湖濱多層框架結(jié)構(gòu)中學(xué)教學(xué)樓設(shè)計(jì)建筑擴(kuò)初圖

本科生畢業(yè)設(shè)計(jì)湖濱中學(xué)教學(xué)樓設(shè)計(jì)XX院系：土木工程學(xué)院專業(yè)：土木工程專業(yè)班級(jí)：X學(xué)號(hào)：X指導(dǎo)教師：X職稱（或?qū)W位）：X2018年05月 原創(chuàng)性聲明本人鄭重聲明：所呈交的設(shè)計(jì)，是本人在導(dǎo)師的指導(dǎo)下，獨(dú)立進(jìn)行研究工作所取得的成果。除文中已經(jīng)注明引用的內(nèi)容外，本設(shè)計(jì)不含任何其他個(gè)人或集體已經(jīng)發(fā)表或撰寫過的作品成果。對(duì)本設(shè)計(jì)的研究做出重要貢獻(xiàn)的個(gè)人和集體，均已在文中以明確方式標(biāo)明。本人完全意識(shí)到本聲明的法律結(jié)果由本人承擔(dān)。學(xué)生簽名：年月日指導(dǎo)聲明本人指導(dǎo)的同學(xué)的畢業(yè)設(shè)計(jì)題目大小、難度適當(dāng)，且符合該同學(xué)所學(xué)專業(yè)的培養(yǎng)目標(biāo)的要求。本人在指導(dǎo)過程中，通過網(wǎng)上文獻(xiàn)搜索及文獻(xiàn)比對(duì)等方式，對(duì)其畢業(yè)設(shè)計(jì)內(nèi)容進(jìn)行了檢查，未發(fā)現(xiàn)抄襲現(xiàn)象，特此聲明。指導(dǎo)教師簽名：年月日.4樓梯設(shè)計(jì)計(jì)本樓梯開間為4..2m，進(jìn)深為8..1m。采用現(xiàn)澆板板式樓梯，均均為雙跑等跑跑樓梯，共224級(jí)踏步，第第一跑為122個(gè)踏步，第第二跑為122個(gè)踏步，踏踏步高150mm，寬270mm，第一跑踏踏步的水平投投影長(zhǎng)度為11×270=32400mm，第二跑踏踏步的水平投投影長(zhǎng)度為111×270=32240mm。（如圖2.4.11.1）。樓梯梯的踢面和踏踏面均做20mm厚大理石面面層，梯段板板底面為20mm厚石灰砂漿漿抹灰?；炷翉?qiáng)度等級(jí)級(jí)C30，，。板采用HRB300級(jí)鋼筋，，梁梁縱筋采用HRB4000級(jí)鋼筋，板最最小配筋率：：，下面以標(biāo)準(zhǔn)層為例例計(jì)算。圖2.4.1.1標(biāo)準(zhǔn)層樓梯梯平面圖2.4.1梯段段板設(shè)計(jì)板傾斜角，。斜板板的水平投影影計(jì)算長(zhǎng)度為為，板厚，??；取1mm寬板帶計(jì)算算。（1）荷載計(jì)算20mm大理石地地面層30mm水泥砂漿漿找平層三角形踏步120mm厚斜板板金屬欄桿重20mm石灰砂漿漿抹灰恒載標(biāo)準(zhǔn)值：合計(jì)計(jì)：活載標(biāo)準(zhǔn)值：（2）內(nèi)力組合恒載起控制作用：：活載起控制作用：：故取總荷載設(shè)計(jì)值值為（3）配筋計(jì)算梯段板水平計(jì)算跨跨度，取，則彎矩設(shè)計(jì)值選用Ф10@1440，實(shí)配鋼鋼筋面積支座負(fù)筋與跨中相相同，選用ФФ10@140，分布布筋選用Ф10@200。2.4.2半層層休息平臺(tái)板板計(jì)算半層休息平臺(tái)板為為兩對(duì)邊支承承板，故按單單向板計(jì)算，取1m寬板帶計(jì)算。恒載標(biāo)準(zhǔn)值：，活活載標(biāo)準(zhǔn)值：：。內(nèi)力組合設(shè)計(jì)值恒載起控制作用：：活載起控制作用：：故取總荷載設(shè)計(jì)值值取1m寬板帶計(jì)算，。近似取，故取，選用Ф8@@200，實(shí)配配鋼筋面積。2.4.3樓層層休息平臺(tái)板板計(jì)算由于，故按雙向板板計(jì)算；取11m寬板帶計(jì)算算。恒載標(biāo)準(zhǔn)值：，活活載標(biāo)準(zhǔn)值：：。恒載設(shè)計(jì)值：，活活載設(shè)計(jì)值：：。則：，。由，按四邊簡(jiǎn)支查表表得，，。假定選用Ф8鋼筋筋，則截面有效效高度：短跨方向：，長(zhǎng)跨跨方向：；近似取，故取，選用Ф8@@170，實(shí)配鋼筋筋面積故取，選用Ф8@@200，實(shí)配配鋼筋面積。2.4.4半層層平臺(tái)梁計(jì)算算（1）初選截面尺寸選擇平臺(tái)梁尺寸為為（2）荷載計(jì)算1）恒載標(biāo)準(zhǔn)值計(jì)算平臺(tái)梁自重梯段板傳來(lái)的荷載載平臺(tái)板傳來(lái)的荷載載2）活載標(biāo)準(zhǔn)值計(jì)算算梯段板傳來(lái)的荷載載平臺(tái)板傳來(lái)的荷載載3）內(nèi)力組合恒載起控制作用：：活載起控制作用：：故?。?）內(nèi)力計(jì)算,（4）配筋計(jì)算1）正截面受彎承載載力驗(yàn)算，選用，，滿足要求求。2）斜截面受剪承載力力驗(yàn)算，截面尺寸滿足要要求。，查表得，該梁的箍箍筋直徑不宜宜小于6mm，最大間距距，故選用雙雙肢C8箍筋，取mm,相應(yīng)的箍筋筋的配筋率為為：選用Ф8@2000雙肢箍筋。2.4.5樓層層平臺(tái)梁計(jì)算算（1）初選截面尺寸選擇平臺(tái)梁尺寸為為（2）荷載計(jì)算1）恒載標(biāo)準(zhǔn)值計(jì)算平臺(tái)梁自重梯段板傳來(lái)的荷載載平臺(tái)板傳來(lái)的荷載載2）活載標(biāo)準(zhǔn)值計(jì)算算梯段板傳來(lái)的荷載載平臺(tái)板傳來(lái)的荷載載3）內(nèi)力組合恒載起控制作用：：活載起控制作用：：故?。?）內(nèi)力計(jì)算（4）配筋計(jì)算1）正截面受彎承載載力驗(yàn)算，選用，，滿足要求求。2）斜截面受剪承載力力驗(yàn)算，截面尺寸滿足要要求。；查表得，該梁的箍箍筋直徑不宜宜小于6mm，最大間距距，故選用雙雙肢C8箍筋，取mm,相應(yīng)的箍筋筋的配筋率為為：選用Ф8@2000雙肢箍筋，2.5水平地震震作用內(nèi)力計(jì)計(jì)算2.5.1設(shè)計(jì)計(jì)資料根據(jù)《建筑抗震設(shè)設(shè)計(jì)規(guī)范》（GB50011—2010）第5.1.3條：（1）樓梯間重力荷載載代表值包括括：樓梯間屋屋面恒載+縱橫梁自重重+半層樓梯間間柱墻體自重重（2）.頂層重力荷載代表表值包括：屋面恒載+縱橫梁梁自重+半層墻柱自自重+半層樓梯間間柱墻體自重重+女兒墻自重重（3）.其它層重力荷載代代表值包括：：樓面恒載+50%%樓面均布活活載+縱橫梁自重重+樓面上下各各半層的柱及及縱橫墻體自自重。2.5.2重力荷荷載代表值計(jì)計(jì)算（1）屋面及樓面的永永久荷載標(biāo)準(zhǔn)準(zhǔn)值屋面（不上人）：：20mm厚1:22.5水泥砂砂漿三氈四油防水層20mm厚1:33水泥砂漿找找平層150mm厚水泥泥蛭石保溫層層30mm水泥焦渣渣砂漿找坡層層100mm現(xiàn)澆混混凝土樓板20mm石灰砂漿漿抹底恒荷載標(biāo)準(zhǔn)值：合合計(jì)：樓面恒荷載標(biāo)準(zhǔn)值值：20mm水磨石地地面30mm厚水泥砂砂漿找平層120mm鋼筋混凝凝土現(xiàn)澆板20mmQUOTE大理石地地面恒荷載標(biāo)準(zhǔn)值：合合計(jì)：衛(wèi)生間恒載標(biāo)準(zhǔn)值值：20mmQUOTE防滑地磚磚8mm捷羅克防水水層30mm水泥砂漿找找平層110mm現(xiàn)澆混混凝土樓板恒載標(biāo)準(zhǔn)值：合計(jì)計(jì)：樓面及屋面可變荷荷載標(biāo)準(zhǔn)值（見見下表2.55.2.1）表2.5.2.1可可變荷載標(biāo)準(zhǔn)準(zhǔn)值走廊：衛(wèi)生間：樓梯：其余房間：梁柱構(gòu)件自重計(jì)算算表2.5.2.2梁柱自重計(jì)計(jì)算層次構(gòu)件b(m)h(m)γ(kN/m3)βg(kN/m)l（m）nG(kN)∑G(kN)1～5層橫梁AB0.300.70251.055.5138.108357.212016.945橫梁BC0.300.70251.055.5133.308145.53橫梁CD0.300.70251.055.5138.108357.21縱梁0.300.70251.055.51341.404912.87次梁0.250.50251.053.28174.41244.131～5層柱0.550.55251.18.3193.632958.32958.32（4）墻面荷載計(jì)算外墻采用600××200×200mmm蒸壓粉煤灰灰加氣混凝土土砌塊，外墻墻面貼瓷磚（0.5kN/m2），內(nèi)墻面為20mm厚水泥砂漿抹灰，則外墻單位墻面重力荷載為：內(nèi)墻均采用6000×200×200mmm蒸壓粉煤灰灰加氣混凝土土砌塊，兩側(cè)側(cè)均為20mm厚水泥泥砂漿抹灰，則則內(nèi)墻面單位位墻面重力荷荷載為：木門單位面積重力力荷載為0..2kN//m2，鋼鐵門、鋼鋼鐵玻璃門窗窗單位面積重重力荷載為00.425kN/m22，鋁合金窗窗單位面積重重力荷載為00.4kNN/m2，花古、欄欄桿重力荷載載代表值分別別為1.6775kN//m2和2.95kN/m22在計(jì)算樓面恒載時(shí)時(shí)，板厚的恒恒荷載標(biāo)準(zhǔn)值值及面積見下下表。