《S餐飲中心房屋的施工圖以及結(jié)構(gòu)抗震設(shè)計》17000字（論文）

目錄S餐飲中心房屋的施工圖以及結(jié)構(gòu)抗震設(shè)計畢設(shè)主要包括房屋的施工圖以及結(jié)構(gòu)抗震設(shè)計。該建筑位于H市市區(qū)，該餐飲中心的總高度是21.4米，總共有五層，平均每層4.3米，建筑總面積6216.4平方米。設(shè)計該建筑為鋼混框架結(jié)構(gòu)，地區(qū)位于H，因此抗震等級為三級，設(shè)防烈度為八度，基礎(chǔ)使用柱下獨立基礎(chǔ)。這個餐飲中心的設(shè)計主要是進(jìn)行建筑的結(jié)構(gòu)各個方面的分析以及設(shè)計，根據(jù)不同樓層的功能性不同從而進(jìn)行分層逐步的分析設(shè)計，因此計算步驟非常詳細(xì)，特別是針對各樓層荷載計算的時候，為了充分的實現(xiàn)每層的利用價值和空間，餐廳房間設(shè)計的非常緊密，爭取實現(xiàn)最大利用化。所以在設(shè)計梁墻柱方面，會盡量在不同層采用不同的類型，其次還有梁板等的配筋，具體設(shè)計要素等在論文中體現(xiàn)。關(guān)鍵詞：結(jié)構(gòu)抗震設(shè)計，分層分析，功能性目錄摘要 I前言 1第1章工程概況 2第2章結(jié)構(gòu)布置 前言結(jié)構(gòu)設(shè)計是土木工程畢業(yè)設(shè)計的重要階段，是畢業(yè)前的綜合學(xué)習(xí)階段,是深化、拓寬、綜合教學(xué)的重要過程,是對大學(xué)期間所學(xué)專業(yè)知識的全面總結(jié)，也是大學(xué)以來一次全面的考核。在設(shè)計的過程當(dāng)中，尤其是剛開時的時候，正所謂萬事開頭難，我是一頭的霧水，不過幸好我的指導(dǎo)教師張老師的耐心指導(dǎo)，讓我有了一個好的開端，我才能夠準(zhǔn)確的搜索到準(zhǔn)確的資料去完成設(shè)計的每一個階段，當(dāng)然這也和室友們的互相幫助密不可分。此次的畢業(yè)設(shè)計為H新區(qū)政府的餐飲中心，作為一個南方人，讓我設(shè)計一個我大學(xué)生活四年的城市我很高興，這不僅僅是我在這里留的念想，更是我在H上大學(xué)的一個完美的結(jié)束，我相信我可以做的很好。

1.設(shè)計說明1.1工程概況此次設(shè)計使用鋼筋混凝土框架結(jié)構(gòu)，抗震設(shè)方按8度進(jìn)行設(shè)防，地震類別按第一組算，地區(qū)的周期為0.34秒，地震的加速度值設(shè)置為為0.10克?；镜娘L(fēng)壓為W0=0.34kN/m2。地面粗糙程度定為C類。按建筑物使用年限為40年，地區(qū)場地類別為II類。建筑物尺寸：長大概43.4米，寬大概20.3米2.結(jié)構(gòu)布置2.1結(jié)構(gòu)布置方案圖2-1結(jié)構(gòu)施工圖2.2截面尺寸初步估算2.2.1梁截面的初選。1.、13號軸框架梁的計算根據(jù)公式h=(1/12～1/8)l0,b=(1/3～1/2)h計算各跨的高度h和寬度bDE跨的計算：l0=8.00m,h=480mm～880mm,定h=400mm。b=220mm～320mm，定b=320mm。FM跨的計算：l0=8.00m，h=400mm～840mm，定h=460mm。b=200mm～300mm，定b=240mm。2、縱向的計算F軸的計算：l0=8.4m，h=440mm～800mm，定h=640mm。b=200mm～340mm，定b=310mm3、橫向的計算FM跨的計算：l0=6.3m,h=298mm～468mm,定h=446mm。b=122mm～280mm，定b=260mm。2.2.2估算柱的截面尺寸截面尺寸可以使用書中公式N=以及AcN/([μN]fc)來進(jìn)行估算?軸處的邊的柱：A=234466(mm2)=4882(mm2)?軸處的中的柱：A=244688(mm2)=4962(mm2)所以根據(jù)規(guī)定最終取截面尺寸邊柱和中柱的為440mm。3.荷載計算3.1恒荷載標(biāo)準(zhǔn)值的歸類和計算樓板厚統(tǒng)一定為100mm恒溫屋面的荷載的計算20mm厚中石防護(hù)層20×0.01=0.20C20鋼混防水層24×0.04=1.00鋪的小石子的柔性防水層0.4040mm厚泥砂混合找平層20×0.03=0.40100mm厚鋼混板30×0.10=3.0040mm厚水泥細(xì)砂漿板底抹灰20×0.04=0.80總計4.90平常樓面的荷載的計算30mm厚水磨石面層0.6420mm厚水泥砂漿找平層20×0.02=0.40100mm厚鋼筋混凝土板24×0.10=2.4020mm厚水泥砂漿板底抹灰20×0.02=0.40總計3.94（取4.00）衛(wèi)生間樓面恒荷載（板厚100mm）當(dāng)板厚100mm時，衛(wèi)生間樓面的恒荷載標(biāo)準(zhǔn)值計算如下。10mm厚防滑地磚28×0.01=0.28防水層0.4030mm厚水泥砂漿找平層20×0.03=0.60100mm厚鋼筋混凝土板20×0.10=2.00折算的荷載1.4030mm厚水泥砂漿板底抹灰20×0.03=0.60合計4.48（取4.40）3.2活荷載的分析和計算不上人的屋面活荷載值0.4平常房間得活荷載值1.4過道、樓間活荷載值2.2雨搭活荷載值0.4衛(wèi)生間活荷載值2.43.3地震荷載標(biāo)準(zhǔn)值的分析和計算3.3.1每層重力荷載代表值的分析和計算此次的建筑的總高度小于40米，因此以剪切變形為主，所以采用底部剪力法來進(jìn)行計算水平的地震作用（1）各樓層梁柱自重的計算。計算的結(jié)果如下：表3-1梁和柱自重的計算層數(shù)梁尺寸γβglinGi∑Gi一邊上梁0.3×0.626.001.066.8362.602.00698.082629.68中間梁0.3×0.626.001.066.8362.602.00698.08橫梁1號0.3×0.626.001.066.8318.608.00666.28橫梁2號0.3×0.626.001.066.8320.101.0096.98平臺梁0.26×0.6626.001.063.6161.201.00186.83電梯梁0.26×0.626.001.063.2811.901.0039.03次梁1號0.2×0.626.001.062.103.609.0068.06次梁2號0.2×0.626.001.062.1062.601.00110.66次梁3號0.26×0.6626.001.063.6118.606.00602.88柱0.66×0.6626.001.108.326.2038.001600.883656.8柱20.6×0.626.001.106.606.2010.00228.80柱30.6×0.626.001.106.606.201.0028.60二邊上梁0.3×0.626.001.066.8362.602.00698.082566.36中間梁0.3×0.626.001.066.8362.602.00698.08橫梁1號0.3×0.626.001.066.8318.609.00890.98電梯梁0.26×0.626.001.063.2811.901.0039.03次梁1號0.2×0.626.001.062.103.609.0068.06次梁2號0.2×0.626.001.062.1062.602.00220.92次梁3號0.2×0.626.001.062.1018.601.0039.06次梁6號0.26×0.6626.001.063.6118.606.00602.88柱1號0.66×0.6626.001.108.323.6036.00