shè)有左右兩扇門(mén)，使整個(gè)大門(mén)顯得大氣；雨蓬的運(yùn)用，和大門(mén)的設(shè)置一同起到了突出主要入口功能，起到了吸引人流導(dǎo)向的作用。屋頂設(shè)計(jì)屋頂采用現(xiàn)澆混凝土結(jié)構(gòu)平屋頂，屋頂設(shè)計(jì)為不上人屋頂，檐口采用1.0m高女兒墻。(1)排水構(gòu)造：屋面排水采用保溫層找坡，坡度取2%,設(shè)計(jì)為外排水。(2)防水構(gòu)造：采用不上人屋面，柔性防水綜合使用。(3)保溫構(gòu)造：采用120厚的水泥珍珠巖保溫。2結(jié)構(gòu)設(shè)計(jì)計(jì)算簡(jiǎn)圖本工程橫向框架計(jì)算單元?、葺S線部分，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)資料提供的數(shù)據(jù)可知，該工程場(chǎng)地為n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)，挖去所有素填土，基底標(biāo)高為設(shè)計(jì)相對(duì)標(biāo)高一1.250mo本工程為框架結(jié)構(gòu)，橫向最大跨度為7200mm，縱向跨度為4500mm。柱子的高度底層為：5=4.2+1.25-0.5=4.95m（初步假設(shè)基礎(chǔ)高度0.5m）,二?六層柱高為為?兒=3.6m。柱節(jié)點(diǎn)剛接，橫梁的計(jì)算跨度取墻的中心線至中心線間距離，三跨分別為：/=7200、3000、7200o計(jì)算簡(jiǎn)圖見(jiàn)圖2.1。mO9mOO9moo9EOO9moi_r?677200300072000(D<§> ?圖2.1計(jì)算簡(jiǎn)圖梁、柱截面的初步確定2.1梁截面尺寸梁截面的高度：一般取為梁跨度的1/12?1/8。橫向框架梁：邊跨：取h=l/8~l/12=600~900mm,取為700mm，寬b為300mm。中跨：取h=500mm,b=300nuno縱向框架梁：取h=l/8~l/12=350~525mm,取為500mm,寬b為300mm02.2柱截面的尺寸框架柱的面積根據(jù)柱的軸壓比確定：(1)柱組合的軸壓力設(shè)計(jì)值N=nBFgE注：n一樓層層數(shù)。6一柱軸壓力增大系數(shù)。F一算柱的負(fù)載面積，本方案中邊柱及中柱的負(fù)載面積分別為4.5X3.6m2和4.5X5.1m~ogE—建筑面積上的重力荷載代表值，可近似的取14kN/m2o(2)柱的截面尺寸A02N/(Nfc)注：、一一軸壓比限值，按二級(jí)抗震等級(jí)，查《抗震規(guī)》可知取為0.75。fc——軸心抗壓強(qiáng)度設(shè)計(jì)值，對(duì)C30,查得14.3N/mm2。對(duì)于邊柱：N=nBFgr：=7X1.3X4.5X3.6X14=1926.29kNAceN/(Nfc)=1926.29X107(14.3X0.75)=149672mm對(duì)于中柱：N=n3FgE=7X1.25X4.5X5.1X14X=2623.95kNAc2N/(Nfc)=2623.95X107(0.75X14.3)=203881mm2取柱子尺寸為：bXh=600mmX600mm材料強(qiáng)度等級(jí)混凝土：基礎(chǔ)采用C30級(jí)，其余均采用C25級(jí)。鋼筋：箍筋和樓梯中梯板鋼筋為HPB300鋼，梯梁和基礎(chǔ)板鋼筋為HRB335鋼，其余均采用HRB400鋼筋。荷載計(jì)算本工程以⑤軸線橫向框架為計(jì)算分析對(duì)象。g68c2_ 、qwq68C---—qea>Hill1HHHgeecigwoi1QJ8C2gxmq?c—，qxo —1HUHHH1HHTHill1IHIHgwgascigxm7200ri72005 €7200S€3000恒載圖 活載圖(a) (b)圖2.2荷載計(jì)算簡(jiǎn)圖(a)恒載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖；(b)活載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖2.4.1屋面橫梁豎向線荷載標(biāo)準(zhǔn)值(1)恒載(圖2-2a)屋面恒載標(biāo)準(zhǔn)值(屋面選用陜09J01屋H1水泥砂漿面層屋面)：20厚1：2.5水泥砂漿保護(hù)層，每1m見(jiàn)方半縫分格0.02X20=0.4kN/m212厚合成高分子防水卷材2道0.3kN/m225厚1:3水泥砂漿找平層0.025X20=0.5kN/m21:6水泥陶?；蚪乖移伦畋√?0厚 [(7.2+3.0/2)X0.02+0.031/2X5=0.50kN/m2120(100)厚鋼筋混凝土現(xiàn)澆板0.12X25=3kN/m2(AB,CD跨板厚取120；BC跨取100)(0.10X25=2.5kN/m2)0.X17=o.17kN/m20.X17=o.17kN/m2屋面恒載標(biāo)準(zhǔn)值4.87kN/m2梁自重邊跨AB、CD跨：梁 側(cè) 粉2X(0.7-0.12)X0.02X17=0.394kN/m(4.37kN/m2)0.3X0.7X25=5.25kN/m刷 ：中 跨 BC0.3X0.5X25=3.75kN/m梁 側(cè) 粉2X(0.5-0.12)X0.02X17=0.258kN/m5.64kN/m跨 ：刷 :4.01kN/m作用在頂層框架梁上的線恒荷載標(biāo)準(zhǔn)值為：梁自重： g6Am=g6CDi=5.64kN/m,g6Bci=4.OlkN/m板傳來(lái)的荷載g6A82=g6c02=4-87X4.5=2L9kN/mg68c2=4.37X3.0=13.lkN/m(2)活載(圖2-2b)作用在頂層框架梁上的線活荷載標(biāo)準(zhǔn)值為：46AB=QbCD=0-5X4.5=2.25kN/mqbBC=0.5X3.0=1.5kN/m4.2樓面橫梁豎向線荷載標(biāo)準(zhǔn)值(1)恒載(圖2-2a)樓面恒載標(biāo)準(zhǔn)值(樓面選用圖集陜09J01《工程做法》樓1細(xì)石混凝土樓面)：40厚C20細(xì)石混凝土撒1： 1水泥砂子壓實(shí)抹光0.040X17.5=0.70kN/m2

