西界娛樂城框架設(shè)計-土木工程專業(yè)畢業(yè)設(shè)計-畢業(yè)設(shè)計論文

西界娛樂城框架設(shè)計***************畢業(yè)設(shè)計(論文)結(jié)構(gòu)平面布置圖2、主要構(gòu)件尺寸的初步確定（1）主梁：框架梁跨度為8000mm,9000mm取跨度較大的進行計算：取取框架梁截面尺寸為：次梁：次梁跨度取9000mm取取次梁截面尺寸為：（2）框架柱：框架柱采用C30混凝土，截面尺寸的選定，是通過其軸壓比限值實現(xiàn)的，相關(guān)公式如下：≥其中，n為驗算截面以上樓層層數(shù)，G為折算在單位建筑面積上的重力荷載代表值，框架結(jié)構(gòu)近似取13kN/m2，A為按簡支狀態(tài)計算柱的負(fù)載面積，為考慮地震作用組合后柱軸壓力增大系數(shù)，通常邊柱取1.3，不等跨內(nèi)柱取1.25，等跨內(nèi)柱取1.2?？拐鸬燃壢壍目蚣芙Y(jié)構(gòu)軸壓比μ=0.85，主體結(jié)構(gòu)邊柱負(fù)荷面積是8000mm×9000mm邊柱、中柱均取700mm×700mm。（3）板厚度確定樓蓋及屋蓋采用C30現(xiàn)澆混凝土板，h==90mm，取100mm。3、框架結(jié)構(gòu)計算簡圖：框架結(jié)構(gòu)計算簡圖，取頂層柱的形心線作為框架柱的軸線，梁軸線取至板頂，室內(nèi)外高差為0.9m，底層柱高從基礎(chǔ)頂取至一層板板頂，即4.2+0.5+0.9=5.6m。二至五層即為層高3.6m。考慮現(xiàn)澆板對梁的有利作用，邊跨梁取Ib=1.5I0，中跨梁取Ib=2.0I0（I0為不考慮樓板翼緣作用的梁截面慣性矩）。C30的混凝土Ec=由于CD、DE跨梁均屬邊跨梁：2~6層柱：底層柱：框架結(jié)構(gòu)計算簡圖第二章結(jié)構(gòu)荷載計算計算單元如下圖示計算單元2.1恒荷載計算恒荷載計算：1、屋面框架梁面荷載標(biāo)準(zhǔn)值：20mm厚小瓷磚層：25×0.02=0.50KN/㎡三氈四油屋面防水層0.40KN/㎡20mm厚1:3水泥砂漿找平層：20×0.02=0.40KN/㎡60mm厚水泥蛭石板保溫層5×0.06=0.30KN/㎡80mm厚水泥爐渣找坡：12×0.08=0.96KN/㎡20mm厚1:3水泥砂漿找平層：20×0.02=0.40KN/㎡100mm厚現(xiàn)澆鋼筋混凝土板25×0.10=2.50KN/㎡15mm厚紙筋石灰抹底16×0.015=0.24KN/㎡合計5.70KN/㎡2、樓面框架面荷載標(biāo)準(zhǔn)值：10mm厚水磨石地面28×0.01=0.28KN/㎡20mm厚1:3水泥砂漿找平層20×0.02=0.40KN/㎡100mm厚現(xiàn)澆鋼筋混凝土板：25×0.10=2.50KN/㎡15mm厚紙筋石灰抹底：16×0.015=0.24KN/㎡合計3.42KN/㎡3、作用在頂層框架梁的恒荷載（線荷載）CD、DE邊跨梁梁自重0.3×0.8×25=6.00KN/m粉刷（兩面）總重6.48KN/m作用在頂層框架邊跨梁上的線荷載：5.70KN/m2×9m=51.30KN/m；作用在中間層框架邊跨梁上的線荷載：3.42KN/m2×9m=30.78KN/m；、作用在中間層框架梁上的線荷載:AB、DE梁自重以及梁側(cè)粉刷：6.48KN/m邊跨填充墻的自重：墻面粉刷：合計18.29KN/m屋面框架節(jié)點集中荷載標(biāo)準(zhǔn)值邊柱連系梁自重：梁側(cè)粉刷：女兒墻自重：女兒墻粉刷：連系梁傳來屋面自重：頂層邊節(jié)點集中荷載合計：頂層中節(jié)點集中荷載合計：樓面框架節(jié)點集中荷載標(biāo)準(zhǔn)值邊柱連系梁自重：48KN梁側(cè)粉刷：3.47KN窗下墻體自重：粉刷：鋁合金窗自重：窗邊墻體自重粉刷：連系梁傳來的樓面自重：中間層邊結(jié)點集中荷載合計：197.65KN中間層中結(jié)點集中荷載：頂層等高梁傳給主梁的集中荷載為：中間層等高梁傳給主梁的集中荷載為：恒荷載作用下計算簡圖(單位:集中力KN,線荷載KN/m)計算時需要進行荷載等效處理：等效公式為：，式中則有則：等效恒荷載作用下結(jié)構(gòu)計算簡圖(單位:集中力KN,線荷載KN/m)2.2活荷載計算由《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2001）查得樓面和屋面活荷載見下表：（《建筑結(jié)構(gòu)荷載規(guī)范》規(guī)定當(dāng)樓面的從屬面積（樓面梁所承擔(dān)的樓面荷載范圍的面積）超過一定值（根據(jù)使用功能分別取25㎡或50㎡），計算樓面梁內(nèi)力時應(yīng)該乘以系數(shù)0.9，在這里取偏安全考慮，就沒有取乘以系數(shù)0.9。）活荷載標(biāo)準(zhǔn)值類別荷載標(biāo)準(zhǔn)值（KN/㎡）樓面儲藏室活荷載5.0廁所活荷載2.0客房活荷載2.0餐廳健身房、廚房、會議室4.0樓梯、走廊、門廳、餐廳活荷載2.5屋面不上人屋面活荷載0.5屋面框架梁線荷載標(biāo)準(zhǔn)值：邊跨梁：樓面框架梁線荷載標(biāo)準(zhǔn)值：邊跨：屋面框架節(jié)點集中荷載標(biāo)準(zhǔn)值：邊節(jié)點：；中間結(jié)點：樓面框架節(jié)點集中荷載標(biāo)準(zhǔn)值：邊節(jié)點：；中間節(jié)點：頂層傳給主梁的集中荷載：中間層傳給主梁的集中荷載：等效處理：；；等效活荷載下結(jié)構(gòu)計算簡圖(單位:集中力KN,線荷載KN/m)2.3風(fēng)荷載計算房屋總高度25.4米，小于30米。房屋寬度為66米，高寬比，不需要考慮風(fēng)振的影響,即βz=1.0?；撅L(fēng)壓ω0=0.35kN/m2，B類場地，風(fēng)荷載體型系數(shù)μs=1.3。風(fēng)壓高度變化系數(shù)μz見下表風(fēng)壓高度變化系數(shù)表離地面高度/m50.74100.74150.74200.84250.92301.00的具體值用內(nèi)插法求出各層風(fēng)載見下表：層數(shù)()A（m2）W（KN）61.01.30.8980.3528.811.7751.01.30.840.3532.412.3841.01.30.7680.3532.411.3231.01.30.740.3532.410.9121.01.30.740.3532.410.9111.01.30.740.3541.413.94風(fēng)荷載作用下結(jié)構(gòu)計算簡圖如圖所示：風(fēng)荷載作用下計算簡圖(單位:KN)2.4地震荷載計算1、重力荷載代表值計算計算地震作用時，建筑結(jié)構(gòu)的重力荷載代表值應(yīng)取永久荷載和可變荷載組合值之和，屋面活荷載不考慮其組合值，樓面活荷載組合值系數(shù)取0.5。