961.891356.8柱2號0.6×0.626.001.106.603.601.0018.80柱3號0.6×0.626.001.106.603.609.00136.66三~四邊上梁0.3×0.626.001.066.8362.602.00698.082666.06中間梁0.3×0.626.001.066.8362.602.00698.08橫梁1號0.3×0.626.001.066.8318.609.00890.98續(xù)表3-1樓層構(gòu)件截面尺寸γβglinGi∑Gi三~四電梯梁0.26×0.626.001.063.2811.901.0039.03次梁1號0.2×0.626.001.062.103.609.0068.06次梁2號0.2×0.626.001.062.1062.602.00220.92次梁3號0.2×0.626.001.062.1018.601.0039.06次梁6號0.26×0.6626.001.063.6118.606.00602.88柱1號0.66×0.6626.001.108.323.6036.00990.082631.22柱2號0.6×0.626.001.106.603.609.00136.66五邊上梁0.26×0.6626.001.063.6162.602.00389.882000.65中間梁0.26×0.6626.001.063.6162.602.00389.88橫梁1號0.26×0.6626.001.063.6118.609.00606.31電梯梁0.26×0.626.001.063.2811.901.0039.03次梁1號0.2×0.626.001.062.6318.606.00292.96次梁2號0.2×0.626.001.062.1062.602.00220.92次梁3號0.2×0.626.001.062.1018.601.0039.06柱1號0.66×0.6626.001.108.323.6036.00990.081089.86柱2號0.6×0.626.001.106.603.606.0089.86注：表3-1中G的單位為kN。綜上，計算后集中于各樓層重力荷載的代表值的計算結(jié)果如下圖所示3-2圖3.2各質(zhì)點重力荷載代表值3.3.2水平地震作用下的剪力及側(cè)移計算此次的建筑的總高度小于40米，因此以剪切變形為主，所以采用底部剪力法來進(jìn)行計算水平的地震作用(1)影響系數(shù)的計算。該建筑所在地區(qū)為八度設(shè)防，設(shè)計地震分組為第一組，查表（水平地震影響系數(shù)最大表和特征周期表）有，。因,根據(jù)公式來計算地震影響系數(shù)因此，經(jīng)計算地震影響系數(shù)為：(2)每層水平地震作用標(biāo)準(zhǔn)值，地震剪力及位移的分析和計算。根據(jù)公式計算出總的水平荷載標(biāo)準(zhǔn)值。然后由所得值可求出每一層的地震剪力和層間位移。如下表的計算表3-3各層標(biāo)準(zhǔn)值，剪力和位移的計算樓層Gi(kN)Hi(m)GiHi∑GiHiFi（kN）Vi(N)∑D(kN/m)△ui=Vi/∑D(m)五15600.4717.6329984.6283866.1180.36886.90915661500.30092四13822.4513.4219422.6283816.8066.611661.311156381500.04131三16532.2315.6719464.1683816.8068.621898.831156381500.05187二11783.244.329966.0283811.8032.062218.8811563815150.01214一15634.985.596361.3283816.8022.012660.88688615150.06616最大的位移和層高比的驗算，選出其中最大的兩組計算得：經(jīng)計算滿足位移要求。4.內(nèi)力的分析和計算4.1荷載下的內(nèi)力的分析和計算4.1.1計算彎矩的分配系數(shù)分配系數(shù)（1）.彎矩分配系數(shù)的計算節(jié)點6，10，16的彎矩分配系數(shù)如下所示：，，，(2).固端彎矩的計算：根據(jù)靜力計算手冊的規(guī)則，可以按下列形式計算。圖4-1固端彎矩的計算簡圖和計算公式圖4-2分配系數(shù)的最終計算結(jié)果表4-3豎向的荷載下的固端計算結(jié)果固端彎矩位置全是均布荷載qL（kN/m）跨長L(m)最終彎矩結(jié)果M（kN.m）恒荷第五層MRD2.861.018.61MDN21.128.0-86.16MND21.128.086.16MNF2.863.0-2.22MFN2.863.02.00MFL23.666.0-62.66MLF23.666.062.66MLH2.861.7-12.122第一層到第四層MRD3.821.026.126MDN26.638.0-10.06MND26.638.010.06MNF3.825.0-2.96MFN3.825.02.96MFL23.867.0-1.12MLF23.867.012.12MLH11.861.7-62.16活荷第五層MRD3.331.03.6MDN6.388.0-26.02MND6.388.026.02MFL6.137.0-26.91MLF6.137.026.91MLH3.331.7-9.212第一層到第四層MRD3.001.03.6MDN6.388.0-26.02MND6.388.026.02MFL6.137.0-26.91MLF6.107.026.91MLH3.031.7-9.212屋面雪荷第五層MRD0.331.00.122MDN1.288.0-6.20MND1.288.06.20MFL1.227.0-6.912MLF1.227.06.912MLH3.001.71.1264.1.2彎矩二次分配的分析和計算恒荷載彎矩二次分配過程：使用彎矩二次分配的方法分別計算在恒荷載、活荷載下的彎矩，他們的分配過程如下左邊梁頂柱下柱右邊梁左邊梁頂柱下柱右邊梁141414.0814.1811414.014214.0218.022.33-80.280.10-20-2.231.14310.29-114.8-23.8-2011.90-0.308.003-8.018.0-0.00-2.18-1.38-3.148-3.218.038.00-88.081.83-30.0-22左梁上柱下柱右梁左梁上柱下柱右梁1414.014.38214.20014.1014.2314.23314.3820.310.39-100100-32-2.92423.9314.48-10.4-14-14.2-241410.94-4.238.233-12-8.428.28-8-8.9-4.440.4340.930.9241.4920.33224.98-94.298.44-24-21.9-19左邊梁頂柱下柱右邊梁左邊梁頂柱下柱右邊梁0.40.3820.24330.3826.816.66-100100-32-2.92221.8816.06-10.6-16-16.2-261210.96-6.238.63-8.6-8.628.28-8-6.68-6.620.0680.10.0980.1626.82826.26-96.898.18-23-22.8-20左梁上柱下柱右梁左梁上柱下柱右梁0.60.38100.10660.160.1030.10330.38106.816.66-100100-310-10.91010101.8816.06-10.6-16-16.10-1061118.96-6.1038.63-8.6-8.1068.108-9-9.18-6.310.1690.1060.10660.39106.810631.68-96.698.108-103-103.10-100左梁上柱下柱