某高校宿舍樓的框架結(jié)構(gòu)設(shè)計(jì)目錄TOC\o"1-3"\h\u16584第1章工程設(shè)計(jì)資料 3155871.1建筑設(shè)計(jì)概況 3204021.2其他設(shè)計(jì)資料 322548第2章結(jié)構(gòu)設(shè)計(jì)方案及材料的選擇 4148272.1結(jié)構(gòu)設(shè)計(jì)方案 4110362.1.1結(jié)構(gòu)平面布置 4154492.1.2框架梁柱截面尺寸初估 480362.1.3樓板厚度初估 588142.2柱計(jì)算高度及橫向框架簡(jiǎn)圖確定 58932.2.1柱計(jì)算高度的確定 555632.2.2框架梁跨度的確定 58942第3章重力荷載及水平荷載計(jì)算 7171483.1橫向框架結(jié)構(gòu)側(cè)向剛度計(jì)算及側(cè)向剛度比驗(yàn)算 744963.1.1橫向框架梁線剛度計(jì)算 7185673.1.2橫向框架柱線剛度計(jì)算 7283463.1.3橫向框架側(cè)向剛度計(jì)算 7167173.2重力荷載代表值計(jì)算 9181123.2.1樓、屋面板面層做法及永久荷載標(biāo)準(zhǔn)值 963503.2.2梁柱重力荷載計(jì)算 11116803.2.3墻體重力荷載計(jì)算 12306323.2.4各層重力荷載代表值 16173533.3水平地震作用計(jì)算及剪重比驗(yàn)算 20219333.3.1橫向自振周期的計(jì)算 2077733.3.2水平地震作用計(jì)算及剪重比驗(yàn)算 21260223.4風(fēng)荷載計(jì)算 235740第4章水平荷載作用下框架結(jié)構(gòu)分析 26287154.1水平地震作用下框架結(jié)構(gòu)側(cè)移驗(yàn)算 26242954.2水平地震作用下框架結(jié)構(gòu)內(nèi)力計(jì)算（D值法） 2677364.3水平風(fēng)荷載作用下框架結(jié)構(gòu)側(cè)移驗(yàn)算 32326154.4水平風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算（D值法） 3231076第5章豎向荷載作用下框架結(jié)構(gòu)內(nèi)力分析 385105.1計(jì)算單元 38222515.2豎向荷載計(jì)算 38216685.2.1恒載計(jì)算 38194325.2.2活載計(jì)算 4189645.3內(nèi)力計(jì)算 42318515.3.1計(jì)算桿端彎矩分配系數(shù) 42214255.3.2恒載與活載作用下各層桿件的固端彎矩的計(jì)算 43256945.3.3計(jì)算桿端彎矩 43276625.3.4計(jì)算跨中彎矩 46287425.3.5計(jì)算梁端剪力 49308325.3.6柱軸力計(jì)算 50116295.3.7柱端剪力計(jì)算 5416955第6章內(nèi)力組合 55214916.1內(nèi)力換算 55112806.1.1恒載作用下內(nèi)力換算 55171166.1.2活載作用下內(nèi)力換算 5631416.1.3地震作用下內(nèi)力換算 5712996.1.4風(fēng)荷載作用下內(nèi)力換算 58246356.2梁控制截面內(nèi)力組合 60286636.2.1持久設(shè)計(jì)狀況下框架梁端控制截面內(nèi)力組合值 60182616.2.2地震設(shè)計(jì)狀況下框架梁端控制截面內(nèi)力組合值 63120226.2.3梁跨間最大正彎矩設(shè)計(jì)值 66272816.3柱控制截面內(nèi)力組合 69279576.3.1持久設(shè)計(jì)狀況下框架柱控制截面內(nèi)力組合值 69240926.3.2柱剪跨比和軸壓比驗(yàn)算 7554736.3.3柱控制截面地震設(shè)計(jì)狀況及內(nèi)力調(diào)整 7713398第7章截面設(shè)計(jì) 8484737.1梁截面設(shè)計(jì) 84302397.1.1梁正截面受彎承載力計(jì)算 84318877.1.2梁斜截面受剪承載力計(jì)算 8647117.2柱截面設(shè)計(jì) 88267107.2.1柱正截面受彎承載力計(jì)算 89100667.2.2柱斜截面受剪承載力計(jì)算 9221109第8章現(xiàn)澆樓板設(shè)計(jì) 95228998.1荷載設(shè)計(jì)值 95105508.2截面設(shè)計(jì) 95209698.2.1內(nèi)力計(jì)算 95320758.2.2計(jì)算參數(shù) 966158.2.3配筋計(jì)算 9613884第9章樓梯設(shè)計(jì) 9916439.1荷載計(jì)算 99295119.2截面設(shè)計(jì) 99294829.2.1彎矩設(shè)計(jì)值 99174179.2.2板底配筋 100133209.2.3板頂配筋 10032684第10章基礎(chǔ)設(shè)計(jì) 1011626710.1A柱下獨(dú)立基礎(chǔ)計(jì)算 1023033210.1.1初步估計(jì)基底面積 102439610.1.2驗(yàn)算基礎(chǔ)高度 1032278710.1.3驗(yàn)算沖切承載力 1033032810.1.4計(jì)算基礎(chǔ)底板鋼筋 1041871710.2B、C柱下聯(lián)合基礎(chǔ)計(jì)算 1052926810.2.1初步估計(jì)基底面積 1052781610.2.2驗(yàn)算沖切承載力 1072033610.2.3計(jì)算基礎(chǔ)底板鋼筋 107摘要本工程為XX學(xué)院至清宿舍樓，結(jié)構(gòu)形式為框架結(jié)構(gòu)，建筑層數(shù)為5層，室內(nèi)外高差為0.600m，采用的是現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)的結(jié)構(gòu)形式。此次設(shè)計(jì)主要對(duì)結(jié)構(gòu)方案中橫向框架第4軸進(jìn)行抗震設(shè)計(jì)。最后計(jì)算豎向荷載（恒載及活荷載）作用下的結(jié)構(gòu)內(nèi)力，從中找出最不好內(nèi)力組合。在配筋計(jì)算中選取最安全的結(jié)果計(jì)算了梁、柱的配筋，進(jìn)行了樓梯梯段板的配筋計(jì)算，對(duì)樓板進(jìn)行了配筋計(jì)算，對(duì)柱下獨(dú)立基礎(chǔ)進(jìn)行了受力和配筋計(jì)算。依照總的情況來(lái)說(shuō)，適用的、安全的、經(jīng)濟(jì)的、使用方便的才是這個(gè)設(shè)計(jì)的原則和基礎(chǔ)。設(shè)計(jì)的合理性、可行性才是建筑結(jié)構(gòu)方案的現(xiàn)場(chǎng)施工的重要依據(jù)和根本。關(guān)鍵詞：框架結(jié)構(gòu)；結(jié)構(gòu)設(shè)計(jì)；抗震設(shè)計(jì)；基礎(chǔ)設(shè)計(jì)工程設(shè)計(jì)資料建筑設(shè)計(jì)概況擬建建筑結(jié)構(gòu)擬采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。建筑物總共有五層，首層的層高是3.60m，2～5層層高均為3.60m，總高度為18.60m；其他設(shè)計(jì)資料該建筑物設(shè)計(jì)使用年限是50年，建筑結(jié)構(gòu)的安全等級(jí)是二級(jí)，耐火等級(jí)是二級(jí)。