（計算填充墻時，取梁截面高度均值600mm參與計算）女兒墻重：25×0.3×1.4+17×2×0.02×1.4=11.452KN/m外填充墻重：11.8×0.3+2×0.02×17=4.22KN/m內(nèi)填充墻重：11.8×0.2+2×0.02×17=3.04KN/m300×800梁重：700×700柱重：0.7×0.7×25=12.25KN/m第六層重力荷載代表值：屋面重：（9×9×4+8×9×8×2+8×8×4）×5.70=9872.4KN梁重：5.73×（34×10+18×7+66×5+34×4）=5340.36KN女兒墻重：11.452×（66+34-0.6+9.4×2+8×2-0.6+8×2+7.7×2+31.6）=2251.46KN柱子重：12.25×3.6×39=1719.9KN鋁合金窗重：0.5×(2.4×2.7×41+1.8×2.4×10+1.2×2.4×2)=314.64KN活載：（9×9×4+8×9×8×2+8×8×4）×0.5=866KN填充墻：4.22×[(66.4-0.7×9-2.4×17)+(34.4-5×0.7-2.4×6-1.8×3-1.5)×2+(9.4-0.7×2-2.4×2-1.2)×2+(8-0.7)×4+(8-0.7-1.8×2)×2+(31.6-0.7×3-2.4×8)]+3.04×[(65.8-0.9×12-1.5-0.6×5)+(65.0-0.7×7-1.4×2-7.3-0.9)+6.8×11+6.4×11+(24.8-0.9×5-0.6×2)×2+7.3×2]=1281.97KN重力荷載代表值：21646.73KN第五層重力荷載代表值：（二至四層同第五層）屋面重：1732×5.70=9872.4KN梁重：5340.36KN柱子重：1719.9KN鋁合金窗重：314.64KN活載：1732×2.5=4330KN填充墻：1281.97KN重力荷載代表值：22859.27KN第一層重力荷載代表值：屋面重：1732×5.7=9872.4KN柱子重：12.25×5.6×39=2675.4KN梁重：5340.36KN鋁合金窗重：314.64KN填充墻：1281.97KN活載：4330KN重力荷載代表值：23814.77KN結(jié)構(gòu)等效總重力荷載代表值自震周期計算此建筑物為一般建筑物，場地土壤屬Ⅱ類場地。設(shè)計地震分組為第一組。其抗震設(shè)防烈度為7度?？拐鸬燃墳槿?。橫向地震作用內(nèi)力極端可采用底部剪力法。自震周期按頂點位移計算，考慮填充墻對框架剛度的影響，取基本周期調(diào)整系數(shù)а0=0.7。計算公式為T1=，式中△i為頂點位移（單位為米），按D值法計算：一般層（線剛度為16.67×104KN·m）：，，底層：（線剛度為10.72×104KN·m）：，，從而得知：一般層：；底層：；橫向框架頂點位移計算層次Gi（KN）ΣGi（KN）DiΣGi/Di（m）△i（m）621646.7321646.731667462.940.0130.363522859.2744506.001667462.940.0270.350422859.2767365.271667462.940.0400.323322859.2790224.541667462.940.0540.283222859.27113083.811667462.940.0680.229123814.77136898.58847891.840.1610.1613、橫向地震作用計算此建筑物為一般建筑物，場地土壤屬Ⅱ類場地，設(shè)計地震分組為第一組，其抗震設(shè)防烈度為7度，根據(jù)框架結(jié)構(gòu)的高度h=24.5m〈30m。對于高度不超過40m，質(zhì)量和剛度沿高度分布較均勻的框架結(jié)構(gòu)，可以采用底部剪力法。根據(jù)場地類別和設(shè)計地震分組可以知道，特征周期值Tg=0.35sаmax=0.08。由于T1=0.72s>Tg=0.35，所以頂部附加地震作用系數(shù)δn=0.08T1+0.01=0.068，因Tg<T1=0.72<5Tg=1.75,所以地震影響系數(shù)=。結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值為：FEk=а1Geq=0.042×116363.79=4887.28KN主體結(jié)構(gòu)頂層附加水平地震作用標(biāo)準(zhǔn)值為：△Fn=δnFEk=0.068×4887.28=332.34KN質(zhì)點i的水平地震作用為:Fi=；第三章結(jié)構(gòu)內(nèi)力計算3.1恒荷載下框架的內(nèi)力計算3.1.1二次彎矩分配法計算桿端彎矩二次彎矩分配法計算恒荷載作用下的框架結(jié)構(gòu)內(nèi)力,由于框架結(jié)構(gòu)對稱,荷載對稱,故可取半邊結(jié)構(gòu)計算。構(gòu)計算簡圖具體計算步驟：（1）首先計算框架各桿件的線剛度及分配系數(shù)。（2）計算框架各層梁端在豎向荷載作用下的固端彎矩。（3）計算框架各節(jié)點處的不平衡彎矩，并將每一節(jié)點處的不平衡彎矩同時進行分配并向遠(yuǎn)端傳遞，傳遞系數(shù)為1/2。（4）進行兩次分配后結(jié)束（僅傳遞一次，但分配兩次）。梁、柱轉(zhuǎn)動剛度及相對轉(zhuǎn)動剛度構(gòu)件名稱固轉(zhuǎn)動剛度S相對轉(zhuǎn)動剛度S'框架梁邊跨1.000框架柱底層1.675二至六層2.605頂層各桿的固端彎矩為：中間層各桿的固端彎矩為：采用二次彎矩分配法計算恒荷載作用下的框架結(jié)構(gòu)內(nèi)力，右（左）梁分配彎矩向左（右）梁傳遞，上（下）柱分配彎矩向下（上）柱傳遞，傳遞系數(shù)均為。第一次分配彎矩傳遞后，在進行第二次彎矩分配，各節(jié)點桿件分配系數(shù)見下表：節(jié)點61+2.065=3.065--0.277--0.7235--0.1624--0.1623--0.1622--0.16211+1.675+2.605=5.280--0.189121+1+2.065=4.0650.2170.217--0.566111×2+2.605×2=7.2100.1390.1390.3610.361101×2+2.605×2=7.2100.1390.1390.3610.36191×2+2.605×2=7.2100.1390.1390.3610.36181×2+2.605×2=7.2100.1390.1390.3610.36171×2+2.605+1.675=6.2800.1590.1590.4150.267181+2.605=3.6050.2770.723171+2.605×2=6.2100.162--0.4190.419161+2.605×2=6.2100.162--0.4190.419151+2.605×2=6.2100.162--0.4190.419141+2.605×2=6.2100.162--0.4190.419131+2.605+1.675=5.2800.189--0.4930.317彎矩分配與傳遞見下圖所示。首先將各節(jié)點的分配系數(shù)填在相應(yīng)的方框內(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)點放松，把各節(jié)點不平衡彎矩“同時”進行分配。假定：遠(yuǎn)端固定進行傳遞（不向滑動端傳遞）；右（左）梁分配彎矩向左（右）梁傳遞；上（下）柱分配彎矩向下（上）柱傳遞（傳遞系數(shù)均為1/2）；第一次分配彎矩傳遞后，再進行第二次彎矩分配，然后不再傳遞。