水泥砂漿一道摻建筑膠120(100)厚鋼0.12X25=3kN/m2樓面恒7kN/m2邊跨(AB,CD跨)框架梁自重:中跨(BC01kN/m土現(xiàn)澆板(0.1土現(xiàn)澆板(0.1X25=2.5kN/m2)準(zhǔn)值：(3.2kN/m2)5.64kN/m自重：梁自重：g.i=gem=5.64kN/m,gBCl=4.OlkN/m板傳來(lái)荷載gAB2=gCD2=板傳來(lái)荷載(2)活載(圖2-2b)樓面活荷：%=%d=2X4.5=9.OkN/m<7BC=2X3.0=6.OkN/m2.4.3屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值圖2.3恒載頂層集中力(1)恒載邊跨連系梁自重：0.3X0.5X4.5X25=16.88kN粉刷： 2X(0.5—0.12)X0.02X4.5X17=1.16kN1m 高 女 兒 墻：1X4.5X2.4=10.8kN

粉1X2X0.02X4.5X17=3.06kN連系連系梁傳來(lái)0.5X4.5X0.5X4.5X4.87=24.65kN頂層邊節(jié)點(diǎn)集中荷載：中柱連系0.3X0.5X4.5X25=16.88kN粉刷：0.1)]X0.02X4.5X17=1.19kN連系梁傳來(lái)0.5X4.5X0.5X4.5X4.87=24.65kN屋面自重：G6A=G?°=56.55kN梁自重：(0.5-0.12)+(0.5-屋面自重：0.5X(4.5+4.5-3.0)X3.0/2X4.37=19.65kN頂層中節(jié)點(diǎn)集中荷載G6B=G6C=62.37kN(2)活 載Q6A=Q6n=0.5X4.5X0.5X4.5X0.5=2.53kN0bB=C6C=0.5X4.5X0.5X4.5X0.5+0.2X(4.5+4.5-3)X3/2X0.5=4.78kN2.4.4樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值圖2.4恒載中間層節(jié)點(diǎn)集中力(1)恒載(此處未考慮填充墻的重量)邊柱連系梁自重 16.88kN粉刷： 1.16kN連系梁傳來(lái)樓面自重：

36.73kN中荷載重36.73kN中荷載重 ：16.88kN1.19kN自重：中間層邊節(jié)點(diǎn)集G.=G°=36.73kN框 架 柱 自Ga=Gd=0.6X0.6X3.6X25=32.4kN中柱連系梁自重：粉刷：連系梁傳來(lái)樓面0.5X4.5X0.5X4.5X3.692=18.69kN0.5X(4.5+4.5-3.0)X3.0/2X3.192=14.364kN51.12kN中間層中節(jié)點(diǎn)集中荷載GB=GC=51.12kN柱傳來(lái)集中荷載：Ge=Gc=32.4kN(2)活 載Qa=0。=°-5X4.5X0.5X4.5X2.0=10.13kNQb=Qc=0.5X4.5X0.5X4.5X2.0+0.2X(4.5+4.5-3)X3/2X2.0=19.13kN4.5風(fēng)荷載已知基本風(fēng)壓％=O.351N//,本工程位于市，地面粗糙度屬B類，按荷載規(guī)風(fēng)載體型系數(shù)“：迎風(fēng)面為0.8,背風(fēng)面為-0.5；因結(jié)構(gòu)高度22.65mV30nl(從室外地面算起)，取風(fēng)振系數(shù)四=1.0,計(jì)算過(guò)程如表2T所示，風(fēng)荷載圖見(jiàn)圖2.5。表2T風(fēng)荷載計(jì)算層次A4sZ(m)色4(kN/m2)A(m2)Pi(kN)61.01.322.651.2950.3512.69.5551.01.319.051.2290.3516.211.65

41.01.315.451.1500.3516.210.9031.01.311.851.0520.3516.29.9721.01.38.251.00.3516.29.4811.01.34.650.930.3518.5610.102.4.6地震作用(1)建筑物總重力荷載代表值G,的計(jì)算1)集中于屋蓋處的質(zhì)點(diǎn)重力荷載代表值G6：50 % 雪0.5X0.40X17.4X54=187.92kN屋 面 恒4.87X54X7.2X2+4.37X54X3=4492.03kN橫梁：5.64X7.2X2)X13=1212.2kN縱 梁(16.88+1.16)X12X2+(16.88+1.19)X12X2=866.64kN女 兒 墻1X2.4X(54+17.4)X2=342.72kN柱 重0.6X0.6X25X52X1.8=842.4kN橫墻： 2.4X[7.2X1.2.0X2.1/2)X2]=637.92kN縱墻：3X1.5/2)X12X2X2.4+4.5X1.8X2.4X23=784.08kN窗： 24X2X2.1/2X0.4=20.16kN載載8X20(4.01X3.0++(3.0X1.8-(4.5X1.8-G6=9386.07kN

p6-pp6-p， p3—―Pi--| 7200 |3000| 7200 ]圖2.5橫向框架上的風(fēng)荷載2）集中于三、四層處的質(zhì)點(diǎn)重力荷載代表值G5?G2：TOC\o"1-5"\h\z50 % 雪 載0.5X2.0X17.4X54=939.6kN\o"CurrentDocument"屋 面 恒 載692X54X7.2X2+3.192X54X3=3388kN1212.2kN866.64kN1212.2kN866.64kN縱梁：柱 重842.4X2=1684.8kN縱 墻784.08X2=1568.16kN六層橫墻：637.92+[21X7.2X1.8+(3Xl.8-2.0X2.1/2)X2]X2.4=637.92+669.03=1306.95kN五 層669.03+637.92=1306.95kN四 層7.92+637.92=1275.84kN

三層橫墻:637.92+E19X7.2X1.8+(3Xl.8-2.0X2.1/2)X2]X2.4=637.92+606.81=1244.73kN四? 六四? 六層 鋼 窗16X2=40.32kN三 層 鋼 窗16+21X2X2.1/2X0.4=37.8kN=11006.67kN, =11006.67kN =10975.56kNG2=10941.93kN3)集中于二層處的質(zhì)點(diǎn)重力荷載標(biāo)準(zhǔn)值G：50%雪載： 939.6kN屋面恒載： 3388kN橫梁： 1212.2kN縱梁： 866.64kN柱 重 ：842.4+0.6X0.6X25X2.475X52=2000.7kN橫 墻 ：606.81+C23X7.2X2.475+(3X2.475-2X2.1/2)+3X2.475]X2.4=1621.07kN784.08+(4.5X2.475-3X1.5/2)X2.4X21+4.5X2.475X2.4X22=1820.07kN17.64X2=35.28kNG,=11883.56kN(2)地震作用計(jì)算1)框架柱的抗側(cè)移剛度：在計(jì)算梁、柱線剛度時(shí)，應(yīng)考慮樓蓋對(duì)框架的影響，在現(xiàn)澆樓蓋中，中框架梁的抗彎慣性矩取1=21。；邊框架梁取1=1.51。，I。為框架梁按矩形截面計(jì)算的截面慣性矩。橫梁、柱線剛度見(jiàn)表2-2。表2-2橫梁、柱線剛度桿件尺寸Ec(kn/mm2)Io(mm4)I(mm4)L(mm)i=EcI/L(kn.m)相對(duì)剛度B(mm)H(mm)邊框架梁300700288.58xlO912.9x10972005.OO2xlO71

