7層某框架結(jié)構(gòu)住宅設(shè)計(jì)計(jì)算書

目 錄第一章：設(shè)計(jì)資料··························（1）1.1：設(shè)計(jì)資料··························（1） 第二章：框架結(jié)構(gòu)選型及布置·····················（3 ）2.1結(jié)構(gòu)體系選型························（3） 2.2混凝土框架結(jié)構(gòu)布置·····················（3）第三章：梁.板.柱截面尺寸設(shè)計(jì)·····················（4）3.1.板截面尺寸設(shè)計(jì)·······················（4）3.2. 框架梁.柱尺寸設(shè)計(jì)······················（4）3.3. 梁.柱線剛度的計(jì)算······················（4）第四章： 荷載計(jì)算··························（6）4. 1. 恒載計(jì)算··························（6）4.2. 活荷載計(jì)算·························（10）4.3. 風(fēng)荷載計(jì)算························（12）第五章.內(nèi)力計(jì)算··························（13）  5.1. 恒荷載作用下的內(nèi)力計(jì)算·················（13）5.2.樓面活荷載作用下的內(nèi)力計(jì)算：···············（16）5.3. 風(fēng)荷載作用下的內(nèi)力計(jì)算··················（21）第六章.內(nèi)力組合··························（25）6.1. 梁內(nèi)力組合························（25）6.2. 柱內(nèi)力組合························（32）第七章.截面設(shè)計(jì)··························（47）  7.1. 梁的設(shè)計(jì)·························（47）7.2. 柱的設(shè)計(jì)······················· ·· （50）結(jié) 束 語 ·····························（51）第一章 設(shè)計(jì)資料1.1設(shè)計(jì)資料1.11設(shè)計(jì)標(biāo)高室內(nèi)設(shè)計(jì)標(biāo)高±0.000相當(dāng)于絕對(duì)標(biāo)高5.600m，室內(nèi)外高差750mm。1.1.2墻身做法：墻身為加氣混凝土砌塊，M5水泥砂漿砌筑。內(nèi)粉刷為混合砂漿底，紙筋灰面，厚20mm，“803”內(nèi)墻涂料兩度。外粉刷為1：3水泥砂漿底，厚20mm，馬賽克貼面。1.1.3樓面做法：樓板厚為80現(xiàn)澆混凝土板，頂層為20mm厚水泥砂漿找平，5mm厚1：2水泥砂漿加“107”膠水著色粉面層；底層為15mm厚紙筋面石灰抹底，涂料兩度。1.1.4屋面做法：樓板厚80現(xiàn)澆混凝土板，現(xiàn)澆樓板上鋪膨脹珍珠巖保溫層（檐口處厚100mm，2%自兩側(cè)檐口向中間找坡），1：2水泥砂漿找平層厚20mmm，二氈三油防水層。1.1.5門窗做法：進(jìn)門處為防盜門，其它均為木門，鋁合金門窗。1.1.6地質(zhì)資料：地質(zhì)上層構(gòu)造為：第一層為雜填土，平均厚度為0.60.8 m。第二層為素填土，平均厚度為0.50.7m,承載力為80 KN/ m2。第三層為粉質(zhì)粘土，承載能力為200 KN/ m2，厚度在2.53.0m之間，第四層為粘土，承載能力為400 KN/ m2。地下水位在地表1.8m，無侵蝕性。1.1.7基本風(fēng)壓：W0=0.3 KN/ m2 1.1.8活荷載：屋面活荷載2.0 KN/ m2，住宅樓面活荷載2.0KN/ m2，陽臺(tái)活荷載2.5 KN/ m2。第二章 框架結(jié)構(gòu)選型及布置 2.1結(jié)構(gòu)體系選型：采用鋼筋混凝土現(xiàn)澆結(jié)構(gòu)體系屋面結(jié)構(gòu)：采用鋼筋混凝土現(xiàn)澆結(jié)構(gòu)體系，上人屋面樓面結(jié)構(gòu)：采用鋼筋混凝土現(xiàn)澆結(jié)構(gòu)體系采用鋼筋混凝土現(xiàn)澆結(jié)構(gòu)基礎(chǔ)梁基礎(chǔ)：獨(dú)立基礎(chǔ)2.2 混凝土框架結(jié)構(gòu)布置結(jié)構(gòu)平面布置圖 第三章.