目錄TOC\o"1-2"\h\z\uHYPERLINK目錄 1HYPERLINK1緒論 3HYPERLINK1.1工程概況 3HYPERLINK1.2設(shè)計(jì)內(nèi)容與方法 3HYPERLINK2建筑設(shè)計(jì) 4HYPERLINK2.1建筑構(gòu)造做法 4HYPERLINK2.2其他建筑設(shè)計(jì) 5HYPERLINK3結(jié)構(gòu)設(shè)計(jì) 5HYPERLINK3.1設(shè)計(jì)依據(jù) 5HYPERLINK3.2荷載取值 6HYPERLINK3.3結(jié)構(gòu)計(jì)算原則和方法 6HYPERLINK4.結(jié)構(gòu)布置 7HYPERLINK4.1結(jié)構(gòu)布置方案構(gòu)件尺寸 74.2確定結(jié)構(gòu)計(jì)算簡圖 9HYPERLINK4.3梁、柱慣性矩、線剛度計(jì)算 10HYPERLINK5．荷載計(jì)算 13HYPERLINK5.1恒載標(biāo)準(zhǔn)值計(jì)算 13HYPERLINK5.2活載標(biāo)準(zhǔn)值計(jì)算 19HYPERLINK5.3風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算 21HYPERLINK6．內(nèi)力計(jì)算 27HYPERLINK6.1恒荷載作用下的內(nèi)力計(jì)算 27HYPERLINK6.2活載作用下的內(nèi)力計(jì)算 37HYPERLINK6.3風(fēng)荷載作用下的內(nèi)力計(jì)算 43HYPERLINK7．內(nèi)力組合 48HYPERLINK7.1豎向荷載彎矩調(diào)幅 49HYPERLINK7.2框架梁內(nèi)力組合 517.3框架柱內(nèi)力組合 55HYPERLINK8．截面設(shè)計(jì) 60HYPERLINK8.1框架梁截面設(shè)計(jì) 60HYPERLINK8.2框架柱截面設(shè)計(jì) 68HYPERLINK9板的設(shè)計(jì) 82HYPERLINK9.1板的結(jié)構(gòu)平面布置圖 82HYPERLINK9.2荷載計(jì)算 82HYPERLINK9.3彎矩計(jì)算 82HYPERLINK9.4截面設(shè)計(jì) 83HYPERLINK10.樓梯設(shè)計(jì) 8410.1梯段板設(shè)計(jì) 84HYPERLINK10.2平臺(tái)板設(shè)計(jì) 86HYPERLINK10.3平臺(tái)梁設(shè)計(jì) 87HYPERLINK11.基礎(chǔ)設(shè)計(jì) 89HYPERLINK11.1基礎(chǔ)設(shè)計(jì)參數(shù) 89HYPERLINK11.2確定基礎(chǔ)底面面積 90HYPERLINK11.3持力層強(qiáng)度驗(yàn)算 90HYPERLINK11.4基礎(chǔ)沖切驗(yàn)算 90HYPERLINK11.5基礎(chǔ)配筋計(jì)算 911緒論1.1工程概況此工程建于江西省南昌市(某企業(yè)4#辦公樓建筑結(jié)構(gòu)設(shè)計(jì))，工程采用框架結(jié)構(gòu)，建筑抗震設(shè)防類別丙類，設(shè)計(jì)使用年限50年，耐火等級為二級，抗震設(shè)防烈度6度，地震分組為第二組，類建筑場地；基本雪壓0.3kN/m2；基本風(fēng)壓0.45kN/m2，地面粗糙程度為B類；地基允許承載力為fak=80kPa。1.2設(shè)計(jì)內(nèi)容與方法1.2.1建筑設(shè)計(jì)1．建筑方案設(shè)計(jì)根據(jù)房屋建筑學(xué)、民用建筑設(shè)計(jì)通則、民用建筑設(shè)計(jì)防火規(guī)范等相關(guān)知識(shí)進(jìn)行建筑方案設(shè)計(jì)，針對工程的使用性質(zhì)作出具體的設(shè)計(jì)。功能分區(qū)要細(xì)致合理、符合規(guī)范，使建筑物發(fā)揮出其應(yīng)有的功能。2．建筑施工圖運(yùn)用CAD、天正進(jìn)行繪圖，繪出建筑的平、立、剖等圖。1.2.2結(jié)構(gòu)設(shè)計(jì)1．結(jié)構(gòu)設(shè)計(jì)內(nèi)容（1）結(jié)構(gòu)類型的選擇，包括結(jié)構(gòu)的布置及柱網(wǎng)尺寸。（2）估算結(jié)構(gòu)的梁、板、柱的截面尺寸以及材料等級。（3）荷載計(jì)算：豎向荷載，水平荷載，包括框架柱側(cè)移剛度計(jì)算。（4）內(nèi)力計(jì)算包括恒載，活載，風(fēng)荷載，以及地震荷載。（5）內(nèi)力組合包括恒荷載，活荷載，風(fēng)荷載以及地震荷載。（6）框架梁、柱正截面設(shè)計(jì)斜截面設(shè)計(jì)。（7）板的配筋計(jì)算。（8）樓梯設(shè)計(jì)，包括樓梯板，平臺(tái)板，梯梁等設(shè)計(jì)。（9）基礎(chǔ)的截面尺寸確定，承載力驗(yàn)算，沖切驗(yàn)算，配筋計(jì)算。2．結(jié)構(gòu)設(shè)計(jì)方法（1）荷載計(jì)算：荷載計(jì)算包括豎向荷載與水平荷載計(jì)算，豎向荷載包括恒荷載與活荷載；水平荷載包括水平風(fēng)荷載和水平地震作用。（2）水平荷載作用下的框架結(jié)構(gòu)內(nèi)力計(jì)算：水平荷載作用下的框架結(jié)構(gòu)的位移及內(nèi)力可采用D值法計(jì)算。（3）豎向荷載作用下的框架結(jié)構(gòu)內(nèi)力計(jì)算：一般取一榀框架單元，按平面計(jì)算簡圖進(jìn)行內(nèi)力分析。（4）內(nèi)力計(jì)算。（5）通過內(nèi)力組合求得梁、柱構(gòu)件各控制截面的最不利內(nèi)力設(shè)計(jì)值并進(jìn)行必要的調(diào)整后，即可對其進(jìn)行截面配筋計(jì)算和采取構(gòu)造措施。（6）基礎(chǔ)設(shè)計(jì)：根據(jù)上部荷載及與建筑物有關(guān)條件、工程地質(zhì)條件、水文地質(zhì)條件、地基凍融條件、場地環(huán)境條件等來確定基礎(chǔ)的類型以及基礎(chǔ)埋深。首先要確定基礎(chǔ)底面尺寸，按地基持力層承載力和地基軟弱層承載力進(jìn)行驗(yàn)算。應(yīng)用地基計(jì)算模型計(jì)算，然后進(jìn)行各項(xiàng)配筋計(jì)算。（7）按照制圖標(biāo)準(zhǔn)繪制結(jié)構(gòu)施工圖。2建筑設(shè)計(jì)2.1建筑構(gòu)造做法2.1.1屋面做法(順序均為從上到下)防水層20mm厚1:3水泥砂漿找平層150mm厚水泥蛭石保溫層120厚鋼筋混凝土板V型輕鋼龍骨吊頂2.1.2樓面做法地磚地面120厚鋼筋混凝土板V型輕鋼龍骨吊頂內(nèi)墻體為200mm厚的加氣混凝土，墻面兩側(cè)各20mm厚水泥砂漿抹灰。外墻體為200mm厚的燒結(jié)多孔磚，墻面兩側(cè)各20mm厚水泥砂漿抹灰。2.1.5女兒墻做法女兒墻墻體為200mm厚的燒結(jié)多孔磚，墻面兩側(cè)各20mm厚水泥砂漿抹灰。2.2其他建筑設(shè)計(jì)其他建筑詳見建筑施工圖。3結(jié)構(gòu)設(shè)計(jì)3.1設(shè)計(jì)依據(jù)3.1.1國家標(biāo)準(zhǔn)（1）國家標(biāo)準(zhǔn).建筑結(jié)構(gòu)荷載規(guī)范（GB50009-2012）（2）國家標(biāo)準(zhǔn).建筑抗震設(shè)計(jì)規(guī)范（GB50011-2010）（3）國家標(biāo)準(zhǔn).混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（GB50010-2010）（4）國家標(biāo)準(zhǔn).高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程（JGJ3-2010）（5）國家標(biāo)準(zhǔn).建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范（GB50007-2011）3.1.2地質(zhì)勘察報(bào)告建筑場地較平坦，地基土承載力特征值fak=80kPa，場地為類。