邊框架梁300500283.13xl094.69x10°30004.375xlO70.875中框架梁300700288.58x10°17.2xl0972006.669xlO71.333中框架梁300500283.13X1096.25xlO930005.833xl071.166底層框架柱6006002810.8x10"10.8x10949506.109X1071.219中層框架柱6006002810.8X10910.8xl0936008.400xlO71.679每層框架柱總的抗側(cè)移剛度見(jiàn)表2-3o項(xiàng)目K= (一般層)K= (底層)/=K/(2+K)(一般層)%=(0.5+K)/(2+K)(底層)￡>=6/力2)(kN/mm)根數(shù)層柱類型及截面二至六層邊框架邊柱(600X600)0.60.2317.894邊框架中柱(600X600)1.120.36284中框架邊柱(600X600)0.790.2821.7722中框架中柱(600X600)1.490.4333.4522底層邊框架邊柱(600X600)0.820.4714.014邊框架中柱(600X600)1.540.5817.244中框架邊柱(600X600)1.090.5115.4022中框架中柱(600X600)2.050.6318.8422表2-3框架柱橫向側(cè)移剛度D值注：為梁的線剛度，力為柱的線剛度。底層：ED=4X(14.01+17.24)+22X(15.40+18.84)=878.24kN/mm二?六層：ED=4X(17.89+28)+22X(21.77+33.45)=1398.4kN/mm2)框架自振周期的計(jì)算：則自振周期為：7；=1.70%而=1.7x0.8XJO.186=0.587s其中％為考慮結(jié)構(gòu)非承重砌塊墻影響的折減系數(shù)，對(duì)于框架取0.8；△為框架頂點(diǎn)假想水平位移，計(jì)算見(jiàn)表2-4。

表2-4框架頂點(diǎn)假想水平位移△計(jì)算表層Gi(KN)LGi(KN)ED(KN/M)6=ZGi/ED（層間相對(duì)位移）總位移△（mm）69386.079386.071398.46.71.41511006.6720392.741398.414.58179.7411006.6731399.411398.422.45165.12310975.5642374.971398.430.30142.67210941.9353316.91398.438.13112.37111883.5665200.46878.2474.2474.24表2-5樓層地震作用荷地震剪力標(biāo)準(zhǔn)值計(jì)算表層Hi(m)Gi(kn)GiHiE=K+A"（頂層）5=瑞7%（1-4）（其他層）樓層剪力V“kn）622.959386.07215410.311835.991835.99519.3511006.67212979.061174.393010.38415.7511006.67173355.05955.903966.27312.1510975.56133353.05735.324701.6028.5510941.9393553.50515.865217.4614.9511883.5658823.62324.365541.823）地震作用計(jì)算：根據(jù)本工程設(shè)防烈度8度、III類場(chǎng)地土，設(shè)計(jì)地震分組為第一組，查《建筑抗震設(shè)計(jì)規(guī)》特征周期q=0.45s, =0.16fTY9（045V91a=上土x0.16=0.100

?e10.587J結(jié)構(gòu)等效總重力荷載：G,“=0.85G,=0.85x65200.46=55420.39AJV7]>1.47；=1.4X0.45=0.49s,故需考慮框架頂部附加集中力作用g=0.087；+0.07=0.08X0.587+0.07=0.117框架橫向水平地震作用標(biāo)準(zhǔn)值為：結(jié)構(gòu)底部：Fek=axGeq=0.100x55420.39=5542.04XJV各樓層的地震作用和地震剪力標(biāo)準(zhǔn)值由表2-5計(jì)算列出，圖示見(jiàn)圖2.6。EGjHj=887474.60\Fn=3nFEK=0.117x5542.04=648.20田圖2.6橫向框架上的地震作用3框架力計(jì)算3.1恒載作用下的框架力(1)彎矩分配系數(shù)根據(jù)框架的相對(duì)線剛度，可計(jì)算出本框架各桿件的桿端彎矩分配系數(shù)，由于該框架為對(duì)稱結(jié)構(gòu)，取框架的一半進(jìn)行簡(jiǎn)化計(jì)算，如圖3.1。QzJu--/H?QzJu--/H?/H--/H-IM--814—11—1/u.CJrsjCJrsjCJ&exex￡rxex A,J_ B,72。01500 1 720015。。(a) (b)圖3.1橫向框架承擔(dān)的恒載及節(jié)點(diǎn)不平衡彎矩

(a)恒載；(b)恒載產(chǎn)生的節(jié)點(diǎn)不平衡彎矩節(jié)點(diǎn)A：SMA0=4iAIA0=4Xl.219=4.876SMBl=4z；1B1=4Xl.333=5.332=4^2=4X1.679-6.716(相對(duì)線剛度見(jiàn)表2-2)^5=4(1.219+1.333+1.679)=16.924A磯。=鴛=^=。288 沙瀟=0.315A A

