學(xué)生公寓樓設(shè)計(jì)

學(xué)士學(xué)位畢業(yè)設(shè)計(jì)學(xué)生公寓樓設(shè)計(jì)學(xué)生姓名：****學(xué)號(hào)：****指導(dǎo)教師：****所在學(xué)院：****專業(yè)：****摘要畢業(yè)設(shè)計(jì)題目為學(xué)生公寓樓，建筑面積為8000平方米（包括裙房），建設(shè)地點(diǎn)在***，抗震設(shè)防烈度為7度；上部結(jié)構(gòu)采用多層鋼筋混凝土框架結(jié)構(gòu)。公寓共七層，層高3.3米，凈高為3.18米。建筑物總高度為24米?？蚣芸拐鸬燃?jí)為四級(jí)；基礎(chǔ)采用獨(dú)立基礎(chǔ)。

畢業(yè)設(shè)計(jì)包括建筑設(shè)計(jì)、結(jié)構(gòu)設(shè)計(jì)兩部分。結(jié)構(gòu)設(shè)計(jì)是重點(diǎn)。結(jié)構(gòu)設(shè)計(jì)內(nèi)容包括：構(gòu)件截面尺寸的確定、豎向和水平荷載計(jì)算、框架內(nèi)力及側(cè)移計(jì)算、內(nèi)力組合、框架梁柱截面配筋以及樓板、樓梯和基礎(chǔ)設(shè)計(jì)。嚴(yán)格按有關(guān)結(jié)構(gòu)設(shè)計(jì)規(guī)范或規(guī)程進(jìn)行結(jié)構(gòu)設(shè)計(jì)，并且考慮了抗震計(jì)算和有關(guān)構(gòu)造要求。在計(jì)算方法上，水平地震作用采用“底部剪力法”，風(fēng)荷載和水平地震作用下框架內(nèi)力計(jì)算采用D值法，豎向荷載作用下框架內(nèi)力計(jì)算采用分層法。結(jié)構(gòu)設(shè)計(jì)計(jì)算是手算。關(guān)鍵詞：學(xué)生公寓樓，框架結(jié)構(gòu)，內(nèi)力計(jì)算，配筋TOC\t"標(biāo)題3,1,標(biāo)題4,2,標(biāo)題5,3,標(biāo)題6,4"\h\u***學(xué)生公寓樓1.工程概況1.1工程名稱：**學(xué)生公寓1.2建設(shè)單位：*******1.3建設(shè)場(chǎng)地：****；周圍建筑環(huán)境：為校園生活區(qū)，周圍多數(shù)是同類寢室樓，周圍有少許商業(yè)服務(wù)設(shè)施，樓前樓后均有綠地。室外地坪設(shè)計(jì)標(biāo)高為168.460m。場(chǎng)地平面見附錄1。1.4建設(shè)規(guī)模：總建筑面積：5000~8000平方米（包括裙房），采用框架結(jié)構(gòu)，建筑層數(shù)為7層，無(wú)地下室。房間要求：學(xué)生住宿規(guī)模為800床位（900、1000、1100、1200床位可選）每寢室面積18~24平米。寢室內(nèi)設(shè)置衛(wèi)生間。室內(nèi)應(yīng)有晾曬衣物的空間。首層設(shè)置傳達(dá)室、值班室。每層設(shè)置儲(chǔ)物室。2設(shè)計(jì)原始資料2.1氣象條件2.1.1冬季采暖室外計(jì)算溫度－26°C。2.1.2主導(dǎo)風(fēng)向：南風(fēng)。基本風(fēng)壓0.50kN/m2。2.1.3基本雪壓：0.45kN/m2。2.1.4年降雨量：540mm；日最大降雨量：92mm；時(shí)最大降雨量：56mm；雨季集中在9、10月份。2.1.5場(chǎng)地標(biāo)準(zhǔn)凍深：-2.0m；2.2工程地質(zhì)條件2.2.1建筑場(chǎng)地地勢(shì)平坦；地基土無(wú)液化。建筑場(chǎng)地工程地質(zhì)條件見附錄2。2.2.2地下水穩(wěn)定埋深8.5～10.8m，屬潛水類型。地下水對(duì)混凝土結(jié)構(gòu)、鋼筋混凝土結(jié)構(gòu)中的鋼筋、建筑材料無(wú)腐蝕性。2.2.3抗震設(shè)防烈度按7度考慮，場(chǎng)地類別為Ⅱ類，設(shè)計(jì)地震分組為第一組。3梁、柱截面尺寸及計(jì)算簡(jiǎn)圖3.1梁、柱截面尺寸的確定本工程樓蓋及屋蓋均采用現(xiàn)澆混凝土梁板結(jié)構(gòu)。由圖可知，考慮次梁作用，區(qū)格板的邊長(zhǎng)比為6.5/3.9=1.67<2,按雙向板計(jì)算，樓板厚大于L/40=3900/40=97mm，取120mm。