秦皇島學(xué)生宿舍樓鋼筋混凝土框架結(jié)構(gòu)設(shè)計(jì)

本科生畢業(yè)設(shè)計(jì)論文題目秦皇島市學(xué)校宿舍樓鋼筋混凝土框架結(jié)構(gòu)設(shè)計(jì)作者姓名專業(yè)土木工程指導(dǎo)教師2017年6月本科生畢業(yè)設(shè)計(jì)秦皇島學(xué)校宿舍樓鋼筋混凝土框架結(jié)構(gòu)設(shè)計(jì)學(xué)院：建筑工程與力學(xué)學(xué)學(xué)院專業(yè)：土木工程姓名：學(xué)號(hào)：指導(dǎo)教師：答辯日期：2017年6月摘要第1章緒論1.1課題背景本課題為秦皇島市學(xué)校宿舍樓鋼筋混凝土框架結(jié)構(gòu)設(shè)計(jì)，主體結(jié)構(gòu)的形式為多層鋼筋混凝土框架結(jié)構(gòu)，本工程的基礎(chǔ)形式為獨(dú)立基礎(chǔ)。我的畢業(yè)設(shè)計(jì)的主要依據(jù)是材料力學(xué)、結(jié)構(gòu)力學(xué)等課程知識(shí)，畢業(yè)設(shè)計(jì)任務(wù)書(shū)，以及《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012、《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010、《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》GB50007-2011和《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010-2010等設(shè)計(jì)規(guī)范。通過(guò)畢業(yè)設(shè)計(jì)過(guò)程，熟悉建筑結(jié)構(gòu)設(shè)計(jì)的步驟及過(guò)程，掌握結(jié)構(gòu)設(shè)計(jì)規(guī)范和設(shè)計(jì)圖集的應(yīng)用，掌握多層鋼筋混凝土框架結(jié)構(gòu)設(shè)計(jì)的特點(diǎn)及優(yōu)點(diǎn)，熟悉各構(gòu)件的設(shè)計(jì)計(jì)算過(guò)程，掌握節(jié)點(diǎn)的設(shè)計(jì)和具體構(gòu)造。1.2設(shè)計(jì)內(nèi)容結(jié)構(gòu)方案與結(jié)構(gòu)布置：柱網(wǎng)布置、梁格布置、構(gòu)件尺寸估算、選擇材料。荷載統(tǒng)計(jì)：恒荷載、活荷載、風(fēng)荷載、雪荷載。樓屋蓋結(jié)構(gòu)設(shè)計(jì)：?jiǎn)蜗虬逶O(shè)計(jì)、雙向板設(shè)計(jì)、次梁設(shè)計(jì)?？蚣芙Y(jié)構(gòu)豎向和水平荷載作用下的受力分析:框架結(jié)構(gòu)彎矩圖、剪力圖、軸力圖?？蚣芙Y(jié)構(gòu)梁柱荷載組合和截面設(shè)計(jì)?；A(chǔ)設(shè)計(jì)。施工圖繪制。1.3設(shè)計(jì)方法1.樓蓋設(shè)計(jì)：彈性理論方法。2.次梁設(shè)計(jì)：彈性理論方法。3.結(jié)構(gòu)自振周期：頂點(diǎn)位移法。4.：底部剪力法。5.框架結(jié)構(gòu)豎向荷載作用下的受力分析：彎矩二次分配法。6.框架結(jié)構(gòu)水平荷載作用下的受力分析：D值法。1.4工程概況1.4.1自然條件基本風(fēng)壓:。基本雪壓：?？拐鹪O(shè)防烈度為7度，設(shè)計(jì)基本地震加速度值為，抗震設(shè)計(jì)分組為第三組。場(chǎng)地標(biāo)準(zhǔn)冰凍深度為0.85m。1.4.2工程概況1.本工程為為鋼筋混凝土土框架結(jié)構(gòu)。該該宿舍樓結(jié)構(gòu)構(gòu)共5層，底層層層高3.755m，2至5層層高3.33m。結(jié)構(gòu)高高度為16..5m，長(zhǎng)度為56..94m，總總寬度12..9m。2.本建筑結(jié)結(jié)構(gòu)安全等級(jí)級(jí)為二級(jí)，建建筑抗震設(shè)防防類別為丙類類建筑。3.本工程現(xiàn)現(xiàn)澆鋼筋混凝凝土框架結(jié)構(gòu)構(gòu)的抗震等級(jí)級(jí)為三級(jí)。4.本工程設(shè)設(shè)計(jì)基準(zhǔn)期為為50年。第2章結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖的確定第2章結(jié)構(gòu)布置置及計(jì)算簡(jiǎn)圖圖的確定2.1結(jié)構(gòu)布置圖2-1軸網(wǎng)布置圖2.2初估梁柱柱截面尺寸2.2.1框架架梁截面尺寸寸（1）、A--B跨、C--DD跨B--C跨（2）、縱向框架梁A軸：B、C和D軸框架梁尺寸取值值與A軸相同。（3）、橫向次梁2.2.2框架柱柱截面尺寸框架柱選用，，受受力筋選用，。;取截面尺寸為。由初步估算框架柱截截面尺寸，柱軸向壓力力設(shè)計(jì)值按公公式計(jì)算，中柱：邊柱：角柱：由軸壓比初步估算算框架截面尺尺寸：柱截面尺寸符合。第3章荷載統(tǒng)計(jì)第3章荷載統(tǒng)計(jì)計(jì)3.1恒荷載計(jì)計(jì)算1、不上人屋面恒荷荷載（板厚1100mmm）表3-1不上人屋面恒恒荷載（板厚厚100mmm）構(gòu)造層面荷載20厚1:2.55水泥砂漿保保護(hù)層0.02×20＝＝0.425厚1:3水泥泥砂漿找平層層0.025×200＝0.5120厚水泥聚苯苯板保溫層0.12×4.55＝0.5441:6水泥焦渣找找坡0.03×14＝＝0.42100厚現(xiàn)澆鋼筋筋混凝土板25×0.1＝22.5抹灰層：20厚混混合砂漿17×0.02＝＝0.38合計(jì)4.742、標(biāo)準(zhǔn)層樓面恒荷荷載（板厚1100mm）表3-2標(biāo)準(zhǔn)層樓樓面恒荷載（板板厚100mmm）構(gòu)造層面荷載10厚1:2.55水泥彩石子子地面，表面面磨光打蠟0.05＋22××0.01＝＝0.2720厚1:3水泥泥砂漿結(jié)合層層，干后臥銅銅條分隔0.1+20×00.02=00.51.5厚聚氨酯涂涂膜防水層0.120厚1:3水泥泥砂漿找平層層20×0.02＝＝0.4100厚現(xiàn)澆鋼筋筋混凝土板25×0.1＝22.5抹灰層：20厚混混合砂漿17×0.02＝＝0.38合計(jì)4.153、樓梯平臺(tái)板（板板厚100mmm）表3-3樓梯平臺(tái)臺(tái)板（板厚1100mm）構(gòu)造層面荷載10厚1:2.55水泥彩石子子地面，表面面磨光打蠟0.05＋22××0.01＝＝0.2720厚1:3水泥泥砂漿結(jié)合層層，干后臥銅銅條分隔0.1+20×00.02=00.51.5厚聚氨酯涂涂膜防水層0.120厚1:3水泥泥砂漿找平層層20×0.02＝＝0.4（續(xù)表3-3）構(gòu)造層面荷載100厚現(xiàn)澆鋼筋筋混凝土板25×0.1＝22.5抹灰層：20厚混混合砂漿17×0.02＝＝0.38合計(jì)4.154、衛(wèi)生間恒荷載載（板厚1000mm）表3-4衛(wèi)生間間恒荷載（板板厚100mm）構(gòu)造層面荷載小瓷磚地面0.55找平層：15厚水水泥砂漿0.015×200＝0.3結(jié)構(gòu)層：0.1×25＝22.5防水層0.3移動(dòng)隔墻折算荷載載2.0抹灰層：20厚混混合砂漿0.02×17＝＝0.38合計(jì)6.035、陽(yáng)臺(tái)恒荷載表3-5陽(yáng)臺(tái)恒荷載構(gòu)造層面荷載水磨石地面0.65結(jié)構(gòu)層：0.1×25＝22.5抹灰層：10厚混混合砂漿0.02×17＝＝0.38合計(jì)3.536、墻體荷載表3-6填充墻外墻荷荷載（2400mm）構(gòu)造層面荷載墻體自重19×0.24＝＝4.56水刷石外墻面0.5水泥內(nèi)墻面0.35合計(jì)5.41表3-7填充墻內(nèi)墻荷荷載構(gòu)造層面荷載墻體自重19×0.24＝＝4.56水泥粉刷外墻面0.35水泥粉刷內(nèi)墻面0.35合計(jì)5.263.2活荷載計(jì)計(jì)算表3-8活荷載取值序號(hào)類別活荷載標(biāo)準(zhǔn)值1不上人屋面活荷載載0.52宿舍2.03走廊、門廳2.04圖書(shū)室5.05衛(wèi)生間2.56樓梯3.57陽(yáng)臺(tái)2.53.3重力荷載載代表值1.第5層重力力荷載代表值值計(jì)算(1).女兒墻墻的自重標(biāo)準(zhǔn)準(zhǔn)值(2).第5層層屋面板自重重標(biāo)準(zhǔn)值值計(jì)計(jì)算(3).第5層層閣樓自重標(biāo)標(biāo)準(zhǔn)值計(jì)算(4).第5層層梁自重標(biāo)準(zhǔn)準(zhǔn)值計(jì)算(5).第5層層柱自重標(biāo)準(zhǔn)準(zhǔn)值計(jì)算(6).第5層層墻自重標(biāo)準(zhǔn)準(zhǔn)值計(jì)算門窗面積：墻體面積：門窗所占比例：。