=0.397_S*A2_6=0.397-￡s—16.924A節(jié)點(diǎn)4：SBim=iBlDi=2ima=2X0.875=1.75ZS=4(1.219+1.333+1.679)+1.75=18.674Bs一281A1Mb\A\—ZSB5.332s一281A1Mb\A\—ZSB5.33218.674=0.2866.71618.674=0.360.. _J818。"8180—+5B4.87618.674=0.261qPb\d\— §BL7518.674=0.094節(jié)節(jié)點(diǎn)&：ZS=4(1.679+1.333+1.679)=18.764v-UA2Al"A2Al-Z$v-UA2Al"A2Al-Z$A6.71618.764=0.358S.. --A2824A2B2-yyA5.33218.764=0.2846.71618.764=0.358節(jié)點(diǎn)打節(jié)點(diǎn)打：SB2D2=iB2D2=23c2=2X0.875=1.75=4x(1.679+1.333+1.679)+1.75=20.514Bqq5337〃B2A2= = =0.260~242￡s20.514n42B3=密=且唬=。327B2B3Zs20.514H6.71620.514=0.3276.71620.514=0.327q.. _°B2D2PB2D2—y5L7520.514=0.085節(jié)點(diǎn)A：ZS=4x(1.679+1.333)=12.048ASaw5.332 _... Saw6.716 ____44686=—= =0.4434A6A5='= =0.557?686?12.048 A6A5?12.048A A節(jié)點(diǎn)線：Sb6D6=，B6D6=2%C6=2*0.875=1.75^5=4x(1.679+1.333)+1.75=13.798B"86A6=*=0.386Nb6b、=凄==0.487f6A6>s13.798 my5 13.798B Bq175〃b606=哲也=上2-=0.127~6。6￡s13.798B4、B3、A,、線、&、&與相應(yīng)的&、鳥(niǎo)相同。(2)桿件固端彎矩計(jì)算桿件固端彎矩時(shí)應(yīng)帶符號(hào)，桿端彎矩一律以 順時(shí)針?lè)较驗(yàn)檎鐖D3.2。 ,工'1)橫梁固端彎矩 廠、a頂層橫梁：自重作用： 圖3.2桿端及節(jié)點(diǎn)彎矩正方向———11M46S6=—M86A6= qI~= x5.64x7.2*=一Q.4-.36kN?mTOC\o"1-5"\h\z12 121,1 ,MB6D6=一一ql2=一一x4.01xl.52=-3.01JWV?w3 31—MD6B6=—MB6D6=-1.5(RN?m2板傳來(lái)的恒載作用：MA6B6=~M86A6="—(1-2?2//2+^/f)=$X21.9X7.22x(l-2x2.25:/7.22+2.253/7.23)=-79.03kN?mTOC\o"1-5"\h\z- 55MB6D6=——ql1=——X13.1X3.02=-6.14kN?m96 96MD6B6=--?/2=--xl3.1x3.02=-3.68kN?m32 322)二?六層橫梁：自重作用：Maibi=-A7Bm=一上g尸=-J_x5.64x7.22=-24.364故?m12 12— 1, 1 ,A/bidi=一一ql2=一一x4.01xl.52=-3.O\kN?m3 3一 1—Md\b\——Mb\d\=—1.50ZJV?m2板傳來(lái)的恒載作用：

Mmbi=-MBiA=-ql2（l-2a2/P+a3/I3）=-^xl6.61x7.22x（l-2x2.252/7.22+2.25,7.23）5%±325%±32

--

==

22

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qq

5%±32

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1D1⑻

陰D

-M-Mx9.58x3.02=-4.49ZJVewx9.58x3.02=-2.69kN?mb縱梁引起柱端附加彎矩（本工程邊框架縱梁偏向外側(cè)，中框架縱梁偏向側(cè)）頂層外縱梁MA6=-MD6=5Q.55X0.15=8.48kN?m（逆時(shí)針為正）樓層外縱梁Mm=-AfD1=36.73X0.15=5.51kN-m頂層中縱梁Mr6=-Mc6=-62.37X0.15=-9.36kN?m樓層中縱梁Mbi=-Afcl=-51.12X0.15=-7.67）W?w（3）節(jié)點(diǎn)不平衡彎矩橫向框架的節(jié)點(diǎn)不平衡彎矩為通過(guò)該節(jié)點(diǎn)的各桿件（不包括縱向框架梁）在節(jié)點(diǎn)處的固端彎矩與通過(guò)該節(jié)點(diǎn)的縱梁引起柱端橫向附加彎矩之和，根據(jù)平衡原則，節(jié)點(diǎn)彎矩的正方向與桿端彎矩方向相反，一律以逆時(shí)針?lè)较驗(yàn)檎?，如圖3.2o節(jié)點(diǎn)兒的不平衡彎矩：MAhBb+縱梁=-24.36-79.03+8.48=-949IkN?m本工程計(jì)算的橫向框架的節(jié)點(diǎn)不平衡彎矩如圖3-1o（4）力計(jì)算根據(jù)對(duì)稱原則，只計(jì)算AB、BC跨。在進(jìn)行彎矩分配時(shí)，應(yīng)將節(jié)點(diǎn)不平衡彎矩反號(hào)后再進(jìn)行桿件彎矩平衡。節(jié)點(diǎn)彎矩使相交于該節(jié)點(diǎn)桿件的近端產(chǎn)生彎矩，同時(shí)也使各桿件的遠(yuǎn)端產(chǎn)生彎矩,近端產(chǎn)生的彎矩通過(guò)節(jié)點(diǎn)彎矩分配確定，遠(yuǎn)端產(chǎn)生的彎矩由傳遞系數(shù)C（近端彎矩與遠(yuǎn)端彎矩的比值）確定。傳遞系數(shù)與桿件遠(yuǎn)端的約束形式有關(guān)。恒載彎矩分配過(guò)程如圖3-3,恒載作用下彎矩見(jiàn)圖3.4,梁剪力、柱軸力見(jiàn)圖3.5。

上校下柱孩然上枝衲掇0.557|0.443|0.386|0.4870.127I8.48-103.39103.39-9.36-9.15-5.1852.8642.05-32.76-41.34X1U.fo- 1U.<014.11-16.3821.03-11.311.261.01-3.75-4.73-1.23 ——— 1.2368.23-76.7187.91-57.38-21.166.83I0.3580.358|0.284|0.26010.3270.3270.08515.51-84.384.3-7.67-7.5-4.19%28.2128.2122.38-17.97-22.61-22.61X0.OO- 5.8826.4311.11-8.9911.19-20.67-11.31-11.29-11.29-8.968.0110.0710.079R9- -9A243.3531.03-79.8785.53-33.21-23.61-10.76-0.9310.3580.35810.28410.26010.3270.32710.08515.51-84.384.3-7.67-7.5-4.19%28,2128.2122.38-22.61-22.61X-17.97-5.88- 5.8814.1114.11-8.9911.19-11.31-11.31— -097-6.89-6.89-5.462.973.743.7435.4335.43-76.3780.49-30.18-30.18-12.410.7210.3580.35810.28410.26010.3270.32710.08515.51-84.384.3-7.67-7.5-4.1928,2128.2122.38-17.97-22.61-22.61X-5.885.8b14.1114.11-8.9911.19-11.31-11.31_ -097-6.89-6.89-5.462.973.743.7435.4335.43-76.3780.49-30.18-30.18-12.410.7210.3580.35810.28410.26010.3270.32710,08515.51-84.384.3-7.67-7.5-4.19%28,2128.2122.38-17.97-22.61-22.61XU?OO? u?0O14.1115.64-8.9911.19-11.31-12.45-7.43-7.43-5.903.274.114.11107_ -10734.8936.42-76.8180.79-29.81-30.95-12.310.6210.3970.28810.31510.28610.3600.26110.09415.51-84.384.3-7.67-7.5-4.19口立31.2822.6924.82-19.77-24.89-18.04X0.314.11-9.8912.41-11.31-1.68-1.22-1.33-0.31-0.40-0.29-0.1 —— 0.143.7121.47-70.776.63-36.6-18.33-14.12.4111.35-9.02-0.61-0.1510.74」-9.17」圖3.3恒載彎矩分配過(guò)程87.9187.9176.71/ 68.76.711087.9187.9176.71/ 68.76.7110.749.179.17 10.74圖3.4恒載作用下彎矩圖72.95 -76.0615.84 -15.8476.06 -72.95129.5154.27154.27129.5186.67186.67161.960.63 -62.2013.32 -13.262.20 -60.63161.9259.26313.19313.19259.26345.59345.59291.6660.84 -61.9913.32 -13.261.99 -60.84291.66389.23471.9471.9389.23504.3504.3421.6360.84 -61.9913.32 -13.261.99 -60.84421.63519.2630.61630.61519.2663.01663.01551.660.86 -61.9713.32 -13.261.97 -60.86551.6649.19789.3789.3649.19821.7821.7681.5960.59 -62.2413.32 -13.262.24 -60.59681.59778.91948.26948.26778.91823.46992.81992.81823.46圖3.5恒載作用下梁剪力、柱軸力（ZN）

