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

本科生畢畢業(yè)設(shè)計(jì)湖濱中學(xué)教學(xué)樓樓樓設(shè)計(jì)XX院系：：：土木工程程學(xué)學(xué)院專業(yè)：：：土木工程程專專業(yè)班級(jí)：：：X學(xué)號(hào)：：：X指導(dǎo)教師：XXX職稱（或?qū)W位）：：X2018年05月 原創(chuàng)性聲明本人鄭重聲明：：：所呈交交的設(shè)設(shè)計(jì)，是是本人人在導(dǎo)師師的指指導(dǎo)下，獨(dú)獨(dú)立立進(jìn)行研研究工工作所取取得的的成果。除除文文中已經(jīng)經(jīng)注明明引用的的內(nèi)容容外，本本設(shè)計(jì)計(jì)不含任任何其其他個(gè)人人或集集體已經(jīng)經(jīng)發(fā)表表或撰寫寫過(guò)的的作品成成果。對(duì)對(duì)本設(shè)計(jì)計(jì)的研研究做出出重要要貢獻(xiàn)的的個(gè)人人和集體體，均均已在文文中以以明確方方式標(biāo)標(biāo)明。本本人完完全意識(shí)識(shí)到本本聲明的的法律律結(jié)果由由本人人承擔(dān)。學(xué)生簽名：年月日指導(dǎo)聲明本人指導(dǎo)的同學(xué)學(xué)學(xué)的畢業(yè)業(yè)設(shè)計(jì)計(jì)題目大大小、難難度適當(dāng)當(dāng)，且且符合該該同學(xué)學(xué)所學(xué)專專業(yè)的的培養(yǎng)目目標(biāo)的的要求。本本人人在指導(dǎo)導(dǎo)過(guò)程程中，通通過(guò)網(wǎng)網(wǎng)上文獻(xiàn)獻(xiàn)搜索索及文獻(xiàn)獻(xiàn)比對(duì)對(duì)等方式式，對(duì)對(duì)其畢業(yè)業(yè)設(shè)計(jì)計(jì)內(nèi)容進(jìn)進(jìn)行了了檢查，未未發(fā)發(fā)現(xiàn)抄襲襲現(xiàn)象象，特此此聲明明。指導(dǎo)教師簽名：：：年月日.4樓梯設(shè)設(shè)設(shè)計(jì)本樓梯開間為444.2m，進(jìn)深為為8..1m。采用現(xiàn)澆澆板板式樓梯梯，均均為雙跑等等跑跑樓梯，共共24級(jí)踏步，第第第一跑為12個(gè)踏步，第第第二跑為12個(gè)踏步，踏踏踏步高150mmm，寬270mmm，第一跑跑踏踏步的水水平投投影長(zhǎng)度度為11×270=322240mmm，第二跑跑踏踏步的水水平投投影長(zhǎng)度度為11×270==332400mmm。（如圖2.4..11.1）。樓梯梯的的踢面和和踏面面均做20mm厚大理石石面面層，梯梯段板板底面為20mm厚石灰砂砂漿漿抹灰?；旎炷翉?qiáng)度度等級(jí)級(jí)C30，，。板采用HRB33000級(jí)鋼筋，，梁梁縱筋采采用HRB44000級(jí)鋼筋，板板最最小配筋筋率：：，下面以標(biāo)準(zhǔn)層層層為例計(jì)計(jì)算。圖2.4.1...1標(biāo)準(zhǔn)層樓樓梯梯平面圖圖2.4.1梯梯梯段板設(shè)設(shè)計(jì)板傾斜角，。斜斜斜板的水水平投投影計(jì)算算長(zhǎng)度度為，板厚，取；取111m寬板帶帶計(jì)計(jì)算。（1）荷載計(jì)算算20mm大理石石石地面層層30mm水泥砂砂砂漿找平平層三角形踏步120mm厚斜斜斜板金屬欄桿重20mm石灰砂砂砂漿抹灰灰恒載標(biāo)準(zhǔn)值：合合合計(jì)：活載標(biāo)準(zhǔn)值：（2）內(nèi)力組合合恒載起控制作用用用：活載起控制作用用用：故取總荷載設(shè)計(jì)計(jì)計(jì)值為（3）配筋計(jì)算算梯段板水平計(jì)算算算跨度，取取，則彎矩設(shè)計(jì)值選用Ф10@11140，實(shí)配鋼鋼筋筋面積支座負(fù)筋與跨中中中相同，選選用用Ф10@140，分布筋筋選選用Ф10@200。2.4.2半半半層休息息平臺(tái)臺(tái)板計(jì)算算半層休息平臺(tái)板板板為兩對(duì)對(duì)邊支支承板，故故按按單向板板計(jì)算算，取1m寬板帶計(jì)計(jì)算算。恒載標(biāo)準(zhǔn)值：，活活載標(biāo)準(zhǔn)準(zhǔn)值：：。內(nèi)力組合設(shè)計(jì)值值值恒載起控制作用用用：活載起控制作用用用：故取總荷載設(shè)計(jì)計(jì)計(jì)值取1m寬板帶計(jì)計(jì)算，。近似取，故取，選用Ф888@200，實(shí)配鋼鋼筋筋面積。2.4.3樓樓樓層休息息平臺(tái)臺(tái)板計(jì)算算由于，故按雙向向向板計(jì)算算；取取1m寬板帶計(jì)計(jì)算算。恒載標(biāo)準(zhǔn)值：，活活載標(biāo)準(zhǔn)準(zhǔn)值：：。恒載設(shè)計(jì)值：，活活載設(shè)計(jì)計(jì)值：：。則：，。由，按四邊簡(jiǎn)支支支查表得，，。假定選用Ф8鋼鋼鋼筋，則截截面面有效高高度：：短跨方向：，長(zhǎng)長(zhǎng)長(zhǎng)跨方向：：；近似取，故取，選用Ф888@170，實(shí)配鋼鋼筋筋面積故取，選用Ф888@200，實(shí)配鋼鋼筋筋面積。2.4.4半半半層平臺(tái)臺(tái)梁計(jì)計(jì)算（1）初選截面面尺尺寸選擇平臺(tái)梁尺寸寸寸為（2）荷載計(jì)算算1）恒載標(biāo)準(zhǔn)值值計(jì)計(jì)算平臺(tái)梁自重梯段板傳來(lái)的荷荷荷載平臺(tái)板傳來(lái)的荷荷荷載2）活載標(biāo)準(zhǔn)值值值計(jì)算梯段板傳來(lái)的荷荷荷載平臺(tái)板傳來(lái)的荷荷荷載3）內(nèi)力組合恒載起控制作用用用：活載起控制作用用用：故?。?）內(nèi)力計(jì)算算,（4）配筋計(jì)算算1）正截面受彎彎彎承載力驗(yàn)驗(yàn)算算，選用，，滿足要要要求。2）斜截面受剪剪承承載力驗(yàn)算算算，截面尺寸滿足足足要求。，查表得，該梁的的的箍筋直直徑不不宜小于6mm，最大間間距距，故選用用雙雙肢C8箍筋，取mm,相應(yīng)的的的箍筋的配配筋筋率為：：選用Ф8@20000雙肢箍筋筋。2.4.5樓樓樓層平臺(tái)臺(tái)梁計(jì)計(jì)算（1）初選截面面尺尺寸選擇平臺(tái)梁尺寸寸寸為（2）荷載計(jì)算算1）恒載標(biāo)準(zhǔn)值值計(jì)計(jì)算平臺(tái)梁自重梯段板傳來(lái)的荷荷荷載平臺(tái)板傳來(lái)的荷荷荷載2）活載標(biāo)準(zhǔn)值值值計(jì)算梯段板傳來(lái)的荷荷荷載平臺(tái)板傳來(lái)的荷荷荷載3）內(nèi)力組合恒載起控制作用用用：活載起控制作用用用：故?。?）內(nèi)力計(jì)算算（4）配筋計(jì)算算1）正截面受彎彎彎承載力驗(yàn)驗(yàn)算算，選用，，滿足要要要求。2）斜截面受剪剪承承載力驗(yàn)算算算，截面尺寸滿足足足要求。；查表得，該梁的的的箍筋直直徑不不宜小于6mm，最大間間距距，故選用用雙雙肢C8箍筋，取mm,相應(yīng)的的的箍筋的配配筋筋率為：：選用Ф8@20000雙肢箍筋筋，2.5水平地地地震作用用內(nèi)力力計(jì)算2.5.1設(shè)設(shè)設(shè)計(jì)資料料根據(jù)《建筑抗震震震設(shè)計(jì)規(guī)規(guī)范》（GGB500011—20100）第5.11.3條：：（1）樓梯間重重力力荷載代表表表值包括括：樓樓梯間屋屋面恒恒載+縱橫梁自自重重+半層樓梯梯間間柱墻體體自重重（2）.