前言畢業(yè)設(shè)計是學(xué)生在學(xué)完課程之后必須進(jìn)行的最后一個實踐性的教學(xué)環(huán)節(jié)，是對學(xué)生所學(xué)知識的一個綜合檢驗。它是學(xué)生從學(xué)校走向工作崗位必需經(jīng)歷的一個環(huán)節(jié)，有助于學(xué)生對所學(xué)專業(yè)知識的深入了解，使學(xué)生熟悉有關(guān)的設(shè)計、施工標(biāo)準(zhǔn)和手冊，進(jìn)一步提高工程制圖、理論分析和運用計算機輔助軟件的能力，并熟練掌握各種繪圖軟件，培養(yǎng)學(xué)生綜合應(yīng)用所學(xué)理論知識解決一般房屋建筑工程的建筑設(shè)計、結(jié)構(gòu)設(shè)計以及施工組織設(shè)計方面的能力，使他們受到土木工程師所必需的根本訓(xùn)練，到達(dá)培養(yǎng)建筑工程專業(yè)人才的目的。我的設(shè)計課題是某市商業(yè)大樓，總占地面積約5472.8㎡，地處市中心。本設(shè)計按照最新標(biāo)準(zhǔn)進(jìn)行設(shè)計，由結(jié)構(gòu)圖、中英文摘要、建筑設(shè)計說明書、結(jié)構(gòu)方案說明書、結(jié)構(gòu)設(shè)計計算書等局部。市某商業(yè)大樓設(shè)計摘要本工程為四層框架式商業(yè)樓，建筑面積5472.8m2，占地面積6000m2，四層，總高17.1m，采用框架式結(jié)構(gòu)，柱下獨立根底，設(shè)計基準(zhǔn)期50年，結(jié)構(gòu)平安等級為二級，抗震設(shè)防烈度為7度。建筑設(shè)計本著關(guān)鍵詞：框架式商業(yè)樓框架結(jié)構(gòu)柱下獨立基AcommercialbuildingdesignAbstractThisisadesignformallbuildingofacity.Itsbuildingareais5472.8m2anditwillcoverafieldof6000m2.Itisafour-storiedbuildingwith17.1-metershighstructureandsinglefootingKeywords:frametypemallbuidingframestructuresinglefooting目錄1建筑設(shè)計說明………………..11.1工程概況………………11.2平面設(shè)計………………11.3立面設(shè)計………………21.4剖面設(shè)計………………22結(jié)構(gòu)選型及布置……………..22.1結(jié)構(gòu)選型……………....22.2結(jié)構(gòu)布置………………32.3材料選用………………33框架結(jié)構(gòu)內(nèi)力計算…………..33.1框架梁的截面尺寸估算……………….33.2框架柱的截面尺寸計算……………….33.3框架梁住的線剛度…….43.4橫向框架柱側(cè)移剛度計算……………..53.5風(fēng)荷載標(biāo)準(zhǔn)值估算…………………......63.6風(fēng)荷載作用下的框架側(cè)移計算………...73.7風(fēng)荷載標(biāo)準(zhǔn)值作用下的內(nèi)力計算………83.8框架各種荷載計算…….11恒載標(biāo)準(zhǔn)值計算……………….11活荷載標(biāo)準(zhǔn)值計算…………...133.9豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計算………………14計算單元…….14荷載計算…….144地震作用下內(nèi)力的計算……215框架內(nèi)力組合………………246截面設(shè)計與配筋計算………466.1框架梁截面設(shè)計……..46框架梁的截面內(nèi)力換算………46框架梁的正截面受彎承載力計算……………..47框架梁的斜截面受剪承載力計算……………..526.2框架柱截面設(shè)計……..55軸壓比驗算…………………..56截面尺寸復(fù)核………………...57正截面受彎承載力計算……….57垂直于彎矩作用平面的受壓承載力驗算………65斜截面受剪承載力驗算……….65裂縫寬度驗算………………...687單向板樓蓋設(shè)計……………687.1梁板截面尺寸選擇…………………...687.2板配筋設(shè)計…………..687.3縱向次梁配筋設(shè)計…………………708樓梯的計算………………..758.1建筑設(shè)計……………758.2結(jié)構(gòu)設(shè)計…………………758.3樓梯板計算…………75荷載計算…………………..76截面設(shè)計…………………..768.4平臺板計算………….77荷載計算…………………...77截面設(shè)計…………………...778.5平臺梁計算……….....77荷載計算…………………...78截面設(shè)計…………………...78斜截面受剪承載力計算……..799柱下鋼筋混凝土獨立根底計算…………...799.1根底造型………….....799.2根底梁截面尺寸的選取…………......799.3荷載計算……………79持力層承載力驗算…………80初步選擇根底尺寸…………80驗算持力層地……………...81計算基底凈反力…………...81根底高度驗算……………...82配筋計算…………………..8310參考文獻(xiàn)…………………8511謝辭………861建筑設(shè)計說明1.1工程概況本工程為建的一棟綜合性商業(yè)樓，總建筑面積5472.8，此建筑縱向長為48.3,主體橫向長為28.8。主體結(jié)構(gòu)共4層，一層高4.5,建設(shè)場地的地震根本烈度為7度，結(jié)構(gòu)設(shè)計為抗震設(shè)計，場地土為Ⅱ類.設(shè)計使用年限：50年。建筑結(jié)構(gòu)的平安等級：二級。建筑耐久、防火等級：Ⅱ級。屋面防水等級：Ⅱ級?？蚣芙Y(jié)構(gòu)環(huán)境：二a類。梁板環(huán)境：二類。風(fēng)荷載：根本風(fēng)壓，地面粗糙度為B類。雪荷載：根本雪壓。地震烈度：按7度設(shè)防，設(shè)計根本地震加速度值為0.15g。場地土性質(zhì)：II類場地土場區(qū)內(nèi)土層分布情況：〔從自然地坪往下算〕填土層：層厚0.8—1.0m，重度16KN/,地基承載力特征值=90;粉質(zhì)粘土層：層厚0.3—0.6m，重度19KN/，地基承載力特征值=150，=6.0；粉土層：層厚0.7—1.1m，重度18KN/，地基承載力特征值=120，=4.5；中砂層：層厚0.5m，重度17KN/，地基承載力特征值=150，精密軟石層：層厚3.1—5.4m，重度20KN/，地基承載力特征值=300，該層頂板埋深為2.5—3.8m其下為中心密實軟石層，參數(shù)同精密密實層。