右梁左梁上柱下柱右梁0.60.10880.10960.1860.1060.1660.6111.106-100100-310-10.938106.68106.19-11.6-16-10.8-108110-6.813.1-8.608.910-10-1.66-1.66-10.36-3.6-10.101-6.668103.103-81.199.39-108-13-10811.61-6.68圖4-4恒荷載作用下的彎矩（單位：kN.m）左邊梁頂柱下柱右邊梁左邊梁頂柱下柱右邊梁444.784.334.18144.7424.7183.73.87-2727.42-8.7412.777.128-3.37-8.78-8.873.777-1.783.477-2.183.787-1.13-4.73-4.83-1.83-1.313.717.81-22.227.3-11.7-7.33左梁上柱下柱右梁左梁上柱下柱右梁44.384.3824.27334.3873.73.87-2727.42-8.347.317.3487.877-2.33-7.7-7.37-87.223.777-1.72.388-3.8-2.183.2-3-3.47-2.434.4774.484.4884.1273.714.18.32-27.327.77-8-7.77-3.78左梁上柱下柱右梁左梁上柱下柱右梁44.384.3824.27334.3873.73.87-2727.42-8.347.317.3487.877-2.33-7.7-7.37-83.773.777-1.72.388-2.2-2.183.2-2-2.41-1.33-4.2-4.3-4.28-4.773.78.378.373-27.227.21-7.8-7.82-7.27左梁上柱下柱右梁左梁上柱下柱右梁44.384.3824.27334.3873.73.87-2727.42-8.347.317.3487.877-2.33-7.7-7.37-83.777.337-1.72.388-2.2-2.323.2-2.7-2.77-1.87-4.18-4.3-4.27-3.288-27.727.23-7.8-7.33-7.2上柱下柱右梁左梁上柱下柱右梁4.734.2884.2374.1874.274.1774.7482.31-2727.42-8.843.887.7277.818-3.21-7.7-3.42-8.783.774-1.73.743-2.243.781-4.8-4.71-4.77-4.82-1.2-4.88-1.3212.77.31-21.727.7-8-3.8-7.322.377-在各種荷載作用下的框架柱和梁的剪力和軸力的計算?，F(xiàn)以框架在恒荷載作用下的剪力和軸力的計算為例。1)剪力的計算。剪力的計算由荷載引起的剪力和彎矩引起的剪力兩部分組成。(a)梁的剪力。D端懸挑剪力，由于為懸挑，只有荷載產(chǎn)生的剪力，即：Vd左=FR×L+1/2×qRD×L=16.03×1.0+1/2×2.96×1.0=18.99(kN)DE跨剪力的計算。DE跨荷載產(chǎn)生的剪力為：Vd1=1/2×qDE×L=1/2×21.12×8=83.89(kN)=Ve1DE跨彎矩產(chǎn)生的剪力為：Vd2=(Mde-Med)/L=(88.6-81.836)/8=-0.68(kN)=-Ve2則可得：Vd右=Vd1+Vd2=83.89-0.68=83.61(kN)Ve=Ve1+Ve2=83.89+0.68=86.36(kN)(b)柱的剪力。柱的剪力由柱的上下端彎矩引起。以D柱第五層的剪力計算為例。M上=38.663(kN.m)，M下=31.66(kN.m)Vd=(M上+M下)/H=（38.663+31.66）/3.6=20.62(kN)2)軸力的計算。框架柱的軸力由三部分組成，即自重（在計算活荷載作用下的軸力時無自重），上部傳來的節(jié)點荷載和梁端的剪力。現(xiàn)以D柱第五層軸力的計算為例。D柱頂端：N頂=N+Vd=168.86+（18.99+83.610=261.62(kN)D柱底端：N底=N頂+G=261.62+26×0.66×0.66×3.6=266.96(kN)計算所得的結(jié)果如下表3-10、3-11、3-12、3-13所示。表4-5恒載作用下梁端剪力（一）樓層荷載引起剪力彎矩引起剪力D端懸挑DE跨EF跨FG跨G端懸挑DE跨EF跨FG跨Vd左Vd=VeVe=VfVf=VgVg右Vd=-VeVe=-VfVf=-Vg618.9983.896.6662.6661.86-0.686.81-6.60622.2986.866.8881.8866.91-0.636.88-2.23332.6686.866.8881.8866.91-0.366.89-2.86232.6686.866.8881.8866.91-0.126.86-2.8110.0086.866.8881.8866.91-2.616.61-3.62表4-6恒載作用下梁端剪力（二）樓層D左端DE跨EF跨FG跨G右端Vd左VdVeVeVfVfVgVg右618.9983.6186.3610.26-1.3868.2668.2661.86622.2986.2286.2810.661.1069.6669.1666.91332.6686.6086.1010.880.9969.0669.8666.91232.6686.6386.8810.861.0269.0869.8266.9110.0083.1688.3612.39-0.6368.3660.6366.91表4-7恒載作用下柱剪力樓層D柱E柱F柱G柱M上+M下VdM上+M下VeM上+M下VfM上+M下Vg680.1120.6260.1218.6836.1610.3663.9812.96666.2616.9666.6813.1626.628.8011.083.26369.9016.6866.3813.3628.088.9616.836.36288.2923.0360.8616.9229.638.6918.366.10136.866.8019.663.8610.862.096.661.06表4-8恒載作用下柱軸力樓層D柱E柱F柱G柱N頂N底N頂N底N頂N底N頂N底6261.26266.96260.66286.16209.06236.88302.28328.986603.90629.61601.66628.16611.32638.03669.63686.363838.60863.21961.89988.60812.86838.66998.611023.322981.33998.061302.081328.891116.631160.161366.661381.2811166.361186.681668.301698.631613.661662.991696.211833.66注：(1)上述表3-10~3-13中剪力和軸力的單位均為kN，彎矩的單位均為kN.m。(2)上述表3-10~3-13中梁端剪力的方向以向上為正。