適適當(dāng)折減門窗窗所占比例，(7).第5層層門窗自重標(biāo)標(biāo)準(zhǔn)值計(jì)算(8).屋面雪雪荷載：屋面活荷載：(9).第5層層重力荷載代代表值(10).第55層重力荷載載設(shè)計(jì)值2.標(biāo)準(zhǔn)層重力力荷載代表值值計(jì)算(1).標(biāo)準(zhǔn)層層樓板自重標(biāo)標(biāo)準(zhǔn)值(2).標(biāo)準(zhǔn)層層梁自重標(biāo)準(zhǔn)準(zhǔn)值與第5層相同，(3).標(biāo)準(zhǔn)層層柱自重標(biāo)準(zhǔn)準(zhǔn)值(4).標(biāo)準(zhǔn)層層墻自重標(biāo)準(zhǔn)準(zhǔn)值(5).標(biāo)準(zhǔn)層層門窗自重標(biāo)標(biāo)準(zhǔn)值(6).標(biāo)準(zhǔn)層層活荷載標(biāo)準(zhǔn)準(zhǔn)值(取50%)(7).標(biāo)準(zhǔn)層層重力荷載代代表值(8).標(biāo)準(zhǔn)層層重力荷載設(shè)設(shè)計(jì)值3.第1層重力力荷載代表值值第一層與標(biāo)準(zhǔn)層差差別在于門窗窗洞口開(kāi)口面面積，適當(dāng)減減小門窗洞口口所占比例，本科生畢業(yè)設(shè)計(jì)第4章構(gòu)件設(shè)計(jì)第4章構(gòu)件設(shè)計(jì)計(jì)4.1樓板設(shè)計(jì)計(jì)4.1.1設(shè)計(jì)計(jì)資料樓板選取混凝土強(qiáng)強(qiáng)度等級(jí)，受受力鋼筋為HHRB3355級(jí)鋼筋，分分布鋼筋為HHPB3000級(jí)鋼筋。4.1.2荷載載設(shè)計(jì)值恒荷載分項(xiàng)系數(shù)取取，因樓面活活荷載標(biāo)準(zhǔn)值值小于，所以以活荷載分項(xiàng)項(xiàng)系數(shù)應(yīng)取，于于是板：恒荷載設(shè)計(jì)值：宿舍、走廊：衛(wèi)生間：活荷載設(shè)計(jì)值：宿舍、走廊：衛(wèi)生間：荷載總設(shè)計(jì)值：宿舍、走廊：衛(wèi)生間:4.1.3彎矩計(jì)計(jì)算跨中最大彎矩為當(dāng)當(dāng)內(nèi)支座固定定時(shí)在作用下下的跨中彎矩矩值，與內(nèi)支支座鉸支時(shí)在在作用下的跨跨中彎矩之和和，混凝土的的泊松比為，支支座最大負(fù)彎彎矩為當(dāng)支座座固定是作用用下的支座彎彎矩。根據(jù)不同的支撐情情況，整個(gè)樓樓板可以分為為區(qū)格板。樓樓板布置如圖圖4.1所示。1.雙向板B3區(qū)區(qū)格板(1).圖4-1樓板平面布置圖(2).跨內(nèi)彎彎矩計(jì)算簡(jiǎn)圖圖(3).跨內(nèi)彎彎矩當(dāng)時(shí)，當(dāng)時(shí)，(4).支座彎彎矩計(jì)算簡(jiǎn)圖圖(5).支座彎彎矩其他雙向板計(jì)算方方法相同，計(jì)計(jì)算結(jié)果見(jiàn)表表4.1，表4-1雙向板板計(jì)算板類別B2B1B4B5B6B7B80.670.560.670.670.580.70.644.354.726.854.541.681.421.532.171.622.492.060.610.760.71-7.60-7.96-14.25-7.94-2.81-2.52-2.65-5.75-5.51-10.77-5.77-1.96-1.95-1.962.單向板B100區(qū)格板取板寬作為計(jì)算單元元，按彈性理理論計(jì)算，BB10的計(jì)算算跨度為?？伎紤]到，跨中中板兩端梁的的嵌固作用，取為；因?yàn)橹ё鶅啥瞬皇峭耆豆?，故支座彎矩為。彎矩?jiàn)表4-2。表4-2單向板彎彎矩計(jì)算表截面跨中支座截面跨中支座彎矩系數(shù)3.43-2.544.1.4截面設(shè)設(shè)計(jì)1.雙向板B3區(qū)區(qū)格板板保護(hù)層厚度取，假假定選用B10鋼筋作為為受力主筋，則則短跨方向跨跨中截面有效效高度（短跨跨方向鋼筋放放置在長(zhǎng)跨方方向鋼筋的外外側(cè)）：方向的有效高度：：mm支座處均為。截面面彎矩設(shè)計(jì)值值考慮折減。板板筋選用，=300N/mm22。選配B8@2000，實(shí)際。表4-3雙向板截面配筋項(xiàng)目截面配筋實(shí)際B3l800.8×3.944=3.155134B8@160279l700.8×1.688=1.34464B8@200252B2l800.8×4.355=3.488148B8@200252l700.8×2.177=1.74484B8@200252跨中B1l800.8×4.722=3.788161B8@200252l700.8×1.622=1.30063B8@150302B4l807.35320B8@200352l703.86189B8@200252B5l800.8×4.544=3.633154B8@200252l700.8×2.066=1.65580B8@200252支座B3—B3800.8×6.688=5.344229B10@160302B3—B2800.8×5.755=4.6197B10@120302B2—B1800.8×5.755=4.6197B10@160302B2—B4800.8×7.600=6.088262B8@200302B1—B1800.8×7.966=6.377275B8@200302B1—B1800.8×10.777=8.662377B8@140402B4—B2800.8×14.225=11..4509B8@160550B4—B5800.8×2.522=2.02285B8@200302B4—B4800.8×5.777=4.622197B8@200302B2—B5800.8×2.522=2.02285B8@200302驗(yàn)算：滿足要求。2.單向板B100區(qū)格板板保護(hù)層厚度取，假假定選用B10鋼筋作為為受力主筋，板板截面有效高高度：支座處均為。截面面彎矩設(shè)計(jì)值值不考慮折減減。選配B8@2000，實(shí)配，最小配筋率驗(yàn)算：：滿足要求。支座處計(jì)算方法相相同，選配BB8@2000，實(shí)配。4.2樓蓋板設(shè)設(shè)計(jì)4.2.1設(shè)計(jì)計(jì)資料樓蓋板混凝土強(qiáng)度度等級(jí)，受力力鋼筋為HRRB335級(jí)級(jí)鋼筋，分布布鋼筋為HPPB300級(jí)級(jí)鋼筋。4.2.2荷載載設(shè)計(jì)值恒荷載分項(xiàng)系數(shù)取取，樓面活荷荷載標(biāo)準(zhǔn)值小小于，活荷載載分項(xiàng)系數(shù)取取。于是板：恒荷載設(shè)設(shè)計(jì)值：活荷載設(shè)計(jì)值：，4.2.3樓蓋蓋板計(jì)算樓蓋板同樓板，計(jì)計(jì)算過(guò)程略。樓樓蓋板見(jiàn)圖4.2，計(jì)算算過(guò)程見(jiàn)表44-4。圖4-2樓蓋板板平面布置圖圖表4-4樓蓋蓋板計(jì)算截面項(xiàng)目ho/mmM/kN·mAs/mm2配筋實(shí)際As/mm22跨中B3l800.8×3.944=3.155134B8@160279l700.8×1.688=1.34464B8@200252B2l800.8×4.355=3.488148B8@200252l700.8×2.177=1.74484B8@200252B1l800.8×4.722=3.788161B8@200252l700.8×1.622=1.30063B8@150302B4l807.35225B8@200252l703.86189B8@200252B5l800.8×4.544=3.633154B8@200252l700.8×2.066=1.65580B8@200252(續(xù)表4-4)截面項(xiàng)目ho/mmM/kN·mAs/mm2配筋實(shí)際As/mm22支座B3—B3800.8×6.688=5.344229B8@180325B3—B2800.8×5.755=4.6197B8@130426B2—B1800.8×5.755=4.6197B8@180325B2—B4800.8×7.600=6.088262B8@200302B1—B1800.8×7.966=6.377275B8@180325B1—B1800.8×10.777=8.662377B8@140402B4—B2800.8×14.225=11..4509B8@200302B4—B5800.8×2.522=2.02285B8@200302B4—B4800.8×5.777=4.622197B8@200302B2—B5800.8×2.522=2.02285B8@2003024.3次梁設(shè)計(jì)計(jì)圖4-3次梁尺寸及平面布布置圖標(biāo)準(zhǔn)層次梁配筋計(jì)計(jì)算（200mmm×4500mm）1．荷載設(shè)計(jì)值次梁承受荷載包括括：板傳遞荷荷載、墻體荷荷載和次梁荷荷載。板傳遞荷載：墻體荷載：g=55.26×33.3=177.36次梁自重：梁自重抹灰層合計(jì)2．