土木工程畢業(yè)設(shè)計(jì)計(jì)算書

武漢科技大學(xué)本科畢業(yè)設(shè)計(jì)PAGE143–土木工程畢業(yè)設(shè)計(jì)計(jì)算書1工程概況1.1建設(shè)項(xiàng)目名稱：龍巖第一技校學(xué)生宿舍1.2建設(shè)地點(diǎn)：龍巖市某地1.3建筑類型：八層宿舍樓，框架填充墻結(jié)構(gòu)，基礎(chǔ)為柱下獨(dú)立基礎(chǔ)，混凝土C30。1.4設(shè)計(jì)資料：1.4.1地質(zhì)水文資料：由地質(zhì)勘察報(bào)告知，該場地由上而下可分為三層：雜填土：主要為煤渣、石灰渣、混凝土塊等，本層分布穩(wěn)定，厚0-0.5米；粘土：地基承載力標(biāo)準(zhǔn)值fak=210Kpa,土層厚0.5-1.5米亞粘土：地基承載力標(biāo)準(zhǔn)值fak=300Kpa,土層厚1.5-5.6米1.4.2氣象資料：全年主導(dǎo)風(fēng)向：偏南風(fēng)夏季主導(dǎo)風(fēng)向：東南風(fēng)冬季主導(dǎo)風(fēng)向：西北風(fēng)基本風(fēng)壓為：0.35kN/m2（c類場地）1.4.3抗震設(shè)防要求：七度三級設(shè)防1.4.4建設(shè)規(guī)模以及標(biāo)準(zhǔn)：1建筑規(guī)模：占地面積約為1200平方米，為8層框架結(jié)構(gòu)。建筑防火等級：二級建筑防水等級：三級4建筑裝修等級：中級2結(jié)構(gòu)布置方案及結(jié)構(gòu)選型2.1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的布置圖，本工程確定采用橫向框架承重方案，框架梁、柱布置參見結(jié)構(gòu)平面圖，如圖2.1所示。2.2主要構(gòu)件選型及尺寸初步估算2.2.1主要構(gòu)件選型（１）梁﹑板﹑柱結(jié)構(gòu)形式：現(xiàn)澆鋼筋混凝土結(jié)構(gòu)圖2.1結(jié)構(gòu)平面布置圖（２）墻體采用：粉煤灰輕質(zhì)砌塊（３）墻體厚度：外墻:250mm，內(nèi)墻:200mm（４）基礎(chǔ)采用：柱下獨(dú)立基礎(chǔ)2.2.2梁﹑柱截面尺寸估算橫向框架梁:中跨梁（BC跨）：因?yàn)榱旱目缍葹?500mm，則.取L=7500mmh=(1/8~1/12)L=937.5mm~625mm取h=750mm.375mm~250mm取b=400mm滿足b>200mm且b750/2=375mm故主要框架梁初選截面尺寸為：b×h=400mm×750mm同理，邊跨梁（AB、CD跨）可?。篵×h=300mm×500mm其他梁：連系梁：取L=7800mmh=(1/12~1/18)L=650mm~433mm取h=600mm300mm~200mm取b=300mm故連系梁初選截面尺寸為：b×h=300mm×600mm由于跨度一樣，為了方便起見，縱向次梁截面尺寸也初選為：b×h=300mm×600mm橫向次梁：跨度L=6300mmh=(1/12~1/18)L=525mm~350mm取h=450mm225mm~150mm取b=250mm故橫向次梁初選截面尺寸為：b×h=250mm×450mm（3）框架柱:×3000=374.7mm~281mmb=(1~2/3)h取b=h=1\*GB3①按軸力估算:A、D列柱:No=8×2×3.9×3.15m2×14KN/m2=2752KNB、C列柱:No=8×2×3.9×6.8m2×14KN/m2=2\*GB3②按軸壓比驗(yàn)算:此建筑抗震等級為三級，=0.9選C30型混凝土=14.3N/㎡N=1.2NoB、C列柱：(2.1)A﹑D列柱：(2.2)故初選柱截面尺寸為：B、C列柱：b×h=750mm×750mmA﹑D列柱：b×h=600mm×600mm2.3確定結(jié)構(gòu)計(jì)算簡圖2.3.1三個(gè)假設(shè)：=1\*GB3①平面結(jié)構(gòu)假定：認(rèn)為每一方向的水平力只由該方向的抗側(cè)力結(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\*GB3②樓板在自身平面內(nèi)在水平荷載作用下，框架之間不產(chǎn)生相對位移；=3\*GB3③不考慮水平荷載作用下的扭轉(zhuǎn)作用。2.3.2計(jì)算簡圖根據(jù)結(jié)構(gòu)平面布置圖,選定第5軸線作為計(jì)算單元.如圖2.2所示框架梁跨度(按柱中心線確定)：AB、CD跨:6300mmBC跨:7500mm框架柱高度：假定基礎(chǔ)頂面到室外地面的距離為500mm,則可取底層:H1=4500+300+500=5300mm其它層:H2=H3=H4=H5=H6=H7=H8=H9=3000mm框架計(jì)算簡圖如圖2.3所示圖2.2框架計(jì)算單元2.4梁﹑柱慣性矩,線剛度,相對線剛度計(jì)算2.4.1梁﹑柱慣性矩計(jì)算計(jì)算梁截面慣性矩時(shí)，考慮到現(xiàn)澆樓板的作用，邊跨取I=1.5IO，中跨取I=2IO（IO為不考慮梁翼緣作用的梁截面慣性矩）圖2.3框架計(jì)算簡圖主要框架梁：(2.3)次要框架梁：(2.4)邊框架梁：(2.5)中框架梁：(2.6)內(nèi)柱：(2.7)外柱：(2.8)2.4.2梁﹑柱線剛度計(jì)算根據(jù)公式i=EI/l(2.9)可以得出梁﹑柱的線剛度如下(E=EC)梁：iA8B8=iC8D8=3.125×109E/6300=0.5×106Eib8C8=14.06×109E/7500=1.87×106柱：iD1D0=1.08×1010E/5300=2.04×106EiC1C0=2.64×1010E/5300=4.98×106iD7D8=1.08×1010E/3000=3.6×106EiC7C8=2.64×1010E/3000=8.8×1062.4.3梁﹑柱相對線剛度計(jì)算取iD1D0值作為基準(zhǔn)值1.算得梁﹑柱的相對線剛度標(biāo)于圖2.3中。3.