地下水位標(biāo)高為：-4.2m。本設(shè)計為一幢商場4層。商場采用了南北朝向。設(shè)計室內(nèi)外高差為0.600m，設(shè)置了臺階1.2平面設(shè)計(1)使用局部設(shè)計營業(yè)廳：營業(yè)廳是本設(shè)計的主體細(xì)胞，占據(jù)了一樓絕大局部的建筑面積。對于使用功能不同的其它用房，采取了不同的平面設(shè)計方案，采取多種面積，使得平面設(shè)計活潑不顯呆板，又能滿足多種使用需求，使得商場更具現(xiàn)代化。(2)交通聯(lián)系局部設(shè)計①入口：入口是內(nèi)外聯(lián)系重要局部，以解決房屋中水平聯(lián)系和疏散問題。寬度應(yīng)符合人流暢通和建筑防火的要求，本設(shè)計中主,次入口寬度都為3.6m。②樓梯：樓梯是建筑中各層間的垂直聯(lián)系局部，是樓層人流疏散必經(jīng)通道。本方案中設(shè)有兩部雙跑樓梯供客人使用，一個內(nèi)部樓梯,樓梯間寬為3.6m，分別居于建筑物兩端。一部自動扶梯，采用雙排，設(shè)在建筑物的中心。(3)平面組合設(shè)計該商場由南到北為收銀臺,營業(yè)廳,倉庫,旁邊設(shè)置了與其相應(yīng)的輔助用房，如：電房(暖氣房)、廁所、辦公室等。1.3立面設(shè)計本方案立面設(shè)計充分考慮了商場對采光的要求，南面和東面均采用玻璃幕墻，樣式新穎，通徹的玻璃窗給人一種清晰明快的感覺。北面和西面采用白色小方塊瓷磚貼面，窗臺以下局部貼瓷磚以保護(hù)墻壁，不易受破壞。窗框為銀白色鋁合金。1.4剖面設(shè)計(1)根據(jù)采光和通風(fēng)要求，各房間均采用自然光，并滿足窗地比的要求，窗臺高800mm(2)屋面排水采用外檐溝排水，排水坡度為2%。2結(jié)構(gòu)選型及布置2.1結(jié)構(gòu)選型(1)結(jié)構(gòu)體系選型：采用鋼筋混凝土現(xiàn)澆框架結(jié)構(gòu)〔橫向框架承重〕體系；(2)屋面結(jié)構(gòu)：采用鋼筋混凝土現(xiàn)澆樓板，采用上人屋面，屋面板厚80mm(3)樓面結(jié)構(gòu)：采用鋼筋混凝土現(xiàn)澆樓板，板厚80mm(4)樓梯結(jié)構(gòu)：采用鋼筋混凝土板式樓梯；(5)天溝：采用混凝土現(xiàn)澆外天溝；(6)根底梁：采用鋼筋混凝土根底梁；(7)根底：采用鋼筋混凝土柱下獨立根底。2.2結(jié)構(gòu)布置(1)結(jié)構(gòu)布置包括結(jié)構(gòu)平面布置和結(jié)構(gòu)剖面布置。因為此設(shè)計中同一層樓面標(biāo)高無變化，所以不做結(jié)構(gòu)剖面布置。如屋面、各層樓面等結(jié)構(gòu)平面布置，詳見結(jié)構(gòu)平面布置圖；(2)結(jié)構(gòu)布置圖的具體內(nèi)容和要求。①屋面結(jié)構(gòu)布置圖上主要的結(jié)構(gòu)構(gòu)件有：框架〔梁和柱〕、屋面梁、屋面板等構(gòu)件；②樓面結(jié)構(gòu)布置圖上主要結(jié)構(gòu)構(gòu)件有：框架〔梁和柱〕、樓面梁、樓面板、樓梯等。2.3材料選用(1)混凝土：全部采用C25〔〕；(2)鋼筋：縱向受力鋼筋采用熱軋變形鋼筋HRB400〔〕，其余采用熱軋光面鋼筋HPB235〔φ〕；(3)墻體：內(nèi)墻240mm厚的灰砂磚，尺寸為240mm×120mm×60mm3框架結(jié)構(gòu)內(nèi)力計算3.1框架梁的截面尺寸估算梁截面高度按梁跨度的1/12～1/8估算，梁截面寬度按截面高度1/3～1/2估算：(1)框架橫梁截面尺寸取取(2)次梁(框架縱梁)截面尺寸×6900=345取×450=150取3.2框架柱的截面尺寸估算框架柱的截面尺寸一般根據(jù)柱的軸壓比限值按如下公式估算：(3.1)本框架為抗震設(shè)計，該商場為一般建筑，且小于40m的框架結(jié)構(gòu)，抗震等級為三級，那么取0.9，各層的重力荷載代表值近似取，N=4，如圖3.1所示：邊柱及中柱的負(fù)載面積分別為和。邊柱：中柱：如取柱截面為正方形，。根據(jù)以上計算結(jié)果，并考慮其它因素，柱截面尺寸取值為：底層柱。根底選用柱下獨立根底，根底埋深，根底高。框架結(jié)構(gòu)計算簡圖如圖3.1所示,取頂層柱的形心線作為框架柱的軸線；梁軸線取至板底，2,3,4層柱高即層高，底層柱高度從根底頂面算至一層樓面即，取。3.3框架梁柱的線剛度根據(jù)標(biāo)準(zhǔn)中規(guī)定，考慮現(xiàn)澆樓板的作用，對于中跨梁，取,邊框架。表3.1橫梁線剛度類別層次橫梁(中)2.8×1048.575×10972003.573×10117.145×1011表3.2柱線剛度層次12.8×1045.208×10955002.841×10112.8×1045.208×10942003.720×1011令各層框架梁線剛度為1，那么其余各桿件的相對線剛度為：；；框架梁、柱的相對線剛度如下列圖3.1所示，作為計算框架各桿端彎矩分配系數(shù)的依據(jù)。圖3.1橫向框架相對線剛度3.4橫向框架柱側(cè)移剛度計算表3.3橫向2～4層D值的計算構(gòu)件名稱A、E軸柱0.4908250B.C.D軸柱0.65813512∑D=8250×2+13512×3=57036表3.4橫向底層D值的計算--+構(gòu)件名稱A、E軸柱0.6685260B、C、D軸柱0.7876540∑D=2×5260+6540×3=301403.5風(fēng)荷載標(biāo)準(zhǔn)值計算根據(jù)設(shè)計任務(wù)書知道有關(guān)風(fēng)荷載的參數(shù)，并根據(jù)《建筑結(jié)構(gòu)荷載標(biāo)準(zhǔn)》GB50009-2001知，作用在屋面梁和樓面梁處的集中風(fēng)荷載標(biāo)準(zhǔn)值：〔3.2〕式中，聊城根本風(fēng)壓參考莘縣朝城根本風(fēng)壓，；--風(fēng)壓高度變化系數(shù)，地面粗糙度為B類；--風(fēng)荷載體型系數(shù)，根據(jù)建筑物的體型查得：；--風(fēng)振系數(shù)，《荷載標(biāo)準(zhǔn)》規(guī)定，對于高度大于且高寬比大于1.5的房屋結(jié)構(gòu)，應(yīng)采用風(fēng)振系數(shù)來考慮風(fēng)壓脈動的影響。本建筑根本自振周期，且高寬比，所以??；--下層柱高；--上層柱高；B--迎風(fēng)面的寬度，。表3.5各層樓面處集中風(fēng)荷載標(biāo)準(zhǔn)值離地高度17.71.201.01.290.454.2010.0913.51.101.01.290.454.24.218.519.31.001.01.290.454.24.216.825.11.001.01.290.455.54.219.43圖3.2等效節(jié)點集中風(fēng)荷載〔單位：〕3.6風(fēng)荷載作用下的框架側(cè)移計算(3.3)水平荷載作用下框架的層間位移按：式中---第j層的總剪力；---第j層所有柱的抗側(cè)剛度之和；---第j層的層間側(cè)移。