江城市實(shí)驗(yàn)中學(xué)教學(xué)樓建筑結(jié)構(gòu)設(shè)計(jì)

引言畢業(yè)設(shè)計(jì)是大學(xué)繼續(xù)教育培養(yǎng)目標(biāo)實(shí)現(xiàn)的重要階段，是畢業(yè)前的綜合學(xué)習(xí)階段,是深化、拓寬、綜合教和學(xué)的重要過程,是對大學(xué)期間所學(xué)專業(yè)知識的全面總結(jié)。本組畢業(yè)設(shè)計(jì)題目為《江城市實(shí)驗(yàn)中學(xué)教學(xué)樓建筑結(jié)構(gòu)設(shè)計(jì)》。在畢設(shè)前期，主要溫習(xí)了《結(jié)構(gòu)力學(xué)》、《鋼筋混凝土》、《建筑結(jié)構(gòu)抗震設(shè)計(jì)》等知識，并借閱了《抗震規(guī)范》、《混凝土規(guī)范》、《荷載規(guī)范》等規(guī)范。在畢設(shè)中期，我通過所學(xué)的基本理論、專業(yè)知識和基本技能進(jìn)行建筑、結(jié)構(gòu)設(shè)計(jì)并積極請教指導(dǎo)老師。特別是畢業(yè)設(shè)計(jì)期間工作比較忙，在畢業(yè)設(shè)計(jì)方面存在的一些問題沒有及時(shí)的處理。在畢設(shè)后期，主要進(jìn)行設(shè)計(jì)手稿的電腦輸入，并得到老師和同學(xué)們在畢設(shè)中的指導(dǎo)批正，使我在自我所學(xué)的基礎(chǔ)上完成了任務(wù)，在此表示衷心的感謝。畢業(yè)設(shè)計(jì)的將近四個(gè)月里，在指導(dǎo)老師的幫助下，經(jīng)過資料查閱、設(shè)計(jì)計(jì)算、論文撰寫以及外文的翻譯，加深了對新規(guī)范、規(guī)程、手冊等相關(guān)內(nèi)容的理解。鞏固了專業(yè)知識、提高了綜合分析、解決問題的能力。在進(jìn)行電子書的輸入時(shí)，進(jìn)一步了解了Word的應(yīng)用。在繪圖時(shí)熟練掌握了AutoCAD，天正建筑，PKPM等制圖軟件。以上所有這些從不同方面達(dá)到了畢業(yè)設(shè)計(jì)的目的與要求?？蚣芙Y(jié)構(gòu)設(shè)計(jì)的計(jì)算工作量很大，在計(jì)算過程中以手算為主，輔以一些計(jì)算軟件的校正。由于自己水平有限，難免有不妥和疏忽之處，敬請各位老師批評指正。2013年5月第1章建筑設(shè)計(jì)說明部分1.1工程概況1.1.1工程名稱：江城市實(shí)驗(yàn)中學(xué)教學(xué)樓建筑結(jié)構(gòu)設(shè)計(jì)；1.1.2工程位置：江城市市中心；1.1.3建筑概況：建筑物總面積為5382，總高為18m，辦公樓長度為55.2m，寬度19.5m，建筑體型為矩型，一至五層層高均為3.6m，室內(nèi)外高差為0.45m；1.1.4結(jié)構(gòu)形式：現(xiàn)澆整體框架。1.2建筑物功能與特點(diǎn)1.2.1平面設(shè)計(jì)本建筑坐北朝南，平面布置長寬比小于5，采用縱向7.8m，橫向7.8m、3.3m、7.8m、的柱距，基本滿足建筑開間模數(shù)和進(jìn)深的要求。1.2.2立面設(shè)計(jì)該建筑立面為了滿足采光和美觀需求。外墻面根據(jù)《98J1——工程做法》選用陶瓷面磚，以增強(qiáng)美感。1.2.3防火防火等級為=2\*ROMANII級，安全疏散距離滿足房門至外部出口或封閉樓梯間最大距離小于35m，大房間設(shè)前后兩個(gè)門，小房間設(shè)一個(gè)門，滿足防火要求；室內(nèi)消火栓設(shè)在走廊兩側(cè),每層兩側(cè)及中間設(shè)3個(gè)消火栓，最大間距25m,滿足間距50m的要求。1.2.4抗震建筑的平立面布置規(guī)則，建筑的質(zhì)量分布和剛度變化均勻，樓層沒有錯(cuò)層，滿足抗震要求。1.3設(shè)計(jì)資料1.3.1工程地質(zhì)條件：建筑場地為二類場地土，持力層地基承載力為特征值為fak=200kpa，無軟弱下臥層；1.3.2抗震設(shè)防：7度，第二組；1.3.3建筑耐久等級、防火等級均為Ⅱ級；1.3.4風(fēng)荷載：全年主導(dǎo)風(fēng)向?yàn)楸憋L(fēng)，基本風(fēng)壓為=0.5kN/；1.3.5雪荷載：基本雪壓為S0=0.2kN/m2（水平投影）；1.3.6冰凍深度：室外天然地面以下600mm。1.4工程做法1.4.1屋面做法=1\*GB3①C20細(xì)石混凝土；=2\*GB3②干鋪無紡聚酯纖維紗布一層；=3\*GB3③擠塑聚苯乙烯泡沫塑料板；=4\*GB3④20厚1:3水泥砂漿找平；=5\*GB3⑤1:8水泥膨脹珍珠巖2%找坡，最薄處20mm；⑥100厚現(xiàn)澆混凝土板；⑦20厚混合砂漿打底。1.4.2地面1做法——05YJ1-14-地19=1\*GB3①8-10厚地磚鋪實(shí)拍平，水泥漿擦縫；=2\*GB3②20厚1:4干硬性水泥砂漿；=3\*GB3③素水泥漿結(jié)合層一邊；=4\*GB3④80厚C15混凝土；=5\*GB3⑤素土夯實(shí)1.4.3地面2做法——05YJ1-19-地52=1\*GB3①8-10厚地磚鋪實(shí)拍平，水泥漿擦縫；=2\*GB3②20厚1:4干硬性水泥砂漿；=3\*GB3③1.5厚聚氯氨酯防水涂料，面上撒黃砂，四周沿墻上翻150高，刷幾層處理劑一遍；=4\*GB3④15厚1:2水泥砂漿找平；=5\*GB3⑤50厚C15細(xì)石混凝土找坡不小于0.5%，最薄處不小于30厚；=6\*GB3⑥60厚C15混凝土；=7\*GB3⑦素土夯實(shí)1.4.4樓面1做法——05J1—20—樓10①10厚地磚鋪實(shí)；②20厚1:4干硬性水泥砂漿找平；③素水泥漿結(jié)合層一遍；=4\*GB3④120厚現(xiàn)澆混凝土板；1.4.5樓面2做法——05J1—32—樓27①4-5厚陶瓷錦磚鋪實(shí)拍平，水泥漿勾縫；②20厚1:4干硬性水泥砂漿；③1.5厚聚氯酯防水涂料，面撒黃砂四周沿墻上翻150高，刷幾層處理劑一遍；=4\*GB3④15厚1:2水泥砂漿找平=5\*GB3⑤50厚C15細(xì)石混凝土找坡不小于0.5%最薄處不小于30厚=6\*GB3⑥鋼筋混凝土樓板；1.4.3內(nèi)外墻面做法——05YJ1-40-內(nèi)墻7=1\*GB3①刷建筑素水泥漿一遍，配合比為建筑膠：水=1:4；=2\*GB3②15厚2:1.8水泥石灰砂漿分兩次抹灰；=3\*GB3③5厚1:2水泥砂漿=4\*GB3④刷建筑涂料1.4.4外墻面做法05YJ1-48-外墻13=1\*GB3①刷建筑膠素水泥砂漿一邊，配合比為建筑膠:水=1:4=2\*GB3②15厚2:1.8水泥砂漿，分兩次抹灰=3\*GB3③刷水泥漿一遍=4\*GB3④5厚1:1水泥砂漿加水重20%建筑膠鑲貼=5\*GB3⑤10厚面磚，1:1水泥砂漿勾縫或水泥漿擦縫1.4.5頂棚做法——05YJ1-67頂4=1\*GB3①鋼筋混凝土樓面清掃干凈=2\*GB3②7厚1：3水泥砂漿=3\*GB3③5厚1:2水泥砂漿=4\*GB3④表面噴刷涂料另選1.4.6散水做法：混凝土散水①50厚C15混凝土撒1:1水泥砂子，壓實(shí)趕光；②150厚3:7灰土墊層；③素土夯實(shí)向外坡5%。

