土木工程畢業(yè)設計計算書

武漢科技大學本科畢業(yè)設計-PAGE98–1工程概況1.1建設項目名稱：龍巖第一技校學生宿舍1.2建設地點：龍巖市某地1.3建筑類型：八層宿舍樓，框架填充墻結構，基礎為柱下獨立基礎，混凝土C30。1.4設計資料：1.4.1地質(zhì)水文資料：由地質(zhì)勘察報告知，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：地基承載力標準值fak=210Kpa,土層厚0.5-1.5米亞粘土：地基承載力標準值fak=300Kpa,土層厚1.5-5.6米1.4.2氣象資料：全年主導風向：偏南風夏季主導風向：東南風冬季主導風向：西北風基本風壓為：0.35kN/m2（c類場地）1.4.3抗震設防要求：七度三級設防1.4.4建設規(guī)模以及標準：1建筑規(guī)模：占地面積約為1200平方米，為8層框架結構。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結構布置方案及結構選型2.1結構承重方案選擇根據(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、柱布置參見結構平面圖，如圖2.1所示。2.2主要構件選型及尺寸初步估算2.2.1主要構件選型（１）梁﹑板﹑柱結構形式：現(xiàn)澆鋼筋混凝土結構圖2.1結構平面布置圖（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）基礎采用：柱下獨立基礎2.2.2梁﹑柱截面尺寸估算橫向框架梁:中跨梁（BC跨）：因為梁的跨度為7500mm，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）可取：b×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=6027KN=2\*GB3②按軸壓比驗算: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確定結構計算簡圖2.3.1三個假設：=1\*GB3①平面結構假定：認為每一方向的水平力只由該方向的抗側力結構承擔，垂直于該方向的抗側力結構不受力；=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計算簡圖根據(jù)結構平面布置圖,選定第5軸線作為計算單元.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框架計算簡圖如圖2.3所示圖2.2框架計算單元2.4梁﹑柱慣性矩,線剛度,相對線剛度計算2.4.1梁﹑柱慣性矩計算計算梁截面慣性矩時，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=1.87×106E柱：iD1D0=1.08×1010E/5300=2.04×106EiC1C0=2.64×1010E/5300=4.98×106EiD7D8=1.08×1010E/3000=3.6×106EiC7C8=2.64×1010E/3000=8.8×106E2.4.3梁﹑柱相對線剛度計算取iD1D0值作為基準值1.算得梁﹑柱的相對線剛度標于圖2.3中。3.荷載標準值計算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（走廊板按單向板計算）樓面荷載分配按雙向板進行等效分配短向分配：5aq/8(3.1)長向分配：(3.2)頂層：（走廊板按單向板計算）邊跨框架梁自重0.30.525=3.75kN/m梁側粉刷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作用在標準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，僅列結果如下：標準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算方法：每層柱分為上下兩個截面，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、樓面結構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=1667.86++1356..12=15523.988KNF12=15233.98+447.7=11571.668KN2中跨頂層：連系系梁自重qL14=qL15=qLL18=qL19=0.330.625==4.5kkN/m梁側粉刷