內(nèi)力計(jì)算彎矩設(shè)計(jì)值：剪力設(shè)計(jì)值：3．配筋計(jì)算(1).正截面面受彎承載力力計(jì)算正截面受彎配筋計(jì)計(jì)算的時(shí)候，根根據(jù)規(guī)范規(guī)定定，在梁跨內(nèi)內(nèi)要按T型截截面計(jì)算，。環(huán)環(huán)境類別為一一級(jí)，，C330混凝土，HHRB4000級(jí)鋼筋。一一排縱向鋼筋筋：，，,，，。屬于第一類T型截截面。，選用3C22，。，滿足。支座處按構(gòu)造要求求配負(fù)筋：選配2C14，，全全跨通長(zhǎng)。(2).斜截面面受剪承載力力計(jì)算，截面尺寸按下式式驗(yàn)算：，滿足要求。采用BB8雙肢箍筋筋。，箍筋間距s==150mmm取B6@150，，滿滿足最小配筋筋率要求。頂層配筋計(jì)算同上上4.4樓梯設(shè)計(jì)計(jì)4.4.1設(shè)計(jì)計(jì)資料標(biāo)準(zhǔn)層樓梯計(jì)算1．樓梯形式：平平行雙跑樓梯梯2．踏步尺寸：，層層高為3．材料：C300混凝土，HHPB3000、HRB3335級(jí)鋼筋筋4．樓梯上均布荷荷載標(biāo)準(zhǔn)值：：樓梯示意圖見(jiàn)圖44-4。圖4-4樓梯平平面示意圖4.4.2梯板設(shè)設(shè)計(jì)取板厚為。板的傾傾斜角度，，取1mm板帶計(jì)算。1．荷載統(tǒng)計(jì)分項(xiàng)系數(shù)，分項(xiàng)系系數(shù)，荷載統(tǒng)統(tǒng)計(jì)見(jiàn)表4--5。表4-5斜板荷載載統(tǒng)計(jì)荷載種類荷載標(biāo)準(zhǔn)值/kN·m--1恒荷載混凝土斜板板底抹灰小計(jì)6.10活荷載3.5總荷載統(tǒng)計(jì)值：。2．截面設(shè)計(jì)計(jì)算跨度，彎矩，板的有效高度：。圖4-5樓梯板板配筋詳圖得：選配B10@1550，實(shí)配鋼鋼筋為，分布筋每級(jí)踏踏步至少1根根A8。配筋圖圖見(jiàn)圖4.55。4.4.3平臺(tái)板板設(shè)計(jì)平臺(tái)板厚取為，取取。1．荷載統(tǒng)計(jì)表4-6平臺(tái)板荷荷載統(tǒng)計(jì)荷載種類荷載標(biāo)準(zhǔn)值/kN·m--1恒荷載水磨石地面1.28×0.665=0.883270厚混凝土板0.1×25=22.5板底抹灰0.01×17==0.17小計(jì)3.502活荷載3.5總荷載統(tǒng)計(jì)值：。2．截面設(shè)計(jì)計(jì)算跨度：選用B8鋼筋作為為受力主筋，板板的有效高度度為：，則選配B8@2000，實(shí)際配筋筋。，則選配B8@2000，實(shí)際配筋筋。4.4.4平臺(tái)梁梁設(shè)計(jì)1．荷載統(tǒng)計(jì)表4-7平臺(tái)梁荷荷載統(tǒng)計(jì)荷載種類荷載標(biāo)準(zhǔn)值/kN·m--1自重梁自重0.2×(0.335-0.11)×25==1.25梁測(cè)粉刷0.01×(0..35-0..1)×2××17=0..0850小計(jì)1.34平臺(tái)板傳來(lái)3.502×1..18/2==2.07梯段板傳來(lái)6.1×2.8//2=8.554總荷載統(tǒng)計(jì)值：。2．截面設(shè)計(jì)平臺(tái)梁截面尺寸為為：。計(jì)算跨度：彎矩設(shè)計(jì)值：剪力設(shè)計(jì)值：梁的有效高度：選配3B12，實(shí)實(shí)際配筋。,選配2B12，實(shí)實(shí)際配筋,全跨通長(zhǎng)。斜截面受剪承載力力：，，滿足，按構(gòu)造配筋即可可。選B6@1500。第5章橫向水平荷載作用下框架內(nèi)力及側(cè)移計(jì)算第5章橫向水平荷載作用用下框架內(nèi)力力及側(cè)移計(jì)算算5.1框架側(cè)移移剛度的計(jì)算算5.1.1框架架梁線剛度計(jì)計(jì)算表5-1框架梁線線剛度Kb計(jì)算類別Eb×h/m2l/mI0/m41.5I0或2I0/m4Ec邊框架梁3×1070.3×0.65.400.00540.00814.50×10443×1070.3×0.32.100.00070.00111.57×1044中框架梁3×1070.3×0.65.400.00540.01086.0×1043×1070.3×0.32.100.00070.00142.0×1045.1.2框架架柱線剛度計(jì)計(jì)算表5-2柱線剛度度Kc計(jì)算層次hc/mEc/b×h/m2Ic/m4Ec2~53.33×1070.5×0.50.00524.73×104414.253×1070.5×0.50.00523.67×10445.1.3柱的的側(cè)移剛度計(jì)計(jì)算表5-3框架柱的的側(cè)移剛度DD值樓層根數(shù)五~二層A軸邊框邊柱4.73×10440.9510.322167832A軸中框邊柱4.73×10441.2680.3882022310B軸邊框中柱4.73×10441.2830.391203792B軸中框中柱4.73×10441.6910.4582387210C軸邊框中柱4.73×10441.2830.391203792C軸中框中柱4.73×10441.6910.4582387210D軸邊框邊柱4.73×10440.9510.322167832D軸中框邊柱4.73×10441.2680.3882022310989790（續(xù)表5-3）樓層根數(shù)底層A軸邊框邊柱3.67×10441.2260.463112892A軸中框邊柱3.67×10441.6350.5871431210B軸邊框中柱3.67×10441.6540.589143612B軸中框中柱3.67×10442.1800.5721394710C軸邊框中柱3.67×10441.6540.589143612C軸中框中柱3.67×10442.1800.5721394710D軸邊框邊柱3.67×10441.2260.463112892D軸中框邊柱3.67×10441.6350.58714312106677805.2橫向水平平地震作用下下框架內(nèi)力及及側(cè)移計(jì)算5.2.1橫向向自振周期計(jì)計(jì)算1．采用假想頂點(diǎn)位位移法計(jì)算結(jié)結(jié)構(gòu)基本自振振周期。表5-4假想頂點(diǎn)點(diǎn)位移計(jì)算樓層59261.109261.109897900.00090.1850411762.06621023.1669897900.02120.1841311762.06632785.2229897900.03310.1629211762.06644547.2889897900.04500.1298112098.24456645.5226677800.08480.08482．計(jì)算結(jié)構(gòu)基本自振振周期，計(jì)算算過(guò)程見(jiàn)下表表。表5-5能量法計(jì)計(jì)算結(jié)構(gòu)基本本自振周期樓層59261.100.18501719.78318.16（續(xù)表5-5）樓層411762.0660.18412165.40398.65311762.0660.16291916.04312.12211762.0660.12981526.72198.17112098.2440.08481025.9387.00總計(jì)8353.871314.103.采用經(jīng)驗(yàn)公公式計(jì)算結(jié)構(gòu)構(gòu)基本自振周周期，計(jì)算如如下：5.2.2水平地地震作用及樓樓層地震剪力力計(jì)算本工程所在場(chǎng)地為為7度設(shè)防，設(shè)設(shè)計(jì)地震分組組為第三組，場(chǎng)場(chǎng)地類別為，結(jié)結(jié)構(gòu)的基本自自振周期采用用能量法的計(jì)計(jì)算結(jié)果，即即。查表得，。因，則地震影響系數(shù)數(shù)為，故。表5-6各層水平平地震作用標(biāo)標(biāo)準(zhǔn)值、樓層層地震剪力計(jì)計(jì)算樓層59261.1017.45161606.220595878.777862.18862.18411762.06614.15166433.115887.931750.11311762.06610.85127618.335680.852430.96211762.0667.5588803.555473.772904.73112098.2444.2551417.522274.313179.04圖5-1水平平地震簡(jiǎn)圖5.2.3水平地地震作用下位位移及剛重比比和剪重比驗(yàn)驗(yàn)算1．水平地震作用下下位移用D值法來(lái)計(jì)算算表5-7橫向水平平地震作用下下樓層層間位位移計(jì)算層次5862.189897900.000941750.119897900.001832430.969897900.002522904.739897900.002913179.046677800.0048由上表可得：層間位移滿足要求求。2．