3.1.3結(jié)構(gòu)設(shè)計(jì)參數(shù)結(jié)構(gòu)計(jì)算參數(shù)表3-1技術(shù)指標(biāo)技術(shù)條件取值依據(jù)設(shè)計(jì)使用年限50年抗震設(shè)防烈度6度《建筑抗震設(shè)計(jì)規(guī)范》第3.2.4條建筑抗震設(shè)防類別丙類《建筑工程抗震設(shè)防分類標(biāo)準(zhǔn)》第6.0.8條設(shè)計(jì)基本地震加速度0.05g《建筑抗震設(shè)計(jì)規(guī)范》第3.2.4條設(shè)計(jì)地震分組第二組《建筑抗震設(shè)計(jì)規(guī)范》第3.2.4條房屋抗震等級四級抗震《建筑抗震設(shè)計(jì)規(guī)范》第6.1.2條混凝土環(huán)境類別一類《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》第3.4.1條3.2荷載取值風(fēng)、雪荷載取值表3-2荷載類型取值（kN/m2）取值依據(jù)基本風(fēng)壓0.45《建筑結(jié)構(gòu)荷載規(guī)范》第7.1.2條基本雪壓0.3《建筑結(jié)構(gòu)荷載規(guī)范》第6.1.2條3.3結(jié)構(gòu)計(jì)算原則和方法3.3.1手算采用簡化方法選取橫向一榀框架計(jì)算結(jié)構(gòu)內(nèi)力和位移。3.3.2電算1．軟件名稱：PKPM2．版本：20103．編制單位：中國建筑科學(xué)研究院PKPMCAD工程部4.結(jié)構(gòu)布置4.1結(jié)構(gòu)布置方案構(gòu)件尺寸4.1.1結(jié)構(gòu)承重方案選擇根據(jù)建筑功能要求以及建筑施工布置圖，本工程確定采用框架方案，框架梁、柱布置如圖2.1所示。4-1結(jié)構(gòu)布置圖4.1.2梁截面尺寸估算1.橫向框架梁AB跨梁：7300mm，912.5mm~608.33mm，取550mm275mm~183.33mm，取250mmBC跨梁：2400mm，300mm~200mm，取400mm200mm~133.33mm，取250mmCD跨梁：7300mm，912.5mm~608.33mm，取550mm275mm~183.33mm，取250mm2縱向框架梁4500mm，562.5mm~375mm，取400mm200mm~133.33mm，取250mm4.1.3柱截面尺寸估算按軸壓比要求初估框架柱截面尺寸，以B柱(C30混凝土)為例。1.2×14×21.83×4×1.05×1.1×1=1694kNEQ\F(1694×1000,0.9×14.3)=131623.93mm=362.8mm×362.8mmμN(yùn)——框架柱的軸壓比一級抗震0.65；二級抗震0.75；三級抗震0.85；四級抗震0.9Ac?——框架柱的截面面積?f?c——柱混凝土抗壓強(qiáng)度設(shè)計(jì)值N——柱軸向壓力設(shè)計(jì)值?γG——豎向荷載分項(xiàng)系數(shù)?q——每個(gè)樓層上單位面積的豎向荷載,可取q=12~14kN/m2????S——柱一層的受荷面積??n——柱荷載樓層數(shù)?α——考慮水平力產(chǎn)生的附加系數(shù)，四級抗震時(shí)α1=1.05，三~一級抗震時(shí)α1=1.05~1.15?α2——邊角柱軸向力增大系數(shù)，邊柱α2?=1.1，角柱α2?=1.2?β——柱由框架梁與剪力墻連接時(shí),柱軸力折減系數(shù),可取為0.7~0.8柱子截面尺寸表4-1柱號N(kN)unfc(mm2)Ac(mm2)bc(mm2)hc(mm2)bc(mm2)×hc(mm2)A柱13910.914.3108080.8328.8328.8400×400B柱16940.914.3131623.9362.8362.8400×400C柱16940.914.3131623.9362.8362.8400×400D柱13910.914.3108080.8328.8328.8400×4004.1.3板厚度確定根據(jù)現(xiàn)行《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范GB50010-2010》板的跨厚比：鋼筋混凝土單向板不大于30，雙向板不大于40，綜合考慮取屋面板厚為100mm，樓面板厚為100mm。4.2確定結(jié)構(gòu)計(jì)算簡圖三個(gè)假設(shè):(1)平面結(jié)構(gòu)假設(shè)：認(rèn)為每一方向的水平力只由該方向的抗側(cè)結(jié)構(gòu)承擔(dān)，垂直于該方向的抗側(cè)力結(jié)構(gòu)不受力；(2)板在自身平面內(nèi)在水平荷載作用下，框架之間不產(chǎn)生相對位移；(3)考慮水平荷載作用下的扭轉(zhuǎn)作用；根據(jù)結(jié)構(gòu)平面布置圖以第④軸作為計(jì)算單元如圖4-2所示。4.2.1水平框架結(jié)構(gòu)計(jì)算簡圖圖4-2水平框架計(jì)算簡圖4.2.2垂直框架結(jié)構(gòu)計(jì)算簡圖圖4-3垂直框架計(jì)算簡圖(底層柱高從基礎(chǔ)頂面算起)基礎(chǔ)埋深1.5m，基礎(chǔ)假設(shè)高度0.5m4.3梁、柱慣性矩、線剛度計(jì)算構(gòu)件慣性矩公式：，其中平行于彎矩平面的截面寬度定義為h。AB跨梁：Ib=EQ\F(bh3,12)=0.25×0.553/12=0.00347m4BC跨梁：Ib=EQ\F(bh3,12)=0.25×0.43/12=0.00133m4CD跨梁：Ib=EQ\F(bh3,12)=0.25×0.553/12=0.00347m4柱：Ic=EQ\F(bh3,12)=0.4×0.43/12=0.00213m44.3.2梁、柱線剛度計(jì)算中框架梁取I=2Ib，線剛度計(jì)算公式。梁混凝土等級為C30，彈性模量Eb=kPa，柱混凝土等級為C30，彈性模量Ec=kPa。AB跨梁：ib=EbIb/l=kN·mBC跨梁：ib=EbIb/l=kN·mCD跨梁：ib=EbIb/l=kN·m2~4層柱：ic=EcIc/l=kN·m1層柱：ic=EcIc/l==13912.83kN·m圖4-4框架線剛度圖(kN·m)5．荷載計(jì)算5.1恒載標(biāo)準(zhǔn)值計(jì)算恒載標(biāo)準(zhǔn)值屋面面荷載計(jì)算防水層0.4kN/m220mm厚1:3水泥砂漿找平層0.02×20=0.4kN/m2150mm厚水泥蛭石保溫層0.15×5=0.75kN/m2120厚鋼筋混凝土板0.12×25=3kN/m2V型輕鋼龍骨吊頂0.25kN/m2屋面荷載合計(jì)4.8kN/m2屋面框架梁線荷載計(jì)算AB跨梁自重0.25×0.55×25=3.4375kN/mAB跨梁抹灰2×(0.55-0.1)×0.02×20=0.36kN/m合計(jì)3.7975kN/mBC跨梁自重0.25×0.4×25=2.5kN/mBC跨梁抹灰(2×(0.4-0.1)+0.25)×0.02×20=0.34kN/m合計(jì)2.84kN/mCD跨梁自重0.25×0.55×25=3.4375kN/mCD跨梁抹灰2×(0.55-0.1)×0.02×20=0.36kN/m合計(jì)3.7975kN/mgab=gcd=4.8×4.5=21.6kN/mgbc=2.4×4.8=11.52kN/m恒載標(biāo)準(zhǔn)值樓面面荷載計(jì)算地磚地面0.55kN/m2120厚鋼筋混凝土板0.12×25=3kN/m2V型輕鋼龍骨吊頂0.25kN/m2樓面荷載合計(jì)3.8kN/m2樓面框架梁線荷載計(jì)算AB跨梁自重0.25×0.55×25=3.4375kN/mAB跨梁抹灰2×(0.55-0.1)×0.02×20=0.36kN/mAB跨梁上墻自重(3.6-0.55)×0.2×7.5=4.575kN/mAB跨梁上墻面抹灰2×(3.6-0.55×0.02×20=3.16kN/m合計(jì)11.5325kN/mBC跨梁自重0.25×0.4×25=2.5kN/mBC跨梁抹灰(2×(0.4-0.1)+0.25)×0.02×20=0.34kN/m合計(jì)2.84kN/mCD跨梁自重0.25×0.55×25=3.4375kN/mCD跨梁抹灰2×(0.55-0.1)×0.02×20=0.36kN/mCD跨梁上墻自重2×(3.6-0.55×0.02×20=3.16kN/mCD跨梁上墻面抹灰2×(3.6-0.55×0.02×20=3.16kN/m合計(jì)11.5325kN/m樓面線荷載gab=gcd=3.8×4.5=17.1kN/mgbc=2.4×3.8=9.72kN/m節(jié)點(diǎn)集中恒載標(biāo)準(zhǔn)值A(chǔ)、D軸頂層節(jié)點(diǎn)集中恒載連系梁自重(4.5+4.5)/2×0.25×0.4×25=11.25kN連系梁抹灰2×(0.4-0.1)×(4.5+4.5)/2×0.02×20=1.08kN0.6m女兒墻自重(4.5+4.5)/2×0.2×0.6×16=8.64kN女兒墻抹灰2×(4.5+4.5)/2×0.6×0.02×20=2.16kN連系梁傳來屋面自重2.25×2.25×4.8/2=12.15