荷載標(biāo)準(zhǔn)值計(jì)算3.1永久荷載3.1.1作用于框架梁上的均布荷載1屋面恒載三氈四油屋面防水層0.4kN/m21:3水泥沙漿找平層20mm0.4kN/m2水泥蛭石板保溫層60mm0.12kN/m21:8水泥爐渣找坡80mm1.44kN/m21:3水泥沙漿找平層20mm0.4kN/m2現(xiàn)澆鋼筋混凝土板100mm2.5kN/m2板底抹灰20mm0.4kN/m2合計(jì)5.66kN/m22樓面恒載水磨石地面0.65kN/m2現(xiàn)澆鋼筋混凝土板100mm2.5kN/m2板底抹灰20mm0.4kN/m2合計(jì)3.55kN/m23框架梁自重邊跨框架梁：0.30.525=3.75kN/m中跨框架梁：0.40.7525=7.5kN/m4柱子自重上層柱：外柱：0.60.6253=27kN/根內(nèi)柱：0.750.75253=42.2kN/根底層柱：外柱：0.60.6255.3=47.7kN/根內(nèi)柱：0.750.75255.3=74.5kN/根5墻自重及兩面抹灰女兒墻：0.251.58=3KN/m兩面抹灰：0.8kN/m2~8層：內(nèi)墻:0.2（3-0.5）8=4kN/m0.2（3-0.75）8=3.6kN/m外墻:0.25（3-0.5）8=5kN/m0.25（3-0.75）8=4.5kN/m底層:0.25（4.5-0.75）8=7.5kN/m0.25（4.5-0.5）8=7.5kN/m6作用在框架梁上的恒載（走廊板按單向板計(jì)算）樓面荷載分配按雙向板進(jìn)行等效分配短向分配：5aq/8(3.1)長向分配：(3.2)頂層：（走廊板按單向板計(jì)算）邊跨框架梁自重0.30.525=3.75kN/m梁側(cè)粉刷2（0.5-0.1）0.0217=0.27kN/m中跨框架梁自重0.40.7525=7.5kN/m梁側(cè)粉刷2（0.75-0.1）0.0217=0.44kN/mqA1=qB1=qG4=qH4=5.660.53.9=11.04kN/m(峰值)則等效均布荷載為q===9.25kN/mqE4=qF3=qC4=Qd1=2.550.55.66=7.22kN/m(峰值)則等效均布荷載為q=5aq/8=57.22/8=4.51kN/m所以，作用在框架梁上的線荷載為：qL5=qL1=4.02+9.252=22.52kN/mqL2=qL4=7.94+4.512=16.96kN/mqL3=7.94kN/m同理可求得作用在框架梁上的集中荷載為F=146.15kN作用在標(biāo)準(zhǔn)層梁上的線荷載以及集中荷載同理可以求出，在此不再贅述，僅列結(jié)果如下：標(biāo)準(zhǔn)層框架梁上的線荷載為：qL5=qL1=9.72+5.82=21.32kN/mqL2=qL4=13.07+2.832=18.73kN/mqL3=7.94kN/m集中荷載為F=157.57KN3.1.2恒載作用于框架柱上的集中荷載計(jì)算方法：每層柱分為上下兩個(gè)截面，其中：上截面集中荷載=與柱相連接的縱向框架梁自重以及其上墻體、次梁傳來恒載、樓面結(jié)構(gòu)層傳來恒載之和下截面集中荷載=上截面?zhèn)鱽砗奢d+該層柱自重1邊跨頂層：連系梁自重qL6=qL7=qL16=qL17=0.30.625=4.5kN/m梁側(cè)粉刷2（0.6-0.1）0.0217=0.34kN/m橫向次梁自重L18=qL19=qL24=qL25=0.250.4525=2.81kN/m側(cè)粉刷2（0.45-0.1）0.0217=0.24kN/m女兒墻自重37.8=23.4kN墻面抹灰0.8kN/mqA3=qB3=qG2=qH2=5.660.53.9=11.04kN/m(峰值)則等效均布荷載為q===9.25kN/mqA2=qB2=qG3=qH3=5.660.53.9=11.04kN/m(峰值)則等效均布荷載為q=5aq/8=511.04/8=6.9kN/m所以，作用在邊跨柱頂?shù)募泻奢d為F81=［（3.05+9.25）6.3/（22）+（4.84+6.9+0.8）3.9］2+23.4=159.96KN作用在邊跨柱底的集中荷載為F82=159.96+27=187.96KN七層：連系梁自重qL6=qL7=qL16=qL17=0.30.625=4.5kN/m梁側(cè)粉刷2（0.6-0.1）0.0217=0.34kN/m連系梁上縱墻自重0.25（3-0.6）87.8=37.44kN墻面粉刷2（3-0.6）0.0217=1.63kN/m橫向次梁自重L18=qL19=qL24=qL25=0.250.4525=2.81kN/m梁側(cè)粉刷2（0.45-0.1）0.0217=0.24kN/m橫向次梁上橫墻自重0.2（3-0.45）8=4.08kN/m墻面粉刷2（3-0.45）0.0217=1.73kN/mqA3=qB3=qG2=qH2=3.550.53.9=6.92kN/m(峰值)則等效均布荷載為q===5.8kN/mqA2=qB2=qG3=qH3=3.550.53.9=6.92kN/m(峰值)則等效均布荷載為q=5aq/8=56.92/8=4.33kN/m所以，作用在邊跨柱頂?shù)募泻奢d為F71=［（4.84+4.33+1.63）7.8/2+（3.05+5.8+4.08+1.72）6.3/（22）］2+37.44+179.16=167.86+187.96=354.82KN作用在邊跨柱底的集中荷載為F72=354.82+27=381.82KN同理可算得其余各層柱集中荷載，在此不再贅述，僅列結(jié)果如下六層F61=167.86+381.82=549.68KNF62=549.68+27=576.68KN五層F51=167.86+576.68=744.54KNF52=744.54+27=771.54KN四層F41=167.86+771.54=939.4KNF42=939.4+27=966.4KN三層F31=167.86+966.4=1134.26KNF32=1134.26+27=1161.26KN二層F21=167.86+1161.26=1329.12KNF22=1329.12+27=1356.12KN一層F11=167.86+1356