剛重比和剪重比比驗(yàn)算表5-8各層剛重比比和剪重比計(jì)計(jì)算表樓層/kN/kN53.39897903266307862.189261.1011149.899292.950.09343.398979032663071750.1121023.16625440.855128.390.08333.398979032663072430.9632785.22239731.81182.210.07423.398979032663072904.7344547.28854022.77760.460.06514.2566778028380653179.0456645.52268717.15541.300.056由上表可看出：，滿足穩(wěn)定要求。5.2.4水平平地震作用下下框架內(nèi)力計(jì)計(jì)算采用D值法，計(jì)算算⑤軸線橫向向框架內(nèi)力。1.反彎點(diǎn)高度計(jì)計(jì)算表5-9反彎點(diǎn)高高度比計(jì)算樓層A、D軸中框架柱柱B、C軸中框架柱柱5k=1.268yααy=0.363k=1.691yααy=0.3854k=1.268yαααy=0.45k=1.691yαααy=0.45（續(xù)表5-9）樓層A、D軸中框架柱柱B、C軸中框架柱柱3k=1.268yαααy=0.463k=1.691yαααy=0.4852k=1.268yαααy=0.5k=1.691yαααy=0.51k=1.635yααy=0.65k=2.180yααy=0.6322．柱端彎矩及剪力力計(jì)算表5-10水平地地震作用下柱柱端彎矩及剪剪力計(jì)算柱樓層A、D軸5862.18202239897900.020417.590.3631.2036.9421.1241750.1135.700.4501.4964.6253.1932430.9649.590.4631.5387.7775.8722904.7359.260.5001.6597.7897.7813179.04143126677800.021468.030.6502.76101.36187.76B、C軸5862.18238729897900.024120.780.3851.2742.1826.3941750.1142.180.4501.4976.3562.8532430.9658.590.4851.6099.6093.7422904.7370.000.5001.65115.50115.5013179.04139476677800.020966.440.6322.69103.65178.72注：表中M單位，V單位。3．梁端彎矩、剪力力及柱軸力計(jì)計(jì)算表5-11梁端彎彎矩計(jì)算樓層柱端彎矩柱端彎矩之和（kN·m）5-36.9436.9436.94421.1285.7485.7464.62353.19140.96140.9687.77275.87173.65173.6597.78197.78199.14199.14101.36表5-12梁端彎彎矩計(jì)算樓層柱端彎矩柱端彎矩之和5-42.186.0×1042.0×10431.6410.5442.18426.39102.746.0×1042.0×10477.0625.6876.35362.85162.456.0×1042.0×104121.8440.6199.60293.74209.246.0×1042.0×104156.9352.31115.501115.50219.156.0×1042.0×104164.3654.79103.65注：表中，單位為為。表5-13梁端剪剪力計(jì)算樓層536.9431.6412.7010.5410.5410.04485.7477.0630.1525.6825.6824.463140.96121.8448.6740.6140.6138.682173.65156.9361.2252.3152.3149.821199.14164.3667.3154.7954.7952.18注：表中單位為，的單位為。表5-14柱軸力力計(jì)算（受壓壓為正）樓層511.7711.7711.7710.04-1.7310.0411.771.7311.77-11.77430.1541.9230.1524.46-7.4224.4630.157.4230.15-41.92348.6790.5948.6738.68-17.4138.6848.6717.4148.67-90.59261.22151.8161.2249.82-28.8149.8261.2228.8161.22-151.81167.31219.1267.3152.18-43.9452.1867.3143.9467.31-219.12注：1）柱中的表表示；2）的單位為，的單位位為。水平地震作用下彎彎矩圖、剪力力圖和軸力圖圖如圖5.22所示。圖5-2-1水平地震作用用下框架彎矩矩圖圖5-2-2水平地震作用用下框架剪力力圖圖5-2-3水平地震作用用下框架軸力力圖5.3橫向水平風(fēng)風(fēng)荷載作用下下框架內(nèi)力及及側(cè)移計(jì)算5.3.1橫向向框架在風(fēng)荷荷載作用下的的計(jì)算簡(jiǎn)圖1．垂直于建筑物物表面上的風(fēng)風(fēng)荷載標(biāo)準(zhǔn)值值計(jì)算垂直于建筑物表面面上的風(fēng)荷載載標(biāo)準(zhǔn)值當(dāng)計(jì)計(jì)算主要承重重結(jié)構(gòu)時(shí)按下下式來(lái)計(jì)算：：，基本風(fēng)壓，類別別為類，結(jié)構(gòu)構(gòu)總高度為。查《建筑結(jié)構(gòu)荷載載規(guī)范》得風(fēng)風(fēng)壓高度變化化系數(shù)；；根據(jù)《建筑結(jié)構(gòu)荷荷載規(guī)范》對(duì)對(duì)于“高度小小于30m且且高寬比小于于1.5的房房屋，不考慮慮風(fēng)壓脈動(dòng)對(duì)對(duì)結(jié)構(gòu)產(chǎn)生順順風(fēng)向風(fēng)震的的影響”。取取。表5-15各層層樓面處集中中風(fēng)荷載標(biāo)準(zhǔn)準(zhǔn)值樓層10.651.01.30.453.753.38.8520.651.01.30.453.33.38.2830.651.01.30.453.33.38.2840.651.01.30.453.33.38.2850.691.01.30.453.30.95.592.風(fēng)荷載作用下下的計(jì)算簡(jiǎn)圖圖圖5-3風(fēng)荷載載作用下的計(jì)計(jì)算簡(jiǎn)圖5.3.2風(fēng)荷荷載作用下的的水平位移驗(yàn)驗(yàn)算1．框架梁柱線剛剛度和側(cè)移剛剛度D計(jì)算表5-16柱側(cè)側(cè)移剛度D值值計(jì)算樓層根數(shù)二~五層A軸邊柱4.73×10441.2680.388202231B軸中柱4.73×10441.6910.458238721C軸中柱4.73×10441.6910.458238721D軸邊柱4.73×10441.2680.38820223188190底層A軸邊柱3.67×10441.6350.587143121B軸中柱3.67×10442.1800.572139471C軸中柱3.67×10442.1800.572139471D軸邊柱3.67×10441.6350.587143121565182.風(fēng)荷載作用用下框架側(cè)移移計(jì)算表5-17風(fēng)荷荷載作用下框框架樓層層間間側(cè)移與層高高之比計(jì)算樓層55.595.59881900.00006333.31/5238148.2813.87881900.00015773.31/2101938.2822.15881900.00025113.31/1314728.2830.43881900.00034553.31/956518.8539.28565180.00069554.251/6115，，側(cè)移滿足規(guī)范要要求。5.3.3風(fēng)荷載載作用下框架架結(jié)構(gòu)內(nèi)力計(jì)計(jì)算1．反彎點(diǎn)計(jì)算表5-18反彎彎點(diǎn)高度比計(jì)計(jì)算樓層A、D軸中框架柱B、C軸中框架柱5k=1.268yααy=0.363k=1.691yααy=0.3854k=1.268yαααy=0.45k=1.691yαααy=0.453k=1.268yαααy=0.463k=1.691yαααy=0.4852k=1.268yαααy=0.5k=1.691yαααy=0.51k=1.635yααy=0.623k=2.180yααy=0.552．柱端彎矩及剪剪力計(jì)算表5-19風(fēng)載載作用各層柱柱端彎矩及剪剪力計(jì)算柱樓層A、D軸55.5920223881900.2291.280.3631.202.691.54413.8720223881900.2293.180.4501.495.764.74322.1520223881900.2295.070.4631.538.977.76230.4320223881900.2296.970.5001.6511.5011.50139.2814312565180.2539.940.6232.6515.9026.34B、C軸55.5923872881900.2711.510.3851.273.071.92413.8723872881900.2713.760.4501.496.815.60322.1523872881900.2716.000.4851.6010.209.60230.4323872881900.2718.250.5001.6513.6113.61139.2813947565180.2479.700.5502.3418.5322.703．