工程所在的阿克蘇地區(qū)的基本風(fēng)壓是0.45，地面的粗糙度類(lèi)別是C類(lèi)。建筑物所處阿克蘇地區(qū)為抗震設(shè)防區(qū)，建筑抗震設(shè)防類(lèi)別為丙類(lèi)，阿克蘇地域抗震設(shè)防烈度是8度，設(shè)計(jì)基本地震加速度值是0.20g，根據(jù)情況該設(shè)計(jì)地震分組為第二組。建筑物所處的場(chǎng)地類(lèi)別為Ⅱ類(lèi)。阿克蘇地區(qū)地震頻率很高、活動(dòng)強(qiáng)度很大。本設(shè)計(jì)中各層梁、柱、板的混凝土強(qiáng)度等級(jí)都是C30，采用的一榀框架計(jì)算軸線為4軸。結(jié)構(gòu)設(shè)計(jì)方案及材料的選擇結(jié)構(gòu)設(shè)計(jì)方案選用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)，且屋蓋、樓蓋也采用整體性、抗震性能較好的現(xiàn)澆混凝土板，基礎(chǔ)根據(jù)場(chǎng)地工程地質(zhì)條件及地基承載力情況綜合考慮，采取的是柱下獨(dú)立基礎(chǔ)，獨(dú)立基礎(chǔ)之間設(shè)基礎(chǔ)梁連接為整體結(jié)構(gòu)。結(jié)構(gòu)平面布置本建筑物樓板均勻分布的活荷載和恒荷載直接或者間接傳至框架梁，再經(jīng)過(guò)框架梁傳到框架柱，最后傳到地基?？蚣芰褐孛娉叽绯豕揽蚣芰航孛娉叽绯豕懒航孛娓叨纫话闱闆r下取值是，截面寬度取值為截面高度的。橫向框架梁邊跨框架梁截面高度，取，梁截面寬度，??；中間跨框架梁截面高度，由于走道處框架梁跨度較小，考慮到結(jié)構(gòu)的整體性，故取400mm，取250mm；縱向框架梁截面高度，取700mm，梁截面寬度，取250mm。橫向次梁邊跨次梁截面高度，取550mm，梁截面寬度，取200mm；框架柱截面尺寸初估框架柱的截面積根據(jù)柱的軸壓比來(lái)決定的。本此設(shè)計(jì)框架柱采用的是C30混凝土，，框架抗震等級(jí)為二級(jí)，軸壓比限值。由軸壓比大致可以估算框架柱截面尺寸時(shí)，可按式計(jì)算，其中，取。所選一榀框架簡(jiǎn)支狀態(tài)下柱的負(fù)載面積計(jì)算邊柱的負(fù)載面積；中柱的負(fù)載面積；所選一榀框架簡(jiǎn)支狀態(tài)下柱的截面面積及尺寸估算由軸壓比初步估算框架柱截面有對(duì)于首層有：邊柱：；中柱：；統(tǒng)一取柱截面尺寸底層柱截面尺寸為600mm600mm，上層柱截面尺寸為500mm500mm。樓板厚度初估本設(shè)計(jì)中樓板厚度統(tǒng)一按邊跨板跨度進(jìn)行估算，取板跨度的1/37。則板厚h=3600/37=97.30mm，取h=100mm。而且因?yàn)轫攲訕前搴穸炔贿m合小于120mm，因此樓面板板厚定值為100mm，屋面板板厚定值為120mm。柱計(jì)算高度及橫向框架簡(jiǎn)圖確定柱計(jì)算高度的確定假定框架柱嵌固于基礎(chǔ)頂面，框架梁與框架柱剛接。底層柱高要從基礎(chǔ)頂面算至二樓的樓面，依據(jù)當(dāng)?shù)氐牡刭|(zhì)情況，室內(nèi)與室外的高度之差是600mm，為方便計(jì)算數(shù)據(jù)，該設(shè)計(jì)采用的是基礎(chǔ)頂面到室外地坪的距離是900mm，首層層高為3600mm，故底層柱高?？蚣芰嚎缍鹊拇_定對(duì)于框架梁的跨度，采用的是框架簡(jiǎn)圖時(shí)應(yīng)等于柱截面形心之間的距離，所選一榀框架計(jì)算簡(jiǎn)圖如圖2-1所示：圖2-1框架結(jié)構(gòu)平面布置圖重力荷載及水平荷載計(jì)算橫向框架結(jié)構(gòu)側(cè)向剛度計(jì)算及側(cè)向剛度比驗(yàn)算橫向框架梁線剛度計(jì)算對(duì)中框架梁取。梁混凝土等級(jí)采用C30，。表3-1橫梁線剛度計(jì)算表類(lèi)別截面尺寸bh(mmmm)材料彈性模量（N/mm2）()計(jì)算長(zhǎng)度(mm)中框架（）邊框架（）首層邊跨框架梁2507003.07.14671006.0394.529首層中框架梁2504003.01.33330002.6672.000上層邊跨框架梁2507003.07.14672005.9554.466上層中框架梁2504003.01.33329002.7592.069橫向框架柱線剛度計(jì)算柱混凝土等級(jí)采用C30，。表3-2柱線剛度計(jì)算表類(lèi)別截面尺寸bh(mmmm)材料彈性模量（N/mm2）()計(jì)算高度(mm)線剛度（）首層6006003.01.08051006.3532～5層5005003.00.52136004.340橫向框架側(cè)向剛度計(jì)算柱的側(cè)移剛度按式計(jì)算，依據(jù)梁、柱線剛度比K的不同，柱可以分成邊框架中柱和邊柱、中框架邊柱和中柱。式中為柱側(cè)移剛度修正系數(shù)。比如，橫向中框架的第1層各柱側(cè)向剛度計(jì)算情況如下：（1）第一層邊柱：，（2）第一層中柱：，其余柱側(cè)向剛度的計(jì)算見(jiàn)表3-3、表3-4。表3-3中框架柱側(cè)向剛度樓層層高(mm)中框架邊柱中框架中柱54.34036001.3720.40716351.602.0080.50120131.9272967.0444.34036001.3720.40716351.602.0080.50120131.9272967.0434.34036001.3720.40716351.602.0080.50120131.9272967.0424.34036001.3720.40716351.602.0080.50120131.9272967.0416.35351000.9510.49214409.341.3700.55516265.1461348.97表3-4邊框架柱側(cè)向剛度樓層層高(mm)中框架邊柱中框架中柱54.34036001.0290.34013652.431.5060.42917260.6061826.0544.34036001.0290.34013652.431.5060.42917260.6061826.0534.34036001.0290.34013652.431.5060.42917260.6061826.0524.34036001.0290.34013652.431.5060.42917260.6061826.0516.35351000.7130.44713104.131.0280.50514789.1755786.60圖3-1梁柱線剛度及剛度比K樓層與上部相鄰樓層的側(cè)向剛度比驗(yàn)算見(jiàn)表3-5：表3-5樓層與上部相鄰樓層的側(cè)向剛度比驗(yàn)算樓層12345479666.99561454.30561454.30561454.30561454.300.8541.0001.0001.000-由此可以看得出來(lái)，每層側(cè)向剛度比均大于0.7，并且和上部相鄰三層側(cè)向剛度比較的平均值都應(yīng)該大于0.8，所以才滿足要求。