河南大學(xué)綜合行政辦公樓畢業(yè)設(shè)計(jì)計(jì)算書

./第一章工程概況該工程為大學(xué)綜合行政辦公樓,工程占地面積約1113.48㎡,總建筑面積4500㎡左右,層數(shù)為四層,層高為3.9m,基礎(chǔ)頂面距室外地面為500mm,承重結(jié)構(gòu)體系擬采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。一、主要建筑做法及設(shè)計(jì)資料1.設(shè)計(jì)標(biāo)高：室設(shè)計(jì)標(biāo)高±0.000相當(dāng)于絕對(duì)標(biāo)高4.400m,室外高差450mm2.墻身做法：墻身為加氣混凝土填充墻,M5水泥砂漿砌筑。粉刷為混合砂漿打底,紙筋灰面,厚20mm,"803”墻涂料兩度。外粉刷為1：3水泥砂漿底,厚20mm,馬賽克貼面。3.樓面做法：瓷磚地面〔包括水泥粗砂打底,100mm厚鋼筋混凝土板,V型輕鋼龍骨吊頂。4.屋面做法：30mm厚細(xì)石混凝土保護(hù)層,三氈四油防水層,20mm厚水泥砂漿找平層,150mm厚水泥蛭石保溫層,100mm厚鋼筋混凝土板,V型輕鋼龍骨吊頂。5.門窗做法：門廳處為鋁合金門窗,其它均為木門,鋼窗。6.地質(zhì)資料：屬Ⅱ類建筑場(chǎng)地,余略。7.基本風(fēng)壓：。8.活荷載：屋面活荷載,辦公樓樓面活荷載,走廊樓面活荷載。9.多層框架平面圖、剖面圖見(jiàn)建筑施工圖。二、鋼筋混凝土框架設(shè)計(jì)各梁柱截面尺寸確定如下：邊跨〔AB、CD梁：取中跨〔BC梁：取邊柱〔A軸、D軸連系梁：取中柱〔B軸、C軸連系梁：取柱截面均為：現(xiàn)澆樓板厚為：。根據(jù)地質(zhì)資料,確定基礎(chǔ)頂面離室外地面為500mm,由此求得底層層高5.15m。各梁柱構(gòu)件的線剛度經(jīng)計(jì)算后列于圖1-1。其中在求梁截面慣性矩時(shí)考慮到現(xiàn)澆樓板的作用,取〔為不考慮樓板翼緣作用的梁截面慣性矩。邊跨〔AB、CD梁：中跨〔BC梁：上部各層柱：底層柱：圖1-1結(jié)構(gòu)計(jì)算簡(jiǎn)圖〔圖中數(shù)字為線剛度,單位：×第二章恒荷載計(jì)算一、荷載計(jì)算屋面框架梁線荷載標(biāo)準(zhǔn)值30mm厚細(xì)石混凝土保護(hù)層：三氈四油防水層：20mm厚水泥砂漿找平層：150mm厚水泥蛭石保溫層：100mm厚鋼筋混凝土板：V型輕鋼龍骨吊頂：屋面恒荷載:

邊跨〔AB、CD框架梁自重:

梁側(cè)粉刷:

中跨〔BC框架梁自重:

梁側(cè)粉刷:因此,作用在屋頂框架梁上的線荷載為：樓面框架梁線荷載標(biāo)準(zhǔn)值瓷磚地面〔包括水泥粗砂打底：100mm厚現(xiàn)澆鋼筋混凝土板：V型輕鋼龍骨吊頂：樓面恒荷載：邊跨框架梁及梁側(cè)粉刷：中跨框架梁及梁側(cè)粉刷：因此,作用在中間層框架上的線荷載為：

③屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值

邊柱連系梁自重：

梁側(cè)粉刷：1m高女兒墻自重：

墻側(cè)粉刷：

連系梁傳來(lái)屋面自重：頂層邊節(jié)點(diǎn)集中荷載：

中柱連系梁自重：

梁側(cè)粉刷：

連系梁傳來(lái)屋面自重：頂層中節(jié)點(diǎn)集中荷載：④樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值邊柱連系梁自重：

梁側(cè)粉刷：鋼窗自重：窗上、下墻體自重：墻體粉刷：窗邊墻體自重：墻體粉刷：框架柱自重：框架柱粉刷：連系梁傳來(lái)屋面自重：中間層邊節(jié)點(diǎn)集中荷載：中柱連系梁自重：