根據(jù)所求出的梁端彎矩，再通過(guò)平衡條件，即可求出恒載作用下梁剪力、柱軸力,結(jié)果見(jiàn)表3~1~3~4o表3TAB跨梁端剪力（&N）層q（kN/m）（板傳來(lái)作用）g（kN/m）（自重作用）l(m)a(m)u=(l-a)Xq/2Mab(kN.m)Mba(kN.m)EMik/1VA=gl/2+u-LMik/lVB-(gl/2+u+EMiMl)621.95.647.22.2554.20-76.7187.911.5672.95-76.06516.615.647.22.2541.11-79.8785.530.7960.63-62.20116.615.647.22.2541.11-76.3780.490.5760.84-61.99316.615.647.22.2541.11-76.3780.490.5760.84-61.99216.615.647.22.2541.11-76.8180.790.5560.86-61.97116.615.647.22.2541.11-70.776.630.8260.59-62.24表3-2BC跨梁端剪力（kN）層q(kN/m)g(kN/m)1(m)gl/2ql/4VB=gl/2+ql/4Vc=-(gl/2+ql/4)613.14.0136.0159.82515.84-15.8459.584.0136.0157.18513.2-13.249.584.0136.0157.18513.2-13.239.584.0136.0157.18513.2-13.229.584.0136.0157.18513.2-13.219.584.0136.0157.18513.2-13.2表3-3AB跨跨中彎矩（燈V?m）層q(k\m)g(kN/m)a(m)l(m)U=(l-^Xq/2Me(kN.m)忠(kN.nODVIVf=gl/2+u-XMk/1M=g1/8+uX1.32-Mab-VaX1/2621.95.642.257.254.20-76.7187.911.5672.95-92.45516.615.642.257.241.11-79.8785.530.7960.63-58.68416.615.642.257.241.11-76.3780.490.5760.84-62.95

316.615.&12.257.241.11-76.3780.490.5760.84-62.95216.615.642.257.241.11-76.8180.790.5560.86-62.58116.615.642.257.241.11-70.776.630.8260.59-67.71表3-4柱軸力（kN）層邊柱A軸、D軸中柱B軸、C軸橫梁端部壓力縱梁端部壓力柱重柱軸力橫梁端部壓力縱梁端部壓力柱重柱軸力6柱頂72.9556.5532.4129.591.962.3732.4154.27柱底161.9.675柱頂60.6336.7332.4259.2675.451.1232.4313.19柱底291.66345.594柱頂60.8436.7332.4389.2375.1951.1232.4471.9柱底421.63504.33柱頂60.8436.7332.4519.275.1951.1232.4630.61柱底551.6663.012柱頂60.8636.7332.4649.1975.1751.1232.1789.3柱底681.59821.71柱頂60.5936.7344.55778.9175.4451.1244.55948.26柱底823.46992.813.2活載作用下的框架力注意：各不利荷載布置時(shí)計(jì)算簡(jiǎn)圖不一定是對(duì)稱形式，為方便，近似采用對(duì)稱結(jié)構(gòu)對(duì)稱荷載形式簡(jiǎn)化計(jì)算。(1)梁固端彎矩1)頂層TOC\o"1-5"\h\z_ _ 1MA6B6=~MB6A6=一一Q尸(1一2萬(wàn)/a十/〃3)=—g2.25x7.22x(1一2x2.25：/7.22+2.253/7.2。=-8.12kN?加— 5, 5 ,MB6D6=——al2=——X1.5x3.02=-0.7雨?加96 96而D6B6=-—oZ2=--xl.5x3.02=-0.42kN?m32 322)二?六層橫梁— — 1MA^=-MBiA=-^ql2(1-2a2/l2+ai/l3)=一'x9.0x7.22x(1-2x2.252/7.23+2.253/7.23)MB\D\MMB\D\MDIBI5-%1一32

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/-/?5%1-32x6.0x3.0-=-2.81kN?mx6.0x3.02=-1.69^*m(2)縱梁偏心引起柱端附加彎矩(本工程中邊框架縱梁偏向外側(cè)，中框架縱梁偏向側(cè))頂層外縱梁 Ma6=~Md6=2.53X0.15=0.38M(逆時(shí)針為正)樓層外縱梁 Mai=-M?!=10.13X0.15=1.52kN?m頂層中縱梁=-Mc6=-4.78X0.15=-0.72kN?m樓層中縱梁Mb,=-Mci=-19.13X0.15=-2.87kN?m(3)活載滿跨布置,如圖3.6。

圖3.6活載滿跨布置(4)各節(jié)點(diǎn)不平衡彎矩AB跨和BC跨均布置活載時(shí)：MA(f=MA6H6+Ma6=-8.12+0.38=-7.74MM-M-MM-Ma\b\a\=-32.47+1.52=-30.95kN?m/tl t\L nj /14 AjmB6='m86A6+M?6D6+M?6=8.12-0.7-0.72=6.7kN?mMr［二 =MR.-Mo,-MRt.-Mb\a\+Mb\d\+M川=32.47-2.87-2.81=26.79o\ DZ DJ D4 DJkN?m(5)力計(jì)算：采用彎矩二次分配法計(jì)算，分配過(guò)程如同恒載，如圖3.7。滿跨活載作用下梁彎矩、剪力、軸力如圖3.8、圖3.9。