kN連系梁傳來屋面自重2.25×2.25×4.8/2=12.15kN合計(jì)47.43kNB、C軸頂層節(jié)點(diǎn)集中恒載連系梁自重(4.5+4.5)/2×0.25×0.4×25=11.25kN連系梁抹灰2×(0.4-0.1)×(4.5+4.5)/2×0.02×20=1.08kN連系梁傳來屋面自重2.25×2.25×4.8/2=12.15kN連系梁傳來屋面自重2.25×2.25×4.8/2=12.15kN連系梁傳來屋面自重(4.5-1.2)×1.2×4.8/2=9.504kN連系梁傳來屋面自重(4.5-1.2)×1.2×4.8/2=9.504kN合計(jì)55.638kN恒載標(biāo)準(zhǔn)值A(chǔ)、D軸頂層節(jié)點(diǎn)集中恒載連系梁自重(4.5+4.5)/2×0.25×0.4×25=11.25kN連系梁抹灰2×(0.4-0.1)×(4.5+4.5)/2×0.02×20=1.08kN窗自重2×2.1×2×0.45/2=1.89kN墻自重((4.5+4.5)×(3.6-0.4)-8.4)×0.2×16/2=32.64kN墻抹灰((4.5+4.5)×(3.6-0.4)-8.4)×0.02×20=8.16kN連系梁傳來屋面自重2.25×2.25×3.8/2=9.619kN連系梁傳來屋面自重2.25×2.25×3.8/2=9.619kN合計(jì)74.258kNB、C軸頂層節(jié)點(diǎn)集中恒載連系梁自重(4.5+4.5)/2×0.25×0.4×25=11.25kN連系梁抹灰2×(0.4-0.1)×(4.5+4.5)/2×0.02×20=1.08kN門自重2×1×2.1×0.45/2=0.945kN墻自重((4.5+4.5)×(3.6-0.4)-4.2)×0.2×7.5/2=32.64kN墻抹灰((4.5+4.5)×(3.6-0.4)-4.2)×0.02×20=8.16kN連系梁傳來屋面自重2.25×2.25×3.8/2=9.619kN連系梁傳來屋面自重2.25×2.25×3.8/2=9.619kN連系梁傳來屋面自重(4.5-1.2)×1.2×3.8/2=7.524kN連系梁傳來屋面自重(4.5-1.2)×1.2×3.8/2=7.524kN合計(jì)88.361kN圖5-2恒載作用下結(jié)構(gòu)計(jì)算簡圖5.2活載標(biāo)準(zhǔn)值計(jì)算5.2.1屋面框架梁線活載標(biāo)準(zhǔn)值根據(jù)屋面的使用功能查詢《建筑結(jié)構(gòu)荷載規(guī)范GB50009-2012》5.1.1，得出屋面均布活載見圖5-3活載作用下的結(jié)構(gòu)計(jì)算簡圖。(注：板傳遞給框架梁的梯形荷載或三角形荷載為板面荷載與板的短方向長度的乘積的一半。)5.2.2樓面框架梁線活載標(biāo)準(zhǔn)值根據(jù)樓面的使用功能查詢《建筑結(jié)構(gòu)荷載規(guī)范GB50009-2012》5.1.1，得出樓面均布活載見圖5-3活載作用下的結(jié)構(gòu)計(jì)算簡圖。5.2.3屋面框架節(jié)點(diǎn)集中活載標(biāo)準(zhǔn)值5.2.3屋面框架節(jié)點(diǎn)集中活載標(biāo)準(zhǔn)值A(chǔ)、D頂層節(jié)點(diǎn)集中活載屋面?zhèn)鬟f活載2.25×2.25×0.5/2=1.266kN屋面?zhèn)鬟f活載2.25×2.25×0.5/2=1.266kN合計(jì)2.532kNB、C頂層節(jié)點(diǎn)集中活載屋面?zhèn)鬟f活載2.25×2.25×0.5/2=1.266kN屋面?zhèn)鬟f活載2.25×2.25×0.5/2=1.266kN屋面?zhèn)鬟f活載(4.5-1.2)×1.2×0.5/2=0.99kN屋面?zhèn)鬟f活載(4.5-1.2)×1.2×0.5/2=0.99kN合計(jì)4.512kNA、D標(biāo)準(zhǔn)層節(jié)點(diǎn)集中活載屋面?zhèn)鬟f活載2.25×2.25×2/2=5.063kN屋面?zhèn)鬟f活載2.25×2.25×2/2=5.063kN合計(jì)10.126kNB、C標(biāo)準(zhǔn)層節(jié)點(diǎn)集中活載屋面?zhèn)鬟f活載2.25×2.25×2/2=5.063kN屋面?zhèn)鬟f活載2.25×2.25×2/2=5.063kN屋面?zhèn)鬟f活載(4.5-1.2)×1.2×2.5/2=4.95kN屋面?zhèn)鬟f活載(4.5-1.2)×1.2×2.5/2=4.95kN合計(jì)20.026kN圖5-3活載作用下結(jié)構(gòu)計(jì)算簡圖5.3風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算5.3.1風(fēng)荷載標(biāo)準(zhǔn)值為了簡化計(jì)算，作用在外墻面上的風(fēng)荷載可近似用作用在屋面梁和樓面梁等處的等效集中荷載替代。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)值計(jì)算公式為:——基本風(fēng)壓；——風(fēng)壓高度變化系數(shù)；——風(fēng)荷載體型系數(shù)，根據(jù)建筑物的體型查得=1.3；——風(fēng)陣系數(shù)，因?yàn)榻ㄖ锔逪=14.4m≤30m，所以βz=1.0；——下層柱高,對底層為底層層高與室內(nèi)外高差之和。——上層柱高，對頂層為女兒墻的2倍；——迎風(fēng)面寬度。計(jì)算過程見下表：風(fēng)荷載計(jì)算表5-1層次hμzβzμsω0hihjwk414.71.1221.001.300.453.61.27.09311.11.0291.001.300.453.63.69.7527.51.0001.001.300.453.63.69.4813.91.0001.001.300.453.93.69.87圖5-4框架受風(fēng)荷載作用圖（kN）5.3.2側(cè)移剛度D框架柱側(cè)移剛度，式中為柱子剛度修正系數(shù)，按下表采用。為柱線剛度，為柱高度。樓層類別邊柱中柱一般層底層4~2層A軸柱側(cè)移剛度D值計(jì)算：4~2層B軸柱側(cè)移剛度D值計(jì)算：4~2層C軸柱側(cè)移剛度D值計(jì)算：4~2層D軸柱側(cè)移剛度D值計(jì)算：1層A軸柱側(cè)移剛度D值計(jì)算：1層B軸柱側(cè)移剛度D值計(jì)算：1層C軸柱側(cè)移剛度D值計(jì)算：1層D軸柱側(cè)移剛度D值計(jì)算：5.3.3風(fēng)荷載作用下框架側(cè)移計(jì)算水平荷載作用下的層間側(cè)移可按下式計(jì)算Vi——第i層的總剪力；ΣDi——第i層所有柱的抗側(cè)移剛度之和；Δui——第i層的層間側(cè)移；框架在風(fēng)荷載作用下側(cè)移的計(jì)算見表5-2。風(fēng)荷載作用下的位移驗(yàn)算表5-2層次層高(m)wk(kN)V(kN)∑D/(kN/m)Δui(mm)Δui/hi43.67.097.09355550.1991/1809033.69.7516.84355550.4741/759523.69.4826.32355550.741/486514.69.8736.1918873.061.9181/2398側(cè)移驗(yàn)算：層間側(cè)移最大值：1/2398﹤1/550（滿足要求）。6．內(nèi)力計(jì)算內(nèi)力計(jì)算彎矩、剪力以順時(shí)針轉(zhuǎn)動(dòng)為正，逆時(shí)針為負(fù)，軸力受壓為正，受拉為正，彎矩單位均為kN·m，剪力軸力單位均為kN。6.1恒荷載作用下的內(nèi)力計(jì)算在豎向荷載作用下較規(guī)則的框架產(chǎn)生的側(cè)向位移很小，可忽略不計(jì)。框架的內(nèi)力采用無側(cè)移的彎矩分配法進(jìn)行簡化計(jì)算。具體方法是對整體框架按照結(jié)構(gòu)力學(xué)的—般方法，計(jì)算出各節(jié)點(diǎn)的彎矩分配系數(shù)、計(jì)算各節(jié)點(diǎn)的不平衡彎矩，然用進(jìn)行分配、傳遞，在工程設(shè)計(jì)中，每節(jié)點(diǎn)只分配兩至三次即可滿足精度要求。相交于同一點(diǎn)的多個(gè)桿件中的某一桿件，其在該節(jié)點(diǎn)的彎矩分配系數(shù)的計(jì)算過程為：1．確定各桿件在該節(jié)點(diǎn)的轉(zhuǎn)動(dòng)剛度2．