重力荷載代表值計(jì)算樓、屋面板面層做法及永久荷載標(biāo)準(zhǔn)值不上人屋面做法保護(hù)層：20厚1:2.5水泥砂漿（分割縫間距≤1.5m）防水層：高分子卷材一道，同材性膠黏劑兩道（可采用三元乙丙橡膠防水卷材，其卷材與基層采用CX-404膠黏劑，卷材與卷材采用丁基膠黏劑）；SBS改性瀝青卷材一道，膠黏劑兩道；高分子涂料一布二涂；刷基層處理劑一道找平層：25厚1:3水泥砂漿保溫層：100厚聚苯板找坡層：最薄30厚1:7水泥膨脹珍珍珠巖找平層：15厚1:3水泥砂漿結(jié)構(gòu)層：120厚C30現(xiàn)澆鋼筋混凝土板打底層：5厚1:3水泥砂漿找平層：3厚1:2水泥砂漿外罩白色鋼化涂料：合計(jì)：普通樓面做法飾面層：20厚1:2水泥彩色石子磨光打蠟找平層及結(jié)合層：20厚1:3水泥砂漿減震層：5厚減震墊板結(jié)構(gòu)層：100厚C30現(xiàn)澆鋼筋混凝土板打底層：5厚1:3水泥砂漿找平層：3厚1:2水泥砂漿外罩白色鋼化涂料：合計(jì)：衛(wèi)生間樓面做法飾面層：10厚防滑地磚，素水泥漿擦縫結(jié)合層：20厚1:4干硬性水泥砂漿結(jié)合層：40厚C15細(xì)石混凝土防水層；0.9厚聚乙烯丙綸復(fù)合防水卷材找平層：20厚1:3水泥砂漿減震層：5厚減震墊板結(jié)構(gòu)層：100厚C30現(xiàn)澆鋼筋混凝土板打底層：5厚1:3水泥砂漿找平層：3厚1:2水泥砂漿外罩白色鋼化涂料：合計(jì)：樓梯做法樓梯采用板式樓梯，利用簡(jiǎn)化方法，將斜向的踏步板折算成等厚的水平板計(jì)算。樓梯踏步高度是150mm、寬度是280mm，板傾斜角0.88148，取板厚t=120mm，可求得踏步板折算厚度，樓梯面層做法與普通樓面相同。飾面層：20厚1:2水泥彩色石子磨光打蠟（考慮踏步側(cè)面裝飾增大系數(shù)1.5）找平層及結(jié)合層：20厚1:3水泥砂漿（考慮踏步側(cè)面裝飾增大系數(shù)1.2）結(jié)構(gòu)層：211厚C30現(xiàn)澆鋼筋混凝土板合計(jì)：梁柱重力荷載計(jì)算梁?jiǎn)挝婚L(zhǎng)度重力荷載計(jì)算因?yàn)樵谟?jì)算樓、屋面的永久荷載的時(shí)候，本人就已經(jīng)考慮到了板的自身重量，所以在計(jì)算梁的自身重量的時(shí)候，應(yīng)該從梁截面高度重減去板的厚度。2~4層邊跨橫向框架梁：；中間跨橫向框架梁：；邊跨橫向次梁：；縱向框架梁：；屋面層邊跨橫向框架梁：；中間跨橫向框架梁：；邊跨橫向次梁：；縱向框架梁：；各層梁的自重在這次計(jì)算進(jìn)程中，梁的長(zhǎng)度是按照凈跨長(zhǎng)度來(lái)計(jì)算的，就是把梁的計(jì)算跨度減掉柱的寬度來(lái)加入到計(jì)算的過(guò)程當(dāng)中去的，見(jiàn)表3-6：表3-6各層梁自重匯總表位置凈長(zhǎng)度(m)單位長(zhǎng)度重力荷載(kN)數(shù)量小計(jì)(kN)合計(jì)(kN)2層樓面邊跨橫向框架梁6.503.7516390.001345.80中間跨橫向框架梁2.401.88836.00邊跨次梁7.202.2514226.80縱向框架梁6.603.7528693.003~4層樓面邊跨橫向框架梁6.703.7516402.001368.30中間跨橫向框架梁2.401.88836.00邊跨次梁7.202.2514226.80縱向框架梁6.703.7528703.50屋面邊跨橫向框架梁6.703.6316388.601318.97中間跨橫向框架梁2.401.75833.60邊跨次梁7.202.1514216.72縱向框架梁6.703.6328680.05柱單位長(zhǎng)度重力荷載計(jì)算柱重力荷載的計(jì)算需考慮四周抹灰首層單位長(zhǎng)度重力荷載有上層單位長(zhǎng)度重力荷載有各層柱的自重在此計(jì)算過(guò)程中，柱的長(zhǎng)度需扣除樓板厚度表3-7各層梁自重匯總表位置凈長(zhǎng)度(m)單位長(zhǎng)度重力荷載(kN)數(shù)量合計(jì)(kN)首層59.84321574.912~4層3.506.9632779.21頂層3.486.9632774.75墻體重力荷載計(jì)算墻單位長(zhǎng)度重力荷載計(jì)算女兒墻200厚厚頁(yè)巖磚：兩側(cè)各20厚抹灰：合計(jì)：女兒墻墻高為600mm，故女兒墻線荷載為。外墻單位面積重力荷載20厚內(nèi)墻抹灰：200厚加氣混凝土砌塊：20厚1:3水泥砂漿找平：外墻裝飾：合計(jì)：內(nèi)墻單位面積重力荷載20厚內(nèi)墻抹灰：200厚加氣混凝土砌塊：20厚內(nèi)墻抹灰：合計(jì)：120厚內(nèi)墻單位面積重力荷載20厚內(nèi)墻抹灰：120厚加氣混凝土砌塊：20厚內(nèi)墻抹灰：合計(jì)：±0.000以下墻體單位面積重力荷載：。各層墻自重（不計(jì)算門(mén)窗重量）1~5層墻體重力荷載計(jì)算表3-8各層墻體重力荷載匯總表樓層位置長(zhǎng)度(m)±0.000以上±0.000以下數(shù)量重量（kN）合計(jì)（kN）高度(m)面荷載(kN/m2）高度(m)面荷載(kN/m2）首層外墻A軸處跨度16.602.93.180.63.65375.613953.61跨度26.402.93.180.63.62145.69D軸處跨度16.602.93.180.63.65375.61跨度26.402.93.180.63.62145.69下邊跨6.502.93.180.63.62147.97中間跨2.403.23.180.63.6259.21上邊跨6.502.93.180.63.62147.97內(nèi)墻B軸處跨度16.602.92.180.63.64223.92跨度26.402.92.180.63.62108.57跨度33.403.51.580.63.612313.75C軸處跨度16.602.92.180.63.6155.98跨度26.402.92.180.63.62108.57跨度33.402.92.180.63.6257.68跨度44.502.92.180.63.6276.34跨度53.403.51.580.63.68209.17下邊跨6.502.92.180.63.66330.807.303.052.180.63.66385.83中間跨2.403.22.180.63.600.00上邊跨6.502.92.180.63.65.477301.967.302.452.180.63.67383.30樓層位置長(zhǎng)度(m)高度(m)面荷載(kN/m2）數(shù)量重量（kN）合計(jì)（kN）第二層外墻A軸處跨度16.702.93.185308.943255.75跨度26.552.93.182120.81D軸處跨度16.702.93.185308.94跨度26.552.93.182120.81下邊跨6.702.93.182123.57中間跨2.403.23.18248.84上邊跨6.702.93.182123.57內(nèi)墻B軸處跨度16.702.92.185211.79跨度26.552.92.18282.82跨度33.403.51.5814263.23C軸處跨度16.702.92.18142.36跨度26.552.92.18282.82跨度33.452.92.18243.62跨度44.602.92.18258.16跨度53.403.51.588150.42下邊跨6.702.92.186254.147.303.052.187339.76中間跨2.403.22.1800.00上邊跨6.702.92.185.4627231.397.303.052.187339.76樓層位置長(zhǎng)度(m)高度(m)面荷載(kN/m2）數(shù)量重量（kN）合計(jì)（kN）第三層外墻A軸處跨度16.702.93.185308.943255.75跨度26.552.93.182120.81D軸處跨度16.702.93.185308.94跨度26.552.93.182120.81下邊跨6.702.93.182123.57中間跨2.403.23.18248.84上邊跨6.702.93.182123.57內(nèi)墻B軸處跨度16.702.92.185211.79跨度26.552.92.18282.82跨度33.403.51.5814263.23C軸處跨度16.702.92.18142.36跨度26.552.92.18282.82跨度33.452.92.18243.62跨度44.602.92.18258.16跨度53.403.51.588150.42下邊跨6.702.92.186254.147.303.052.187339.76中間跨2.403.22.