梁截面高度按梁跨度的1/12-1/8估算，由此估算梁的截面尺寸見表1，表中還給出了各層梁柱和板的混凝土強(qiáng)度等級(jí)。其強(qiáng)度設(shè)計(jì)值為：表格1梁截面尺寸(mm)及各層混凝土強(qiáng)度等級(jí)層次混凝土強(qiáng)度等級(jí)橫梁縱梁次梁AC、DF跨CD跨1-7C35300×550300×550400×550300×500柱截面尺寸可根據(jù)式估算取邊柱負(fù)載面積為，第一層柱截面面積為邊柱中柱取截面為正方形，截面高度為。根據(jù)上述計(jì)算結(jié)果并綜合考慮其它因素，本設(shè)計(jì)柱截面尺寸取值1層2~7層3.2基礎(chǔ)選用條形基礎(chǔ)基礎(chǔ)選用獨(dú)立基礎(chǔ)，基礎(chǔ)埋深取2.25m（自室外地坪算起），室內(nèi)外地坪高差為0.45m。3.3框架計(jì)算簡(jiǎn)圖框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖1所示，2—7層柱的高度為3.3m，底層柱高度從基礎(chǔ)頂面取至一層板底，即h=3.3+0.45+2.25-1.2-0.12=4.70m圖１橫向框架計(jì)算簡(jiǎn)圖4橫向框架結(jié)構(gòu)側(cè)向剛度計(jì)算及側(cè)向剛度比驗(yàn)算4.1框架梁、柱線剛度計(jì)算框架梁線剛度，對(duì)中框架梁近似取，對(duì)邊框架梁近似取，其中表示按矩形截面所計(jì)算的慣性矩；計(jì)算結(jié)果見表2。柱線剛度計(jì)算結(jié)果見表3。表2橫梁線剛度計(jì)算表樓層梁跨ECb×hLI0()1~7AC.DF3005506500CD3005502400表3柱線剛度計(jì)算表層次hCECb×hIc()ECIc/hc2~73300600×60014700700×700圖2框架梁、柱線剛度4.2框架側(cè)向剛度計(jì)算柱的側(cè)移剛度計(jì)算要確定系數(shù)的值,該結(jié)構(gòu)的柱可分為中框架中柱和邊柱,邊框架中柱和邊柱,現(xiàn)以第一層和第二層的邊柱、中柱的側(cè)移剛度計(jì)算為例,說(shuō)明計(jì)算過(guò)程,其余柱的計(jì)算過(guò)程從略,計(jì)算結(jié)果分別見表4和表5。柱側(cè)向剛度按式：計(jì)算，第一層邊柱：第一層中柱：第1層一榀橫向中框架的側(cè)向剛度為：第二層邊柱：第二層中柱：第2層一榀橫向中框架的側(cè)向剛度為：其余各層一榀橫向中框架側(cè)向剛度計(jì)算過(guò)程從略，計(jì)算結(jié)果見表4,橫向邊框架側(cè)向剛度計(jì)算過(guò)程從略，計(jì)算結(jié)果見表5。表4一榀橫向中框架的側(cè)移剛度樓層層高邊柱中柱710.30033000.3910.164186141.4500.42047669132566610.30033000.3910.164186141.4500.42047669132566510.30033000.3910.164186141.4500.42047669132566410.30033000.3910.164186141.4500.42047669132566310.30033000.3910.164186141.4500.42047669132566210.30033000.3910.164186141.4500.42047669132566113.40047000.3010.348253321.1140.518377071260784.3橫向框架側(cè)向剛度比驗(yàn)算將上述不同情況下同層框架柱側(cè)移剛度相加,可得框架各層間側(cè)移剛度∑Di,結(jié)果見表6。對(duì)框架結(jié)構(gòu)，樓層與上部結(jié)構(gòu)相鄰樓層的側(cè)向剛度比按式計(jì)算。表6樓層與上部相鄰樓層的側(cè)向剛度比驗(yàn)算`層次12345678825469279629279629279629279629279629279620.9511.0001.0001.0001.0001.000-各層側(cè)向剛度比均大于0.7，且與上部相鄰三層側(cè)向剛度比平均值大于0.8，滿足要求。