表4-8活荷載作用下梁端剪力（一）樓層荷載引起剪力彎矩引起剪力D端懸挑DE跨EF跨FG跨G端懸挑DE跨EF跨FG跨Vd左Vd=VeVe=VfVf=VgVg右Vd=-VeVe=-VfVf=-Vg63.6022.300.0021.369.28-0.390.38-0.2663.6022.300.0021.369.28-0.090.36-0.1233.6022.300.0021.369.28-0.160.36-0.2623.6022.300.0021.369.28-0.100.36-0.2610.0022.300.0021.369.28-0.660.68-0.23表4-9活荷載作用下梁端剪力（二）樓層D左端DE跨EF跨FG跨G右端Vd左VdVeVeVfVfVgVg右63.6021.9022.690.380.3821.099.666.8063.6022.2122.380.36-0.3621.239.606.8033.6022.1622.660.36-0.3621.109.636.8023.6022.2022.600.36-0.3621.099.666.8010.0021.8622.830.68-0.6821.129.616.80表4-10活荷載作用下柱剪力樓層D柱E柱F柱G柱M上+M下VdM上+M下VeM上+M下VfM上+M下Vg626.808.2919.696.8318.836.2113.936.10616.686.6113.283.9111.963.619.192.80316.166.6613.616.0012.263.618.662.68216.196.6816.966.3913.393.969.882.88116.692.986.801.106.000.963.660.80表4-11活荷載作用下柱軸力樓層D柱E柱F柱G柱N頂=N底N頂=N底N頂=N底N頂=N底666.2682.6686.2868.816112.83163.86166.81136.623169.36266.16236.20206.282226.89326.38313.69282.161281.06611.16392.89339.98注：(1)上述表3-16~3-18中剪力和軸力的單位均為kN，彎矩的單位均為kN.m。(2)上述表3-16~3-18中梁端剪力的方向以向上為正。表4-12屋面為雪荷載的活荷載作用下剪力樓層荷載引起剪力彎矩引起剪力D端懸挑DE跨EF跨FG跨G端懸挑DE跨EF跨FG跨Vd左Vd=VeVe=VfVf=VgVg右Vd=-VeVe=-VfVf=-Vg60.826.660.006.281.860.110.660.6263.6022.300.0021.369.28-0.210.30-0.1933.6022.300.0021.369.28-0.160.36-0.2623.6022.300.0021.369.28-0.100.36-0.2610.0022.300.0021.369.28-0.660.68-0.23表4-13屋面為雪荷載的活荷載作用下梁端剪力、樓層D左端DE跨EF跨FG跨G右端Vd左VdVeVeVfVfVgVg右60.826.686.360.66-0.666.691.661.1663.6022.0922.610.30-0.3021.169.686.8033.6022.1622.660.36-0.3621.109.636.8023.6022.2022.600.36-0.3621.099.666.8010.0021.8622.860.68-0.6821.129.616.80表4-14屋面為雪荷載的活荷載作用下柱剪力樓層D柱E柱F柱G柱M上+M下VdM上+M下VeM上+M下VfM上+M下Vg610.993.2310.813.168.882.6112.263.61618.626.1613.866.0812.693.809.292.83316.166.6613.616.0012.263.618.662.68216.196.6816.966.3913.393.969.882.88116.692.986.801.106.000.963.660.80表4-15屋面為雪荷載的活荷載作用下柱軸力樓層D柱E柱F柱G柱N頂=N底N頂=N底N頂=N底N頂=N底611.6616.8116.1613.28668.8998.0196.6881.063126.60189.30186.08168.912180.96260.66263.66216.881226.12366.31332.86286.61注：(1)上述表3-18~3-21中剪力和軸力的單位均為kN，彎矩的單位均為kN.m。(2)上述表3-18~3-21中梁端剪力的方向以向上為正。4.2、繪制內(nèi)力圖根據(jù)前述彎矩二次分配法分配得到的如圖4-16、圖4-17所示的彎矩值和由分配得到的最終彎矩求得的框架梁柱的剪力和軸力可畫出框架在恒荷載、活荷載作用下的梁柱內(nèi)力圖，如下圖4-18圖4-19、圖4-20所示為橫向框架在恒荷載作用下的內(nèi)力圖，圖4-21、圖4-22、圖4-23為在活荷載作用下的內(nèi)力圖、圖4-16框架在恒荷載下的彎矩圖（單位：kN.m）圖4-17框架在恒荷載下的剪力圖（單位：kN）圖4-18框架在恒荷載下的軸力圖（單位：kN）圖4-19框架在活載下的彎矩圖（單位：kN.m）圖4-20框架在活載下的剪力圖（單位：kN）圖4-21框架在活載下的軸力圖（單位：kN）5內(nèi)力組合5.1豎向荷載彎矩調(diào)幅5.1.1梁端負(fù)彎矩調(diào)幅在加入塑性內(nèi)力重分布的作用時，應(yīng)該在內(nèi)力組合之前進(jìn)行適當(dāng)?shù)貤l幅已達(dá)到合理的標(biāo)準(zhǔn)，所以這里對梁端部彎矩進(jìn)行調(diào)幅并把系數(shù)取為0.86。5.1.2控制截面控制界面的選取非常的重要，一般選取在跨中或者是梁端支座這兩類的截面，前者截面一般會出現(xiàn)最大正彎矩，當(dāng)然也可能出現(xiàn)負(fù)彎矩，而后者在豎向荷載情況下會出現(xiàn)負(fù)彎矩和剪力，在橫向荷載下會產(chǎn)生正彎矩，因此控制界面的選取非常重要控制截面最不利內(nèi)力組合形式以以下幾種形式為主：梁的跨中截面：和相呼應(yīng)的V，可能需要;梁的支座截面：和相呼應(yīng)的V（對于正截面的設(shè)計），和相呼應(yīng)的M（對于斜截面商務(wù)設(shè)計），可能需要。5.1.3內(nèi)力的分析和換算內(nèi)力組和之前，我們應(yīng)當(dāng)把各種荷載作用下的彎矩和軸力通過規(guī)范通一到梁和柱的邊緣處之后才能進(jìn)行內(nèi)力的組合，因此計算的時候要格外注意這一點梁的支座邊緣處的內(nèi)力值計算公式：5.1.4荷載效應(yīng)組合的種類荷載效應(yīng)不是抗震組合的種類時，應(yīng)當(dāng)記住以下的荷載組合(1)不是抗震組合時。在永久效應(yīng)下的組合：1.3×恒荷載+0.8×1.6×活荷載=1.36×恒荷載+0.98×活荷載在可變效應(yīng)的組合：1.2×恒荷載+1.6×活荷載。(2)在地震影響效應(yīng)和其他荷載影響效應(yīng)下的組合。在重力荷載代表值、水平地震影響下的組合：1.2×重力荷載代表值+1.3×水平地震作用。(3)荷載效應(yīng)標(biāo)準(zhǔn)組合：1.0×恒載+1.0×活載。5.2框架梁內(nèi)力組合內(nèi)力換算和梁端負(fù)彎矩調(diào)幅根據(jù)前述內(nèi)力換算兩式將框架梁軸線處的內(nèi)力換算為梁支座邊緣處的內(nèi)力值以及內(nèi)力調(diào)幅，計算過程見表5-1所示。