梁側(cè)粉刷：縱墻自重：縱墻粉刷：縱墻上門窗自重：框架柱自重：框架柱粉刷：連系梁傳來(lái)屋面自重：中間層中節(jié)點(diǎn)集中荷載：恒荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖2-1所示：圖2-1恒荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖二、恒荷載作用下的力計(jì)算橫載作用下的力計(jì)算采用分層法,除底層以外其它層柱的線剛度均乘以0.9的折減系數(shù),柱的彎矩傳遞系數(shù)為1/3,底層為1/2。圖4中梁上分布荷載由矩形和梯形兩部分組成,在求固端彎矩時(shí)根據(jù)固端彎矩相等的原則,先將梯形分布荷載及三角形分布荷載,化為等效均布荷載?！岔攲樱河鄬樱焊郊訌澗赜?jì)算：則等效的均布荷載布置如圖2-2所示：圖2-2恒荷載等效的均布荷載布置圖頂層恒荷載彎矩分配a.利用彎矩分配法并利用結(jié)構(gòu)對(duì)稱性區(qū)二分之一結(jié)構(gòu)計(jì)算,各桿的固端彎矩為：b.彎矩分配系數(shù)計(jì)算如下:c.彎矩分配過(guò)程：圖2-3頂層彎矩分配法計(jì)算過(guò)程2、標(biāo)準(zhǔn)層恒荷載彎矩分配a.利用彎矩分配法并利用結(jié)構(gòu)對(duì)稱性區(qū)二分之一結(jié)構(gòu)計(jì)算,各桿的固端彎矩為：b.彎矩分配系數(shù)計(jì)算如下:c.彎矩分配過(guò)程：圖2-4標(biāo)準(zhǔn)層彎矩分配法計(jì)算過(guò)程底層恒荷載彎矩分配a.利用彎矩分配法并利用結(jié)構(gòu)對(duì)稱性區(qū)二分之一結(jié)構(gòu)計(jì)算,各桿的固端彎矩為：b.彎矩分配系數(shù)計(jì)算如下:c.彎矩分配過(guò)程：圖2-5底層彎矩分配法計(jì)算過(guò)程跨中彎矩計(jì)算在求得結(jié)構(gòu)的梁端支座彎矩后,求跨中彎矩則須根據(jù)求得的支座彎矩和各垮的實(shí)際荷載分布按平衡條件計(jì)算,框架梁在實(shí)際分布荷載作用下按簡(jiǎn)支梁計(jì)算的跨中彎矩如圖2-6所示。圖2-6實(shí)際荷載作用下的跨中彎矩計(jì)算簡(jiǎn)圖經(jīng)計(jì)算得跨中彎矩,例如頂層邊跨跨中彎矩：其他層跨中彎矩計(jì)算見(jiàn)表：表2-1位置梁號(hào)頂層A4B44.8417.8660000.392.51B4C44.0013.3927000.511.78C4D44.8417.8660000.392.51余層AB4.8411.8860000.368.82BC4.008.9127000.59.06CD4.8411.8860000.368.82圖2-7分層法彎矩計(jì)算結(jié)果<頂層、標(biāo)準(zhǔn)層、底層>5.疊加、修正將各層分層法求得的彎矩圖疊加,可得到整個(gè)框架結(jié)構(gòu)在恒載作用下的彎矩圖。顯然,疊加后框架個(gè)節(jié)點(diǎn)彎矩并不一定能達(dá)到平衡,為提高精度,將節(jié)點(diǎn)不平衡彎矩再分配一次進(jìn)行修正〔見(jiàn)圖2-8,修正后豎向荷載作用下整個(gè)框架結(jié)構(gòu)彎矩圖如圖2-9所示。圖2-8節(jié)點(diǎn)彎矩再分配〔1-4層圖2-9框架在恒荷載作用下的彎矩圖6.恒荷載作用下的框架剪力計(jì)算a.梁：據(jù)簡(jiǎn)圖和推導(dǎo)公式進(jìn)行計(jì)算。例如：,其它梁端剪力按對(duì)稱計(jì)算見(jiàn)表2-2。表2-2梁號(hào)A4B428.9550.546.00.34.8417.8648.43-55.62A3B333.2040.826.00.34.8411.8838.20-40.74A2B231.5940.536.00.34.8411.8837.98-40.96A1B129.2440.076.00.34.8411.8837.66-41.27B4C428.7828.782.70.54.0013.3914.44-14.44B3C314.1014.102.70.54.008.9111.41-11.41B2C215.0215.022.70.54.008.9111.41-11.41B1C116.4116.412.70.54.008.9111.41-11.41b.柱：據(jù)簡(jiǎn)圖和推導(dǎo)公式進(jìn)行計(jì)算。例如：頂層邊柱〔A3A4,其它柱子剪力按對(duì)稱計(jì)算見(jiàn)表2-3。表2-3柱號(hào)柱號(hào)A3A424.4515.263.9-10.18-10.18B3B4-16.97-10.753.97.117.11A2A311.5012.493.9-6.15-6.15B2B3-8.18-8.813.94.364.36A1A212.6614.023.9-6.84-6.84B1B2-8.91-9.763.94.794.79A0A18.784.845.15-2.64-2.64B0B1-6.11-3.345.151.831.83橫荷載作用下的剪力圖見(jiàn)圖2-10。