某綜合辦公樓設(shè)計(jì)(畢業(yè)設(shè)計(jì))

畢業(yè)設(shè)計(jì)設(shè)計(jì)題目：某綜合辦公樓設(shè)計(jì)姓名學(xué)號院〔系〕土木工程與建筑學(xué)院專業(yè)土木工程指導(dǎo)教師2013摘要本工程是位于某市中天街西段的某綜合辦公樓，采用框架結(jié)構(gòu)，主體結(jié)構(gòu)七層，本地區(qū)抗震設(shè)防烈度為7度，場地類別為二類場地。夏季主導(dǎo)風(fēng)向?yàn)闁|南風(fēng)，冬季為北風(fēng)，根本風(fēng)壓0.5。根本雪壓0.25。樓﹑屋蓋均采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu)。本設(shè)計(jì)貫徹“實(shí)用、平安、經(jīng)濟(jì)、美觀”的設(shè)計(jì)原那么。按照建筑設(shè)計(jì)標(biāo)準(zhǔn)，認(rèn)真考慮影響設(shè)計(jì)的各項(xiàng)因素。本設(shè)計(jì)主要內(nèi)容為手算選取了結(jié)構(gòu)方案中橫向框架第5軸結(jié)構(gòu)設(shè)計(jì)。在確定框架布局之后，先計(jì)算豎向荷載〔恒載及活荷載〕和風(fēng)荷載作用下的結(jié)構(gòu)內(nèi)力。然后進(jìn)行了重力荷載代表值的計(jì)算，接著利用能量法求出自振周期，進(jìn)而按底部剪力法計(jì)算水平地震荷載作用，進(jìn)而求出地震作用下的結(jié)構(gòu)內(nèi)力〔彎矩、剪力、軸力〕。找出最不利的一組或幾組內(nèi)力組合。選取其中最不利的結(jié)果計(jì)算配筋并繪圖。此外還進(jìn)行了結(jié)構(gòu)方案中的室內(nèi)樓梯的設(shè)計(jì)，完成了平臺板、梯段板、平臺梁等構(gòu)件的內(nèi)力和配筋計(jì)算及施工圖繪制。對樓板進(jìn)行了配筋計(jì)算。本設(shè)計(jì)采用獨(dú)立根底，對根底進(jìn)行了受力和配筋計(jì)算。整個結(jié)構(gòu)在設(shè)計(jì)過程中，嚴(yán)格遵循現(xiàn)行的國家標(biāo)準(zhǔn)標(biāo)準(zhǔn)，對設(shè)計(jì)的各個環(huán)節(jié)進(jìn)行綜合全面的科學(xué)性考慮?？傊?，平安、適用、經(jīng)濟(jì)、方便是本設(shè)計(jì)的原那么。關(guān)鍵詞：框架結(jié)構(gòu)，抗震設(shè)計(jì)，荷載計(jì)算，內(nèi)力計(jì)算，計(jì)算配筋A(yù)BSTRACTTheprojectislocatedinthewesternsectionofacityZhongtianStreetofficebuilding,usingtheframestructure,themainstructureofsevenstoreys,theregionseismicintensityof7degrees,siteclassificationassecond-classvenue.Dominantwinddirectionissoutheastwindinsummerandwinterfromthenorth;thebasicwindpressureis0.5.Basicsnowpressureis0.25.Thefloorandtheroofaremadeofcast-in-placereinforcedconcretestructure.Theprincipleis"practical,safe,economic,andaesthetic".Inaccordancewiththearchitecturaldesignspecifications,carefullyconsiderthevariousfactorsaffectingthedesign.Thedesignofthemaincontentswascalculatingthestructurefortheprogram5thaxistransverseframestructuredesignbyhand.Indeterminingtheframelayout,Firstcalculatetheverticalloads(deadloadandliveload)andwindloadsofstructuralforces.Thencalculatethegravityloadrepresentativevalue,thencalculatethevibrationperiodbyusingtheenergymethod,andthencalculatethehorizontalseismicloadbyusingthebaseshearmethod,andthenfindthestructureunderseismicforces(bendingmoment,shear,andaxialforce).Identifythemostunfavorableforceofagrouporseveralgroupsofforcecombinations.Selectoneofthemostunfavorableresultscalculatedreinforcementanddrawing.Inaddition,thestructureoftheprogramcarriedoutintheinteriorstaircasedesign,completionoftheplatformboard,benchboards,beamsandothercomponentsoftheforceplatformandreinforcementcalculationandconstructiondrawings.Reinforcementcalculationcarriedoutonthefloor.Thisfoundationdesignusesindependentfoundation,CarriedoutonthebasisoftheforceandReinforcement.Inthedesignprocessthewholestructure,strictcompliancewithexistingnationalstandards,allaspectsofthedesignofcomprehensivescientificconsiderations.Inshort,safe,suitable,economicalandconvenientisthedesignprinciple.KEYWORDS:FrameStructure,SeismicDesign，LoadCalculation，Internalforcecalculation，Calculationreinforcement目錄前言11.設(shè)計(jì)根本資料21.1初步設(shè)計(jì)資料21.2結(jié)構(gòu)選型22.結(jié)構(gòu)布置及計(jì)算簡圖32.1結(jié)構(gòu)的選型與布置32.2框架計(jì)算簡圖及梁柱線剛度43.荷載統(tǒng)計(jì)63.1恒載標(biāo)準(zhǔn)值計(jì)算63.2活荷載標(biāo)準(zhǔn)值計(jì)算73.3豎向荷載下的框架受荷總圖73.4風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算113.5風(fēng)荷載作用下的位移驗(yàn)算134.內(nèi)力計(jì)算154.1恒荷載標(biāo)準(zhǔn)值作用下的內(nèi)力計(jì)算154.2活荷載標(biāo)準(zhǔn)值作用下的內(nèi)力計(jì)算234.3風(fēng)荷載標(biāo)準(zhǔn)值作用下的內(nèi)力計(jì)算324.4水平地震作用計(jì)算355.內(nèi)力組合415.1框架結(jié)構(gòu)梁內(nèi)力組合445.2框架結(jié)構(gòu)柱內(nèi)力組合486.eq\o\ac(○,5)軸框架梁、柱配筋計(jì)算546.1框架柱的截面設(shè)計(jì)546.2柱斜截面受彎承載力計(jì)算626.3框架梁的正，斜截面配筋計(jì)算647.