.12=1523.98KNF12=1523.98+47.7=1571.68KN2中跨頂層：連系梁自重qL14=qL15=qL18=qL19=0.30.625=4.5kN/m梁側(cè)粉刷2（0.6-0.1）0.0217=0.34kN/mqA4=qB4=qG1=qH1=5.660.53.9=11.04kN/m(峰值)則等效均布荷載為q=5aq/8=511.04/8=6.9kN/mqE1=qF2=qC1=qD2=5.660.52.55=7.22kN/m(峰值)則等效均布荷載為q===5.93kN/m所以，作用在中跨柱頂?shù)募泻奢d為F81=（4.84+6.9+5.93）7.82/2+（6.3+2.55）3.05/2+4.152.55/2+9.256.3/2=185.75KN作用在邊跨柱底的集中荷載為F82=185.75+42.2=227.95KN七層：連系梁自重qL8=qL9=qL14=qL15=0.30.625=4.5kN/m梁側(cè)粉刷2（0.6-0.1）0.0217=0.34kN/m橫向次梁自重L18=qL19=qL24=qL25=L20=qL21=qL22=qL23=0.250.4525=2.81kN/m梁側(cè)粉刷2（0.45-0.1）0.0217=0.24kN/m橫向次梁上橫墻自重0.2（3-0.45）8=4.08kN/m墻面粉刷2（3-0.45）0.0217=1.73kN/mqA4=qB4=qG1=qH1=3.550.53.9=6.92kN/m(峰值)則等效均布荷載為q=5aq/8=56.92/8=4.33kN/mqE1=qF2=qC1=qD2=3.550.52.55=4.53kN/m(峰值)則等效均布荷載為q===3.72kN/m所以，作用在中跨柱頂?shù)募泻奢d為F71=(4.84+4.33+3.72)7.82/2+（6.3+2.55）8.86/2+2.832.55/2+5.86.3/2+242=161.63+227.95=389.58KN作用在邊跨柱底的集中荷載為F72=389.58+42.2=431.78KN同理可算得其余各層柱集中荷載，在此不再贅述，僅列結(jié)果如下六層F61=161.63+431.78=593.41KNF62=593.41+42.2=635.61KN五層F51=161.63+635.61=797.24KNF52=797.24+42.2=839.44KN四層F41=161.63+839.44=1000.74KNF42=1000.74+42.2=1042.94KN三層F31=161.63+1042.94=1204.24KNF32=1204.24+42.2=1246.44KN二層F21=161.63+1246.44=1408.07KNF22=1408.07+42.2=1450.27KN一層F11=161.63+1450.27=1611.9KNF12=1611.9+74.5=1686.4KN恒載作用受荷簡圖如圖3.1所示3.2活荷載查荷載規(guī)范：樓面均布活荷載標(biāo)準(zhǔn)值為2.0KN/m2,上人屋面均布活荷載標(biāo)準(zhǔn)值為2.0KN/m2。3.2.1作用在框架梁上的活荷載1作用在框架梁上的均布活荷載qL1=qL5=2.00.53.92=7.8kN/m(峰值)則等效均布荷載為圖3.1恒載作用受荷簡圖q===6.54KN/mqL2=qL4=2.00.52.552=5.1kN/m(峰值)則等效均布荷載為q=5aq/8=55.1/8=3.19kN/m2作用在框架梁上的集中活荷載qE3=qF4=qC3=qD4=2.00.52.55=5.1kN/m(峰值)則等效均布荷載為q===4.0KN/mqI1=qI2=qK1=qK2=2.00.52.4=2.4kN/m（均值）qC2=qE2=qF1=qD3=2.00.52.55=2.55kN/m（峰值）則等效均布荷載為q=5aq/8=52.55/8=1.59kN/m所以集中荷載為F=［1.592.55/(22)+2.47.8/2+4.07.8/2］2=51.95KN3.2.2作用在框架柱上的集中活荷載邊跨qA2=qB2=qG3=qH3=2.00.53.9=3.9kN/m（峰值）則等效均布荷載為q=5aq/8=53.9/8=2.44kN/mqA3=qB3=qG2=qH2=2.00.53.9=3.9kN/m（峰值）則等效均布荷載為q==3.27kN/m所以，作用在邊跨柱子上的集中活載為FA=FD=2.447.82/2+3.276.32/(22)=29.33KN2中跨qA4=qB4=qG1=qH1=2.00.53.9=3.9kN/m（峰值）則等效均布荷載為q=5aq/8=53.9/8=2.44kN/mqC1=qE1=qF2=qD2=2.00.52.55=2.55kN/m（峰值）則等效均布荷載為q==2.09kN/m所以，作用在邊跨柱子上的集中活載為FB=FC=(2.44+2.09)7.8+1.592.55/2+3.276.3/2=47.66KN活載作用受荷簡圖如圖3.2所示圖3.2活載作用受荷簡圖3.3風(fēng)荷載風(fēng)壓標(biāo)準(zhǔn)值計(jì)算公式為：w=βZμSμZω0本地區(qū)基本風(fēng)壓為：w0=0.35地面粗糙類別為C類；風(fēng)振系數(shù)：βZ=1+Hi/Hξγ/μZ(3.3)表3.1層次12345678Hi（第i層距離室外地面的高度）4.87.810.813.816.819.822.825.8H總=30.9mB≈58mH/B≈0.5查表：脈動(dòng)影響系數(shù)γ=0.40表3.2離地面高度（m）z4.87.810.813.816.819.822.825.8風(fēng)壓高度系數(shù)μZ0.740.740.740.740.7760.8360.8850.933結(jié)構(gòu)基本周期：==0.41(3.4)ω0=0.350.62=0.22kN/m2(3.5)ω0T2=0.220.412=0.04(3.6)查表得：脈動(dòng)增大系數(shù)ξ=1.17βZ=1+Hi/Hξγ/μZ(3.7)表3.3Z4.87.810.813.816.819.822.825.8βZ1.131.191