第一層的層間側(cè)移值求出以后，就可以計算各樓板標(biāo)高處的側(cè)移值的頂點側(cè)移值，各層樓板標(biāo)高處的側(cè)移值是該層以下各層層間側(cè)移之和，點側(cè)移是所有各層層間側(cè)移之和。j層側(cè)移＝頂層側(cè)移＝表3.6風(fēng)荷載作用下框架側(cè)移計算表層次/h410.0910.09570360.00021/21000318.5128.60570360.00051/8400216.8245.42570360.00081/5250119.4364.85301400.00221/2318u＝側(cè)移驗算：對于框架結(jié)構(gòu)，樓層層間最大位移與層高之比的限值為1/550，本框架的層間最大位移與層高之比在底層，其值為1/2318，滿足1/2318<1/550的要求，那么框架側(cè)移剛度足夠。3.7風(fēng)荷載標(biāo)準(zhǔn)值作用下的內(nèi)力計算框架在風(fēng)荷載〔從左到右吹〕下的內(nèi)力用D值法〔改良的反彎點法〕進(jìn)行計算。其步驟為：(1)求各柱反彎點處的剪力值；(2)求各柱反彎點高度；(3)求各柱的桿端彎矩及梁端彎矩；(4)求各柱的軸力和梁剪力。第層第柱所分配的剪力:；(3.4)柱彎矩：；(3.5)框架柱反彎點位置：(3.6)梁端彎矩：中柱節(jié)點：；(3.7)邊柱節(jié)點：(3.8)梁端剪力:(3.9)柱軸力(3.10)表3.7框架柱反彎點位置框架柱反彎點位置軸號層號h/miA軸44.21.920.40000.41.6834.21.920.450000.451.8924.21.920.50000.52.115.52.520.550000.553.025B軸44.23.840.450000.451.8934.23.840.50000.52.124.23.840.50000.52.115.55.030.550000.553.025C軸44.23.840.450000.451.8934.23.840.50000.52.124.23.840.50000.52.115.55.030.550000.553.025D軸44.23.840.450000.451.8934.23.840.50000.52.124.23.840.50000.52.115.55.030.550000.553.025E軸44.21.920.40000.41.6834.21.920.450000.451.8924.21.920.50000.52.115.52.520.550000.553.025表3.8風(fēng)荷載作用下框架柱剪力和梁柱端彎矩的計算風(fēng)荷載作用下框架柱剪力和梁柱端彎矩的計算軸號A軸B軸C軸層號43214321432110.0928.645.4264.8510.0928.645.4264.8510.0928.645.4264.855703657036570363014057036570365703630140570365703657036301408250825082505260135121351213512654013512135121351265400.1450.1450.1450.1750.2370.2370.2370.2170.2370.2370.2370.2171.4594.1376.5711.322.396.77510.7614.072.396.77510.7614.071.681.892.13.031.892.12.13.031.892.12.13.033.6789.55613.827.955.52214.2322.634.765.52214.2322.634.762.4527.81913.834.294.51814.2322.642.644.51814.2322.642.6400002.7619.37318.4128.682.7619.37318.4128.684.8412.0121.6241.752.2599.37318.4128.6824.089.37318.4128.68表3.9風(fēng)荷載作用下框架柱軸力與梁端的計算層號梁端剪力柱軸力B軸C軸41.0552.5092.5091.055-1.45034.841.031.031.180.15023.453.523.524.630.13017.235.675.6711.861.5603.8框架各種荷載計算恒載標(biāo)準(zhǔn)值計算(1)屋面〔上人〕找平層：15厚水泥砂漿防水層：〔剛性〕40厚C20細(xì)石混凝土防水防水層：〔柔性〕三氈四油鋪小石子找平層：15厚水泥砂漿找坡層:40厚水泥石灰焦渣砂漿3‰找平保溫層:80厚礦渣水泥結(jié)構(gòu)層:80厚現(xiàn)澆鋼筋混凝土板抹灰層:10厚混合砂漿合計:(2)各層樓面：水磨石地面:包括10mm面層20厚水泥砂漿打底素水泥結(jié)合層一道結(jié)構(gòu)層:80厚現(xiàn)澆鋼筋混凝土板0.0825=抹灰層:10厚混合砂漿合計：(3)梁柱自重：橫向框架梁:結(jié)構(gòu)自重：抹灰層：10厚混合砂漿合計：4.86KN/m次梁自重：結(jié)構(gòu)自重：抹灰層：合計：2.44KN/m柱自重：結(jié)構(gòu)自重：抹灰層：合計：6.59KN/m(4)外墻自重標(biāo)準(zhǔn)層：砌體墻：窗間墻：水刷石外墻面：0.75KN/m水泥粉刷內(nèi)墻面：0.54KN/m鋁合金窗：0.95KN/m合計：17.36KN/m玻璃幕墻：一層：砌體墻：水刷石外墻面：0.75KN/m水泥粉刷內(nèi)墻面：0.54KN/m合計：17.71KN/m四層：砌體墻：窗間墻：水刷石外墻面：0.75KN/m水泥粉刷內(nèi)墻面：0.54KN/m鋁合金窗：0.95KN/m合計：17.36KN/m〔5〕內(nèi)縱墻自重縱墻：水泥粉刷內(nèi)墻面：0.65KN/m合計：17.71KN/m(7)內(nèi)隔墻自重頂層、標(biāo)準(zhǔn)層：內(nèi)隔墻：水泥粉刷內(nèi)墻面：0.65KN/m合計：10.06KN/m活荷載標(biāo)準(zhǔn)值計算(1)屋面和樓面活荷載標(biāo)準(zhǔn)值：根據(jù)《建筑結(jié)構(gòu)荷載標(biāo)準(zhǔn)》〔GB50009－2001〕查得：上人屋面均布活荷載標(biāo)準(zhǔn)值：樓面活荷載標(biāo)準(zhǔn)值：(2)雪荷載：屋面活荷載與雪荷載不同時考慮，兩者中取大值。3.9豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計算計算單元取③軸線橫向框架進(jìn)行計算，計算單元寬度為6.90，如圖3.6所示。直接傳給該框架的樓面荷載如圖中水平陰影所示，計算單元范圍內(nèi)的其余樓面荷載那么通過縱向次梁以集中力的形式傳給橫向框架，作用在各節(jié)點上。