梁端彎矩、剪剪力及柱軸力力計(jì)算表5-20梁端端彎矩計(jì)算樓層柱端彎矩柱端彎矩之和5-2.692.692.6941.547.307.305.7634.7413.7113.718.9727.7619.2619.2611.50111.5027.4027.4015.90注：表中量剛為。表5-21梁端端彎矩計(jì)算樓層柱端彎矩柱端彎矩之和5-3.076.0×1042.0×1042.300.773.0741.928.736.0×1042.0×1046.552.186.8135.6015.806.0×1042.0×10411.853.9510.2029.6023.216.0×1042.0×10417.415.8013.61113.6132.146.0×1042.0×10424.118.0318.53注：表中量剛為，量剛為。表5-22梁端端剪力計(jì)算樓層52.692.300.920.770.770.7347.306.552.562.182.182.08313.7111.854.733.953.953.76219.2617.416.795.805.805.52127.4024.119.548.038.037.65注：表中單位為，V的單位為。表5-23柱軸軸力計(jì)算（受受壓為正）樓層50.920.920.920.73-0.190.730.920.190.92-0.9242.563.482.562.08-0.672.082.560.672.56-3.4834.738.214.733.76-1.643.764.731.644.73-8.2126.7915.006.795.52-2.915.526.792.916.79-15.0019.5424.549.547.65-4.807.659.544.809.54-24.54注：1）柱軸力中中的；2）的單位為，的的單位為。圖5-4-1風(fēng)風(fēng)荷載作用下下框架彎矩圖圖圖5-4-2風(fēng)風(fēng)荷載作用下下框架剪力圖圖圖5-4-3風(fēng)風(fēng)荷載作用下下框架軸力圖圖本科生畢業(yè)設(shè)計(jì)第6章豎向荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算第6章豎向荷載作用下框框架結(jié)構(gòu)內(nèi)力力計(jì)算6.1計(jì)算單元?、葺S線進(jìn)行計(jì)算，計(jì)計(jì)算單元寬度度為6.6mm，單向板和和雙向板的劃劃分以及荷載載傳遞路徑如如圖6.1所示。圖6-1計(jì)算簡(jiǎn)圖6.2荷載計(jì)算算6.2.1恒荷荷載計(jì)算1第1層恒荷載載計(jì)算圖6-2⑤軸線框架梁梁受力簡(jiǎn)圖aa圖6-2⑤軸線框架梁梁受力簡(jiǎn)圖bb.計(jì)算=1\*GB3①.板傳遞荷載=2\*GB3②.梁自重及抹抹灰梁自重：梁抹灰：小計(jì)：=3\*GB3③.墻體荷載所以，.計(jì)算部分只有梁自重及及抹灰。(3).計(jì)算是KLA傳來(lái)的集中力，KLA計(jì)計(jì)算簡(jiǎn)圖如下下。圖6-3KLB計(jì)算簡(jiǎn)圖aa圖6-3KLB計(jì)算簡(jiǎn)圖①.計(jì)算。包括括梁自重、抹抹灰及梁上墻墻體荷載。梁自重：梁抹灰：KL上墻體荷載：：故：②.板傳遞荷載載。板傳來(lái)三角形荷載，等效轉(zhuǎn)化為均布荷載：③.計(jì)算。FCL為梁和、：為板傳來(lái)的荷載，均布荷荷載：所以，。綜上，。(4)計(jì)算是傳來(lái)來(lái)的，計(jì)算簡(jiǎn)圖如如下。圖6-4KLC計(jì)算簡(jiǎn)圖6-4KLC計(jì)算簡(jiǎn)簡(jiǎn)圖①.計(jì)算。包括括梁自重、抹抹灰及梁上墻墻體荷載。梁自重：梁抹灰：上墻體荷載：故：。②.計(jì)算。為為單向板傳來(lái)來(lái)荷載：③.計(jì)算。為為板傳來(lái)，等等效轉(zhuǎn)化為：：④.計(jì)算（同上上）所以，。第2~4層與第1層層完全相同。而而第5層與第1層除荷載不不同，其它過(guò)過(guò)程完全相同同。計(jì)算簡(jiǎn)圖圖如下：圖6-5恒荷載作用下的的計(jì)算簡(jiǎn)圖6.2.2活荷荷載計(jì)算活荷載作用下的內(nèi)內(nèi)力與恒荷載載計(jì)算過(guò)程相相同。經(jīng)計(jì)算算得出其計(jì)算算簡(jiǎn)圖，如圖圖6.10所示示。圖6-6活荷載作用下的的計(jì)算簡(jiǎn)圖6.2.3重力力荷載代表值值計(jì)算對(duì)于屋面，重力荷荷載代表值取取全部的和50%的雪荷載（基本雪壓為）；對(duì)于樓層層，重力荷載代代表值取全部部的恒荷載和50%的樓面活荷載載。1.第1層重力力荷載代表值值計(jì)算(1).(2).(3).(4).第2~4層與第1層層情況相同。2.第5層重力力荷載代表值值計(jì)算(1).雪荷載載作用下計(jì)算算圖6.7⑤軸軸線第五層框框架簡(jiǎn)圖a圖6-7⑤軸線線第五層框架架簡(jiǎn)圖b(2).雪荷荷載作用下計(jì)計(jì)算是KLB傳來(lái)的集中力①.板傳來(lái)荷載載，均布荷載載：②.計(jì)算為次梁傳遞的集中中荷載。所以，。(3).雪荷載載作用下計(jì)算算。=1\*GB3①.板傳來(lái)三角形形荷載：=2\*GB3②.單向板傳遞荷荷載：=3\*GB3③.所以，。圖6-8⑤軸線線框架在重力力荷載代表值值作用下的計(jì)計(jì)算簡(jiǎn)圖6.3內(nèi)力計(jì)算梁端、柱端彎矩。其其中表值彎矩矩計(jì)算過(guò)程及及所得的彎矩矩如圖6.119~6.221所示。圖6-21恒荷載作作用二次分配配圖6-20活荷荷載作用二次次分配圖6-19重力荷載代代表值作用二二次分配梁端剪力可根據(jù)梁梁上豎向荷載載引起的剪力力與梁端彎矩矩引起的剪力力疊加而得。柱柱軸力可由梁梁端剪力和節(jié)節(jié)點(diǎn)集中力疊疊加得到。計(jì)計(jì)算柱底軸力力還需考慮柱柱的自重，計(jì)計(jì)算過(guò)程詳見(jiàn)見(jiàn)表6-1~~6-12。表6-1恒荷載載作用下ABB跨梁端剪力力計(jì)算層次BC跨CD跨q/kN·m--1l/mql/2/kNNVB=VC/kNNq/kN·m--1l/mql/2/kNNVC=VD/kNN517.885.448.2848.281.572.11.651.65441.775.4112.78112.781.572.11.651.65341.775.4112.78112.781.572.11.651.65241.775.4112.78112.781.572.11.651.65141.775.4112.78112.781.572.11.651.65表6-2恒載彎彎矩作用下梁梁端剪力計(jì)算算層次BC跨CD跨MBMClVBVCVC=VD/kN·m/kN·m/m/kN/kN/kN5-32.17-34.445.4-0.420.4204-81.35-83.985.4-0.490.4903-83.58-85.885.4-0.430.4302-84-86.175.4-0.400.4001-75.32-79.575.4-0.790.790表6-3恒載作用用下梁端剪力力及柱軸力/kN總剪力柱軸力BC跨CD跨B柱C柱層次VBVCVC=VDNNNN547.8648.701.65170.25190.87191.17211.804112.29113.271.65484.91505.53567.13587.763112.35113.211.65799.63820.25943.03963.662112.38113.181.651114.371134.991318.911339.541111.99113.571.651428.731455.291695.171721.73表6-4恒載作作用下柱剪力力層次恒荷載作用下B柱C柱上端下端剪力上端下端剪力/kN·m/kN·m/kN/kN·m/kN·m/kN532.1737.81-1.7130.1835.91-1.74443.5441.790.5341.4139.920.45341.7941.450.1039.9239.690.07242.5549.07-1.9840.5445.99-1.65126.2513.123.0925.2912.652.97表6-5活荷載載作用下ABB跨梁端剪力力計(jì)算層次BC跨CD跨q/kN·m--1l/mql/2/kNNVB=VC/kNNq/kN·m--1l/mql/2/kNNVC=VD/kNN51.475.43.973.9702.10045.895.415.9015.9002.10035.895.415.9015.9002.10025.895.415.9015.9002.10015.895.415.9015.9002.100表6-6活載彎彎矩作用下梁梁端剪力計(jì)算算層次BC跨CD跨MBMClVBVCVC=VD/kN·m/kN·m/m/kN/kN/kN5-3.15-3.195.4-0.010.0104-11.28-11.685.4-0.070.0703-11.8-12.115.4-0.060.0602-11.87-12.155.4-0.050.0501-10.65-11.215.4-0.100.100表6-7活載作作用下梁端剪剪力及柱軸力力/kNN總剪力柱軸力BC跨CD跨B柱C柱層次VBVCVC=VDNNNN53.963.98011.5432.1715.2235.84415.8315.98078.3498.9696.02116.64315.8515.960145.15165.77176.80197.43215.8515.950211.96232.59257.58278.21115.8016.010278.73305.29338.42364.98表6-8活載作作用下柱剪力力層次恒荷載作用下B柱C柱上端下端剪力上端下端剪力/kN·m/kN·m/kN/kN·m/kN·m/kN53.154.95-0.553.014.75-0.5346.335.90.136.015.670.1035.95.860.015.675.630.0126.0110.65-1.415.756.53-0.2413.711.860.443.591.790.42表6-9重力荷載載代表值作用用下AB跨梁梁端剪力計(jì)算算層次BC跨CD跨q/kN·m--1l/mql/2/kNNVB=VC/kNNq/kN·m--1l/mql/2/kNNVC=VD/kNN518.265.449.349.31.572.11.651.65444.125.4119.12119.121.572.11.651.65344.125.4119.12119.121.572.11.651.65244.125.4119.12119.121.572.11.651.65144.125.4119.12119.121.572.11.651.65表6-10重力力荷載代表值值彎矩作用下下梁端剪力計(jì)計(jì)算層次BC跨CD跨MBMClVBVCVC=VD/kN·m/kN·m/m/kN/kN/kN5-33.28-35.55.4-0.410.4104-87-89.855.4-0.530.5303-89.56-92.025.4-0.460.4602-90.02-92.335.4-0.430.4301-80.72-85.265.4-0.840.840表6-11重力力荷載代表值值作用下梁端端剪力及柱軸軸力/kkN總剪力柱軸力BC跨CD跨B柱C柱層次VBVCVC=VDNNNN548.8949.711.65173.18193.80194.95215.584118.59119.651.65509.31529.93599.39620.023118.66119.581.65845.51866.131003.761024.392118.69119.551.651181.731202.361408.111428.731118.28119.961.651517.551544.111812.861839.43表6-12重力力荷載代表值值作用下柱剪剪層次恒荷載作用下B柱C柱上端下端剪力上端下端剪力/kN·m/kN·m/kN/kN·m/kN·m/kN533.2840.19-2.0931.2638.2-2.10446.8144.780.6244.542.790.52344.7844.420.1142.842.550.08245.652.59-2.1243.4649.31-1.77128.1314.073.3127.1113.563.19圖6-20框架架在恒荷載作作用下彎矩圖圖圖6-21框架架在恒荷載作作用下剪力圖圖圖6-22框架架在恒荷載作作用下軸力圖圖圖6-23框架架在活荷載作作用下彎矩圖圖圖6-24框架架在活荷載作作用下剪力圖圖圖6-25框架架在活荷載作作用下軸力圖圖圖6-26框架架在重力荷載載作用下彎矩矩圖圖6-27框架架在重力荷載載作用下剪力力圖圖6-28框架架在重力荷載載作用下軸力力圖第7章框架結(jié)構(gòu)內(nèi)力組合第7章框架結(jié)構(gòu)內(nèi)力組合合7.1一般規(guī)定7.1.1梁端負(fù)負(fù)彎矩調(diào)幅《高規(guī)》規(guī)定：“當(dāng)考慮結(jié)構(gòu)構(gòu)塑性內(nèi)力充充分布影響時(shí)時(shí)，應(yīng)在內(nèi)力力組合之前對(duì)對(duì)豎向荷載作作用下的內(nèi)力力進(jìn)行調(diào)幅（梁梁端負(fù)彎矩調(diào)調(diào)幅系數(shù)取00.85），水水平荷載作用用下的彎矩不不能調(diào)幅”。7.1.2控制截截面框架梁的控制截面面通常是梁端端支座截面和和跨中截面?？蚩蚣芰旱目刂浦平孛孀畈焕麅?nèi)力組合有有以下幾種：：：及對(duì)應(yīng)的（），有有時(shí)需；：及對(duì)應(yīng)的（），及及相應(yīng)的?？蚣苤耐ǔＪ?。的控制截面組合有有以下：柱截面：及相應(yīng)的的、；及相應(yīng)的、；及相應(yīng)的、。7.1.3內(nèi)力換換算梁支座邊緣處的內(nèi)內(nèi)力值：(7.1))(7..2)式中；；；；；。7.1.4荷載載效應(yīng)組合的的種類1.非抗震設(shè)設(shè)計(jì)時(shí)的基本本組合以效應(yīng)控制的組合：：；以效應(yīng)控制的組合：：；考慮組合時(shí)：。2.地震作用用效應(yīng)和其他他荷載效應(yīng)的的基本組合：3.荷載效應(yīng)應(yīng)的標(biāo)準(zhǔn)組合合荷截效應(yīng)的標(biāo)準(zhǔn)組組合：。7.2框架梁內(nèi)力力組合7.2.1內(nèi)力換換算和梁端負(fù)負(fù)彎矩調(diào)幅根據(jù)式(7.1))和式(7.22)將框架梁梁軸線處的內(nèi)內(nèi)力換算為梁梁支座邊緣處處的內(nèi)力值，計(jì)計(jì)算過(guò)程詳見(jiàn)見(jiàn)表7-1。本設(shè)設(shè)計(jì)梁端負(fù)彎彎矩調(diào)幅系數(shù)數(shù)取0.855，梁端負(fù)彎彎矩調(diào)幅后的的數(shù)值列于表表7-1。7.2.2非抗震震設(shè)計(jì)時(shí)的基基本組合時(shí)的基本組合是考考慮的組合。組組合過(guò)程列于于表7-2。7.2.3地震作作用效應(yīng)和其其他荷載效應(yīng)應(yīng)的基本組合合對(duì)一般結(jié)構(gòu)，為，和效應(yīng)組合只考考慮和作用的。組合過(guò)程程見(jiàn)表7-33。7.2.4荷載載效應(yīng)的標(biāo)準(zhǔn)準(zhǔn)組合是考慮設(shè)計(jì)時(shí)的、的組合。組組合過(guò)程列于于表7-4。表7-1軸線處處的內(nèi)力換算算為梁支座邊邊緣處的內(nèi)力力值層次截面位置內(nèi)力荷載類型左風(fēng)右風(fēng)左風(fēng)右風(fēng)5AB跨軸線處內(nèi)力左端M-33.28-32.17-3.152.69-2.6936.94-36.94V48.8947.863.96-0.920.92-12.7012.70跨中M32.1731.872.190.20-0.202.65-2.65V右端M-35.50-34.44-3.19-2.302.30-31.6431.64V-49.71-48.70-3.98-0.920.92-12.7012.70梁支座邊緣處內(nèi)力力左端M-21.06-20.21-2.162.46-2.4633.77-33.77V44.3343.393.59-0.920.92-12.7012.70跨中M32.1731.872.190.20-0.202.65-2.65V右端M-23.07-22.27-2.20-2.072.07-28.4728.47V-45.15-44.23-3.61-0.920.92-12.7012.70梁支座邊緣處調(diào)幅幅后內(nèi)力左端M-17.90-17.17-1.842.46-2.4633.77-33.77V44.3343.393.59-0.920.92-12.7012.70跨中M49.1348.433.610.20-0.202.65-2.65V右端M-19.61-18.93-1.87-2.072.07-28.4728.47V-45.15-44.23-3.61-0.920.92-12.7012.70BC跨軸線處內(nèi)力左端M-4.24-4.26-0.180.77-0.7710.54-10.54V1.651.650.00-0.730.73-10.0410.04跨中M-3.37-3.39-0.180.000.000.000.00V右端MV梁支座邊緣處內(nèi)力力左端M-3.83-3.85-0.180.59-0.598.03-8.03V1.261.260.00-0.730.73-10.0410.04跨中M-3.37-3.39-0.180.000.000.000.00V右端MV梁支座邊緣處調(diào)幅幅后內(nèi)力左端M-3.25-3.27-0.150.59-0.598.03-8.03V1.261.260.00-0.730.73-10.0410.04