頂層重重力荷載載代表表值包括括：屋面恒載+縱橫橫橫梁自重重+半層墻柱柱自自重+半層樓梯梯間間柱墻體體自重重+女兒墻自自重重（3）.其它層層重力荷荷載代代表值包包括：：樓面恒載+5000%樓面均均布布活載+縱橫梁自自重重+樓面上下下各各半層的的柱及及縱橫墻墻體自自重。2.5.2重力力力荷載代代表值值計(jì)算（1）屋面及樓樓面面的永久荷荷荷載標(biāo)準(zhǔn)準(zhǔn)值屋面（不上人）：：20mm厚1:::2.55水泥泥砂漿三氈四油防水層層層20mm厚1:::3水泥砂砂漿漿找平層層150mm厚水水水泥蛭石石保溫溫層30mm水泥焦焦焦渣砂漿漿找坡坡層100mm現(xiàn)澆澆澆混凝土土樓板板20mm石灰砂砂砂漿抹底底恒荷載標(biāo)準(zhǔn)值：：：合計(jì)：：樓面恒荷載標(biāo)準(zhǔn)準(zhǔn)準(zhǔn)值：20mm水磨石石石地面30mm厚水泥泥泥砂漿找找平層層120mm鋼筋筋筋混凝土現(xiàn)現(xiàn)澆澆板20mmQUOTE大理石石石地面恒荷載標(biāo)準(zhǔn)值：：：合計(jì)：：衛(wèi)生間恒載標(biāo)準(zhǔn)準(zhǔn)準(zhǔn)值：20mmQUOTE防滑地地地磚8mm捷羅克防防防水層30mm水泥砂砂砂漿找平層層110mm現(xiàn)澆澆澆混凝土土樓板板恒載標(biāo)準(zhǔn)值：合合合計(jì)：樓面及屋面可變變變荷載標(biāo)標(biāo)準(zhǔn)值值（見(jiàn)下下表22.5..2..1）表2.5.2...1可變荷載載標(biāo)標(biāo)準(zhǔn)值走廊：衛(wèi)生間：樓梯：其余房間：梁柱構(gòu)件自重計(jì)計(jì)計(jì)算表2.5.2...2梁柱自重重計(jì)計(jì)算層次構(gòu)件b(m)h(m)γ(kN/m33))βg(kN/m)))l（m）nG(kN)∑G(kN)1～5層橫梁AB0.300.70251.055.5138.108357.212016.94445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）墻面荷載載計(jì)計(jì)算外墻采用60000×200×200mmmm蒸壓粉煤煤灰灰加氣混混凝土土砌塊，外外墻墻面貼瓷瓷磚（0..5kN//m2），內(nèi)墻墻面為200mm厚水水泥砂漿抹抹灰，則外外墻單位墻墻面重力荷荷載為：內(nèi)墻均采用60000×200×200mmmm蒸壓粉煤煤灰灰加氣混混凝土土砌塊，兩兩側(cè)側(cè)均為200mm厚水水泥泥砂漿抹抹灰，則則內(nèi)墻面面單位位墻面重重力荷荷載為：：木門單位面積重重重力荷載載為00.2kNN/m2，鋼鐵門門、鋼鋼鐵玻璃璃門窗窗單位面面積重重力荷載載為00.4225kN//m22，鋁合金金窗窗單位面面積重重力荷載載為00.4kNN/m2，花古、欄欄欄桿重力力荷載載代表值值分別別為1.66775kkN//m2和2.955kN//m22在計(jì)算樓面恒載載載時(shí)，板板厚的的恒荷載載標(biāo)準(zhǔn)準(zhǔn)值及面面積見(jiàn)見(jiàn)下表。表2.5.2...3恒荷載標(biāo)標(biāo)準(zhǔn)準(zhǔn)值及相相應(yīng)的的板面積積恒荷載標(biāo)準(zhǔn)值gggk板厚t相應(yīng)的板面積SSS(KN/mm222)(mm)(mm2)4.001009813.50樓梯間59.4(2個(gè)個(gè)個(gè)）（5）各樓層重重力力荷載代表表表指計(jì)算算1）不上人屋面面面：因?yàn)槭遣簧先宋菸菸菝?，所所以活活荷載標(biāo)標(biāo)準(zhǔn)值值??；則：2）第1-5層層自重重：有門窗的墻體乘乘乘以0.77折減系系數(shù)：則：則建筑物總重力力力荷載代代表值值：圖2.5.2...1各質(zhì)點(diǎn)的的重重力荷載載代表表值2.5.3橫橫橫向水平平地震震作用下下橫向向框架結(jié)結(jié)構(gòu)的的內(nèi)力和和側(cè)移移計(jì)算橫向框架自振周周周期按頂點(diǎn)位移法計(jì)計(jì)計(jì)算框架架的自自振周期期按頂點(diǎn)位移法計(jì)計(jì)計(jì)算框架架的自自振周期期，對(duì)對(duì)于質(zhì)量量和剛剛度沿高高度分分布比較較均勻勻的高層層鋼筋筋混凝土土框架架，可以以簡(jiǎn)化化為等截截面懸懸臂桿，得得到到由結(jié)構(gòu)構(gòu)頂點(diǎn)點(diǎn)位移表表示的的計(jì)算結(jié)結(jié)構(gòu)基基本周期期的半半經(jīng)驗(yàn)公公式，按按以下公公式計(jì)計(jì)算：式中：——基本周期調(diào)調(diào)整整系數(shù)?？伎伎紤]填充充墻對(duì)對(duì)框架自自振周周期影響響的折折減系數(shù)數(shù)，框框架結(jié)構(gòu)構(gòu)取0.6~0.7，該框架取0.777?！蚣芙Y(jié)構(gòu)的的頂頂點(diǎn)假想位位位移。在在未求求出框架架的周周期前，無(wú)無(wú)法法求出框框架的的地震力力及位位移，是將框架的重力荷荷荷載視為為水平平作用力力，求求得的假假想框框架頂點(diǎn)點(diǎn)位移移。然后后由求求出，再用用求出框架結(jié)構(gòu)的的的底部剪剪力。進(jìn)進(jìn)而求出出框架架各層剪剪力和和結(jié)構(gòu)真真正的的位移。橫向框架結(jié)構(gòu)頂頂頂點(diǎn)假想想位移移計(jì)算見(jiàn)見(jiàn)表2.5..3..1。表2.5.3...1橫向框架架結(jié)結(jié)構(gòu)頂點(diǎn)點(diǎn)假想想位移計(jì)計(jì)算層次57690.47690.48934328.61172.04410059.9992617750.333389343219.87163.43310059.9992627810.222589343231.13143.56210059.9992637870.111889343242.39112.44110059.9992647930.11168423670.0570.05故橫向框架自振振振周期（s）（2）橫向水平平地地震作用及及及樓層剪剪力計(jì)計(jì)算根據(jù)《建筑抗震震震設(shè)計(jì)規(guī)規(guī)范》（GB500011—2010）（以下簡(jiǎn)簡(jiǎn)稱“《抗規(guī)2010》”）第5.1..2條規(guī)定，對(duì)對(duì)于高度不不超過(guò)40米，以剪剪切變形為為主，且質(zhì)質(zhì)量和剛度度沿著高度度方向分布布比較均勻勻的結(jié)構(gòu)，以以及近似于于單質(zhì)點(diǎn)體體系的結(jié)構(gòu)構(gòu)，可以采采用底部剪剪力法等簡(jiǎn)簡(jiǎn)化方法計(jì)計(jì)算抗震作作用。則：：本設(shè)計(jì)抗震設(shè)防防防烈度為7度，設(shè)計(jì)計(jì)地地震分組組為第第一組，建筑筑場(chǎng)場(chǎng)地土類類別為為II類，場(chǎng)場(chǎng)地地特征周周期==0.355s，設(shè)計(jì)基本本地地震加速速度值值為0.100gg。由《抗抗規(guī)2010》第5.1..4條可查得：：水平平地震影影響系系數(shù)最大大值（多多遇地震震）。由于≤≤5，根根根據(jù)《抗抗規(guī)2010》第5.1..5條知：0..005時(shí)，，，；則由地震影響響系系數(shù)曲線線的圖圖可知：：故結(jié)構(gòu)橫向水平平平地震作作用標(biāo)標(biāo)準(zhǔn)值：：由于，故需要考考考慮頂部部水平平地震作作用的的影響。由由《抗抗規(guī)201100》表5.22..1知：?！