表5-1彎矩調(diào)幅和內(nèi)力換算表樓層截面位置內(nèi)力軸線處SGk邊緣處SGkSQkSEk軸線處SQk1邊緣處SQk1軸線處SQk2邊緣處SQk2軸線處→邊緣處→軸線處←邊緣處←1DM-68.9-66.0-28.1-22.09-28.1-22.09166.96166.62-166.96-166.6V83.1686.60321.8620.1121.8620.11-36.33-36.3336.3336.33E左M-86.68-60.18-21.69-16.36-21.69-16.36-86.13-86.6986.12986.688V88.3681.62322.8320.9822.8320.9836.3336.33-36.33-36.33E右M-23-19.69-6.03-6.90-6.03-6.90196.26160.66-196.2-160.6V12.3911.3120.680.680.680.68-129.8-129.8129.86129.86F左M-6.62-6.693-3.83-3.96-3.83-3.96-193-168.3192.99168.31V-0.63-1.808-0.68-0.68-0.68-0.68129.86129.86-129.8-129.8F右M-60.6-31.6-18.9-13.09-18.9-13.0996.69386.322-96.69-86.32V68.3661.88121.1219.6621.1219.66-66.26-66.2666.2666.26G左M-68.36-66.69-20.09-18.68-20.09-18.68-169.1-166.9169.06166.88V60.6363.8619.618.839.618.8366.2666.26-66.26-66.26G右M-62.1-69.2-9.28-8.69-9.28-8.690000V66.9163.6866.86.806.86.800000跨間MDE69.8288.86611.6616.0211.6616.0236.91666.69-36.92-66.69MEF-12.91-16.88-6.22-6.89-6.22-6.891.6282.1161-1.628-2.116MFG38.9869.3616.616.866.616.86-36.28-68.1636.2868.1632D左M-26.86-18.88-3.6-2.61-3.6-2.610000V32.6629.6063.63.603.63.600000D右M-82.1-68.66-20.9-16.80-20.9-16.80118.9111.31-118.9-111.3V86.6388.89322.220.6622.220.66-28.61-28.6128.6128.61E左M-82.68-69.08-21.66-16.29-21.66-16.29-86.36-66.8686.36666.861V86.8889.13322.620.6622.620.6628.6128.61-28.61-28.61E右M-16.8-13.86-3.68-3.68-3.68-3.68183.68162.06-183.6-162.1V10.869.6620.360.360.360.36-116.2-116.2116.19116.19F左M-6.38-6.1-2.68-2.88-2.68-2.88-169.2-138.8169.16138.86V1.02-0.068-0.36-0.36-0.36-0.36116.19116.19-116.2-116.2F右M-62.3-33.31-19.6-13.60-19.6-13.6086.6886.6-86.68-86.6V69.0862.68121.0919.6121.0919.61-36.29-36.2936.2936.29G左M-66.69-62.92-20.88-18.16-20.88-18.16-133.2-123.2133.16123.18V69.8263.1319.668.869.668.8636.2936.29-36.29-36.29G右M-62.1-69.2-9.28-8.69-9.28-8.690000續(xù)表5-1樓層截面位置內(nèi)力軸線處SGk邊緣處SGkSQkSEk軸線處SQk1邊緣處SQk1軸線處SQk2邊緣處SQk2軸線處→邊緣處→軸線處←邊緣處←G右M-62.1-69.2-9.28-8.69-9.28-8.690000V66.9163.6866.86.806.86.800000跨間MDE63.1669.10810.1613.1810.1613.1822.28828.961-22.28-28.96MEF-8.03-10.66-3.68-6.88-3.68-6.883.6286.8166-3.628-6.816MFG38.969.283.896.933.896.93-26.29-31.6826.2931.6883D左M-26.86-18.88-3.6-2.61-3.6-2.610000V32.6629.6063.63.603.63.600000D右M-80.6-68.02-20.6-16.61-20.6-16.6196.8690.666-96.86-90.66V86.688.66322.1620.3922.1620.39-22.66-22.6622.6622.66E左M-82.6-68.92-21.63-16.26-21.63-16.26-60.69-66.3160.68866.311V86.189.36322.6620.8022.6620.8022.6622.66-22.66-22.66E右M-18-16.06-3.61-3.61-3.61-3.61161.09116.66-161.1-116.6V10.889.6920.360.360.360.36-92.91-92.9192.9192.91F左M-6.6-6.228-2.82-2.82-2.82-2.82-138.6-112.1138.63112.08V0.99-0.088-0.36-0.36-0.36-0.3692.9192.91-92.91-92.91F右M-62.2-33.21-19.6-13.60-19.6-13.6068.81860.683-68.82-60.68V69.0662.66121.119.6221.119.62-29.68-29.6829.6829.68G左M-66.01-60.33-20.81-18.09-20.81-18.09-108.6-100.6108.63100.6V69.8663.1819.638.869.638.8629.6829.68-29.68-29.68G右M-61.1-68.2-9.28-8.69-9.28-8.690000V66.9163.6866.86.806.86.800000跨間MDE69.9890.98613.6618.6813.6618.6818.12823.666-18.13-23.66MEF-10.8-13.91-6.86-6.31-6.86-6.311.832.269-1.83-2.269MFG69.1963.9686.9926.696.9926.69-19.91-26.8819.90826.8886D左M-20.33-16.62-3.6-2.61-3.6-2.610000V22.2921.2123.63.603.63.600000D右M-80.1-86.29-21.1-16.99-20-13.9361.6668.26-61.66-68.26V86.2288.68322.2120.6622.0920.36-16.31-16.3116.3116.31E左M-83.69-88.88-21.66-16.6921.3228.61-66.82-61.666.81661.606V86.2889.66322.3820.6322.6120.8616.3116.31-16.31-16.31E右M-16.8-16.82-3.12-3.03-3.88-3.80106.6688.902-106.6-88.9V10.669.6820.360.360.30.30-68.12-68.1268.1268.12F左M-3.66-3.338-2.26-2.333.123.06-98.81-88.9898.80888.986V1.10.022-0.36-0.36-0.3-0.3068.1268.12-68.12-68.12F右M-62.6-66.86-19.8-13.86-19.2-13.3868.86363.918-68.86-63.92續(xù)表5-16層截面位置內(nèi)力軸線處SGk邊緣處SGkSQkSEk軸線處SQk1邊緣處SQk1軸線處SQk2邊緣處SQk2軸線處→邊緣處→軸線處←邊緣處←F右M-60.1-26.36-18.8-13.00-6.22