1800.00上邊跨6.702.92.185.4627231.397.303.052.187339.76樓層位置長(zhǎng)度(m)高度(m)面荷載(kN/m2）數(shù)量重量（kN）合計(jì)（kN）第四層外墻A軸處跨度16.702.93.185308.943255.75跨度26.552.93.182120.81D軸處跨度16.702.93.185308.94跨度26.552.93.182120.81下邊跨6.702.93.182123.57中間跨2.403.23.18248.84上邊跨6.702.93.182123.57內(nèi)墻B軸處跨度16.702.92.185211.79跨度26.552.92.18282.82跨度33.403.51.5814263.23C軸處跨度16.702.92.18142.36跨度26.552.92.18282.82跨度33.452.92.18243.62跨度44.602.92.18258.16跨度53.403.51.588150.42下邊跨6.702.92.186254.147.303.052.187339.76中間跨2.403.22.1800.00上邊跨6.702.92.185.4627231.397.303.052.187339.76樓層位置長(zhǎng)度(m)高度(m)面荷載(kN/m2）數(shù)量重量（kN）合計(jì)（kN）第五層外墻A軸處跨度16.702.93.185308.943253.39跨度26.552.93.182120.81D軸處跨度16.702.93.185308.94跨度26.552.93.182120.81下邊跨6.702.93.182123.57中間跨2.403.23.18248.84上邊跨6.702.93.182123.57內(nèi)墻B軸處跨度16.702.92.185211.79跨度26.552.92.18282.82跨度33.403.51.5814263.23C軸處跨度16.702.92.18142.36跨度26.552.92.18282.82跨度33.452.92.18243.62跨度44.602.92.18258.16跨度53.403.51.588150.42下邊跨6.702.92.186254.147.303.052.187339.76中間跨2.403.22.1800.00上邊跨6.702.92.185.4627231.397.303.052.187339.76女兒墻重力荷載計(jì)算門(mén)窗重力荷載計(jì)算本設(shè)計(jì)中門(mén)按0.2kN/m2考慮，窗按0.4kN/m2考慮。表3-9各層門(mén)窗重力荷載匯總表樓層位置門(mén)窗尺寸(mm)個(gè)數(shù)扣除墻體重量（kN）門(mén)窗自重（kN）需扣除重量（kN）合計(jì)（kN）首層外墻處門(mén)洞1.82.4227.481.7325.75664.231.53.0228.621.8026.82內(nèi)墻處門(mén)洞1.02.12091.568.4083.16外墻處窗洞2.72.120360.6145.36315.251.51.8651.526.4845.04內(nèi)墻處推拉門(mén)洞2.252.120206.0137.80168.21上層內(nèi)墻處門(mén)洞1.02.122100.729.2491.48694.01外墻處窗洞2.72.122396.6749.90346.781.51.8651.526.4845.042.22.1229.383.7025.69內(nèi)墻處推拉門(mén)洞2.252.122226.6141.58185.03第三層內(nèi)墻處門(mén)洞1.02.122100.729.2491.48694.01外墻處窗洞2.72.122396.6749.90346.781.51.8651.526.4845.042.22.1229.383.7025.69內(nèi)墻處推拉門(mén)洞2.252.122226.6141.58185.03第四層內(nèi)墻處門(mén)洞1.02.122100.729.2491.48694.01外墻處窗洞2.72.122396.6749.90346.781.51.8651.526.4845.042.22.1229.383.7025.69內(nèi)墻處推拉門(mén)洞2.252.122226.6141.58185.03第五層內(nèi)墻處門(mén)洞1.02.122100.729.2491.48694.01外墻處窗洞2.72.122396.6749.90346.781.51.8651.526.4845.042.22.1229.383.7025.69內(nèi)墻處推拉門(mén)洞2.252.122226.6141.58185.03各層重力荷載代表值屋蓋和樓蓋重力代表值為：屋蓋層=女兒墻+屋面恒載+50%雪載+縱橫梁自重+半層柱重+半層墻重（墻和門(mén)窗）樓蓋層=樓面恒載+50%樓面活載+縱橫梁自重+樓面上下各半層柱+樓面上下各半層墻重。把上面每個(gè)荷載相加，得出集中在每層樓面的重力荷載代表值如下：第1層重力荷載代表值：恒載：二層樓板：二層梁：首層柱：二層柱：首層墻體：二層墻體：首層樓梯：二層樓梯：活載：故第1層重力荷載代表值為：第2層重力荷載代表值：恒載：三層樓板：三層梁：二層柱：三層柱：二層墻體：三層墻體：二層樓梯：三層樓梯：活載：故第2層重力荷載代表值為：第3層重力荷載代表值：恒載：四層樓板：四層梁：三層柱：四層柱：三層墻體：四層墻體：三層樓梯：四層樓梯：活載：故第3層重力荷載代表值為：第4層重力荷載代表值：恒載：五層樓板：五層梁：四層柱：五層柱：四層墻體：五層墻體：四層樓梯：活載：故第4層重力荷載代表值為：第5層重力荷載代表值：（非上人屋面）恒載：屋面板：屋面梁：五層柱：五層墻體：女兒墻：活載：故第5層重力荷載代表值為：圖3-2重力荷載代表值水平地震作用計(jì)算及剪重比驗(yàn)算橫向自振周期的計(jì)算將集中在各層樓面處的重力荷載代表值作為水平荷載作用于框架結(jié)構(gòu)，按式計(jì)算出框架結(jié)構(gòu)的層間位移，再按式求得結(jié)構(gòu)的頂點(diǎn)假象位移。以下舉的是以頂層為例闡述說(shuō)明了層間位移的計(jì)算過(guò)程。由前面計(jì)算結(jié)果可知頂層側(cè)向剛度，則頂層層間位移為其余各層計(jì)算過(guò)程如下表3-10所示：表3-10結(jié)構(gòu)頂點(diǎn)位移計(jì)算樓層(kN)(kN)(N/mm)(m)(m)(kN·m)(kN·m2)58037.178037.17561454.300.0143150.2485521997.65496.5249044.7017081.87561454.300.0304240.2342372118.60496.2539111.1526193.02561454.300.0466520.2038131856.97378.4729111.1535304.17561454.300.0628800.1571601431.91225.0419919.1145223.28479666.990.0942810.094281935.1888.17∑45223.288340.311684.46對(duì)于多層框架，結(jié)構(gòu)基本自振周期計(jì)算應(yīng)采用能量法，考慮填充墻體影響的折減系數(shù)，本工程框架結(jié)構(gòu)的周期折減系數(shù)取0.7，其基本自振周期可按式計(jì)算，式中為集中在各層樓面處的重力荷載代表值；為假想把集中在各層樓面處的重力荷載代表值作為水平荷載而求得的結(jié)構(gòu)各層樓面處的位移；為結(jié)構(gòu)基本自振周期考慮非承重磚墻影響的折減系數(shù)，框架結(jié)構(gòu)用的是0.6～0.7。故有水平地震作用計(jì)算及剪重比驗(yàn)算總重力荷載代表值，采用的是表得場(chǎng)地特征周期，查表得水平地震影響系數(shù)最大值。