跨中M-2.37-2.39-0.150.59-0.598.03-8.03V右端MV（續(xù)表7-1）層次截面位置內(nèi)力荷載類型左風(fēng)右風(fēng)左震右震4AB跨軸線處內(nèi)力左端M-87.00-81.35-11.287.30-7.3085.74-85.74V118.59112.2915.83-2.562.56-30.1530.15跨中M72.3967.399.990.38-0.384.34-4.34V右端M-89.85-83.99-11.68-6.556.55-77.0677.06V-119.65-113.27-15.97-2.562.56-30.1530.15梁支座邊緣處內(nèi)力力左端M-57.35-53.28-7.326.66-6.6678.20-78.20V107.56102.0014.36-2.562.56-30.1530.15跨中M72.3967.399.990.38-0.384.34-4.34V右端M-59.94-55.67-7.69-5.915.91-69.5269.52V-108.62-102.98-14.50-2.562.56-30.1530.15梁支座邊緣處調(diào)幅幅后內(nèi)力左端M-48.75-45.29-6.226.66-6.6678.20-78.20V107.56102.0014.36-2.562.56-30.1530.15跨中M114.19106.7615.520.38-0.384.34-4.34V右端M-50.95-47.32-6.53-5.915.91-69.5269.52V-108.62-102.98-14.50-2.562.56-30.1530.15BC跨軸線處內(nèi)力左端M-7.15-6.66-0.292.18-2.1825.68-25.68V1.651.650.00-2.082.08-24.4624.46跨中M-6.28-5.79-0.290.000.000.000.00V右端MV梁支座邊緣處內(nèi)力力左端M-6.74-6.25-0.291.66-1.6619.57-19.57V1.261.260.00-2.082.08-24.4624.46跨中M-6.28-5.79-0.290.000.000.000.00V右端MV梁支座邊緣處調(diào)幅幅后內(nèi)力左端M-5.73-5.31-0.251.66-1.6619.57-19.57V1.261.260.00-2.082.08-24.4624.46跨中M-4.84-4.43-0.251.66-1.6619.57-19.57V右端MV（續(xù)表7-1）層次截面位置內(nèi)力荷載類型左風(fēng)右風(fēng)左震右震3AB跨軸線處內(nèi)力左端M-89.56-83.58-11.8013.71-13.71140.96-140.96V118.66112.3515.84-4.734.73-48.6748.67跨中M70.0365.339.510.93-0.939.56-9.56V右端M-92.02-85.88-12.11-11.8511.85-121.84121.84V-119.58-113.21-15.96-4.734.73-48.6748.67梁支座邊緣處內(nèi)力力左端M-59.90-55.49-7.8412.53-12.53128.79-128.79V107.63102.0614.37-4.734.73-48.6748.67跨中M70.0365.339.510.93-0.939.56-9.56V右端M-62.13-57.58-8.12-10.6710.67-109.67109.67V-108.55-102.92-14.49-4.734.73-48.6748.67梁支座邊緣處調(diào)幅幅后內(nèi)力左端M-50.91-47.17-6.6612.53-12.53128.79-128.79V107.63102.0614.37-4.734.73-48.6748.67跨中M112.18105.0115.120.93-0.939.56-9.56V右端M-52.81-48.94-6.90-10.6710.67-109.67109.67V-108.55-102.92-14.49-4.734.73-48.6748.67BC跨軸線處內(nèi)力左端M-6.43-6.04-0.773.59-3.5940.61-40.61V1.651.650.00-3.763.76-38.6838.68跨中M-5.56-5.17-0.770.000.000.000.00V右端MV梁支座邊緣處內(nèi)力力左端M-6.02-5.63-0.772.65-2.6530.94-30.94V1.261.260.00-3.763.76-38.6838.68跨中M-5.56-5.17-0.770.000.000.000.00V右端MV梁支座邊緣處調(diào)幅幅后內(nèi)力左端M-5.11-4.78-0.652.65-2.6530.94-30.94V1.261.260.00-3.763.76-38.6838.68跨中M-4.23-3.90-0.652.65-2.6530.94-30.94V右端MV（續(xù)表7-1）層次截面位置內(nèi)力荷載類型左風(fēng)右風(fēng)左震右震2AB跨軸線處內(nèi)力左端M-90.02-84.00-11.8719.26-19.26173.65-173.65V118.69112.3815.85-6.796.79-61.2261.22跨中M69.6464.989.460.93-0.938.36-8.36V右端M-92.33-86.17-12.15-17.4117.41-156.93156.93V-119.55-113.18-15.95-6.796.79-61.2261.22梁支座邊緣處內(nèi)力力左端M-60.35-55.91-7.9117.56-17.56158.35-158.35V107.66102.0914.38-6.796.79-61.2261.22跨中M69.6464.989.460.93-0.938.36-8.36V右端M-62.44-57.88-8.16-15.7115.71-141.63141.63V-108.52-102.89-14.48-6.796.79-61.2261.22梁支座邊緣處調(diào)幅幅后內(nèi)力左端M-51.30-47.52-6.7217.56-17.56158.35-158.35V107.66102.0914.38-6.796.79-61.2261.22跨中M111.85104.7115.070.93-0.938.36-8.36V右端M-53.08-49.19-6.94-15.7115.71-141.63141.63V-108.52-102.89-14.48-6.796.79-61.2261.22BC跨軸線處內(nèi)力左端M-6.32-5.94-0.775.80-5.8052.31-52.31V1.651.650.00-5.525.52-49.8248.82跨中M-5.45-5.07-0.770.000.000.000.00V右端MV梁支座邊緣處內(nèi)力力左端M-5.91-5.53-0.774.42-4.4239.86-40.11V1.261.260.00-5.525.52-49.8248.82跨中M-5.45-5.07-0.770.000.000.000.00V右端MV梁支座邊緣處調(diào)幅幅后內(nèi)力左端M-5.02-4.70-0.654.42-4.4239.86-40.11V1.261.260.00-5.525.52-49.8248.82跨中M-4.14-3.82-0.654.42-4.4239.86-40.11V右端MV（續(xù)表7-1）層次截面位置內(nèi)力荷載類型左風(fēng)右風(fēng)左震右震1AB跨軸線處內(nèi)力左端M-80.72-75.32-10.6527.40-27.40199.14-199.14V118.28111.9915.80-9.549.54-67.3167.31跨中M77.8372.6210.541.65-1.6517.39-17.39V右端M-85.26-79.57-11.21-24.1124.11-164.36164.36V-119.96-113.5716.00-9.549.54-67.3167.31梁支座邊緣處內(nèi)力力左端M-51.15-47.32-6.7025.02-25.02182.31-182.31V107.25101.7014.33-9.549.54-67.3167.31跨中M77.8372.6210.541.65-1.6517.39-17.39V右端M-55.27-51.18-15.21-21.7321.73-147.53147.53V-108.93-103.2817.47-9.549.54-67.3167.31梁支座邊緣處調(diào)幅幅后內(nèi)力左端M-43.48-40.22-5.7025.02-25.02182.31-182.31V107.25101.7014.33-9.549.54-67.3167.31跨中M118.81111.2012.591.65-1.6517.39-17.39V右端M-46.98-43.50-12.93-21.7321.73-147.53147.53V-108.93-103.2817.47-9.549.54-67.3167.31BC跨軸線處內(nèi)力左端M-8.84-8.29-1.098.03-8.0354.79-54.79V1.651.650.00-7.657.65-52.1852.18跨中M-7.97-7.42-1.090.000.000.000.00V右端MV梁支座邊緣處內(nèi)力力左端M-8.43-7.88-1.096.12-6.1241.75-41.75V1.261.260.00-7.657.65-52.1852.18跨中M-7.97-7.42-1.090.000.000.000.00V右端MV梁支座邊緣處調(diào)幅幅后內(nèi)力左端M-7.16-6.70-0.936.12-6.1241.75-41.75V1.261.260.00-7.657.65-52.1852.18跨中M-6.28-5.81-0.936.12-6.1241.75-41.75V右端MV注：表中的單位是是,的單位是.