上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.7230.2770.2170.5660.2170.2770.723-285.46285.46-285.46285.46206.3979.070.000.000.00-79.07-206.3984.400.0039.540.00-39.540.00-84.40-61.02-23.380.000.000.0023.3861.02229.77-229.77325.000.00-325.00229.77-229.770.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-402.84402.84-402.84402.84168.79168.7965.260.000.000.000.00-65.26-168.79-168.79103.2084.400.0032.630.000.00-32.630.00-103.20-84.40-78.60-78.60-30.390.000.000.000.0030.3978.6078.60193.39174.59-367.97435.470.000.00-435.47367.97-193.39-174.590.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-402.84402.84-402.84402.84168.79168.7965.260.000.000.000.00-65.26-168.79-168.7984.4084.400.0032.630.000.00-32.630.00-84.40-84.40-70.73-70.73-27.350.000.000.000.0027.3570.7370.73182.46182.46-364.93435.470.000.00-435.47364.93-182.46-182.460.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-402.84402.84-402.84402.84168.79168.7965.260.000.000.000.00-65.26-168.79-168.7984.4084.400.0032.630.000.00-32.630.00-84.40-84.40-70.73-70.73-27.350.000.000.000.0027.3570.7370.73182.46182.46-364.93435.470.000.00-435.47364.93-182.46-182.460.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-402.84402.84-402.84402.84168.79168.7965.260.000.000.000.00-65.26-168.79-168.7984.4099.300.0032.630.000.00-32.630.00-84.40-99.30-76.97-76.97-29.760.000.000.000.0029.7676.9776.97176.22191.12-367.34435.470.000.00-435.47367.34-176.22-191.120.4930.3170.1890.1590.4150.2670.1590.1890.4930.317-402.84402.84-402.84402.84198.60127.7076.140.000.000.000.00-76.14-198.60-127.7084.400.0038.070.000.00-38.070.00-84.40-41.61-26.75-15.950.000.000.000.0015.9541.6126.75241.39100.95-342.65440.910.000.00-440.91342.65-241.39-100.9550.480.00-50.48樓面恒荷載按照滿布考慮的，則梁跨中彎矩應(yīng)該乘以1.1放大：彎矩調(diào)幅：邊跨梁彎矩值乘以0.8，跨中彎矩值乘以1.2，框架彎矩圖的括號內(nèi)數(shù)值即調(diào)幅后的彎矩值。恒荷載作用下的框架彎矩圖如下圖所示：恒載作用下彎矩圖（單位：kN·m）3.1.2恒載下剪力、軸力計算梁端剪力可根據(jù)梁上豎向荷載引起的剪力與梁端彎矩引起的剪力相疊加而得：①荷載引起的剪力：V左=V右=q1L1/2②彎矩引起的剪力：V左=-V右=（M左+M右）/L利用桿件彎矩平衡原理，計算恒荷載作用下的剪力：柱的軸力計算：頂層柱頂軸力由節(jié)點剪力和節(jié)點集中力疊加得到，柱底軸力為柱頂軸力加上柱的自重。其余層軸力計算同頂層，但需要考慮該層上部柱的軸力傳遞。軸力計算結(jié)果如下:212.30+214.13=426.43KN;236.62×2+142.67=615.91KN426.43+12.25×3.6=470.53KN;615.91+12.25×3.6=600.01KN470.53+201.31+197.65=869.49KN;600.01+216.31×2+106.19=1198.82KN869.49+12.25×3.6=913.59KN1198.82+12.25×3.6=1242.92KN913.59+200.97+197.65=1312.21KN1242.92+216.65×2+106.19=1782.41KN1312.21+12.25×3.6=1356.31KN1782.41+12.25×3.6=1826.51KN1356.31+200.97+197.65=1754.93KN1826.51+216.65×2+106.19=2366.00KN1754.93+12.25×3.6=1799.03KN2366.00+12.25×3.6=2410.10KN1799.03+201.24+197.65=2197.92KN2410.10+216.38×2+106.19=2949.05KN2197.92+12.25×3.6=2242.02KN2949.05+12.25×3.6=2993.15KN2242.02+197.89+197.65=2637.56KN2993.15+219.73×2+106.19=3538.8KN2637.56+12.25×5.6=2706.16KN3538.8+12.25×5.6=3582.9KN恒載下梁剪力圖、柱軸力圖（單位：KN）3.2活荷載下框架的內(nèi)力計算3.2.1活荷載下二次彎矩分配法計算桿端彎矩活荷載作用下用二次彎矩分配法計算桿件彎矩計算方法同恒載計算方法相同梁端固端彎矩頂層各桿的固端彎矩為：中間層各桿的固端彎矩為：彎矩分配與傳遞見下圖所示。首先將各節(jié)點的分配系數(shù)填在相應(yīng)的方框內(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)點放松，把各節(jié)點不平衡彎矩同時進行分配。假定：遠(yuǎn)端固定進行傳遞；右（左）梁分配彎矩向左（右）梁傳遞；上（下）柱分配彎矩向下（上）柱傳遞（傳遞系數(shù)均為1/2）；第一次分配彎矩傳遞后，再進行第二次彎矩分配，然后不再傳遞。