計(jì)算彎矩分配系數(shù)μA4節(jié)點(diǎn)彎矩分配系數(shù)下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(17777.5+28488.49))=0.384右梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(17777.5+28488.49))=0.616B4節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(28488.49+17777.5+33332.5))=0.358下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5+33332.5))=0.223右梁：EQμ=\F(Si,∑Si)=\f(4×33332.5,4×(28488.49+17777.5+33332.5))=0.419C4節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×33332.5,4×(33332.5+17777.5+28488.49))=0.419下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(33332.5+17777.5+28488.49))=0.223右梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(33332.5+17777.5+28488.49))=0.358D4節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(28488.49+17777.5))=0.616下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5))=0.384A3節(jié)點(diǎn)彎矩分配系數(shù)上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(17777.5+17777.5+28488.49))=0.278下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(17777.5+17777.5+28488.49))=0.278右梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(17777.5+17777.5+28488.49))=0.445B3節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(28488.49+17777.5+17777.5+33332.5))=0.293上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5+17777.5+33332.5))=0.183下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5+17777.5+33332.5))=0.183右梁：EQμ=\F(Si,∑Si)=\f(4×33332.5,4×(28488.49+17777.5+17777.5+33332.5))=0.342C3節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×33332.5,4×(33332.5+17777.5+17777.5+28488.49))=0.342上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(33332.5+17777.5+17777.5+28488.49))=0.183下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(33332.5+17777.5+17777.5+28488.49))=0.183右梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(33332.5+17777.5+17777.5+28488.49))=0.293D3節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(28488.49+17777.5+17777.5))=0.445上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5+17777.5))=0.278下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5+17777.5))=0.278A2節(jié)點(diǎn)彎矩分配系數(shù)上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(17777.5+17777.5+28488.49))=0.278下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(17777.5+17777.5+28488.49))=0.278右梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(17777.5+17777.5+28488.49))=0.445B2節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(28488.49+17777.5+17777.5+33332.5))=0.293上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5+17777.5+33332.5))=0.183下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5+17777.5+33332.5))=0.183右梁：EQμ=\F(Si,∑Si)=\f(4×33332.5,4×(28488.49+17777.5+17777.5+33332.5))=0.342C2節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×33332.5,4×(33332.5+17777.5+17777.5+28488.49))=0.342上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(33332.5+17777.5+17777.5+28488.49))=0.183下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(33332.5+17777.5+17777.5+28488.49))=0.183右梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(33332.5+17777.5+17777.5+28488.49))=0.293D2節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(28488.49+17777.5+17777.5))=0.445上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5+17777.5))=0.278下柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5+17777.5))=0.278A1節(jié)點(diǎn)彎矩分配系數(shù)上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(17777.5+13912.83+28488.49))=0.295下柱：EQμ=\F(Si,∑Si)=\f(4×13912.83,4×(17777.5+13912.83+28488.49))=0.231右梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(17777.5+13912.83+28488.49))=0.473B1節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(28488.49+17777.5+13912.83+33332.5))=0.305上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5+13912.83+33332.5))=0.19下柱：EQμ=\F(Si,∑Si)=\f(4×13912.83,4×(28488.49+17777.5+13912.83+33332.5))=0.149右梁：EQμ=\F(Si,∑Si)=\f(4×33332.5,4×(28488.49+17777.5+13912.83+33332.5))=0.356C1節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×33332.5,4×