上柱下枝楨右梁上柱下柱移r0.557|0.443||0.3860.487|0.127 0.38-8.128.12-0.72-0.7-0.42%4.313.43、一-2.59-3.26-0.85 -― 0.855.54-1.291.71-4.38-2.37-1.881.031.300.34 —-0.347.48-7.878.28-6.34-1.210.09|0.3580.3580.284||0.2600.3270.327|0.085|1.52-32.4732.47-2.87-2.81 -1.69二.11.0811.088.79-6.97-8.76-8.762.28―― 2.282.165.54-3.484.39-1.63-4.38-1.51-1.51-1.200.420.530.530.14 -? -0.1411.7215.11-28.3630.32-9.86-12.61-4.950.4510.3580.3580.28411 0.26010.3270.32710.08511.52-32.4732.47-2.87一2.81 -1.69二.11.0811.088.79、一-6.97-8.76-8.76-2.28 —― 2.285.545.54-3.484.39-4.38-4.38-2.72-2.72-2.161.141.431.430.37 ―? -0.3713.913.9-29.3231.0411.71-11.71-4.720.2210.3580.3580.284110.2600.3270.32710.08511.52-32.4732.47-2.87一2.81-1.6911.0811.088.79\-6.97-8.76-8.76-2.28 —? 2.285.545.54-3.48“4.39-4.38-4.38-2.72-2.72-2.161.141.431.430.37 ―? -0.3713.913.9-29.3231.04-11.71-11.71-4.720.2210.3580.3580.284110.2600.3270.32710.08511.52-32.4732.47-2.87-2.81-1.6911.0811.088.79-6.97-8.76-8.76-2.28 —— 2.285.546.14-3.484.39-4.38-4.82-2.94-2.94-2.331.251.571.570.41 —? -0.4113.6814.29-29.4931.15-11.57-12.01-4.680.1810.3970.2880.315110.2860.3600.26110.0941.52-32.4732.47-2.87-2.81-1.69^Di12.298.919.75、一-7.66-9.64-6.99-2.52 —― 2.525.54-3.83"'4.87-4.38-0.68-0.49-0.54-0.14-0.18-0.13-0.05 —— 0.0517.158.42-27.0929.54-14.20-7.12-5.370.874.46-3.5-0.25-0.064.21-1-3.56」圖3.7滿跨活載分配過(guò)程

8.042211.54-22.554.5-4.511.5422.55-228.0440.1757.7257.7240.1722.04-22.514.5-4.522.51-22.0472.3422.04103.86-22.514.5-4.5103.8622.51-22.0472.34104.5122.04150-22.514.5-4.515022.51-22.04104.51136.6821.93196.14-22.624.5-4.5196.1422.62-21.9313668168.74242.39242.39168745.51-5.6313-1.13 5.63-5.51圖3.9滿跨活裁剪力、軸力(kN)根據(jù)所求出的兩端彎矩，再通過(guò)平衡條件，即可求出恒載作用下的梁剪力、柱軸力，結(jié)果見(jiàn)表3-5?表5-8。表3-5滿跨活載作用下AB跨梁端剪力層q(kN/m)1(m)a(m)u=(l-a)Xq/2Mab(kN.m)Mba(kN.m)EMiM1V.eu-LMik/1Vb=-(u+EMik/1)62.257.22.255.57-7.878.280.065.51-5.63597.22.2522.28-28.3630.320.2722.00-22.55497.22.2522.28-29.3231.040.2422.04-22.51397.22.2522.28-29.3231.040.2422.04-22.51297.22.2522.28-29.4931.150.2322.04-22.51197.22.2522.28-27.0929.540.3421.93-22.62表3-6滿跨活載作用下BC跨梁端剪力

層q(kN/m)l(m)VB=ql/4(kN)Vc=-ql/4(kN)61.531.125-1.1255634.5-4.54634.5-4.53634.5-4.52634.5-4.51634.5-4.5表3-7滿跨活載作用下AB跨跨中彎矩層q(kN/m)a(m)1(m)u=(l-a)Xq/2Mah(kN.m)Mba(kN.m)EM,k/lV.Fu-EMik/lM=uX1.32-M.vb-VaXI/262.252.257.25.57-7.878.280.065.51-6.13592.257.222.28-28.3630.320.2722.00-27.46492.257.222.28-29.3231.040.2422.04-26.62392.257.222.28-29.3231.040.2422.04-26.62292.257.222.28-29.4931.150.2322.04-26.48192.257.222.28-27.0929.540.3421.93-28.49表3-8滿跨活載作用下柱軸力(kN)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65.512.538.046.764.7811.5452210.1340.1727.0519.1357.72422.0410.1372.3427.0119.13103.86322.0410.13104.5127.0119.13150222.0410.13136.6827.0119.13.14121.9310.13168.7427.1219.13242.39風(fēng)荷載作用下的位移、力計(jì)算多層建筑結(jié)構(gòu)風(fēng)荷載與地震作用不同時(shí)考慮，根據(jù)經(jīng)驗(yàn)地震作用產(chǎn)生的力較大，故風(fēng)荷載作用下的位移、力計(jì)算略。

地震作用下橫向框架的力計(jì)算活重力荷載作用下橫向框架的力計(jì)算按《建筑抗震設(shè)計(jì)規(guī)》，計(jì)算重力荷載代表值時(shí)，頂層同其他層一樣取活荷載計(jì)算。(1)橫梁線荷載計(jì)算頂層橫梁:邊跨0.5X2.25=1.13頂層橫梁:邊跨0.5X2.25=1.13kN?m二?六層橫梁:中間層0.5X1.5=0.75kN?m邊跨0.5X9.0=4.5中間層0.5X6.0=3.0kN?m（2）縱梁引起柱端附加彎矩（本工程中邊框架縱梁偏向外側(cè)，中框架縱梁偏向走廊）頂層外縱梁：Ma6=-a7D6=0.5X2.53X0.15=1.27X0.15=0.19M（逆時(shí)針為正）樓層外縱梁：Mai=-a7di=0.5X10.13X0.15=5.06X0.15=0.76kN?m頂層中縱梁：MB6=-Mc6=-0.5X4.78X0.15=-2.39X0.15=-0.36kN?m樓層中縱梁：Mbi=-A/ci=-0.5X19.13X0.15=-9.56X0.15=-1.43kN?m（3）計(jì)算簡(jiǎn)圖