表2.5.2.3恒恒荷載標(biāo)準(zhǔn)值值及相應(yīng)的板板面積恒荷載標(biāo)準(zhǔn)值gkk板厚t相應(yīng)的板面積S(KN/mm2)(mm)(mm2)4.001009813.50樓梯間59.4(2個(gè)）（5）各樓層重力荷載載代表指計(jì)算算1）不上人屋面：因?yàn)槭遣簧先宋菝婷?，所以活荷荷載標(biāo)準(zhǔn)值取取；則：2）第1-5層自重：有門窗的墻體乘以以0.7折減系系數(shù)：則：則建筑物總重力荷荷載代表值：：圖2.5.2.1各質(zhì)點(diǎn)的重重力荷載代表表值2.5.3橫向向水平地震作作用下橫向框框架結(jié)構(gòu)的內(nèi)內(nèi)力和側(cè)移計(jì)計(jì)算橫向框架自振周期期按頂點(diǎn)位移法計(jì)算算框架的自振振周期按頂點(diǎn)位移法計(jì)算算框架的自振振周期，對(duì)于于質(zhì)量和剛度度沿高度分布布比較均勻的的高層鋼筋混混凝土框架，可可以簡(jiǎn)化為等等截面懸臂桿桿，得到由結(jié)結(jié)構(gòu)頂點(diǎn)位移移表示的計(jì)算算結(jié)構(gòu)基本周周期的半經(jīng)驗(yàn)驗(yàn)公式，按以以下公式計(jì)算算：式中：——基本周期調(diào)整整系數(shù)?？紤]慮填充墻對(duì)框框架自振周期期影響的折減減系數(shù)，框架架結(jié)構(gòu)取0..6~0.7，該框架取0.7?！蚣芙Y(jié)構(gòu)的頂頂點(diǎn)假想位移移。在未求出出框架的周期期前，無(wú)法求求出框架的地地震力及位移移，是將框架的重力荷載載視為水平作作用力，求得得的假想框架架頂點(diǎn)位移。然然后由求出，再用求出框架結(jié)構(gòu)的底底部剪力。進(jìn)進(jìn)而求出框架架各層剪力和和結(jié)構(gòu)真正的的位移。橫向框架結(jié)構(gòu)頂點(diǎn)點(diǎn)假想位移計(jì)計(jì)算見表2.5.3..1。表2.5.3.1橫向框架結(jié)結(jié)構(gòu)頂點(diǎn)假想想位移計(jì)算層次57690.47690.48934328.61172.04410059.922617750.33389343219.87163.43310059.922627810.25589343231.13143.56210059.92263787039112.44110059.922647930.168423670.0570.05故橫向框架自振周周期（s）（2）橫向水平地震作作用及樓層剪剪力計(jì)算根據(jù)《建筑抗震設(shè)設(shè)計(jì)規(guī)范》（GB50011—2010）（以下簡(jiǎn)稱“《抗規(guī)2010》”）第5.1.2條規(guī)定，對(duì)于高度不超過40米，以剪切變形為主，且質(zhì)量和剛度沿著高度方向分布比較均勻的結(jié)構(gòu)，以及近似于單質(zhì)點(diǎn)體系的結(jié)構(gòu)，可以采用底部剪力法等簡(jiǎn)化方法計(jì)算抗震作用。則：本設(shè)計(jì)抗震設(shè)防烈烈度為7度，設(shè)計(jì)地地震分組為第第一組，建筑場(chǎng)場(chǎng)地土類別為為II類，場(chǎng)地地特征周期==0.35s，設(shè)計(jì)基本地地震加速度值值為0.10gg。由《抗規(guī)2010》第5.1.4條可查得：水平平地震影響系系數(shù)最大值（多多遇地震）。由于≤≤5，根據(jù)據(jù)《抗規(guī)2010》第5.1.5條知：0.005時(shí)，，，；則由地震影響系系數(shù)曲線的圖圖可知：故結(jié)構(gòu)橫向水平地地震作用標(biāo)準(zhǔn)準(zhǔn)值：由于，故需要考慮慮頂部水平地地震作用的影影響。由《抗抗規(guī)20100》表5.2..1知：。《抗震規(guī)范》規(guī)定定，按下式計(jì)計(jì)算質(zhì)點(diǎn)i的水平地震震作用標(biāo)準(zhǔn)值值：，式中——頂部附加加地震作用系系數(shù)，多層鋼鋼筋混凝土房房屋查《抗震震規(guī)范》表55.1.1采采用；其他房房屋不考慮；；——頂部附加水平平地震作用；；——結(jié)構(gòu)總水平地地震作用標(biāo)準(zhǔn)準(zhǔn)值；——分別為集中于于質(zhì)點(diǎn)i、j的重力荷載載代表值；——分別為質(zhì)點(diǎn)ii、j的計(jì)算高度度；則頂部附加水平地地震作用：；；層，則水平地震作作用呈倒三角角形分布。各層橫向地震剪力力計(jì)算見表22.5.3..2。表2.5.3.2各質(zhì)點(diǎn)橫向向水平地震作作用及樓層地地震剪力計(jì)算算表層次Hi(m)Gi(kN)GiHi(kN··m)∑GiHiGiHi/∑GiiHiFek(kN)Fi(kN)Vi(kN)5187690.4138427.22500584.55360.2772407.7665.804928.724414.410059.9226144862.99340.289696.7581362.5622310.810059.9226108647.22010.217522.5691885.131127.210059.922672431.46670.145348.3792233.510013.610059.922636215.73340.072174.1902407.70橫向框架各層水平平地震作用和和地震剪力見見圖2.5.33.1。（a）水平地震作用分分布（b）地震剪力力分布圖2.5.3.1橫向橫向框框架各層水平平地震作用及及地震剪力2.5.4橫向向框架抗震變變形驗(yàn)算水平多遇地震作用用下框架的層層間位移和頂頂點(diǎn)位移分別別按和計(jì)算，同時(shí)各各層的層間彈彈性位移角按按計(jì)算，具體體過程見表2.5.44.1。表2.5.4.1橫向水平地地震作用下的的位移驗(yàn)算層次Vi(kN)∑D/(N/mm))△ui(mm)ui(mm)hi(mm)θe=△ui/hi5928.7248934321.0410.6936001/346141362.56228934321.539.6536001/236131885118.1336001/170622233.51008934322.506.0236001/144012407.706842363.523.5236001/1023由表可知，最大層層間彈性位移移角發(fā)生在第第1層，其值為為1/10233，遠(yuǎn)小于《抗抗規(guī)2010》第5.5.11條規(guī)定的位位移極限值[[]=1/5550，因此此結(jié)構(gòu)的水平平位移滿足要要求。各樓層剛重比及剪剪重比驗(yàn)算見見表2.5.44.2。表2.5.4.2各樓層剛剛重比及剪重重比驗(yàn)算層次hi(mm)Di(N/mm))Di·hi(kNN)VEki(kN)Gjk(kNN)Gj(kN))(Di·hi)/ΣGjVEki/ΣGjkk536008934323216355928.7247690.409228.48348.520.0874360089343232163551362.562217750.33321300.399151.110.0773360089343232163551885.131127810.25533372.30096.380.0682360089343232163552233.510037870.18845444.21170.780.0591360068423632163552407.7047930.10057516.12242.830.050根據(jù)表中數(shù)據(jù)，由由《高層建筑筑混凝土結(jié)構(gòu)構(gòu)技術(shù)規(guī)程》（5GJ3-2010）第4.3.12條以及第5.4.1條規(guī)定可知，鋼筋混凝土框架剪重比均大于0.016、剛重比均大于20，滿足要求。2.5.5水平地地震作用下橫橫向框架的內(nèi)內(nèi)力分析（1）地震荷載作用下下框架柱端彎彎矩及剪力計(jì)計(jì)算?