犊拐鹨?guī)范》規(guī)規(guī)規(guī)定，按按下式式計(jì)算質(zhì)質(zhì)點(diǎn)ii的水平地地震震作用標(biāo)標(biāo)準(zhǔn)值值：，式中——頂部附附附加地震震作用用系數(shù)，多多層層鋼筋混混凝土土房屋查查《抗抗震規(guī)范范》表表5.1..11采用；其其他他房屋不不考慮慮；——頂部附加水水水平地震震作用用；——結(jié)構(gòu)總水平平平地震作作用標(biāo)標(biāo)準(zhǔn)值；；——分別為集中中中于質(zhì)點(diǎn)點(diǎn)i、j的重力荷荷載載代表值值；——分別為質(zhì)點(diǎn)點(diǎn)點(diǎn)i、j的計(jì)算高高度度；則頂部附加水平平平地震作作用：：；層，則水平地震震震作用呈呈倒三三角形分分布。各層橫向地震剪剪剪力計(jì)算算見(jiàn)表表2.5..33.2。表2.5.3...2各質(zhì)點(diǎn)橫橫向向水平地地震作作用及樓樓層地地震剪力力計(jì)算算表層次Hi(m)Gi(kN)GiHi(kNNN·m))∑GiHiGiHi/∑GGGiHiiFek(kN)))Fi(kN)Vi(kN)5187690.4138427...2500584...53660.2772407.7665.80444928.72444414.410059.99926144862...93440.289696.758881362.56662310.810059.99926108647...20110.217522.569991885.1333127.210059.9992672431.444670.145348.379992233.5111013.610059.9992636215.777340.072174.190002407.7000橫向框架各層水水水平地震震作用用和地震震剪力力見(jiàn)圖2.5..33.1。（a）水平地震震作作用分布（b）地震剪剪力力分布圖2.5.3...1橫向橫向向框框架各層層水平平地震作作用及及地震剪剪力2.5.4橫橫橫向框架架抗震震變形驗(yàn)驗(yàn)算水平多遇地震作作作用下框框架的的層間位位移和和頂點(diǎn)位位移分分別按和計(jì)算，同時(shí)時(shí)各各層的層層間彈彈性位移移角按按計(jì)算，具具體體過(guò)程見(jiàn)表2.5..44.1。表2.5.4...1橫向水平平地地震作用用下的的位移驗(yàn)驗(yàn)算層次Vi(kN)∑D/(N/mmmm)△ui(mm)))ui(mm)hi(mm)θe=△ui//hi5928.724448934321.0410.6936001/346141362.566628934321.539.6536001/236131885.133318934322.118.1336001/170622233.511108934322.506.0236001/144012407.70006842363.523.5236001/1023由表可知，最大大大層間彈彈性位位移角發(fā)發(fā)生在在第1層，其值值為1/102233，遠(yuǎn)小于于《抗抗規(guī)2010》第5.5..1條規(guī)定的的位位移極限限值[]=1//5550，因此結(jié)結(jié)構(gòu)構(gòu)的水平平位移移滿足要要求。各樓層剛重比及及及剪重比比驗(yàn)算算見(jiàn)表2.5..44.2。表2.5.4...2各樓層層剛剛重比及及剪重重比驗(yàn)算層次hi(mm)Di(N/mmmm)Di·hi(kkkN)VEki(kNNN)Gjk(kkkN)Gj(kNNN)(Di·hi)))/ΣGjVEki/ΣGGGjk53600893432321635555928.724447690.40009228.4888348.520.087436008934323216355551362.5666217750.333321300.3339151.110.077336008934323216355551885.1333127810.222533372.333096.380.068236008934323216355552233.5111037870.111845444.222170.780.059136006842363216355552407.700047930.111057516.111242.830.050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水平平平地震作作用下下橫向框框架的的內(nèi)力分分析（1）地震荷載載作作用下框架架架柱端彎彎矩及及剪力計(jì)計(jì)算?、葺S線橫向框框架架進(jìn)行內(nèi)力力力計(jì)算，對(duì)對(duì)于于地震作作用下下的各柱柱的剪剪力分配配，應(yīng)應(yīng)放在整整個(gè)樓樓層中，按按照照抗側(cè)移移剛度度在同層層中進(jìn)進(jìn)行分配配?？蚩蚣苤硕思袅α?、彎矩矩分別別按式和式式計(jì)算，其其中、層間間剪剪力、梁柱柱線線剛度比比分別別取自前前面的的表格。各各柱柱反彎點(diǎn)點(diǎn)高度度比y按式確定，其其中為標(biāo)準(zhǔn)準(zhǔn)反反彎點(diǎn)高高度比比，查表表確定定；為柱上上、下下端框架架梁相相對(duì)線剛剛度變變化時(shí)反反彎點(diǎn)點(diǎn)高度比比的修修正值；；為柱柱的上層層層高高變化時(shí)時(shí)反彎彎點(diǎn)高度度比的的修正值值；為為柱的下下層層層高變化化時(shí)，反反彎點(diǎn)高高度比比的修正正值。本本例中底底層柱柱需要考考慮修修正值y2，其余柱柱均均無(wú)需修修正。具具體計(jì)算算過(guò)程程見(jiàn)下表表2..5.5..1。2.5.5.111水平地震震作作用下的的框架架柱端彎彎矩計(jì)計(jì)算柱層次hi(mm)Vi(KN)∑Di(N/mm)Di1(N/mm)Vi1(KN)Ky0y1y2y3yMi下(KN··m)Mi上(KN··m)A、D53600928.724448934321957914.611.000.35—000.3518.4134.19436001362.566628934321957929.891.000.45—000.4548.4259133318934321957941.361.000.45—000.4567.0081.89236002233.511108934321957949.001.000.50—000.5088.2088.20136002407.70006842361780662.631.170.65—000.65146.5578.91B、C53600928.724448934323816828.443.70.45—000.4546.0756.31436001362.566628934323816858.213.70.50—000.50104.78104.78336001885.133318934323816880.533.70.50—000.50144.95144.95236002233.511108934323816895.423.70.50—000.50171.76171.76136002407.70006842362578990.754.310.55—000.55179.69147.02俞徽湖濱中學(xué)教學(xué)樓設(shè)計(jì)PAGEPAGE71（2）地震荷載載作作用下框架架梁梁端彎矩矩、剪剪力及柱柱軸力力計(jì)算梁端彎矩、剪力力力及柱軸軸力分分別按下下式計(jì)計(jì)算：梁端彎矩：；梁端剪力：；柱軸力：；式中：、分別表表表示節(jié)點(diǎn)點(diǎn)左、右右梁的線線剛度度；、分別表示示節(jié)節(jié)點(diǎn)左、右右梁梁端彎矩；為柱柱在在層的軸力力，以以受壓為為正。梁端彎矩、剪力力力及柱軸軸力計(jì)計(jì)算結(jié)果果見(jiàn)表表2.5..55.2。