圖3.4橫向框架梁三角形荷載荷載計算1框架梁KL承受的豎向荷載有:次梁傳來的集中荷載，與框架梁相鄰的板面三角形荷載〔如圖3.4〕，框架梁自重，為均布荷載。樓面荷載分配為等效荷載。其中短向分配：長向分配：橫向框架梁上集中荷載:〔次梁250mm450mm〕其中=1.2m，2b=6.9m故有=0.95AB跨框架梁屋面板傳荷載：板傳至梁上的三角形或梯形荷載，為簡化計算等效為均布荷載，荷載的傳遞示意圖為：恒載：活載：樓面板傳荷載：恒載：活載：主梁自重：4.86KN/mAB跨框架梁均布荷載為：屋面梁：恒載=9.51+4.86=14.37KN/m活載=板傳荷載=3.0KN/m樓面梁：恒載=4.86+4.23=9.09KN/m活載=5.25KN/m由次梁傳來的集中荷載：〔次梁250mm450mm〕樓面梁b．屋面梁WKLA軸的縱向集中荷載：頂層柱：恒載=梁自重+板傳荷載+天溝=4.866.9+0.956.340.6〔4.5+6.9〕+3.296.9=97.43KN活載=板傳荷載=2.00.6(4.5+6.9)=13.68KN標(biāo)準(zhǔn)層：恒載=4.866.9+0.952.820.6〔4.5+6.9〕+2.16.9+6.594.2=94.03KN活載=3.50.6〔4.5+6.9〕=23.94KN根底頂面荷載=6.595.5+2.16.9=50.74KNBC、CD跨均布荷載同AB跨。DE跨框架梁：屋面板傳荷載同AB跨樓面板傳荷載：活載四層恒載：D軸縱向集中荷載的計算：頂層柱：恒載=梁自重+板傳荷載+天溝=活載=板傳荷載=標(biāo)準(zhǔn)層：恒載=活載=20.6〔4.5+6.9〕3.5KN/=47.88KN根底頂面荷載=底層墻自重+柱自重=E軸柱縱向集中荷載的計算：頂層柱荷載：恒載=活載=標(biāo)準(zhǔn)層:恒載=活載=根底頂面恒載=恒荷載作用下的內(nèi)力計算：采用分層法計算。分層法的根本假定為：〔a〕在豎向荷載作用下，框架側(cè)移小，因而忽略不計?！瞓〕每層梁上的荷載對其他各層梁的影響很小，可以忽略不計。因此，每層梁上的荷載只在該層梁及該層梁相連的柱上分配和傳遞。除底層外，其余各柱的線剛度乘以0.9的修正系數(shù)，且其傳遞系數(shù)由改為。按分成法計算的各梁彎矩為最終彎矩，各柱的最終彎矩為與各柱相連的兩層計算彎矩疊加。假設(shè)節(jié)點彎矩不平衡，可將節(jié)點不平衡彎矩再進(jìn)行一次分配。在內(nèi)力計算中，所有構(gòu)件均采用彈性剛度。恒荷載作用下的彎矩圖〔KN.m〕恒荷載作用下的軸力圖〔KN〕恒荷載作用下的剪力圖〔KN〕活荷載作用下的彎矩圖〔KN.m〕活荷載作用下的軸力圖〔KN〕活荷載作用下的剪力圖〔KN〕4地震作用下內(nèi)力的計算1.計算各層的重力荷載代表值按照抗震標(biāo)準(zhǔn)規(guī)定：式中為重力荷載代表值，為結(jié)構(gòu)恒載標(biāo)準(zhǔn)值，為有關(guān)活載〔可變荷載〕標(biāo)準(zhǔn)值，為有關(guān)活載組合值系數(shù)?！?〕四層的計算：=56.59KN/m2.1m+4.86KN/m7.2m+2.44KN/m6.98+56.94.86+6.346.928.8+17.366.928.8+17.366.90.5+2.16.90.5+17.716.90.5+10.0620.5〔7.2-1.8〕=1953.97KN〔2〕三層的計算=56.594.2+44.867.2+2.446.98+4.8656.9+2.826.928.8+2.16.9+17.716.9+17.366.9+10.066.9=1466.98KN〔3〕二層的計算=6.5954.2+4.867.24+4.866.95+2.446.98+2.826.928.8+17.366.9+2.16.9+17.716.9+10.066.9=1466.98KN〔4〕一層的計算=6.59〔2.1+2.25〕5+4.867.24+4.866.95+2.446.98+2.826.928.8+17.366.90.5+17.716.90.5+17.716.9+10.066.9=1458.65KN活荷載：樓面值為3.5KN/，組合值系數(shù)為0.5.故有：=1953.97+1466.98+1466.98+1458.65+3.5KN/6.9m28.8m1.04+0.35KN/6.9m28.8m0.5=9163.44KN結(jié)構(gòu)的根本自振周期：故有：，所以不考慮頂部附加地震作用系數(shù)。該工程中按7度設(shè)防，地震加速度值為0.15g，查抗震標(biāo)準(zhǔn)表可得，且有，故結(jié)構(gòu)的底部剪那么作用在結(jié)構(gòu)各樓層上的水平地震作用力為：地震作用下框架柱及梁的剪力和彎矩的計算地震作用下框架柱剪力和梁柱端彎矩的計算軸號A軸B軸C軸層號432143214321284.7161.3108.868.36284.7161.3108.868.36284.7161.3108.868.365703657036570363014057036570365703630140570365703657036301408250825082505260135121351213512654013512135121351265400.1450.1450.1450.1750.2370.2370.2370.2170.2370.2370.2370.21741.1823.3315.7311.9367.4538.225.7714.8367.4538.225.7714.831.681.892.13.031.892.12.13.031.892.12.13.03103.853.8833.0429.47155.880.2354.1136.64155.880.2354.1136.6469.1944.0933.0436.15127.580.2354.1144.94127.580.2354.1144.94000077.91103.967.1745.3777.91103.967.1745.37103.8123.177.1262.563.74103.967.1745.37100.4103.967.1745.37地震作用下框架柱軸力與梁端的計算層號梁端剪力/KN柱軸力/KNAB跨BC跨CD跨A軸B軸C軸425.235370870.826063370.826063325.2353708-45.5906930331.517945928.849051428.849051456.75331672.668894450220.040094818.657493918.657493976.79341151.382600950114.982882312.603589912.603589991.77629382.3792924605框架內(nèi)力組合由于風(fēng)荷載與地震荷載不予同時考慮，所以考慮兩大類內(nèi)力組合，即風(fēng)參與下的組合和地震作用下的組合，其中風(fēng)作用下分為，恒載起控制作用下的組合及活載起控制時的組合。