綜合辦公樓的設計方案

...wd......wd......wd...畢業(yè)設計設計題目：某綜合辦公樓設計姓名學號院〔系〕土木工程與建筑學院專業(yè)土木工程指導教師2013摘要本工程是位于某市中天街西段的某綜合辦公樓，采用框架構造，主體構造七層，本地區(qū)抗震設防烈度為7度，場地類別為二類場地。夏季主導風向為東南風，冬季為北風，基本風壓0.5?；狙?.25。樓﹑屋蓋均采用現(xiàn)澆鋼筋混凝土構造。本設計貫徹“實用、安全、經(jīng)濟、美觀〞的設計原那么。按照建筑設計標準，認真考慮影響設計的各項因素。本設計主要內容為手算選取了構造方案中橫向框架第5軸構造設計。在確定框架布局之后，先計算豎向荷載〔恒載及活荷載〕和風荷載作用下的構造內力。然后進展了重力荷載代表值的計算，接著利用能量法求出自振周期，進而按底部剪力法計算水平地震荷載作用，進而求出地震作用下的構造內力〔彎矩、剪力、軸力〕。找出最不利的一組或幾組內力組合。選取其中最不利的結果計算配筋并繪圖。此外還進展了構造方案中的室內樓梯的設計，完成了平臺板、梯段板、平臺梁等構件的內力和配筋計算及施工圖繪制。對樓板進展了配筋計算。本設計采用獨立根基，對根基進展了受力和配筋計算。整個構造在設計過程中，嚴格遵循現(xiàn)行的國家標準標準，對設計的各個環(huán)節(jié)進展綜合全面的科學性考慮?？傊?，安全、適用、經(jīng)濟、方便是本設計的原那么。關鍵詞：框架構造，抗震設計，荷載計算，內力計算，計算配筋ABSTRACTTheprojectislocatedinthewesternsectionofacityZhongtianStreetofficebuilding,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.設計基本資料21.1初步設計資料21.2構造選型22.構造布置及計算簡圖32.1構造的選型與布置32.2框架計算簡圖及梁柱線剛度43.荷載統(tǒng)計63.1恒載標準值計算63.2活荷載標準值計算73.3豎向荷載下的框架受荷總圖73.4風荷載標準值計算113.5風荷載作用下的位移驗算134.內力計算154.1恒荷載標準值作用下的內力計算154.2活荷載標準值作用下的內力計算234.3風荷載標準值作用下的內力計算324.4水平地震作用計算355.內力組合415.1框架構造梁內力組合445.2框架構造柱內力組合486.eq\o\ac(○,5)軸框架梁、柱配筋計算546.1框架柱的截面設計546.2柱斜截面受彎承載力計算626.3框架梁的正，斜截面配筋計算647.樓梯計算677.1樓梯設計資料677.2梯段板設計687.3平臺板設計687.4平臺梁設計698.根基設計708.1地質情況及根基構造708.2初步確定根基尺寸708.3根基受沖切承載力驗算(采用荷載基本組合)738.4配筋計算(采用荷載基本組合)749.樓面設計7610.電算校核及分析78結語79致謝80參考文獻81前言本設計是按照武漢輕工大學土木工程與建筑工程學院2013年畢業(yè)設計要求編寫的畢業(yè)設計。題目為“某綜合辦公樓設計〞。內容包括建筑設計、構造設計兩部份。辦公樓是公共建筑，其標準要求比較嚴格，能表達處建筑和構造設計的很多重要的方面，選擇辦公樓建筑和構造設計，從而掌握辦公樓設計的基本原理，妥善解決其功能關系，滿足使用要求?？蚣軜嬙斓慕ㄖ矫娌贾渺`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?？蚣軜嬙斓难芯?，對于建筑的荷載情況，分析其受力，采用不同的方法分別計算出各種荷載作用下的彎矩、剪力、軸力，然后進展內力組合，挑選出最不利的內力組合進展截面的承載力計算，保證構造有足夠的強度和穩(wěn)定性。在對豎向荷載的計算種采用了彎矩分配法，對水平荷載采用了D值法，對鋼筋混凝土構件的受力性能，受彎構件的正截面和斜截面計算都有應用。本構造計算選用一品框架為計算單元，采用手算的簡化計算方法，其中計算框架在豎向荷載下的內力時使用的彎矩二次分配法，不但使計算結果較為合理，而且計算量較小，是一種不錯的手算方法。本設計主要通過工程實例來強化大學期間所學的知識，建設一個完整的設計知識體系，了解設計總過程，通過查閱大量的相關設計資料，提高自己的動手能力。這次設計是在構造教研室各位教師的悉心指導下完成的，在此向你們表示衷心的感謝！1.設計基本資料1.1初步設計資料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，為七層框架構造，一—七層均為辦公室，總建筑面積。建筑高度為，室內外高差。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：本工程抗震設防烈度為7度。5、夏季主導風向為東南風，冬季為北風，基本風壓。6、雨雪條件：基本雪壓。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，土壤標準凍結深度，最高地下水位。8、地質條件：本工程所在地，自然地坪以下為粘土層，承載能力為標準值，為中密細砂層，承載能力標準值為，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構造選型1、構造體系選型：按設計要求采用鋼筋混凝土現(xiàn)澆框架構造體系。