活荷載作用下的彎矩分配與傳遞如下圖:上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.7230.2770.2170.5660.2170.2770.723-21.2021.20-21.2021.2015.335.870.000.000.00-5.87-15.3322.220.002.940.00-2.940.00-22.22-16.07-6.150.000.000.006.1516.0721.48-21.4824.140.00-24.1421.48-21.480.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-106.04106.04-106.04106.0444.4344.3317.180.000.000.000.00-17.18-44.33-44.337.6722.220.008.590.000.00-8.590.00-7.67-22.22-12.52-12.25-4.840.000.000.000.004.8412.5212.5239.5854.13-93.70114.630.000.00-114.6393.70-39.58-54.130.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-106.04106.04-106.04106.0444.4344.4317.180.000.000.000.00-17.18-44.43-44.4322.2222.220.008.590.000.00-8.890.00-22.22-22.22-18.62-18.62-7.20.000.000.000.007.218.6218.6248.0348.03-96.06114.630.000.00-114.6396.06-48.03-48.030.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-106.04106.04-106.04106.0444.4344.4317.180.000.000.000.00-17.18-44.43-44.4322.2222.220.008.590.000.00-8.590.00-22.22-22.22-18.62-18.62-7.20.000.000.000.007.218.6218.6248.0348.03-96.06114.630.000.00-114.6396.06-48.03-48.030.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-106.04106.04-106.04106.0444.4344.4317.180.000.000.000.00-17.18-44.43-44.4322.2226.140.008.590.000.00-8.590.00-22.22-26.14-20.26-20.26-7.830.000.000.000.007.8320.2620.2646.3950.31-96.69114.630.000.00-114.6396.69-46.39-50.310.4930.3170.1890.1590.4150.2670.1590.1890.4930.317-106.04106.04-106.04106.0452.2833.6120.040.000.000.000.00-20.04-52.28-33.6122.220.0010.020.000.00-10.020.00-22.22-10.95-7.04-4.200.000.000.000.004.2010.957.0463.5526.57-90.2116.060.000.00-116.0690.2-63.55-26.5713.290-13.29單位：KN·m活載作用下框架彎矩圖（單位：KN·m）3.2.2活載下框架剪力及軸力計算梁端剪力可根據(jù)梁上豎向荷載引起的剪力與梁端彎矩引起的剪力相疊加而得：①荷載引起的剪力：V左=V右=q1L1/2②彎矩引起的剪力：邊跨：V左=-V右=（M左+M右）/L剪力和軸力計算結(jié)果如下：軸力計算：活荷載下梁剪力、柱軸力圖（單位：kN·m）3.3風(fēng)荷載下框架的內(nèi)力計算內(nèi)力計算采用D值法a值及相應(yīng)的K值的計算公式樓層簡圖Kα一般層α=底層α=各層柱子的D值：一般層700×700柱子的D值計算：邊柱：k=α=D=α×中柱：k=α=D=α×底層700×700柱子的D值計算：邊柱：k=α=D=α×中柱：k=α=D=α×各層柱D值及每根柱分配的剪力 654321C柱2.4852.4852.4852.4852.4851.731D柱4.2764.2764.2764.2764.2762.174E柱2.4852.4852.4852.4852.4851.7319.2469.2469.2469.2469.2465.636層間剪力11.7712.3811.3210.9110.9113.94C柱剪力3.333.042.932.934.28D柱剪力5.725.245.055.055.38E柱剪力3.333.042.932.934.28柱底至反彎點的高度y可以由下式計算：y=(y0+y1+y2+y3)，其中y0為標(biāo)準(zhǔn)反彎點高度比，為上下梁剛度比變化時的反彎點高度比修正系數(shù)，、是柱上下層高度變化時的反彎點高度比修正系數(shù)。各層柱反彎點高度比計算層數(shù)6n=6;j=65n=6;j=54n=6;j=43n=6;j=32n=6;j=21n=6;j=1C柱K=0.384y0=0.184α1=1y1=y2=y3=0y=y0=0.184K=0.384y0=0.292α1=1y1=y2=y3=0y=y0=0.292K=0.384y0=0.35α1=1y1=y2=y3=0y=y0=0.35K=0.384y0=0.442α1=1y1=y2=y3=0y=y0=0.442K=0.384y0=0.508α1=1y1=y2=y3=0y=y0=0.508K=0.597y0=0.702α1=1y1=y2=y3=0y=y0=0.702D柱K=0.768y0=0.3α1=1y1=y2=y3=0y=y0=0.3K=0.768y0=0.4α1=1y1=y2=y3=0y=y0=0.4K=0.768y0=0.434α1=1y1=y2=y3=0y=y0=0.434K=0.768y0=0.45α1=1y1=y2=y3=0y=y0=0.45K=0.768y0=0.5α1=1y1=y2=y3=0y=y0=0.5K=1.194y0=0.631α1=1y1=y2=y3=0y=y0=0.631E柱K=0.384y0=0.184α1=1y1=y2=y3=0y=y0=0.184K=0.384y0=0.292α1=1y1=y2=y3=0y=y0=0.292K=0.384y0=0.35α1=1y1=y2=y3=0y=y0=0.35K=0.384y0=0.442α1=1y1=y2=y3=0y=y0=0.442K=0.384y0=0.508α1=1y1=y2=y3=0y=y0=0.508K=0.597y0=0.702α1=1y1=y2=y3=0y=y0=0.702柱端彎矩計算公式為：M下=V×y×h,M上=V×(1-