樓梯計(jì)算677.1樓梯設(shè)計(jì)資料677.2梯段板設(shè)計(jì)687.3平臺板設(shè)計(jì)687.4平臺梁設(shè)計(jì)698.根底設(shè)計(jì)708.1地質(zhì)情況及根底結(jié)構(gòu)708.2初步確定根底尺寸708.3根底受沖切承載力驗(yàn)算(采用荷載根本組合)738.4配筋計(jì)算(采用荷載根本組合)749.樓面設(shè)計(jì)7610.電算校核及分析78結(jié)語79致謝80參考文獻(xiàn)81前言本設(shè)計(jì)是按照武漢輕工大學(xué)土木工程與建筑工程學(xué)院2013年畢業(yè)設(shè)計(jì)要求編寫的畢業(yè)設(shè)計(jì)。題目為“某綜合辦公樓設(shè)計(jì)”。內(nèi)容包括建筑設(shè)計(jì)、結(jié)構(gòu)設(shè)計(jì)兩部份。辦公樓是公共建筑，其標(biāo)準(zhǔn)要求比擬嚴(yán)格，能表達(dá)處建筑和結(jié)構(gòu)設(shè)計(jì)的很多重要的方面，選擇辦公樓建筑和結(jié)構(gòu)設(shè)計(jì)，從而掌握辦公樓設(shè)計(jì)的根本原理，妥善解決其功能關(guān)系，滿足使用要求?？蚣芙Y(jié)構(gòu)的建筑平面布置靈活，使用空間大，延性較好，其具有良好的抗震能力。對辦公樓非常適用，能滿足其較大使用面積的要求。框架結(jié)構(gòu)的研究，對于建筑的荷載情況，分析其受力，采用不同的方法分別計(jì)算出各種荷載作用下的彎矩、剪力、軸力，然后進(jìn)行內(nèi)力組合，挑選出最不利的內(nèi)力組合進(jìn)行截面的承載力計(jì)算，保證結(jié)構(gòu)有足夠的強(qiáng)度和穩(wěn)定性。在對豎向荷載的計(jì)算種采用了彎矩分配法，對水平荷載采用了D值法，對鋼筋混凝土構(gòu)件的受力性能，受彎構(gòu)件的正截面和斜截面計(jì)算都有應(yīng)用。本結(jié)構(gòu)計(jì)算選用一品框架為計(jì)算單元，采用手算的簡化計(jì)算方法，其中計(jì)算框架在豎向荷載下的內(nèi)力時使用的彎矩二次分配法，不但使計(jì)算結(jié)果較為合理，而且計(jì)算量較小，是一種不錯的手算方法。本設(shè)計(jì)主要通過工程實(shí)例來強(qiáng)化大學(xué)期間所學(xué)的知識，建立一個完整的設(shè)計(jì)知識體系，了解設(shè)計(jì)總過程，通過查閱大量的相關(guān)設(shè)計(jì)資料，提高自己的動手能力。這次設(shè)計(jì)是在結(jié)構(gòu)教研室各位老師的悉心指導(dǎo)下完成的，在此向你們表示衷心的感謝！1.設(shè)計(jì)根本資料1.1初步設(shè)計(jì)資料1、工程名稱：某綜合辦公樓2、工程概況：本工程是某市某街西段，為七層框架結(jié)構(gòu)，一—七層均為辦公室，總建筑面積。建筑高度為，室內(nèi)外高差。建筑防火等級為二級，建筑耐火等級為二級，耐久年限為二級。3、溫度：冬季室外溫度為攝氏度。4、地震烈度：本工程抗震設(shè)防烈度為7度。5、夏季主導(dǎo)風(fēng)向?yàn)闁|南風(fēng)，冬季為北風(fēng)，根本風(fēng)壓。6、雨雪條件：根本雪壓。7、水文資料：日最大降雨量為，年最大降雨量為，年最大降雨日數(shù)91.3天，土壤標(biāo)準(zhǔn)凍結(jié)深度，最高地下水位。8、地質(zhì)條件：本工程所在地，自然地坪以下為粘土層，承載能力為標(biāo)準(zhǔn)值，為中密細(xì)砂層，承載能力標(biāo)準(zhǔn)值為，場地類別為二類。9、材料使用：混凝土：采用；鋼筋：縱向受力鋼筋采用熱軋鋼筋，其余采用熱軋；窗：均為塑鋼窗，；門：木門，。1.2結(jié)構(gòu)選型1、結(jié)構(gòu)體系選型：按設(shè)計(jì)要求采用鋼筋混凝土現(xiàn)澆框架結(jié)構(gòu)體系。2、屋面結(jié)構(gòu)：采用現(xiàn)澆混凝土肋型屋蓋，屋面板厚。3、樓面結(jié)構(gòu)：采用現(xiàn)澆混凝土肋型樓蓋，板厚。4、樓梯結(jié)構(gòu)：采用鋼筋混凝土板式樓梯。2.結(jié)構(gòu)布置及計(jì)算簡圖2.1結(jié)構(gòu)的選型與布置〔1〕結(jié)構(gòu)選型本建筑只有7層，且為辦公室，為了便于管理，采用大開間。為了使結(jié)構(gòu)的整體剛度較好，樓面、屋面、樓梯等均采用現(xiàn)澆結(jié)構(gòu)。根底為柱下獨(dú)立根底?！?〕結(jié)構(gòu)布置高層框架結(jié)構(gòu)設(shè)計(jì)成雙向柱抗側(cè)力體系，框架梁、柱中心線重合。結(jié)合建筑的平面、立面和剖面布置情況，本辦公樓的結(jié)構(gòu)平面和剖面布置分別如圖2.1所示。框架結(jié)構(gòu)房屋中，經(jīng)濟(jì)柱距一般為5~8，本建筑的柱距為7.5和8.1。根據(jù)結(jié)構(gòu)布置，本建筑平面全部為雙向板。雙向板的板厚(為區(qū)格短邊邊長)。本建筑由于樓面活荷載不大，為減輕結(jié)構(gòu)自重和節(jié)省材料起見，樓面板和屋面板的厚度均取100。本建筑的材料選用如下：混凝土：采用；鋼筋：縱向受力鋼筋采用熱軋鋼筋，其余采用熱軋；窗：均為塑鋼窗，；門：木門，。圖2.1標(biāo)準(zhǔn)層結(jié)構(gòu)平面布置圖2.2框架計(jì)算簡圖及梁柱線剛度圖2.1所示的框架結(jié)構(gòu)采用縱橫向承重體系，是一個空間結(jié)構(gòu)體系，理應(yīng)按空間結(jié)構(gòu)計(jì)算。又《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程》〔〕允許在縱、橫兩個方向?qū)⑵浒雌矫婵蚣苡?jì)算。故手算時只作橫向平面框架計(jì)算?！?〕梁、柱截面尺寸估算1〕框架橫梁截面尺寸框架橫梁截面高度，截面寬度。本結(jié)構(gòu)中，對主梁：取對次梁：取2〕框架柱截面尺寸底層柱軸力估算：假定結(jié)構(gòu)每平米總荷載設(shè)計(jì)值為，那么底層中柱的軸力設(shè)計(jì)值約為：假設(shè)采用混凝土搗澆，由《混凝土結(jié)構(gòu)》附表查得。假定柱截面尺寸，那么柱的軸壓比為：<0.8故確定取柱截面尺寸為?！?〕確定框架計(jì)算簡圖框架的計(jì)算單元如圖2.1所示?？蚣苤豆逃诟醉斆?，框架梁與柱剛接。由于各層柱的截面尺寸不變，故梁跨等于柱截面形心軸線之間的距離。底層柱高從根底頂面算至二層樓面，室內(nèi)外高差為，根底頂面至室外地坪通常取，故基頂標(biāo)高至的距離定為，二層樓面標(biāo)高，故底層柱高為。其余各層柱高從樓面算至上一層樓面〔即層高〕，故均為。由此可繪出框架的計(jì)算簡圖如圖2.2所示?！?〕框架梁柱的線剛度計(jì)算由于樓面板與框架梁的混凝土一起搗澆，對于中框架梁取左跨梁：中跨梁：右跨梁：B軸~E軸底層柱：B軸~E軸其余各層柱：令，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圖2.2所示，作為計(jì)算各節(jié)點(diǎn)桿端彎矩分配系數(shù)的依據(jù)。圖2.2計(jì)算簡圖3.