075kN/m113kN/m45kN/m口口I30kN/m30kN/m^^rrTTTLa30kN/mJo.36 075kN/m113kN/m45kN/m口口I30kN/m30kN/m^^rrTTTLa30kN/mJo.36 0,30kN/mJt430130kN/m^>143 01圖3.10固端彎矩(4)固端彎矩頂層橫梁：MA6B6=-M86A6=-^ql\l-2a2/I2+a3/I3)=---x1.13x7.22x(1-2x2.252/7.22+2.253/7.23)=一4.06ZN?/nTOC\o"1-5"\h\z— 5 _ 5 ,MB6D6= ql~= xO.75x3.O-=—035kN?in96 961cl 7 .MD6B6= c]l~= xO.75x3.O~=—021kN?m32 32二?六層橫梁：— — 1MaIB}=-MbIA二一三包2(1—2//『+///3)=--x4.5x7.22x(1-2x2.252/7.22+2.253/7.23)12596132

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22596132

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/?/c5%±32

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DI川

陰DI

-M-Mx3.0x3.02=-O.84A7V?/n(5)不平衡彎矩M人6=M八6品+MA6=-4.06+0.19=_3.87kNMAl=MA2=MAi=M..=Ma5=Mxiai+M=-16.24+0.76=~15.48kN?mMb^~MBGA6+a7B6D6+MB6=4.06-0.36-0.35=3.35kN?mMBi=Mb2=MB3=MB4=Mfl5=MBiM+A/bidi+Mfll=16.24~1.43T.41=13.4kNTn(6)彎矩分配計(jì)算(采用彎矩二次分配法)彎矩分配過(guò)程如圖3.11,0.5活作用下梁、柱彎矩見(jiàn)圖3.12,梁剪力、柱軸力見(jiàn)圖3.13o根據(jù)所求出的梁端彎矩，再通過(guò)平衡條件，即可求出0.5活作用下的梁剪力、柱軸力，計(jì)算過(guò)程見(jiàn)表3-9?表3-12o表3-90.5活作用下AB跨梁端剪力標(biāo)準(zhǔn)值層q(kN/m)1(m)a(m)u=(l-a)Xq/2Mab(kN.m)Mba(kN.m)1VA=u-EMik/1VB=-(u+LMik/l)61.1257.22.252.78~3.934.140.032.76-2.8154.57.22.2511.14-14.1815.160.1411.00-11.2744.57.22.2511.14-14.6615.520.1211.02-11.2634.57.22.2511.14-14.6615.520.1211.02-11.2624.57.22.2511.14-14.7515.580.1211.02-11.2514.57.22.2511.14-13.5514.770.1710.97-11.31表3T00.5活作用下BC跨梁端剪力標(biāo)準(zhǔn)值層q(kN/m)1(m)VB=ql/4Vc=-ql/460.7530.56-0.565332.25-2.254332.25-2.253332.25-2.252332.25-2.251332.25-2.25

表3-110.5活作用下AB跨跨中彎矩（M?m）層q(kN/m)a(m)1(m)u=(l-a)Xq/2Mab(kN.m)MBA(kN.m)EMik/1VA=u-LMik/1M=uXl.32-Mab-VaX1/261.1252.257.22.78_3.934.140.032.76-3.0754.52.257.211.14-14.1815.160.1411.00-13.7344.52.27.211.14-14.6615.520.1211.02-13.3134.52.257.211.14-14.6615.520.1211.02-13.3124.52.27.211.14-14.7515.580.1211.02-13.2414.52.257.211.14-13.5514.770.1710.97-14.24表3-120.5活作用下柱軸力標(biāo)準(zhǔn)值層邊柱（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62.761.274.033.372.395.765115.0620.0913.529.5628.84411.025.0636.1713.519.5651.91311.025.0652.2513.519.5674.98211.025.0668.3313.59.5698.04110.975.0684.3613.569.56121.16

上柱 下柱 戰(zhàn)械 優(yōu) 秫 戰(zhàn)0.5570.4430.3860.4870.127 0.19-4.06X4.06-0.36 -0.35 -0.21叱2.16 1.71-1.29-1.63 -0.43—0143_—-0.172.77 -0.650.86-2.19-1.18 -0.940.510.65 0.173.75 -3.934.14-3.17 -0.610.050.3580.3580.2840.2600.3270.3270.085 W0.76-16.24X16.24-1.43 -1.41-0.841友—— LU.—? -0.070.235.545.54 4.40-3.48 -4.38-4.38 -1.141.082.77 -1.742.20 -0.82-2.19-0.76-0.76 -0.600.21 0.260.26 0.075.867.56 -14.1815.16 -4.93-6.31 -2.480.3580.3580.2840.26010.3270.32710.085 0.76-16.24X16.24-1.43 -1.4-0.84”-0.190.115.545.54 4.40-3.48 -4.38-4.38 -1.142.772.77 -1.742.20 -2.19-2.19-1.36T.36 -1.08).57 0.710.71 0.196.956.95 -14.6615.52 -5.86-5.86 -2.360.3580.3580.2840.2600.3270.3270.0850.76T6.2,X16.24-1.43 -1.41 -0.84WD)—? IA4_ - -0.190.115.545.54 4.40-3.48 -4.38-4.38 -1.142.772.77 -1.742.20 -2.19-2.19-1.36■1.36 -1.08).57 0.710.71 0.196.956.95 -14.6615.52 -5.86-5.86 -2.360.3580.3580.2840.2600.3270.3270.085 0.7676.2,1X16.24-1.43 741-0.841D1 -M4 ?-0.20.15.545.54 4.40-3.48 -4.38-4.38 -1.142.773.07 -1.742.20 -2.19-2.41-1.47-1.47 -1.16).62 0.780.78 0.26.847.15 -14.7.15.58 -5.79-6.01 -2.350.3970.2880.3150.2860.3600.2610.0940.76-16.24X16.24-1.43 -1.41 -0.84x[)i12.298.91 9.75-7.66 -9.64-6.99 -2.51 ? L26 ― 07022.77-1.922.44 -2.19-0.34-0.24 -0.27-0.07 -0.09-0.07 -0.0：8.582.23-0.122.11J4.21 -13.5514.77 -7.10775-0.03-1.78」-3.56 2.69 0.44圖3.110.5活作用下彎矩分配計(jì)算

2.112.11圖3.120.5活作用下桿端彎矩（々V?機(jī)）2.76 -2.810.56 -0.562.81 -2.764.035.765.764.0311 -11.272.25 -2.2511.27 -1120.0928.8428.8420.0911.02 -11.262.25 -2.2511.26 -11.0236.1751.9151.9136.1711.02 -11.262.25 -2.2511.26 -11.0252.2574.9874.9852.2511.02 -11.252.25 -2.2511.25 -11.0268.3398.0498.0468.3310.97 -11.312.25 -2.2511.31 -10.9784.36121.16121.1684.36圖3.130.5活作用下框架柱軸力、梁剪力（根據(jù)對(duì)稱只算AB、BC跨）（kN）