5重力荷載及水平荷載計(jì)算5.1重力荷載計(jì)算（1）屋面及樓面的永久荷載標(biāo)準(zhǔn)值屋面（不上人）：30mm厚細(xì)石砼的保護(hù)層24×0.03=0.72三氈四油防水層0.3020mm厚水泥砂漿找平層20×0.02=0.40150mm厚水泥蛭石保溫層8×0.15=1.20120mm厚鋼筋混凝土板25×0.12=3.00V型輕鋼龍骨吊頂0.20合計(jì)5.821—7層樓面：瓷磚地面（包括水泥粗砂打底）0.55120mm厚鋼筋混凝土板25×0.12=3.0V型輕鋼龍骨吊頂0.20合計(jì)3.75(2)屋面及樓面的可變荷載標(biāo)準(zhǔn)值上人屋面均布活荷載標(biāo)準(zhǔn)值2.0樓面活荷載標(biāo)準(zhǔn)值(房間)2.5樓面活荷載標(biāo)準(zhǔn)值(走廊)3.5屋面雪荷載標(biāo)準(zhǔn)值(3)梁、柱、墻、門、窗等重力荷載計(jì)算梁、柱可根據(jù)截面尺寸,材料容量及粉刷等計(jì)算出單位長(zhǎng)度上的重力荷載,因計(jì)算樓、屋面的永久荷載時(shí)，已考慮了板的自重，故在計(jì)算梁的自重時(shí)，應(yīng)從梁截面高度中減去板的厚度，且只考慮梁兩側(cè)抹灰的重量。第1層梁、柱單位長(zhǎng)度的重力荷載計(jì)算如下：邊橫梁：邊框架邊橫梁：走道梁：邊框架走道梁：次梁：縱梁：柱：外側(cè)柱偏軸線50mm，第一層梁、柱的凈長(zhǎng)度計(jì)算如下：邊橫梁：走道梁：次梁：縱梁：柱：同理，可求得1—7層框架梁、柱的重力荷載及構(gòu)件凈長(zhǎng)度。1—7層框架梁、柱的重力荷載標(biāo)準(zhǔn)值計(jì)算結(jié)果見表7。墻體:外墻：墻體為厚黏土空心磚，外墻面貼瓷磚()，內(nèi)墻為厚抹灰，則外墻單位面積重力荷載為,內(nèi)墻：內(nèi)墻為厚黏土空心磚，兩側(cè)均為厚抹灰，則內(nèi)墻單位面積重力荷載為木門單位面積重力荷載為，鋁合金窗單位面積重力荷載取女兒墻為200mm厚的黏土空心磚，外墻面貼面瓷磚，內(nèi)墻面為20mm厚抹灰，單位面積重力荷載為：5.2重力荷載代表值:5.2.1底層重力荷載代表值:1.底層重力荷載代表值表7框架梁、柱重力荷載標(biāo)準(zhǔn)值樓層構(gòu)件b（mm）（mm）γ（KN/m）（KN/m）（m）（KN）1邊橫梁0.300.43253.625.7520.815邊框架邊橫梁0.400.43254.735.7527.198走道梁0.300.43253.621.706.154邊框架走道梁0.400.43254.731.708.041次梁0.300.38253.216.2019.902縱梁0.400.43254.737.1033.583柱0.700.702513.214.7062.0872~7邊橫梁0.300.43253.625.7520.815邊框架邊橫梁0.400.43254.735.7527.198走道梁0.300.43253.621.706.154邊框架走道梁0.400.43254.731.708.041次梁0.300.38253.216.2019.902縱梁0.300.43254.737.1033.583柱0.600.60259.823.3032.406注：1、表示單位長(zhǎng)度構(gòu)件重力荷載，表示每一根梁，柱的重力荷載標(biāo)準(zhǔn)值。

2、為構(gòu)件的凈高，梁的截面高度已扣除板厚。

3、為構(gòu)件的凈長(zhǎng)，梁的長(zhǎng)度取凈跨，柱的高度已扣除板厚度。恒載：首層樓板：首層框架邊橫梁自重：首層邊框架邊橫梁自重：首層走道梁自重：首層邊走道梁自重：首層縱梁自重：首層次梁自重：首層框架柱自重：二層框架柱自重：二層外墻和窗重：二層內(nèi)墻和門重：首層外墻和窗重：首層內(nèi)墻和門：活載：樓面活荷（房間）：樓面活荷（走廊）：合計(jì)：5.2.2二層重力荷載代表值恒載：二層樓板：二層框架邊橫梁自重：二層邊框架邊橫梁自重：二層走道梁自重：二層邊走道梁自重：二層縱梁自重：二層次梁自重：二層框架柱自重：三層外墻和窗重：三層內(nèi)墻和門重：二層外墻和窗重：二層內(nèi)墻和門：活載：樓面活荷（房間）：樓面活荷（走廊）：合計(jì)：5.2.3頂層重力荷載代表值:恒載：頂層樓板：頂層框架邊橫梁自重：頂層邊框架邊橫梁自重：頂層走道梁自重：頂層邊走道梁自重：頂層縱梁自重：頂層次梁自重：頂層框架柱自重：頂層外墻和窗重：頂層內(nèi)墻和重：女兒墻重：活載：樓面活荷：5.3水平地震作用及剪重比驗(yàn)算5.3.1自振周期計(jì)算將集中在各層樓面處的重力荷載代表值Gi作為水平荷載作用于框架結(jié)構(gòu)，計(jì)算出框架結(jié)構(gòu)的層間位移，可求得結(jié)構(gòu)的頂點(diǎn)假想位移。