y)×h在求得柱端彎矩后，可以由接點平衡條件求得梁端彎矩，公式為：頂部邊節(jié)點：Mb=Mc一般邊節(jié)點：Mb=Mc1+Mc2中間節(jié)點按梁線剛度比分配柱端彎矩：Mb1=ib1(Mc1+Mc2)/(ib1+ib2)Mb2=ib2(Mc1+Mc2)/(ib1+ib2)計算各柱端彎矩計算（單位KN·m）：M5-6=3.160.1843.6=2.093M11-12=5.440.33.6=5.875M17-18=3.160.1843.6=2.093M6-5=3.16(1-0.184)3.6=9.283M12-11=5.44(1-0.3)3.6=13.709M18-17=3.16(1-0.184)3.6=9.283M4-5=3.330.2923.6=3.500M10-11=5.720.43.6=8.237M16-17=3.330.2923.6=3.500M5-4=3.33(1-0.292)3.6=8.488M11-10=5.72(1-0.4)3.6=12.355M17-16=3.33(1-0.292)3.6=8.488M3-4=3.040.353.6=3.830M9-10=5.240.4343.6=8.187M15-16=3.040.353.6=3.830M4-3=3.04(1-0.35)3.6=7.114M10-9=5.24(1-0.434)3.6=10.677M16-15=3.04(1-0.35)3.6=7.114M2-3=2.930.4423.6=1.570M8-9=5.050.453.6=8.181M14-15=2.930.4423.6=1.570M3-2=2.93(1-0.442)3.6=5.886M9-8=5.05(1-0.45)3.6=2.020M15-14=2.93(1-0.442)3.6=5.886M1-2=2.930.5083.6=5.358M7-8=5.050.53.6=9.09M13-14=2.930.5083.6=5.358M2-1=2.93(1-0.508)3.6=5.190M8-7=5.05(1-0.5)3.6=9.09M14-13=2.93(1-0.508)3.6=5.190MC-1=4.280.7025.6=16.826MD-7=5.380.6315.6=19.011ME-13=4.280.7025.6=16.826M1-C=4.28(1-0.702)5.6=7.142M7-D=5.38(1-0.631)5.6=11.117M13-E=4.28(1-0.702)5.6=7.142計算各梁端彎矩計算：M6-12=M6-5=9.283；M12-6=M12-11=0.513.709=6.855M12-18=M12-11=0.513.709=6.855；M18-12=M18-17=9.283同理有：M5-11=10.581;M11-5=9.115;M11-17=9.115;M17-11=10.581M4-10=10.614;M10-4=9.457;M10-16=9.457;M16-10=10.614M3-9=9.716;M9-3=9.093;M9-15=9.093;M15-9=9.716M2-8=9.852;M8-2=8.636;M8-14=8.636;M14-8=9.852M1-7=12.500;M7-1=10.104;M7-13=10.104;M13-7=12.500梁端剪力計算：風(fēng)荷載作用下的框架彎矩圖（單位：kN·m）風(fēng)荷載作用下的框架剪力和柱軸力圖（單位：KN）3.4水平地震作用下框架的內(nèi)力計算各層柱端彎矩計算及梁端彎矩計算方法同風(fēng)荷載作用下框架內(nèi)力計算。計算結(jié)果見下表。此建筑物為一般建筑物，場地土壤屬Ⅱ類場地，設(shè)計地震分組為第一組，其抗震設(shè)防烈度為7度，根據(jù)框架結(jié)構(gòu)的高度h=17.7m〈30m。對于高度不超過40m，質(zhì)量和剛度沿高度分布較均勻的框架結(jié)構(gòu)，可以采用底部剪力法。各層柱剪力計算：樓層ABC630.1330.13526.9626.96422.1122.11317.2517.25212.412.417.867.86計算各柱的柱端彎矩：(單位：)M5-6=30.130.1843.6=19.958M11-12==32.540M17-18=30.130.1843.6=19.958M6-5=30.13(1-0.184)3.6=88.510M12-11=30.13(1-0.3)3.6=75.928M18-17=30.13(1-0.184)3.6=88.510M4-5=26.960.2923.6=28.340M10-11=26.960.43.6=38.822M16-17=26.960.2923.6=28.340M5-4=26.96(1-0.292)3.6=68.716M11-10=26.96(1-0.4)3.6=58.234M17-16=26.96(1-0.292)3.6=68.716M3-4=22.110.353.6=27.859M9-10=22.110.4343.6=8.187M15-16=22.110.353.6=27.859M4-3=22.11(1-0.35)3.6=51.737M10-9=22.11(1-0.434)3.6=45.051M16-15=22.11(1-0.35)3.6=51.737M2-3=17.250.4423.6=27.448M8-9=17.250.453.6=27.945M14-15=17.250.4423.6=27.448M3-2=17.25(1-0.442)3.6=34.652M9-8=17.25(1-0.45)3.6=34.155M15-14=17.25(1-0.442)3.6=34.652M1-2=12.40.5083.6=22.677M7-8==22.32M13-14=12.40.5083.6=22.677M2-1=12.4(1-0.508)3.6=21.963M8-7=12.4(1-0.5)3.6=22.32M14-13=12.4(1-0.508)3.6=21.963MC-1=7.860.7025.6=30.899MD-7=7.860.6315.6=27.774ME-13=7.860.7025.6=30.899M1-C=7.86(1-0.702)5.6=13.117M7-D=7.86(1-0.631)5.6=16.242M13-E=7.86(1-0.702)5.6=13.117梁端彎矩計算(單位：)M6-12=M6-5=88.51；M12-6=M12-11=0.575.928=37.964M12-18=M12-11=0.575.928=37.964；M18-12=M18-17=88.51同理有：M5-11=88.674;M11-5=45.387;M11-17=45.387;M17-11=88.674M4-10=80.077;M10-4=41.937;M10-16=41.937;M16-10=80.077M3-9=62.511;M9-3=34.35;M9-15=34.35;M15-9=62.511M2-8=49.411;M8-2=25.133;M8-14=25.133;M14-8=49.411M1-7=35.794;M7-1=19.281;M7-13=19.281;M13-7=35.794梁端剪力計算：水平地震作用下的框架彎矩圖（單位：kN·m）水平地震作用下的框架剪力和柱軸力圖（單位：KN）第四章內(nèi)力組合4．