表2.5.5...2梁端彎矩矩、剪剪力及柱柱軸力力計(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，DC130.3172.298.1-25.01-44.27-152.4888152.4844.27BC177.44177.443.3-107.54442AB，DC155.2091.688.1-30.48-74.75-258.3888258.3874.75BC225.03225.033.3-136.38881AB，DC167.1192.288.1-32.02-106.7777-363.6333363.63106.77BC226.50226.503.3-137.2777注：（1）本表表表中Mbl及Mbr分別表示示同同一梁的的左端端彎矩及及右端端彎矩；水平地震作用下下下框架的的彎矩矩圖、剪剪力圖圖及柱軸軸力圖圖見(jiàn)圖2.5..55.1至圖2.5..55.4。圖2.5.55..1地震作用用下4軸橫向框框架架彎矩圖圖（kN·m）圖2.5.55..2地震作用用下4軸橫向框框架架梁剪力力圖（kN）圖2.5.55..3地震作用用下4軸橫向框框架架柱剪力力圖（kN）圖2.5.55..4地震作用用下4軸橫向框框架架柱軸力力圖（kN）2.6風(fēng)荷載載載內(nèi)力計(jì)計(jì)算2.6.1風(fēng)風(fēng)風(fēng)荷載的的計(jì)算算（1）風(fēng)荷載載標(biāo)準(zhǔn)值值計(jì)算算參數(shù)的的確定定1）風(fēng)壓標(biāo)準(zhǔn)值值值按公式為為：：計(jì)算。式中：—高度ZZZ處的風(fēng)振振系系數(shù)；—風(fēng)荷載體體型型系數(shù)；；—風(fēng)壓高度度變變化系數(shù)數(shù)；——基本風(fēng)壓壓2）計(jì)算參數(shù)取取值值的確定①本地區(qū)基本風(fēng)風(fēng)風(fēng)壓為：ω0=0..77，地面粗粗糙糙度為B類。②由《建筑結(jié)構(gòu)構(gòu)構(gòu)荷載規(guī)范范》（GB50009——2012）8.3..1條知：風(fēng)風(fēng)荷載體型型系數(shù)：（迎風(fēng)面）；（背背風(fēng)面）；；③由《建筑結(jié)構(gòu)構(gòu)構(gòu)荷載規(guī)范范》（GB50009——2012）8.4..1條知：對(duì)對(duì)于高度大大于30m且高寬比比大于1.5的房屋以以及基本自自振周期T1大于0.255s的各種高高聳結(jié)構(gòu)，應(yīng)應(yīng)考慮風(fēng)壓壓脈動(dòng)對(duì)結(jié)結(jié)構(gòu)產(chǎn)生順順風(fēng)向風(fēng)振振的影響。由由于本住宅宅樓樓高H=188.45mm<30mm，故本建建筑房屋可可不考慮風(fēng)風(fēng)壓脈動(dòng)的的影響。④風(fēng)壓高度變化化化系數(shù)根據(jù)據(jù)建建筑物的的建筑筑高度并按B類地區(qū)查查《建建筑結(jié)構(gòu)構(gòu)荷載載規(guī)范》（GB500009——2012）表8.2..1得標(biāo)準(zhǔn)高高度度的，再用用線線性插值值法求求得各層層高度度的，具體結(jié)果果見(jiàn)見(jiàn)表2.6..1。（2）計(jì)算各層層樓樓面處集中中中風(fēng)荷載載標(biāo)準(zhǔn)準(zhǔn)值?、噍S線橫向框框架架，其負(fù)載載載寬度B=7..88m，。根據(jù)據(jù)各各樓層標(biāo)標(biāo)高處處的高度度，查《建筑筑結(jié)結(jié)構(gòu)荷載載規(guī)范范》（GB500009——2012）表8.2..11得代入上式式具體結(jié)果見(jiàn)表222.6..1..1.表2.6.1...1各層樓面面處處集中風(fēng)風(fēng)荷載載標(biāo)準(zhǔn)值值層號(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)風(fēng)風(fēng)荷載作作用下下的側(cè)移移驗(yàn)算算根據(jù)表2.6...1.1所示的水水平平荷載Fi，由式計(jì)算算層層間剪力力i，然后按按式式和式計(jì)算各各層層的相對(duì)對(duì)側(cè)移移和絕對(duì)對(duì)側(cè)移移。計(jì)算算過(guò)程程及結(jié)果果見(jiàn)表表2.6..22.1。表2.6.2...1風(fēng)荷載作作用用下框架架層間間剪力及及側(cè)移移計(jì)算層次Fi（KN）Vi（KN）∑D(N/mm)△ui(mm)))ui(mm)hi(m)△ui/hi520.6820.688934320.020.463.615947.278934320.050.443.61/6804222326.5973.868934320.080.383.61/4354777226.59100.458934320.110.303.61/3201999128.26128.716842360.190.194.051/2153000注：表中的D值值值取自第1章的D值表中由上表可知，最最最大層間間彈性性位移角角發(fā)生生在第1層，其值值為1/2115530，遠(yuǎn)小于于《建建筑抗震震設(shè)計(jì)計(jì)規(guī)范》（GB5000011—2012）第5.5..1條規(guī)定的的位位移極限限值[]=1//5550，因此結(jié)結(jié)構(gòu)構(gòu)的水平平位移移滿足要要求。2.6.3風(fēng)風(fēng)風(fēng)荷載作作用下下框架的的內(nèi)力力分析（1）風(fēng)荷載荷荷載載作用下框框框架柱端端彎矩矩及剪力力計(jì)算算對(duì)于風(fēng)荷載作用用用下的各各柱的的剪力分分配，應(yīng)應(yīng)放在我我們計(jì)計(jì)算的這這一榀榀框架中中，按按照抗側(cè)側(cè)移剛剛度在同同層中中進(jìn)行分分配?？蚩蚣苤硕思袅α?、彎矩矩分別別按式和式式計(jì)算，其其中、層間間剪剪力、梁柱柱線線剛度比比分別別取自前前面的的表格。各各柱柱反彎點(diǎn)點(diǎn)高度度比y按式確定，其其中為標(biāo)準(zhǔn)準(zhǔn)反反彎點(diǎn)高高度比比，查表表確定定；為柱上上、下下端框架架梁相相對(duì)線剛剛度變變化時(shí)反反彎點(diǎn)點(diǎn)高度比比的修修正值；；為柱柱的上層層層高高變化時(shí)時(shí)反彎彎點(diǎn)高度度比的的修正值值；為為柱的下下層層層高變化化時(shí)，反反彎點(diǎn)高高度比比的修正正值。具具體計(jì)算算過(guò)程程見(jiàn)下表2.6..33.1。表2.6.3...1風(fēng)荷載作作用用下的柱柱端彎彎矩計(jì)算算柱層次Hi(mm)Vi(KN)∑DiN/mmDi1N/mmVi1(KN)Ky0y1y2y3yMi下(KN··m)Mi上(KN··m)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MM量綱綱為kN·m，V量綱為kN.（2）風(fēng)荷載荷荷載載作用下框框框架梁端端彎矩矩剪力及及柱軸軸力計(jì)算算梁端彎矩、剪剪剪力及柱軸軸力力分別按按下按按下式計(jì)計(jì)算：：式中：、分別表表表示節(jié)點(diǎn)點(diǎn)左、右右梁的線線剛度度；、分別表示示節(jié)節(jié)點(diǎn)左、右右梁梁的彎矩矩；為為柱在層的的軸軸力，以以受壓壓為正。