由于，得頂部附加地震作用系數(shù)。在本結(jié)構(gòu)設(shè)計(jì)中取總重力荷載代表值的85%，故結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值得主體結(jié)構(gòu)頂層附加水平地震作用標(biāo)準(zhǔn)值各層水平地震作用標(biāo)準(zhǔn)值樓層地震剪力標(biāo)準(zhǔn)值（剪重比驗(yàn)算）應(yīng)符合式要求，查表得樓層最小地震剪力系數(shù)值λ應(yīng)不小于0.016，具體計(jì)算過(guò)程見(jiàn)下表3-11。表3-11框架各層橫向地震作用及樓層地震剪力（剪重比驗(yàn)算）樓層(m)(kN)()(kN)(kN)(kN)519.508037.17156724.780.288916555.37678.79128.59415.909044.70143810.710.265110509.611188.40273.31312.309111.15112067.190.206592397.121585.52419.0928.709111.1579267.040.146126280.891866.41564.8715.109919.1150587.460.093256179.262045.67723.57可知滿足剪重比要求。圖3-3水平地震作用下框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖風(fēng)荷載計(jì)算基本風(fēng)壓kN/m2，由風(fēng)載體型系數(shù)由《荷載規(guī)范》查得：（迎風(fēng)面）和（背風(fēng)面）。因H=19.20m30m，H/B=19.20/50.40=0.3811.5，可以不用思考風(fēng)壓脈動(dòng)對(duì)結(jié)構(gòu)迸發(fā)的順風(fēng)向風(fēng)振的影響，取。所取一榀橫向中框架負(fù)載寬度為7.20m，則沿房屋高度的分布風(fēng)荷載標(biāo)準(zhǔn)值為，其地面粗糙度類(lèi)別為C類(lèi)。計(jì)算結(jié)果見(jiàn)下表3-12。表3-12沿房屋高度風(fēng)荷載標(biāo)準(zhǔn)值及各層集中荷載樓層層高(底面以上)(m)離地面高度(m)(kN)女兒墻0.619.21.0000.7261.6721.045-53.618.60.9690.7151.6471.0296.28943.6150.7810.6501.4980.9368.90733.611.40.5940.6501.4980.9368.76123.67.80.4060.6501.4980.9368.76114.24.20.2190.6501.4980.9369.491圖3-4沿框架結(jié)構(gòu)高度的分布風(fēng)荷載標(biāo)準(zhǔn)值圖3-5風(fēng)荷載作用下框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖水平荷載作用下框架結(jié)構(gòu)分析水平地震作用下框架結(jié)構(gòu)側(cè)移驗(yàn)算本設(shè)計(jì)為鋼筋混凝土框架，因此其彈性層間位移角限值為1/550，驗(yàn)算結(jié)果見(jiàn)下表4-1。表4-1水平地震作用下的位移驗(yàn)算樓層(kN)(N/mm)(mm)(mm)5678.79561454.301.20936001/297841188.40561454.302.11736001/170131585.52561454.302.82436001/127521866.41561454.303.32436001/108312045.67479666.994.26551001/1196以表4-1可以知道的是，每層層間位移角均小于其限值1/550時(shí)，滿足要求。水平地震作用下框架結(jié)構(gòu)內(nèi)力計(jì)算（D值法）對(duì)于所選框架，按式計(jì)算柱端剪力，然后按式計(jì)算柱端彎矩。表中反彎點(diǎn)高度比y按式計(jì)算，式中為框架柱的標(biāo)準(zhǔn)反彎點(diǎn)高度比，為上、下層梁線剛度變化時(shí)反彎點(diǎn)高度比的修正值，、分別為上、下層層高變化時(shí)反彎點(diǎn)高度比的修正值。本設(shè)計(jì)中由于上下層梁線剛度均相同，故=0。表4-2水平地震作用下所選一榀框架層間剪力計(jì)算樓層層高(m)(kN)(N/mm)(N/mm)(kN)53.6678.7972967.04561454.3088.2243.61188.4072967.04561454.30154.4433.61585.5272967.04561454.30206.0523.61866.4172967.04561454.30242.5615.12045.6761348.97479666.99261.64表4-3水平地震作用下框架柱端彎矩計(jì)算下邊柱樓層(N/mm)(kN)y()()516351.6019.771.3720.36926.2344.94416351.6034.611.3720.45056.0768.53316351.6046.181.3720.46977.9088.34216351.6054.361.3720.49797.3398.35114409.3461.450.9510.650203.71109.69下中柱樓層(N/mm)(kN)y()()520131.9224.342.0080.40035.0852.54420131.9242.612.0080.45069.0984.31320131.9256.852.0080.500102.33102.33220131.9266.922.0080.500120.46120.46116265.1469.371.3700.650229.95123.82上中柱樓層(N/mm)(kN)y()()520131.9224.342.0080.40035.0852.54420131.9242.612.0080.45069.0984.31320131.9256.852.0080.500102.33102.33220131.9266.922.0080.500120.46120.46116265.1469.371.3700.650229.95123.82上邊柱樓層(N/mm)(kN)y()()516351.6019.771.3720.36926.2344.94416351.6034.611.3720.45056.0768.53316351.6046.181.3720.46977.9088.34216351.6054.361.3720.49797.3398.35114409.3461.450.9510.650203.71109.69梁端彎矩按式計(jì)算，然后由平衡條件求出梁端剪力，再由梁端剪力按式逐層計(jì)算柱軸力，計(jì)算過(guò)程見(jiàn)下表：表4-4水平地震作用下框架梁端彎矩、剪力計(jì)算下邊跨梁樓層()()l(m)(kN)544.9435.917.20-11.23494.7681.607.20-24.493144.41117.157.20-36.332176.25152.267.20-45.631207.02169.457.10-53.02中間跨梁樓層()()l(m)(kN)516.6316.632.90-11.47437.8037.802.90-26.07354.2754.272.90-37.43270.5370.532.90-48.64174.8374.833.00-49.89上邊跨梁樓層()()l(m)(kN)535.9144.947.20-11.23481.6094.767.20-24.493117.15144.417.20-36.332152.26176.257.20-45.631169.45207.027.10-53.02表4-5水平地震作用下柱軸力計(jì)算樓層下邊柱(kN)下中柱(kN)上中柱(kN)上邊柱(kN)5-11.23-0.240.2411.234-35.72-1.821.8235.723-72.05-2.922.9272.052-117.68-5.945.94117.681-170.70-2.802.80170.70地震作用下框架柱彎矩圖、框架梁彎矩圖、框架梁梁端剪力及柱軸力圖如圖4-1。