1內(nèi)力組合方式根據(jù)前面的內(nèi)力計算結(jié)果，即可進行框架各梁柱控制截面上的內(nèi)力組合。其中梁的控制截面為梁端柱邊及跨中，由于結(jié)構(gòu)對稱，荷載對稱。一層的梁取6個控制界面，柱分3個柱，每根柱取2個控制截面。內(nèi)力組合使用的控制截面標(biāo)于下圖。內(nèi)力組合控制截面圖內(nèi)力組合由豎向荷載作用、風(fēng)荷載作用與地震荷載作用組合而成，因所取的這榀框架比較特殊，無論取左風(fēng)荷載還是右風(fēng)荷載均只有一邊受力，所以在進行內(nèi)力組合的時候均取左風(fēng)荷載進行計算，就不再分左風(fēng)荷載與右風(fēng)荷載的區(qū)別。組合時直接將其相應(yīng)數(shù)值與豎向荷載作用下的彎矩值，剪力符號一致，即可得組合的最不利值。地震荷載作用組合與風(fēng)荷載作用組合同理進行組合取值。①恒荷載效應(yīng)控制的組合：②豎向荷載與水平地震作用下的組合：4．2框架梁內(nèi)力組合梁內(nèi)力組合表樓層截面恒荷載活荷載地震荷載①組合②組合MmaxMminVmaxMVMVMVMVMV六層1-183.82212.30-17.1814.43-88.5114.053-345.96281.69-345.96281.692371.0515.02515.64515.643-260-236.62-19.31-15.0337.96-14.053-274.24-311.23-274.24311.234-260236.62-19.3115.03-37.9614.053-372.93-311.23-372.93311.235371.0515.02515.64515.646-183.82-212.30-17.18-14.4388.51-14.053-115.83-281.69-115.83281.69五層1-294.38201.31-74.9671.37-88.5714.90-513.50303.76-513.5303.762158.8188.30-300.93300.933-348.38-216.31-91.70-76.0245.39-14.90-414.07-324.55-414.07324.554-348.38216.31-91.7076.02-45.3914.90-532.08324.55-532.08324.555158.8188.30300.93300.936-294.38-201.31-74.96-71.3788.67-14.90-282.96-303.76-282.96303.76四層1-291.94200.97-76.8579.13-80.7713.56-501.44306.27-501.44306.272160.8186.74302.1024.89302.103-348.38-216.65-91.70-75.7641.94-13.56-418.55-323.06-418.55323.064-348.38216.65-91.7075.76-41.9413.56-527.60323.06-527.60323.065160.8186.74302.10302.106-291.94-200.97-76.85-79.1380.77-13.56-291.44-306.27-291.44306.27三層1-291.94200.97-76.8579.13-62.5110.76-477.70302.63-477.70302.632160.8186.74302.10302.103-348.38-216.65-91.70-75.7634.35-10.76-428.42-319.42-428.42319.424-348.38216.65-91.7075.76-34.3510.76-517.73319.42-517.73319.425160.8186.74302.10302.106-291.94-200.97-76.85-79.1362.51-10.76-315.18302.63-315.18302.63二層1-293.87201.24-77.3571.70-49.418.28-463.29295.27-463.29295.272159.2286.33299.55299.553-348.38-216.38-91.70-75.6925.13-8.28-440.41-313.35-440.41313.354-348.38216.38-91.7076.69-25.138.28-505.75313.35-505.75313.355159.2286.33299.55299.556-293.87-201.24-77.35-71.7049.41-8.28-334.82-295.27-334.82295.27一層1-274.12197.89-72.1670.82-35.796.12-418.77287.92-418.77287.922171.9489.66319.99319.993-352.73-219.73-92.85-76.5719.28-6.12-453.92-317.57-453.92317.574-352.73219.73-92.8576.57-19.286.12-504.05317.57-504.05317.575171.9489.66319.99319.996-274.12-197.89-72.16-70.8235.79-6.12-325.71-287.92-325.71287.924．3框架柱內(nèi)力組合邊柱C(E)柱內(nèi)力組合表樓層柱子截面恒荷載活荷載地震荷載①組合②組合|M|max及NNmax及|M|Nmin及MMNMNMNMNMNMNMNMN六層C2229.77426.4321.4822.4388.5114.05331.24597.66403.68548.92403.68548.92331.24597.66403.68548.921193.39470.5339.5822.4319.9614.05299.86657.20281.76596.36299.86657.20299.86657.20281.76596.36五層C2174.59869.4954.13133.868.7228.95288.741304.94331.321161.30331.321161.30288.741304.94331.321161.301182.46913.5948.03133.828.3428.95293.391318.79284.611214.22293.391318.79293.391318.79284.611214.22四層C2182.461312.2148.03252.9351.7442.51293.392019.35315.031781.67315.031781.67293.392019.35315.031781.671182.461356.3148.03252.9327.8642.51293.392078.89283.991834.59293.392078.89293.392078.39283.991834.59三層C1182.461754.9348.03372.0634.6553.27293.392733.77292.822398.40293