梁.板.柱截面尺寸設(shè)計(jì)3.1. 板截面尺寸設(shè)計(jì)屋面采用80厚現(xiàn)澆混凝土雙向板樓面采用80厚現(xiàn)澆混凝土雙向板挑陽臺(tái)采用60厚的現(xiàn)澆混凝土單向板3.2. 框架梁.柱尺寸設(shè)計(jì)確定各梁柱截面尺寸：ABBC跨梁：取h=1/12×4200=350mm 取b=240mm挑梁：取b×h=240mm×350mmCD跨梁： 取h=1/12×3600=300mm 取b=240mm柱（A軸B軸C軸）連系梁，取b×h=240mm×350mm，邊柱（D軸）連系梁，取b×h=240mm×300mm； 柱截面均為 b×h=350mm×350mm，現(xiàn)澆樓板厚度80mm3.3. 梁.柱線剛度的計(jì)算根據(jù)地質(zhì)資料，確定基礎(chǔ)頂面離室外地坪為350mm，由此求得底層層高為3.9m。其中求梁截面慣性矩時(shí)考慮到現(xiàn)澆樓板的作用，取I=2I0ABBC跨梁：i=2Ec×1/12×0.24×0.353 ÷4.2 =4.08×10-4 Ec挑梁：i=2Ec×1/12×0.24×0.353 ÷1.5 =11.43×10-4 EcCD跨梁：i=2Ec×1/12×0.24×0.353 ÷3.6 =3.0×10-4 Ec上部各層柱：i= Ec×1/12×0.35×0.353÷2.8=4.47×10-4 Ec底層各柱：i= Ec×1/12×0.35×0.353÷3.9=3.21×10-3 Ec結(jié)構(gòu)計(jì)算簡圖如下：第四章荷載計(jì)算4.1恒荷載計(jì)算1屋面框架梁線荷載標(biāo)準(zhǔn)值20厚1：2水泥砂漿找平 0.02×20=0.46kN/m2100140厚（2%找坡）膨脹珍珠巖 (0.10=0.14)÷2×7=0.84kN/m280mm厚鋼筋混凝土樓板 0.08×25=2kN/m215mm厚紙筋石灰抹底 0.015×16=0.24kN/m2 屋面恒荷載 3.48 kN/m2AB、BC跨框架梁自重 0.24×0.35×25=2.1kN/m梁粉刷 2×(0.35-0.08)×0.02×17=0.18kN/mCD跨框架梁自重 0.24×0.3×25=1.88kN/m2梁粉刷 2×(0.3-0.08)×0.02×17=0.15kN/m則作用于屋面框架梁上線荷載標(biāo)準(zhǔn)值為：g7AB1= g7BC1=2.28kN/m g7CD1=2.03kN/mg7AB2= g7BC2=3.48×3.4=11.83kN/mg7CD2=3.48×3.4=11.83kN/m2樓面框架梁線荷載標(biāo)準(zhǔn)值25mm厚水泥砂漿面層 0.025×20=0.50kN/m280mm厚鋼筋混凝土樓板 0.08×25=2.0kN/m215mm厚紙筋石灰抹底 0.015×16=0.24kN/m2水磨石面層 0.65 kN/m2 樓面恒荷載 2.74 kN/m2AB、BC跨框架梁自重及粉刷 2.28kN/mAB、BC跨填充墻自重 0.24×（2.8-0.35）×19=11.17kN/m填充墻粉刷 （2.8-0.35）×0.02×2×17=1.67kN/mCD跨框架梁自重及粉刷 2.03kN/mAB、BC跨填充墻自重 0.24×（2.8-0.3）×19=11.4kN/m填充墻粉刷 （2.8-0.3）×0.02×2×17=1.7kN/m則作用于樓面框架梁上線荷載標(biāo)準(zhǔn)值為：gAB1= gBC1=2.28+12.84=15.12kN/m gCD1=2.03+13.1=15.13kN/m gAB2= gBC2=2.74×3.4=9.32kN/m gCD2=2.74×3.4=9.32kN/m3屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值柱（A軸）連系梁自重 0.24×0.35×3.4×25=7.14kN粉刷 2×(0.35-0.08)×0.02×3.4×17=0.621kN連系梁傳來的屋面自重 1/2×3.4×1/2×3.4×17=2.08 kN 1/2（3.4+3.4-1.5）×0.75×3.48=6.94 kN0.9m高女兒墻自重及粉刷 0.9×3.4×0.24×19+2×0.9×0.02×3.4×17=16.03kN 則頂層（A軸）邊節(jié)點(diǎn)集中荷載為： G7A=140.79kN邊柱（D軸）連系梁自重 0.24×0.3×3.4×25=6.12kN粉刷 0.02×（0.3-0.08）×2×3.4×17=0.51kN連系梁傳來的屋面自重 