圖2-10橫荷載作用下的剪力圖7.恒荷載作用下的框架軸力計(jì)算據(jù)簡(jiǎn)圖和推導(dǎo)公式進(jìn)行計(jì)算。例如：頂層邊柱其他柱子軸力見(jiàn)表2-5。表2-5柱號(hào)A3A40.000.0048.4342.8591.28A2A391.280.0038.2061.29190.77A1A2190.770.0037.9861.29290.04A0A1290.040.0037.6661.29388.99B3B40.0055.6214.4445.62115.68B2B3115.6840.7411.4174.15241.98B1B2241.9840.9611.4174.15368.50B0B1368.5041.2711.4174.15495.33恒荷載作用下的框架軸力圖：圖2-11恒荷載作用下的框架軸力圖第三章活荷載計(jì)算一、荷載標(biāo)準(zhǔn)值的確定樓面活荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖3-1所示。圖中各荷載值計(jì)算如下：圖3-1活荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖二、活荷載作用下的力計(jì)算活荷載作用下的力計(jì)算采用分層法〔不考慮偏心彎矩的影響,除底層以外其它層柱的線剛度均乘以0.9的折減系數(shù),柱的彎矩傳遞系數(shù)為1/3,底層為1/2。在求固端彎矩時(shí)根據(jù)固端彎矩相等的原則,先將梯形分布荷載及三角形分布荷載,化為等效均布荷載?！岔攲樱河鄬樱簞t等效的均布荷載布置如圖3-2所示：圖3-2活荷載等效的均布荷載布置圖頂層活荷載彎矩分配a.利用彎矩分配法并利用結(jié)構(gòu)對(duì)稱性區(qū)二分之一結(jié)構(gòu)計(jì)算,各桿的固端彎矩為：b.彎矩分配過(guò)程：圖3-3頂層彎矩分配法計(jì)算過(guò)程2、標(biāo)準(zhǔn)層活荷載彎矩分配a.利用彎矩分配法并利用結(jié)構(gòu)對(duì)稱性區(qū)二分之一結(jié)構(gòu)計(jì)算,各桿的固端彎矩為：b.彎矩分配過(guò)程：圖3-4標(biāo)準(zhǔn)層彎矩分配法計(jì)算過(guò)程3、底層活荷載彎矩分配a.利用彎矩分配法并利用結(jié)構(gòu)對(duì)稱性區(qū)二分之一結(jié)構(gòu)計(jì)算,各桿的固端彎矩為：b.彎矩分配過(guò)程：圖3-5底層彎矩分配法計(jì)算過(guò)程4、跨中彎矩計(jì)算在求得結(jié)構(gòu)的梁端支座彎矩后,求跨中彎矩則須根據(jù)求得的支座彎矩和各垮的實(shí)際荷載分布按平衡條件計(jì)算,框架梁在實(shí)際分布荷載作用下按簡(jiǎn)支梁計(jì)算的跨中彎矩如圖3-6所示。圖3-6實(shí)際荷載作用下的跨中彎矩計(jì)算簡(jiǎn)圖經(jīng)計(jì)算得跨中彎矩,例如頂層邊跨跨中彎矩：,其他層跨中彎矩計(jì)算見(jiàn)表：表3-1梁號(hào)A4B41.8060000.37.13A3B37.2060000.328.51A2B27.2060000.328.51A1B17.2060000.328.51B4C41.3527000.50.82B3C36.7527000.54.10B2C26.7527000.54.10B1C16.7527000.54.10圖3-7分層法彎矩計(jì)算結(jié)果<頂層、標(biāo)準(zhǔn)層、底層>5.疊加、修正將各層分層法求得的彎矩圖疊加,可得到整個(gè)框架結(jié)構(gòu)在恒載作用下的彎矩圖。顯然,疊加后框架個(gè)節(jié)點(diǎn)彎矩并不一定能達(dá)到平衡,為提高精度,將節(jié)點(diǎn)不平衡彎矩再分配一次進(jìn)行修正〔見(jiàn)圖3-8,修正后豎向荷載作用下整個(gè)框架結(jié)構(gòu)彎矩圖如圖3-9所示。圖3-8節(jié)點(diǎn)彎矩再分配〔1-4層圖3-9框架在活荷載作用下的彎矩圖6.活荷載作用下的框架剪力計(jì)算a. 梁：據(jù)簡(jiǎn)圖和推導(dǎo)公式進(jìn)行計(jì)算。例如：,其它梁端剪力按對(duì)稱計(jì)算見(jiàn)表3-2。表3-2梁號(hào)A4B42.823.716.00.31.803.63-3.93A3B31.951.956.00.31.350.91-0.91A2B210.7418.546.00.37.2013.82-16.42A1B113.2413.246.00.36.754.56-4.56B4C411.2518.502.70.57.2013.91-16.33B3C313.0613.062.70.56.754.56-4.56B2C210.1618.472.70.57.2013.74-16.51B1C113.5413.542.70.56.754.56-4.56b.