-2.9319.06816.619-19.06-16.62V68.2661.69821.0919.616.696.36-8.88-8.888.888.88G左M-68.66-61.89-20.08-18.663.66.00-36.18-31.8336.1831.831V68.2661.6189.668.861.661.108.888.88-8.88-8.88G右M-89.8-66.66-9.28-8.69-1.86-2.180000V61.8661.0666.86.801.161.160000跨間MDE66.2268.88611.6916.961.8662.626.89068.6288-6.891-8.628MEF-10.66-13.686.63-8.06-0.926-1.206.1836.6389-6.183-6.638MFG30.6239.6866.616.990.8861.16-8.666-9.8238.6669.82285.3框架柱內(nèi)力組合控制截面的內(nèi)力對于框架柱，在這里直接采用軸線處的內(nèi)力值，不換算成柱邊緣截面處的內(nèi)力值，這樣算得的鋼筋用量比需要的略微多些。框架柱控制截面的組合內(nèi)力值見5-5（附一）和表5-6（附二）6截面的分析和設(shè)計6.1框架梁截面的分析和設(shè)計在此采用第二層的EN跨進(jìn)行計算，其余的在后面的表中。6.1.1EN跨的截面計算第二層EN跨框架梁截面尺寸為300mm×600mm，采用下列的混凝土以及鋼筋進(jìn)行計算混凝土采用C30，。鋼筋采用，。。對于相對受壓區(qū)的計算：最小配筋率計算，即：支座：跨中：6.1.2選取最不利組合內(nèi)力進(jìn)行梁的配筋的分析和計算(1)梁的正截面受彎承載力的分析計算。選取以計算過的EN跨和支座的最不利內(nèi)力進(jìn)行配筋的分析計算，如下支座M的彎矩：MA=-213.66kN.m;支座N的彎矩:MB=-168.28kN.m；EN跨的跨中彎矩：MDE=131.68kN.m。梁下部受拉，當(dāng)做T形截面計算，梁上部受拉，當(dāng)做雙筋矩形截面計算。按梁的跨度計算：；間距計算：；翼緣厚度計算：，，不符合要求，所以用。當(dāng)做T截面計算。由于這是第一類的T形截面。配筋為318(AS=863mm2)，，符合。說明AS/不可以，可以取實配鋼筋620(AS=1266mm2)。同理支座E上部實配鋼筋320(AS=961mm2)，，AS//AS=863/961=0.81>0.3，滿足要求。表6-1框架梁正截面受彎承載能力計算樓層截面位置MζAs'As實配鋼筋A(yù)s'/Asρ/％一層梁DE左端-213.660.0610863.001119.86620(1266)0.610.86跨中131.680.0120628.32318(863)0.66右端-168.280.0012863.00881.91320(961)0.810.66梁EF左端-196.030.1620966.08620(1266)0.86跨中-32.630.0236966.08620(1266)0.86右端-188.20.1293880.68620(1266)0.86梁FG左端-128.20.0228609.00681.98320(961)0.660.66續(xù)表6-1框架梁正截面受彎承載能力計算樓層截面位置MζAs'As實配鋼筋A(yù)s'/Asρ/％一層梁FG跨中90.680.0099666.83218(609)0.30右端-230.860.0998609.001206.91620(1266)0.610.86梁GH左端-81.360.0613612.69220(628)0.38二層梁1/C-D右端-29.220.0216166.22216(602)0.26梁DE左端-186.680.1368863.00968.88620(1266)0.610.86跨中116.860.0110686.63318(863)0.66右端-138.63-0.0068863.00821.33320(961)0.810.66梁EF左端-168.890.1226889.60320(961)0.66跨中-21.080.0166889.60320(961)0.66右端-163.180.1118802.88320(961)0.66梁FG左端-119.810.0166609.00628.61320(961)0.660.66跨中88.680.0086386.86218(609)0.30右端-193.680.0806609.001016.06620(1266)0.610.86梁GH左端-81.360.0613612.69220(628)0.38三層梁1/C-D右端-29.220.0216166.22216(602)0.26梁DE左端-160.810.1186863.00862.30320(961)0.810.66跨中118.610.0111682.16318(863)0.66右端-126.13-0.0168863.00660.68320(961)0.810.66梁EF左端-139.660.1019831.66320(961)0.66跨中-21.690.0168831.66320(961)0.66右端-126.890.0919669.28320(961)0.66梁FG左端-106.690.0066609.00668.69320(961)0.660.66跨中88.630.0086386.69218(609)0.30右端-166.660.1216609.00882.96320(961)0.660.66梁GH左端-89.860.0601606.89220(628)0.38四層梁1/C-D右端-26.380.0180120.96216(602)0.26梁DE左端-161.83-0.0028863.00863.36318(863)1.000.66跨中118.60.0110688.68318(863)0.66右端-132.36-0.0098863.00693.66318(863)1.000.66梁EF左端-110.830.0809680.36318(863)0.66跨中-18.880.0138680.36318(863)0.66右端-86.60.0632663.36318(863)0.66梁FG左端-100.110.0022609.00626.69318(863)0.680.66跨中81.260.0089399.61218(609)0.30右端-96.6-0.0006609.00606.29318(863)0.680.66梁GH左端-81.360.0613612.69218(609)0.30五層梁1/C-D右端-21.60.0230118.86216(602)0.31梁DE左端-82.80.0882603.00633.66316(603)1.000.68續(xù)表6-1框架梁正截面受彎承載能力計算樓層截面位置MζAs'As實配鋼筋A(yù)s'/Asρ/％五層跨中103.610.0118668.88316(603)0.68右端-88.89-0.0191603.00666.88316(603)1.000.68梁EF左端-68.280.0616306.60316(603)0.68跨中-28.820.0086306.60316(603)0.68右端-38.860.0398198.80316(603)0.68梁FG左端-62.18-0.0182602.00283.63216(602)1.000.31跨中66.390.0086362.80216(602)0.31右端-96.880.0288602.00602.66316(603)0.680.68梁GH左端-106.660.1182606.66318(863)0.69注:(1)表6-1中的梁EF整跨均為上部受拉，故跨中鋼筋同較大支座配筋。