其余各層計(jì)算見表9由表9可得第七層的側(cè)向剛度，由7可得。第7層的層間位移為：表9結(jié)構(gòu)頂點(diǎn)位移計(jì)算層次78665.318665.319279629.34283.7069470.5218135.8392796219.54274.3659470.5227606.3592796229.75254.8149470.5237076.8792796239.96225.0639470.5246547.3992796250.16185.1129470.5256017.9192796260.37134.9519804.5765822.4888254674.5874.98由表9得=283.70mm，框架結(jié)構(gòu)的周期折減系數(shù)ψT=0.7則5.3.2水平地震作用及剪重比驗(yàn)算總重力荷載代表值：由規(guī)范查得場(chǎng)地特征周期=0.35s，由規(guī)范查得水平地震影響系數(shù)最大值=0.08.由于，故由表規(guī)范可以知(不考慮頂點(diǎn)附加地震作用)由式和可得各層樓蓋標(biāo)高處的水平地震作用，由式可得各層層間剪力，且由上式計(jì)算的樓層地震剪力標(biāo)準(zhǔn)值應(yīng)符合式減重比驗(yàn)算的要求，由規(guī)范查得為0.016。具體計(jì)算過(guò)程及結(jié)果剪表10，水平地震作用下框架結(jié)構(gòu)的計(jì)算簡(jiǎn)圖。表10框架各層橫向地震作用及樓層地震剪力樓層（m）（m）（m）（KN）（KN）724.58665.31212300.100.22586.16586.16138.64621.29470.52200775.020.21554.341140.49151.53517.99470.52169522.310.18468.051608.54151.53414.69470.52138269.590.15381.761990.30151.53311.39470.52107016.880.11295.472285.78151.5328.09470.5275764.160.08209.182494.96151.5314.79804.5746081.480.05127.232622.19156.87圖3水平地震作用下框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖5.4風(fēng)荷載標(biāo)準(zhǔn)值風(fēng)荷載標(biāo)準(zhǔn)值按照計(jì)算,基本風(fēng)壓=0.50,由<<荷載規(guī)范>>第7.3節(jié)查得μS=0.8(迎風(fēng)面)和μS=-0.5(背風(fēng)面)。B類地區(qū),因?yàn)榉课萦?jì)算高度為且，所以不考慮風(fēng)振系數(shù)，直接取。取一榀橫向框架中框架計(jì)算，則沿房屋高度的分布風(fēng)荷載標(biāo)準(zhǔn)值為的計(jì)算結(jié)果見表11，表11沿房屋高度風(fēng)荷載標(biāo)準(zhǔn)值（KN/m）層次Hi（KN）723.551.391.01.30.93.317.97620.251.391.01.33.33.323.26516.951.231.01.33.33.320.58413.651.131.01.33.33.318.91310.351.131.01.33.33.318.9127.051.01.01.33.33.316.7313.751.01.01.33.33.7517.876水平地震作用下框架結(jié)構(gòu)分析6.１水平地震作用下的位移驗(yàn)算根據(jù)圖所示水平地震作用，按式計(jì)算層間剪力，再按式計(jì)算框架層間位移計(jì)算結(jié)果見表12表12橫向水平地震作用下的位移計(jì)算樓層7586.169279620.6333001.9161140.499279621.2333003.7251608.549279621.7333005.2541990.309279622.1433006.5032285.789279622.4633007.4622494.969279622.6933008.1512622.198825462.9747006.32水平地震作用下，框架節(jié)后各層的層間位移應(yīng)滿足式的要求，由表12可知，各層層間位移角均小于其限值1/550=1.818，滿足要求。