2、屋面構造：采用現(xiàn)澆混凝土肋型屋蓋，屋面板厚。3、樓面構造：采用現(xiàn)澆混凝土肋型樓蓋，板厚。4、樓梯構造：采用鋼筋混凝土板式樓梯。2.構造布置及計算簡圖2.1構造的選型與布置〔1〕構造選型本建筑只有7層，且為辦公室，為了便于管理，采用大開間。為了使構造的整體剛度較好，樓面、屋面、樓梯等均采用現(xiàn)澆構造。根基為柱下獨立根基?！?〕構造布置高層框架構造設計成雙向柱抗側力體系，框架梁、柱中心線重合。結合建筑的平面、立面和剖面布置情況，本辦公樓的構造平面和剖面布置分別如圖2.1所示。框架構造房屋中，經(jīng)濟柱距一般為5~8，本建筑的柱距為7.5和8.1。根據(jù)構造布置，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，為減輕構造自重和節(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標準層構造平面布置圖2.2框架計算簡圖及梁柱線剛度圖2.1所示的框架構造采用縱橫向承重體系，是一個空間構造體系，理應按空間構造計算。又?高層建筑混凝土構造技術規(guī)程?〔〕允許在縱、橫兩個方向將其按平面框架計算。故手算時只作橫向平面框架計算?！?〕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。本構造中，對主梁：取對次梁：取2〕框架柱截面尺寸底層柱軸力估算：假定構造每平米總荷載設計值為，那么底層中柱的軸力設計值約為：假設采用混凝土搗澆，由?混凝土構造?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。〔2〕確定框架計算簡圖框架的計算單元如圖2.1所示?？蚣苤豆逃诟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。底層柱高從根基頂面算至二層樓面，室內外高差為，根基頂面至室外地坪通常取，故基頂標高至的距離定為，二層樓面標高，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算簡圖如圖2.2所示。〔3〕框架梁柱的線剛度計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，作為計算各節(jié)點桿端彎矩分配系數(shù)的依據(jù)。圖2.2計算簡圖3.荷載統(tǒng)計3.1恒載標準值計算〔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構造層：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構造層：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〕標準層樓面瓷磚地面0.5520厚水泥砂漿找平層0.02×20=0.4構造層：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根基梁自重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〕外縱墻自重標準層縱墻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水泥粉刷內墻面〔3.9-1.15〕×0.36=0.99=11.49底層縱墻〔根基梁〕〔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水泥粉刷內墻面〔3.9-1.15〕×0.36=0.99=14.51〔7〕內縱〔隔〕墻自重標準層縱墻〔3.9-0.7〕×0.24×18=13.82水泥粉刷內墻面〔3.9-0.7〕×0.36×2=2.31=16.133.2活荷載標準值計算〔1〕屋面和樓面活荷載標準值查?混凝土構造?〔中冊〕附表5得：上人屋面2.0樓面：辦公室2.0走廊2.5〔2〕雪荷載標準值=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；假設為雙向板，可沿四角點作線，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。本構造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梁自重標準值：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梁自重標準值：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梁自重標準值：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標準層柱恒載=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標準層活載=板傳活載=7.08/2×7.5+2.0×4.05/2×5/8×8.1=