、葺S線橫向框架進(jìn)行行內(nèi)力計(jì)算，對(duì)對(duì)于地震作用用下的各柱的的剪力分配，應(yīng)應(yīng)放在整個(gè)樓樓層中，按照照抗側(cè)移剛度度在同層中進(jìn)進(jìn)行分配?？蚩蚣苤思袅α?、彎矩分別別按式和式計(jì)算，其其中、層間剪剪力、梁柱線線剛度比分別別取自前面的的表格。各柱柱反彎點(diǎn)高度度比y按式確定，其其中為標(biāo)準(zhǔn)反反彎點(diǎn)高度比比，查表確定定；為柱上、下下端框架梁相相對(duì)線剛度變變化時(shí)反彎點(diǎn)點(diǎn)高度比的修修正值；為柱柱的上層層高高變化時(shí)反彎彎點(diǎn)高度比的的修正值；為為柱的下層層層高變化時(shí)，反反彎點(diǎn)高度比比的修正值。本本例中底層柱柱需要考慮修修正值y2，其余柱均均無(wú)需修正。具具體計(jì)算過程程見下表2..5.5.11。2.5.5.1水水平地震作用用下的框架柱柱端彎矩計(jì)算算柱層次hi(mm)Vi(KN)∑Di(N/mm)Di1(N/mm)Vi1(KN)Ky0y1y2y3yMi下(KN·mm)Mi上(KN·mm)A、D53600928.7248934321957914.611.000.35—000.3518.4134.19436001362.56228934321957929.891.000.45—000.4548.425913118934321957941.361.000.45—000.4567.0081.89236002233.51008934321957949.001.000.50—000.5088.2088.20136002407.706842361780662.631.170.65—000.65146.5578.91B、C53600928.7248934323816828.443.70.45—000.4546.0756.31436001362.56228934323816858.213.70.50—000.50104.78104.78336001885.13118934323816880.533.70.50—000.50144.95144.95236002233.51008934323816895.423.70.50—000.50171.76171.76136002407.706842362578990.754.310.55—000.55179.69147.02俞徽湖濱中學(xué)教學(xué)樓設(shè)計(jì)PAGEPAGE72（2）地震荷載作用下下框架梁端彎彎矩、剪力及及柱軸力計(jì)算算梁端彎矩、剪力及及柱軸力分別別按下式計(jì)算算：梁端彎矩：；梁端剪力：；柱軸力：；式中：、分別表示示節(jié)點(diǎn)左、右右梁的線剛度度；、分別表示節(jié)節(jié)點(diǎn)左、右梁梁端彎矩；為柱在在層的軸力，以以受壓為正。梁端彎矩、剪力及及柱軸力計(jì)算算結(jié)果見表2.5.55.2。表2.5.5.2梁端彎矩、剪剪力及柱軸力力計(jì)算層次梁Mbl(kN·m)Mbr(kN·m)L(m)Vb(kN)NA(kN)NB(kN)NC(kN)ND(kN)5AB，DC18.4116.308.1-4.29-4.29-19.9619.964.29BC40.0140.013.3-24.254AB，DC77.5943.678.1-14.97-19.26-69.9569.9519.26BC107.18107.183.3-64.963AB，DC130.3172.298.1-25.01-44.27-152.48152.4844.27BC177.44177.443.3-107.542AB，DC155.2091.688.1-30.48-74.75-258.38258.3874.75BC225.03225.033.3-136.381AB，DC167.1192.288.1-32.02-106.77-363.63363.63106.77BC226.50226.503.3-137.27注：（1）本表中中Mbl及Mbr分別表示同同一梁的左端端彎矩及右端端彎矩；水平地震作用下框框架的彎矩圖圖、剪力圖及及柱軸力圖見見圖2.5.55.1至圖2.5.55.4。圖2.5.5.1地震作用下4軸橫向框架架彎矩圖（kN·m）圖2.5.5.2地震作用下4軸橫向框架架梁剪力圖（kN）圖2.5.5.3地震作用下4軸橫向框架架柱剪力圖（kN）圖2.5.5.4地震作用下4軸橫向框架架柱軸力圖（kN）2.6風(fēng)荷載內(nèi)內(nèi)力計(jì)算2.6.1風(fēng)荷荷載的計(jì)算（1）風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算算參數(shù)的確定定1）風(fēng)壓標(biāo)準(zhǔn)值按公公式為：計(jì)算。式中：—高度Z處處的風(fēng)振系數(shù)數(shù)；—風(fēng)荷載體型型系數(shù)；—風(fēng)壓高度變變化系數(shù)；——基本風(fēng)壓2）計(jì)算參數(shù)取值的確確定①本地區(qū)基本風(fēng)壓為為：ω0=0.7，地面粗糙糙度為B類。②由《建筑結(jié)構(gòu)荷載載規(guī)范》（GB50009——2012）8.3.1條知：風(fēng)荷荷載體型系數(shù)數(shù)：（迎風(fēng)面）；（背背風(fēng)面）；③由《建筑結(jié)構(gòu)荷載載規(guī)范》（GB50009——2012）8.4.1條知：對(duì)于于高度大于30m且高寬比大大于1.5的房屋以及及基本自振周周期T1大于0.25s的各種高聳聳結(jié)構(gòu)，應(yīng)考考慮風(fēng)壓脈動(dòng)動(dòng)對(duì)結(jié)構(gòu)產(chǎn)生生順風(fēng)向風(fēng)振振的影響。由由于本住宅樓樓樓高H=18.445m<300m，故本建筑筑房屋可不考考慮風(fēng)壓脈動(dòng)動(dòng)的影響。④風(fēng)壓高度變化系數(shù)數(shù)根據(jù)建筑物物的建筑高度度并按B類地區(qū)查《建建筑結(jié)構(gòu)荷載載規(guī)范》（GB50009——2012）表8.2.1得標(biāo)準(zhǔn)高度度的，再用線線性插值法求求得各層高度度的，具體結(jié)果見見表2.6.1。（2）計(jì)算各層樓面處處集中風(fēng)荷載載標(biāo)準(zhǔn)值?、噍S線橫向框架，其其負(fù)載寬度B=7.8m，。根據(jù)各各樓層標(biāo)高處處的高度，查《建筑結(jié)結(jié)構(gòu)荷載規(guī)范范》（GB50009——2012）表8.2.11得代入上式具體結(jié)果見表2..6.1.11.表2.6.1.1各層樓面處處集中風(fēng)荷載載標(biāo)準(zhǔn)值層號(hào)離地高度（m)ω0/m518.451.2311.30.713.620.68414.851.2311.30.73.63.626.59311.251.2311.30.73.63.626.5927.651.2311.30.73.63.626.5914.051.2311.30.73.64.0528.262.6.2風(fēng)荷荷載作用下的的側(cè)移驗(yàn)算根據(jù)表2.6.11.1所示的的水平荷載Fi，由式計(jì)算層層間剪力i，然后按式式和式計(jì)算各層層的相對(duì)側(cè)移移和絕對(duì)側(cè)移移。計(jì)算過程程及結(jié)果見表表2.6.22.1。表2.6.2.1風(fēng)荷載作用用下框架層間間剪力及側(cè)移移計(jì)算層次Fi（KN）Vi（KN）∑D(N/mm)△ui(mm)ui(mm)hi(m)△ui/hi520.6820.688934320.020.463.61/1555300426.5947.278934320.050.443.61/68042326.5973.868934320.080.383.61/43547226.59100.458934320.110.303.61/32019128.26128.716842360.190.194.051/21530注：表中的D值取取自第1章的D值表中由上表可知，最大大層間彈性位位移角發(fā)生在在第1層，其值為1/215330，遠(yuǎn)小于于《建筑抗震震設(shè)計(jì)規(guī)范》（GB50011—2012）第5.5.1條規(guī)定的位移極限值[]=1/550，因此結(jié)構(gòu)的水平位移滿足要求。2.6.3風(fēng)荷荷載作用下框框架的內(nèi)力分分析（1）風(fēng)荷載荷載作用用下框架柱端端彎矩及剪力力計(jì)算對(duì)于風(fēng)荷載作用下下的各柱的剪剪力分配，應(yīng)應(yīng)放在我們計(jì)計(jì)算的這一榀榀框架中，按按照抗側(cè)移剛剛度在同層中中進(jìn)行分配?？蚩蚣苤思袅α?