6.2水平地震作用下框架內(nèi)力計(jì)算(D值法)：取一榀橫向中框架計(jì)算。按計(jì)算柱端剪力，剪力按計(jì)算柱端彎矩。由于結(jié)構(gòu)對(duì)稱，故只計(jì)算一根邊柱和一根中柱的內(nèi)力，計(jì)算過(guò)程見表13。表中反彎點(diǎn)高度是按確定的。其中標(biāo)準(zhǔn)反彎點(diǎn)的高度比查倒三角形荷載作用下的相應(yīng)值。其具體計(jì)算過(guò)程見表13。圖４風(fēng)荷載作用下框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖圖5框架柱彎矩圖圖6框架梁彎矩圖圖7框架柱軸力圖表13水平地震作用下框架柱端彎矩計(jì)算樓層邊柱中柱yy73.3586.169279621861411.760.3910.1967.631.24766930.111.4500.36135.963.563.31140.499279621861422.880.3910.34626.149.44766958.591.4500.45087.0106.353.31608.549279621861432.270.3910.39642.264.34766982.631.4500.456124.3148.343.31990.309279621861439.920.3910.44658.873.047669102.241.4500.456153.9183.533.32285.789279621861445.850.3910.50075.775.747669117.421.4500.500193.7193.723.32494.969279621861450.050.3910.60599.965.247669128.161.4500.500211.5211.514.72622.198825462533275.270.3010.894316.337.537707109.951.1140.640330.7186.0注：表中剪力V的量綱為KN，彎矩M的量綱為梁彎矩按；計(jì)算，然后由平衡條件求出梁端剪力（），再由梁端剪力逐層計(jì)算柱軸力（），計(jì)算過(guò)程見表14。表14水平地震作用下框架梁端彎矩、剪力及柱軸力計(jì)算層次邊梁走道梁柱軸力邊柱N中柱N731.217.16.57.446.446.42.438.67.431.2657.038.46.514.7103.8103.82.486.522.1103.0590.463.56.523.7171.8171.82.4143.245.8222.54115.283.16.530.5224.8224.82.4187.376.3379.33134.493.86.535.1253.8253.82.4211.5111.4555.72140.9109.46.538.5295.8295.82.4246.5149.9763.71137.4107.36.537.6290.2290.22.4241.8187.6967.9注：１、表中剪力V的量綱為KN，彎矩M的量綱為；梁跨度的量綱為ｍ。２、梁端彎矩和梁端剪力均以繞桿件順時(shí)針?lè)较驗(yàn)檎?，軸力方向以受壓為正，受拉為負(fù) 如圖所示的水平地震作用下，框架左側(cè)的邊柱和中柱軸力均為負(fù)拉力，右側(cè)的兩根柱柱軸力均為負(fù)拉力，總拉力與總壓力的絕對(duì)值相等，符號(hào)相反。水平地震作用下，一榀中框架的彎矩圖、剪力圖和軸力圖見上圖。6.3風(fēng)荷載作用下框架結(jié)構(gòu)位移驗(yàn)算根據(jù)圖5所示的水平地震作用下,按式計(jì)算層間剪力V,然后依據(jù)表4所示列中框架的層間剪力測(cè)向剛度，按式計(jì)算各層的相對(duì)位移，計(jì)算過(guò)程見表15。由于該房屋的高寬比較小，故可以不考慮柱子軸向變形產(chǎn)生的側(cè)移。按式進(jìn)行側(cè)移驗(yàn)算，驗(yàn)算結(jié)果亦列于表15。可見，各層的層間側(cè)移角均小于1/550=1.8182，滿足風(fēng)荷載作用下彈性層間位移角限值的要求。