梁端彎矩、剪力力力和及軸軸力計(jì)計(jì)算結(jié)果果見(jiàn)表表2.6..3..2表2.6.3...2梁端彎矩矩、剪剪力及柱柱軸力力計(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）本表表表中Mbl及Mbr分別表示示同同一梁的的左端端彎矩及及右端端彎矩；注：1）柱軸力力中的的負(fù)號(hào)表表示拉力力。當(dāng)當(dāng)為左風(fēng)風(fēng)荷載載作用時(shí)時(shí)，左左側(cè)一根根柱為為拉力，右右側(cè)側(cè)兩根柱柱為壓壓力;2）規(guī)定剪剪力力以順時(shí)時(shí)針?lè)椒较驗(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)荷載作用用用下框架架的彎彎矩圖、剪剪力力圖及柱柱軸力力圖見(jiàn)圖2.6..33.1至圖2.6..33.4。圖2.6.33..1左震作用用下4軸橫向框框架架彎矩圖圖（kN·m）圖2.6.33..2風(fēng)荷載作作用用下4軸橫向框框架架梁剪力力圖（kN）圖2.6.33..3風(fēng)荷載作作用用下4軸橫向框框架架柱剪力力圖（kN）圖2...6.33.44風(fēng)荷載作作用用下4軸橫向框框架架柱軸力力圖（kN）俞徽湖濱中學(xué)教學(xué)樓設(shè)計(jì)PAGEPAGEPAGE922.7恒載作作作用下橫橫向框框架的內(nèi)內(nèi)力分分析2.7.1恒恒恒載作用用下橫橫向框架架的受受荷情況況取第444軸橫向框框架架進(jìn)行計(jì)計(jì)算，該該框架受受荷情情況及計(jì)計(jì)算單單元如圖2.7.11..1所示。計(jì)計(jì)算單元元范圍圍內(nèi)的其其余樓樓面荷載載則通通過(guò)縱向向框架架梁以集集中力力的形式式傳給給橫向框框架，作作用于各各節(jié)點(diǎn)點(diǎn)上。圖2.7.1...1框架計(jì)算單單元元2.7.2橫橫橫向框架架內(nèi)力力計(jì)算（1）頂層荷載載計(jì)計(jì)算AD段：梁自重板G、H傳來(lái)的的恒載板K傳來(lái)的恒載載由前2.1.22計(jì)計(jì)算可知，44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)的的的集中力力：（2）標(biāo)準(zhǔn)層荷荷載載計(jì)算AB段：梁墻自重板G、H傳來(lái)的的恒載BC段：梁自重板K傳來(lái)的恒載載縱向框架傳來(lái)的的的集中力力：次梁傳來(lái)的集中中中力：柱自重：1～5層恒載作用下的框框框架計(jì)算算簡(jiǎn)圖圖如圖2.7.22..1所示。圖2.7.2...1恒載作用用下4軸橫向框框架架計(jì)算簡(jiǎn)圖圖2.7.3節(jié)節(jié)節(jié)點(diǎn)分配配系數(shù)數(shù)的計(jì)算根據(jù)梁、柱相對(duì)對(duì)對(duì)線剛度度，算算出各節(jié)節(jié)點(diǎn)的的彎矩分分配系系數(shù)，具體體計(jì)計(jì)算結(jié)果果見(jiàn)表表2.7..33.1至表2.7..33.2。表2.7.3...1節(jié)點(diǎn)A的分配系系數(shù)數(shù)層次梁柱線剛度分配系數(shù)μijjj5－－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的分配系系數(shù)數(shù)層次梁柱線剛度分配系數(shù)μijjj66.35－6.3517.150.213－0.2130.5742~56.356.356.3517.150.1750.1750.1750.47516.356.355.4517.150.180.180.1540.4862.7.4固固固端彎矩矩計(jì)算算（1）頂層1）AB跨（計(jì)計(jì)算簡(jiǎn)圖圖如右右）2）BC跨（計(jì)計(jì)算簡(jiǎn)圖圖如右右）（2）標(biāo)準(zhǔn)層1）AB跨（計(jì)計(jì)算簡(jiǎn)圖圖如右右）2）BC跨（計(jì)計(jì)算簡(jiǎn)圖圖如右右）2.7.5恒恒恒載作用用下框框架的內(nèi)內(nèi)力分分析（1）恒載作用用下下框架的彎彎彎矩計(jì)算算梁端、柱端彎矩矩矩用彎矩矩二次次分配法法計(jì)算算。具體體計(jì)算算過(guò)程及及結(jié)果果見(jiàn)表2.7.55..1。表2.7.5...1橫向框架架在在恒載作作用下下的彎矩矩二次次分配法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50.50000.50000.21300.21300.57400.57400.21300.21300.50000.5000-115.6555115.65-16.4416.44-115.6555115.6557.8357.83-21.13-21.13-56.9556.9521.1321.13-57.83-57.8345.58-10.5728.91-22.6928.47-28.4722.69-28.9110.57-45.58-17.51-17.51-7.39-7.39-19.9219.927.397.3917.5117.5185.90-85.90116.04-51.21-64.8364.8351.21-116.044485.90-85.9040.33300.33300.33400.17500.17500.17500.47500.47500.17500.17500.17500.33400.33300.3330-273.7555273.75-14.4314.43-273.7555273.7591.1691.1691.43-45.38-45.38-45.38-123.1888123.1845.3845.3845.38-91.43-91.16-91.1628.9145.58-22.6945.72-10.57-22.6961.59-61.5910.5722.69-45.7222.69-28.91-45.58-17.25-17.25-17.30-12.96-12.96-12.96-35.1735.1712.9612.9612.9617.3017.2517.25102.82119.49-222.3111261.13-68.91-81.03-111.1999111.1968.9181.03-261.1333222.31-102.8222-119.499930.33300.33300.33400.17500.17500.17500.47500.47500.17500.17500.17500.33400.33300.3330-273.7555273.75-14.4314.43-273.7555273.7591.1691.1691.43-45.38-45.38-45.38-123.1888123.1845.3845.3845.38-91.43-91.16-91.1645.5845.58-22.6945.72-22.69-22.6961.59-61.5922.6922.69-45.7222.69-45.58-45.58-22.80-22.80-22.87-10.84-10.84-10.84-29.4129.4110.8410.8410.8422.8722.8022.80113.94113.94-227.8888263.25-78.91-78.91-105.4333105.4378.9178.91-263.2555227.88-113.9444-113.944420.33300.33300.33400.17500.17500.17500.47500.47500.17500.17500.17500.33400.33300.3330-273.7555273.75-14.4314.43-273.7555273.7591.1691.1691.43-45.38-45.38-45.38-123.1888123.1845.3845.3845.38-91.43-91.16-91.1645.5847