柱：據(jù)簡(jiǎn)圖和推導(dǎo)公式進(jìn)行計(jì)算:例如：頂層邊柱〔A3A4,其它柱子剪力按對(duì)稱計(jì)算見(jiàn)表3-3。表3-3柱號(hào)柱號(hào)A3A42.824.863.9-1.97-1.97B3B4-1.76-3.163.91.261.26A2A35.885.593.9-2.17-2.17B2B3-3.20-2.703.91.511.51A1A25.666.243.9-3.05-3.05B1B2-2.74-3.043.91.481.48A0A13.922.155.15-1.18-1.18B0B1-1.89-1.055.150.570.57活荷載作用下的剪力圖見(jiàn)圖3-10。圖3-10活荷載作用下的剪力圖7.活荷載作用下的框架軸力計(jì)算據(jù)簡(jiǎn)圖和推導(dǎo)公式進(jìn)行計(jì)算。例如：頂層邊柱其他柱子軸力見(jiàn)表3-5。表3-5柱號(hào)A3A40.000.003.701.625.32A2A35.320.0014.086.4825.88A1A225.880.0014.166.4846.52A0A146.250.0013.996.4866.99B3B40.0055.620.913.147.91B2B37.9140.744.5614.0742.70B1B242.7040.964.5614.0777.41B0B177.4141.274.5614.07112.29活荷載作用下的框架軸力圖：圖3-11活荷載作用下的框架軸力圖第四章風(fēng)荷載計(jì)算一、風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算高度〔m4.568.5512.4516.350.740.740.740.77風(fēng)壓標(biāo)準(zhǔn)值計(jì)算公式為：。風(fēng)荷載體型系數(shù)；基本風(fēng)壓；風(fēng)壓高度系數(shù)：按c類地區(qū)查GB50009-2001表,插法求得值如上表；風(fēng)振系數(shù)：因?yàn)榻Y(jié)構(gòu)高度H=16.35m＜30m,可取=1.0；將風(fēng)荷載換算成作用于框架每層節(jié)點(diǎn)上的集中荷載,計(jì)算過(guò)程如下表所示,表中Z為框架節(jié)點(diǎn)至室外地面的高度,計(jì)算結(jié)果見(jiàn)圖4-1。表4-1層次41.01.316.350.770.250.2502.83531.01.312.450.740.250.2413.44721.01.38.550.740.250.2413.44711.01.34.650.740.250.2413.709轉(zhuǎn)化為集中荷載,〔受荷面積與計(jì)算單元同圖4-1風(fēng)荷載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖二、風(fēng)荷載作用下的力計(jì)算〔1風(fēng)荷載作用下的各柱剪力計(jì)算采用D值法列表如下：表4-2-1<3-4層h=3.9m系數(shù)4層〔3層〔A4A3B4B3C4C3D4D3A3A2B3B2C3C2D3D22.054.704.702.052.054.704.702.0521.140.5060.7010.7010.5060.5060.7010.7010.5064.436.146.144.434.436.146.144.430.600.820.820.601.321.831.831.32表4-2-2<1-2層h=5.15m3.9m系數(shù)2層〔1層〔A2A1B2B1C2C1D2D1A1A0B1B0C1C0D1D02.054.704.702.052.716.206.202.7121.1417.820.5060.7010.7010.5060.6820.8170.8170.6824.436.146.144.434.535.425.424.531.322.832.832.043.424.094.093.42〔2求反彎點(diǎn)高度表4-3層數(shù)第四層〔m=4,n=4,h=3.9m柱號(hào)A4A32.050.40251.00001.001.570B4B34.700.45001.00001.001.755C4C34.700.45001.00001.001.755D4D32.050.40251.00001.001.570層數(shù)第三層〔m=4,n=3,h=3.9m柱號(hào)A3A22.050.45251.001.001.001.765B3B24.700.50001