.261.341.391.431.471.50ωk=βZμSμZω0(3.8)∵結(jié)構(gòu)高度H=25.8<30m,故取βZ=1.0,μS=1.3表3.4z4.87.810.813.816.819.822.825.8ωk0.380.400.420.450.490.540.590.64轉(zhuǎn)化為集中荷載（受荷面與計(jì)算單元同）8層：FW8K=7.8(3.0/2+1.5)0.64=14.98KN7層：FW7K=7.83.0（0.64+0.59）2=28.78KN6層：FW6K=7.83.0（0.59+0.54）2=26.44KN5層：FW5K=7.83.0（0.54+0.49）2=24.1KN4層：FW4K=7.83.0（0.49+0.45）2=22KN3層：FW3K=7.83.0（0.45+0.42）2=20.36KN2層：FW2K=7.83.0（0.42+0.4）2=19.19KN1層：FW1K=7.80.43.0/2+3.60.384.8=18.91KN風(fēng)荷載受荷簡圖如圖3.3所示圖3.3風(fēng)載作用受荷簡圖3.4地震荷載3.4.1重力荷載代表值計(jì)算所謂重力荷載代表值是指的一個(gè)變形縫范圍內(nèi)樓層所有恒載與活荷載標(biāo)準(zhǔn)值的組合值，即恒載＋0.5活載,具體計(jì)算結(jié)果如下:1恒載屋面重力值：G面=5.66（3.06.5+7.8720.1-2.17.8-7.86.75-36.3）=5515KN樓板重力值：G板=3.55（3.06.5+7.8720.1-2.17.8-7.86.75-36.3）=3459K梁重力值：G1=0.40.756.5259+0.30.56.32517+0.30.67.82536+0.30.63425+0.30.67.8255+0.250.458.852513+(20.026.59+20.026.317+20.027.836+20.0234+20.027.85+20.028.8513)17=3073KN柱重力值：G上柱=2717+42.218+0.250.2525312=1256KNG底柱=47.717+74.518+0.250.25255.312=2218KN突出屋面部分板自重：G2=6.757.8=52.65KN樓梯自重：樓梯間荷載近似取為樓面荷載的1.5倍，即q=3.551.5=5.3KN/m2為了安全起見取大值，可取q=6KN/m2，則樓梯自重為G梯=6(3.06.3+7.86.75+3.06.3)=542.7KN墻重力值：G女兒墻=（220.1+32+7.852+2.12+7.83）3=455.4KN標(biāo)準(zhǔn)層墻重：G3=0.251.2858.032+0.30.256.382+0.2537.58+0.25832.12+0.251.27.58+0.238(58.03-15)2+0.2583(3+2.43)+0.23817.712=1936KNG標(biāo)門窗=0.41.258.032+0.12.11.0(152+122)=67KNG墻=0.251.5858.03+0.254.5820.12+0.24.5813.86=1132KNG底門窗=0.42.658.03+0.43.858.03=148KNG突柱=0.250.255.42512=101KNG突墻=0.255.46.7528+0.255.42.78+0.255.42.48+0.255.48.858+0.255.46.38+0.255.47.88=449KN2活荷載Q=2.0(313.8+20.17.85+7.8211.25+4.86.3)=2062KNQ突板=2.0(7.86.75+36.3)=143KN3重力荷載代表值G8=G面+G梁+G上柱/2+G標(biāo)墻/2+Q/2+G女兒墻+（G2+G突墻+G突柱+Q突板/2）3=5515+3073+1256/2+455.4+1936/2+2062/2+（52.65+101+449+143/2）=12733KNG7=G板+G梁+G上柱+G標(biāo)墻+Q/2=3459+3073+1256+1936+2062/2=10755KNG2=G3=G4=G5=G6=G7=10755KNG1=G板+G梁+G上柱/2+G底柱/2+G標(biāo)墻/2+G底墻/2+Q/2=3459+3073+1256/2+2218/2+1936/2+1132/2+2062/2=10834KN3.4.2柱抗側(cè)移剛度D的計(jì)算1橫梁線剛度為了簡化計(jì)算，框架梁截面慣性矩增大系數(shù)取1.2AB、CD跨：kb=iC8D8×1.2=5×1053104×1.2=18109N·mmBC跨：kb=iB8C8×1.2=18.7×1053104×1.2=67.3109N·2柱的線剛度邊柱：底層：kc=20.41053104=61.2109N·mm其它層：kc=361053104=108109N·mm中柱：底層：kc=49.81053104=149.4109N·mm其它層：kc=881053104=264109N·mm3框架柱的側(cè)移剛度D值表3.52～8層D值的計(jì)算Dk=∑kb/2kcα=k/(2+k)D=12αkc/h2邊柱A、D0.1670.07711088中柱B、C0.3230.13948928表3.6底層D值的計(jì)算Dk=∑kb/2kcα=k+0.5/(2+k)D=12αkc/h2邊柱A、D0.2940.3469046中柱B、C0.5710.416265504計(jì)算框架自振周期各層D值匯總（見表3.7）表3.7各層D值匯總D值/層次柱類型2～8層（D值根數(shù)）1層（D值根數(shù)）邊柱A、D軸1108817=188496904617=153782中柱B、C軸4892818=8807042655018=477900∑D（KN/m）1069200631682按頂點(diǎn)位移法計(jì)算，考慮輕質(zhì)砌塊墻對框架剛度的影響，取基本周期調(diào)整系數(shù)α0=0.8，計(jì)算公式為1=1.7α0,式中△T為頂點(diǎn)橫向框架頂點(diǎn)位移計(jì)算位移。按D值法計(jì)算。