(33332.5+17777.5+13912.83+28488.49))=0.356上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(33332.5+17777.5+13912.83+28488.49))=0.19下柱：EQμ=\F(Si,∑Si)=\f(4×13912.83,4×(33332.5+17777.5+13912.83+28488.49))=0.149右梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(33332.5+17777.5+13912.83+28488.49))=0.305D1節(jié)點(diǎn)彎矩分配系數(shù)左梁：EQμ=\F(Si,∑Si)=\f(4×28488.49,4×(28488.49+17777.5+13912.83))=0.473上柱：EQμ=\F(Si,∑Si)=\f(4×17777.5,4×(28488.49+17777.5+13912.83))=0.295下柱：EQμ=\F(Si,∑Si)=\f(4×13912.83,4×(28488.49+17777.5+13912.83))=0.231常見荷載作用下桿件的固端彎矩表6-1荷載形式圖公式集中荷載均布荷載梯形荷載三角形荷載根據(jù)以上公式，計(jì)算所得梁固端彎矩如下表所示：頂層AB、CD跨均布荷載固端彎矩=3.3975×7.3×7.3/12=16.87kN.m頂層BC跨均布荷載固端彎矩=2.84×2.4×2.4/12=1.36kN.ma=0.5×4.5/7.3=0.308kN.m頂層AB、CD跨梯形荷載固端彎矩=21.6×7.3×7.3×(1-2×0.3082/7.3/7.3+0.3083/7.33)=80.51kN.m頂層BC跨三角形荷載固端彎矩=5/8×11.52×2.4×2.4/12=3.46kN.mAB、CD固端彎矩：16.87+80.51=97.37kN.mBC固端彎矩：1.36+3.46=4.82kN.m恒載作用下固端彎矩計(jì)算結(jié)果表6-2層次AB左AB右BC左BC右CD左CD右4-97.3797.37-4.824.82-97.3797.373-114.95114.95-4.14.1-114.95114.952-114.95114.95-4.14.1-114.95114.951-114.95114.95-4.14.1-114.95114.95方法：首先將各點(diǎn)的分配系數(shù)填在相應(yīng)方框內(nèi)，將梁的固端彎矩填寫在框架橫梁相應(yīng)位置上，然后將節(jié)點(diǎn)放松，把各節(jié)點(diǎn)不平衡彎矩同時(shí)進(jìn)行分配。假定遠(yuǎn)端固定進(jìn)行傳遞（不向滑動(dòng)端傳遞），右（左）梁分配彎矩向左（右）梁傳遞，上（下）分配彎矩向下（上）柱傳遞（傳遞系數(shù)均為0.5）。第一次分配彎矩傳遞后，再進(jìn)行第二次彎矩分配。梁跨中彎矩計(jì)算：，其中M為簡支梁作用下的跨中彎矩。彎矩分配過程如下：圖6-1恒載作用下的彎矩圖(kN·m)梁左右端剪力按下列公式計(jì)算：柱子剪力按下列公式計(jì)算：恒載作用下AB框架梁剪力表6-3層數(shù)l(m)RARBMlMrV左V右47.368.468.4-53.5980.1864.76-72.0437.385.2785.27-88.24100.9983.52-87.0227.385.2785.27-87.47101.0683.41-87.1317.385.2785.27-77.0597.1182.52-88.02恒載作用下BC框架梁剪力表6-4層數(shù)l(m)RARBMlMrV左V右42.416.3716.37-40.6540.6516.37-16.3732.413.6713.67-31.2931.2913.67-13.6722.413.6713.67-31.2131.2113.67-13.6712.413.6713.67-36.9236.9213.67-13.67恒載作用下CD框架梁剪力表6-5層數(shù)l(m)RARBMlMrV左V右47.368.468.4-80.1853.5972.04-64.7637.385.2785.27-100.9988.2487.02-83.5227.385.2785.27-101.0687.4787.13-83.4117.385.2785.27-97.1177.0588.02-82.52恒載作用下的柱子剪力表6-6層次層高A柱B柱M上M下VM上M下V43.653.5945.53-27.53-39.53-35.0120.7133.642.8143.29-23.92-34.83-34.7919.3423.644.2750.16-26.23-35.18-38.1920.3814.626.7713.38-8.73-22-117.17恒載作用下的柱子剪力表6-7層次層高C柱D柱M上M下VM上M下V43.639.5335.01-20.71-53.59-45.5327.5333.634.8334.79-19.34-42.81-43.2923.9223.635.1838.19-20.38-44.27-50.1626.2314.622.0011.00-7.17-26.77-13.388.73圖6-2恒載作用下的剪力圖(kN)柱子軸力按下列公式計(jì)算：恒載作用下A軸柱軸力表6-8層次Nb(m)h(m)l(m)V左V右柱重柱頂柱底447.430.40.43.6064.7614.4112.2126.6374.2580.40.43.6083.5214.4284.4298.8274.2580.40.43.6083.4114.4456.5470.9174.2580.40.44.6082.5218.4627.7646.1恒載作用下B軸柱軸力表6-9層次Nb(m)h(m)l(m)V左V右柱重柱頂柱底455.6380.40.43.6-72.0416.3714.4144158.4388.3610.40.43.6-87.0213.6714.4347.5361.9288.3610.40.43.6-87.1313.6714.4551.1565.5188.3610.40.44.6-88.0213.6718.4755.6774恒載作用下C軸柱軸力表6-10層次Nb(m)h(m)l(m)V左V右柱重柱頂柱底455.6380.40.43.6-16.3772.0414.4144158.4388.3610.40.43.6-13.6787.0214.4347.5361.9288.3610.40.43.6-13.6787.1314.4551.1565.5188.3610.40.44.6-13.6788.0218.4755.6774恒載作用下D軸柱軸力表6-11層次Nb(m)h(m)l(m)V左V右柱重柱頂柱底447.430.40.43.6-64.76014.4112.2126.6374.2580.40.43.6-83.52014.4284.4298.8274.2580.40.43.6-83.41014.4456.5470.9174.2580.40.44.6-82.52018.4627.7646.1圖6-3恒載作用下的軸力圖(kN)6.2活載作用下的內(nèi)力計(jì)算活載彎矩分配系數(shù)計(jì)算同恒載分配系數(shù)計(jì)算，計(jì)算結(jié)果見彎矩分配過程。活載作用下固端彎矩計(jì)算結(jié)果表6-12層次AB左AB右BC左BC右CD左CD右4-8.388.38-0.360.36-8.388.383-33.5533.55-1.81.8-33.5533.552-33.5533.55-1.81.8-33.5533.551-33.5533.55-1.81.8-33.5533.55彎矩分配過程如下。