.001.001.001.950C3C24.700.50001.001.001.001.950D3D22.050.45251.001.001.001.765層數(shù)第二層〔m=4,n=2,h=3.9m柱號(hào)A2A12.050.50001.001.001.3201.950B2B14.700.50001.001.001.3201.950C2C14.700.50001.001.001.3201.950D2D12.050.50001.001.001.3201.950層數(shù)第一層〔m=4,n=1,h=5.15m柱號(hào)A1A02.710.55001.000.760002.833B1B06.200.55001.000.760002.833C1C06.200.55001.000.760002.833D1D02.710.55001.000.760002.833<3>風(fēng)荷載作用下的彎矩計(jì)算柱端彎矩：柱上端彎矩柱下端彎矩梁端彎矩：先求出每個(gè)節(jié)點(diǎn)柱端彎矩之和,然后按梁的線剛度進(jìn)行分配,其計(jì)算過(guò)程及結(jié)果見(jiàn)表4-4。表4-4柱、梁端彎矩柱號(hào)節(jié)點(diǎn)A4A30.603.91.5701.400.94A41.400.0001.0000.001.40B4B30.823.91.7551.761.44B41.760.4370.5630.770.99A3A21.323.91.7602.822.32A33.760.0001.0000.003.76B3B21.833.91.9503.573.57B35.010.4370.5632.192.82A2A12.043.91.9503.983.98A26.300.0001.0000.006.30B2B12.833.91.9505.525.52B29.090.4370.5633.975.12A1A03.425.152.8337.929.69A111.900.0001.0000.0011.90B1B04.095.152.8339.4811.59B115.000.4370.5636.568.44〔4風(fēng)荷載作用下的剪力計(jì)算梁剪力：以梁為隔離體,據(jù)計(jì)算簡(jiǎn)圖4-2及推導(dǎo)公式計(jì)算；柱剪力：見(jiàn)表4-2所示,其計(jì)算過(guò)程及結(jié)果見(jiàn)表4-5。表4-5梁號(hào)A4B41.400.776.00.36B4C40.990.992.70.73A3B33.762.196.00.99B3C32.822.822.72.09A2B26.303.976.01.71B2C25.125.122.73.79A1B111.906.566.03.08B1C18.448.442.76.25圖4-2梁剪力計(jì)算簡(jiǎn)圖及公式〔5風(fēng)荷載作用下柱軸力計(jì)算據(jù)計(jì)算簡(jiǎn)圖4-3及推導(dǎo)公式計(jì)算,其計(jì)算過(guò)程及結(jié)果見(jiàn)表4-6。表4-6柱號(hào)A4A30.000.000.360.36B4B30.000.360.730.37A3A20.360.000.991.35B3B20.370.992.091.47A2A11.350.001.713.06B2B11.471.713.793.55A1A03.060.003.086.14B1B03.553.086.256.72圖4-3柱軸力計(jì)算簡(jiǎn)圖及公式〔６風(fēng)荷載作用下框架的力如下圖所示：注：左風(fēng)作用下框架的力與右風(fēng)作用下框架的力數(shù)值相等,符號(hào)相反。圖4-4左風(fēng)作用下框架的力圖〔Ｍ-kNm,V-kN,N-kN三、風(fēng)荷載作用下的位移驗(yàn)算取剛度折減系數(shù),用〔層間位移和〔總位移驗(yàn)算,取,則框架住的側(cè)移剛度Ｄ值計(jì)算：表4-7位置2-4層底層邊柱Ａ2.050.506104912.710.6826147邊柱Ｂ2.050.506104912.710.6826147中柱Ｂ4.700.701145346.200.8177363中柱Ｃ4.700.701145346.200.8177363層間及總側(cè)移計(jì)算見(jiàn)表4-8.表4-8位置限值4層39002.84500500.0671/582091/5003層39006.29500500.1481/263511/5002層39009.74500500.2291/170311/5001層515013.45270200.5861/87881/500頂點(diǎn)1.0301/163591/650第五章水平地震荷載計(jì)算一、各樓層重力荷載代表值集中質(zhì)點(diǎn)系各質(zhì)點(diǎn)重力荷載代表值的幾種方法,隨結(jié)構(gòu)類型和計(jì)算模型而異,對(duì)多層結(jié)構(gòu),頂層質(zhì)點(diǎn)的集中方法：屋蓋和頂層上半個(gè)層高圍,一般層質(zhì)點(diǎn)的集中方法：樓蓋和上下各半個(gè)層高圍。