見表3.85水平地震作用標(biāo)準(zhǔn)值和位移的計(jì)算多遇地震作用下，設(shè)防烈度為7度，查表αmax=0.08.龍巖市反應(yīng)譜特征周期查表Tg=0.35s,Tg＜T1＜5Tg∴(3.9)6水平地震作用計(jì)算因?yàn)門1=0.88s＞1.4Tg=1.40.35=0.49s.尚需考慮頂部附加水平地震作用。δn=0.08T1+0.07=0.080.88+0.07=0.140(3.10)結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值：Fek=α1Geq=0.0340.8588097=2546KN(3.11)頂部附加的集中水平地震作用為：ΔFn=δn·Fek=0.142546=356KN(3.12)表3.8橫向框架頂點(diǎn)位移計(jì)算層次Gi(kN)DiΔi－Δi－1=∑Gi/DΔi(m)8127331273310692000.010.4167107552348810692000.020.4066107553424310692000.030.3865107554499810692000.040.3564107555575310692000.050.3163107556650810692000.060.2662107557726310692000.070.206110834880976316820.1360.136T1=1.70.8=0.88s(3.13)(3.14)=108345.3+10755(8.3+11.3+14.3+17.3+20.3+23.3)+1273326.3=1422790.9KN同理：F2=134KNF3=182KNF4=231KNF5=279KNF6=327KNF7=376KNF8=423KNF8＇=875KNFi,Vi和△ue的計(jì)算（見表3.9）表3.9Fi,Vi和△ue的計(jì)算層次87654321Fi(KN)87537632727923118213486Vi(KN)8751291157818572088227024042490∑D(KN/m)1069200106920010692001069200106920010692001069200631682△ue(m)0.00070.00110.00140.00160.00190.0020.00220.0038應(yīng)將地震作用按柱剛度轉(zhuǎn)化為計(jì)算單元的那一榀框架,轉(zhuǎn)化后地震作用下框架計(jì)算簡圖如圖3.4所示。4內(nèi)力分析作用于框架上的荷載總的分為兩大類型,即水平作用和豎向作用,對豎向作用可不考慮框架的側(cè)移,故可采用彎矩二次分配法計(jì)算;水平作用考慮框架節(jié)點(diǎn)轉(zhuǎn)動(dòng),采用D值法分析,各種作用的內(nèi)力計(jì)算分述如下:4.1恒載作用下的內(nèi)力計(jì)算4.1.1固端彎矩計(jì)算1恒荷載作用下框架梁兩端的固端彎矩由于結(jié)構(gòu)和荷載都對稱，故可取半結(jié)構(gòu)進(jìn)行內(nèi)力計(jì)算，如圖4.1所示AB跨：八層MAB=-ql2/12=-22.52×6.32/12=-74.5KN·m(4.1)MBA=ql2/12=22.52×6.32/12=74.5KN·m(4.2)圖3.4水平地震作用受荷簡圖圖4.1恒載作用計(jì)算簡圖一～七層MAB=-ql2/12=-21.32×6.32/12=-70.5KN·mMBA=ql2/12=21.32×6.32/12=70.5KN·mBE跨：八層MC8＇E8＇＝－7.943.752/3-146.152.55(23.75-2.55)/(23.75)＝－283.2KN·mME8＇C8＇＝－7.943.752/6-146.151.22/(23.75)＝-46.7KN·mMC8＇＇E8＇＇＝－22.35KN·mME8＇＇C8＇＇＝6.65KN·m∴MC8E8＝MC8＇E8＇+MC8＇＇E8＇＇＝－305.55KN·mME8C8＝ME8＇C8＇+ME8＇＇C8＇＇＝-40.05KN·利用《結(jié)構(gòu)力學(xué)》知識，分別求出了每層每根梁在恒荷載作用下梁兩端的固端彎矩，然后（注意考慮節(jié)點(diǎn)的偏心彎矩）進(jìn)行疊加，總的固端彎矩標(biāo)注于表4.1中。4.1.2節(jié)點(diǎn)分配系數(shù)計(jì)算μA8B8==0.124(4.3)μA8A7==0.876(4.4)其余分配系數(shù)見表4.14.1.3彎矩分配、傳遞具體計(jì)算可在表中進(jìn)行，計(jì)算過程和結(jié)果參見表4.1。4.1.4畫內(nèi)力圖根據(jù)計(jì)算結(jié)果先畫出各桿件彎矩圖，如圖所示，括號里彎矩值為框架梁在恒荷載作用下經(jīng)過調(diào)幅（調(diào)幅系數(shù)取0.85）后的彎矩,其中跨中彎矩是根據(jù)等效均布荷載作用下由平衡條件計(jì)算所得。桿件彎矩求出后，按力的平衡可求出剪力和軸力，恒荷載作用下的框架彎矩圖如圖4.2所示，剪力圖和軸力圖如圖4.3所示。表4.1恒載作用下內(nèi)力計(jì)算上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱0.000.880.120.050.000.900.050.050.000.900.050.120.8828.00.0-74.574.50.00.0-305.6305.60.00.0-74.574.50.0-28.00.040.75.812.00.0207.911.1-11.10.0-207.9-12.0-5.80.0-40.70.09.66.02.90.061.1-5.55.50.0-61.1-2.9-6.00.0-9.6續(xù)表4.1恒載作用下內(nèi)力計(jì)算0.0-13.7-1.9-3.00.0-52.6-2.82.80.052.63.01.90.013.70.036.7-64.786.40.0216.4-302.8302.80.0-216.4-86.464.70.0-36.70.470.470.070.030.470.470.030.030.470.470.030.