2（0.6-00.1）0.02177=0.344kN/mmqA4=qB4=qG1=qH1=5.6660.53.99=11.004kN//m(峰值)則等效均布荷載為為q=5aq/8==511.004/8=66.9kNN/mqE1=qF2==qC1=qD2=5.6660.52.555=7.222kN/mm(峰值)則等效均布荷載為為q===5.933kN/m所以，作用在中跨跨柱頂?shù)募兄泻奢d為F81=（4.84++6.9+55.93）7.82/22+（6.3+22.55）3.05//2+4.1152.555/2+9..256.33/2=1885.75KKN作用在邊跨跨柱底的集中中荷載為F82=185..75+422.2=2227.95KKN七層：連系梁自重重qL8=qL9=qL144=qL15=0.330.625==4.5kkN/m梁側粉刷2（0.6-00.1）0.02177=0.344kN/mm橫向次梁自自重L118=qL19=qL24=qL25=L20=qL21=qL22=qL23=0.250.44525=22.81kNN/m梁側粉刷2（0.45--0.1）0.02177=0.244kN/m橫向次梁上上橫墻自重0.22（3-0.445）8=4.008kN/mm墻面粉刷2（3-0.445）0.02177=1.733kN/mqA4=qB4==qG1=qH1=3.5550.53.99=6.922kN/m((峰值)則等效均布荷載為為q=5aq/8==56.922/8=4..33kN//mqE1=qF2=qC1=qD2=3.5550.52.555=4.553kN/mm(峰值)則等效均布荷載為為q===3.722kN/m所以，作用在中跨跨柱頂?shù)募兄泻奢d為FF71=(4..84+4..33+3..72)7..82/2++（6.3+22.55）8.86//2+2.8832.555/2+5..86.3//2+2422=161..63+2227.95==389.558KN作用在邊邊跨柱底的集集中荷載為FF72=389..58+422.2=4331.78KKN同理可算得其余各各層柱集中荷荷載，在此不不再贅述，僅僅列結果如下下六層F61=1661.63++431.778=5933.41KNNF62=593..41+422.2=6335.61KKN五層F51=1661.63++635.661=7977.24KNNF52=797..24+422.2=8339.44KKN四層F41=1661.63++839.444=10000.74KKNF42=10000.74+442.2=11042.994KN三層F31=1661.63++1042..94=12204.244KNF32=12044.24+442.2=11246.444KN二層F21=1661.63++1246..44=14408.077KNF22=14088.07+442.2=11450.227KN一層F11=1661.63++1450..27=16611.9KKNF12=16111.9+744.5=16686.4KKN恒載作用受荷簡圖圖如圖3.1所示3.2活荷載載查荷載規(guī)范：樓面面均布活荷載載標準值為2.0KNN/m2,上人屋面均均布活荷載標標準值為2.0KNN/m2。3.2.1作用在在框架梁上的的活荷載1作用在框架架梁上的均布布活荷載qL1=qL5==2.00..53.92=77.8kN//m(峰值)則等效均布荷載為為圖3.1恒載作作用受荷簡圖圖q===6..54KN//mqL2=qL4==2.00..52.5552=5.11kN/m((峰值)則等效均布荷載為為q=5aq/8==55.1//8=3.119kN/mm2作用在框架架梁上的集中中活荷載qE3=qF4==qC3=qD4=2.00..52.555=5.1kkN/m(峰值)則等效均布荷載為為q===4.0KKN/mqI1=qI2==qK1=qK2=2.00..52.4==2.4kNN/m（均值）qCC2=qE2=qF1=qD3=2.00..52.555=2.555kN/m（峰值）則等效均布荷載為為q=5aq/8==52.555/8=1..59kN//m所以集中荷載為F=［1.592.555/(22))+2.47.88/2+4..07.8//2］2=51.95KNN3.2.2作用在在框架柱上的的集中活荷載載邊跨qA2==qB2=qG3=qH3=2.00..53.9==3.9kNN/m（峰值）則等效均布荷載為為q=5aq/8==53.9//8=2.444kN/mmqA33=qB3=qG2=qH2=2.00..53.9==3.9kNN/m（峰值）則等效均布荷載為為q==3.27kN/m所以，作用在邊跨跨柱子上的集集中活載為FA=FD