表15風(fēng)荷載作用下橫向框架層間剪力及側(cè)移計(jì)算樓層FiVi∑D△uiui△ui/hi717.9717.971325660.140.141/23571623.2641.231325660.310.451/10645520.5861.811325660.470.921/7021418.9180.721325660.611.531/5410318.9199.631325660.752.281/4400216.73116.361325660.883.161/3750117.87134.231260781.064.221/44346.4風(fēng)荷載作用下橫向框架結(jié)構(gòu)的內(nèi)力計(jì)算取一榀橫向中框架計(jì)算，按計(jì)算柱端剪力，剪力按計(jì)算柱端彎矩，計(jì)算結(jié)果見表16。表中反彎點(diǎn)高度是按確定的。其中標(biāo)準(zhǔn)反彎點(diǎn)的高度比查均布荷載作用下的相應(yīng)值。梁端彎矩按式梁彎矩按；計(jì)算然后由平衡條件求出梁端剪力（），計(jì)算過(guò)程見表17,如圖所示的風(fēng)荷載作用下，框架左側(cè)的邊柱和中柱軸力均為拉力，右側(cè)的兩根柱柱軸力均為負(fù)拉力，總拉力與總壓力的絕對(duì)值相等，符號(hào)相反。表16風(fēng)荷載作用下框架柱端彎矩計(jì)算樓層邊柱中柱yy73.317.97132566186142.520.3910.201.636.69476696.461.4500.367.7013.6363.341.23132566186145.790.3910.356.6112.494766914.831.4500.4522.0226.9153.361.81132566186148.680.3910.4011.3417.304766922.231.4500.4633.4539.9043.380.721325661861411.330.3910.4516.6820.724766929.031.4500.4643.6852.1133.399.631325661861413.990.3910.5023.0823.084766935.831.4500.5059.1159.1123.3116.361325661861416.340.3910.6132.6221.304766941.841.4500.5069.0469.0414.7134.231260782533226.970.3010.89113.3213.443770739.401.1140.64118.5166.66注：１、表中剪力V的量綱為KN，彎矩M的量綱為；表17風(fēng)荷載作用下框架梁端彎矩、剪力及柱軸力計(jì)算層次邊梁走道梁柱軸力邊柱N中柱N76.693.686.501.609.949.942.408.281.606.68614.139.356.503.6125.2725.272.4021.065.2124.13523.9117.016.506.3045.9945.992.4038.3311.5156.16432.0523.346.508.5263.1263.122.4052.6020.03100.24339.7627.766.5010.3975.0475.042.4062.5330.42152.38244.3834.606.5012.1593.5693.562.4077.9742.57218.2146.0636.986.5012.7899.9999.992.4083.3355.35288.75注：１、表中剪力V的量綱為KN，彎矩M的量綱為；梁跨度的量綱為ｍ。２、梁端彎矩和梁端剪力均以繞桿件順時(shí)針?lè)较驗(yàn)檎?，軸力方向以受壓為正，受拉為負(fù)。7豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算7.1橫向框架內(nèi)力計(jì)算7.1.1計(jì)算單元仍取中間框架進(jìn)行計(jì)算。由于樓面荷載均勻分布，所以軸線中線之間的長(zhǎng)度為計(jì)算單元寬度。因梁板現(xiàn)澆為整體,且各區(qū)格為雙向板,故直接傳給橫梁(或橫向剪力強(qiáng))的樓面荷載為三角形荷載，計(jì)算單元范圍內(nèi)的其余荷載通過(guò)縱梁以集中荷載形式傳給橫向框架。另外,本例中縱軸線與柱軸線不重合，以及懸臂構(gòu)件柱軸線上產(chǎn)生力矩等,所以作用在框架上的荷載還有集中力矩。框架橫梁自重以及直接作用在橫梁上的填充墻體自重則按均布荷載考慮。