荷載統(tǒng)計(jì)3.1恒載標(biāo)準(zhǔn)值計(jì)算〔1〕屋面〔上人〕找平層：15厚水泥砂漿0.015×20=0.30防水層：〔剛性〕40厚C20細(xì)石混凝土防水1.0防水層：〔柔性〕三氈四油鋪小石子0.4找平層：15厚水泥砂漿0.015×20=0.30找平層：40厚水泥石灰焦渣砂漿3‰找平0.04×14=0.56保溫層：80厚礦渣水泥0.08×14.5=1.16結(jié)構(gòu)層：100厚現(xiàn)澆鋼筋混凝土板0.1×25=2.5抹灰層：10厚混合砂漿0.0117=0.17=6.39〔2)各層走廊樓面瓷磚地面0.5520厚水泥砂漿找平層0.02×20=0.4結(jié)構(gòu)層：100厚現(xiàn)澆混凝土板0.1×25=2.5抹灰層：10厚混合砂漿0.01×17=0.17=3.62〔3〕標(biāo)準(zhǔn)層樓面瓷磚地面0.5520厚水泥砂漿找平層0.02×20=0.4結(jié)構(gòu)層：100厚現(xiàn)澆混凝土板0.1×25=2.5抹灰層：10厚混合砂漿0.01×17=0.17=3.62〔4〕梁自重自重25×0.3×〔0.7-0.1〕=4.5抹灰層：10厚混合砂漿0.01××17=0.26=4.76自重25×0.25×〔0.5-0.1〕=2.5抹灰層：10厚混合砂漿0.01××17=0.18=2.68根底梁自重25×0.20×0.4=2.0〔5〕柱自重自重25×0.6×0.6=9抹灰層：10厚混合砂漿0.01×0.6×4×17=0.41=9.41〔6〕外縱墻自重標(biāo)準(zhǔn)層縱墻2.05×0.24×18=8.86塑鋼窗0.35×1.15=0.40水泥砂漿粉刷+墻面漆〔3.9-1.15〕×0.45=1.24水泥粉刷內(nèi)墻面〔3.9-1.15〕×0.36=0.99=11.49底層縱墻〔根底梁〕〔5.0-1.15-0.7-0.4〕×0.24×18=11.88塑鋼窗0.35×1.15=0.40水泥砂漿粉刷+墻面漆〔3.9-1.15〕×0.45=1.24水泥粉刷內(nèi)墻面〔3.9-1.15〕×0.36=0.99=14.51〔7〕內(nèi)縱〔隔〕墻自重標(biāo)準(zhǔn)層縱墻〔3.9-0.7〕×0.24×18=13.82水泥粉刷內(nèi)墻面〔3.9-0.7〕×0.36×2=2.31=16.133.2活荷載標(biāo)準(zhǔn)值計(jì)算〔1〕屋面和樓面活荷載標(biāo)準(zhǔn)值查《混凝土結(jié)構(gòu)》〔中冊〕附表5得：上人屋面2.0樓面：辦公室2.0走廊2.5〔2〕雪荷載標(biāo)準(zhǔn)值=1.0×0.35=0.35屋面活荷載與雪荷載不同時考慮，兩者中取大值。3.3豎向荷載下的框架受荷總圖〔1〕B-C軸間框架梁屋面板傳給梁的荷載：確定板傳給梁的荷載時，要一個板區(qū)格一個板區(qū)格地考慮。確定每個板區(qū)格上的荷載傳遞時，先要區(qū)分此板區(qū)格是單向板還是雙向板，假設(shè)為單向板，可沿板的短跨作中線，將板上荷載平均分給兩長邊的梁；假設(shè)為雙向板，可沿四角點(diǎn)作線，將區(qū)格板分為四小塊，將每小塊板上的荷載傳遞給與之相鄰的梁。板傳至梁上的三角形或梯形荷載可等效為均布荷載。本結(jié)構(gòu)樓面荷載的傳遞示意圖如圖3.1所示。圖3.1板傳荷載示意圖屋面板傳給梁的荷載：恒載：6.39×4.05/2×〔1-2×+〕×2=22.62活載：2.0×4.05/2×〔1-2×+〕×2=7.08樓面板傳給梁的荷載：恒載：3.62×4.05/2×〔1-2×+〕×2=12.81活載：2.0×4.05/2×〔1-2×+〕×2=7.08梁自重標(biāo)準(zhǔn)值：4.76B-C軸間框架梁均布荷載為：屋面梁恒載=梁自重+板傳荷載=4.76+22.62=27.38活載=板傳荷載=7.08樓面梁恒載=梁自重+板傳荷載+內(nèi)墻自重=4.76+12.81+16.13=33.70活載=板傳荷載=7.08〔2〕C-D軸間框架梁屋面板傳給梁的荷載：恒載：6.39×3/2×5/8×2=11.98活載：2.0×3/2×5/8×2=3.75樓面板傳給梁的荷載：恒載：3.62×3/2×5/8×2=6.79活載：2.5×3/2×5/8×2=4.69梁自重標(biāo)準(zhǔn)值：4.76C-D軸間框架梁均布荷載為：屋面梁恒載=梁自重+板傳荷載=4.76+11.98=16.74活載=板傳荷載=3.75樓面梁恒載=梁自重+板傳荷載=4.76+6.79=11.55活載=板傳荷載=4.69〔3〕D-E軸間框架梁屋面板傳給梁的荷載：恒載：6.39×4.05/2×〔1-2×+〕×2=21.75活載：2.0×4.05/2×〔1-2×+〕×2=6.81樓面板傳給梁的荷載：恒載：3.62×4.05/2×〔1-2×+〕×2=12.32活載：2.0×4.05/2×〔1-2×+〕×2=6.81梁自重標(biāo)準(zhǔn)值：4.76D-E軸間框架梁均布荷載為：屋面梁恒載=梁自重+板傳荷載=4.76+21.75=26.51活載=板傳荷載=6.81樓面梁恒載=梁自重+板傳荷載+內(nèi)墻自重=4.76+12.32+16.13=33.21活載=板傳荷載=6.81〔4〕B軸柱縱向集中荷載的計(jì)算頂層柱女兒墻自重：〔做法：墻高1100mm，100mm的混凝土壓頂〕0.24×1.1×18+25×0.1×0.24+〔1.2×2+0.24〕×0.5=6.67頂層柱恒載=女兒墻自重+梁自重+板傳荷載+次梁自重及次梁傳遞荷載=6.67×8.1+4.76×〔8.1-0.6〕+22.62/2×7.5+2.68×7.5/2+6.39×4.05/2×5/8×8.1=250.11kN頂層柱活載=板傳活載=7.08/2×7.5+2.0×4.05/2×5/8×8.1=47.05kN標(biāo)準(zhǔn)層柱恒載=墻自重+主梁自重+板傳荷載+次梁自重及次梁傳遞荷載=〔11.49+4.76〕×〔8.1-0.6〕+3.62×4.05/2×5/8×8.1+12.81/2×7.5+2.68×7.5/2=217.08kN標(biāo)準(zhǔn)層活載=板傳活載=7.08/2×7.5+2.0×4.05/2×5/8×8.1=47.05kN根底頂面恒載=底層外縱墻自重+根底梁自重+次梁傳遞荷載=〔14.51+2.5〕×〔8.1-0.6〕+2.68×7.5/2=137.63kN〔5〕C軸柱縱向集中荷載的計(jì)算頂層柱恒載=梁自重+板傳荷載+次梁自重及次梁傳遞荷載=4.76×〔8.1-0.6〕+8.09×8.1+8.99×8.1+2.68×7.5/2+22.62/2×7.5=268.92kN頂層柱活載=板傳活載=7.08/2×7.5+2.0×4.05/2×5/8×8.1+2.0×3/2×0.938=49.87kN標(biāo)準(zhǔn)層柱恒載=墻自重+主梁自重+板傳荷載+次梁自重及次梁傳遞荷載=〔16.13+4.76〕×〔8.1-0.6〕+4.582×8.1+5.09×8.1+2.68×7.5/2+12.81/2×7.5=293.11kN標(biāo)準(zhǔn)層活載=板傳活載=7.08/2×7.5+2.0×4.05/2×5/8×8.1+2.5×3/2×0.938=50.57kN根底頂面恒載=底層外縱墻自重+根底梁自重+次梁傳遞荷載=〔16.13+2.5〕×〔8.1-0.6〕+2.68×7.5/2=149.78kN〔6〕D軸柱縱向集中荷載的計(jì)算頂層柱恒載=梁自重+板傳荷載+次梁自重及次梁傳遞荷載=4.76×〔8.1-0.6〕+6.39×4.05/2×5/8×8.1+8.99×8.1+2.68×6.6/2+21.75/2×6.6=254.65kN頂層柱活載=板傳活載=6.81/2×6.6+2.0×4.05/2×5/8×8.1+2.0×3/2×0.938=45.79kN標(biāo)準(zhǔn)層柱恒載=墻自重+主梁自重+板傳荷載+次梁自重及次梁傳遞荷載=〔16.13+4.76〕×〔8.1-0.6〕+4.582×8.1+5.09×8.1+2.68×7.5/2+12.32/2×7.5=255.57kN標(biāo)準(zhǔn)層活載=板傳活載=6.81/2×6.6+2.531×8.1+2.5×3/2×0.938=46.49kN根底頂面恒載=底層外縱墻自重+根底梁自重+次梁傳遞荷載=〔16.13+2.5〕×〔8.1-0.6〕+2.68×6.6/2=148.57kN〔7〕E軸柱縱向集中荷載的計(jì)算頂層柱恒載=女兒墻自重+梁自重+板傳荷載+次梁自重及次梁傳遞荷載=6.67×8.1+4.76×〔8.1-0.6〕+21.75/2×6.6+2.68×6.6/2+8.09×8.1=235.88kN頂層柱活載=板傳活載=6.81/2×6.6+2.0×4.05/2×5/8×8.1=42.98kN標(biāo)準(zhǔn)層柱恒載=墻自重+主梁自重+板傳荷載+次梁自重及次梁傳遞荷載=〔11.49+4.76〕×〔8.1-0.6〕+4.582×8.1+12.32/2×6.6+2.68×6.6/2=208.49kN標(biāo)準(zhǔn)層活載=板傳活載=6.81/2×6.6+2.0×4.05/2×5/8×8.1=42.98kN根底頂面恒載=底層外縱墻自重+根底梁自重+次梁傳遞荷載=〔14.51+2.5〕×〔8.1-0.6〕+2.68×6.6/2=136.42kN框架在豎向荷載作用下的受荷總圖如圖3.2所示〔圖中數(shù)值均為標(biāo)準(zhǔn)值〕。