==2.4477.82/22+3.2776.32/((22)=229.33KKN2中跨qA44=qB4=qG1=qH1=2.00..53.9==3.9kNN/m（峰值）則等效均布荷載為為q=5aq/8==53.9//8=2.444kN/mmqqC1=qE1=qF2=qD2=2.00..52.555=2.555kN/m（峰值）則等效均布荷載為為q==2.09kkN/m所以，作用在邊跨跨柱子上的集集中活載為FBB=FC=(2.444+2.009)7.88+1.5992.55//2+3.2276.3//2=47..66KN活載作用受荷簡圖圖如圖3.2所示圖3.2活載作作用受荷簡圖圖3.3風荷載載風壓標準值計算公公式為：w=βZμSμZω0本地區(qū)基本本風壓為：w0=0.355地面粗糙類別為CC類；風振系系數(shù)：βZ=1+Hi/Hξγ/μZ(3.3)表3.1層次12345678Hi（第i層距離離室外地面的的高度）4.87.810.813.816.819.822.825.8H總=30.9mB≈58mH/B≈0.5查表：脈動影響系系數(shù)γ=0.400表3.2離地面高度（m）z4.87.810.813.816.819.822.825.8風壓高度系數(shù)μZZ0.740.740.740.740.7760.8360.8850.933結構基本周期：==0.41((3.4)ω0=0.350.662=0.222kN/mm2(3.5)ω0T2=0.220.4412=0.044((3.6)查表得：脈動增大大系數(shù)ξ=1.177βZ=1+Hi/Hξξγ/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)∵結構高度H=255.8<300m,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（受受荷面與計算算單元同）8層：FW8K=7..8(3.0/22+1.5))0.64==14.988KN7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=22KKN3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..80.43.00/2+3..60.3884.8=118.91KN風荷載受荷簡圖如如圖3.3所示圖3.3風載作作用受荷簡圖圖3.4地震荷荷載3.4.1重力荷荷載代表值計計算所謂重力荷載代表表值是指的一一個變形縫范范圍內(nèi)樓層所所有恒載與活活荷載標準值值的組合值，即恒載＋0..5活載,具體計算結結果如下:1恒載屋面重力值值：G面=5.666（3.06.55+7.87720.1--2.17..8-7.886.75--36.3）=55155KN樓板重力值值：G板=3.555（3.06.55+7.87720.1--2.17..8-7.886.75--36.3）=34599K梁重力值：G1==0.40..756.55259+0..30.56.332517+00.30.667.82536+0.330.63425+0..30.67.88255+0..250.4458.8552513+((20.0226.59+220.026..317+220.027..836+220.0234+20..027.885+20.0028.85513)17==3073KKN柱重力值值：G上柱=2717++42.2118+0.2250.25525312=12256KNG底柱柱=47.7717+744.518++0.2500.252555.312==2218KKN突出屋面部分板自自重：G2=6.7557.8=552.65KKN樓梯自重：樓梯間間荷載近似取取為樓面荷載載的1.5倍，即q=3.5551.5==5.3KNN/m2為了安全起起見取大值，可可取q=6KNN/m2，則樓梯自自重為G梯=6(3.06..3+7.886.75++3.06..3)=5442.7KNN墻重力值：G女兒兒墻=（220.1++32+7..852+2.112+7.883）3=4555.4KN標準層墻重：G33=0.2551.2858.0332+0.330.256..382+0.22537.58+0.258332.12+00.251..27.58+00.238(58.033-15)22+0.25583(3+2.443)+0..23817.7122=19366KNG標門窗=0.411.258..032+00.12.111.0(152+1222)=677KNG墻=0..251.55858.033+0.2554.5820.12++0.24..5813.886=11332KNG底