.91-22.6945.72-22.69-23.3461.59-61.5922.6923.34-45.7222.69-45.58-47.91-23.57-23.57-23.65-10.72-10.72-10.72-29.1129.1110.7210.7210.7223.6523.5723.57113.16115.49-228.6555263.36-78.79-79.44-105.1222105.1278.7979.44-263.3666228.65-113.1666-115.499910.35000.30000.35000.18000.18000.15400.48600.48600.18000.15400.18000.35000.35000.3000-273.7555273.75-14.4314.43-273.7555273.7595.8182.1395.81-46.68-46.68-39.94-126.0333126.0346.6839.9446.68-95.81-95.81-82.1345.58-23.3447.91-22.6963.01-63.0122.69-47.9123.34-45.58-7.78-6.67-7.78-15.88-15.88-13.59-42.8842.8815.8813.5915.887.787.786.67133.6175.45-209.0666259.10-85.25-53.52-120.3222120.3285.2553.52-259.1000209.06-133.6111-75.4537.73A-26.76B26.76C-37.73C（2）恒載作用用下下的梁端剪剪剪力計(jì)算算梁端剪力計(jì)算：：：梁端剪剪力可可根據(jù)梁梁上豎豎向荷載載引起起的剪力力與梁梁端彎矩矩引起起的剪力力相疊疊加而得得。1、以第四層剪剪剪力計(jì)算為為例例，過(guò)程程如下下：（1）恒載作用用下下的剪力計(jì)計(jì)計(jì)算AB跨，取隔離離離體，計(jì)計(jì)算簡(jiǎn)簡(jiǎn)圖如圖2.7..55.1所示：圖2.7.5...1計(jì)算簡(jiǎn)圖圖由得:；由得:BC跨，取隔離離離體，計(jì)計(jì)算簡(jiǎn)簡(jiǎn)圖如圖2.7..55.2所示：圖2.7.5...2計(jì)算簡(jiǎn)圖圖由得:；由于結(jié)構(gòu)和荷載載載對(duì)稱：：由于結(jié)構(gòu)和荷載載載的對(duì)稱稱性，CDD跨的梁端端剪力和AAB跨的梁梁端剪力對(duì)對(duì)稱對(duì)稱，故故不再計(jì)算算。梁端剪力計(jì)算結(jié)結(jié)結(jié)果見(jiàn)表2.7.55..2。表2.7.5...2各層梁端端剪剪力層次5-76.0968.65-28.0228.02-68.6576.094-167.0999157.49-24.824.8-157.4999167.093-166.6666157.91-24.824.8-157.9111166.662-166.5888157.99-24.824.8-157.9999166.581-168.4888156.10-24.824.8-156.1000168.48注：（1）表中中中M量綱為kN·m，g量綱為kN/m，L量綱為m，V量綱為kN；（2）彎彎彎矩M以繞梁端端截截面順時(shí)時(shí)針?lè)椒较蛐D(zhuǎn)轉(zhuǎn)為正正，剪力V則以計(jì)算算簡(jiǎn)簡(jiǎn)圖所設(shè)設(shè)方向向一致為為正。（3）恒載作用用下下的柱端剪剪剪力計(jì)算算柱端剪力按下式式式計(jì)算：：式中：、分別表表表示柱下下端與與柱上端端的彎彎矩，為柱柱高高。柱端剪力計(jì)算結(jié)結(jié)結(jié)果見(jiàn)表2.7.5.3至表2.7..55.4。表2.7.5...3邊柱A柱端剪力力層次(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...5.3至表2.7..55.4中彎矩M以繞柱端端截截面順時(shí)時(shí)針?lè)椒较蛐D(zhuǎn)轉(zhuǎn)為正正，剪力V則以順時(shí)時(shí)針針?lè)较驗(yàn)闉檎?；；由于結(jié)構(gòu)和荷載載載的對(duì)稱稱性，C、D柱的柱端端剪力和AA、B柱的柱端端剪力對(duì)稱稱。（4）恒載作用用下下的柱軸力力力計(jì)算柱軸力可由梁端端端剪力和和節(jié)點(diǎn)點(diǎn)集中力力疊加加得到，計(jì)計(jì)算算柱底軸軸力還還需考慮慮柱的的自重。柱柱軸軸力計(jì)算算結(jié)果果見(jiàn)表2..77.5..5至表2.7..55.6。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576.0928.59173.34249.43278.024167.0928.59144.6589.71618.293166.6628.59144.6929.55958.142166.5828.59144.61269.32221297.91111168.4833.35144.61610.99991644.3444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...5.5至表2.7..55.6中量綱均均為kN，并規(guī)定定軸軸力以受受壓為為正。恒載作用下框架架架的彎矩矩圖、剪剪力圖及及柱軸軸力圖見(jiàn)見(jiàn)圖22.7..5..3至圖2.77..5.66。圖2.7.5...3恒載作用用下4軸橫向框框架架彎矩圖圖（kN·m）圖2.7.5...4恒載作用用下4軸橫向框框架架梁剪力力圖（kN）圖2.7.5...5恒載作用用下4軸橫向框框架架柱剪力力圖（kN）圖222.7..5..6恒載作用用下4軸橫向框框架架柱軸力力圖（kN）俞徽湖濱中學(xué)教學(xué)樓設(shè)計(jì)PAGEPAGEPAGE1532.8活載作作作用下橫橫向框框架的內(nèi)內(nèi)力分分析2.8.1活活活載作用用下橫橫向框架架的受受荷情況況取第4軸橫向框框架進(jìn)進(jìn)行計(jì)算算，該框框架受受荷情況況及計(jì)計(jì)算單元元如圖圖2.8.11..1所示。計(jì)計(jì)算單元元范圍圍內(nèi)的其其余樓樓面荷載載則通通過(guò)縱向向框架架梁以集集中力力的形式式傳給給橫向框框架，作作用于各各節(jié)點(diǎn)點(diǎn)上。圖2.8.1...1框架計(jì)算單單元元2.8.2橫橫橫向框架架內(nèi)力力計(jì)算（1）頂層荷載載計(jì)計(jì)算AB段：板G、H傳來(lái)的的活載板K傳來(lái)的活載載A軸與D軸梁傳傳傳來(lái)的集中中力力：B軸與C軸梁傳傳傳來(lái)的集中中力力：A軸到B軸、BB軸到DD軸之間的的次次梁傳來(lái)來(lái)的集集中力：：（2）標(biāo)準(zhǔn)層荷荷載載計(jì)算AB段：板G、H傳來(lái)的的活載板K傳來(lái)的活載載A軸與D軸梁傳傳傳來(lái)的集中中力力：B軸與C軸梁傳傳傳來(lái)的集中中力力：A軸到B軸、BB軸到DD軸之間的的次次梁傳來(lái)來(lái)的集集中力：：活載作用下的框框框架計(jì)算算簡(jiǎn)圖圖如圖2.8.22..1所示。圖2.8.2...1活載作用用下4軸橫向框框架架計(jì)算簡(jiǎn)簡(jiǎn)圖2.8.3節(jié)節(jié)節(jié)點(diǎn)分配配系數(shù)數(shù)的計(jì)算根據(jù)梁、柱相對(duì)對(duì)對(duì)線剛度度，算算出各節(jié)節(jié)點(diǎn)的的彎矩分分配系系數(shù)，具體體計(jì)計(jì)算結(jié)果果見(jiàn)表表2.8..33.1至表2.8..33.2。