第2章計(jì)算簡圖2.1結(jié)構(gòu)布置及結(jié)構(gòu)計(jì)算簡圖的確定2.1.1結(jié)構(gòu)平面布置如圖2.1所示圖2.1結(jié)構(gòu)平面布置圖2.1.2確定梁柱截面尺寸（1）框架柱：均采用600mm600mm；（2）框架梁：300mm700mm；次梁：300500mm；外墻縱向連系梁：300mm700mm；內(nèi)墻縱向連系梁：300mm700mm2.1.3材料強(qiáng)度等級混凝土：柱混凝土采用C30級；梁板均采用C30級；鋼筋：采用HPB300 ，HRB400級；維護(hù)墻采用200mm厚加氣混凝土砌塊，M10混合砂漿砌筑。底層樓梯間墻體采用粘土磚墻，M10混砂漿砌筑。2.2荷載計(jì)算見表2-1荷載計(jì)算表2-1不上人屋面做法厚度mm容重（KN/m3)自重（kn/㎡)保護(hù)層:c20細(xì)石混凝土，配直徑4@150×15010020.20隔離層：干鋪無紡聚酯纖維布一層保溫層：擠塑聚苯乙烯泡沫塑料板防水層：按屋面說明附表1選用找平層;1:3水泥砂漿，砂漿中摻入劇本乙烯找坡層：1:8水泥膨脹珍珠巖找2%坡結(jié)構(gòu)層：鋼筋混凝土屋面板120253.00板底抹灰120.24合計(jì)3.44頂棚厚度容重自重7厚1；3水泥砂漿75厚1；2水泥砂漿5表面噴刷涂料合計(jì)120.24樓面做法厚度容重自重8-10厚地磚鋪實(shí)拍平，水泥漿擦縫80.7020厚1；4干硬性水泥砂漿20素水泥漿結(jié)合層一遍鋼筋混凝土樓板120253.00合計(jì)3.70厚度容重自重衛(wèi)生間樓面4-5厚陶瓷錦磚鋪實(shí)；拍平，水泥砂漿擦縫922.0420厚1；4干硬性水泥砂漿1.5厚聚氯氨酯防水涂料面撒黃沙15厚1；2水泥砂漿找平50厚c15細(xì)石混凝土找坡不小于0.5%最薄處不小于30鋼筋混凝土樓板120253.00合計(jì)5.04內(nèi)墻做法厚度容重自重刷建筑膠素水泥漿一遍，配合比為建筑膠；水=1；415厚2；1；8水泥石灰砂漿分兩次抹灰15170.265厚1；2水泥砂漿5200.10合計(jì)200.36外墻刷建筑膠素水泥漿一遍，配合比為建筑膠；水=1；415厚2；1；8水泥石灰砂漿分兩次抹灰15170.26刷素水泥漿一遍0.004-5厚1；1水泥砂漿加水重20%建筑膠鑲貼5200.108-10厚面磚，1；1水泥砂漿勾縫819.80.16合計(jì)280.51女兒墻300×100鋼筋混凝土壓頂250.75700高墻體0.27.51.05抹灰10170.24合計(jì)2.04主梁自重做法厚度容重自重（kn/m)300×700鋼筋混凝土主梁254.35三面抹混合砂漿10170.33合計(jì)4.68柱子自重600×600鋼筋混凝土柱259.00四面抹混合砂漿10170.41合計(jì)9.41次梁自重300×500鋼筋混凝土252.85三面抹混合砂漿10170.23合計(jì)3.08樓梯平臺(tái)板做法厚度容重自重（kn/㎡）8-10厚地磚鋪實(shí)拍平，水泥漿擦縫80.7020厚1；4干硬性水泥砂漿20素水泥漿結(jié)合層一遍鋼筋混凝土樓板120253.00樓梯斜板120厚鋼筋混凝土斜板120253.00頂棚抹灰0.24合計(jì)3.24樓梯平臺(tái)梁150×300鋼筋混凝土梁250.68三面抹灰10170.23合計(jì)0.912.2.5風(fēng)荷載基本風(fēng)壓，地面粗糙程度屬C類，按荷載規(guī)范。風(fēng)荷載體型系數(shù)：迎風(fēng)面為0.8，背風(fēng)面為-0.5；因結(jié)構(gòu)高度，取風(fēng)振系數(shù)，計(jì)算簡如圖2.2所示圖2.2橫向框架上的風(fēng)荷載風(fēng)荷載計(jì)算表2-2層次11.01.34.050.740.514.0416.4821.01.37.650.740.528.0817.3031.01.311.250.740.528.0819.0841.01.314.850.740.528.0820.8751.01.318.450.8090.529.8411.962.2.6地震作用（1）建筑物總重力荷載代表值的計(jì)算=1\*GB3①集中于屋蓋處的質(zhì)點(diǎn)重力荷載代表值:50%雪荷載：屋面荷載:300×700梁300×500梁600×600柱女兒墻:外橫墻:外縱墻:內(nèi)隔墻：塑鋼窗:②集中于二、三、四層處的質(zhì)點(diǎn)重力荷載代表值50%樓面荷載:樓面荷載：衛(wèi)生間板300×700梁300×500梁600×600柱外縱墻外橫墻內(nèi)隔墻樓梯塑鋼窗：=3\*GB3③集中于一層處的質(zhì)點(diǎn)重力荷載代表值50%樓面荷載:樓面荷載：衛(wèi)生間板300×700梁300×500梁600×600柱外縱墻外橫墻內(nèi)隔墻樓梯塑鋼窗：地震作用計(jì)算=1\*GB3①框架柱的抗側(cè)移剛度在計(jì)算梁柱線剛度時(shí)，應(yīng)考慮樓蓋對框架梁的影響，在現(xiàn)澆樓蓋中，中框架梁的抗彎慣性矩取I=2I0；邊框架梁取I=1.5I0；I為框架梁按矩形截面計(jì)算的截面慣性矩。i為梁、柱線剛度。中框架，邊框架的梁柱線剛度的計(jì)算見表2-3?？蚣苤臋M向側(cè)移剛度D值見表2-4框架梁柱線剛度計(jì)算表2-3中框架線剛度名稱E（kn/mm2)B(mm)H(mm)L(mm)i(kn.mm)相對于標(biāo)準(zhǔn)層柱i’左邊跨梁303007007800660000000.73中跨梁303005003300568000000.63右邊跨梁303007007800660000000.73底層柱306006004650697000000.77其余各層柱306006003600900000001.00邊框架線剛度名稱E（kn/m2)B(mm)H(mm)L(mm)i(kn.mm)相對于標(biāo)準(zhǔn)層柱i’左邊跨梁303007007800495000000.55中跨梁303005003300426000000.47右邊跨梁303007007800495000000.75底層柱306006004650675000000.75其余各層柱306006003600900000001.00框架柱橫向側(cè)移剛度D值表2-4項(xiàng)目根數(shù)層柱類型及截面二至五層邊框架邊柱（600×600）0.550.2217965.644邊框架中柱（600×600）1.020.3428203.464中框架邊柱（600×600）0.730.2722348.19*14中框架中柱（600×600）1.360.4133792.3712底層邊框架邊柱（600×600）0.710.4517265.694邊框架中柱（600×600）1.320.5521206.634中框架邊柱（600×600）0.950.4918984.7714中框架中柱（600×600）1.760.6023251.4514底層二五層②框架自振周期的計(jì)算則自振周期為：其中為考慮結(jié)構(gòu)非承重磚墻影響的折減系數(shù)，對于框架取0.6；為框架頂點(diǎn)假想水平位移，計(jì)算見表2-5?？蚣茼旤c(diǎn)的假想水平位移表2-5層總位移110441.7749211.94745196.50.0660.066210534.4838770.172970644.20.0400.106310534.4828235.693970644.20.0290.135410534.47917701.213970644.20.0180.15357166.737166.73970644.20.0070.161③地震作用計(jì)算在二類場地，7度設(shè)防區(qū)，設(shè)計(jì)地震分組為第一組情況下，結(jié)構(gòu)的特征周期，水平地震影響系數(shù)最大值。由于，不需要考慮頂點(diǎn)附加地震作用。各層橫向地震剪力計(jì)算見表2-6，表中H指的是樓層重力荷載集中處到室外地坪的高度。