圖4-1地震作用下框架柱彎矩圖圖4-2地震作用下框架梁彎矩圖圖4-3地震作用下框架梁梁端剪力及柱軸力圖水平風(fēng)荷載作用下框架結(jié)構(gòu)側(cè)移驗(yàn)算本設(shè)計(jì)為鋼筋混凝土框架，因此其彈性層間位移角限值為1/550，驗(yàn)算結(jié)果見(jiàn)下表。表4-6水平風(fēng)荷載作用下的位移驗(yàn)算樓層(kN)(kN)(N/mm)(mm)(mm)56.296.2972967.040.08636001/4176548.9115.2072967.040.20836001/1728638.7623.9672967.040.32836001/1096528.7632.7272967.040.44836001/802919.4942.2161348.970.68851001/7413以表4-6可以知道的是，每層層間位移角均小于其限值1/550時(shí)，滿足要求。水平風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算（D值法）對(duì)于所選框架，按式計(jì)算柱端剪力，然后按式計(jì)算柱端彎矩。表中反彎點(diǎn)高度比y按式計(jì)算，式中為框架柱的標(biāo)準(zhǔn)反彎點(diǎn)高度比，為上、下層梁線剛度變化時(shí)反彎點(diǎn)高度比的修正值，、分別為上、下層層高變化時(shí)反彎點(diǎn)高度比的修正值。本設(shè)計(jì)中由于上下層梁線剛度均相同，故=0。表4-7水平風(fēng)荷載作用下框架柱端彎矩計(jì)下邊柱樓層層高(m)(kN)(N/mm)(N/mm)(kN)y()()53.66.2972967.0416351.601.411.3720.3691.873.2043.615.2072967.0416351.603.411.3720.4195.137.1333.623.9672967.0416351.605.371.3720.4699.0610.2723.632.7272967.0416351.607.331.3720.49713.1313.2715.142.2161348.9714409.349.910.9510.65032.8617.70下中柱樓層層高(m)(kN)(N/mm)(N/mm)(kN)y()()53.66.2972967.0420131.921.742.0080.4002.503.7543.615.2072967.0420131.924.192.0080.4506.798.3033.623.9672967.0420131.926.612.0080.50011.9011.9023.632.7272967.0420131.929.032.0080.50016.2516.2515.142.2161348.9716265.1411.191.3700.61334.9822.09上中柱樓層層高(m)(kN)(N/mm)(N/mm)(kN)y()()53.66.2972967.0420131.921.742.0080.4002.503.7543.615.2072967.0420131.924.192.0080.4506.798.3033.623.9672967.0420131.926.612.0080.50011.9011.9023.632.7272967.0420131.929.032.0080.50016.2516.2515.142.2161348.9716265.1411.191.3700.61334.9822.09上邊柱樓層層高(m)(kN)(N/mm)(N/mm)(kN)y()()53.66.2972967.0416351.601.411.3720.3691.873.2043.615.2072967.0416351.603.411.3720.4195.137.1333.623.9672967.0416351.605.371.3720.4699.0610.2723.632.7272967.0416351.607.331.3720.49713.1313.2715.142.2161348.9714409.349.910.9510.65032.8617.70梁端彎矩按式計(jì)算，然后由平衡條件求出梁端剪力，再由梁端剪力按式逐層計(jì)算柱軸力，計(jì)算過(guò)程見(jiàn)下表：表4-8水平風(fēng)荷載作用下框架梁端彎矩、剪力計(jì)算下邊跨梁樓層()()l(m)(kN)53.202.567.20-0.8049.007.387.20-2.28315.4012.777.20-3.91222.3219.247.20-5.77130.8226.597.10-8.09中間跨梁樓層()()l(m)(kN)51.191.192.90-0.8243.423.422.90-2.3635.925.922.90-4.0828.918.912.90-6.15111.7411.743.00-7.83上邊跨梁樓層()()l(m)(kN)52.563.207.20-0.8047.389.007.20-2.28312.7715.407.20-3.91219.2422.327.20-5.77126.5930.827.10-8.09表4-9水平風(fēng)荷載作用下柱軸力計(jì)算樓層下邊柱(kN)下中柱(kN)上中柱(kN)上邊柱(kN)5-0.80-0.020.020.804-3.08-0.100.103.083-6.99-0.270.276.992-12.76-0.640.6412.761-20.85-0.380.3820.85地震作用下框架柱彎矩圖、框架梁彎矩圖、框架梁梁端剪力及柱軸力圖如下。圖4-4風(fēng)荷載作用下框架柱彎矩圖圖4-5風(fēng)荷載作用下框架梁彎矩圖圖4-6風(fēng)荷載作用下框架梁梁端剪力及柱軸力圖豎向荷載作用下框架結(jié)構(gòu)內(nèi)力分析計(jì)算單元由于樓面荷載均勻分布，所以可取兩軸線中線之間的長(zhǎng)度為計(jì)算單元寬度。由于本設(shè)計(jì)中縱梁軸線與柱軸線不重合，所以作用在框架上的荷載還有集中力矩。梁板為整體現(xiàn)澆。圖5-1橫向框架計(jì)算單元豎向荷載計(jì)算恒載計(jì)算恒荷載作用下每層框架梁上的荷載分布如圖所示：圖5-2恒載作用示意圖對(duì)于樓板傳遞給橫梁三角形或梯形荷載，在三角形荷載作用時(shí)，按式折算為等效均布荷載；在梯形荷載作用時(shí)，按式折算為等效均布荷載，其中（、分別為板短跨、長(zhǎng)跨的計(jì)算跨度）。故邊跨，。下面以屋面為例，對(duì)恒荷載進(jìn)行計(jì)算，其余樓層計(jì)算結(jié)果見(jiàn)表5-1。、、代表橫梁自重（扣除板自重），為均布荷載形式。由重力荷載計(jì)算結(jié)果可得：；；。、、分別為屋面板傳給橫梁的梯形荷載和三角形荷載峰值；；。故相應(yīng)的等效均布荷載；；。；；。、、、是通過(guò)縱梁傳給柱的屋面板自重、梁自重、女兒墻（縱墻）自重等所產(chǎn)生的集中荷載。對(duì)于：屋面板自重：；女兒墻重：；縱向框架梁自重：；橫向次梁自重：；故。 對(duì)于：屋面板自重：；縱向框架梁自重：；橫向次梁自重：；故。；。