1/2×3.4×1/2×3.4×3.48=10.06 kN0.9 高女兒墻自重及粉刷 0.9×3.4×0.24×19+2×0.9×0.02×3.4×17=16.03kN頂層（D軸）邊節(jié)點(diǎn)集中荷載為： G7D=32.72kN中柱（B軸、C軸）連系梁自重 0.24×0.35×3.4×25=7.14kN粉刷 0.02×（0.35-0.08）×2×3.4×17=0.62kN連系梁傳來的屋面自重 2×1/2×3.4×1/2×3.4×3.48=20.12 kN頂層中節(jié)點(diǎn)集中荷載為： G7B= G7C=27.88kN4樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值柱（A軸）連系梁自重 0.24×0.35×3.4×25=7.14kN粉刷 2×(0.35-0.08)×0.02×3.4×17=0.621kN鋼窗自重 1.2×1.5×0.45=1.8kN木門自重 0.9×2.1×0.2=0.38 kN墻體自重 (2.8-0.35)×3.05-2.1×0.9-1.2×1.5×0.24×19=17.25kN墻面粉刷 (2.8-0.35)×3.05-2.1×0.9-1.2×1.5×2×0.02×17=2.57kN連系梁傳來的屋面自重 1/2×3.4×1/2×3.4×2.74=7.92 kN框架柱自重 0.35×0.35×2.8×25=8.58kN柱面粉刷 0.33×2.8×0.02×17=0.31kN 中間層邊柱節(jié)點(diǎn)集中荷載為： GA=52.02kN邊柱（D軸）連系梁自重 0.24×0.3×3.4×25=6.12kN粉刷 0.02×（0.3-0.08×2×3.4×17=0.51kN鋼窗自重 1.2×1.5×0.45=1.8kN墻體自重 (2.8-0.30)×3.1-1.2×1.5×0.24×19=27.13kN墻面粉刷 (2.8-0.30)×3.1-1.2×1.5×2×0.02×17=4.05kN連系梁傳來的屋面自重 1/2×3.4×1/2×3.4×2.74=7.92 kN框架柱自重 0.35×0.35×2.8×25=8.58kN柱面粉刷 0.33×2.8×0.02×17=0.31kN 中間層邊柱（D軸）節(jié)點(diǎn)集中荷載為： GD=56.42kN中柱（B軸、C軸）連系梁自重 0.24×0.35×3.4×25=7.14kN粉刷 0.02×（0.35-0.08×2×3.4×17=0.62kN墻體自重 (2.8-0.35)×3.05×0.24×19=34.07kN墻面粉刷 (2.8-0.35)×3.05×2×0.02×17=5.08kN連系梁傳來的屋面自重 2×1/2×3.4×1/2×3.4×2.74=15.84kN框架柱自重 0.35×0.35×2.8×25=8.58kN柱面粉刷 0.33×2.8×0.02×17=0.31kN 中間層中節(jié)點(diǎn)集中荷載為： GB= GC=55.8kN5.屋面挑陽臺(tái)框架梁線荷載標(biāo)準(zhǔn)值挑陽臺(tái)框架梁自重 0.24×0.35×25=2.1 kN/m梁側(cè)粉刷 2×（0.35-0.08）×0.02×17=0.18 kN/m因此，作用在頂層挑梁上的線荷載為g7XL1=2.28kN/m g7XL2=3.48×1.5=5.22kN/m 樓面挑梁線荷載標(biāo)準(zhǔn)值挑陽臺(tái)框架梁自重 0.24×0.35×25=2.1 kN/m梁側(cè)粉刷 2×（0.35-0.08）×0.02×17=0.18 kN/m挑梁填充墻自重 （2.8-0.35）×0.24×19=11.17 kN/m粉刷 2×（2.8-0.35）×0.02×17=1.67 kN/m因此，作用在中間層挑梁上的線荷載為gXL1=2.28+12.84=15.12kN/m gXL2=2.74×1.5=4.11kN/m屋面挑陽臺(tái)節(jié)點(diǎn)標(biāo)準(zhǔn)值0.4 m 高圍墻自重 0.4×3.4×0.21×19=3.1 kN/m粉刷 0.4×0.02×2×3.4×17=0.92 kN/m承受屋面自重 1/2×（3.4+3.4-1.5）×0.75×3.48=6.92 kN/m頂層挑梁節(jié)點(diǎn)集中荷載 G7=10.94 kN樓面挑陽臺(tái)節(jié)點(diǎn)標(biāo)欄桿自重 0.12×1.2×3.4×19=0.49 kN粉刷 2×0.02×1.2×3.4×17=2.77 kN承受樓面自重 1/2（3.4+3.4-1.5）×0.75×2.74=5.45 kN中層挑梁節(jié)點(diǎn)集中荷載 G=8.71kN計(jì)算簡圖42活荷載計(jì)算樓面活荷載作用下的結(jié)構(gòu)計(jì)算簡圖如下圖所示，圖中各荷載值計(jì)算如下頂層:P7AB= P7BC=2.0×3.4=6.8 