門窗=0.422.658..03+0..43.858..03=1448KNG突柱=0.2500.255..42512=1101KNG突墻=0.2555.46.77528+0.2255.42.778+0.2255.42.448+0.255.488.858++0.2555.46.338+0.2255.47.888=4499KN2活荷載Q==2.0(313.8++20.177.85+77.8211.255+4.866.3)=22062KNNQ突突板=2.00(7.86.775+36..3)=1443KN3重力荷載代代表值G8=G面+GG梁+G上柱/2+G標墻/2+QQ/2+GG女兒墻+（G2+G突墻+G突柱+Q突板/2）3=55515+30073+12256/2++455.44+19366/2+20062/2++（52.655+101++449+1143/2）=12733KNNG7=G板+G梁+G上柱+G標墻+Q/22=34559+30773+12556+19336+20662/2=110755KKNG2=G3=G4=GG5=G6=G7=107555KNG1=G板+G梁+G上柱/2+GG底柱/2+GG標墻/2+GG底墻/2+QQ/2=34559+30773+12556/2+22218/22+19366/2+11132/2++2062//2=108834KN3.4.2柱抗側側移剛度D的計算1橫梁線剛度度為了簡化計算，框框架梁截面慣慣性矩增大系系數(shù)取1.2AB、CD跨：kb=iC8D8×11.2=5××1053104×1.2==18109N·mmBC跨：kb=iiB8C8×1.2==18.7××1053104×1.2==67.31109N·mmm2柱的線剛度度邊柱：底層：kkc=20.441053104=61.22109N·mm其它層：kc==361053104=1081009N·mm中柱：底層：kkc=49.881053104=149..4109N·mm其它層：kc==881053104=2641009N·mm3框架柱的側側移剛度D值表3.522～8層D值的計算Dk=∑kb/2kkcα=k/(2+k))D=12αkc//h2邊柱A、D0.1670.07711088中柱B、C0.3230.13948928表3.6底底層D值的計算Dk=∑kb/2kkcα=k+0.5/((2+k)D=12αkc//h2邊柱A、D0.2940.3469046中柱B、C0.5710.416265504計算框架自自振周期各層D值匯匯總（見表3.7）表3.7各層層D值匯總D值值/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=17=11537822中柱B、C軸4892818==88070042655018==4779000∑D（KN/m）1069200631682按頂點位移法計算算，考慮輕質(zhì)質(zhì)砌塊墻對框框架剛度的影影響，取基本本周期調(diào)整系系數(shù)α0=0.8，計算公式式為1=1.7α0,式中△T為頂點橫向向框架頂點位位移計算位移移。按D值法計算。見見表3.85水平地震作作用標準值和和位移的計算算多遇地震作用下，設設防烈度為7度，查表αmax=0..08.龍巖市反應應譜特征周期期查表Tg=0..35s,TTg＜T1＜5Tg∴(3.9)6水平地震作用計算算因為T1=0.88s＞11.4Tg==1.40..35=0..49s.尚需考慮頂頂部附加水平平地震作用。δn=0.08T11+0.077=0.0880.88++0.07==0.1400(3.10))結構總水平地震作作用標準值：：Fek=α1Geq=00.03400.85888097=22546KNN((3.11))頂部附加的集中水水平地震作用用為：ΔFn=δn·Fek=0.11425466=356KKN(3..12)表3.88橫向框架頂頂點位移計算算層次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==0.88ss((3.13))(3.14)=108345..3+107755(8.3+111.3+114.3+117.3+220.3+223.3)++12733326.3=14227900.9KN同理：F2=1334KNF3=182KKNF4=231KKNF55=279KKNF66=327KKNF77=376KKNFF8=423KKNF88＇=875KKNFi,Vi和△ue的的計算（見表表3.9）表3.9Fi,Vi和△ue的計算層次87654321Fi(KN)87537632727923118213486Vi(KN)8751291157818572088227024042490∑D(KN/m)1069200106920010692001069200106920010692001069200631682△ue(m)0.00070.00110.00140.00160.00190.0020.00220.0038應將地震作用按柱柱剛度轉(zhuǎn)化為為計算單元的的那一榀框架架,轉(zhuǎn)化后地震震作用下框架架計算簡圖如如圖3.4所示。