47.05kN根基頂面恒載=底層外縱墻自重+根基梁自重+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標準層柱恒載=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標準層活載=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根基頂面恒載=底層外縱墻自重+根基梁自重+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標準層柱恒載=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標準層活載=板傳活載=6.81/2×6.6+2.531×8.1+2.5×3/2×0.938=46.49kN根基頂面恒載=底層外縱墻自重+根基梁自重+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標準層柱恒載=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標準層活載=板傳活載=6.81/2×6.6+2.0×4.05/2×5/8×8.1=42.98kN根基頂面恒載=底層外縱墻自重+根基梁自重+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)值均為標準值〕。3.4風荷載標準值計算作用在屋面梁和樓面梁節(jié)點處的集中風荷載標準值：為簡化計算，將計算單元范圍內外墻面的分布風荷載化為等量的作用于樓面集中風荷載，計算公式如下：圖3.2豎向受荷總圖〔單位：〕 〔3.1〕式〔3.1〕中，基本風壓=0.5；——風壓高度變化系數(shù)，本工程地面粗糙度為B類；——風荷載體型系數(shù)，本建筑=30.9/17.1=1.81＜4，=1.3；——風振系數(shù)，〔：第i層標高；：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；——計算單元迎風面的寬度，=8.1m。計算過程見表3.1：表3.1各層樓面處集中風荷載標準值離地高度27.91.381.402.432.0424.01.321.33.936.863.933.883.930.5112.31.03.93.926.778.41.003.93.924.024.51.001.03.924.103.5風荷載作用下的位移驗算位移計算時，各荷載均采用標準值。〔1〕側移剛度計算過程見表3.2和表3.3：表3.2橫向2-7層值的計算構件名稱B軸柱0.29319187C軸柱0.59238766D軸柱0.60139355E軸柱0.32020955〔2〕風荷載作用下框架側移計算水平荷載作用下框架的層間側移可按下式計算：〔3.2〕式〔3.2〕中——第層的總剪力標準值；——第層所有柱的抗側剛度之和；——第層的層間側移。表3.3橫向底層值的計算構件名稱B軸柱0.51015863C軸柱0.73822955D軸柱0.74423141E軸柱0.53216547第一層的層間側移值求出以后，就可以計算各樓板標高處的側移值的頂點側移值，各層樓板標高處的側移值是該層以下各層層間側移之和。頂點側移是所有各層層間側移之和。層側移 〔3.3〕頂點側移〔3.4〕框架在風荷載作用下側移的計算見表3.4。表3.4風荷載作用下框架樓層層間位移與層高之比計算層次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側移驗算：對于框架構造，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框架抗側剛度足夠。4.內力計算4.1恒荷載標準值作用下的內力計算〔1〕恒荷載作用下的彎矩計算彎矩二次分配法比分層法作了更進一步的簡化。在分層法中，用彎矩分配法計算分層單元的桿端彎矩時，任一節(jié)點的不平衡彎矩都將影響到節(jié)點所在單元中的所有桿件。而彎矩二次分配法假定任一節(jié)點的不平衡彎矩只影響至與該節(jié)點相交的各桿件的遠端。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。所以本框架設計采用彎矩分配法計算框架內力，傳遞系數(shù)為1/2。各節(jié)點分配兩次即可。由前述的剛度比可根據(jù)下式求得節(jié)點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，即可進展彎矩二次分配法的運算，最后可得各桿端的彎矩?！?