樓層地震作用和地震剪力標(biāo)準(zhǔn)值計(jì)算表表2-6層次樓層剪力14.6510441.77119430.601028.161028.1628.2510534.48127954.781101.552129.71311.8510534.4898426.75847.342977.05415.4510534.4868898.73593.143570.19519.057166.7338443.63330.963901.15第3章框架內(nèi)力計(jì)算3.1恒載作用下框架內(nèi)力計(jì)算3.1.1彎矩分配系數(shù) 由于該框架為對稱結(jié)構(gòu)，故其荷載也對稱，如圖3.1所示。圖3.1荷載簡圖各節(jié)點(diǎn)的分配系數(shù)見表3-1（底層柱的線剛度乘以0.9的折減系數(shù)）恒載作用下彎矩分配系數(shù)表表3-1節(jié)點(diǎn)桿件iu節(jié)點(diǎn)桿件iu節(jié)點(diǎn)iuA1節(jié)點(diǎn)A1A20.90.374A2(A3,A4)節(jié)點(diǎn)A2A30.90.36A5節(jié)點(diǎn)A5B50.730.449A1B10.730.304A2B20.730.29A5A40.90.551A1A00.770.322A2A10.90.36總計(jì)2.4071總計(jì)2.532911總計(jì)1.631節(jié)點(diǎn)桿件iu節(jié)點(diǎn)桿件iu節(jié)點(diǎn)桿件iuB1節(jié)點(diǎn)B1A10.730.241B2（B3,B4）節(jié)點(diǎn)B2A20.730.22B5節(jié)點(diǎn)B5A50.730.324B1B20.90.296B2B30.90.28B5C50.630.279B1C10.630.208B2C20.630.19B5B40.90.397B1B00.770.255B2B11.000.31總計(jì)3.041總計(jì)3.2612.261.00節(jié)點(diǎn)桿件iu節(jié)點(diǎn)桿件iu節(jié)點(diǎn)桿件iuC1節(jié)點(diǎn)C1B10.630.208C2(C3,C40)節(jié)點(diǎn)C2B20.630.19C5節(jié)點(diǎn)C5B50.630.279C1C20.90.296C2C30.90.28C5D50.730.324C1D10.730.241C2D20.730.22C5C40.90.397C1C00.770.255C2C11.000.31總計(jì)3.041.00總計(jì)3.261.00總計(jì)2.261.00節(jié)點(diǎn)桿件iu節(jié)點(diǎn)桿件iu節(jié)點(diǎn)桿件iuD1節(jié)點(diǎn)D1C10.730.304D2(D3,D4)節(jié)點(diǎn)D2C20.730.29D5節(jié)點(diǎn)D5C50.730.449D1D20.90.374D2D30.90.36D5D40.90.551D1D00.770.322D2D10.90.362.411.00總計(jì)2.531總計(jì)1.631.003.1.2桿件固端彎矩將雙向板的梯形和三角形荷載分別轉(zhuǎn)化成線荷載見表3-2，固端彎矩見表3-3AB跨1—4層BC跨1—4層恒載標(biāo)準(zhǔn)值表3-2跨次層次板傳來荷載kN/m墻體傳來荷載kN/m梁自重kN/m總計(jì)kN/mAB跨1—4層27.386.444.6838.50頂層23.9104.6828.59BC跨1—4層16.2503.0819.33頂層14.1903.08117.27桿件固端彎矩表3-3層數(shù)荷載類型跨QkN/mLm系數(shù)固端彎矩固端彎矩1—4層恒載AB跨38.507.8-195.21195.21BC跨19.343.3-17.5517.55CD跨38.507.8-195.21195.21頂層恒載AB跨28.597.8-144.95144.95BC跨17.273.3-15.6715.67CD跨28.597.8-144.95144.953.1.3節(jié)點(diǎn)不平衡彎矩橫向框架的節(jié)點(diǎn)不平衡彎矩為通過該節(jié)點(diǎn)的各桿件在節(jié)點(diǎn)處的固端彎矩與通過該節(jié)點(diǎn)的縱梁引起柱端橫向附加彎矩之和，，根據(jù)平衡原則，節(jié)點(diǎn)彎矩的正方向與桿件彎矩方向相反，一律以逆時(shí)針方向?yàn)檎?.1.4內(nèi)力計(jì)算在進(jìn)行彎矩分配時(shí)，采用分層法進(jìn)行彎矩分配，分配時(shí)附加彎矩已算入分配數(shù)據(jù)中，在圖中不加表示。該建筑共五層，底層的彎矩分配見圖3.2，標(biāo)準(zhǔn)層二、三、四層的受力形式完全一樣，彎矩分配見圖3.3，頂層彎矩分配見圖3.4。圖3.2恒載底層彎矩分配圖3.3恒載標(biāo)準(zhǔn)層彎矩分配圖3.4恒載頂層彎矩分配由于柱子之間彎矩的傳遞，使彎矩分配完畢后，節(jié)點(diǎn)處又產(chǎn)生了不平衡力矩，所以應(yīng)在改節(jié)點(diǎn)處再次進(jìn)行分配，直到平衡為止。彎矩二次分配見表3-4,3-5A軸線節(jié)點(diǎn)不平衡力矩再分配表3-4節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩A1節(jié)點(diǎn)A1A281.260.37-9.8171.45A1B1-127.040.30-7.99-135.03A1A072.010.32-8.4363.57不平衡彎矩26.230.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩A2節(jié)點(diǎn)A2A378.690.36-15.7262.98A2B2-131.480.29-12.80-144.28A2A197.020.36-15.7281.30不平衡彎矩44.230.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩A3節(jié)點(diǎn)A3A478.690.36-15.7262.98A3B3-131.480.29-12.80-144.28A3A297.020.36-15.7281.30不平衡彎矩44.230.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩A4節(jié)點(diǎn)A4A584.900.36-17.9266.98A4B4-131.480.29-14.59-146.07A4A397.020.36-17.9279.10不平衡彎矩50.440.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩A5節(jié)點(diǎn)A5B5-97.290.45-7.85-105.14A5A4114.780.55-9.64105.14不平衡彎矩17.490.00B軸線節(jié)點(diǎn)不平衡力矩再分配 表3-5節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B1節(jié)點(diǎn)B1A1171.730.245.75177.48B1B2-68.030.307.06-60.97B1C1-66.950.214.95-61.99B1B0-60.580.256.07-54.51不平衡彎矩-23.840.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B2節(jié)點(diǎn)B2A2174.660.228.38183.04B2B3-64.280.2810.29-53.99B2C2-62.700.197.22-55.48B2B1-85.000.3111.43-73.57不平衡彎矩-37.320.