3.4風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算作用在屋面梁和樓面梁節(jié)點(diǎn)處的集中風(fēng)荷載標(biāo)準(zhǔn)值：為簡化計(jì)算，將計(jì)算單元范圍內(nèi)外墻面的分布風(fēng)荷載化為等量的作用于樓面集中風(fēng)荷載，計(jì)算公式如下：圖3.2豎向受荷總圖〔單位：〕 〔3.1〕式〔3.1〕中，根本風(fēng)壓=0.5；——風(fēng)壓高度變化系數(shù)，本工程地面粗糙度為B類；——風(fēng)荷載體型系數(shù)，本建筑=30.9/17.1=1.81＜4，=1.3；——風(fēng)振系數(shù)，〔：第i層標(biāo)高；：建筑總高度〕；——下層柱高；——上層柱高，對頂層為女兒墻高度的2倍；——計(jì)算單元迎風(fēng)面的寬度，=8.1m。計(jì)算過程見表3.1：表3.1各層樓面處集中風(fēng)荷載標(biāo)準(zhǔn)值離地高度27.91.381.401.30.53.92.432.0424.01.321.361.30.53.93.936.8620.11.251.321.30.53.93.933.8816.21.171.271.30.53.93.930.5112.31.061.231.30.53.93.926.778.41.001.171.30.53.93.924.024.51.001.091.30.54.53.924.103.5風(fēng)荷載作用下的位移驗(yàn)算位移計(jì)算時，各荷載均采用標(biāo)準(zhǔn)值?！?〕側(cè)移剛度計(jì)算過程見表3.2和表3.3：表3.2橫向2-7層值的計(jì)算構(gòu)件名稱B軸柱0.29319187C軸柱0.59238766D軸柱0.60139355E軸柱0.32020955〔2〕風(fēng)荷載作用下框架側(cè)移計(jì)算水平荷載作用下框架的層間側(cè)移可按下式計(jì)算：〔3.2〕式〔3.2〕中——第層的總剪力標(biāo)準(zhǔn)值；——第層所有柱的抗側(cè)剛度之和；——第層的層間側(cè)移。表3.3橫向底層值的計(jì)算構(gòu)件名稱B軸柱0.51015863C軸柱0.73822955D軸柱0.74423141E軸柱0.53216547第一層的層間側(cè)移值求出以后，就可以計(jì)算各樓板標(biāo)高處的側(cè)移值的頂點(diǎn)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。頂點(diǎn)側(cè)移是所有各層層間側(cè)移之和。層側(cè)移 〔3.3〕頂點(diǎn)側(cè)移〔3.4〕框架在風(fēng)荷載作用下側(cè)移的計(jì)算見表3.4。表3.4風(fēng)荷載作用下框架樓層層間位移與層高之比計(jì)算層次732.0432.041182630.00031/14395636.8668.901182630.00061/6694533.88102.781182630.00091/4488430.51133.291182630.00111/3460326.77160.061182630.00141/2882224.02184.081182630.00161/2506124.10208.18785060.00271/1886側(cè)移驗(yàn)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1/1886，滿足要求：1/1886＜1/550框架抗側(cè)剛度足夠。4.內(nèi)力計(jì)算4.1恒荷載標(biāo)準(zhǔn)值作用下的內(nèi)力計(jì)算〔1〕恒荷載作用下的彎矩計(jì)算彎矩二次分配法比分層法作了更進(jìn)一步的簡化。在分層法中，用彎矩分配法計(jì)算分層單元的桿端彎矩時，任一節(jié)點(diǎn)的不平衡彎矩都將影響到節(jié)點(diǎn)所在單元中的所有桿件。而彎矩二次分配法假定任一節(jié)點(diǎn)的不平衡彎矩只影響至與該節(jié)點(diǎn)相交的各桿件的遠(yuǎn)端。因此可將彎矩分配法的循環(huán)次數(shù)簡化到一次分配、一次傳遞、再一次分配。所以本框架設(shè)計(jì)采用彎矩分配法計(jì)算框架內(nèi)力，傳遞系數(shù)為1/2。各節(jié)點(diǎn)分配兩次即可。由前述的剛度比可根據(jù)下式求得節(jié)點(diǎn)各桿端的彎矩分配系數(shù)如表4.2和4.3所示：〔4.1〕均布荷載引起的固端彎矩：〔4.2〕根據(jù)公式〔4.2〕計(jì)算的恒荷載作用下梁固端彎矩如表4.2和4.3所示。將固端彎矩填入表4.2和4.3后，即可進(jìn)行彎矩二次分配法的運(yùn)算，最后可得各桿端的彎矩?！?〕恒載作用下剪力及軸力計(jì)算梁端剪力計(jì)算過程如表4.1和4.4所示：表4.1恒載作用下的框架梁端剪力計(jì)算表層數(shù)BC跨梁端剪力CD跨梁端剪力7102.684.7797.91107.4525.11-8.066126.381.91124.47128.2917.33-6.745126.382.20124.18128.5817.33-6.794126.382.20124.18128.5817.33-6.793126.382.20124.18128.5817.33-6.792126.382.12124.26128.5017.33-6.751126.383.34123.04129.7217.33-7.70表4.2恒荷載作用下的內(nèi)力計(jì)算表〔B軸、C軸〕層次B軸C軸上柱下柱右梁左梁上柱下柱右梁70.5460.4540.2130.2560.531-128.34128.34-12.5670.0758.27-24.66-29.64-61.4827.88-12.3329.14-15.2321.59-8.49-7.06-7.56-9.09-18.8589.46-89.46125.26-53.96-71.360.3530.3530.2940.1690.2040.2040.423-157.97157.97-8.6655.7655.7646.45-25.23-30.46-30.46-63.1635.0427.88-12.6223.23-14.82-15.2323.11-17.76-17.76-14.79-2.75-3.32-3.32-6.8973.0465.88-138.93153.22-48.6-49.01-55.63~50.3530.3530.2940.1690.2040.2040.423-157.97157.97-8.6655.7655.7646.45-25.23-30.46-30.46-63.1627.8827.88-12.6223.23-15.23-15.2323.11-15.23-15.23-12.68-2.68-3.24-3.24-6.7268.4168.41-136.82153.29-48.93-48.93-55.4320.3530.3530.2940.1690.2040.2040.423-157.97157.97-8.6655.7655.7646.45-25.23-30.46-30.46-63.1627.8830.25-12.6223.23-15.23-15.9823.11-16.07-16.07-13.38-2.56-3.09-3.09-6.467.5769.94-137.52153.41-48.78-49.53-55.1110.3830.2990.3180.1770.2140.1670.442-157.97157.97-8.6660.547.2350.24-26.43-31.95-24.93-6627.880-13.2225.12-15.23024.17-5.61-4.38-4.66-6.03-7.29-5.69-15.0582.7742.85-125.61150.63-54.47-30.62-65.54柱底21.43-15.31表4.3恒荷載作用下的內(nèi)力計(jì)算表〔D軸、E軸〕層次D軸E軸左梁上柱下柱右梁左梁上柱下柱70.5160.2490.2350.4850.51512