地震作用下橫向框架的力計(jì)算地震作用下各層柱反彎點(diǎn)的位置見(jiàn)表3-13、框架柱剪力及柱端彎矩計(jì)算過(guò)程見(jiàn)表3-14、梁端彎矩計(jì)算過(guò)程見(jiàn)表3-15、柱剪力和軸力計(jì)算過(guò)程見(jiàn)表3T6,地震作用下框架彎矩見(jiàn)圖3.14,框架梁剪力、柱軸力見(jiàn)圖3.15。表3-13地震作用下各層柱反彎點(diǎn)的位置層次柱別Ka2Y2a3丫3yoy6邊柱0.790100.350.35中柱1.490100.370.375邊柱0.7910100.40.4中柱1.4910100.450.454邊柱0.7910100.450.45中柱1.4910100.470.473邊柱0.7910100.450.45中柱1.4910100.50.52邊柱0.79101.75-0.050.50.45中柱1.49101.75-0.050.50.451邊柱1.090.57-0.00700.560.55中柱2.050.57000.550.55表3-14地震作用下橫向框架柱剪力及柱端彎矩層次層間剪力(kN)總剪力(kN)柱別Di(kN/mm)ED(kN/mm)Vi(kN)yh(m)Mt：M上61835.991835.99邊柱21.771398.4-28.580.353.6-36.01-66.88中柱33.45-43.920.37-58.50-99.6051174.393010.38邊柱21.771398.4-46.870.43.6-67.49-101.23中柱33.45-72.010.45-116.65-142.584955.93966.28邊柱21.771398.4-61.750.453.6-100.03-122.26中柱33.45-94.870.47-160.53-181.023735.324701.6邊柱21.771398.4-73.190.453.6-118.57-144.92中柱33.45-112.40.5-202.4-202.4

6332515.865217.46邊柱21.771398.4-81.220.453.6-131.58-160.82中柱33.45-124.80.45-202.18-247.111324.365541.82邊柱15.4878.24-97.180.554.95-264.56-216.46中柱18.84-118.880.55-323.66-264.81表3T5地震作用下梁端彎矩層次柱別M下M±節(jié)點(diǎn)左右梁線剛度比邊跨梁端彎矩M(kN.m)中跨梁端彎矩M(kN.m)地震作用下梁端剪力邊跨梁跨中彎矩(kN.m)左梁右梁VaVb左Vb右6邊柱-36.01-66.88066.88-16.66-6.91中柱-58.5-99.61.1453.0646.54-16.66-31.035邊柱-67.49-101.230137.24-33.94-15.06中柱-116.65-142.581.14107.1293.96-33.94-62.644邊柱-100.03-122.260.75-48.38-15.59中柱-160.53-181.021.14158.57.10-48.38-92.733邊柱-118.57-144.920244.95-60.88-25.80中柱-202.43-202.431.14193.35169.61-60.88-113.072邊柱-131.58-160.820279.39-72.06-19.96中柱-202.18-247.111.14239.47210.07-72.06-140.04

1邊柱-264.56-216.460348.04-82.89-49.63中柱-323.66-264.811.14248.77218.22-82.89-145.48264.56 323.66 323.66 264.264.56 323.66 323.66 264.56層次柱別MtM±地震作用下梁端剪力柱軸力VAVB左VB右NANB6邊柱-36.01-66.88-16.66-16.66中柱-58.5-99.6-16.66-31.03-14.375邊柱-67.49-101.23-33.94-50.6中柱-116.65-142.58-33.94-62.64-43.074邊柱-100.03-122.26-48.38-98.98中柱-160.53-181.02-48.38-92.73-87.423邊柱-118.57-144.92-60.88-159.86中柱-202.43-202.43-60.88-113.0762邊柱-131.58-160.82-72.06-231.92中柱-202.18-247.11-72.06-140.04-207.61邊柱-264.56-216.46-82.89-314.81中柱-323.66-264.81-82.89-145.48-270.2圖3-14地震作用下框架彎矩梁端剪力柱端剪力、軸力梁端剪力-31.03 -31.03 -16.66 -16.66-28.58-43.92-16.66-14.37-28.58-43.9262.64-62.64-33.94-33.94-46.86-72.01-50.6-43.07-46.86-72.01-92.73-92.73-48.38-48.38-61.75-94.87-98.98-87.42-61.75-94.87-113.07-113.07-60.88-60.88-73.19-112.46-159.86-139.6-73.19-112.46-140.04-140.04-72.06-72.06-81.22-124.80-231.92-207.6-81.22-124.80-145.48-145.48-82.89-82.89-97.18-118.88-314.81-270.2-97.18-118.88圖3.15地震作用下框架梁剪力、柱軸力（ZN）

框架力組合取尸=0.85對(duì)梁進(jìn)行調(diào)幅，調(diào)幅計(jì)算過(guò)程見(jiàn)表4T。表4T彎矩調(diào)幅計(jì)算荷載種類桿件跨響彎矩標(biāo)準(zhǔn)值調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)值M101TMo6M1M'M恒載頂層AB-76.71-87.9192.450.85-65.20-74.72104.80BC-21.16-21.16-6.830.85-17.99-17.99-3.66六層AB-79.87-85.5358.680.85-67.89-72.7071.09BC-10.76-10.760.930.85-9.15-9.152.54五層AB-76.37-80.4962.950.85-64.91-68.4274.71BC-12.41-12.41-0.720.85-10.55-10.551.14四層AB-76.37-80.4962.950.85-64.91-68.4274.71BC-12.41-12.41-0.720.85-10.55-10.551.14三層AB-76.81-80.7962.580.85-65.29-68.6774.40BC-12.31-12.31-0.620.85-10.46-10.461.23二層AB-70.7-76.6367.710.85-60.1()-65.1478.76BC-14.1-14.1-2.410.85-11.99-11.99-0.30滿跨活載頂層AB-7.87-8.286.130.85-6.69-7.047.34BC-1.21-1.21-0.090.85-1.03-1.030.09六層AB-28.36-30.3227.460.85-24.11-25.7731.86BC-4.95-4.95-0.450.85-4.21-4.210.29五層AB-29.32-31.0426.620.85-24.92-26.3831.15BC-4.72-4.72-0.220.85-4.01-4.010.49四層AB-29.32-31.0426.620.85-24.92-26.3831.15BC-4.72-4.72-0.220.85-4.01-4.010.49三層AB-29.49-31.1526.480.85-25.07-26.4831.03BC-4.68-4.68-0.180.85-3.98-3.980.52二層AB-27.09-29.5428.490