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B3節(jié)點(diǎn)B3A3174.660.228.38183.04B3B4-64.280.2810.29-53.99B3C3-62.700.197.22-55.48B3B2-85.000.3111.43-73.57不平衡彎矩-37.320.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B4節(jié)點(diǎn)B4A4174.660.228.83183.49B4B5-66.280.2810.84-55.44B4C4-62.700.197.61-55.09B4B3-85.000.3112.05-72.96不平衡彎矩-39.320.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B5節(jié)點(diǎn)B5A5120.880.324.36125.24B5C5-43.350.283.76-39.59B5B4-91.010.405.36-85.65不平衡彎矩-13.480.00根據(jù)已經(jīng)求出的彎矩，取各桿件為隔離體，即可求出各桿件的剪力，再取各節(jié)點(diǎn)為隔離體，利用梁的剪力值，根據(jù)力的平衡原理求出柱的軸力。梁端剪力見表3-6，柱剪力見表3-7，柱軸力見表3-8梁端剪力 表3-6層數(shù)（邊跨）q(kN/m)l(m)(kN.m)138.507.81171.27144.72-155.61238.507.81171.27145.19-155.13338.507.81171.27145.19-155.13438.507.81171.27145.37-154.96528.597.81171.27108.93-114.08層數(shù)（中跨）q(kN/m)l(m)(kN.m)119.343.3105.2731.90-31.90219.343.3105.2731.90-31.90319.343.3105.2731.90-31.90419.343.3105.2731.90-31.90517.273.394.0428.50-28.50柱剪力 表3-7位置上端彎矩(kN.m)下端彎矩(kN.m)l(m)剪力（kN）A5A4段31.9929.263.6-17.10A4A3段30.3029.963.6-16.74A3A2段29.9629.763.6-16.59A2A1段30.3634.523.6-18.02A1A0段21.3011.944.8-6.93位置上端彎矩下端彎矩l(m)剪力（kN）B5B4段-25.48-24.983.614.02B4B3段-26.13-25.853.614.44B3B2段-25.85-25.733.614.33B2B1段-26.19-28.963.615.32B1B0段-17.99-9.794.85.79 柱軸力 表3-8邊柱軸力層次女兒墻外縱墻次梁主梁板柱各層柱軸力框架柱軸力1.000.0023.6712.0236.5319.2143.75279.891315.532.000.0023.6712.0236.5319.2133.87270.491035.643.000.0023.6712.0236.5319.2133.87270.49765.154.000.0023.6712.0236.5319.2133.87270.66494.665.0015.900.0012.0236.5316.7733.87224.00224.00中柱軸力層次女兒墻內(nèi)縱墻次梁主梁板柱各層柱軸力框架柱軸力1.000.0050.2215.4536.53165.1143.75342.961538.292.000.0050.2215.4536.53165.1133.87333.081195.333.000.0050.2215.4536.53165.1133.87333.08862.264.000.0050.2215.4536.53165.1133.87333.08529.185.000.000.0015.4536.5381.7533.87196.10196.10圖3.5恒載作用下彎矩圖圖3.6恒載作用下剪力圖圖3.7恒載作用下軸力圖3.2活載作用下的框架內(nèi)力計(jì)算3.2.1梁固端彎矩圖3.8荷載簡圖將雙向板的梯形和三角形荷載分別轉(zhuǎn)化成線荷載，活載標(biāo)準(zhǔn)值見表3-9AB跨1—4層BC跨1—4層活荷載標(biāo)準(zhǔn)值 表3-9跨次層次板傳來荷載kN/mAB跨1—4層17.37頂層3.47BC跨1—4層10.31頂層2.06桿端彎矩見表3-10桿件固端彎矩 表3-10層數(shù)荷載類型跨QkN/mLm系數(shù)固端彎矩M左kN.m固端彎矩M右kN.m1—4層活載AB跨17.377.8-88.0988.09BC跨10.313.3-9.369.36CD跨17.377.8-88.0918.95頂層活載AB跨3.477.8-17.624.74BC跨2.063.3-1.870.59CD跨3.477.8-17.624.743.2.2內(nèi)力計(jì)算采用分層法。底層彎矩分配見圖3.10，標(biāo)準(zhǔn)層彎矩分配見圖3.11，頂層彎矩分配見圖3.12圖3.10底層活載彎矩分配圖圖3.11標(biāo)準(zhǔn)層活載彎矩分配圖圖3.12頂層活載彎矩分配圖A軸節(jié)點(diǎn)不平衡力矩再分配 表3-11節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)重新分配平衡彎矩A1節(jié)點(diǎn)A1A236.770.37-4.4232.35A1B1-57.390.30-3.60-60.98A1A032.430.32-3.8028.63不平衡彎矩11.810.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)重新分配平衡彎矩A2節(jié)點(diǎn)A2A335.610.36-7.1028.51A2B2-59.380.29-5.78-65.16A2A143.760.36-7.1036.66不平衡彎矩19.980.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)重新分配平衡彎矩A3節(jié)點(diǎn)A3A435.610.36-7.1028.51A3B3-59.380.29-5.78-65.16A3A243.760.36-7.1036.66不平衡彎矩19.980.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)重新分配平衡彎矩A4節(jié)點(diǎn)A4A527.740.36-4.3023.43A4B4-59.380.29-3.50-62.89A4A343.760.36-4.3039.45不平衡彎矩12.110.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)重新分配平衡彎矩A5節(jié)點(diǎn)A5B5-11.830.45-3.56-15.39A5A419.760.55-4.3715.39不平衡彎矩7.930.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B1節(jié)點(diǎn)B1A177.860.242.5580.41B1B2-30.220.303.14-27.09B1C1-31.310.212.20-29.11B1B0-26.920.252.70-24.22不平衡彎矩-10.590.