各層的內(nèi)力組合見以下各表，表中的恒載和活載作用下的彎矩M為經(jīng)過調(diào)幅后的彎矩〔調(diào)幅系數(shù)為0.8〕〔1〕框架梁的內(nèi)力組合AB梁效應(yīng)組合層號恒載活載左風(fēng)右風(fēng)左地震右地震4左M-121.51-34.754.84-4.84103.786-103.79V132.1533.00-1.061.06-25.2425.24中M154.2735.81右M-256.95-62.03-2.762.76-77.9177.91V-169.73-40.58-1.061.06-25.2425.243左M-107.62-72.5412.00-12.00123.07-123.07V82.5059.82-2.972.97-31.5231.52中M64.2055.92右M-134.30-105.42-9.379.37-103.86103.86V-89.91-68.96-2.972.97-31.5231.522左M-95.29-74.5421.62-21.6277.12-77.12V80.5660.33-5.565.56-20.0420.04中M73.1855.23右M-135.92-103.79-18.4118.41-67.1767.17V-91.85-68.45-5.565.56-20.0420.041左M-88.00-66.9841.75-41.7562.50-62.50V78.9658.81-9.789.78-14.9814.98中M75.3559.04右M-140.16-107.16-28.6728.67-45.3745.37V-93.45-69.97-9.789.78-14.9814.98AB梁效應(yīng)組合1.2恒+1.4*0.9*〔活+風(fēng)〕1.35恒+1.4(0.7活+0.6風(fēng))1.2(恒+0.5活)+1.3地Mmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及MV-195.70-195.70-202.16-202.16-301.58-301.58201.50201.50211.63211.63211.19211.19230.24243.36206.61-389.98-389.98-409.99-409.99-446.84-446.84-256.14-256.14-269.79-269.79-260.84-260.84-235.66-235.66-226.46-226.46-332.66-332.66178.12178.12172.49172.49175.87175.87147.50141.47110.59-305.80-305.80-292.49-292.49-359.43-359.43-198.52-198.52-191.45-191.45-190.24-190.24-235.51-235.51-219.85-219.85-259.33-259.33179.69179.69172.55172.55158.92158.92157.41152.92120.95-317.08-317.08-300.67-300.67-312.70-312.70-203.47-203.47-195.75-195.75-177.34-177.34-242.60-242.60-219.51-219.51-227.04-227.04181.18181.18172.45172.45149.51149.51164.81159.58125.84-339.34-339.34-318.32-318.32-291.47-291.47-212.63-212.63-202.94-202.94-173.60-173.60BC梁效應(yīng)組合層號恒載活載左風(fēng)右風(fēng)左地震右地震4左M-238.73-57.642.26-2.2663.74-63.74V253.8763.40-2.512.51-70.8370.83中M106.9926.40右M-212.21-53.17-2.762.76-77.9177.91V-147.28-36.17-2.512.51-70.8370.833左M-124.60-98.009.37-9.37103.86-103.86V253.88110.52-2.602.60-28.8528.85中M62.4047.33右M-123.59-93.41-9.379.37-103.86103.86V-86.06-63.75-2.602.60-28.8528.852左M-123.87-94.9118.41-18.4167.17-67.17V138.25109.05-5.115.11-18.6618.66中M58.0945.23右M-134.16-100.85-18.4118.41-67.1767.17V-87.63-65.22-5.115.11-18.6618.661左M-129.92-99.4028.68-28.6845.37-45.37V140.94100.81-7.977.97-12.6012.60中M61.6047.33右M-120.87-92.6728.68-28.68-45.3745.37V-84.95-63.46-7.977.97-12.6012.60BC梁效應(yīng)組合1.2恒+1.4*0.9*〔活+風(fēng)〕1.35恒+1.4(0.7活+0.6風(fēng))1.2(恒+0.5活)+1.3地Mmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及MV-361.95-361.95-380.67-380.67-403.92-403.92387.69387.69406.96406.96434.76434.76161.65170.31144.23-325.12-325.12-340.91-340.91-387.84-387.84-225.47-225.47-236.38-236.38-290.52-290.52-284.81-284.81-272.12-272.12-343.34-343.34447.19447.19453.23453.23408.47408.47134.52130.62103.28-277.81-277.81-266.26-266.26-339.37-339.37-186.87-186.87-180.84-180.84-179.03-179.03-291.43-291.43-275.70-275.70-292.91-292.91309.74309.74297.80297.80255.59255.59126.70122.7596.85-311.26-311.26-295.41-295.41-308.82-308.82-193.77-193.77-186.51-186.51-168.55-168.55-317.28-317.28-296.90-296.90-274.53-274.53306.19306.19295.76295.76245.99245.99133.56129.54102.32-225.67-225.67-229