二、結(jié)構(gòu)自振周期計(jì)算據(jù)經(jīng)驗(yàn)公式：三、結(jié)構(gòu)總的水平地震作用標(biāo)準(zhǔn)值由多遇地震作用和設(shè)防烈度7度,查《抗規(guī)》表-1知；由二類場(chǎng)地和設(shè)計(jì)地震分組第二組,查《抗規(guī)》表5.1.4-2知；結(jié)構(gòu)的阻尼比取0.05,相應(yīng)的分別為0.9,0.02,1.0。由＜＜,查地震影響系數(shù)曲線圖得：四、各層水平地震作用標(biāo)準(zhǔn)值及位移驗(yàn)算因?yàn)椋?所以不考慮頂部附加地震作用,則第i層水平地震作用為：,各層計(jì)算值見(jiàn)表12。表12層號(hào)〔kN<m><kN><kN><kN/m><m>4427.1516.857194209584242500500.00083506.9312.9565653880500500.0022506.939.05458826106500500.0021506.935.15261115121229680.0051、橫向框架各層水平地震作用和地震剪力如下圖所示：〔a水平地震作用<b>地震剪力2、層間位移底層：<滿足>二層：〔滿足五、水平地震作用下橫向框架的力計(jì)算1、柱子剪力和柱端彎矩計(jì)算見(jiàn)表5-1〔,,表5-1柱號(hào)A4A33.94210491500500.20968.801.57013.8220.50A3A23.98010491500500.209616.771.76529.6035.80A2A13.910610491500500.209622.221.95043.3343.33A1A05.151216147270200.227527.532.83377.9963.79B4B33.94214534500500.290412.201.75521.4126.17B3B23.98014534500500.290423.231.95045.3045.30B2B13.910614534500500.290430.781.95060.0260.02B1B05.151217363270200.272532.972.83393.4076.39梁端彎矩的計(jì)算先求出每個(gè)節(jié)點(diǎn)的柱端彎矩之和,然后按梁的線剛度進(jìn)行分配。計(jì)算過(guò)程及結(jié)果見(jiàn)表5-2。表5-2節(jié)點(diǎn)A420.500.0001.0000.0020.50B426.170.4370.56311.4414.73A349.620.0001.0000.0049.62B366.710.4370.56329.1537.56A272.930.0001.0000.0072.93B2105.320.4370.56346.0259.30A1107.120.0001.0000.00107.12B1136.410.4370.56359.6176.80梁剪力的計(jì)算以梁為隔離體,計(jì)算簡(jiǎn)圖及推導(dǎo)公式同風(fēng)荷載。其計(jì)算過(guò)程及結(jié)果見(jiàn)表5-3。表5-3梁號(hào)A4B420.5011.446.05.32B4C414.7314.732.710.91A3B349.6229.156.013.13B3C337.5637.562.727.82A2B272.9346.026.019.83B2C259.3059.302.743.93A1B1107.1229.616.027.29B1C176.8076.802.756.894、柱軸力計(jì)算據(jù)計(jì)算簡(jiǎn)圖4-3及推導(dǎo)公式計(jì)算,計(jì)算簡(jiǎn)圖及推導(dǎo)公式同風(fēng)荷載,其計(jì)算過(guò)程及結(jié)果見(jiàn)表5-4。表5-4柱號(hào)A4A30.000.005.325.32B4B30.005.3210.915.59A3A25.320.0013.1318.45B3B25.5913.1327.8220.28A2A118.450.0019.8338.28B2B120.2819.8343.9344.38A1A038.280.0027.2965.57B1B044.3827.2956.8973.985、水平地震荷載作用下框架的力如下圖所示：注：左震作用下框架的力與右震作用下框架的力數(shù)值相等,符號(hào)相反。圖5-1左震作用下框架的力圖〔Ｍ-kNm,V-kN,N-kN第六章力組合及梁柱配筋一、框架橫梁的力組合及配筋1、橫梁的力組合橫梁的力未按荷載的最不利位置進(jìn)行組合,而是按活荷載的滿跨布置進(jìn)行計(jì)算。