、彎矩分別別按式和式計(jì)算，其其中、層間剪剪力、梁柱線線剛度比分別別取自前面的的表格。各柱柱反彎點(diǎn)高度度比y按式確定，其其中為標(biāo)準(zhǔn)反反彎點(diǎn)高度比比，查表確定定；為柱上、下下端框架梁相相對(duì)線剛度變變化時(shí)反彎點(diǎn)點(diǎn)高度比的修修正值；為柱柱的上層層高高變化時(shí)反彎彎點(diǎn)高度比的的修正值；為為柱的下層層層高變化時(shí)，反反彎點(diǎn)高度比比的修正值。具具體計(jì)算過程程見下表2.6.33.1。表2.6.3.1風(fēng)荷載作用用下的柱端彎彎矩計(jì)算柱層次Hi(mm)Vi(KN)∑DiN/mmDi1N/mmVi1(KN)Ky0y1y2y3yMi下(KN·mm)Mi上(KN·mm)中柱B5360020.68893432195790.451.000.45—000.450.730.894360047.27893432195791.041.000.50—000.501.871.873360073.86893432195791.621.000.50—000.502.952.9523600100.45893432195792.201.000.50—000.503.963.9613600128.71684236178063.351.170.64—000.647.724.34邊柱A5360020.68893432381680.883.700.50—000.1051.581.584360047.27893432381682.023.700.50—000.2353.643.643360073.86893432381683.163.700.50—000.45.675.6723600100.45893432381684.293.700.50—000.5157.727.7213900128.71684236257894.854.310.55—000.737.607.86注：1）表中M量綱為kkN·m，V量綱為kN.（2）風(fēng)荷載荷載作用用下框架梁端端彎矩剪力及及柱軸力計(jì)算算梁端彎矩、剪力及及柱軸力分別別按下按下式式計(jì)算：式中：、分別表示示節(jié)點(diǎn)左、右右梁的線剛度度；、分別表示節(jié)節(jié)點(diǎn)左、右梁梁的彎矩；為為柱在層的軸軸力，以受壓壓為正。梁端彎矩、剪力和和及軸力計(jì)算算結(jié)果見表2.6.3..2表2.6.3.2梁端彎矩、剪剪力及柱軸力力計(jì)算層次梁Mbl(kN·m)Mbr(kN·m)L(m)Vb(kN)NA(kN)NB(kN)NC(kN)ND(kN)5AB，DC0.890.468.1-0.17-0.17-0.520.520.17BC1.131.133.3-0.684AB，DC2.601.518.1-0.51-0.67-2.262.260.67BC3.713.713.3-2.253AB，DC4.822.708.1-0.93-1.60-5.345.341.60BC6.626.623.3-4.022AB，DC6.913.888.1-1.33-2.94-9.789.782.94BC9.539.533.3-5.771AB，DC8.304.518.1-1.58-4.52-14.9114.914.52BC11.0711.073.3-6.71注：（1）本表中中Mbl及Mbr分別表示同同一梁的左端端彎矩及右端端彎矩；注：1）柱軸力中的負(fù)號(hào)號(hào)表示拉力。當(dāng)當(dāng)為左風(fēng)荷載載作用時(shí)，左左側(cè)一根柱為為拉力，右側(cè)側(cè)兩根柱為壓壓力;2）規(guī)定剪力力以順時(shí)針方方向?yàn)檎?3）表中M單位為kN·m，V單位為kN,N單位為kN，L單位為m。水平風(fēng)荷載作用下下框架的彎矩矩圖、剪力圖圖及柱軸力圖圖見圖2.6.3.1至圖2.6.3..4。圖2.6.3.1左震作用下下4軸橫向框架架彎矩圖（kN·m）圖2.6.3.2風(fēng)荷載作用下下4軸橫向框架架梁剪力圖（kN）圖2.6.3.3風(fēng)荷載作用下下4軸橫向框架架柱剪力圖（kN）圖2.66.3.4風(fēng)荷荷載作用下4軸橫向框架架柱軸力圖（kN）俞徽湖濱中學(xué)教學(xué)樓設(shè)計(jì)PAGEPAGEPAGE942.7恒載作用用下橫向框架架的內(nèi)力分析析2.7.1恒載載作用下橫向向框架的受荷荷情況取第4軸軸橫向框架進(jìn)進(jìn)行計(jì)算，該該框架受荷情情況及計(jì)算單單元如圖2..7.1.11所示。計(jì)算算單元范圍內(nèi)內(nèi)的其余樓面面荷載則通過過縱向框架梁梁以集中力的的形式傳給橫橫向框架，作作用于各節(jié)點(diǎn)點(diǎn)上。圖2.7.1.1框框架計(jì)算單元元2.7.2橫向向框架內(nèi)力計(jì)計(jì)算（1）頂層荷載計(jì)算AD段：梁自重板G、H傳來(lái)的恒載板K傳來(lái)的恒載由前2.1.2計(jì)算可可知，4軸中榀框架架各柱負(fù)荷面面積分別為：：柱A、D柱B、C縱向框架傳來(lái)的集集中力：（2）標(biāo)準(zhǔn)層荷載計(jì)算算AB段：梁墻自重板G、H傳來(lái)的恒載BC段：梁自重板K傳來(lái)的恒載縱向框架傳來(lái)的集集中力：次梁傳來(lái)的集中力力：柱自重：1～5層恒載作用下的框架架計(jì)算簡(jiǎn)圖如如圖2.7.2..1所示。圖2.7.2.1恒載作用下4軸橫向框架架計(jì)算簡(jiǎn)圖2.7.3節(jié)點(diǎn)點(diǎn)分配系數(shù)的的計(jì)算根據(jù)梁、柱相對(duì)線線剛度，算出出各節(jié)點(diǎn)的彎彎矩分配系數(shù)數(shù)，具體計(jì)算算結(jié)果見表22.7.3..1至表2.7.3..2。表2.7.3.1節(jié)點(diǎn)A的分配系數(shù)數(shù)層次梁柱線剛度分配系數(shù)μij5－－6.356.35－－0.50.52~4－6.356.356.35－0.3330.3330.3331－6.355.456.35－0.350.30.35表2.7.3.2節(jié)點(diǎn)B的分配系數(shù)數(shù)層次梁柱線剛度分配系數(shù)μij66.35－6.3517.150.213－0.2130.5742~56.356.356.3517.150.1750.1750.1750.47516.356.355.4517.150.180.180.1540.4862.7.4固端端彎矩計(jì)算（1）頂層1）AB跨（計(jì)算簡(jiǎn)圖如右右）2）BC跨（計(jì)算簡(jiǎn)圖如右右）（2）標(biāo)準(zhǔn)層1）AB跨（計(jì)算簡(jiǎn)圖如右右）2）BC跨（計(jì)算簡(jiǎn)圖如右右）2.7.5恒載載作用下框架架的內(nèi)力分析析（1）恒載作用下框架架的彎矩計(jì)算算梁端、柱端彎矩用用彎矩二次分分配法計(jì)算。具具體計(jì)算過程程及結(jié)果見表表2.7.5..1。表2.7.5.1橫向框架在在恒載作用下下的彎矩二次次分配法樓層上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱50.50000.50000.21300.21300.57400.57400.21300.21300.50000.5000-115.65115.65-16.4416.44-115.65115.6557.8357.83-21.13-21.13-56.9556.9521.1321.13-57.83-57.8345.58-10.5728.91-22.6928.47-28.4722.69-28.9110.57-45.58-17.51-17.51-7.39-7.39-19.9219.927.397.3917.5117.5185.90-85.90116.04-51.21-64.8364.8351.21-116.0485.90-85.9040.33300.33300.33400.17500.17500.17500.47500.47500.17500.17500.17500.33400.33300.3330-273.75273.75-14.4314.43-273.75273.7591.1691.1691.43-45.38-45.38-45.38-123.18123.1845.3845.3845.38-91.43-91.16-91.1628.9145.58-22.6945.72-10.57-22.6961.59-61.5910.5722.69-45.7222.69-28.91-45.58-17.25-17.25-17.30-12.96-12.96-12.96-35.1735.1712.9612.9612.9617.3017.2517.25102.82119.49-222.31261.13-68.91-81.03-111