.90-229.90-259.63-259.63-191.94-191.94-183.57-183.57-156.40-156.40CD梁效應(yīng)組合層號恒載活載左風(fēng)右風(fēng)左地震右地震4左M-211.70-52.8824.08-24.08100.38-100.38V246.4762.13-2.512.51-70.8370.83中M106.4926.63右M-238.53-57.53-2.762.76-77.9177.91V-154.69-37.44-2.512.51-70.8370.833左M-126.04-94.829.37-9.37103.86-103.86V139.81109.39-2.602.60-28.8528.85中M60.9046.40右M-125.16-98.32-9.379.37-103.86103.86V-86.08-64.88-2.602.60-28.8528.852左M-156.52-113.7618.41-18.4167.17-67.17V171.70128.37-5.115.11-18.6618.66中M80.0061.00右M-161.60-116.70-18.4118.41-67.1767.17V-119.63-83.70-5.115.11-18.6618.661左M-123.44-94.1528.68-28.6845.37-45.37V138.71109.11-7.977.97-12.6012.60中M59.9646.14右M-130.48-99.73-28.6828.67-45.3745.37V-87.18-65.16-7.977.97-12.6012.60CD梁效應(yīng)組合1.2恒+1.4*0.9*〔活+風(fēng)〕1.35恒+1.4(0.7活+0.6風(fēng))1.2(恒+0.5活)+1.3地Mmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及MV-351.01-351.01-357.84-357.84-416.26-416.26377.21377.21395.73395.73425.12425.12161.34169.86143.77-362.20-362.20-380.71-380.71-422.04-422.04-235.97-235.97-247.63-247.63-300.17-300.17-282.53-282.53-270.95-270.95-343.16-343.16308.88308.88298.13298.13270.91270.91131.54127.69127.69100.92-285.88-285.88-273.19-273.19-344.20-344.20-188.32-188.32-181.97-181.97-179.73-179.73-354.36-354.36-338.25-338.25-343.40-343.40374.22374.22361.89361.89307.32307.32172.86167.78132.60-364.16-364.16-347.99-347.99-351.26-351.26-255.46-255.46-247.82-247.82-218.03-218.03-302.89-302.89-283.00-283.00-263.60-263.60313.97313.97300.88300.88248.30248.30130.09126.1699.64-318.37-318.37-297.97-297.97-275.40-275.40-196.76-196.76-188.24-188.24-160.09-160.09DE梁效應(yīng)組合層號恒載活載左風(fēng)右風(fēng)左地震右地震4左M-257.39-62.282.76-2.7677.91-77.91V267.2654.29-1.061.06-25.2425.24中M154.1035.72右M-121.54-34.77-4.844.84-103.79103.79V-132.09-32.97-1.061.06-25.2425.243左M-132.34-104.289.37-9.37103.86-103.86V89.5868.77-2.972.97-31.5231.52中M67.7056.15右M-107.99-72.75-12.0012.00-123.07123.07V-82.82-60.01-2.972.97-31.5231.522左M-147.94-110.7318.41-18.4167.17-67.17V94.0869.74-5.565.56-20.0420.04中M70.5754.37右M-91.24-72.20-21.6221.62-77.1277.12V-78.33-59.04-5.565.56-20.0420.041左M-138.12-105.9928.68-28.6845.37-45.37V93.1169.78-9.789.78-14.9814.98中M76.0059.29右M-88.38-67.20-41.7541.75-62.5062.50V-79.29-59.00-9.789.78-14.9814.98DE梁效應(yīng)組合1.2恒+1.4*0.9*〔活+風(fēng)〕1.35恒+1.4(0.7活+0.6風(fēng))1.2(恒+0.5活)+1.3地Mmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及MV-390.82-390.82-410.83-410.83-447.52-447.52390.45390.45414.90414.90386.10386.10229.93243.04206.35-195.76-195.76-202.22-202.22-301.64-301.64-201.39-201.39-211.52-211.52-211.10-211.10-302.01-302.01-288.72-288.72-356.39-356.39197.89197.89190.82190.82189.73189.73151.99146.42146.42114.93-236.37-236.37-227.16-227.16-333.23-333.23-178.74-178.74-173.11-173.11-176.37-176.37-340.24-340.24-323.70-323.70-331.29-331.29207.77207.77200.02200.02180.79180.79153.19148.55117.31-227.70-227.70-212.09-212.09-253.06-253.06-175.39-175.39-168.28-168.28-155.47-155.47-335.43-335.43-314.42-314.42-288.32-288.32211.98211.98202.30202.30173.07173.07165.91160.70126.77-243.33-243.33-220.24-220