(2)表6-1中的下部無配筋處統(tǒng)一配架立筋為216。(3)表6-1中梁箍筋加密區(qū)長度統(tǒng)一取為1.6h=0.9m。6.1.3梁斜截面受剪承載力計算。以第一層為例計算1)DE跨：跨高比為8/0.6=11.68>2.6，因此有以下計算：V=198.45kN<0.2βcfcbh0=0.2×1.0×16.3×300×654×10-6=643.68(kN)，故所以符合要求。梁段加密區(qū)的鋼筋可以用8@200，箍筋可以用HPB245級鋼筋（fyv=210N/mm2），則:加密區(qū)長度取L=MAX(600mm，1.6h)=0.9m，非加密區(qū)箍筋取三肢8@160，箍筋設(shè)置滿足要求。2)EF跨：跨高比為6/0.6=6>10，則有：V=208.08kN<0.2βcfcbh00.2βcfcbh0=0.2×2.0×16.3×333×222×10-6=686.88(kN)假設(shè)梁端箍筋加密區(qū)為8@100，所以承載力為：加密區(qū)長度取L=MAX(700mm，2.3h)=0.9m，非加密區(qū)箍筋為8@160，因此滿足。3)FG跨：跨高比為8/0.6=11.68>2.6，則有：V=192.66KN<0.2βcfcbh0=0.2×1.0×16.3×300×666×10-6=686.88(kN)，故截面尺寸滿足要求。梁段加密區(qū)箍筋取三肢8@100，箍筋用HPB236級鋼筋（fyv=210N/mm2），則：加密區(qū)設(shè)置為L=MAX(600mm，1.6h)=0.9m，非加密區(qū)箍筋取三肢8@160，箍筋滿足6)GH跨：跨高比為1.6/0.6=2.68>2.6，則有：V=81.11KN<0.2βcfcbh0=0.2×1.0×16.3×300×666×10-6=686.88KN，滿足要求。梁段加密區(qū)箍筋取雙肢8@100，箍筋用HPB236級鋼筋（fyv=210N/mm2），則：加密區(qū)可以取L=MAX(600mm，1.6h)=0.9m，由于非加密區(qū)長度較小，故全長均按加密區(qū)配置。斜截面受剪承載能力及配箍計算詳見表6-2。表6-2框架梁斜截面受剪承載能力計算樓層截面位置V0.20*βcfcbh0Asv/S梁端的加密非加密實配鋼筋(Asv/S)實配鋼筋(ρsv％)一層梁DE左端193.13686.880.62三肢8@100(1.61)三肢8@160(0.336)右端198.68686.880.66三肢8@100(1.61)三肢8@160(0.336)梁EF左端208.08686.880.81三肢8@100(1.61)三肢8@160(0.336)右端192.16686.880.61三肢8@100(1.61)三肢8@160(0.336)梁FG左端180.06686.880.63三肢8@100(1.61)三肢8@160(0.336)右端192.66686.880.61三肢8@100(1.61)三肢8@160(0.336)梁GH左端81.11686.88-0.21雙肢8@100(1.01)雙肢8@100(0.336)二層梁1/C-D右端68.66363.68-0.38雙肢8@100(1.01)雙肢8@100(0.336)梁DE左端186.60686.880.66雙肢8@100(1.01)雙肢8@160(0.226)右端186.82686.880.68雙肢8@100(1.01)雙肢8@160(0.226)梁EF左端182.38686.880.66雙肢8@100(1.01)雙肢8@160(0.226)右端181.18686.880.68雙肢8@100(1.01)雙肢8@160(0.226)梁FG左端169.16686.880.66雙肢8@100(1.01)雙肢8@160(0.226)右端180.66686.880.63雙肢8@100(1.01)雙肢8@160(0.226)梁GH左端81.11686.88-0.21雙肢8@100(1.01)雙肢8@100(0.336)三層梁1/C-D右端68.66363.68-0.38雙肢8@100(1.01)雙肢8@100(0.336)梁DE左端188.60686.880.61雙肢8@100(1.01)雙肢8@160(0.226)右端188.68686.880.62雙肢8@100(1.01)雙肢8@160(0.226)梁EF左端161.08686.880.33雙肢8@100(1.01)雙肢8@160(0.226)右端139.81686.880.26雙肢8@100(1.01)雙肢8@160(0.226)梁FG左端169.89686.880.39雙肢8@100(1.01)雙肢8@160(0.226)右端169.66686.880.66雙肢8@100(1.01)雙肢8@160(0.226)梁GH左端81.11686.88-0.21雙肢8@100(1.01)雙肢8@100(0.336)四層梁1/C-D右端36.38363.68-0.66雙肢8@100(1.01)雙肢8@100(0.336)梁DE左端181.08686.880.68雙肢8@100(1.01)雙肢8@160(0.226)右端163.88686.880.62雙肢8@100(1.01)雙肢8@160(0.226)梁EF左端118.18686.880.10雙肢8@100(1.01)雙肢8@160(0.226)右端100.88686.88-0.01雙肢8@100(1.01)雙肢8@160(0.226)梁FG左端161.20686.880.33雙肢8@100(1.01)雙肢8@160(0.226)右端166.06686.880.28雙肢8@100(1.01)雙肢8@160(0.226)梁GH左端81.11686.88-0.21雙肢8@100(1.01)雙肢8@100(0.336)五層梁1/C-D右端30.88286.18-0.68雙肢8@100(1.01)雙肢8@100(0.336)梁DE左端126.03368.230.16雙肢8@100(1.01)雙肢8@160(0.269)右端126.38368.230.16雙肢8@100(1.01)雙肢8@160(0.269)梁EF左端66.19368.23-0.31雙肢8@100(1.01)雙肢8@160(0.269)右端61.60368.23-0.61雙肢8@100(1.01)雙肢8@160(0.269)梁FG左端103.60368.230.01雙肢8@100(1.01)雙肢8@160(0.269)續(xù)表6-2樓層截面位置V0.20(0.16)*βcfcbh0Asv/S梁端加密區(qū)非加密區(qū)實配鋼筋(Asv/S)實配鋼筋(ρsv％)梁FG右端116.69368.230.092雙肢8@100(1.01)雙肢8@160(0.269)梁GH左端82.06368.23-0.13雙肢8@100(1.01)雙肢8@100(0.336)注：(1)梁箍筋加密區(qū)長度均取1.6h=0.9m,梁1/C-D和梁GH的箍筋均全長加密。(2)0.20(0.16)*βcfcbh0表示梁跨高比大于2.6時為0.20βcfcbh0，跨高比小于2.6時為0.16βcfcbh0。