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B2節(jié)點(diǎn)B2A279.150.223.7282.88B2B3-28.550.284.57-23.98B2C2-29.420.193.21-26.21B2B1-37.760.315.08-32.68不平衡彎矩-16.580.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B3節(jié)點(diǎn)B3A379.150.223.7282.88B3B4-28.550.284.57-23.98B3C3-29.420.193.21-26.21B3B2-37.760.315.08-32.68不平衡彎矩-16.580.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B4節(jié)點(diǎn)B4A479.150.222.0581.21B4B5-21.110.282.52-18.59B4C4-29.420.191.77-27.65B4B3-37.760.312.80-34.96不平衡彎矩-9.130.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B5節(jié)點(diǎn)B5A514.680.321.9416.62B5C5-5.240.281.67-3.57B5B4-15.430.402.38-13.050.000.000.000.00不平衡彎矩-5.990.00B軸節(jié)點(diǎn)不平衡力矩再分配 表3-12根據(jù)已經(jīng)求出的彎矩，取各桿件為隔離體，即可求出各桿件的剪力，再取各節(jié)點(diǎn)為隔離體，利用梁的剪力值，根據(jù)力的平衡原理求出柱的軸力。梁端剪力見表3-13，柱剪力見表3-14，柱軸力見表3-15梁端剪力 表3-13層次（邊跨）q(kN/m)l(m)(kN.m)AB(kN)BA(kN)1AB17.377.8528.5365.27-70.252AB17.377.8528.5364.75-70.773AB17.377.8528.5364.75-70.774AB17.377.8528.5364.75-70.565AB3.477.8105.7112.94-14.17層次（中跨）q(kN/m)l(m)(kN.m)BC(kN)CB(kN)1BC10.313.356.1517.02-17.022BC10.313.356.1517.02-17.023BC10.313.356.1517.02-17.024BC10.313.356.1517.02-17.025BC2.063.311.233.40-3.40柱剪力 3-14位置上端彎矩(kN.m)下端彎矩(kN.m)l(m)剪力（kN）A1A0段28.6316.214.652.67A2A1段36.6628.513.62.26A3A2段36.6628.513.62.26A4A3段39.4528.513.63.04A5A4段15.3923.433.6-2.23位置上端彎矩下端彎矩l(m)剪力（kN）B1B0段-24.22-13.464.65-2.31B2B1段-32.68-27.093.6-1.55B3B2段-32.68-23.983.6-2.42B4B3段-34.96-23.983.6-3.05B5B4段-13.05-18.593.61.54柱軸力 3-15邊跨柱層次板傳來荷載各層柱軸力框架柱軸力1.0012.1912.1951.192.0012.1912.1939.003.0012.1912.1926.814.0012.1912.1914.635.002.442.442.44中跨柱層次板傳來荷載各層柱軸力框架柱軸力1.0013.6313.6368.512.0013.6313.6354.883.0013.6313.6341.254.0013.6313.6327.615.0013.9813.9813.98彎矩圖見圖3.13，剪力圖見圖3.14，軸力圖見圖3.15圖3.13活載作用下彎矩圖圖3.14活載作用下剪力圖圖3.15活載作用下軸力3.3風(fēng)荷載作用下框架的位移、內(nèi)力計(jì)算3.3.1框架側(cè)移見表3.16風(fēng)載作用下框架側(cè)移表3-1614.0516.4885.6984472.451.011.0123.617.3069.20112281.110.611.6233.619.0851.90112281.110.462.0843.620.8732.82112281.110.292.3753.611.9611.96112281.110.112.483.3.2層間位移側(cè)移（0.85為位移放大系數(shù)）相對位移3.3.3頂點(diǎn)側(cè)移側(cè)移相對位移滿足要求。3.3.4水平風(fēng)荷載作用下框架層間剪力，見圖3.16圖3.16柱的反彎點(diǎn)高度計(jì)算見表3-17，知道了反彎點(diǎn)高度以后，利用已經(jīng)算出來的樓層剪力乘以反彎點(diǎn)高度就算出了柱的彎矩，見表3-18 各層柱反彎點(diǎn)高度 表3-17軸號層次層高（m）反彎點(diǎn)高度(m)A、D軸10.650000.653.62.3420.500000.503.61.830.450000.453.61.6240.400000.403.61.4450.30000.33.61.08軸號層次層高(m)反彎點(diǎn)高度(m)B、C軸10.650000.653.62.3420.500000.503.61.830.470000.473.61.6940.450000.453.61.6250.370000.373.61.33 風(fēng)荷載作用下柱彎矩 表3-18層次軸號剪力（kN）反彎點(diǎn)高度(m)彎矩下(kN.m)彎矩上(kN.m)底層彎矩A17.582.3441.1322.15B22.702.3453.1228.61二層彎矩A17.301.831.1431.14B17.301.831.1431.14三層彎矩A13.751.6222.2827.23B13.751.6923.1826.33四層彎矩A8.211.4411.8217.72B8.211.6213.3016.25五層彎矩A3.171.083.427.98B3.171.334.207.20 梁的彎矩利用節(jié)點(diǎn)處彎矩平衡原理計(jì)算，見表3-19-1風(fēng)荷載作用下梁端彎矩 表3-邊跨A軸層次上彎矩(kN.m)下彎矩(kN.m)節(jié)點(diǎn)左右線剛度比梁端彎矩(kN.m)122.1541.13053.29231.1431.14053.42327.2322.28039.05417.7211.82021.1457.983.4207.98 風(fēng)荷載作用下梁端彎矩 表3-19-2中跨B軸層次上彎矩(kN.m)下彎矩(kN.m)節(jié)點(diǎn)左端分配系數(shù)節(jié)點(diǎn)右端分配系數(shù)節(jié)點(diǎn)左梁彎矩(kN.m)節(jié)點(diǎn)右梁彎矩(kN.m)128.6153.120.540.4632.1027.65231.1431.140.540.4620.1917.39343.076.440.540.4630.2826.08416.2513.290.540.4610.989.4657.24.200.540.463.873.34 風(fēng)荷載作用下梁端剪力以及跨中彎矩 表3-20邊跨梁層次左端彎矩(kN.m)右端彎矩(kN.m)跨度(m)左端剪力(kN)右端剪力(kN)跨中彎矩(kN.m)153.2932.107.810.9510.9542.69253.4220.197.89.449.4436.80339.0530.287.88.898.8934.66421.1410.987.84.124.1216.0657.983.877.81.521.525.93中跨梁層次左端彎矩(kN.m)右端彎矩(kN.m)跨度(m)左端剪力(kN)右端剪力(kN)跨中彎矩(kN.m)127.6527.653.316.7616.760217.3917.393.310.5410.540326.0826.083.315.8115.81049.469.463.35.735.73053.333.333.32.022.020根據(jù)節(jié)點(diǎn)處力的平衡原理，計(jì)算柱軸力以及剪力，分別見表3-21,3-22。