.24-227.63-227.63-181.81-181.81-173.08-173.08-150.02-150.02框架柱的內(nèi)力組合A軸柱荷載效應(yīng)組合層號恒載活載左風(fēng)右風(fēng)左地震右地震4上M-121.51-34.75-3.683.68-103.79103.79N229.5846.68-1.061.06-25.2425.24下M73.7636.062.45-2.4569.19-69.19N327.2546.68-1.061.06-25.2425.24V-46.49-16.8610.09-10.09284.73-284.733上M-33.86-36.47-9.569.56-53.8853.88N378.43130.44-4.034.03-56.7556.75下M41.8535.647.82-7.8244.09-44.09N433.77130.44-4.034.03-56.7556.75V-18.03-17.1728.60-28.60161.26-161.262上M-53.44-38.90-13.8013.80-33.0433.04N525.34214.71-9.589.58-76.7976.79下M57.0442.9713.78-13.7833.04-33.04N608.35214.71-9.589.58-76.7976.79V-26.30-19.4945.42-45.42108.76-108.761上M-30.96-24.00-27.9527.95-29.4729.47N670.65297.46-19.3719.37-91.7891.78下M15.5012.0134.29-34.2936.15-36.15N789.90297.46-19.3719.37-91.7891.78V-8.45-6.5464.85-64.8568.36-68.36AB梁效應(yīng)組合1.2恒+1.4*0.9*〔活+風(fēng)〕1.35恒+1.4(0.7活+0.6風(fēng))1.2(恒+0.5活)+1.3地Mmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及MV-195.70-195.70-202.16-202.16-301.58-301.58201.50201.50211.63211.63211.19211.19230.24243.36206.61-389.98-389.98-409.99-409.99-446.84-446.84-256.14-256.14-269.79-269.79-260.84-260.84-235.66-235.66-226.46-226.46-332.66-332.66178.12178.12172.49172.49175.87175.87147.50141.47110.59-305.80-305.80-292.49-292.49-359.43-359.43-198.52-198.52-191.45-191.45-190.24-190.24-235.51-235.51-219.85-219.85-259.33-259.33179.69179.69172.55172.55158.92158.92157.41152.92120.95-317.08-317.08-300.67-300.67-312.70-312.70-203.47-203.47-195.75-195.75-177.34-177.34-242.60-242.60-219.51-219.51-227.04-227.04181.18181.18172.45172.45149.51149.51164.81159.58125.84-339.34-339.34-318.32-318.32-291.47-291.47-212.63-212.63-202.94-202.94-173.60-173.60BC梁效應(yīng)組合層號恒載活載左風(fēng)右風(fēng)左地震右地震4左M-238.73-57.642.26-2.2663.74-63.74V253.8763.40-2.512.51-70.8370.83中M106.9926.40右M-212.21-53.17-2.762.76-77.9177.91V-147.28-36.17-2.512.51-70.8370.833左M-124.60-98.009.37-9.37103.86-103.86V253.88110.52-2.602.60-28.8528.85中M62.4047.33右M-123.59-93.41-9.379.37-103.86103.86V-86.06-63.75-2.602.60-28.8528.852左M-123.87-94.9118.41-18.4167.17-67.17V138.25109.05-5.115.11-18.6618.66中M58.0945.23右M-134.16-100.85-18.4118.41-67.1767.17V-87.63-65.22-5.115.11-18.6618.661左M-129.92-99.4028.68-28.6845.37-45.37V140.94100.81-7.977.97-12.6012.60中M61.6047.33右M-120.87-92.6728.68-28.68-45.3745.37V-84.95-63.46-7.977.97-12.6012.60BC梁效應(yīng)組合1.2恒+1.4*0.9*〔活+風(fēng)〕1.35恒+1.4(0.7活+0.6風(fēng))1.2(恒+0.5活)+1.3地Mmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及MV-361.95-361.95-380.67-380.67-403.92-403.92387.69387.69406.96406.96434.76434.76161.65170.31144.23-325.12-325.12-340.91-340.91-387.84-387.84-225.47-225.47-236.38-236.38-290.52-290.52-284.81-284.81-272.12-272.12-343.34-343.34447.19447.19453.23453.23408.47408.47134.52130.62103.28-277.81-277.81-266.26-266.26-339.37-339.37-186.87-186.87-180.84-180.84-179.03-179.03-291.43-291.43-275.70-275.70-292.91-292.91309.74309.74297.80297.80255.59255.59126.70122.7596.85-311.26-311.26-295.41-295.41-308.82-308.82-193.77-193.77-186.51-186.51-168.55-168.55-317.28-317.28-296.90-296.90-274.53-274.53306.19