〕恒載作用下剪力及軸力計算梁端剪力計算過程如表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恒荷載作用下的內力計算表〔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恒荷載作用下的內力計算表〔D軸、E軸〕層次D軸E軸左梁上柱下柱右梁左梁上柱下柱70.5160.2490.2350.4850.51512.56-96.2396.2343.1720.8319.66-46.67-49.56-30.7411.19-23.349.83-20.522.1310.6810.085.175.547.1242.7-89.8364.56-64.5660.4870.320.340.348.66-120.55120.5546.2122.3822.3820.92-38.57-40.99-40.99-31.5810.4211.19-19.2910.46-24.78-20.512.085.855.855.4711.1411.8411.8435.3738.6539.42-113.45103.58-53.93-49.653~50.4870.320.340.348.66-120.55120.5546.2122.3822.3820.92-38.57-40.99-40.99-31.5811.1911.19-19.2910.46-20.5-20.511.739.7710.3810.3835.0639.2739.27-113.59102.21-51.11-51.1120.4870.320.340.348.66-120.55120.5546.2122.3822.3820.92-38.57-40.99-40.99-31.5811.1911.19-19.2910.46-20.5-20.511.739.7710.3810.3835.0639.2739.27-113.59102.21-51.11-51.1110.4320.2090.1630.1960.3460.3680.2868.66-120.55120.5548.3423.3918.2421.93-41.71-44.36-34.48-3311.190-20.8610.97-20.5018.438.926.968.363.33.512.7342.4343.525.2-111.1293.11-61.35-31.75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由公式進展柱軸力計算，計算過程如表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活荷載標準值作用下的內力計算〔1〕活荷載作用下的彎矩計算根據(jù)公式〔4.2〕計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，即可進展彎矩二次分配法的運算，最后可得各桿端的彎矩。表4.8活荷載作用下的內力計算表〔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活荷載作用下的內力計算表〔D軸、E軸〕層次D軸E軸左梁上柱下柱右梁左梁上柱下柱70.5160.2490.2350.4850.5152.81-24.7224.7211.315.465.15-11.99-12.73-8.072.12-62.58-82.810.790.8312.2210.56-22.7616.1-16.160.4870.320.340.343.52-24.7224.728.76-7.91-8.4-8.4-6.282.732.12-3.961.98-6.37-81.081.012.752.922.928.238.057.44-23.7121.54-11.85-9.683~50.4870.320.340.343.52-24.7224.728.76-7.91-8.4-8.4-6.282.122.12-3.961.98-4.2-4.22.422.087.567.56-23.620.84-10.42-10.4220.4870.320.340.343.52-24.7224.728.76-7.91-8.4-8.4-6.282.122.22-3.961.98-4.2-4.552.48.447.547.64-23.6220.96-10.3-10.6510.4320.2090.1630.1960.3460.3680.2863.52-24.7224.729.164.433.464.16-8.55-9.1-7.07-6.562.120-4.282.08-4.203.771.821.421.710.730.780.619.898.374.88-23.1318.98-12.52-6.46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算梁端剪力計算過程如表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由公式進展柱軸力計算，計算過程如表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活荷載作用以以下列圖(單位：)4.3風荷載標準值作用下的內力計算框架在風荷載〔從左向右吹〕下的內力用D值法進展計算。其步驟為：求各柱反彎點處的剪力值；求各柱反彎點高度；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荷載標準值。為第層第根柱的抗側剛度?？蚣苤灾组_場計算的反彎點位置與柱高之比，、、、查?混凝土構造?〔中冊〕可得，計算結果見表4.15~4.18。