4內(nèi)力分析作用于框架上的荷荷載總的分為為兩大類型,即水平作用用和豎向作用用,對豎向作用用可不考慮框框架的側移,故可采用彎彎矩二次分配配法計算;水平作用考考慮框架節(jié)點點轉(zhuǎn)動,采用D值法分析,各種作用的的內(nèi)力計算分分述如下:4.1恒載作作用下的內(nèi)力力計算4.1.1固端彎彎矩計算1恒荷載作用用下框架梁兩兩端的固端彎彎矩由于結構和荷載都都對稱，故可可取半結構進進行內(nèi)力計算算，如圖4.1所示AB跨：八層MAB=-qll2/12=--22.522×6.32/12=--74.5KKN·m((4.1)MBA=qll2/12=222.52××6.32/12=774.5KNN·m(4.2)圖3.4水平地地震作用受荷荷簡圖圖4.1恒載作作用計算簡圖圖一～七層MAB=-ql22/12=--21.322×6.32/12=--70.5KKN·mMBA=ql2//12=211.32×6.32/12=770.5KNN·mBE跨：八層MC8＇E8＇＇＝－7.943..752/3-1446.1522.55(23.75--2.55))/(23..75)＝－283.2KN··mME8＇C8＇＇＝－7.943..752/6-1446.1511.22/(23.775)＝-46.77KN·mMC8＇＇＇E8＇＇＝－22.355KN·mMME8＇＇C8＇＇＝6.65KKN·m∴MC8E8＝MMC8＇E8＇+MC8＇＇E8＇＇＝－305.555KN·mmMME8C8＝ME8＇C8＇+MEE8＇＇C8＇＇＝-40.005KN·mm利用《結構力學》知知識，分別求求出了每層每每根梁在恒荷荷載作用下梁梁兩端的固端端彎矩，然后后（注意考慮慮節(jié)點的偏心心彎矩）進行行疊加，總的的固端彎矩標標注于表4.1中。4.1.2節(jié)點分分配系數(shù)計算算μA8B8==0.1124(4.3)μA8A7==0.8876(4.4)其余分配系數(shù)見表表4.14.1.3彎矩分分配、傳遞具體計算可在表中中進行，計算算過程和結果果參見表4.1。4.1.4畫內(nèi)力力圖根據(jù)計算結果先畫畫出各桿件彎彎矩圖，如圖圖所示，括號號里彎矩值為為框架梁在恒恒荷載作用下下經(jīng)過調(diào)幅（調(diào)調(diào)幅系數(shù)取0.85）后的彎矩,其中跨中彎彎矩是根據(jù)等等效均布荷載載作用下由平平衡條件計算算所得。桿件件彎矩求出后后，按力的平平衡可求出剪剪力和軸力，恒恒荷載作用下下的框架彎矩矩圖如圖4.2所示，剪力力圖和軸力圖圖如圖4.3所示。表4.1恒恒載作用下內(nèi)內(nèi)力計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恒載載作用下內(nèi)力力計算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恒載載作用下內(nèi)力力計算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：表格中方框里里數(shù)據(jù)為節(jié)點點彎矩。恒荷載作用下框架架梁的跨內(nèi)最最大彎矩和梁梁兩端剪力以八層AB跨框架架梁為例：設設最大彎矩截截面距A端Xm,則有由QAA8B8×6.3-664.5-222.52××6.32/2+866.1=0(4.5)＝＞QA8B8=667.5KNN(方向與圖中中標示相同，即即順時針方向向)＝＞QB8A8=774.4KNN(方向與圖中中標示相同，即即順逆針方向向)從而又有222.52*XX=67.55＝＞X=3.0mm(4.6)所以Mmax=667.5×3-64..5-22..52×3.02/2=366.7KN··m(梁下側受拉)(4.7)4.2活荷載載作用下的內(nèi)內(nèi)力計算4.2.1固端彎彎矩計算1活荷載作用用下框架梁兩兩端的固端彎彎矩由于結構和荷載都都對稱，故可可取半結構進進行內(nèi)力計算算，如圖4.4所示圖4.22恒載作用彎彎矩圖(KN·M))圖4.3恒載作作用內(nèi)力圖圖4.4活載作作用計算簡圖圖AB跨：一～八層MAB=-qql2/12=--6.54××6.32/12=--21.6KKN·m,MBAA=ql2/12=66.54×6.32/12=221.6KNN·m具體計算過程、方方法同恒載,利用≤結構力學≥知識,分別求出每每層每根梁在在不同荷載形形式作用下梁梁兩端的固端端彎矩,然后進行疊疊加,總的固端彎彎矩標于表4.2中.4.2.2節(jié)點分分配系數(shù)計算算μA8B8==0.1124μA8A7==0.8776其余分配系數(shù)見表表4.24.2.3彎矩分分配、傳遞具體計算可在表中中進行，計算算過程和結果果參見表4.2表4.2活載作用下下內(nèi)力計算 