圖6-4活載作用下的彎矩圖(kN·m)梁左右端剪力按下列公式計(jì)算：柱子剪力按下列公式計(jì)算(柱子剪力見剪力圖)恒載作用下AB框架梁剪力表6-13層數(shù)l(m)RARBMlMrV左V右47.35.685.68-6.647.605.55-5.8137.322.7322.73-23.9929.0522.04-23.4227.322.7322.73-25.4829.6722.16-23.317.322.7322.73-22.4428.5421.89-23.57恒載作用下BC框架梁剪力表6-14層數(shù)l(m)RARBMlMrV左V右42.41.351.35-2.612.611.35-1.3532.46.756.75-10.3410.346.75-6.7522.46.756.75-9.619.616.75-6.7512.46.756.75-11.2511.256.75-6.75恒載作用下CD框架梁剪力表6-15層數(shù)l(m)RARBMlMrV左V右47.35.685.68-7.606.645.81-5.5537.322.7322.73-29.0523.9923.42-22.0427.322.7322.73-29.6725.4823.3-22.1617.322.7322.73-28.5422.4423.57-21.89活載作用下的柱子剪力表6-16層次層高A柱B柱M上M下VM上M下V43.66.6410.49-4.76-5.00-8.373.7133.613.5412.61-7.26-10.38-9.995.6623.612.9014.61-7.64-10.10-10.975.8514.67.793.90-2.54-6.32-3.162.06活載作用下的柱子剪力表6-17層次層高C柱D柱M上M下VM上M下V43.65.008.37-3.71-6.64-10.494.7633.610.389.99-5.66-13.54-12.617.2623.610.1010.97-5.85-12.90-14.617.6414.66.323.16-2.06-7.79-3.902.54圖6-5活載作用下的剪力圖(kN)柱子軸力按下列公式計(jì)算恒載作用下A軸柱軸力表6-18層次NV左V右柱頂柱底42.53205.558.18.1310.126022.0440.340.3210.126022.1672.672.6110.126021.89104.6104.6恒載作用下B軸柱軸力表6-19層次NV左V右柱頂柱底44.512-5.811.3511.711.7320.026-23.426.7561.961.9220.026-23.36.75112112120.026-23.576.75162.3162.3恒載作用下C軸柱軸力表6-20層次NV左V右柱頂柱底44.512-1.355.8111.711.7320.026-6.7523.4261.961.9220.026-6.7523.3112112120.026-6.7523.57162.3162.3恒載作用下D軸柱軸力表6-21層次NV左V右柱頂柱底42.532-5.5508.18.1310.126-22.04040.340.3210.126-22.16072.672.6110.126-21.890104.6104.6圖6-6活載作用下的軸力圖(kN)6.3風(fēng)荷載作用下的內(nèi)力計(jì)算水平風(fēng)荷載計(jì)算使用D值法(修正反彎點(diǎn)法)，先計(jì)算各層柱修正后的抗側(cè)剛度D(前面風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算已經(jīng)計(jì)算)，將該層層間剪力分配到每層的每根柱子，柱子剪力分配公式為：風(fēng)荷載作用下的柱子剪力表6-22層次柱軸號D(kN/m)∑D(kN/m)F(kN)V(kN)4A7324.99355557.091.46B10452.51355557.092.08C10452.51355557.092.08D7324.99355557.091.463A7324.993555516.843.47B10452.513555516.844.95C10452.513555516.844.95D7324.993555516.843.472A7324.993555526.325.42B10452.513555526.327.74C10452.513555526.327.74D7324.993555526.325.421A3992.3818873.0636.197.66B5444.1518873.0636.1910.44C5444.1518873.0636.1910.44D3992.3818873.0636.197.66柱的反彎點(diǎn)高度比計(jì)算式：，其中為標(biāo)準(zhǔn)反彎點(diǎn)高度，為因上下層梁剛度比變化的修正值，為因上層層高變化的修正值，為因下層層高變化的修正值，此處風(fēng)荷載作用下的標(biāo)準(zhǔn)反彎點(diǎn)高度按均布水平力考慮，各參數(shù)的取值可查表獲取。風(fēng)荷載作用A柱彎矩計(jì)算表6-23層次層高(m)y1-yV(kN)M下(kN·m)M上(kN·m)43.60.380.621.46-2-3.2633.60.450.553.47-5.62-6.8723.60.480.525.42-9.37-10.1514.60.550.457.66-19.38-15.86風(fēng)荷載作用B柱彎矩計(jì)算表6-24層次層高(m)y1-yV(kN)M下(kN·m)M上(kN·m)43.60.450.552.08-3.37-4.1233.60.50.54.95-8.91-8.9123.60.50.57.74-13.93-13.9314.60.550.4510.44-26.41-21.61風(fēng)荷載作用C柱彎矩計(jì)算表6-25層次層高(m)y1-yV(kN)M下(kN·m)M上(kN·m)43.60.450.552.08-3.37-4.1233.60.50.54.95-8.91-8.9123.60.50.57.74-13.93-13.9314.60.550.4510.44-26.41-21.61風(fēng)荷載作用D柱彎矩計(jì)算表6-26層次層高(m)y1-yV(kN)M下(kN·m)M上(kN·m)43.60.380.621.46-2-3.2633.60.450.553.47-5.62-6.8723.60.480.525.42-9.37-10.1514.60.550.457.66-19.38-15.86梁端彎矩計(jì)算公式：梁左彎矩:梁右彎矩:風(fēng)荷載作用梁端彎矩計(jì)算(kN·m)表6-27層次AB左AB右BC左BC右CD左CD右43.261.92.222.221.93.2638.875.666.626.625.668.87215.7710.5312.3112.3110.5315.77125.2316.3819.1619.1616.3825.23圖6-7風(fēng)荷載作用下的彎矩圖(kN·m)風(fēng)荷載作用梁剪力及柱軸力(kN)表6-28層次AB梁BC梁CD梁A柱B柱C柱D柱4-0.71-1.85-0.71-0.71-1.141.140.713-1.99-5.52-1.99-2.7-4.674.672.72-3.6-10.26-3.6-6.3-11.3311.336.31-5.7-15.97-5.7-12-21.621.612圖6-8風(fēng)荷載作用下的剪力圖(kN)圖6-9風(fēng)荷載作用下的軸力圖(kN)7．內(nèi)力組合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確定：組合1：1.2恒荷載+1.4活荷載組合2：1.35恒荷載+1.4×0.7活荷載組合3：1.2恒荷載+1.4×0.9（活荷載+風(fēng)荷載）2．本章各內(nèi)力組合時(shí)的單位及方向(1)柱的內(nèi)力及梁的剪力仍沿用結(jié)構(gòu)力學(xué)的規(guī)定（與前幾章規(guī)定相同）：彎矩順時(shí)針為正，逆時(shí)針為負(fù)，單位為kN·m。軸力受壓為正，受拉為負(fù)，單位為kN。剪力順時(shí)針為正，逆時(shí)針為負(fù)，單位為kN。(2)梁的彎矩方向以下部受拉為正，上部受拉為負(fù)（與前幾章規(guī)定不同）。7.1豎向荷載彎矩調(diào)幅在豎向荷載作用下，可考慮框架梁端塑性變形內(nèi)力重分布對梁端負(fù)彎矩乘以調(diào)幅系數(shù)進(jìn)行調(diào)幅，并應(yīng)符合下列規(guī)定：1．現(xiàn)澆框架梁端負(fù)彎矩調(diào)幅系數(shù)β可取為0.8~0.9：調(diào)幅前梁左梁右的彎矩。2．框架梁端負(fù)彎矩調(diào)幅后，梁跨中彎矩應(yīng)按平衡條件相應(yīng)增大（1）（2）M中：調(diào)幅前梁跨中彎矩標(biāo)準(zhǔn)值；M0：按簡支梁計(jì)算的跨中彎矩標(biāo)準(zhǔn)值；Mlo,Mro：連續(xù)梁的左右支座截面彎矩調(diào)幅前的彎矩標(biāo)準(zhǔn)值；M：彎矩調(diào)幅后梁跨中彎矩標(biāo)準(zhǔn)值注：梁的彎矩方向以下部受拉為正，上部受拉為負(fù)。3．截面設(shè)計(jì)時(shí)，框架梁跨中截面正彎矩設(shè)計(jì)值不應(yīng)小于豎向荷載作用下按簡支梁計(jì)算的跨中彎矩設(shè)計(jì)值的50％。