表5-1恒載作用下各層梁上豎向荷載標(biāo)準(zhǔn)值樓層橫梁（與隔墻）自重(kN/m)等效均布荷載(kN/m)屋面3.631.753.6317.238.9917.23510.071.8810.0711.586.0411.58410.071.8810.0711.586.0411.58310.071.8810.0711.586.0411.58210.071.8810.0711.586.0411.58樓層集中荷載(kN)集中力矩(kN·m)屋面139.69163.27163.27139.6917.4620.4120.4117.465116.16171.42171.42116.1614.5221.4321.4314.524116.16171.42171.42116.1614.5221.4321.4314.523116.16171.42171.42116.1614.5221.4321.4314.522116.16171.42171.42116.1620.3330.0030.0020.33活載計(jì)算活荷載作用下每層框架梁上的荷載分布如圖5-3所示：圖5-3活載作用示意圖下面以屋面為例，對(duì)活荷載進(jìn)行計(jì)算，其余樓層計(jì)算結(jié)果見(jiàn)表5.2。、、分別為屋面板傳給橫梁的梯形荷載和三角形荷載峰值；；。故相應(yīng)的等效均布荷載；；。、、、是通過(guò)縱梁傳給柱的屋面活荷載。；；；。表5-2活載作用下各層梁上豎向荷載標(biāo)準(zhǔn)值樓層等效均布荷載(kN/m)集中荷載(kN)集中力矩(kN·m)屋面1.620.841.628.3712.3212.328.371.051.541.541.0556.473.386.4733.4849.2849.2833.484.196.166.164.1946.473.386.4733.4849.2849.2833.484.196.166.164.1936.473.386.4733.4849.2849.2833.484.196.166.164.1926.473.386.4733.4849.2849.2833.485.868.628.625.86內(nèi)力計(jì)算計(jì)算桿端彎矩分配系數(shù)根據(jù)各層梁柱線剛度可計(jì)算出各節(jié)點(diǎn)彎矩分配系數(shù)，如下表所示表5-3各節(jié)點(diǎn)彎矩分配系數(shù)樓層節(jié)點(diǎn)號(hào)AB桿件號(hào)上柱下柱ABBA上柱下柱BC屋面剛度系數(shù)0.0004.3405.9555.9550.0004.3402.759分配系數(shù)0.0000.4220.5780.4560.0000.3320.2115剛度系數(shù)4.3404.3405.9555.9554.3404.3402.759分配系數(shù)0.2970.2970.4070.3420.2500.2500.1594剛度系數(shù)4.3404.3405.9555.9554.3404.3402.759分配系數(shù)0.2970.2970.4070.3420.2500.2500.1593剛度系數(shù)4.3404.3405.9555.9554.3404.3402.759分配系數(shù)0.2970.2970.4070.3420.2500.2500.1592剛度系數(shù)4.3406.3536.0396.0394.3406.3532.667分配系數(shù)0.2590.3800.3610.3110.2240.3270.137樓層節(jié)點(diǎn)號(hào)CD桿件號(hào)CB上柱下柱CDDC上柱下柱屋面剛度系數(shù)2.7590.0004.3405.9555.9550.0004.340分配系數(shù)0.2110.0000.3320.4560.5780.0000.4225剛度系數(shù)2.7594.3404.3405.9555.9554.3404.340分配系數(shù)0.1590.2500.2500.3420.4070.2970.2974剛度系數(shù)2.7594.3404.3405.9555.9554.3404.340分配系數(shù)0.1590.2500.2500.3420.4070.2970.2973剛度系數(shù)2.7594.3404.3405.9555.9554.3404.340分配系數(shù)0.1590.2500.2500.3420.4070.2970.2972剛度系數(shù)2.6674.3406.3536.0396.0394.3406.353分配系數(shù)0.1370.2240.3270.3110.3610.2590.380恒載與活載作用下各層桿件的固端彎矩的計(jì)算根據(jù)《靜力計(jì)算手冊(cè)》相應(yīng)計(jì)算表可查得：均布荷載作用下，梁兩端均為固定端時(shí)，其兩端的固端彎矩均為，各層、各跨框架梁固端彎矩的計(jì)算過(guò)程詳見(jiàn)下表。表5-4恒載下固端彎矩匯總樓層下邊橫梁中橫梁上邊橫梁(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)屋面20.867.50-97.7797.7710.742.70-6.526.5220.867.50-97.7797.77521.657.50-101.50101.507.922.70-4.814.8121.657.50-101.50101.50421.657.50-101.50101.507.922.70-4.814.8121.657.50-101.50101.50321.657.50-101.50101.507.922.70-4.814.8121.657.50-101.50101.50221.657.50-101.50101.507.922.70-4.814.8121.657.50-101.50101.50表5-5活載下固端彎矩匯總樓層下邊橫梁中橫梁上邊橫梁(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)屋面1.627.50-7.587.580.842.70-0.510.511.627.50-7.587.5856.477.50-30.3330.333.382.70-2.052.056.477.50-30.3330.3346.477.50-30.3330.333.382.70-2.052.056.477.50-30.3330.3336.477.50-30.3330.333.382.70-2.052.056.477.50-30.3330.3326.477.50-30.3330.333.382.70-2.052.056.477.50-30.3330.33計(jì)算桿端彎矩恒載與活載作用下的框架彎矩二次分配如下圖5-4、5-5所示。圖5-4恒載作用下的框架彎矩二次分配圖圖5-5活載作用下的框架彎矩二次分配圖計(jì)算跨中彎矩考慮到框架梁具有塑性內(nèi)力重分布的性質(zhì)，為體現(xiàn)“強(qiáng)柱弱梁”的設(shè)計(jì)原則并便于施工，對(duì)于梁端負(fù)彎矩進(jìn)行調(diào)幅，取調(diào)幅系數(shù)是0.8。梁的跨中彎矩，可根據(jù)梁端彎矩及作用于梁上的相應(yīng)荷載計(jì)算。為簡(jiǎn)化計(jì)算，本工程計(jì)算各跨梁的跨中點(diǎn)彎矩，均布荷載作用時(shí)其計(jì)算式為，式中、均取調(diào)幅后梁左、右端的彎矩。各層恒載與活載作用下的桿端彎矩及框架梁跨中彎矩的計(jì)算過(guò)程見(jiàn)下表。