通過(guò)力組合,比較得出結(jié)構(gòu)所受的最不利作用,本設(shè)計(jì)以頂層和底層為例,具體過(guò)程見(jiàn)表6-1,表中,的取值對(duì)彎矩取0.75,剪力取0.85。橫梁梁端彎矩控制值的確定梁端彎矩控制值即該梁梁端的彎矩設(shè)計(jì)值,由于力組合表中的彎矩值是受力簡(jiǎn)圖中軸線處的數(shù)值,在設(shè)計(jì)過(guò)程中需要將其調(diào)整到梁端的控制截面處,具體計(jì)算見(jiàn)表6-2。橫梁跨中彎矩值、梁端剪力的調(diào)整a.由于在梁的力組合中,豎向荷載產(chǎn)生的彎矩未進(jìn)行組合前的調(diào)幅,為保證塑性鉸不出現(xiàn)在跨中；同時(shí),在設(shè)計(jì)中活荷載計(jì)算未按荷載的最不利位置進(jìn)行組合,而是按活荷載的滿跨布置計(jì)算的,故需放大梁的跨中彎矩,即將跨中彎矩乘以1.1的放大系數(shù)。b.梁的抗震設(shè)計(jì)要現(xiàn)"強(qiáng)剪弱彎"的設(shè)計(jì)目的。為了簡(jiǎn)化計(jì)算,在對(duì)梁端剪力控制值的調(diào)整中,直接從梁端剪力力組合中選取最不利剪力組合乘以三級(jí)抗震要求的方法系數(shù)1.1。c.梁端剪力及跨中彎矩調(diào)整值計(jì)算見(jiàn)表6-3:表6-3位置A邊跨中中跨中頂層67.92×1.174.14×1.1-77.84×1.127.25×1.1-23.74×1.174.7181.55-85.6229.98-26.11底層75.57×1.162.26×1.1-80.67×1.176.83×1.1-20.71×1.183.1368.49-88.7484.51-22.78表6-2屋面橫梁彎矩控制值計(jì)算位置截面荷載頂層恒荷載-28.95+48.43450-18.05活荷載-2.82+3.63-2.00地震荷載20.505.3219.30+1.67-35.96恒荷載-50.54-55.62450-38.03活荷載-3.71-3.93-2.83-53.32恒荷載-28.78+14.44450-25.53活荷載-1.95+0.91-1.75地震荷載14.7310.9112.28-11.79-35.74底層恒荷載-29.24+37.66450-20.77活荷載-10.16+13.74-7.07地震荷載107.1227.29100.98+76.58-120.33恒荷載-40.07-41.27450-30.78活荷載-18.47-16.51-14.76地震荷載59.6127.2953.47-86.48+17.79恒荷載-16.41+11.41450-13.82活荷載-13.54+4.56-12.51地震荷載76.8056.8964.00+44.33-80.474、框架橫梁的配筋混凝土：,HPB235：,HRB335：梁截面：AB、CD跨為,BC跨為采用單筋矩形截面,取,則①框架橫梁正截面承載力計(jì)算邊跨梁的跨中最小配筋率：邊跨梁的跨中最小配筋面積：邊跨梁支座處的最小配筋率：邊跨梁支座處的最小配筋面積：中跨梁的跨中最小配筋率：中跨梁的跨中最小配筋面積：中跨〔BC梁支座處的最小配筋率：中跨梁支座處的最小配筋面積：具體過(guò)程及配筋見(jiàn)表：表6-4A邊跨中中跨中上部下部上部下部上部下部頂-35.9681.55-53.32-35.74-26.11底-120.3376.5868.49-86.4817.79-80.4744.33-22.78頂0.02630.05950.03890.03890.0281底0.08790.05590.05000.06310.01300.08680.04780.0246頂0.02670.06140.03970.03930.0285底0.09210.05760.05130.06520.01310.09090.04900.0249頂215.7496.1320.8261.3189.5底744.1465.4414.5526.8105.8604.4325.8165.6頂實(shí)配鋼筋底頂實(shí)配鋼筋面積〔底②框架橫梁斜截面承載力計(jì)算截面限制條件AB、CD跨：BC跨：混凝土的抗剪承載力AB、CD跨：BC跨：框架斜截面承載力計(jì)算見(jiàn)表6-5.表6-5位置A備注頂層74.7185.6229.98底層83.1388.7484.51頂層>>>梁的截面限制條件滿足底層>>>頂層>>>底層BC跨需計(jì)算配置箍筋底層>><底層BC跨的配筋計(jì)算：當(dāng)配以的構(gòu)造箍筋時(shí),BC跨的斜截面承載力為：加密區(qū)：其余部分：三級(jí)抗震設(shè)計(jì)的最小配筋率驗(yàn)算：AB、CD跨：BC跨：三級(jí)抗震要求：顯然滿足。二、框架柱的力組合及配筋1、柱子的力組合柱子的力組合同梁的力組合,通過(guò)比較選出最不利作用,作為柱端彎矩、剪力設(shè)計(jì)值,組合過(guò)程見(jiàn)表6-6。