表4.15B軸框架柱反彎點位置層號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450000.4451.7450000.451.76950000.4950.9300000.501.9500000.501.9500000.501.9515.03.7180.5640000.5642.82框架各柱的桿端彎矩、梁端彎矩按下式計算，計算過程如表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風荷載作用下B軸框架柱剪力和梁柱端彎矩的計算層號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風荷載作用下C軸框架柱剪力和梁柱端彎矩的計算層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風荷載作用下D軸框架柱剪力和梁柱端彎矩的計算層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風荷載作用下E軸框架柱剪力和梁柱端彎矩的計算層號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算結果見表4.23：表4.23風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水平地震作用計算該建筑物的高度為29.6m＜40m，以剪切變形為主，且質量和剛度沿高度均勻分布，故可采用底部剪力法計算水平地震作用。〔1〕重力荷載代表值的計算屋面處重力荷載代表值=構造和構配件自重標準值+0.5×活荷載標準值樓面處重力荷載代表值=構造和構配件自重標準值+0.5×樓面活荷載標準值其中構造和構配件自重取樓面上、下各半層層高范圍內〔屋面處取頂層的一半〕的構造及構配件自重。屋面處的重力荷載標準值的計算女兒墻的重力荷載代表值的計算屋面板構造層及構造層自重標準值：頂層的墻重：其余各層樓面處重力荷載標準值計算底層樓面處重力荷載標準值計算屋頂活荷載標準值計算樓面活荷載標準值計算總重力荷載代表值的計算屋面處：=屋面處構造和構件自重+0.5×活荷載標準值=14503.56+0.5×2463.84=15735.48kN〔設計值為20853.65kN〕樓面處：=樓面處構造和構件自重+0.5×活荷載標準值=13253.57+0.5×2527.56=14517.35kN〔設計值為19442.87kN〕底層樓面處：=樓面處構造和構件自重+0.5×活荷載標準值=16834+0.5×2527.56=18097.78kN〔設計值為23739.38kN〕〔2〕框架柱抗側剛度和構造基本自振周期計算橫向值的計算，見表4.24和4.25。表4.24橫向2-7層值計算構件名稱值〔〕數(shù)量B軸柱1918710191870C軸柱3876610387660D軸柱3935510393550E軸柱2095510209550表4.25橫向首層D值計算構件名稱D值〔kN/m〕數(shù)量B軸柱1586310158630C軸柱2295510229550D軸柱2314110231410E軸柱1654710165470構造基本自振周期計算用能量法計算： 〔4.8〕非構造墻影響折減系數(shù)和的計算結果見表4.26。表4.26能量法計算構造基本周期列表層次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)字帶入上述計算公式得：〔3〕多遇水平地震作用計算由于該工程所在地區(qū)抗震設防烈度為7度，場地土為Ⅱ類，設計地震分組為第一組，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；——阻尼調整系數(shù)，建筑構造的阻尼比應取0.05，相應的=1.0。縱向地震影響系數(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)：對于多質點體系，構造底部總縱向水平地震作用標準值：附加頂部集中力：質點i的水平地震作用標準值，樓層地震剪力及樓層層間位移的計算過程見表4.27：表4.27，和的計算層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。〔4〕剛重比和剪重比驗算為了保證構造的穩(wěn)定和安全，需分別按如下公式進展構造剛重比和剪重比驗算。各層的剛重比和剪重比見表4.28。第i樓層的彈性等效側向剛度 〔4.9〕第i層對應于水平地震作用標準值的剪力 〔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；各層的剪重比均大于0.016，滿足剪重比的要求?！?〕框架地震內力計算框架柱剪力和柱端彎矩計算采用D值法，計算過程見表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算層71329.61182630191870.01621.270.3256.4126.5462044.31182630191870.01632.710.4076.5451.0352645.31182630191870.01642.330.4590.8074.2943132.51182630191870.01650.120.45