.19111.1968.9181.03-261.13222.31-102.82-119.4930.33300.33300.33400.17500.17500.17500.47500.47500.17500.17500.17500.33400.33300.3330-273.75273.75-14.4314.43-273.75273.7591.1691.1691.43-45.38-45.38-45.38-123.18123.1845.3845.3845.38-91.43-91.16-91.1645.5845.58-22.6945.72-22.69-22.6961.59-61.5922.6922.69-45.7222.69-45.58-45.58-22.80-22.80-22.87-10.84-10.84-10.84-29.4129.4110.8410.8410.8422.8722.8022.80113.94113.94-227.88263.25-78.91-78.91-105.43105.4378.9178.91-263.25227.88-113.94-113.9420.33300.33300.33400.17500.17500.17500.47500.47500.17500.17500.17500.33400.33300.3330-273.75273.75-14.4314.43-273.75273.7591.1691.1691.43-45.38-45.38-45.38-123.18123.1845.3845.3845.38-91.43-91.16-91.1645.5847.91-22.6945.72-22.69-23.3461.59-61.5922.6923.34-45.7222.69-45.58-47.91-23.57-23.57-23.65-10.72-10.72-10.72-29.1129.1110.7210.7210.7223.6523.5723.57113.16115.49-228.65263.36-78.79-79.44-105.12105.1278.7979.44-263.36228.65-113.16-115.4910.35000.30000.35000.18000.18000.15400.48600.48600.18000.15400.18000.35000.35000.3000-273.75273.75-14.4314.43-273.75273.7595.8182.1395.81-46.68-46.68-39.94-126.03126.0346.6839.9446.68-95.81-95.81-82.1345.58-23.3447.91-22.6963.01-63.0122.69-47.9123.34-45.58-7.78-6.67-7.78-15.88-15.88-13.59-42.8842.8815.8813.5915.887.787.786.67133.6175.45-209.06259.10-85.25-53.52-120.32120.3285.2553.52-259.10209.06-133.61-75.4537.73A-26.76B26.76C-37.73C（2）恒載作用下的梁端端剪力計(jì)算梁端剪力計(jì)算：梁梁端剪力可根根據(jù)梁上豎向向荷載引起的的剪力與梁端端彎矩引起的的剪力相疊加加而得。1、以第四層剪力計(jì)計(jì)算為例，過過程如下：（1）恒載作用下的剪剪力計(jì)算AB跨，取隔離體體，計(jì)算簡(jiǎn)圖圖如圖2.77.5.1所所示：圖2.7.5.1計(jì)計(jì)算簡(jiǎn)圖由得:；由得:BC跨，取隔離體體，計(jì)算簡(jiǎn)圖圖如圖2.77.5.2所所示：圖2.7.5.2計(jì)計(jì)算簡(jiǎn)圖由得:；由于結(jié)構(gòu)和荷載對(duì)對(duì)稱：由于結(jié)構(gòu)和荷載的的對(duì)稱性，CCD跨的梁端端剪力和ABB跨的梁端剪剪力對(duì)稱對(duì)稱稱，故不再計(jì)計(jì)算。梁端剪力計(jì)算結(jié)果果見表2.77.5.2。表2.7.5.2各各層梁端剪力力層次5-76.0968.65-28.0228.02-68.6576.094-167.09157.49-24.824.8-157.49167.093-166.66157.91-24.824.8-157.91166.662-166.58157.99-24.824.8-157.99166.581-168.48156.10-24.824.8-156.10168.48注：（1）表中MM量綱為kN·m，g量綱為kN/m，L量綱為m，V量綱為kN；（2）彎矩矩M以繞梁端截截面順時(shí)針方方向旋轉(zhuǎn)為正正，剪力V則以計(jì)算簡(jiǎn)簡(jiǎn)圖所設(shè)方向向一致為正。（3）恒載作用下的柱端端剪力計(jì)算柱端剪力按下式計(jì)計(jì)算：式中：、分別表示示柱下端與柱柱上端的彎矩矩，為柱高。柱端剪力計(jì)算結(jié)果果見表2.77.5.3至表2.7.5..4。表2.7.5.3邊柱A柱端剪力層次(kN·m)(kN·m)(kN)(kN)53.6102.8285.952.4252.4243.6113.94119.4964.8464.8433.6113.16113.9463.0863.0823.6133.61115.4969.1969.1914.237.7375.4526.9526.95表2.7.5.4中柱B柱端剪力層次(kN·m)(kN·m)(kN)(kN)53.6-51.21-68.91-33.37-33.3743.6-81.03-78.91-44.43-44.4333.6-78.91-78.79-43.81-43.8123.6-79.44-85.25-45.75-45.7514.2-53.52-26.76-19.12-19.12注：表2.7.55.3至表2.7.5..4中彎矩M以繞柱端截截面順時(shí)針方方向旋轉(zhuǎn)為正正，剪力V則以順時(shí)針針方向?yàn)檎?；；由于結(jié)構(gòu)和荷載的的對(duì)稱性，CC、D柱的柱端剪力和A、B柱的柱端剪力對(duì)稱稱。（4）恒載作用下的柱軸軸力計(jì)算柱軸力可由梁端剪剪力和節(jié)點(diǎn)集集中力疊加得得到，計(jì)算柱柱底軸力還需需考慮柱的自自重。柱軸力力計(jì)算結(jié)果見見表2.7.5..5至表2.7.5..6。表2.7.5.5邊柱A柱軸力層次VA柱自重縱梁集中力柱上端軸力柱下端軸力576.0928.59173.34249.43278.024167.0928.59144.6589.71618.293166.6628.59144.6929.55958.142166.5828.59144.61269.321297.911168.4833.35144.61610.991644.34表2.7.5.6中柱B柱軸力層次VB左VB右柱自重縱梁集中力柱上端軸力柱下端軸力568.6528.0228.59243.97203.34231.934157.4924.8028.59203.52302.76331.343157.9124.8028.59203.52401.75430.342157.9924.8028.59203.52500.67529.261156.1024.8033.35203.52601.48634.83注：表2.7.55.5至表2.7.5.6中量綱均均為kN，并規(guī)定軸軸力以受壓為為正。恒載作用下框架的的彎矩圖、剪剪力圖及柱軸軸力圖見圖22.7.5..3至圖2.7.5..6。圖2.7.5.3恒載作用下下4軸橫向框架架彎矩圖（kN·m）圖2.7.5.4恒載作用下下4軸橫向框架架梁剪力圖（kN）圖2.7.5.5恒載作用下4軸橫向框架架柱剪力圖（kN）圖2..7.5.6恒載作用下下4軸橫向框架架柱軸力圖（kN）俞徽湖濱中學(xué)教學(xué)樓設(shè)計(jì)PAGEPAGEPAGE1582.8活載作用用下橫向框架架的內(nèi)力分析析2.8.1活載載作用下橫向向框架的受荷荷情況取第4軸橫向框架進(jìn)行計(jì)計(jì)算，該框架架受荷情況及及計(jì)算單元如如圖2.8.1..1所示。計(jì)計(jì)算單元范圍圍內(nèi)的其余樓樓面荷載則通通過縱向框架架梁以集中力力的形式傳給給橫向框架，作作用于各節(jié)點(diǎn)點(diǎn)上。圖2.8.1.1框框架計(jì)算單元元2.8.2橫向向框架內(nèi)力計(jì)計(jì)算（1）頂層荷載計(jì)算AB段：板G、H傳來(lái)的活載板K傳來(lái)的活載A軸與D軸梁傳來(lái)的的集中力：B軸與C軸梁傳來(lái)的的集中力：A軸到B軸、B軸到D軸之間的次梁傳來(lái)來(lái)的集中力：：（2）標(biāo)準(zhǔn)層荷載計(jì)算算AB段：板G、H傳來(lái)的活載板K傳來(lái)的活載A軸與D軸梁傳來(lái)的的集中力：B軸與C軸梁傳來(lái)的的集中力：A軸到B軸、B軸到D軸之間的次梁傳來(lái)來(lái)的集中力：：活載作用下的框架架計(jì)算簡(jiǎn)圖如如圖2.8.2..1所示。