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.220.49.63.51.4104.061.1-3.23.2-104.0-61.1-1.4-3.5-20.4-9.6-15.6-15.6-2.2-4.4-77.3-77.3-4.14.177.377.34.42.215.615.623.913.2-66.574.4148.8105.8-329.0329.0-148.8-105.8-74.466.5-23.9-13.20.470.470.070.030.470.470.030.030.470.470.030.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.20.470.470.070.030.470.470.030.030.470.470.030.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.20.470.470.070.030.470.470.030.030.470.470.030.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.20.470.470.070.030.470.470.030.030.470.470.030.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.20.470.470.070.030.470.470.030.030.470.470.030.070.470.47續(xù)表4.1恒載作用下內(nèi)力計(jì)算29.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.612.03.51.461.176.8-3.23.2-61.1-76.8-1.4-3.5-9.6-12.0-11.7-11.7-1.7-3.7-64.5-64.5-3.43.464.564.53.71.711.711.717.119.5-66.075.1118.7134.4-328.3328.3-118.7-134.4-75.166.0-17.1-19.50.590.330.080.040.600.340.030.030.600.340.040.080.590.3329.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.424.013.63.49.0153.686.88.2-8.2-153.6-86.8-9.0-3.4-24.0-13.69.60.04.51.761.10.0-4.14.1-61.10.0-1.7-4.5-9.60.0-8.3-4.7-1.2-2.1-35.0-19.8-1.91.935.019.82.11.28.34.725.49.0-63.879.2179.767.1-325.9325.9-179.7-67.1-79.263.8-25.4-9.06.843.4-43.4-6.8注：表格中方框里數(shù)據(jù)為節(jié)點(diǎn)彎矩。恒荷載作用下框架梁的跨內(nèi)最大彎矩和梁兩端剪力以八層AB跨框架梁為例：設(shè)最大彎矩截面距A端Xm,則有由QA8B8×6.3-64.5-22.52×6.32/2+86.1=0(4.5)＝＞QA8B8=67.5KN(方向與圖中標(biāo)示相同，即順時(shí)針方向)＝＞QB8A8從而又有22.52*X=67.5＝＞X=3.0m(4.6)所以Mmax=67.5×3-64.5-22.52×3.02/2=36.7KN·m(梁下側(cè)受拉)(4.7)4.2活荷載作用下的內(nèi)力計(jì)算4.2.1固端彎矩計(jì)算1活荷載作用下框架梁兩端的固端彎矩由于結(jié)構(gòu)和荷載都對稱，故可取半結(jié)構(gòu)進(jìn)行內(nèi)力計(jì)算，如圖4.4所示圖4.2恒載作用彎矩圖(KN·M)圖4.3恒載作用內(nèi)力圖圖4.4活載作用計(jì)算簡圖AB跨：一～八層MAB=-ql2/12=-6.54×6.32/12=-21.6KN·m,MBA=ql2/12=6.54×6.32/12=21.6KN·m具體計(jì)算過程、方法同恒載,利用≤結(jié)構(gòu)力學(xué)≥知識,分別求出每層每根梁在不同荷載形式作用下梁兩端的固端彎矩,然后進(jìn)行疊加,總的固端彎矩標(biāo)于表4.2中.4.2.2節(jié)點(diǎn)分配系數(shù)計(jì)算μA8B8==0.124μA8A7==0.876其余分配系數(shù)見表4.24.2.3彎矩分配、傳遞具體計(jì)算可在表中進(jìn)行，計(jì)算過程和結(jié)果參見表4.2表4.2活載作用下內(nèi)力計(jì)算 上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱0.000.880.120.050.000.900.050.050.000.900.050.120.885.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.10.014.52.03.80.066.43.5-3.50.0-66.4-3.8-2.00.0-14.50.03.91.91.00.017.5-1.81.80.0-17.5-1.0-1.90.0-3.90.0-5.1-0.7-0.90.0-15.1-0.80.80.015.10.90.70.05.10.013.3-18.425.60.068.8-94.494.40.0-68.8-25.618.40.0-13.30.470.470.070.030.470.470.030.030.470.470.030.070.470.475.