風(fēng)荷載作用下框架柱軸力表3-21邊柱軸力層次各層軸力（kN）框架柱軸力(kN)110.9534.9129.4423.9638.8914.5344.195.6451.521.521中柱軸力層次各層軸力（kN）框架柱軸力（kN）116.7650.86210.5434.10315.8123.5645.737.5452.022.02 風(fēng)荷載作用下框架柱剪力 表3-22邊柱剪力層次各層剪力（kN）框架柱剪力(kN)117.5860.00217.3017.30313.7513.7548.218.2153.173.17中柱剪力層次各層剪力（kN）框架柱剪力（kN）122.7065.13217.3042.43313.7525.1348.2111.3753.173.17圖3.17風(fēng)荷載作用下彎矩圖圖3.18風(fēng)荷載作用下梁、柱剪力圖3.19風(fēng)荷載作用下柱軸力圖3.4地震作用下框架的內(nèi)力計(jì)算3.4.10.5（雪+活）重力荷載作用下橫向框架的內(nèi)力計(jì)算按《建筑抗震設(shè)計(jì)規(guī)范》,計(jì)算重力荷載代表值時(shí)，頂層取用雪荷載，其他各層取用活荷載。當(dāng)雪荷載與活荷載相差不大時(shí)，可近似按滿跨活荷載布置。荷載計(jì)算見表3-23，桿端彎矩見表3-24。將雙向板的梯形和三角形荷載分別轉(zhuǎn)化成線荷載AB跨1—4層BC跨1—4層0.5（雪+活）載標(biāo)準(zhǔn)值 表3-23跨向?qū)哟伟鍌鱽砗奢dkN/mAB跨1—4層8.69頂層0.69BC跨1—4層6.09頂層0.49 0.5（雪+活）載標(biāo)準(zhǔn)值 表3-24層數(shù)荷載類型跨QkN/mLm系數(shù)固端彎矩M左kN.m固端彎矩M右kN.m1—4層0.5（雪+活）載AB跨8.697.8-44.0444.04BC跨6.093.3-5.535.53CD跨8.697.8-44.0444.04頂層0.5（雪+活）載AB跨0.697.8-3.523.52BC跨0.493.3-0.440.44CD跨0.697.8-3.523.52各層彎矩分配分別見圖3.20——3.22。圖3.200.5（雪+活）載作用下底層彎矩分配圖圖3.210.5（雪+活）標(biāo)準(zhǔn)層彎矩分配圖3.220.5（雪+活）頂層彎矩分配圖彎矩分配完后，由于框架柱彎矩的上下傳遞，使節(jié)點(diǎn)處仍然存在在不平衡力矩，所以要在該節(jié)點(diǎn)處進(jìn)行二次分配，使其平衡。計(jì)算過程見表3-25,3-26。 A軸節(jié)點(diǎn)平衡彎矩再分配 表3-25節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩A1節(jié)點(diǎn)A1A218.450.37-2.2016.24A1B1-28.730.30-1.79-30.52A1A016.180.32-1.9014.28不平衡彎矩5.890.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩A2節(jié)點(diǎn)A2A317.860.36-3.5514.31A2B2-29.720.29-2.89-32.62A2A121.860.36-3.5518.31不平衡彎矩10.000.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩A3節(jié)點(diǎn)A3A417.860.36-3.5514.31A3B3-29.720.29-2.89-32.62A3A221.860.36-3.5518.31不平衡彎矩10.000.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩A4節(jié)點(diǎn)A4A512.750.36-1.7411.01A4B4-29.720.29-1.42-31.14A4A321.860.36-1.7420.12不平衡彎矩4.900.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩A5節(jié)點(diǎn)A5B5-2.360.45-1.79-4.15A5A46.350.55-2.204.15不平衡彎矩3.990.00 B軸節(jié)點(diǎn)不平衡彎矩再分配 表3-26節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B1節(jié)點(diǎn)B1A139.150.241.2540.40B1B2-14.830.301.54-13.29B1C1-16.300.211.08-15.22B1B0-13.210.251.32-11.89不平衡彎矩-5.200.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B2節(jié)點(diǎn)B2A239.780.221.8341.60B2B3-14.010.282.24-11.77B2C2-15.370.191.57-13.80B2B1-18.530.312.49-16.04不平衡彎矩-8.130.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B3節(jié)點(diǎn)B3A339.780.221.8341.60B3B4-14.010.282.24-11.77B3C3-15.370.191.57-13.80B3B2-18.530.312.49-16.04不平衡彎矩-8.130.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B4節(jié)點(diǎn)B4A439.780.220.8040.58B4B5-9.430.280.98-8.45B4C4-15.370.190.69-14.69B4B3-18.530.311.09-17.44不平衡彎矩-3.560.00節(jié)點(diǎn)桿件桿端彎矩分配系數(shù)再分配平衡彎矩B5節(jié)點(diǎn)B5A52.960.320.953.91B5C5-1.100.280.82-0.29B5B4-4.790.401.17-3.630.000.000.000.00不平衡彎矩-2.940.00剪力，軸力的計(jì)算方法與恒載，活載的計(jì)算方法一樣，在此不再一一贅述，計(jì)算過程見表3-27——3.29 梁端剪力 表3-27層次q(kN/m)l(m)(kN.m)18.697.8264.2732.61-35.1528.697.8264.2732.36-35.4038.697.8264.2732.36-35.4048.697.8264.2732.49-35.2750.697.821.142.51-2.91層次q(kN/m)l(m)(kN.m)16.093.333.1810.05-10.0526.093.333.1810.05-10.0536.093.333.1810.05-10.0546.093.333.1810.05-10.0550.493.32.650.80-0.80 柱剪力 