圖2.8.2.1活載作用下下4軸橫向框架架計(jì)算簡(jiǎn)圖2.8.3節(jié)點(diǎn)點(diǎn)分配系數(shù)的的計(jì)算根據(jù)梁、柱相對(duì)線線剛度，算出出各節(jié)點(diǎn)的彎彎矩分配系數(shù)數(shù)，具體計(jì)算算結(jié)果見表22.8.3..1至表2.8.3..2。表2.8.3.1節(jié)點(diǎn)A的分配系數(shù)數(shù)層次梁柱線剛度分配系數(shù)μij5－－6.356.35－－0.50.52~4－6.356.356.35－0.3330.3330.3331－6.355.456.35－0.350.30.35表2.8.3.2節(jié)點(diǎn)B的分配系數(shù)數(shù)層次梁柱線剛度分配系數(shù)μij66.35－6.3517.150.213－0.2130.5742~56.356.356.3517.150.1750.1750.1750.47516.356.355.4517.150.180.180.1540.4862.8.4固端端彎矩計(jì)算（1）頂層1）AB跨（計(jì)算簡(jiǎn)圖如右右）2）BC跨（計(jì)算簡(jiǎn)圖如右右）（2）標(biāo)準(zhǔn)層1）AB跨（計(jì)算簡(jiǎn)圖如右右）2）BC跨（計(jì)算簡(jiǎn)圖如右右）2.8.5活載載作用下框架架的內(nèi)力分析析（1）活載作用下框架的的彎矩計(jì)算。梁端、柱端端彎矩用彎矩矩二次分配法法計(jì)算。見表表2.8.5..1。表2.8.5.1橫橫向框架在活活載作用下的的彎矩二次分分配法樓層上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱50.50000.50000.21300.21300.57400.57400.21300.21300.50000.5000-15.7515.753.093.09-15.7515.757.887.88-4.01-4.01-10.817.272.702.70-7.88-7.8810.85-2.013.94-5.293.63-5.415.29-3.941.35-10.85-4.42-4.42-0.49-0.49-1.312.320.860.864.754.7514.30-14.3015.19-9.79-5.407.278.85-16.1313.98-13.9840.33300.33300.33400.17500.17500.17500.47500.47500.17500.17500.17500.33300.33300.3330-65.1865.18-4.684.68-65.1865.1821.7021.7021.77-10.59-10.59-10.59-28.7428.7410.5910.5910.59-21.70-21.70-21.703.9410.85-5.2910.89-2.01-5.2914.37-14.371.355.29-10.855.29-3.94-10.85-3.16-3.16-3.17-3.14-3.14-3.14-8.538.833.253.253.253.163.163.1622.4829.40-51.8862.34-15.74-19.02-27.5827.8715.1919.13-62.1951.93-22.48-29.4030.33300.33300.33400.17500.17500.17500.47500.47500.17500.17500.17500.33300.33300.3330-65.1865.18-4.684.68-65.1865.1821.7021.7021.77-10.59-10.59-10.59-28.7428.7410.5910.5910.59-21.70-21.70-21.7010.8510.85-5.2910.89-5.29-5.2914.37-14.375.295.29-10.855.29-10.85-10.85-5.46-5.46-5.48-2.57-2.57-2.57-6.976.952.562.562.565.465.465.4627.0927.09-54.1862.91-18.45-18.45-26.0226.0018.4418.44-62.8854.23-27.09-27.0920.33300.33300.33400.17500.17500.17500.47500.47500.17500.17500.17500.33300.33300.3330-65.1865.18-4.684.68-65.1865.1821.7021.7021.77-10.59-10.59-10.59-28.7428.7410.5910.5910.59-21.70-21.70-21.7010.8511.41-5.2910.89-5.29-5.4514.37-14.375.295.45-10.855.29-10.85-11.41-5.65-5.65-5.67-2.54-2.54-2.54-6.896.882.532.532.535.655.655.6526.9127.46-54.3762.94-18.42-18.57-25.9425.9318.4218.57-62.9154.42-26.91-27.4610.35000.30000.35000.18000.18000.15400.48600.48600.18000.15400.18000.35000.35000.3000-65.1865.18-4.684.68-65.1865.1822.8119.5522.81-10.89-10.89-9.32-29.4029.4010.899.3210.89-22.81-22.81-19.5510.85-5.4511.41-5.2914.70-14.705.29-11.415.45-10.85-1.89-1.62-1.89-3.75-3.75-3.21-10.1210.123.753.213.751.891.891.6231.7717.93-49.7061.95-19.93-12.52-29.5029.5019.9312.52-61.9549.70-31.77-17.938.97A-6.26B6.26C-8.97C俞徽湖濱中學(xué)教學(xué)樓設(shè)計(jì)PAGE（2）活載作用下的梁端端剪力計(jì)算梁端剪力可根據(jù)梁梁上豎向荷載載及梁端彎矩矩求得，具體計(jì)算過過程如下：1、以第四層剪力計(jì)計(jì)算為例，過過程如下：（1）活載作用下的剪力計(jì)計(jì)算AB跨，取隔離體體，計(jì)算簡(jiǎn)圖圖如圖2.88.5.1所所示：圖2.8.5.1計(jì)計(jì)算簡(jiǎn)圖由得:；由得:BC跨，取隔離體體，計(jì)算簡(jiǎn)圖圖如圖2.88.5.2所所示：圖2.8.5.2計(jì)計(jì)算簡(jiǎn)圖由得:；由于結(jié)構(gòu)和荷載對(duì)對(duì)稱：由于結(jié)構(gòu)和荷載的的對(duì)稱性，CCD跨的梁端端剪力和ABB跨的梁端剪剪力對(duì)稱對(duì)稱稱，故不再計(jì)計(jì)算。梁端剪力計(jì)算結(jié)果果見表2.88.5.2。表2.8.5.2各層梁端剪剪力層次5-27.0226.80-1.361.36-26.8027.024-36.2133.63-6.816.81-33.6336.213-36.0033.84-6.816.81-33.8436.002-35.9833.86-6.816.81-33.8635.981-36.4333.41-6.816.81-33.4136.43注：（1）表中MM量綱為kN·m，g量綱為kN/m，L量綱為m，V量綱為kN；（2）彎矩矩M以繞梁端截截面順時(shí)針方方向旋轉(zhuǎn)為正正，剪力V則以計(jì)算簡(jiǎn)簡(jiǎn)圖所設(shè)方向向一致為正。3.活載作用下的柱端端剪力計(jì)算柱端剪力按下式計(jì)計(jì)算：式中：、分別表示示柱下端與柱柱上端的彎矩矩，為柱高。柱端剪力計(jì)算結(jié)果果見表2.88.5.4至表2.8.5..6。表2.8.5.4邊柱A柱端剪力層次(kN·m)(kN·m)(kN)(kN)53.614.3022.48-10.22-10.2243.629.4027.09-15.69-15.6933.627.0926.91-15.00-15.0023.627.4631.77-16.45-16.4514.217.938.97-6.40-6.40表2.8.5.5中柱B柱端剪力層次(kN·m)(kN·m)(kN)(kN)53.6-9.79-15.747.097.0943.6-19.02-18.4510.4110.4133.6-18.45-18.4210.2410.2423.6-18.57-19.9310.7010.7014.2-12.52-6.264.474.47注：表2.8.55.4至表2.8.5..6中彎矩M以繞柱端截截面順時(shí)針方方向旋轉(zhuǎn)為正正，剪力V則以順時(shí)針針方向?yàn)檎?。