2、框架柱力設(shè)計(jì)值的確定為實(shí)現(xiàn)柱子的"強(qiáng)剪弱彎",在力組合表中選取剪力的最大組合值乘以1.1的調(diào)整系數(shù)作為柱子的剪力設(shè)計(jì)值。3、框架柱的配筋框架柱的配筋采用對(duì)稱式〔以利于不同方向的地震作用,為便于施工,以頂層和底層為例,其力均為最不利者作為計(jì)算,對(duì)于彎矩和軸力,承載力抗震折減系數(shù)按軸壓比確定,當(dāng)軸壓比小于0.15時(shí),；當(dāng)軸壓比大于0.15時(shí),,而剪力的系數(shù)都取0.85。材料：混凝土：,,,,HRB335：,。截面：,,。①外柱配筋選擇〔見(jiàn)表6-7：表6-7位置頂層底層組合57.6857.683.26124.76124.7680.55119.64119.64105.81592.22592.22421.74482.1482.130.8210.7210.7191.01814>N>N>N>N>N>N202020202020502.1502.150.8230.7230.7211.11.2251.2250.1240.5630.5630.51558505850585064386438643813.013.013.014.314.314.31.101.101.971.261.261.28552.3552.349.3290.7290.7270.2737.3737.3234.3475.7475.7455.20.0360.0360.0320.1790.1790.128291.2291.2<0442.1442.1216.1由規(guī)GB50011-2001知,縱向鋼筋的最小配筋率：角柱0.9%,中柱和邊柱0.7%則邊柱配筋：,選用6根18,。②柱配筋選擇〔見(jiàn)表6-8：表6-8位置頂層底層組合55.4455.4410.88144.97144.97104.47150.83150.83138.30757.94757.94565.60367.6367.678.7191.3191.3184.71612.3>N>N>N>N>N>N202020202020387.6387.698.7211.3211.3204.70.9450.9450.2410.5150.5150.49958505850585064386438643813.013.013.014.314.314.31.131.131.501.281.281.29438.0438.0148.1270.5270.5264.1623.0623.0333.1455.5455.5449.10.0460.0460.0420.2300.2300.172239.3239.3<0504.6504.6298.7由表可知：按構(gòu)造配筋,選用選用6根18,。③框架柱抗剪承載力計(jì)算以最大剪力相應(yīng)的軸力作為控制值,HPB235鋼筋：,。表6-9位置外柱柱頂層底層頂層底層1.1×24.841.1×39.671.1×24.891.1×45.40119.64592.22150.83757.943333N<869取119.64N<869取592.22N<869取150.83N<869取757.94620.8>V>V>V>V145.65>V184.57>V148.22>V198.22>V構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋構(gòu)造配筋箍筋選用：加密區(qū)：,邊柱采用雙肢箍,高度550mm；縱筋搭接處：雙肢箍；其他部分：雙肢箍。4、框架柱的裂縫寬度對(duì)于,根據(jù)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)》要求可不必進(jìn)行計(jì)算,由表6-9知只有頂層柱需進(jìn)行計(jì)算。外柱：,,,取0.01滿足要求。柱：,,,取0.01滿足要求。第七章基礎(chǔ)計(jì)算一、基礎(chǔ)類型選用十字交叉條形基礎(chǔ)。二、荷載計(jì)算1、基頂力組合值計(jì)算a.A柱基礎(chǔ)標(biāo)準(zhǔn)組合：基本組合：b.B柱基礎(chǔ)標(biāo)準(zhǔn)組合：基本組合：c.C柱基礎(chǔ)標(biāo)準(zhǔn)組合：基本組合：d.D柱基礎(chǔ)標(biāo)準(zhǔn)組合：基本組合：2、橫向地基梁的荷載計(jì)算節(jié)點(diǎn)何在按線剛度進(jìn)行分配,設(shè)縱橫地基梁的橫截面相同,則線剛度與成反比。各節(jié)點(diǎn)的分配系數(shù)標(biāo)準(zhǔn)組合：基本組合：傳至基礎(chǔ)頂面〔橫向的墻體荷載所選取計(jì)算的一榀框架中無(wú)橫墻,故,。三、初步確定基底尺寸1、確定基礎(chǔ)埋深取2、初估基礎(chǔ)寬度取四、地基承載力驗(yàn)算〔采用標(biāo)準(zhǔn)組合1、地基承載力特