表3-28位置上端彎矩（kN.m）下端彎矩（kN.m）l(m)剪力（kN）A1A0段14.288.094.651.33A2A1段18.3114.313.61.11A3A2段18.3114.313.61.11A4A3段20.1214.313.61.62A5A4段1.1411.013.61.91位置上端彎矩（kN.m）下端彎矩（kN.m）l(m)剪力（kN）B1B0段-11.89-6.614.65-1.14B2B1段-16.04-13.293.6-0.76B3B2段-16.04-11.773.6-1.19B4B3段-17.44-11.773.6-1.58B5B4段-3.63-8.453.61.34 柱軸力 表3-29邊跨柱層次板傳來荷載各層柱軸力框架柱軸力112.1912.1951.18212.1912.1939.00312.1912.1926.81412.1912.1914.6352.442.442.44中跨柱層次板傳來荷載各層柱軸力框架柱軸力113.6313.6368.51213.6313.6354.88313.6313.6341.25413.6313.6327.61513.9813.9813.98根據(jù)以上結(jié)果可畫出框架的彎矩圖見圖3.23，剪力圖見圖3.24，軸力圖見圖3.25。圖3.230.5（雪+活）載作用下彎矩圖圖3.240.5（雪+活）載作用下剪力圖0.5（雪+活）載作用下軸力圖圖3.253.4.2地震作用下橫向框架的內(nèi)力計(jì)算地震作用下框架柱剪力及柱端彎矩計(jì)算過程見表3-30，梁端彎矩計(jì)算過程見表3-32，柱剪力和柱軸力計(jì)算過程見表3-35。 一榀框架各柱的剪力 表3-30層次軸號D(kN/m)∑D(kN/m)D/∑D(kN/m)樓層剪力(kN)各柱剪力（kN)1A,D軸柱18984.7784472.450.22464.69104.44B,C軸柱23251.4584472.450.28464.69127.912A,D軸柱22348.19112281.110.20433.0586.19B,C軸柱33792.37112281.110.30433.05130.333A,D軸柱22348.19112281.110.20359.4171.54B,C軸柱33792.37112281.110.30359.41108.174A,D軸柱22348.19112281.110.20253.6250.48B,C軸柱33792.37112281.110.30253.6276.335A,D軸柱22348.191022.220.20115.7026.03B,C軸柱33792.371022.220.30115.7034.82 地震作用下柱端彎矩 表3-31地震荷載作用下底層彎矩軸號剪力反彎點(diǎn)高度彎矩下彎矩上A軸104.442.34244.38131.59B軸127.912.34299.30161.16C軸127.912.34299.30161.16D軸104.442.34244.38131.59地震荷載作用下2層彎矩軸號剪力反彎點(diǎn)高度彎矩下彎矩上A軸86.191.80155.15155.15B軸130.331.80234.60234.60C軸130.331.80234.60234.60D軸86.191.80155.15155.15地震荷載作用下3層彎矩軸號剪力反彎點(diǎn)高度彎矩下彎矩上A軸71.541.62115.89141.64B軸108.171.69182.32207.08C軸108.171.69182.32207.08D軸71.541.62115.89141.64地震荷載作用下4層彎矩軸號剪力反彎點(diǎn)高度彎矩下彎矩上A軸50.481.4472.69109.04B軸76.331.62123.65151.13C軸76.331.62123.65151.13D軸50.481.4472.69109.04地震荷載作用下5層彎矩軸號剪力反彎點(diǎn)高度彎矩下彎矩上A軸23.031.0824.8758.03B軸34.821.3346.1679.20C軸34.821.3346.1679.20D軸23.031.0824.8758.03 地震作用下梁端彎矩 表3-32邊跨A軸層次上彎矩(kN.m)下彎矩(kN.m)節(jié)點(diǎn)左右線剛度比梁端彎矩(kN.m)1131.59244.380247.482155.15115.890227.843141.6472.690166.514109.0424.870133.91558.0324.87058.03 地震作用下梁端彎矩 表3-33中跨B軸層次上彎矩(kN.m)下彎矩(kN.m)節(jié)點(diǎn)左端分配系數(shù)節(jié)點(diǎn)右端分配系數(shù)節(jié)點(diǎn)左梁彎矩(kN.m)節(jié)點(diǎn)右梁彎矩(kN.m)1161.16299.300.540.46212.62183.152234.60234.600.540.46223.99192.943207.08182.320.540.46177.68153.054151.13123.650.540.46105.9991.30579.2046.160.540.4642.5536.65 地震作用下梁端剪力以及跨中彎矩 表3-34邊跨梁層次左端彎矩(kN.m)右端彎矩(kN.m)跨度(m)左端剪力(kN)右端剪力(kN)跨中彎矩(kN.m)1247.48212.627.858.9958.9917.432227.84223.997.857.9357.931.933166.51177.687.844.1344.13-5.594133.91105.997.830.7630.7613.96558.0342.557.812.8912.897.74中跨梁層次左端彎矩(kN.m)右端彎矩(kN.m)跨度(m)左端剪力(kN)右端剪力(kN)跨中彎矩(kN.m)1183.15183.153.3111.00111.0002192.94192.943.3116.93116.9303153.05153.053.392.7692.760491.3091.303.355.3355.330536.6536.653.322.2122.210 地震作用下框架柱軸力 表3-35邊柱軸力層次各層軸力（kN）框架柱軸力(kN)158.99204.69257.93145.70344.1387.78430.7643.65512.8912.89中柱軸力層次各層軸力（kN）框架柱軸力（kN）1111.0398.232116.93287.23392.76170.30455.3377.54522.2122.21地震作用下彎矩圖見圖3.26，剪力圖見圖3.27，軸力圖見圖3.28層間彈性側(cè)移驗(yàn)算表5.7層次43.61000.161006.620.9937.0933.62192.481006.622.1787.0923.63106.981006.623.097.0914.654099.54911.474.509.09 通過以上計(jì)算結(jié)果看出，各層層間彈性側(cè)移均滿足規(guī)范要求即圖3.26地震作用下彎矩圖圖3.27地震作用下梁、柱剪力圖圖3.28地震作用下柱軸力圖第4章框架內(nèi)力組合4.1荷載組合4.1.1無地震作用效應(yīng)組合（一般荷載組合）對于一般的框架結(jié)構(gòu)，基本組合可采用簡化規(guī)則，取下列組合值中的最不利值：1.