表7-2用于承承載力計(jì)算的的框架梁非抗抗震基本組合合表層次截面位置內(nèi)力荷載類型恒荷載+活荷載++風(fēng)荷載恒荷載+活荷載可變荷載控制組合永久荷載控制組合左風(fēng)右風(fēng)左風(fēng)右風(fēng)5AB跨左端M-17.17-1.842.46-2.46-19.82-26.02-23.18-24.98V43.393.59-0.920.9255.4457.7557.1062.10跨中M48.433.610.20-0.2062.9162.4263.1768.92右端M-18.93-1.87-2.072.07-27.67-22.45-25.32-27.38V-44.23-3.61-0.920.92-58.79-56.47-58.13-63.25BC跨左端M-3.27-0.150.59-0.59-3.38-4.86-4.14-4.56V1.260.00-0.730.730.592.431.511.70跨中M-2.39-0.150.59-0.59-2.32-3.80-3.08-3.374AB跨左端M-45.29-6.226.66-6.66-53.79-70.58-63.06-67.24V102.0014.36-2.562.56137.26143.71142.50151.77跨中M106.7615.520.38-0.38148.14147.20149.84159.34右端M-47.32-6.53-5.915.91-72.47-57.57-65.93-70.29V-102.98-14.50-2.562.56-145.07-138.61-143.87-153.23BC跨左端M-5.31-0.251.66-1.66-4.59-8.77-6.72-7.41V1.260.00-2.082.08-1.114.131.511.70跨中M-4.43-0.251.66-1.66-3.53-7.72-5.66-6.223AB跨左端M-47.17-6.6612.53-12.53-49.21-80.78-65.93-70.21V102.0614.37-4.734.73134.61146.53142.58151.86跨中M105.0115.120.93-0.93146.23143.89147.18156.58右端M-48.94-6.90-10.6710.67-80.87-53.98-68.39-72.83V-102.92-14.49-4.734.73-147.72-135.80-143.78-153.14BC跨左端M-4.78-0.652.65-2.65-3.23-9.90-6.66-7.10V1.260.00-3.763.76-3.236.251.511.70跨中M-3.90-0.652.65-2.65-2.17-8.84-5.60-5.912AB跨左端M-47.52-6.7217.56-17.56-43.36-87.62-66.43-70.74V102.0914.38-6.796.79132.07149.18142.63151.91跨中M104.7115.070.93-0.93145.80143.47146.75156.13右端M-49.19-6.94-15.7115.71-87.57-47.98-68.75-73.21V-102.89-14.48-6.796.79-150.26-133.15-143.73-153.09BC跨左端M-4.70-0.654.42-4.42-0.89-12.03-6.55-6.98V1.260.00-5.525.52-5.458.461.511.70跨中M-3.82-0.654.42-4.420.17-10.97-5.50-5.79表7-2用于承承載力計(jì)算的的框架梁非抗抗震基本組合合表層次截面位置內(nèi)力荷載類型恒荷載+活荷載++風(fēng)荷載恒荷載+活荷載可變荷載控制組合永久荷載控制組合左風(fēng)右風(fēng)左風(fēng)右風(fēng)1AB跨左端M-40.22-5.7025.02-25.02-23.93-86.96-56.24-59.88V101.7014.33-9.549.54128.07152.11142.10151.33跨中M111.2012.591.65-1.65151.38147.23151.07162.46右端M-43.50-12.93-21.7321.73-95.86-41.12-70.30-71.40V-103.2817.47-9.549.54-113.94-89.90-99.47-122.30BC跨左端M-6.70-0.936.12-6.12-1.49-16.91-9.33-9.95V1.260.00-7.657.65-8.1311.151.511.70跨中M-5.81-0.936.12-6.12-0.44-15.85-8.27-8.76注：表中的單位是是，的單位是。表7-3用于承承載力計(jì)算的的框架梁抗震震基本組合表表層次截面位置內(nèi)力荷載類型抗震組合左震右震左震右震5AB跨左端M-17.9033.77-33.7716.81-49.03V44.33-12.7012.7027.5152.28跨中M49.132.65-2.6546.8041.64右端M-19.61-28.4728.47-45.4010.10V-45.15-12.7012.70-53.01-28.25BC跨左端M-3.258.03-8.034.90-10.76V1.26-10.0410.04-8.6610.92跨中M-2.378.03-8.035.70-9.964AB跨左端M-48.7578.20-78.2032.37-120.12V107.56-30.1530.1567.41126.20跨中M114.194.34-4.34107.0098.54右端M-50.95-69.5269.52-113.6421.93V-108.62-30.1530.15-127.15-68.36BC跨左端M-5.7319.57-19.5713.92-24.23V1.26-24.4624.46-22.7224.98跨中M-4.8419.57-19.5714.72-23.44（續(xù)表7-3）層次截面位置內(nèi)力荷載類型抗震組合左震右震左震右震3AB跨左端M-50.91128.79-128.7979.75-171.39V107.63-48.6748.6749.41144.32跨中M112.189.56-9.56110.2891.64右端M-52.81-109.67109.67-154.4659.41V-108.55-48.6748.67-145.15-50.24BC跨左端M-5.1130.94-30.9425.56-34.77V1.26-38.6838.68-36.5838.84跨中M-4.2330.94-30.9426.36-33.982AB跨左端M-51.30158.35-158.35108.22-200.55V107.66-61.2261.2237.20156.58跨中M111.858.36-8.36108.8192.51BC跨左端M-53.08-141.63141.63-185.8590.32V-108.52-61.2261.22-157.36-37.98跨中M-5.0239.86-40.1134.34-43.621AB跨左端M1.26-49.8248.82-47.4448.73V-4.1439.86-40.1135.13-42.83跨中M-43.48182.31-182.31138.62-216.88右端M107.25-67.3167.3130.90162.15V118.8117.39-17.39123.8889.97BC跨左端M-46.98-147.53147.53-186.13101.56V-108.93-67.3167.31-163.66-32.41跨中M-7.1641.75-41.7534.25-47.15注：表中的單位是是，的單位是NN。表7-4用于正正常使用極限限狀態(tài)驗(yàn)算的的框架梁標(biāo)準(zhǔn)準(zhǔn)組合表層次截面位置內(nèi)力荷載類型恒荷載+活荷載5AB跨左端M-17.17-1.84-19.01V43.393.5946.98跨中M48.433.6152.04右端M-18.93-1.87-20.79V-44.23-3.61-47.84BC跨左端M-3.27-0.15-3.42V1.260.001.26跨中M-2.39-0.15-2.544AB跨左端M-45.29-6.22-51.51V102.