.392733.77293.392733.77292.822398.401176.221799.0346.39372.0627.4553.27309.792793.31274.982451.32309.792793.31309.792793.31274.982451.32二層C2191.122197.9250.31483.7621.9661.55307.323441.28288.083007.78307.323441.28307.323441.28288.083007.781241.392242.0263.55483.7622.6861.55388.163500.81357.283060.70388.163500.81388.163500.81357.283060.70一層C2100.952637.5626.57594.5813.1267.67162.324143.39154.143609.79162.324143.39162.324143.39154.143609.79150.482706.1613.29594.5830.9067.6781.174236.00108.723691.92108.723691.9281.174236.00108.723691.92中柱內(nèi)力組合表樓層柱子截面恒荷載活荷載地震荷載①組合②組合|M|max及NNmax及|M|Nmin及MMNMNMNMNMNMNMNMN六層D20615.91039.0637.9628.110869.7649.35799.0749.35799.070869.7649.35799.0710660.01039.0632.5428.110929.2942.30851.9942.30851.990929.2942.30851.99五層D201198.820236.1058.2357.9001849.7975.701655.5175.701655.5101849.7975.701655.51101242.920236.1038.8257.9001909.3250.471708.4350.471708.4301909.3250.471708.43四層D201782.410432.6245.0585.0102830.2258.572508.9858.572508.9802830.2258.572508.98101826.510432.6234.5585.0102889.7644.922561.9044.922561.9002889.7644.922561.90三層D202366.000629.1434.16106.5403810.6644.413355.1944.413355.1903810.6644.413355.19102410.100629.1427.95106.5403870.1936.343408.1136.343408.1103870.1936.343408.11二層D202949.050825.5222.32123.1004790.2329.024194.2029.024194.2004790.2329.024194.20102993.150825.5222.32123.1004849.7629.024247.1229.024247.1204849.7629.024247.12一層D203538.8001023.6627.77135.3405840.5721.115036.7021.115036.7005780.5721.115036.70103582.9001023.6627.77135.3405840.1036.105089.6236.105089.6205840.1036.105089.624．3．1框架梁端彎矩及剪力根據(jù)上表計算所得的彎矩值計算，并同上表的結(jié)果比較得梁剪力設(shè)計值V。計算公式為：，其中計算過程見下表：樓層梁6CD345.96274.248.5223.69303.95DE372.93115.838.5223.69286.945CD513.50414.078.5242.89362.93DE532.08282.968.5242.89348.374CD501.44418.558.5242.89361.95DE527.60291.448.5242.89348.883CD477.70428.428.5242.89360.15DE517.73315.188.5242.89350.682CD463.29440.418.5242.89359.84DE505.75334.828.5242.89351.671CD418.77453.928.5242.89355.83DE504.05325.718.5242.89350.27根據(jù)柱子內(nèi)力組合表計算所得的彎矩值計算柱剪力設(shè)計值。計算公式為計算過程見下表：樓層柱MtMbHnVc6C403.68281.763.1243.22D49.3542.303.132.523C331.32293.393.1221.67D75.7050.473.140.704C315.03293.393.1215.89D58.5744.923.136.723C293.39309.793.1214.03D44.4136.343.128.652C307.32388.163.1246.78D29.0229.023.120.591C162.32108.725.158.46D21.14截面設(shè)計5.1框架梁截面設(shè)計5.1.1框架梁正截面設(shè)計所有梁混凝土等級采用C30，fc=14.3N/mm2，ft=1.43N/mm2，縱向鋼筋選用HRB335鋼筋，fy=300N/mm2，箍筋選用HPB235鋼筋，fy=210N/mm2。梁的截面尺寸為300mm×800mm，則。承載里抗震調(diào)整系數(shù)γRE=0.75。三級抗震設(shè)防要求，框架梁的混凝土受壓區(qū)高度X≤0.35h0。X1=0.35h01=0.35×765=267.75mm。梁的縱筋最小配筋率：支座：0.25%××300×765=0.25%××300×765=600mm2(55×)%××300×765=629mm2所以Asmin=629mm2跨中：0.2%××300×765=0.2%××300×765=480mm2(45×)%××300×765=515mm2所以As1min=515mm2箍筋的配筋率：。因為結(jié)構(gòu)、荷載均對稱，故整個框架采用左右對稱配筋，當(dāng)梁下部受拉時，按T形截面設(shè)計。當(dāng)梁上部受拉時，按矩形截面設(shè)計。以第五層梁為例，給出計算方法和過程，其他梁的配筋只給出簡要計算過程。跨中下部受拉，按T形截面設(shè)計，翼緣計算寬度按跨度考慮時，==，考慮抗震調(diào)整系數(shù)γRE=0.75，彎矩設(shè)計值為0.75×515.64=386.73KN·m。>386.73KN·m可以判斷為第一類T形截面。，=>As1min=515mm2。。故按最小配筋率,配418+220，實配As=1645mm2。將下部鋼筋伸入支座，作為支座負(fù)彎矩作用下的受壓鋼筋，，再計算相應(yīng)的受拉鋼筋?？紤]抗震承載力調(diào)整系數(shù)，彎矩設(shè)計值=0.75×372.93=279.7KN·m。