表2.8.3...1節(jié)點(diǎn)A的分配系系數(shù)數(shù)層次梁柱線剛度分配系數(shù)μijjj5－－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的分配系系數(shù)數(shù)層次梁柱線剛度分配系數(shù)μijjj66.35－6.3517.150.213－0.2130.5742~56.356.356.3517.150.1750.1750.1750.47516.356.355.4517.150.180.180.1540.4862.8.4固固固端彎矩矩計(jì)算算（1）頂層1）AB跨（計(jì)計(jì)算簡(jiǎn)圖圖如右右）2）BC跨（計(jì)計(jì)算簡(jiǎn)圖圖如右右）（2）標(biāo)準(zhǔn)層1）AB跨（計(jì)計(jì)算簡(jiǎn)圖圖如右右）2）BC跨（計(jì)計(jì)算簡(jiǎn)圖圖如右右）2.8.5活活活載作用用下框框架的內(nèi)內(nèi)力分分析（1）活載作用用下下框架的彎彎彎矩計(jì)算算。梁梁端、柱柱端彎彎矩用彎彎矩二二次分配配法計(jì)計(jì)算。見(jiàn)見(jiàn)表2.8.55..1。表2.8.5...1橫向框架架在在活載作作用下下的彎矩矩二次次分配法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）活載作用用下下的梁端剪剪剪力計(jì)算算梁端剪力可根據(jù)據(jù)據(jù)梁上豎豎向荷荷載及梁端端彎彎矩求得，具體計(jì)算算過(guò)過(guò)程如下下：1、以第四層剪剪剪力計(jì)算為為例例，過(guò)程程如下下：（1）活載作用用下下的剪力計(jì)計(jì)計(jì)算AB跨，取隔離離離體，計(jì)計(jì)算簡(jiǎn)簡(jiǎn)圖如圖2.8..55.1所示：圖2.8.5...1計(jì)算簡(jiǎn)圖圖由得:；由得:BC跨，取隔離離離體，計(jì)計(jì)算簡(jiǎn)簡(jiǎn)圖如圖2.8..55.2所示：圖2.8.5...2計(jì)算簡(jiǎn)圖圖由得:；由于結(jié)構(gòu)和荷載載載對(duì)稱：：由于結(jié)構(gòu)和荷載載載的對(duì)稱稱性，CDD跨的梁端端剪力和AAB跨的梁梁端剪力對(duì)對(duì)稱對(duì)稱，故故不再計(jì)算算。梁端剪力計(jì)算結(jié)結(jié)結(jié)果見(jiàn)表2.8.55..2。表2.8.5...2各層梁端端剪剪力層次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）表中中中M量綱為kN·m，g量綱為kN/m，L量綱為m，V量綱為kN；（2）彎彎彎矩M以繞梁端端截截面順時(shí)時(shí)針?lè)椒较蛐D(zhuǎn)轉(zhuǎn)為正正，剪力V則以計(jì)算算簡(jiǎn)簡(jiǎn)圖所設(shè)設(shè)方向向一致為為正。3.活載作用下下的的柱端剪力力力計(jì)算柱端剪力按下式式式計(jì)算：：式中：、分別表表表示柱下下端與與柱上端端的彎彎矩，為柱柱高高。柱端剪力計(jì)算結(jié)結(jié)結(jié)果見(jiàn)表2.8.5.4至表2.8..55.6。表2.8.5...4邊柱A柱端剪力力層次(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...5.4至表2.8..55.6中彎矩M以繞柱端端截截面順時(shí)時(shí)針?lè)椒较蛐D(zhuǎn)轉(zhuǎn)為正正，剪力V則以順時(shí)時(shí)針針?lè)较驗(yàn)闉檎?。由于結(jié)構(gòu)和荷載載載的對(duì)稱稱性，C、D柱的柱端端剪力和AA、B柱的柱端端剪力對(duì)稱稱。4.活載作用下下的的柱軸力計(jì)計(jì)計(jì)算柱軸力可由梁端端端剪力和和節(jié)點(diǎn)點(diǎn)集中力力疊加加得到，計(jì)計(jì)算算柱底軸軸力還還需考慮慮柱的的自重。柱柱軸軸力計(jì)算算結(jié)果果見(jiàn)表2..88.5..7至表2.8..55.9。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...5.7至表2.6..55.9中量綱均均為kN，并規(guī)定定軸軸力以受受壓為為正?；钶d作用下框架架架的彎矩圖圖、剪剪力圖及及柱軸軸力圖見(jiàn)見(jiàn)圖22.8..5..1至圖2.88..5.44。圖2.8.5...1活載作用用下4軸橫向框框架架彎矩圖圖（kN·m）圖2.8.5...2活載作用用下4軸橫向框框架架梁剪力力圖（kN）圖2.8.5...3活載作用用下4軸橫向框框架架柱剪力力圖（kN）圖2.8.5...4活載作用用下4軸橫向框框架架柱軸力力圖（kN）2.9框架內(nèi)內(nèi)內(nèi)力組合合2.9.1橫橫橫向框架架內(nèi)力力組合1.結(jié)構(gòu)抗震震震等級(jí)查《建筑抗震設(shè)設(shè)設(shè)計(jì)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)內(nèi)內(nèi)力組合合⑵框架梁內(nèi)力組組組合本設(shè)計(jì)根據(jù)《建建建筑結(jié)構(gòu)構(gòu)荷載載規(guī)范》第第3.2..3條規(guī)定，對(duì)對(duì)對(duì)于框架架結(jié)構(gòu)構(gòu)的基本本組合合和《建建筑抗抗震設(shè)計(jì)計(jì)規(guī)范范》第5.1條的結(jié)構(gòu)構(gòu)構(gòu)構(gòu)件地震震作用用效應(yīng)和和其他他荷載效效應(yīng)的的基本組組合，可可以考慮慮以下下3種組合，即即即：①（永久荷載載效效應(yīng)起控制制制作用）②（可變荷載起起起控制作用用—樓面活載載）③（考慮地震作作作用）其中：SGk————恒荷載標(biāo)標(biāo)準(zhǔn)準(zhǔn)值效應(yīng)應(yīng)；SQk——活荷荷載標(biāo)準(zhǔn)值效效效應(yīng)；SEk——水平平地震作用代代代表值效應(yīng)應(yīng)；；SWk——活荷荷荷載標(biāo)準(zhǔn)值值效效應(yīng)；——考慮地震作作用用時(shí)的荷載載載效應(yīng)組組合承承載力調(diào)調(diào)整系系數(shù)，其值見(jiàn)表表2..9.1.1。表2.9.1...1承載力抗抗震震調(diào)整系系數(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...15的柱偏壓0.75軸壓比不小于000.15的柱偏壓0.80各類構(gòu)件受剪、偏拉0.85注：表中系數(shù)值值值取于《建建筑筑抗震設(shè)設(shè)計(jì)規(guī)規(guī)范》（GB55000111-22010）。2.9.2框框框架梁內(nèi)內(nèi)力組組合（1）框架梁內(nèi)內(nèi)力組組合計(jì)算算彎矩調(diào)幅系數(shù)為為為0.8框架梁內(nèi)力組合合合見(jiàn)表2.9..22.1至2.9..22.5。