kN/m P7CD=2.0×3.4=6.8 kN/mP7A=1/2×(3.4+3.4-1.5) ×0.75×2.0+1/2×3.4×1/2×3.4×2.0=9.76 kNP7D=1/2×3.4×1/2×3.4×2.0=5.78 kNP7B= P7C=2×1/2×3.4×1/2×3.4×2.0=11.58 kNP7XL=2.5×1.5=3.75 kN/m P=1/2×1.5×1/2×1.5×2.5=1.41 kN中間層PAB= PBC= PCD=2.0×3.4=6.8 kN/m PA=1/2×(3.4+3.4-1.5) ×0.75×2.0+1/2×3.4×1/2×3.4×2.0=9.76 kNPD=1/2×3.4×1/2×3.4×2.0=5.78 kNPB= PC=2×1/2×3.4×1/2×3.4×2.0=11.58 kNPXL=2.×1.5=3.75 kN/m P=1/2×1.5×1/2×1.5×2.5=1.41 kN計(jì)算簡圖4.3風(fēng)荷載計(jì)算基本風(fēng)壓w0=0.3kN/m2wk=zszw0，建筑物高度H=20.7 m <30m，故z=1.0對(duì)于矩形平面s=1.3；z可查荷載規(guī)范計(jì)算過程見下表層次zsZ(m)z w0A(m2)PW71.01.320.350.850.39.663.2061.01.317.550.790.311.763.6251.01.314.750.740.311.763.3941.01.311.950.740.311.763.3931.01.369.150.740.311.763.392 1.01.36.350.740.311.763.3911.01.33.550.740.313.343.85計(jì)算簡圖（單位：kN）第五章. 內(nèi)力計(jì)算5.1恒荷載作用下內(nèi)力計(jì)算1 恒荷載等效中間層:gXL=15.12+5/8×4.11=17.69 kN/mgAB= gBC=15.12+（1-2×0.4×0.4+0.4×0.4）=22.05 kN/mgCD=15.13+（1-2×0.47×0.47+0.47×0.47）=21.28 kN/m各桿的固端彎矩為M XL=1/2×17.69×1.5×1.5=19.90 kN.mM AB= MB A=1/2×22.05×4.2×4.2=32.41 kN.mM BC= M CB=1/2×22.05×4.2×4.2=32.41 kN.mM CD= MDC=1/2×21.28×3.6×3.6=22.98 kN.m頂層：g7XL=2.28+5/8×5.22=5.54 kN/mg7AB= g7BC=2.28+（1-2×0.4×0.4+0.4×0.4×0.4）=11.08 kN/mg7CD=2.03+（1-2×0.47×0.47+0.47×0.47×0.47）=9.86 kN/m各桿的固端彎矩為M 7XL=1/2×5.54×1.5×1.5=6.23 kN.mM AB= MB A=1/2×11.08×4.2×4.2=16.29 kN.mM BC= M CB=1/2×11.08×4.2×4.2=16.29 kN.mM CD= MDC=1/2×9.86×3.6×3.6=10.65 kN.m荷載等效后的計(jì)算簡圖如下 框架在恒荷載作用kN.m框架在恒荷載下梁剪力柱軸力圖kN 5.2活荷載作用下的內(nèi)力計(jì)算1.活荷載等效頂層：g7XL=5/8×3.75=2.34 kN/mg7AB= g7BC=（1-2×0.4×0.4+0.4×0.4×0.4）×6.8=5.06kN/mg7CD=（1-2×0.47×0.47+0.47×0.47×0.47）×6.8=4.5kN/m各桿的固端彎矩為M 7XL=1/2×2.34×1.5×1.5=2.63 kN.mM AB= MB A=1/2×5.06×4.2×4.2=7.44 kN.mM BC= M CB=1/2×5.06×4.2×4.2=7.44 kN.mM CD= MDC=1/2×4.5×3.6×3.6=4.86 kN.m荷載等效后的計(jì)算簡圖如下中間層 gXL=5/8×3.75=2.34 kN/mgAB= gBC=（1-2×0.4×0.4+0.4×0.4）×6.8=5.06 kN/mgCD=（1-2×0.47×0.47+0.47×0.47）×6.8=4.5kN/m各桿的固端彎矩為M XL=1/2×2.34×1.5×1.5=2.63 kN.mM AB= MB A=1/2×5.06×4.2×4.2=7.44 kN.mM BC= M CB=1/2×5.06×4.2×4.2=7.44 kN.mM CD= MDC=1/2×4.5×3.6×3.6=4.86 kN.m2.ABCD跨布置活荷載ABCD跨布置活荷載作用下梁柱彎矩圖ABCD跨布置活荷載作用下臉端剪力柱軸力圖3.BCCD跨布置活荷載BCCD跨布置活荷載作用下梁柱彎矩圖BCCD跨布置活荷載作用下梁端剪力柱軸力圖5.3風(fēng)荷載內(nèi)力計(jì)算1.