由于結(jié)構(gòu)和荷載的的對(duì)稱性，CC、D柱的柱端剪力和A、B柱的柱端剪力對(duì)稱稱。4.活載作用下的柱軸軸力計(jì)算柱軸力可由梁端剪剪力和節(jié)點(diǎn)集集中力疊加得得到，計(jì)算柱柱底軸力還需需考慮柱的自自重。柱軸力力計(jì)算結(jié)果見見表2.8.5..7至表2.8.5..9。表2.8.5.7邊柱A柱軸力層次VA縱梁集中力柱上端軸力柱下端軸力530.074.6331.6531.65436.2118.5286.3886.38336.0018.52140.9140.9235.9818.52195.4195.4136.4318.52250.35250.35表2.8.5.8中柱B柱軸力層次VB左VB右縱梁集中力柱上端軸力柱下端軸力542.211.368.7136.8736.87433.636.8143.58120.89120.89333.846.8143.58205.12205.12233.866.8143.58289.37289.37133.416.8143.58373.17373.17注：表2.6.55.7至表2.6.55.9中量綱均為kN，并規(guī)定軸軸力以受壓為為正?；钶d作用下框架的彎彎矩圖、剪力力圖及柱軸力力圖見圖2..8.5.11至圖2.8.5..4。圖2.8.5.1活載作用下下4軸橫向框架架彎矩圖（kN·m）圖2.8.5.2活載作用下下4軸橫向框架架梁剪力圖（kN）圖2.8.5.3活載作用下下4軸橫向框架架柱剪力圖（kN）圖2.8.5.4活載作用下下4軸橫向框架架柱軸力圖（kN）2.9框架內(nèi)力力組合2.9.1橫向向框架內(nèi)力組組合1.結(jié)構(gòu)抗震等級(jí)查《建筑抗震設(shè)計(jì)規(guī)規(guī)范》（GB500011-20010）表6.1.22可知，本工程程框架結(jié)構(gòu)抗抗震等級(jí)為三三級(jí)。2.框架梁內(nèi)力組合⑵框架梁內(nèi)力組合本設(shè)計(jì)根據(jù)《建筑筑結(jié)構(gòu)荷載規(guī)規(guī)范》第3.2.3條規(guī)定，對(duì)對(duì)于框架結(jié)構(gòu)構(gòu)的基本組合合和《建筑抗抗震設(shè)計(jì)規(guī)范范》第5.1條的結(jié)構(gòu)構(gòu)構(gòu)件地震作用用效應(yīng)和其他他荷載效應(yīng)的的基本組合，可可以考慮以下下3種組合，即即：①（永久荷載效應(yīng)起起控制作用）②（可變荷載起控制制作用—樓面活載）③（考慮地震作用）其中：SGk———恒荷載標(biāo)準(zhǔn)準(zhǔn)值效應(yīng)；SQk——活荷載標(biāo)準(zhǔn)值值效應(yīng)；SEk——水平地震作用用代表值效應(yīng)應(yīng)；SWk——活荷載標(biāo)準(zhǔn)值值效應(yīng)；——考慮地震作用用時(shí)的荷載效效應(yīng)組合承載載力調(diào)整系數(shù)數(shù)，其值見表2..9.1.1。表2.9.1.1承載力抗震震調(diào)整系數(shù)材料結(jié)構(gòu)構(gòu)件受力狀態(tài)混凝土梁受彎0.75軸壓比小于0.115的柱偏壓0.75軸壓比不小于0..15的柱偏壓0.80各類構(gòu)件受剪、偏拉0.85注：表中系數(shù)值取取于《建筑抗抗震設(shè)計(jì)規(guī)范范》（GB500011-22010）。2.9.2框架架梁內(nèi)力組合合（1）框架梁內(nèi)力組合計(jì)計(jì)算彎矩調(diào)幅系數(shù)為00.8框架梁內(nèi)力組合見見表2.9.2..1至2.9.2..5。表2.9.2.1五五層框架梁內(nèi)內(nèi)力組合梁跨截面內(nèi)力調(diào)幅后恒載①調(diào)幅后活載②風(fēng)載③地震④1.35×①+00.7×1..4②1.2①+1.44②±0.6××1.4③1.2×(①+00.5②)±1.33×④)設(shè)計(jì)值左風(fēng)右風(fēng)左震右震AB梁左M-68.72-11.440.8934.19-103.98-97.73-99.23-44.88-133.78-133.78V76.0927.02-0.17-4.29129.20128.99129.28101.94113.10129.28梁右M-92.932-12.152-0.46-16.3-139.88-128.80-128.02-137.23-97.50-139.88V-68.65-26.8-0.17-4.29-118.94-120.04-119.76-104.04-92.98-120.04BC梁左M-51.864-4.321.1340.07-74.25-67.34-69.23-12.74-116.92-116.92V28.021.36-0.68-24.2539.1634.9636.102.9265.9765.97梁右M-51.864-4.32-1.13-40.07-116.92-69.23-67.34-74.25-12.74-116.92V-28.02-1.36-0.68-24.25-39.16-36.10-34.96-65.97-2.92-65.97CD梁左M-92.832-12.1520.4616.3-139.88-128.02-128.80-97.50-137.23-139.88V68.6526.8-0.17-4.29118.94119.76120.0492.88104.04120.04梁右M-68.72-11.44-0.89-34.19-103.98-99.23-97.73-133.78-44.88-133.78V-76.09-27.02-0.17-4.29-129.20-129.28-128.99-113.10-101.94-129.28表2.9.2.2四四層框架梁內(nèi)內(nèi)力組合梁跨截面內(nèi)力調(diào)幅后恒載①調(diào)幅后活載②風(fēng)載③地震④1.35×①+00.7×1..4②1.2①+1.44②±0.6××1.4③1.2×(①+00.5②)±1.33×④)設(shè)計(jì)值左風(fēng)右風(fēng)左震右震AB梁左M-177.85-41.502.6077.59-280.77-269.34-273.71-137.45-339.19-339.19V167.0936.21-0.51-14.97261.06250.77251.63202.77241.70261.06梁右M-208.90-49.87-1.51-43.67-330.89-321.77-319.24-337.38-223.84-337.38V-157.49-33.63-0.51-14.97-245.57-236.50-235.64-228.63-189.71-245.57BC梁左M-88.95-22.063.71107.18-141.71-134.52-140.7519.35-259.31-259.31V24.806.81-2.25-64.9640.1537.4041.18-50.60118.29118.29梁右M-88.95-22.06-3.71-107.18-141.71-140.75-134.52-259.3119.35-259.31V-24.80-6.81-2.25-64.96-40.15-41.18-37.40-118.2950.60-118.29CD梁左M-208.90-49.871.5143.67-330.89-319.24-321.77-223.84-337.38-337.38V157.4933.63-0.51-14.97245.57235.64236.50189.71228.63245.57梁右M-177.85-41.50-2.60-77.59-280.77-273.71-269.34-339.19-137.45-339.19V-167.09-36.21-0.51-14.97-261.06-251.63-250.77-241.70-202.77-261.06表2.9.2.3三三層框架梁內(nèi)內(nèi)力組合梁跨截面內(nèi)力調(diào)幅后恒載①調(diào)幅后活載②風(fēng)載③地震④1.35×①+00.7×1..4②1.2①+1.44②±0.6××1.4③1.2×(①+00.5②)±1.33×④)設(shè)計(jì)值左風(fēng)右風(fēng)左震右震AB梁左M-182.30-43.344.82130.31-288.59-275.40-283.50-75.37-414.17-414.