，說明As富余，達不到屈服，可以近似取=>As1min=515mm2。故配420，實配As=1256mm2。六層其他支座截面的配筋同上：五層：跨中：>225.7KN·m可以判斷為第一類T形截面。,=>As1min=515mm2。故按最小配筋率,配418，實配As=1017mm2。支座：，，說明不能達到其抗壓強度設(shè)計值，可以近似的取=>As1min=515mm2,故配418，實配As=1017mm2。四層：跨中：，配418，實配As=1017mm2。支座：，=故配418，實配As=1017mm2三層：跨中同理可?。号?18，實配As=1017mm2。支座同理可?。号?18，實配As=1017mm2。二層：跨中同理可取：配418，實配As=1017mm2。支座同理可?。号?18，實配As=1017mm2。一層：跨中同理可?。号?18，實配As=1017mm2。支座同理可?。号?18，實配As=1017mm2。梁正截面配筋計算表樓層截面M（KN·m）AS（mm2）ASmin（mm2）實配AS（mm2）61-345.96420,12562515.640.0151640.93515418+220,16453-274.24420,12564-372.93420,12565515.64418+220,16456-115.85420,125651-513.50418,10172300.930.009984.6515418,10173-414.07418,10174-532.08418,10175300.93418,10176-282.96418,101741-501.44418,10172302.10418,10173-418.55.55418,10174-527.60418,10175302.1418,10176-291.44418,101731-477.70418,10172302.10418,10173-428.42418,10174-517.73418,10175302.1418,10176-315.18418,101721-463.29418,10172299.55418,10173-440.41418,10174-505.75418,10175299.55418,10176-334.822418,101711-418.77418,10172319.99418,10173-453.92418,10174-504.05418,10175319.99418,10176-325.71418,1017承載能力抗震系數(shù)γRE=0.85。以第六層CD跨梁為例，給出計算方法與過程。其他各梁的配筋計算見表格。CD跨，屬厚腹梁。γRE×=0.85×362.93=308.49KN<0.25=0.25×1.0×14.3×300×765=820.51KN，故截面尺寸滿足要求。=0.7×1.43×300×765=229.73KN<308.49KN故應(yīng)該按計算進行配箍:梁端箍筋加密區(qū)箍筋計算（加密區(qū)長度為1.5=1.5×800=1200mm）取箍筋為雙肢箍φ8@100，則，滿足要求。非加密區(qū)取箍筋雙肢箍φ8@200。樓層梁VbV加密區(qū)鋼筋非加密區(qū)鋼筋6CD303.95258.36820.510.14雙肢箍φ8@100雙肢箍φ8@200DE286.94243.90820.510.07雙肢箍φ8@100雙肢箍φ8@2005CD362.93308.49820.510.39雙肢箍φ8@100雙肢箍φ8@200DE348.37296.11820.510.33雙肢箍φ8@100雙肢箍φ8@2004CD361.85307.66820.510.39雙肢箍φ8@100雙肢箍φ8@200DE348.88296.55820.510.33雙肢箍φ8@100雙肢箍φ8@2003CD360.15306.13820.510.38雙肢箍φ8@100雙肢箍φ8@200DE350.68298.92820.510.34雙肢箍φ8@100雙肢箍φ8@2002CD359.84305.86820.510.38雙肢箍φ8@100雙肢箍φ8@200DE351.67298.92820.510.34雙肢箍φ8@100雙肢箍φ8@2001CD355.83302.46820.510.38雙肢箍φ8@100雙肢箍φ8@200DE350.27297.73820.510.34雙肢箍φ8@100雙肢箍φ8@2005.2框架柱截面設(shè)計各層柱采用C30混凝土。C30：，ft=1.43N/mm2?？v向鋼筋選用HRB400鋼筋，fy=360N/mm2，箍筋選用HPB235鋼筋，fy=210N/mm2。柱的截面尺寸為700mm×700mm，h0=700-35=665mm，三級抗震設(shè)防要求，抗震調(diào)整系數(shù)γRE=0.8框架柱縱筋最小配筋率應(yīng)滿足0.6%，Asmin=0.006×700×665=2793mm2。5.2.1柱截面尺寸驗算柱截面尺寸宜滿足剪跨比和軸壓比的要求：剪跨比，其值宜大于2，三級軸壓比應(yīng)小于0.9。其中M、V、N均不應(yīng)考慮抗震承載力調(diào)整系數(shù)。柱的剪跨比和軸壓比驗算樓層柱bhMcVcN6C700700403.68243.22657.202.370.099D70070049.3532.52929.292.170.1395C700700331.32221.671318.792.140.198D70070075.7040.701909.322.660.2874C700700315.03215.892078.392.080.312D70070058.5736.722889.762.280.4343C700700292.82214.032793.311.950.420D70070044.4128.6538812C700700288.08246.783500.811.670.526D70070029.0220.594849.762.010.7291C700700154.1458.464236.003.770.636D70070021.1112.345840.102.440.877,,當(dāng)為大偏心受壓柱，時為小偏心受壓柱。,，，,且當(dāng)時取。當(dāng)；，，，。當(dāng)，；（小偏心時）當(dāng)，；（小偏心時）C(E)柱正截面配筋計算A柱六層五層四層三層二層一層組合方式|M|max及NNmax及MMmin及N|M|max及NNmax及MMmin及N|M|max及NNmax及MMmin及N|M|max及NNmax及MMmin及N|M|max及NNmax及MMmin及N|M|max及NNmax及MMmin及N對應(yīng)M403.68299.86403.68331.32293.39331.32315.03293.39315.03309.79309.79292.82388.16388.16288.08162.3281.17154.14對應(yīng)N548.92657.20548.921161.301318.791161.301781.672078.391781.672793.312793.312398.403500.813500.813007.784143.394236.003609.790.070.080.040.230.270.230.360.360.310.450.450.3