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活載作用下下內(nèi)力計算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)據(jù)為節(jié)點彎矩矩4.2.4畫畫內(nèi)力圖根據(jù)計算結果先畫畫出各桿件彎彎矩圖，如圖圖所示，括號號里彎矩值為為框架梁在活活荷載作用下下經(jīng)過調(diào)幅（調(diào)調(diào)幅系數(shù)取0.85）后的彎矩,其中跨中彎彎矩是根據(jù)等等效均布荷載載作用下由平平衡條件計算算所得。桿件件彎矩求出后后，按力的平平衡可求出剪剪力和軸力，活活荷載作用下下的框架彎矩矩圖如圖4.5、剪力圖和和軸力圖如圖圖4.6所示。圖4.5活載作作用彎矩圖(KN·M))圖4.6活載作作用內(nèi)力圖4.3風荷載載作用下的內(nèi)內(nèi)力計算風荷載內(nèi)力計算可可采用D值法，其過過程和結果見見表4.3,風荷載作用用下彎矩圖見見圖4.7，剪力圖4.8，軸力圖見見圖4.9。表4.3風荷載載內(nèi)力計算圖4.7風載作作用彎矩圖(KN·M))圖4.8風載作作用剪力圖(KN)圖4.9風載作作用軸力圖(KN)4.4水平地地震作用下的的內(nèi)力計算水平地震作用內(nèi)力力計算可采用用D值法，其過過程和結果見見表4.4,水平地震作用用下彎矩圖見見圖4.10，剪力圖見見圖4.11，軸力圖見見圖4.12。4.5重力荷荷載代表值作作用下的內(nèi)力力計算前述，重力荷載代代表值為恒載載和活載組合合值，屬于豎豎向荷載作用用，計算內(nèi)力力同樣采用彎彎矩二次分配配法，由于恒恒載和活載標標準值作用下下內(nèi)力也已經(jīng)經(jīng)求出，故在在此不再重復復計算，具體體數(shù)據(jù)見內(nèi)力力組合表。表4.4水平地地震作用內(nèi)力力計算圖4.10水平平地震作用彎彎矩圖(KN·M))圖4.11水平平地震作用剪剪力圖(KN)圖4.12水平平地震作用軸軸力圖(KN)5內(nèi)力組合多種荷載作用在結結構上必須考考慮荷載組合合,依據(jù)不同荷荷載內(nèi)力計算算結果,取控制截面面進行內(nèi)力組組合,梁控制截面面選取左、右右支座和跨中中截面,柱取上、下下截面.一般列表進進行(組合過程詳詳見表5.1和表5.2)按<高層建筑混凝土結結構技術規(guī)程程>(JGJJ-20022)規(guī)定，需有有無地震及有有震兩種組合合，次工程考考慮如下：無震組合：①S=1.335恒+0.7××1.4活;(以恒載為主)②S=1.2恒+11.4(活+0.6×風);(以活載為主)③S=1.2恒+11.4(0..7×活+風);(以活載為主)表5.1梁內(nèi)力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+1.44（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+1.44（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=1.22×重力荷載代代表值+1.3×水平地震作作用值得注意的是，一一般情況下梁梁端部下截面面正彎矩在跨跨中鋼筋不彎彎起、不截斷斷時，跨中配配筋可滿足抵抵抗端部正彎彎矩。對于水水平荷載較大大情況下，端端部正彎矩可可能于跨中正正彎矩，此時時尚需考慮梁梁端下截面正正彎矩組合，其其組合表達式式為：S=1.33MEK-1.00MGE。表5.2柱內(nèi)內(nèi)力組合表層柱位截面內(nèi)力①②③④⑤1.35*①+11.4*0..7*②1.2*①+1..4*（②+0.6*③）1.2*①+1..4*（0.7*②+③）1.2*④+1..3*⑤SGKSQKSWKSGESEHK∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN八A上M36.513.3±5.143.2±28.662.362.349.366