17V166.6636.00-0.93-25.01260.27249.61251.17189.08254.11260.27梁右M-210.60-50.33-2.70-72.29-333.63-325.45-320.91-376.89-188.94-376.89V-157.91-33.84-0.93-25.01-246.34-237.65-236.09-242.31-177.28-246.34BC梁左M-84.34-20.826.62177.44-134.26-124.79-135.92116.97-344.37-344.37V24.806.81-4.02-107.5440.1535.9242.67-105.96173.65173.65梁右M-84.34-20.82-6.62-177.44-134.26-135.92-124.79-344.37116.97-344.37V-24.80-6.81-4.02-107.54-40.15-42.67-35.92-173.65105.96-173.65CD梁左M-210.60-50.332.7072.29-333.63-320.91-325.45-188.94-376.89-376.89V157.9133.84-0.93-25.01246.34236.09237.65177.28242.31246.34梁右M-182.30-43.34-4.82-130.31-288.59-283.50-275.40-414.17-75.37-414.17V-166.66-36.00-0.93-25.01-260.27-251.17-249.61-254.11-189.08-260.27表2.9.2.4二二層框架梁內(nèi)內(nèi)力組合梁跨截面內(nèi)力調(diào)幅后恒載①調(diào)幅后活載②風(fēng)載③地震④1.35×①+00.7×1..4②1.2①+1.44②±0.6××1.4③1.2×(①+00.5②)±1.33×④)設(shè)計(jì)值左風(fēng)右風(fēng)左震右震AB梁左M-182.92-43.506.91155.20-289.57-274.59-286.20-43.84-447.36-447.36V166.5835.98-1.33-30.48260.14249.15251.39181.86261.11261.11梁右M-210.69-50.35-3.88-91.68-333.77-326.58-320.06-402.22-163.85-402.22V-157.99-33.86-1.33-30.48-246.47-238.11-235.87-249.53-170.28-249.53BC梁左M-84.10-20.759.53225.03-133.87-121.96-137.97179.17-405.91-405.91V24.806.81-5.77-136.3840.1534.4544.14-143.45211.14211.14梁右M-84.10-20.75-9.53-225.03-133.87-137.97-121.96-405.91179.17-405.91V-24.80-6.81-5.77-136.38-40.15-44.14-34.45-211.14143.45-211.14CD梁左M-210.69-50.353.8891.68-333.77-320.06-326.58-163.85-402.22-402.22V157.9933.86-1.33-30.48246.47235.87238.11170.28249.53249.53梁右M-182.92-43.50-6.91-155.20-289.57-286.20-274.59-447.36-43.84-447.36V-166.58-35.98-1.33-30.48-260.14-251.39-249.15-261.11-181.86-261.11表2.9.2.5一一層框架梁內(nèi)內(nèi)力組合梁跨截面內(nèi)力調(diào)幅后恒載①調(diào)幅后活載②風(fēng)載③地震④1.35×①+00.7×1..4②1.2①+1.44②±0.6××1.4③1.2×(①+00.5②)±1.33×④)設(shè)計(jì)值左風(fēng)右風(fēng)左震右震AB梁左M-167.25-39.768.30167.11-264.75-249.39-263.33-7.31-441.80-441.80V168.4836.43-1.58-32.02263.15251.85254.51182.41265.66265.66梁右M-207.28-49.56-4.51-92.28-328.40-321.91-314.33-398.44-158.51-398.44V-156.10-33.41-1.58-32.02-243.48-235.42-232.77-248.99-165.74-248.99BC梁左M-96.26-23.6011.07226.05-153.07-139.25-157.85164.20-423.53-423.53V24.806.81-6.71-137.2740.1533.6644.93-144.61212.30212.30梁右M-96.26-23.60-11.07-226.05-153.07-157.85-139.25-423.53164.20-423.53V-24.80-6.81-6.71-137.27-40.15-44.93-33.66-212.30144.61-212.30CD梁左M-207.28-49.564.5192.28-328.40-314.33-321.91-158.51-398.44-398.44V156.1033.41-1.58-32.02243.48232.77235.42165.74248.99248.99梁右M-167.25-39.76-8.30-167.11-264.75-263.33-249.39-441.80-7.31-441.80V-168.48-36.43-1.58-32.02-263.15-254.51-251.85-265.66-182.41-265.66（2）框架梁跨間最大彎彎矩計(jì)算求跨間最大彎矩時(shí)時(shí)，可根據(jù)梁梁端彎矩組合合值及梁上荷荷載設(shè)計(jì)值，由由平衡條件確確定。具體計(jì)計(jì)算過程如下下，結(jié)果匯總總見表2.99.2.6。表2.9.2.6統(tǒng)計(jì)框架梁梁的內(nèi)力組合合后計(jì)算跨內(nèi)內(nèi)彎矩最大值值層次跨向截面位置5AB跨內(nèi)A-133.78152.63B-139.88BC跨內(nèi)B-116.92119.88C-116.92CD跨內(nèi)C-139.88152.63D-133.784AB跨內(nèi)A-3339.19382.11B-337.38BC跨內(nèi)B-259.31261.23C-259.31CD跨內(nèi)C-337.38382.11D-339.193AB跨內(nèi)A-414.17430.12B-376.89BC跨內(nèi)B-344.37346.62C-344.37CD跨內(nèi)C-376.89430.12D-414.172AB跨內(nèi)A-4447.36453.87B-402.22BC跨內(nèi)B-405.91410.33C-405.91CD跨內(nèi)C-402.22453.87D-447.361AB跨內(nèi)A-441.80448.96B-398.44BC跨內(nèi)B-423.53425.34C-423.53CD跨內(nèi)C-398.44448.96D-441.80注：M以下部受拉為正，單單位為kN部受。2.9.3框架架柱內(nèi)力組合合各層柱的內(nèi)力組合合見表2.99.3.1至表表2.9.3..4。表中M以左側(cè)受拉拉為正，量綱為kN··m；N以受壓為正正，量綱為kN；V以繞柱端順順時(shí)針為正，量量綱為kN。表2.9.3.1AA柱彎矩、軸力和剪力組合表表層次截面內(nèi)力恒載①活載②風(fēng)載③地震④1.35×①+00.7×1..4②1.2①+1.44②±0.6××1.4③1.2×(①+00.5②)±1.33×④)|M|max及相相應(yīng)的NNmin及相應(yīng)的的MNmax及相應(yīng)的的M左風(fēng)右風(fēng)左震右震5柱頂M85.9014.301.5834.19129.98121.77124.4367.21156.11156.1167.21129.98N249.4331.650.174.29367.75343.48343.77312.73323.88323.88312.73367.75V52.4210.220.174.29-80.78-77.07-77.35-63.46-74.6174.61-63.46-80.78柱底M102.8222.481.5818.41160.84153.53156.18112.94160.81160