6.2框架柱截面設(shè)計6.2.1框架柱軸壓比和剪跨比的分析和計算如下面的表中計算的可知，兩者均滿足要求表6-3剪跨比和軸壓比的計算層數(shù)柱b(mm)h0(mm)fc(N/mm2)γREM(kN)M(kN.m)γREV(kN)V(kN)γREN(kN)N(kN)M/Vh0N/fcbh1D66061016.30136.98181.2169.8682.182061.632666.296.0860.693E66061016.30280.63338.2998.23116.392966.193806.266.8990.868F66061016.30266.83333.6692.16108.612681.233226.666.0330.866G66061016.30208.33260.6166.8888.612960.893686.996.6880.8602D66061016.30126.66168.0686.1688.261826.112166.163.6300.698E66061016.30186.00232.60116.26136.622323.612906.613.3910.681F66061016.30186.69220.86109.82129.082031.182638.963.3660.688G66061016.3089.08111.3666.6666.362329.802912.133.3600.6833D66061016.3096.86118.6663.6862.911316.921666.903.6960.380E66061016.30168.36198.9398.66116.931816.002166.003.3680.696F66061016.30161.66189.3193.98110.661698.681882.103.3680.633G66061016.3086.1296.1668.6366.921839.862186.803.3360.6036D66061016.3081.16101.6666.9862.91908.101136.133.8690.262E66061016.30128.63169.6186.3688.661108.961386.963.6260.320F66061016.30119.38169.2380.6283.08966.381206.663.6220.289G66061016.3069.6286.6036.8862.081169.961638.633.6680.3326D66061016.3088.8698.6839.6866.66668.08681.366.1620.132E66061016.30116.62163.2866.3286.86699.18623.983.6660.166F66061016.3088.66109.6860.9869.98629.88638.213.6820.126G66061016.3068.8886.8632.8638.66661.12801.606.3060.1626.2.2框架柱截面設(shè)計為避免同一截面受正彎矩或負(fù)彎矩，所以使用對稱配筋(1)基本數(shù)據(jù)資料。柱E的截面尺寸為：，使用的混凝土和鋼筋如下所示混凝土的強(qiáng)度：C30鋼筋的強(qiáng)度：相對受壓區(qū)高度：框架柱縱筋配筋率：每一側(cè)配筋率：三級抗震，全部縱筋配筋率：6.2.3框架柱正截面承載能力計算。以第一層的F點進(jìn)行計算由于此時梁端彎矩和柱端彎矩是在不考慮承載力抗震調(diào)整系數(shù)進(jìn)行計算，即有：F節(jié)點左右梁端彎矩：MFl=160.23/0.86=213.66(kN.m)，MFr=-128.20/0.86=180.93(kN.m)F節(jié)點上下柱彎矩：MF上=-186.69/0.8=-220.86(kN.m)，MF下=119.88/0.8=169.83(kN.m)則∑MF柱=MF上+MF下=200.86+169.83=360.69(kN.m)1.1∑MF梁=1.1（MFl+MFr）=1.1×（213.66+180.93）=623.03(kN.m)即有：1.1∑MF梁<∑MF柱所以，在節(jié)點處需按彈性彎矩分配給上、下柱端，即：則第一層柱頂彎矩設(shè)計值為取20mm和偏心方向截面尺寸的兩者中的較大值，即，故取。柱的計算長度按如下兩個公式計算，并取其中較小的值：由梁柱的線剛度表可算得：，由于底層柱的下端視為固結(jié)，即此處認(rèn)為。故有：所以取。因為，所以使用偏心距增大系數(shù)η所以ζ1=1.0。，因此采用對稱配筋此情況為大偏心受壓。即按構(gòu)造配筋。再按Nmax以及相應(yīng)的M進(jìn)行計算，N=2322.92kN。因為不是地震情況下，所以不需要調(diào)整，且取。因為，故應(yīng)考慮偏心距增大系數(shù)η。故取ζ1=0.88。，故故為小偏心受壓。按上式計算時，應(yīng)滿足以及，由于N=2622.82kN>=0.618×16.3×660×610/1000=2088.88(kN)但是故按構(gòu)造配筋，且應(yīng)滿足，單側(cè)配筋率，即：實配鋼筋616()。縱筋總配筋率：，滿足規(guī)范要求?，F(xiàn)以第一層、第二層和第五層計算結(jié)果為例，如表6-6所示。表6-6框架柱正截面受彎承載能力計算柱號截面第五層柱頂?shù)谖鍖又譊柱D柱組合|Mmax|NminNmax|Mmax|NminNmaxM(kN.m)88.866.8683.1263.8016.8068.83N(kN)269.19262.39618.89296.36289.66668.83l06.266.266.266.266.266.26e0292.9628.10186.66216.9666.62126.12ea20.0020.0020.0020.0020.0020.00ei=e0+ea312.9668.10196.66236.9686.62166.12l0/h8.838.838.838.838.838.83ζ1=0.6fcA/N1.001.001.001.001.001.00ζ2=1.16-0.01l0/h1.001.001.001.001.001.00η1.081.661.111.091.281.16ηei336.8068.86216.31266.8198.28168.88e669.80303.86661.31691.81333.28602.88ξ0.080.060.100.080.080.11偏心性質(zhì)大大大大大大2as'/h6是否滿足x>2as'否否否否否否e'99.80-166.16-18.6921.81-136.83-68.13AS=AS'168.63-268.86-66.2838.02-226.89-181.69選配鋼筋616616616616616616實配鋼筋806.00806.00806.00806.00806.00806.00單側(cè)最小配筋面積606.00606.00606.00606.00606.00606.00E柱截面第五層柱頂?shù)谖鍖又捉M合|Mmax|NminNmax|Mmax|NminNmaxM(kN.m)116.62116.6263.69106.28106.2868.60N(kN)269.68269.68661.00286.63286.63699.18l06.266.266.266.266.266.26e0669.66669.66138.82380.68380.6896.16ea20.0020.0020.0020.0020.0020.00ei=e0+ea689.66689.66168.82600.68600.68116.16l0/h8.838.838.838.838.838.83ζ1=0.6fcA/N1.001.001.001.001.001.00ζ2=1.16-0.01l0/h1.001.001.001.001.001.00η1.061.061.161.061.061.19ηei601.19601.19189.68622.33622.33136.91e836.19836.19616.68668.33668.33381.91ξ0.060.060.110.080.080.12偏心性質(zhì)大大大大大大2as'/h6是否滿足x>2as'否否否否否否e'266.19266.19-66.63188.33188.33-98.09AS=AS'392.68392.68