恒載作用下的梁端彎矩調(diào)幅表7-1層次梁跨β調(diào)幅前彎矩標(biāo)準(zhǔn)值調(diào)幅后彎矩標(biāo)準(zhǔn)值簡支梁跨中彎矩梁左跨中梁右梁左跨中梁右4AB0.8-53.5979.17-80.18-42.8792.55-64.14146.06BC0.8-40.65-33.42-40.65-32.52-25.29-32.527.23CD0.8-80.1879.17-53.59-64.1492.55-42.87146.063AB0.8-88.2477.81-100.99-70.5996.73-80.79172.43BC0.8-31.29-25.14-31.29-25.03-18.88-25.036.15CD0.8-100.9977.81-88.24-80.7996.73-70.59172.432AB0.8-87.4778.16-101.06-69.9897.01-80.85172.43BC0.8-31.21-25.06-31.21-24.97-18.82-24.976.15CD0.8-101.0678.16-87.47-80.8597.01-69.98172.431AB0.8-77.0585.34-97.11-61.64102.76-77.69172.42BC0.8-36.92-30.77-36.92-29.54-23.39-29.546.15CD0.8-97.1185.34-77.05-77.69102.76-61.64172.427.1.2活載作用下的梁端彎矩調(diào)幅活載作用下的梁端彎矩調(diào)幅表7-1層次梁跨β調(diào)幅前彎矩標(biāo)準(zhǔn)值調(diào)幅后彎矩標(biāo)準(zhǔn)值簡支梁跨中彎矩梁左跨中梁右梁左跨中梁右4AB0.8-6.645.46-7.60-5.316.88-6.0812.58BC0.8-2.61-2.07-2.61-2.09-1.55-2.090.54CD0.8-7.605.46-6.64-6.086.88-5.3112.583AB0.8-23.9923.8-29.05-19.1929.1-23.2450.32BC0.8-10.34-7.64-10.34-8.27-5.57-8.272.7CD0.8-29.0523.80-23.99-23.2429.1-19.1950.322AB0.8-25.4822.75-29.67-20.3828.27-23.7450.33BC0.8-9.61-6.91-9.61-7.69-4.99-7.692.7CD0.8-29.6722.75-25.48-23.7428.27-20.3850.331AB0.8-22.4424.83-28.54-17.9529.93-22.8350.32BC0.8-11.25-8.55-11.25-9-6.3-92.7CD0.8-28.5424.83-22.44-22.8329.93-17.9550.327.2框架梁內(nèi)力組合4層框架梁內(nèi)力組合表7-3梁跨截面內(nèi)力恒載活載左風(fēng)右風(fēng)組合1組合2組合3設(shè)計(jì)值左風(fēng)右風(fēng)AB梁左M-42.87-5.313.26-3.26-58.88-63.08-54.03-62.24-63.08V64.765.55-0.710.7185.4892.8783.8185.692.87跨中M92.556.880.68-0.68120.69131.68120.59118.87131.68V-3.64-0.13-0.710.71-4.55-5.04-5.43-3.64-5.43梁右M-64.14-6.08-1.91.9-85.48-92.55-87.02-82.23-92.55V-72.04-5.81-0.710.71-94.58-102.95-94.66-92.87-102.95BC梁左M-32.52-2.092.22-2.22-41.95-45.95-38.86-44.45-45.95V16.371.35-1.851.8521.5323.4219.0123.6823.68跨中M-25.29-1.5500-32.52-35.66-32.3-32.3-35.66V00-1.851.8500-2.332.33-2.33梁右M-32.52-2.09-2.222.22-41.95-45.95-44.45-38.86-45.95V-16.37-1.35-1.851.85-21.53-23.42-23.68-19.01-23.68CD梁左M-64.14-6.081.9-1.9-85.48-92.55-82.23-87.02-92.55V72.045.81-0.710.7194.58102.9592.8794.66102.95跨中M92.556.88-0.680.68120.69131.68118.87120.59131.68V3.640.13-0.710.714.555.043.645.435.43梁右M-42.87-5.31-3.263.26-58.88-63.08-62.24-54.03-63.08V-64.76-5.55-0.710.71-85.48-92.87-85.6-83.81-92.873層框架梁內(nèi)力組合表7-4梁跨截面內(nèi)力恒載活載左風(fēng)右風(fēng)組合1組合2組合3設(shè)計(jì)值左風(fēng)右風(fēng)AB梁左M-70.59-19.198.87-8.87-111.57-114.1-97.71-120.06-120.06V83.5222.04-1.991.99131.08134.35125.49130.5134.35跨中M96.7329.11.61-1.61156.82159.1154.77150.71159.10V-1.75-0.69-1.991.99-3.07-3.04-5.48-0.46-5.48梁右M-80.79-23.24-5.665.66-129.48-131.84-133.36-119.1-133.36V-87.02-23.42-1.991.99-137.21-140.43-136.44-131.43-140.43BC梁左M-25.03-8.276.62-6.62-41.61-41.9-32.12-48.8-48.80V13.676.75-5.525.5225.8525.0717.9531.8631.86跨中M-18.88-5.5700-30.45-30.95-29.67-29.67-30.95V00-5.525.5200-6.966.96-6.96梁右M-25.03-8.27-6.626.62-41.61-41.9-48.8-32.12-48.80V-13.67-6.75-5.525.52-25.85-25.07-31.86-17.95-31.86CD梁左M-80.79-23.245.66-5.66-129.48-131.84-119.1-133.36-133.36V87.0223.42-1.991.99137.21140.43131.43136.44140.43跨中M96.7329.1-1.611.61156.82159.1150.71154.77159.10V1.750.69-1.991.993.073.040.465.485.48梁右M-70.59-19.19-8.878.87-111.57-114.1-120.06-97.71-120.06V-83.52-22.04-1.991.99-131.08-134.35-130.5-125.49-134.352層框架梁內(nèi)力組合表7-5梁跨截面內(nèi)力恒載活載左風(fēng)右風(fēng)組合1組合2組合3設(shè)計(jì)值左風(fēng)右風(fēng)AB梁左M-69.98-20.3815.77-15.77-112.51-114.45-89.78-129.53-129.53V83.4122.16-3.63.6131.12134.32123.48132.55134.32跨中M97.0128.272.62-2.62155.99158.67155.33148.73158.67V-1.86-0.57-3.63.6-3.03-3.07-7.491.59-7.49梁右M-80.85-23.74-10.5310.53-130.26-132.41-140.2-113.66-140.20V-87.13-23.3-3.63.6-137.18-140.46-138.45-129.38-140.46BC梁左M-24.97-7.6912.31-12.31-40.73-41.25-24.14-55.16-55.16V13.676.75-10.2610.2625.8525.0711.9837.8437.84跨中M-18.82-4.9900-29.57-30.3-28.87-28.87-30.30V00-10.2610.2600-12.9312.93-12.93梁右M-24.97-7.69-12.3112.31-40.73-41.25-55.16-24.14-55.16V-13.67-6.75-10.2610.26-25.85-25.07-37.84-11.98-37.84CD梁左M-80.85-23.7410.53-10.53-130.26-132.41-113.66-140.2-140.20V87.1323.3-3.63.6137.18140.46129.38138.45140.46跨中M97.0128.27-2.622.62155.99158.67148.73155.33158.67V1.860.57-3.63.63.033.07-1.597