表5-6恒載作用下桿端及梁跨中彎矩匯總表樓層下邊跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)520.867.50-65.59-78.95-52.47-63.1688.84421.657.50-85.89-92.57-68.71-74.0680.87321.657.50-84.25-91.76-67.40-73.4181.85221.657.50-83.28-91.10-66.63-72.8882.50121.657.50-83.49-92.32-66.79-73.8681.92樓層中間跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)510.742.70-18.51-18.51-14.81-14.81-5.0347.922.70-11.17-11.17-8.94-8.94-1.7337.922.70-11.55-11.55-9.24-9.24-2.0327.922.70-11.86-11.86-9.49-9.49-2.2717.922.70-10.75-10.75-8.60-8.60-1.38樓層上邊跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)520.867.50-78.95-65.59-63.16-52.4788.84421.657.50-92.57-85.89-74.06-68.7180.87321.657.50-91.76-84.25-73.41-67.4081.85221.657.50-91.10-83.28-72.88-66.6382.50121.657.50-92.32-83.49-73.86-66.7981.92樓層柱端彎矩(kN·m)截面下邊柱下中柱上中柱上邊柱5上端48.13-40.0340.03-48.13下端37.70-31.1831.18-37.704上端33.67-28.7928.79-33.67下端34.86-29.3929.39-34.863上端34.86-29.3929.39-34.86下端35.57-29.8729.87-35.572上端33.20-27.9427.94-33.20下端33.30-26.5126.51-33.301上端29.86-25.0625.06-29.86下端14.93-12.5312.53-14.93表5-7活載作用下桿端及梁跨中彎矩匯總表樓層下邊跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)51.627.50-6.58-7.08-5.26-5.665.9146.477.50-24.07-26.91-19.26-21.5325.1036.477.50-25.09-27.54-20.07-22.0324.4426.477.50-24.81-27.35-19.84-21.8824.6316.477.50-24.85-27.69-19.88-22.1524.48樓層中間跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)50.842.70-1.04-1.04-0.83-0.83-0.0643.382.70-4.34-4.34-3.47-3.47-0.4033.382.70-4.05-4.05-3.24-3.24-0.1723.382.70-4.14-4.14-3.31-3.31-0.2413.382.70-3.81-3.81-3.05-3.050.02樓層上邊跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)51.627.50-7.08-6.58-5.66-5.265.9146.477.50-26.91-24.07-21.53-19.2625.1036.477.50-27.54-25.09-22.03-20.0724.4426.477.50-27.35-24.81-21.88-19.8424.6316.477.50-27.69-24.85-22.15-19.8824.48樓層柱端彎矩(kN·m)截面下邊柱下中柱上中柱上邊柱5上端5.53-4.504.50-5.53下端8.70-7.297.29-8.704上端11.19-9.139.13-11.19下端10.45-8.678.67-10.453上端10.45-8.678.67-10.45下端10.66-8.818.81-10.662上端9.96-8.258.25-9.96下端10.01-7.837.83-10.011上端8.98-7.427.42-8.98下端4.49-3.713.71-4.49圖5-6恒載作用下框架彎矩圖圖5-7活載作用下框架彎矩圖計(jì)算梁端剪力梁端剪力可依照梁上豎向荷載引起的剪力與梁端彎矩引起的剪力相加而知，均布荷載作用下其計(jì)算公式為：，。表5-8恒載作用下梁端剪力樓層下邊跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面20.867.50-52.47-63.1679.6476.79521.657.50-68.71-74.0681.9180.49421.657.50-67.40-73.4182.0080.40321.657.50-66.63-72.8882.0380.37221.657.50-66.79-73.8682.1480.26樓層中間跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面10.742.70-14.81-14.8114.5014.5057.922.70-8.94-8.9410.6910.6947.922.70-9.24-9.2410.6910.6937.922.70-9.49-9.4910.6910.6927.922.70-8.60-8.6010.6910.69樓層上邊跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面20.867.50-63.16-52.4776.7979.64521.657.50-74.06-68.7180.4981.91421.657.50-73.41-67.4080.4082.00321.657.50-72.88-66.6380.3782.03221.657.50-73.86-66.7980.2682.14表5-9活載作用下梁端剪力樓層下邊跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面1.627.50-5.26-5.666.126.0156.477.50-19.26-21.5324.5723.9646.477.50-20.07-22.0324.5224.0036.477.50-19.84-21.8824.5323.9926.477.50-19.88-22.1524.5723.96樓層中間跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面0.842.70-0.83-0.831.141.1453.382.70-3.47-3.474.564.5643.382.70-3.24-3.244.564.5633.382.70-3.31-3.314.564.5623.382.70-3.05-3.054.564.56樓層上邊跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面1.627.50-5.66-5.266.016.1256.477.50-21.53-19.2623.9624.5746.477.50-22.03-20.0724.0024.5236.477.50-21.88-19.8423.9924.5326.477.50-22.15-19.8823.9624.57柱軸力計(jì)算軸力可由梁端剪力和節(jié)點(diǎn)集中力疊加得到，計(jì)算恒載作用時(shí)的柱底軸力要考慮柱的自重。表5-10恒荷載作用下柱的軸力樓層下邊柱下中柱上中柱上邊柱(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)5219.33243.54254.55278.77254.55278.77219.33243.544441.61465.96541.36565.71541.36565.71441.61465.963664.13688.48828.22852.57828.22852.57664.13688.482886.67911.021115.041139.391115.041139.39886.67911.0211109.3211