表2.9.2...1五層框框架架梁內(nèi)力力組合合梁跨截面內(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+++0.77×11.4②1.2①+1...4②±0.66××1.4③1.2×(①+++0.5②)±1..33×④)設(shè)計(jì)值左風(fēng)右風(fēng)左震右震AB梁左M-68.72-11.440.8934.19-103.9888-97.73-99.23-44.88-133.7888-133.7888V76.0927.02-0.17-4.29129.20128.99129.28101.94113.10129.28梁右M-92.93222-12.15222-0.46-16.3-139.8888-128.8000-128.0222-137.2333-97.50-139.8888V-68.65-26.8-0.17-4.29-118.9444-120.0444-119.7666-104.0444-92.98-120.0444BC梁左M-51.86444-4.321.1340.07-74.25-67.34-69.23-12.74-116.9222-116.9222V28.021.36-0.68-24.2539.1634.9636.102.9265.9765.97梁右M-51.86444-4.32-1.13-40.07-116.9222-69.23-67.34-74.25-12.74-116.9222V-28.02-1.36-0.68-24.25-39.16-36.10-34.96-65.97-2.92-65.97CD梁左M-92.83222-12.152220.4616.3-139.8888-128.0222-128.8000-97.50-137.2333-139.8888V68.6526.8-0.17-4.29118.94119.76120.0492.88104.04120.04梁右M-68.72-11.44-0.89-34.19-103.9888-99.23-97.73-133.7888-44.88-133.7888V-76.09-27.02-0.17-4.29-129.2000-129.2888-128.9999-113.1000-101.9444-129.2888表2.9.2...2四層框框架架梁內(nèi)力力組合合梁跨截面內(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+++0.77×11.4②1.2①+1...4②±0.66××1.4③1.2×(①+++0.5②)±1..33×④)設(shè)計(jì)值左風(fēng)右風(fēng)左震右震AB梁左M-177.8555-41.502.6077.59-280.7777-269.3444-273.7111-137.4555-339.1999-339.1999V167.0936.21-0.51-14.97261.06250.77251.63202.77241.70261.06梁右M-208.9000-49.87-1.51-43.67-330.8999-321.7777-319.2444-337.3888-223.8444-337.3888V-157.4999-33.63-0.51-14.97-245.5777-236.5000-235.6444-228.6333-189.7111-245.5777BC梁左M-88.95-22.063.71107.18-141.7111-134.5222-140.755519.35-259.3111-259.3111V24.806.81-2.25-64.9640.1537.4041.18-50.60118.29118.29梁右M-88.95-22.06-3.71-107.1888-141.7111-140.7555-134.5222-259.311119.35-259.3111V-24.80-6.81-2.25-64.96-40.15-41.18-37.40-118.299950.60-118.2999CD梁左M-208.9000-49.871.5143.67-330.8999-319.2444-321.7777-223.8444-337.3888-337.3888V157.4933.63-0.51-14.97245.57235.64236.50189.71228.63245.57梁右M-177.8555-41.50-2.60-77.59-280.7777-273.7111-269.3444-339.1999-137.4555-339.1999V-167.0999-36.21-0.51-14.97-261.0666-251.6333-250.7777-241.7000-202.7777-261.0666表2.9.2...3三層框框架架梁內(nèi)力力組合合梁跨截面內(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+++0.77×11.4②1.2①+1...4②±0.66××1.4③1.2×(①+++0.5②)±1..33×④)設(shè)計(jì)值左風(fēng)右風(fēng)左震右震AB梁左M-182.3000-43.344.82130.31-288.5999-275.4000-283.5000-75.37-414.1777-414.1777V166.6636.00-0.93-25.01260.27249.61251.17189.08254.11260.27梁右M-210.6000-50.33-2.70-72.29-333.6333-325.4555-320.9111-376.8999-188.9444-376.8999V-157.9111-33.84-0.93-25.01-246.3444-237.6555-236.0999-242.3111-177.2888-246.3444BC梁左M-84.34-20.826.62177.44-134.2666-124.7999-135.9222116.97-344.3777-344.3777V24.806.81-4.02-107.544440.1535.9242.67-105.9666173.65173.65梁右M-84.34-20.82-6.62-177.4444-134.2666-135.9222-124.7999-344.3777116.97-344.3777V-24.80-6.81-4.02-107.5444-40.15-42.67-35.92-173.6555105.96-173.6555CD梁左M-210.6000-50.332.7072.29-333.6333-320.9111-325.4555-188.9444-376.8999-376.8999V157.9133.84-0.93-25.01246.34236.09237.65177.28242.31246.34梁右M-182.3000-43.34-4.82-130.3111-288.5999-283.5000-275.4000-414.1777-75.37-414.1777V-166.6666-36.00-0.93-25.01-260.2777-251.1777-249.6111-254.1111-189.0888-260.2777表2.9.2...4二層框框架架梁內(nèi)力力組合合梁跨截面內(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+++0.77×11.4②1.2①+1...4②±0.66××1.4③1.2×(①+++0.5②)±1..33×④)設(shè)計(jì)值左風(fēng)右風(fēng)左震右震AB梁左M-182.9222-43.506.91155.20-289.5777-274.5999-286.2000-43.84-447.3666-447.3666V166.5835.98-1.33-30.48260.14249.15251.39181.86261.11261.11梁右M-210.6999-50.35-3.88-91.68-333.7777-326.5888-320.0666-402.2222-163.8555-402.2222V-157.9999-33.86-1.33-30.48-246.4777-238.1111-235.8777-249.5333-170.2888-249.5333BC梁左M-84.10-20.759.53225.03-133.8777