.56-96.2396.2343.1720.8319.66-46.67-49.56-30.7411.19-23.349.83-20.522.1310.6810.085.175.547.1242.7-89.8364.56-64.5660.4130.20.20.1870.320.340.348.66-120.55120.5546.2122.3822.3820.92-38.57-40.99-40.99-31.5810.4211.19-19.2910.46-24.78-20.512.085.855.855.4711.1411.8411.8435.3738.6539.42-113.45103.58-53.93-49.653~50.4130.20.20.1870.320.340.348.66-120.55120.5546.2122.3822.3820.92-38.57-40.99-40.99-31.5811.1911.19-19.2910.46-20.5-20.511.775.75.75.339.7710.3810.3835.0639.2739.27-113.59102.21-51.11-51.1120.4130.20.20.1870.320.340.348.66-120.55120.5546.2122.3822.3820.92-38.57-40.99-40.99-31.5811.1911.19-19.2910.46-20.5-20.511.775.75.75.339.7710.3810.3835.0639.2739.27-113.59102.21-51.11-51.1110.4320.2090.1630.1960.3460.3680.2868.66-120.55120.5548.3423.3918.2421.93-41.71-44.36-34.48-3311.190-20.8610.97-20.5018.438.926.968.363.33.512.7342.4343.525.2-111.1293.11-61.35-31.75柱底12.6-15.88圖4.1恒荷載作用下的圖〔單位：〕表4.4恒載作用下的框架梁端剪力計(jì)算表DE跨梁端剪力CD跨梁端剪力87.48-3.8391.3183.6533.1717.05109.59-1.50111.09108.0924.0710.59109.59-1.72111.31107.8724.1210.54109.59-1.72111.31107.8724.1210.54109.59-1.72111.31107.8724.1210.54109.59-1.66111.25107.9324.1310.58109.59-2.73112.32106.8625.039.63由公式進(jìn)行柱軸力計(jì)算，計(jì)算過程如表4.5所示：表4.5恒載作用下的框架柱端軸力計(jì)算表樓層B柱C柱D柱E柱柱頂柱底柱頂柱底柱頂柱底柱頂柱底7348.02384.72409.54446.24363.01399.71319.53356.236726.27762.97891.71928.41776.96813.66672.81709.5151104.231140.931374.221410.921191.081227.781025.871062.5741482.191518.891856.731893.431605.201641.901378.931415.6331860.151896.852339.242375.942019.322056.021731.991768.6922238.192274.892821.682858.382433.422470.122085.112121.8112535.562582.613162.913209.962740.642787.692365.092412.14柱端剪力計(jì)算過程如表4.6和4.7所示：表4.6恒載作用下的框架柱端剪力計(jì)算表樓層B柱C柱上柱下柱上柱下柱789.4673.0441.67-53.96-48.60-26.30665.8868.4134.43-49.01-48.93-25.11568.4168.4135.08-48.93-48.93-25.09468.4168.4135.08-48.93-48.93-25.09368.4167.5734.87-48.93-48.78-25.05269.9482.7739.16-49.53-54.47-26.67142.8521.4312.86-30.62-15.31-9.19表4.7恒載作用下的框架柱端剪力計(jì)算表樓層D柱E柱上柱下柱上柱下柱742.738.6520.86-64.56-53.93-30.38639.4239.2720.18-49.65-51.11-25.84539.2739.2720.14-51.11-51.11-26.21439.2739.2720.14-51.11-51.11-26.21339.2739.1720.11-51.11-50.54-26.06239.6843.521.33-52.22-61.35-29.12125.212.607.56-31.75-15.88-9.53圖4.2恒荷載作用下梁的圖(單位：)圖4.3恒荷載作用下柱的圖(單位：)圖4.4恒荷載作用下柱的圖(單位：)4.2活荷載標(biāo)準(zhǔn)值作用下的內(nèi)力計(jì)算〔1〕活荷載作用下的彎矩計(jì)算根據(jù)公式〔4.2〕計(jì)算的活荷載作用下梁固端彎矩如表4.8和4.9所示。將固端彎矩填入表4.8和4.9后，即可進(jìn)行彎矩二次分配法的運(yùn)算，最后可得各桿端的彎矩。表4.8活荷載作用下的內(nèi)力計(jì)算表〔B軸、C軸〕層次B軸C軸上柱下柱右梁左梁上柱下柱右梁70.5460.4540.2130.2560.531-33.1933.19-2.8118.1215.07-6.47-7.78-16.135.86-3.247.54-3.035.66-1.43-1.19-2.17-2.6-5.422.55-22.5532.09-13.41-18.6860.3530.3530.2940.1690.2040.2040.423-33.1933.19-3.5211.7211.729.76-5.01-6.05-6.05-12.559.065.86-2.514.88-3.89-3.034.38-4.38-4.38-3.65-0.4-0.48-0.48-0.9916.413.2-29.5932.66-10.42-9.56-12.683~50.3530.3530.2940.1690.2040.2040.423-33.1933.19-3.5211.7211.729.76-5.01-6.05-6.05-12.555.865.86-2.514.88-3.03-3.034.38-3.25-3.25-2.71-0.54-0.65-0.65-1.3514.3314.33-28.6532.52-9.73-9.73-13.0420.3530.3530.2940.1690.2040.2040.423-33.1933.19-3.5211.7211.729.76-5.01-6.05-6.05-12.555.866.36-2.514.88-3.03-3.184.38-3.43-3.43-2.85-0.52-0.62-0.62-1.2914.1514.65-28.7932.54-9.7-9.85-12.9810.3830.2990.3180.1770.2140.1670.442-33.1933.19-3.5212.719.9210.55-5.25-6.35-4.95-13.115.860-2.635.28-3.0304.58-1.24-0.97-1.03-1.21-1.46-1.14-3.0217.338.95-26.332.01-10.84-6.09-15.07柱底4.48-3.05表4.9活荷載作用下的內(nèi)力計(jì)算表〔D軸、E軸〕層次D軸E軸左梁上柱下柱右梁左梁上柱下柱70.5160.2490.2350.4850.5152.81-24.7224.7211.315.465.15-11.99-12.73-8.072.12-62.58-4.26.172.982.810.790.8312.2210.56-22.7616.1-16.160.4130.20.20.1870.320.340.343.52-24.7224.728.764.244.243.96-7.91-8.4-8.4-6.282.732