.497.49梁右M-69.98-20.38-15.7715.77-112.51-114.45-129.53-89.78-129.53V-83.41-22.16-3.63.6-131.12-134.32-132.55-123.48-134.321層框架梁內(nèi)力組合表7-6梁跨截面內(nèi)力恒載活載左風(fēng)右風(fēng)組合1組合2組合3設(shè)計(jì)值左風(fēng)右風(fēng)AB梁左M-61.64-17.9525.23-25.23-99.1-100.81-64.8-128.37-128.37V82.5221.89-5.75.7129.67132.85119.42133.79133.79跨中M102.7629.934.43-4.43165.21168.06166.61155.44168.06V-2.75-0.84-5.75.7-4.48-4.54-11.542.82-11.54梁右M-77.69-22.83-16.3816.38-125.19-127.25-142.63-101.36-142.63V-88.02-23.57-5.75.7-138.62-141.93-142.5-128.14-142.50BC梁左M-29.54-919.16-19.16-48.05-48.7-22.65-70.93-70.93V13.676.75-15.9715.9725.8525.074.7945.0345.03跨中M-23.39-6.300-36.89-37.75-36.01-36.01-37.75V00-15.9715.9700-20.1220.12-20.12梁右M-29.54-9-19.1619.16-48.05-48.7-70.93-22.65-70.93V-13.67-6.75-15.9715.97-25.85-25.07-45.03-4.79-45.03CD梁左M-77.69-22.8316.38-16.38-125.19-127.25-101.36-142.63-142.63V88.0223.57-5.75.7138.62141.93128.14142.5142.50跨中M102.7629.93-4.434.43165.21168.06155.44166.61168.06V2.750.84-5.75.74.484.54-2.8211.5411.54梁右M-61.64-17.95-25.2325.23-99.1-100.81-128.37-64.8-128.37V-82.52-21.89-5.75.7-129.67-132.85-133.79-119.42-133.797.3框架柱內(nèi)力組合A軸柱內(nèi)力組合表7-7層次截面內(nèi)力恒載活載左風(fēng)右風(fēng)組合1組合2組合3|M|max及相應(yīng)的NNmin及相應(yīng)的MNmax及相應(yīng)的M左風(fēng)右風(fēng)4柱頂M53.596.64-3.263.2673.678.8568.5776.7878.8568.5778.85N112.28.10-0.710.71145.98159.41143.95145.74159.41143.95159.41V-27.53-4.761.46-1.46-39.7-41.83-37.19-40.87-41.83-37.19-41.83柱底M45.5310.49-2269.3271.7565.3370.3771.7565.3371.75N126.68.1-0.710.71163.26178.85161.23163.02178.85161.23178.85V-27.53-4.761.46-1.46-39.7-41.83-37.19-40.87-41.83-37.19-41.833柱頂M42.8113.54-6.876.8770.3371.0659.7877.0977.0959.7871.06N284.440.30-2.72.7397.7423.43388.66395.46395.46388.66423.43V-23.92-7.263.47-3.47-38.87-39.41-33.48-42.22-42.22-33.48-39.41柱底M43.2912.61-5.625.6269.670.860.7674.9274.9260.7670.80N298.840.3-2.72.7414.98442.87405.94412.74412.74405.94442.87V-23.92-7.263.47-3.47-38.87-39.41-33.48-42.22-42.22-33.48-39.412柱頂M44.2712.90-10.1510.1571.1872.4156.5982.1782.1756.5972.41N456.572.6-6.36.3649.44687.42631.34647.21647.21631.34687.42V-26.23-7.645.42-5.42-42.17-42.9-34.27-47.93-47.93-34.27-42.90柱底M50.1614.61-9.379.3780.6582.0366.7990.4190.4166.7982.03N470.972.6-6.36.3666.72706.86648.62664.49664.49648.62706.86V-26.23-7.645.42-5.42-42.17-42.9-34.27-47.93-47.93-34.27-42.901柱頂M26.777.79-15.8615.8643.0343.7721.9661.9261.9221.9643.77N627.7104.6-1212899.68949.9869.92900.16900.16869.92949.90V-8.73-2.547.66-7.66-14.03-14.27-4.02-23.33-23.33-4.02-14.27柱底M13.383.90-19.3819.3821.5221.89-3.4545.3945.39-3.4521.89N646.1104.60-1212921.76974.74892922.24922.24892.00974.74V-8.73-2.547.66-7.66-14.03-14.27-4.02-23.33-23.33-4.02-14.27B軸柱內(nèi)力組合表7-8層次截面內(nèi)力恒載活載左風(fēng)右風(fēng)組合1組合2組合3|M|max及相應(yīng)的NNmin及相應(yīng)的MNmax及相應(yīng)的M左風(fēng)右風(fēng)4柱頂M-39.53-5.00-4.124.12-54.44-58.27-58.93-48.54-58.93-58.93-58.27N14411.70-1.141.14189.18205.87186.11188.98186.11186.11205.87V20.713.712.08-2.0830.0531.5932.1526.9132.1532.1531.59柱底M-35.01-8.37-3.373.37-53.73-55.47-56.8-48.31-56.80-56.80-55.47N158.411.7-1.141.14206.46225.31203.39206.26203.39203.39225.31V20.713.712.08-2.0830.0531.5932.1526.9132.1532.1531.593柱頂M-34.83-10.38-8.918.91-56.33-57.19-66.1-43.65-66.10-66.10-57.19N347.561.90-4.674.67503.66529.79489.11500.88489.11489.11529.79V19.345.664.95-4.9531.1331.6636.5824.136.5836.5831.66柱底M-34.79-9.99-8.918.91-55.73-56.76-65.56-43.11-65.56-65.56-56.76N361.961.9-4.674.67520.94549.23506.39518.16506.39506.39549.23V19.345.664.95-4.9531.1331.6636.5824.136.5836.5831.662柱頂M-35.18-10.10-13.9313.93-56.36-57.39-72.49-37.39-72.49-72.49-57.39N551.1112-11.3311.33818.12853.75788.16816.72788.16788.16853.75V20.385.857.74-7.7432.6533.2541.5822.0741.5841.5833.25柱底M-38.19-10.97-13.9313.93-61.19-62.31-77.2-42.1-77.20-77.20-62.31N565.5112-11.3311.33835.4873.19805.44834805.44805.44873.19V20.385.857.74-7.7432.6533.2541.5822.0741.5841.5833