風(fēng)荷載內(nèi)力計(jì)算（kNm）風(fēng)荷載彎矩圖（kNm） 風(fēng)荷載作用下剪力圖（kN）風(fēng)荷載作用下軸力圖（kN）第六章內(nèi)力組合6.1梁內(nèi)力組合第七層內(nèi)力組合荷載類型截面恒 荷 載 活 荷 載風(fēng)荷載 MVMVMVMV1-5.31-18.59±0.15±0.112-10.0120.57-3.939.730.54-0.67±0.38±0.28310.033.0-0.8±0.184-15.04-23.31-5.08-10.31-2.130.67±0.74±0.285-15.0422.47-2.030.25-4.549.52±0.72±0.3868.5-1.542.13±0.037-12.96-21.41-1.06-0.25-6.55-10.52±0.78±0.388-11.219.91-3.267.71-5.448.5±0.56±0.4395.771.200.35±0.1710-6.7-15.23-2.77-7.41-2.29-6.62±0.9±0.43荷載類型截面內(nèi) 力 組 合恒載×1.2+活載×1.4恒載×1.2+0.9×（風(fēng)載×1.4+活載×1.4）MmaxMminVMmaxMmin V1 -6.73-18.59-6.56-18.732 -17.5138.31-17.4437.303 16.24 16.04 4 -25.65-42.41 -25.87-41.325 -24.440.29 -24.6839.44613.18 12.92 7 -24.72-40.42 -24.79-39.438 -21.0635.79 -20.8435.1498.06 8.65 10 -11.92-28.65 -16.66-28.15第六層內(nèi)力組合荷載類型截面恒 荷 載 活 荷 載風(fēng)荷載 MVMVMVMV1-16.92-33.13 ±2.97±2.152-24.842.64-5.59.960.55-0.46±1.04±0.72317.3 1.88 -0.35 ±0.39 4-28.86-44.68-5.68-10.8-1.250.46±1.82±0.725-27.5143.99-1.040.18-5.39.69±1.8±0.95616.56 -0.7 1.56 ±0.08 7-26.2-43.33-0.31-0.18-6.6-10.35±1.95±0.958-22.1638.1-3.627.57-4.98.08±1.38±1.02912.59 0.55 0.17 ±0.33 10-14.26-33.4-3.58-7.55-3.18-7.05±2.04±1.02荷載類型截面內(nèi) 力 組 合恒載×1.2+活載×1.4恒載×1.2+0.9×（風(fēng)載×1.4+活載×1.4）MmaxMminVMmaxMmin V1 -16.97-33.13 -24.11-42.472 -37.4665.12 -3864.62323.39 23.62 4 -42.58-67.73 -44.08-67.225 -40.4366.35 41.9666.19622.06 21.94 7 -40.68-66.49 -42.21-66.238 -33.5457.02 -34.557.17915.88 16.22 10 -22.12-50.65 -24.19-50.88第五層內(nèi)力組合荷載類型截面恒 荷 載 活 荷 載風(fēng)荷載 MVMVMVMV1-16.97-33.13 ±4.86±3.522-24.6542.6-5.299.930.55-0.48±1.07±1.21317.38 2.04 -0.39 ±0.7 4-28.85-44.27-5.66-10.111.340.48±3.09±1.215-27.5143.98-1.130.19-5.219.68±3.05±1.6617.25 -0.76 1.63 ±0.1 7-26.26-43.34-0.38-0.19-6.56-10.36±3.27±1.68-22.1338.01-3.647.6-4.928.12±2.3±1.65912.48 0.65 0.24 ±0.46 10-14.52-33.49-3.51-7.52-3.04-7±3.24±1.65荷載類型截面內(nèi) 力 組 合恒載×1.2+活載×1.4恒載×1.2+0.9×（風(fēng)載×1.4+活載×1.4）MmaxMminVMmaxMmin V1 -16.97-33.13 -26.49-44.192 -36.9965.02 -38.3965.17323.71 24.31 4 -42.54-67.82 -45.65-67.935 -40.3166.33 -43.4266.99622.98 22.88 7 -40.70-66.51 -43.9-67.088 -33.4456.98 -35.6557.92915.89 16.37 10 -22.34-50.72 -25.93-51.74第四層內(nèi)力組合 荷載類型截面恒 荷 載 活 荷 載風(fēng)荷載 MVMVMVMV1-16.97-33.13 ±7.05±5.112-24.6542.6-5.299.930.55-0.48±2.49±1.69317.38 2.04 -0.39 ±0.86 4-28.85-44.27-5.66-10.111.340.48±4.19±1.695-27.5143.98-1.130.19-5.219.68±4.13±2.18617.25 -0.76 1.63 ±0.2 7-26.26-43.34-0.38-0.19-6.56-10.36±4.52±2.188-22.1338.01-3.647.6-4.928.12±3.19±2.27912.48 0.65 0.24 ±0.64 10-14.52-33.49-3.51-7.52-3.04-7±4.45±2.27荷載類型截面內(nèi) 力 組 合恒載×1.2+活載×1.4恒載×1.2+0.9×（風(fēng)載×1.4+活載×1.4）MmaxMminVMmaxMmin V1 -16.97-33.13 -26.49-44.192 -36.9965.02 -38.3965.17323.71 24.29 4 -42.54-67.82 -47.03-68.535 -40.3166.33 -44.7867.72622.98 23.01 7 -40.70-66.51 -45.47-67.818 -33.4456.98 -36.7958.7915.89 16.6 10 -22.34-50.72 -27.45-52.52第三層內(nèi)力組合荷載類型截面恒 荷 載 活 荷 載風(fēng)荷載 MVMVMVMV1-16.97-33.13-±9.12±6.612-24.6542.6-5.299.930.55-0.48±3.21±2.23317.38-2.04-0.39-±1.2-428.85-44.72-5.66-10.11-1.340.48±5.61±0.235-27.5143.98-1.130.19-5.219.68±5.53±2.91617.25-0.76-1.63-±0.23-7-26.26-43.34-0.38-0.19-6.56-10.36±5.98±2.918-22.1338.01-3.647.6-4.928.21±4.22±3.03912.48-0.65-0.24-±0.88-10-14.52-33.49-3.51-7.52-3.04-7±5.98±3.03荷載類型截面內(nèi) 力 組 合恒載×1.2+活載×1.4恒載×1.2+0.85×（風(fēng)載×1.4+活載×1.4）MmaxMminVMmaxMmin V1-16.97-33.13-34.96-40.082-36.9965.02-39.7866.443-23.71-24.94-4-42.54-67.82-48.82-69.215-40.3166.33-46.5468.79622.98-23.04-7-40.7066.51-47.31-68.738-33.4456.98-38.059.66915.89-16.90-10-22.3450.72-29.38-54.48第二層內(nèi)力組合荷載類型截面恒 荷 載 活 荷 載風(fēng)荷載 MVMVMVMV1-16.97-33.13-±11.18±8.12-24.7342.62-5.349.930.55-0.48±3.94±2.71317.34-2.00-0.39-±1.43-4-28.86-44.70-5.68-10.11-1.330.48±6.79±2.715-27.5143.97-1.110.19-5.229.68±6.7±3.5617.25-0.74-1.62-±0.21-7-26.26-43.35-0.37-0.19-6.57-10.36±7.18±3.58-22.1137.97-3.467.59-4.928.11±5.07±3.57912.41-0.63-0.22-±0.93-10-14.67-33.53-3.54-7.53-3.07-7.01±6.91±3.57荷載類型截面內(nèi) 力 組 合恒載×1.2+活載×1.4恒載×1.2+0.85×（風(fēng)載×1.4+活載×1.4）MmaxMminVMmaxMmin