.12-3.961.98-6.37-4.22.231.081.081.012.752.922.928.238.057.44-23.7121.54-11.85-9.683~50.4130.20.20.1870.320.340.343.52-24.7224.728.764.244.243.96-7.91-8.4-8.4-6.282.122.12-3.961.98-4.2-4.22.481.21.21.122.052.182.188.487.567.56-23.620.84-10.42-10.4220.4130.20.20.1870.320.340.343.52-24.7224.728.764.244.243.96-7.91-8.4-8.4-6.282.122.22-3.961.98-4.2-4.552.441.181.181.12.172.32.38.447.547.64-23.6220.96-10.3-10.6510.4320.2090.1630.1960.3460.3680.2863.52-24.7224.729.164.433.464.16-8.55-9.1-7.07-6.562.120-4.282.08-4.203.771.821.421.710.730.780.619.898.374.88-23.1318.98-12.52-6.46柱底2.44-3.23圖4.5活荷載作用下的圖〔單位：〕〔2〕活荷載作用下剪力及軸力計(jì)算梁端剪力計(jì)算過程如表4.10和4.11所示：表4.10活荷載作用下的框架梁端剪力計(jì)算表層數(shù)BC跨梁端剪力CD跨梁端剪力726.551.2725.2827.825.63-2.15626.550.4126.1426.967.04-1.48526.550.5326.0227.087.04-1.52426.550.5226.0327.077.04-1.52326.550.5226.0327.077.04-1.52226.550.5026.0527.057.04-1.51126.550.7625.7927.317.04-1.73表4.11活荷載作用下的框架梁端剪力計(jì)算表DE跨梁端剪力CD跨梁端剪力22.47-1.0123.4821.467.783.4822.47-0.3322.8022.148.525.5622.47-0.4222.8922.058.565.5222.47-0.4222.8922.058.565.5222.47-0.4222.8922.058.565.5222.47-0.4022.8722.078.555.5322.47-0.6323.1021.848.775.31由公式進(jìn)行柱軸力計(jì)算，計(jì)算過程如表4.12所示：表4.12活荷載作用下的框架柱端軸力計(jì)算表樓層B柱C柱D柱E柱772.3385.4772.7564.446145.52171.52147.60129.565218.59257.73222.50194.594291.67343.93297.40259.623364.75430.13372.30324.652437.85516.30447.19389.701510.69602.95522.09454.52柱端剪力計(jì)算過程如表4.13和4.14所示：表4.13活荷載作用下的框架柱端剪力計(jì)算表樓層B柱C柱上柱下柱上柱下柱722.5516.409.99-13.41-10.42-6.11613.2014.337.06-9.56-9.73-4.95514.3314.337.35-9.73-9.73-4.99414.3314.337.35-9.73-9.73-4.99314.3314.157.30-9.73-9.70-4.98214.6517.338.20-9.85-10.84-5.3118.954.482.69-6.09-3.05-1.83表4.14活荷載作用下的框架柱端剪力計(jì)算表樓層D柱E柱上柱下柱上柱下柱710.568.054.77-16.10-11.85-7.1767.447.563.85-9.68-10.42-5.1557.567.563.88-10.42-10.42-5.3447.567.563.88-10.42-10.42-5.3437.567.543.87-10.42-10.30-5.3127.648.374.11-10.65-12.52-5.9414.882.441.46-6.46-3.23-1.94圖4.6活荷載作用下梁的圖(單位：)圖4.7活荷載作用下柱的圖(單位：)圖4.8活荷載作用以下圖(單位：)4.3風(fēng)荷載標(biāo)準(zhǔn)值作用下的內(nèi)力計(jì)算框架在風(fēng)荷載〔從左向右吹〕下的內(nèi)力用D值法進(jìn)行計(jì)算。其步驟為：求各柱反彎點(diǎn)處的剪力值；求各柱反彎點(diǎn)高度；求各柱的桿端彎矩及梁端彎矩；求各柱的軸力和梁剪力。第層第柱所分配的剪力為：，，為第層樓面處集中風(fēng)荷載標(biāo)準(zhǔn)值。為第層第根柱的抗側(cè)剛度?？蚣苤灾组_始計(jì)算的反彎點(diǎn)位置與柱高之比，、、、查《混凝土結(jié)構(gòu)》〔中冊〕可得，計(jì)算結(jié)果見表4.15~4.18。表4.15B軸框架柱反彎點(diǎn)位置層號73.90.830.320000.321.24863.90.830.400000.401.5653.90.830.450000.451.75543.90.830.450000.451.75533.90.830.450000.451.75523.90.830.5000-0.020.481.8215.01.0640.730-0.00500.7253.625表4.16C層號73.92.90.4450000.4451.7463.92.90.450000.451.7653.92.90.4950000.4950.9343.92.90.500000.501.9533.92.90.500000.501.9523.92.90.500000.501.9515.03.7180.5640000.5642.82框架各柱的桿端彎矩、梁端彎矩按下式計(jì)算，計(jì)算過程如表4.19、4.20、4.21和4.22所示： 〔4.3〕 〔4.4〕表4.17D軸框架柱反彎點(diǎn)位置層號73.93.010.450000.451.7663.93.010.450000.451.7653.93.010.500000.501.9543.93.010.500000.501.9533.93.010.500000.501.9523.93.010.500000.501.9515.03.860.5570000.5572.79表4.18E軸框架柱反彎點(diǎn)位置層號73.90.940.350000.351.3763.90.940.400000.401.5653.90.940.450000.451.7643.90.940.450000.451.7633.90.940.450000.451.7623.90.940.500000.501.9515.01.2050.700-0.00500.6953.48中梁〔4.5〕〔4.6〕邊梁〔4.7〕表4.19風(fēng)荷載作用下B軸框架柱剪力和梁柱端彎矩的計(jì)算層號732.04118263191870.1625.201.24813.796.4913.79668.90118263191870.16211.181.5626.1617.4432.655102.78118263191870.16216.681.75535.7829.2753.224133.29118263191870.16221.621.75546.3737.9475.643160.06118263191870.16225.971.75555.7145.5893.652184.08118263191870.16229.871.8260.5855.92106.161208.1878506158630.20242.073.62557.85152.5113.77表4.20風(fēng)荷載作用下C軸框架柱剪力和梁柱端彎矩的計(jì)算層732.04118263387660.32810.501.7422.7318.276.5016.23668.90118263387660.32822.591.7648.4639.7619.0847.655102.78118263387660.32833.690