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.77.23.91.00.533.217.5-0.90.9-33.2-17.5-0.5-1.0-7.2-3.9-5.6-5.6-0.8-1.4-23.9-23.9-1.31.323.923.91.40.85.65.69.35.9-20.322.844.328.6-95.795.7-44.3-28.6-22.820.3-9.3-5.90.470.470.070.030.470.470.030.030.470.470.030.070.470.475.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.50.470.470.070.030.470.470.030.030.470.470.030.070.470.475.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.50.470.470.070.030.470.470.030.030.470.470.030.070.470.47續(xù)表4.2活載作用下內(nèi)力計(jì)算5.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.50.470.470.070.030.470.470.030.030.470.470.030.070.470.475.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.50.470.470.070.030.470.470.030.030.470.470.030.070.470.475.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.94.81.00.517.522.0-0.90.9-17.5-22.0-0.5-1.0-3.9-4.8-4.5-0.6-1.1-18.5-18.5-1.01.018.518.51.10.64.54.511.68.0-20.223.133.938.4-95.595.5-33.9-38.4-23.120.2-7.0-8.00.590.330.080.040.600.340.030.030.600.340.040.080.590.335.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.19.75.51.42.644.024.92.4-2.4-44.0-24.9-2.6-1.4-9.7-5.53.90.01.30.717.50.0-1.21.2-17.50.0-0.7-1.3-3.90.0-3.0-1.7-0.4-0.6-10.1-5.7-0.50.510.15.70.60.43.01.710.53.8-19.424.351.319.1-94.894.8-51.3-19.1-24.319.4-10.5-3.82.712.4-12.4-2.7注:表中方框里的數(shù)據(jù)為節(jié)點(diǎn)彎矩4.2.4畫內(nèi)力圖根據(jù)計(jì)算結(jié)果先畫出各桿件彎矩圖，如圖所示，括號里彎矩值為框架梁在活荷載作用下經(jīng)過調(diào)幅（調(diào)幅系數(shù)取0.85）后的彎矩,其中跨中彎矩是根據(jù)等效均布荷載作用下由平衡條件計(jì)算所得。桿件彎矩求出后，按力的平衡可求出剪力和軸力，活荷載作用下的框架彎矩圖如圖4.5、剪力圖和軸力圖如圖4.6所示。圖4.5活載作用彎矩圖(KN·M)圖4.6活載作用內(nèi)力圖4.3風(fēng)荷載作用下的內(nèi)力計(jì)算風(fēng)荷載內(nèi)力計(jì)算可采用D值法，其過程和結(jié)果見表4.3,風(fēng)荷載作用下彎矩圖見圖4.7，剪力圖4.8，軸力圖見圖4.9。表4.3風(fēng)荷載內(nèi)力計(jì)算圖4.7風(fēng)載作用彎矩圖(KN·M)圖4.8風(fēng)載作用剪力圖(KN)圖4.9風(fēng)載作用軸力圖(KN)4.4水平地震作用下的內(nèi)力計(jì)算水平地震作用內(nèi)力計(jì)算可采用D值法，其過程和結(jié)果見表4.4,水平地震作用下彎矩圖見圖4.10，剪力圖見圖4.11，軸力圖見圖4.12。4.5重力荷載代表值作用下的內(nèi)力計(jì)算前述，重力荷載代表值為恒載和活載組合值，屬于豎向荷載作用，計(jì)算內(nèi)力同樣采用彎矩二次分配法，由于恒載和活載標(biāo)準(zhǔn)值作用下內(nèi)力也已經(jīng)求出，故在此不再重復(fù)計(jì)算，具體數(shù)據(jù)見內(nèi)力組合表。表4.4水平地震作用內(nèi)力計(jì)算圖4.10水平地震作用彎矩圖(KN·M)圖4.11水平地震作用剪力圖(KN)圖4.12水平地震作用軸力圖(KN)5內(nèi)力組合多種荷載作用在結(jié)構(gòu)上必須考慮荷載組合,依據(jù)不同荷載內(nèi)力計(jì)算結(jié)果,取控制截面進(jìn)行內(nèi)力組合,梁控制截面選取左、右支座和跨中截面,柱取上、下截面.一般列表進(jìn)行(組合過程詳見表5.1和表5.2)按<高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程>(JGJ-2002)規(guī)定，需有無地震及有震兩種組合，次工程考慮如下：無震組合：①S=1.35恒+0.7×1.4活;(以恒載為主)②S=1.2恒+1.4(活+0.6×風(fēng));(以活載為主)③S=1.2恒+1.4(0.7×活+風(fēng));(以活載為主)表5.1梁內(nèi)力組合表層梁跨截面內(nèi)力①②③④⑤1.35①+1.4*0.7②1.2①+1.4（②+0.6*③）1.2①+1.4（0.7*②+③）1.2④+1.3⑤SGKSQKSWKSGESEHK八AB左M-55-15.6?5.1-63?29-89.3-91.8-88.12-112.2V67.519.5±1.477.3±8.02110.2109.5102.07103.13中M47.915.1-55.5-79.4678.6272.27866.54右M73.221.6±3.884±22120121.3114.33129