V1-16.97-33.13-34.45-49.962-37.1565.05-41.4467.073-23.61-25.13-4-42.58-67.79-50.34-69.795-40.3266.32-48.0368.37622.96-22.99-7-40.73-66.52-48.86-69.488-33.4256.92-39.1260.28915.77-16.86-10-22.5650.78-30.77-54.22第一層內(nèi)力組合荷載類型截面恒 荷 載 活 荷 載風(fēng)荷載 MVMVMVMV1-16.77-33.13-±12.25±8.872-24.5042.62-5.289.980.64-0.59±4.32±2.98317.58-2.31-0.53-±1.58-4-28.61-44.70-5.12-10.06-1.70.59±7.48±2.985-28.444.3-1.130.19-4.889.62±7.37±3.91616.99-0.9-1.84-±0.39-7-25.88-43.02-0.67-0.11-6.46-10.42±8.12±3.918-22.5538.56-3.487.48-5.068.25±5.75±3.95912.97-0.86-0.32-±0.87-10-13.11-32.94-3.18-7.64-2.74-6.87±7.54±3.95荷載類型截面內(nèi) 力 組 合恒載×1.2+活載×1.4恒載×1.2+0.85×（風(fēng)載×1.4+活載×1.4）MmaxMminVMmaxMmin V1-16.7-33.13-35.56-50.932-36.7965.05-40.3667.473-24.33-26-4-41.5-67.79-50.21-70.075-40.9166.32-49.5270.21622.96-23.2-7-40.10-66.21-49.43-69.68-34.1457.82-40.6861.649156.8-17.77-10-20.18-50.22-29.24-54.136.2柱內(nèi)力組合本章中單位統(tǒng)一為：彎矩kNm，剪力kN，軸力kN。根據(jù)前面內(nèi)力計(jì)算結(jié)果，即可進(jìn)行框架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柱邊及跨中，每層梁取10個(gè)控制截面。柱分為邊柱和中柱，每根柱有2個(gè)控制截面。內(nèi)力組合使用的控制截面標(biāo)于下圖。第七層柱內(nèi)力組合柱號(hào)荷載類型截面恒 荷 載 活 荷 載風(fēng) 荷 載上層傳來上層傳來A柱M146.255.1-0.62±1.57M135.253.68-0.32±1.29N30.2151.7310.34-0.679.76±0.56V±1.02B柱M14-0.51-4.253.46±1.54M13-0.22-3.142.76±0.98N48.427.8811.1710.811.58±0.94V±0.9C柱M14-2.173.16-1.32±1.44M132.28-1.06±0.88N41.8327.888.520.1711.58±0.81V±0.83D柱M14-8.53-3.66-3.08 ±0.95M13-8.61-2.56-2.29±0.39N16.4132.727.957.165.78 ±0.43V±0.48柱號(hào)荷載類型截面內(nèi) 力 組 合恒載×1.2+活載×1.4恒載×1.2+0.9×（風(fēng)載×1.4+活載×1.4）Nmax，MNmin，MN，MNmax，MNmin，MN，M1112+A柱M1414.646.6314.615.98.715.9M139.095.8511.4512.567.5212.56N126.4781112.8124.2898.19112.06V1.29B柱+M14-6.564.23-6.56-4.035.69-4.03M13-4.663.6-4.66-2.994.45-2.99N123.39106.66107.17121.39106.33106.79V1.05C柱+M14-4.452.44-4.45-6.084.25-6.26M13-4.160.25-4.16-5.121.63-5.27N128.0195.5111.89124.6895.38112.91V1.05D柱+M14-15.36-14.55-15.36-16.56-15.75-16.56M13-13.92-13.54-13.92-14.41-14.03-14.41N78.1568.9870.0978.6969.5270.63V0.6第六層內(nèi)力組合柱號(hào)荷載類型截面恒 荷 載 活 荷 載風(fēng) 荷 載上層傳來上層傳來A柱M124.76-3.01-0.31