有可變荷載控制的組合(1)恒+任一活載：(2)恒+0.9（使用活荷載+風(fēng)荷載）(3)由永久荷載效應(yīng)控制的組合式中—永久荷載，具體取值為：1）當(dāng)其效應(yīng)對結(jié)構(gòu)不利時(shí)，對有可變荷載效應(yīng)控制的組合，應(yīng)取1.2；對由永久荷載效應(yīng)控制的組合，應(yīng)取1.35；2）當(dāng)其效應(yīng)對其結(jié)構(gòu)不利時(shí)，一般情況下應(yīng)取1.0；對結(jié)構(gòu)的傾覆、滑移或漂浮驗(yàn)算，應(yīng)取0.9；—第i個(gè)可變荷載的分項(xiàng)系數(shù)，其中為可變荷載的分項(xiàng)系數(shù)，具體取值為：一般情況下應(yīng)取1.4；對活荷載標(biāo)準(zhǔn)值大于4KN/㎡的工業(yè)房屋，分項(xiàng)系數(shù)應(yīng)取1.3；對于某些特殊情況，可按建筑結(jié)構(gòu)有關(guān)設(shè)計(jì)規(guī)范的規(guī)定確定；—按永久荷載標(biāo)準(zhǔn)值計(jì)算的荷載效應(yīng)值；—按可變荷載標(biāo)準(zhǔn)值計(jì)算的荷載效應(yīng)值，其中為諸多可變荷載效應(yīng)中起控制作用者；—可變荷載的組合值系數(shù)，對于民用建筑樓面活荷載，除了書庫、檔案室、儲(chǔ)藏室、通風(fēng)及電梯機(jī)房取0.9，其余情況均取0.7；對于風(fēng)荷載的組合系數(shù)取0.6；對于雪荷載的組合系數(shù)取0.7；n—參與組合的可變荷載數(shù)。4.1.2有地震作用效應(yīng)組合有地震作用效應(yīng)組合時(shí)，應(yīng)按下式計(jì)算式中—結(jié)構(gòu)構(gòu)件內(nèi)力組合的設(shè)計(jì)值，包括組合的彎矩、軸向力和剪力設(shè)計(jì)值；—重力荷載分項(xiàng)系數(shù)，一般情況應(yīng)采用1.2，當(dāng)重力荷載效應(yīng)對構(gòu)件承載能力有利時(shí)，不應(yīng)大于1.0；、—分別為水平豎向地震作用分項(xiàng)系數(shù)；—風(fēng)荷載分項(xiàng)系數(shù)，應(yīng)采用1.4；—重力荷載代表值的效應(yīng)，有吊車時(shí)，尚應(yīng)包括懸吊物重力標(biāo)準(zhǔn)值的效應(yīng)；—水平地震標(biāo)準(zhǔn)值的效應(yīng)，尚應(yīng)乘以相應(yīng)的增大系數(shù)或調(diào)整系數(shù)；—豎向地震作用標(biāo)準(zhǔn)值的效應(yīng)，尚應(yīng)乘以相應(yīng)的增大系數(shù)或調(diào)整系數(shù)；—風(fēng)荷載標(biāo)準(zhǔn)值的效應(yīng)；—風(fēng)荷載組合值系數(shù)，一般結(jié)構(gòu)取0.0，風(fēng)荷載起控制作用的高層建筑應(yīng)采用0.2。地震作用分項(xiàng)系數(shù)表4-1地震作用僅計(jì)算水平地震作用1.30僅計(jì)算豎向地震作用01.3同時(shí)計(jì)算水平與豎向地震作用1.30.5本章各內(nèi)力組合時(shí)的單位及方向：柱的內(nèi)力及梁的剪力仍沿用結(jié)構(gòu)力學(xué)的規(guī)定：柱彎矩順時(shí)針為正，逆時(shí)針為負(fù)；梁、柱軸力柱受壓為正，受拉為負(fù)；梁、柱剪力順時(shí)針為正，逆時(shí)針為負(fù)。梁的彎矩方向以下部受拉為正，上部受拉為負(fù)。4.2彎矩調(diào)幅根據(jù)以上內(nèi)力計(jì)算結(jié)果，即可進(jìn)行各梁柱各控制截面上的內(nèi)力組合，其中梁的控制截面為梁端及跨中。柱每層有兩個(gè)控制截面，即柱頂和柱底。計(jì)算結(jié)果見表 彎矩調(diào)幅計(jì)算 表4-2荷載種類桿件跨向彎矩標(biāo)準(zhǔn)值調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)值恒載底層AB135.02177.48136.570.8108.02141.98BC61.9961.9935.680.849.6049.60二層AB144.28183.04273.440.8115.42146.43BC55.4855.4829.160.844.3844.38三層AB144.28183.04273.440.8115.42146.43BC55.4855.4829.160.844.3844.38四層AB146.07183.49274.110.8116.86146.79BC55.0955.0928.770.844.7444.07五層AB105.14125.24207.380.884.11100.19BC39.5939.5916.080.831.6731.67活載底層AB60.9880.4161.430.848.7964.33BC29.1129.1115.070.823.2923.29二層AB59.3882.88120.380.847.5066.30BC26.2126.2112.170.820.9720.97三層AB59.3882.88120.380.847.5066.30BC26.2126.2112.170.820.9720.97四層AB59.3881.21121.220.847.5064.96BC27.6527.6513.610.822.1222.12五層AB11.8316.6224.030.89.4613.29BC3.573.570.760.82.862.860.5（雪載+活載）底層AB30.5240.4030.600.824.4232.32BC15.2215.226.930.812.1812.18二層AB29.7241.6060.120.823.7833.28BC13.8013.805.510.811.0411.04三層AB29.7241.6060.120.823.7833.28BC13.8013.805.510.811.0411.04四層AB29.7240.5860.640.823.7832.46BC14.6914.696.390.811.7511.75五層AB2.363.914.510.81.893.13BC0.290.290.380.80.230.23 橫向框架梁內(nèi)力一般組合 表4-3桿件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載活載風(fēng)載1.2恒+1.4活1.2恒+0.9×（1.4活+1.4風(fēng)）1.35恒+活左風(fēng)右風(fēng)左風(fēng)右風(fēng)頂層橫梁AB跨梁左端M84.1115.71-7.987.98122.93110.67130.79129.26V117.5013.98-2.022.02160.58156.07161.17172.61跨中M-125.28-15.055.935.93-171.40-161.83-161.83-184.17梁右端M159.4720.87-3.873.87220.58212.78222.53236.15V-122.66-15.21-1.521.52-168.48-168.27-164.44-180.80BC跨梁左端M48.144.59-3.333.3364.2059.3567.7669.58V33.684.02-2.022.0246.0442.9448.0349.49跨中M31.672.860.000.0042.0141.6141.6145.62梁右端M48.144.59-3.333.3364.2059.3567.7669.58V-33.68-4.02-2.022.02-46.04-48.03-42.94-49.49四層橫梁AB跨梁左端M116.8678.87-21.1421.14250.65212.97266.25236.63V156.9270.17-4.124.12286.55271.53281.91282.01跨中M-160.99-75.9016.0616.06-299.45-268.58-268.58-293.24梁右端M229.98102.37-