.37V-74-21.7?1.4-85?8-122-121-112.5-112.7BC梁端M-253-78.9?14-292?81-419-426-400.5-455.9V19960.1±3.73229±21.5327.4326302.8302.73中M95.77501330202.7219.8188.34159.84七AB左M-57-17.3?10-65?34-93.2-101-99.26-121.9V65.920.2±3.0776±10.1108.8109.9103.17104.33中M45.316.3-53.5-77.1377.1870.33464.14右M-63-19.4?9-73?30-104-111-107.4-126.5V-68-21?3.1-79?10-113-114-107-107.8BC梁端M-277-80.7?33-317?110-453-473-457.5-524.1V21560.1±8.76245±29.4349349.4329.04332.15中M96.373.201330201.7218187.3159.48六AB左M-56-17.1?17-64?44-92.2-105-107.3-134.2V65.620.1±5.1575.7±13.3108.3111.2105.63108.08中M45.716.3-53.9-77.6777.6670.81464.62右M-64-19.7?16-74?40-106-118-118.3-141V-69-21.1?5.2-79?13-113-116-110.3-112.4BC梁端M-276-80.3?58-316?147-451-492-490.5-570.8V21560.1±15.3245±39.3349354.9338.24344.97中M96.173.201330201.5217.8187.06159.24五AB左M-56-17.1?23-64?48-92.2-110-115.4-139.5V65.620.1±6.9975.7±15.3108.3112.7108.2110.71中M45.716.3-53.9-77.6777.6670.81464.62右M-64-19.7?21-74?49-106-123-126.4-152.2V-69-21.1?7-79?15-113-118-112.9-115BC梁端M-276-80.3?79-316?179-451-510-520.5-612.3V21560.1±21.1245±47.8349359.7346.25356.02中M96.173.2-133-201.5217.8187.06159.24續(xù)表5.1梁內(nèi)力組合表層梁跨截面內(nèi)力①②③④⑤1.35①+1.4*0.7②1.2①+1.4（②+0.6*③）1.2①+1.4（0.7*②+③）1.2④+1.3⑤SGKSQKSWKSGESEHK四AB左M-56-17.1?27-64?57-92.2-114-121.7-151.4V65.620.1±8.5575.7±18.1108.3114110.39114.3中M45.716.3-53.9-77.6777.6670.81464.62右M-64-19.7?27-74?57-106-127-133.9-163V-69-21.1?8.6-79?18-113-119-115.1-118.6BC梁端M-276-80.3?99-316?209-451-527-548.1-651.7V21560.1±26.3245±55.8349364.1353.58366.48中M96.173.201330201.5217.8187.06159.24三AB左M-56-17.1?32-64?61-92.2-118-129.1-156.4V65.620.1±10.275.7±19.3108.3115.5112.75115.83中M45.716.3-53.9-77.6777.6670.81464.62右M-64-19.7?32-74?61-106-132-141.4-167.7V-69-21.1?10-79?19-113-121-117.5-120.2BC梁端M-276-80.3?118-316?223-451-543-575.6-668.9V21560.1±31.5245±59.4349368.5360.92371.11中M96.173.201330201.5217.8187.06159.24二AB左M-56-17.6?33-65?58-93-120-130.7-153.1V65.720.1±10.775.8±19108.4116113.53115.63中M45.816.3-54-77.877.7870.93464.74右M-64-19.6?35-74?62-105-133-144.1-168.9V-69-21.1?11-79?19-113-121-118-119.7BC梁端M-276-80.4?127-317?228-452-551-588-675.9V21560.1±33.8245±60.7349370.4364.11372.86中M96.173.201330201.5217.8187.06159.24一AB左M-54-16.4?45-62?72-89.2-125-143.6-168.3V64.719.8±14.174.6±23.7106.7117.2116.73120.27中M45.116.1-53.2-76.6676.6669.89863.78右M-67-20.7?44-78?77-111-147-162.5-193.3V-70-21.4?14-80?24-115-125-124.2-127.1BC梁端M-274-79.6?161-313?283-447-575-632.3-744.4V21560.1±43.1245±75.6349378.2377.05392.16中M97.473.801340203.8220.2189.2161.16有震組合:S=1.2×重力荷載代表值+1.3×水平地震作用值得注意的是，一般情況下梁端部下截面正彎矩在跨中鋼筋不彎起、不截?cái)鄷r(shí)，跨中配筋可滿足抵抗端部正彎矩。對于水平荷載較大情況下，端部正彎矩可能于跨中正彎矩，此時(shí)尚需考慮梁端下截面正彎