.9366.3565.0230.3575.764133.29118263387660.32843.691.9585.2085.2042.96107.263160.06118263387660.32852.471.95102.3102.353.63133.892184.08118263387660.32860.341.95117.7117.762.91157.071208.1878506229550.29260.872.82132.7171.771.60178.76表4.21風(fēng)荷載作用下D軸框架柱剪力和梁柱端彎矩的計(jì)算層732.04118263393550.33310.661.7622.8718.7615.747.14668.90118263393550.33322.931.7649.1840.3646.7421.205102.78118263393550.33334.201.9566.6966.6973.6533.404133.29118263393550.33344.361.9586.5086.50105.3947.803160.06118263393550.33353.261.95103.9103.9130.9759.392184.08118263393550.33361.261.95119.5119.5153.6469.681208.1878506231410.29561.362.79135.9171.2175.6979.68表4.22風(fēng)荷載作用下E軸框架柱剪力和梁柱端彎矩的計(jì)算層號732.04118263209550.1775.681.3714.407.7514.40668.90118263209550.17712.211.5628.5719.0536.325102.78118263209550.17718.211.7639.0631.9658.114133.29118263209550.17723.621.7650.6641.4582.623160.06118263209550.17728.361.7660.8349.77102.32184.08118263209550.17732.621.9563.6163.61113.41208.1878506165470.21143.883.4866.92152.5130.5框架柱軸力與梁端剪力的計(jì)算結(jié)果見表4.23：表4.23風(fēng)荷載作用下框架柱軸力與梁端剪力層號梁端剪力〔〕柱軸力〔〕BC跨CD跨DE跨B軸C軸D軸E軸72.7110.663.26-2.71-7.95-7.957.407.403.2666.9031.468.72-9.61-24.56-32.5122.7430.1411.98511.1449.8013.87-20.8-38.66-71.1735.9366.0725.85415.8170.8819.76-36.6-55.07-126.2451.12117.245.61319.6488.2924.50-56.2-68.65-194.8963.79181.070.11222.54103.627.74-78.7-81.03-275.9275.83256.897.85124.72118.231.85-103.5-93.43-369.3586.30343.1129.74.4水平地震作用計(jì)算該建筑物的高度為29.6m＜40m，以剪切變形為主，且質(zhì)量和剛度沿高度均勻分布，故可采用底部剪力法計(jì)算水平地震作用?！?〕重力荷載代表值的計(jì)算屋面處重力荷載代表值=結(jié)構(gòu)和構(gòu)配件自重標(biāo)準(zhǔn)值+0.5×活荷載標(biāo)準(zhǔn)值樓面處重力荷載代表值=結(jié)構(gòu)和構(gòu)配件自重標(biāo)準(zhǔn)值+0.5×樓面活荷載標(biāo)準(zhǔn)值其中結(jié)構(gòu)和構(gòu)配件自重取樓面上、下各半層層高范圍內(nèi)〔屋面處取頂層的一半〕的結(jié)構(gòu)及構(gòu)配件自重。屋面處的重力荷載標(biāo)準(zhǔn)值的計(jì)算女兒墻的重力荷載代表值的計(jì)算屋面板結(jié)構(gòu)層及構(gòu)造層自重標(biāo)準(zhǔn)值：頂層的墻重：其余各層樓面處重力荷載標(biāo)準(zhǔn)值計(jì)算底層樓面處重力荷載標(biāo)準(zhǔn)值計(jì)算屋頂活荷載標(biāo)準(zhǔn)值計(jì)算樓面活荷載標(biāo)準(zhǔn)值計(jì)算總重力荷載代表值的計(jì)算屋面處：=屋面處結(jié)構(gòu)和構(gòu)件自重+0.5×活荷載標(biāo)準(zhǔn)值=14503.56+0.5×2463.84=15735.48kN〔設(shè)計(jì)值為20853.65kN〕樓面處：=樓面處結(jié)構(gòu)和構(gòu)件自重+0.5×活荷載標(biāo)準(zhǔn)值=13253.57+0.5×2527.56=14517.35kN〔設(shè)計(jì)值為19442.87kN〕底層樓面處：=樓面處結(jié)構(gòu)和構(gòu)件自重+0.5×活荷載標(biāo)準(zhǔn)值=16834+0.5×2527.56=18097.78kN〔設(shè)計(jì)值為23739.38kN〕〔2〕框架柱抗側(cè)剛度和結(jié)構(gòu)根本自振周期計(jì)算橫向值的計(jì)算，見表4.24和4.25。表4.24橫向2-7層值計(jì)算構(gòu)件名稱值〔〕數(shù)量B軸柱1918710191870C軸柱3876610387660D軸柱3935510393550E軸柱2095510209550表4.25橫向首層D值計(jì)算構(gòu)件名稱D值〔kN/m〕數(shù)量B軸柱1586310158630C軸柱2295510229550D軸柱2314110231410E軸柱1654710165470結(jié)構(gòu)根本自振周期計(jì)算用能量法計(jì)算： 〔4.8〕非結(jié)構(gòu)墻影響折減系數(shù)和的計(jì)算結(jié)果見表4.26。表4.26能量法計(jì)算結(jié)構(gòu)根本周期列表層次714719.1514719.1511826300.39305784.632273.36629236.514517.3511826300.38065525.302102.93543753.8514517.3511826300.35595166.721838.84458271.214517.3511826300.31894629.581476.37372788.5514517.3511826300.26963913.881055.18287305.914517.3511826300.20813021.06628.681105403.6818097.787850600.13432430.53326.4230471.79701.78將數(shù)字帶入上述計(jì)算公式得：〔3〕多遇水平地震作用計(jì)算由于該工程所在地區(qū)抗震設(shè)防烈度為7度，場地土為Ⅱ類，設(shè)計(jì)地震分組為第一組，查表得：由于＜＜5，故 〔4.8〕式中——衰減指數(shù)，在＜＜5的區(qū)間取0.9；——阻尼調(diào)整系數(shù)，建筑結(jié)構(gòu)的阻尼比應(yīng)取0.05，相應(yīng)的=1.0?？v向地震影響系數(shù)：＞1.4=0.49s需要考慮頂部附加水平地震作用的影響，頂部附加地震作用系數(shù)：對于多質(zhì)點(diǎn)體系，結(jié)構(gòu)底部總縱向水平地震作用標(biāo)準(zhǔn)值：附加頂部集中力：質(zhì)點(diǎn)i的水平地震作用標(biāo)準(zhǔn)值，樓層地震剪力及樓層層間位移的計(jì)算過程見表4.27：表4.27，和的計(jì)算層714719.1528.4418023.91720711.5840.11329.611826300.00112614517.3524.5355675.11720711.5714.82044.311826300.00173514517.3520.6299057.41720711.5601.02645.311826300.00224414517.3516.7242439.81720711.5487.23132.511826300.00265314517.3512.8185822.11720711.5373.43506.011826300.00296214517.358.9129204.41720711.5259.73765.611826300.00318118097.785.090488.91720711.5181.93947.57850600.00503樓層最大位移與樓層層高之比：滿足位移要求?！?