306.19295.76295.76245.99245.99133.56129.54102.32-225.67-225.67-229.90-229.90-259.63-259.63-191.94-191.94-183.57-183.57-156.40-156.40CD梁效應(yīng)組合層號恒載活載左風(fēng)右風(fēng)左地震右地震4左M-211.70-52.8824.08-24.08100.38-100.38V246.4762.13-2.512.51-70.8370.83中M106.4926.63右M-238.53-57.53-2.762.76-77.9177.91V-154.69-37.44-2.512.51-70.8370.833左M-126.04-94.829.37-9.37103.86-103.86V139.81109.39-2.602.60-28.8528.85中M60.9046.40右M-125.16-98.32-9.379.37-103.86103.86V-86.08-64.88-2.602.60-28.8528.852左M-156.52-113.7618.41-18.4167.17-67.17V171.70128.37-5.115.11-18.6618.66中M80.0061.00右M-161.60-116.70-18.4118.41-67.1767.17V-119.63-83.70-5.115.11-18.6618.661左M-123.44-94.1528.68-28.6845.37-45.37V138.71109.11-7.977.97-12.6012.60中M59.9646.14右M-130.48-99.73-28.6828.67-45.3745.37V-87.18-65.16-7.977.97-12.6012.60CD梁效應(yīng)組合1.2恒+1.4*0.9*〔活+風(fēng)〕1.35恒+1.4(0.7活+0.6風(fēng))1.2(恒+0.5活)+1.3地Mmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及MV-351.01-351.01-357.84-357.84-416.26-416.26377.21377.21395.73395.73425.12425.12161.34169.86143.77-362.20-362.20-380.71-380.71-422.04-422.04-235.97-235.97-247.63-247.63-300.17-300.17-282.53-282.53-270.95-270.95-343.16-343.16308.88308.88298.13298.13270.91270.91131.54127.69127.69100.92-285.88-285.88-273.19-273.19-344.20-344.20-188.32-188.32-181.97-181.97-179.73-179.73-354.36-354.36-338.25-338.25-343.40-343.40374.22374.22361.89361.89307.32307.32172.86167.78132.60-364.16-364.16-347.99-347.99-351.26-351.26-255.46-255.46-247.82-247.82-218.03-218.03-302.89-302.89-283.00-283.00-263.60-263.60313.97313.97300.88300.88248.30248.30130.09126.1699.64-318.37-318.37-297.97-297.97-275.40-275.40-196.76-196.76-188.24-188.24-160.09-160.09DE梁效應(yīng)組合層號恒載活載左風(fēng)右風(fēng)左地震右地震4左M-257.39-62.282.76-2.7677.91-77.91V267.2654.29-1.061.06-25.2425.24中M154.1035.72右M-121.54-34.77-4.844.84-103.79103.79V-132.09-32.97-1.061.06-25.2425.243左M-132.34-104.289.37-9.37103.86-103.86V89.5868.77-2.972.97-31.5231.52中M67.7056.15右M-107.99-72.75-12.0012.00-123.07123.07V-82.82-60.01-2.972.97-31.5231.522左M-147.94-110.7318.41-18.4167.17-67.17V94.0869.74-5.565.56-20.0420.04中M70.5754.37右M-91.24-72.20-21.6221.62-77.1277.12V-78.33-59.04-5.565.56-20.0420.041左M-138.12-105.9928.68-28.6845.37-45.37V93.1169.78-9.789.78-14.9814.98中M76.0059.29右M-88.38-67.20-41.7541.75-62.5062.50V-79.29-59.00-9.789.78-14.9814.98DE梁效應(yīng)組合1.2恒+1.4*0.9*〔活+風(fēng)〕1.35恒+1.4(0.7活+0.6風(fēng))1.2(恒+0.5活)+1.3地Mmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及M，VMmax及M，VMmin及M,VVmax及MV-390.82-390.82-410.83-410.83-447.52-447.52390.45390.45414.90414.90386.10386.10229.93243.04206.35-195.76-195.76-202.22-202.22-301.64-301.64-201.39-201.39-211.52-211.52-211.10-211.10-302.01-302.01-288.72-288.72-356.39-356.39197.89197.89190.82190.82189.73189.73151.99146.42146.42114.93-236.37-236.37-227.16-227.16-333.23-333.23-178.74-178.74-173.11-173.11-176.37-176.37-340.24-340.24-323.70-323.70-331.29-331.29207.77207.77200.02200.02180.79180.79153.19148.55117.31-227.70-227.70-212.09-212.09-253.06-253.06-175.39-175.39-168.28-168.28-155.47-155.47-335.43-335.43-314.42-314.42-2