〕剛重比和剪重比驗(yàn)算為了保證結(jié)構(gòu)的穩(wěn)定和平安，需分別按如下公式進(jìn)行結(jié)構(gòu)剛重比和剪重比驗(yàn)算。各層的剛重比和剪重比見表4.28。第i樓層的彈性等效側(cè)向剛度 〔4.9〕第i層對應(yīng)于水平地震作用標(biāo)準(zhǔn)值的剪力 〔4.10〕表4.28各層剛重比和剪重比層73.9118263046122571329.614719.218007.9256.120.090363.9118263046122572044.329236.537450.8123.160.069953.9118263046122572645.343753.956893.781.070.060543.9118263046122573132.558271.276336.560.420.053833.9118263046122573506.072788.695779.448.160.048223.9118263046122573765.687305.9115222.340.030.043115.078506039253003947.5105403.7138961.628.250.0375由表4.28可見，各層的剛重比均大于20，不必考慮重力二階效應(yīng)；各層的剪重比均大于0.016，滿足剪重比的要求?！?〕框架地震內(nèi)力計(jì)算框架柱剪力和柱端彎矩計(jì)算采用D值法，計(jì)算過程見表4.29~4.32。表4.29橫向水平地震荷載作用下B軸框架柱剪力和柱端彎矩的計(jì)算層71329.61182630191870.01621.270.3256.4126.5462044.31182630191870.01632.710.4076.5451.0352645.31182630191870.01642.330.4590.8074.2943132.51182630191870.01650.120.45107.587.9633506.01182630191870.01656.100.45120.398.4623765.61182630191870.01660.250.48122.2112.813947.5785060158630.02078.950.725108.6286.2表4.30橫向水平地震荷載作用下C軸框架柱剪力和柱端彎矩的計(jì)算層71329.61182630387660.03343.880.44594.9876.1562044.31182630387660.03367.460.45144.70118.3952645.31182630387660.03387.300.495171.94168.5343132.51182630387660.033103.370.50201.57201.5733506.01182630387660.033115.700.50225.62225.6223765.61182630387660.033124.270.50242.33242.3313947.5785060229550.029114.480.564249.57322.83表4.31橫向水平地震荷載作用下D軸框架柱剪力和柱端彎矩的計(jì)算層71329.61182630393550.03343.880.4594.1277.0162044.31182630393550.03367.460.45144.70118.3952645.31182630393550.03387.300.50170.24170.2443132.51182630393550.033103.370.50201.57201.5733506.01182630393550.033115.700.50225.62225.6223765.61182630393550.033124.270.50242.33242.3313947.5785060231410.029114.480.557253.57318.83表4.32橫向水平地震荷載作用下E軸框架柱剪力和柱端彎矩的計(jì)算層71329.61182630209550.01823.930.3560.6632.6662044.31182630209550.01836.800.4086.1157.4152645.31182630209550.01847.620.45102.1483.5743132.51182630209550.01856.390.45120.9698.9633506.01182630209550.01863.110.45135.37110.823765.61182630209550.01867.780.50132.17132.213947.5785060165470.02182.900.695126.42288.15.內(nèi)力組合各種荷載情況下的框架內(nèi)力求得后，根據(jù)最不利又是可能的原那么進(jìn)行內(nèi)力組合。當(dāng)考慮結(jié)構(gòu)塑性內(nèi)力重分布的有利影響時，應(yīng)在內(nèi)力組合之前對豎向荷載作用下的內(nèi)力進(jìn)行調(diào)幅。分別考慮恒荷載和活荷載由可變荷載效應(yīng)控制的組合和由永久荷載效應(yīng)控制的組合，并比擬兩種組合的內(nèi)力，取最不利者。由于構(gòu)件控制截面的內(nèi)力值應(yīng)取自支座邊緣處，為此，進(jìn)行組合前，應(yīng)先計(jì)算各控制截面處的〔支座邊緣出〕內(nèi)力值。梁支座邊緣處的內(nèi)力值： 〔5.1〕 〔5.2〕式中——支座邊緣截面的彎矩標(biāo)準(zhǔn)值；——支座邊緣截面的剪力標(biāo)準(zhǔn)值；——梁柱中線交點(diǎn)處的彎矩標(biāo)準(zhǔn)值；——與相應(yīng)的梁柱中線交點(diǎn)處的剪力標(biāo)準(zhǔn)值；——梁單位長度的均布荷載標(biāo)準(zhǔn)值；——梁端支座寬度〔即柱截面高度〕。在恒荷載作用下，一層BC跨梁B支座邊緣處內(nèi)力為：一層BC跨梁C支座邊緣處內(nèi)力為：一層CD跨梁C支座邊緣處內(nèi)力為：橫梁彎矩調(diào)幅計(jì)算結(jié)果見表5.1和5.2。表5.1恒荷載作用下橫梁彎矩調(diào)幅〔單位：〕層號梁跨左端右端左端V右端V跨度均布荷載q跨中彎矩M左調(diào)幅右調(diào)幅跨中調(diào)幅左端V調(diào)右端V調(diào)7BC-89.46-125.2697.91107.457.527.3885.16-48.07-74.42105.0289.7099.24CD-71.3-47.1233.1717.05316.74-40.38-49.08-33.60-18.0128.1512.03DE-89.83-64.5691.3183.656.626.5167.16-49.95-31.5782.8783.3675.706BC-138.93-153.22124.47128.297.533.790.88-81.27-91.79120.34114.36118.18CD-55.6-35.3724.0710.59311.55-32.5-38.70-25.75-15.3920.617.13DE-113.45-103.58111.09108.096.633.2172.32-64.10-56.9296.25101.1398.135BC-136.82-153.29124.18128.587.533.791.9-79.65-91.77120.99114.07118.47CD-55.43-35.0624.1210.54311.55-32.26-38.56-25.52-15.2320.667.08DE-113.59-102.21111.31107.876.633.2172.93-64.16-55.8896.65101.3597.914BC-136.82-153.29124.18128.587.533.791.9-79.65-91.77120.99114