圖11豎向荷載作用下框架結(jié)構(gòu)計(jì)算單元圖8恒荷載作用簡(jiǎn)圖圖9活荷載計(jì)算簡(jiǎn)圖圖10某層恒載作用示意圖圖11某層活載作用示意圖7.2豎向荷載計(jì)算7.2.1恒載計(jì)算：屋面恒載、為橫梁自重（扣除板重）和隔墻重。，、,分別為房間和走道板傳給橫梁的梯形荷載和三角形荷載，由上圖所示的計(jì)算單元可得:，、、、為通過(guò)縱梁傳給柱的板自重、縱梁自重、縱墻自重、女兒墻自重所產(chǎn)生的集中荷載和集中力矩。，，，，樓面恒載、為橫梁自重（扣除板重）和隔墻重。,，，1-6層：，1-6層：，2-6層集中荷載和集中力矩：，，1層集中荷載和集中力矩：，，、、、為通過(guò)縱梁傳給柱的板自重、縱梁自重、縱墻自重、女兒墻自重所產(chǎn)生的集中荷載和集中力矩。7.2.2活荷載計(jì)算:（1）屋面活載、,分別為房間和走道板傳給橫梁的梯形荷載和三角形荷載，由上圖所示計(jì)算單元可得：，,（2）樓面活載，2～6層：，，,1層：，，,根據(jù)以上計(jì)算結(jié)果，各層框架梁上的豎向荷載標(biāo)準(zhǔn)值見下表。7.3內(nèi)力計(jì)算梁端和柱端彎矩采用二次分配法計(jì)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,柱軸力可由梁端剪力和節(jié)點(diǎn)集中力疊加得到,計(jì)算柱底軸力需考慮柱的自重,對(duì)彎矩、剪力和軸力的符號(hào)規(guī)定為：桿端彎矩以繞桿件順時(shí)針?lè)较蛐D(zhuǎn)為正，表18各層梁上的豎向荷載標(biāo)準(zhǔn)值樓層恒載活載73.23.222.714.0168.1184.816.801.951.28.210.20.80613.43.214.69.0233.6234.523.407.804.832.948.83.30513.43.214.69.0233.6234.523.407.804.832.948.83.30413.43.214.69.0233.6234.523.407.804.832.948.83.30313.43.214.69.0233.6234.523.407.804.832.948.83.30213.43.214.69.0233.6234.523.407.804.832.948.83.30113.43.214.69.0233.6234.530.111.77.804.832.948.84.92.4表19框架梁上荷載引起的剪力樓層恒載作用活載作用AC跨CD跨AC跨CD跨AC跨CD跨AC跨CD跨73.222.73.214.062.0412.241.951.24.440.72613.414.63.29.076.779.247.804.817.752.88513.414.63.29.076.779.247.804.817.752.88413.414.63.29.076.779.247.804.817.752.88313.414.63.29.076.779.247.804.817.752.88213.414.63.29.076.779.247.804.817.752.88113.414.63.29.076.779.247.804.817.752.88附注:表中括號(hào)內(nèi)數(shù)值對(duì)應(yīng)于屋面雪荷載作用下情況。節(jié)點(diǎn)彎矩以繞節(jié)點(diǎn)逆時(shí)針?lè)较驗(yàn)檎瑮U端剪力以繞桿件順時(shí)針?lè)较蛐D(zhuǎn)為正，柱軸力以壓為正。7.3.1計(jì)算桿端彎矩分配系數(shù)如圖所示計(jì)算簡(jiǎn)圖的中間跨梁跨長(zhǎng)為原梁跨長(zhǎng)的一半，故其線剛度應(yīng)取梁線剛度的兩倍。下面以第一層邊節(jié)點(diǎn)和中節(jié)點(diǎn)為例，說(shuō)明桿端彎矩分配系數(shù)的計(jì)算方法，其中、分別表示邊節(jié)點(diǎn)和中節(jié)點(diǎn)各桿端的轉(zhuǎn)動(dòng)剛度之和。第1層：，，，，,2-6層：，，，，,第7層：，，，同理，可求得其余各層節(jié)點(diǎn)的桿端彎矩分配系數(shù)，計(jì)算結(jié)果見圖：7.3.2計(jì)算桿件固端彎矩以第1層的邊跨梁和中間跨梁為例，說(shuō)明桿件固端玩具的計(jì)算方法。恒載作用下固端彎矩計(jì)算：三角形荷載換算為等效均布荷載公式：梯形荷載換算為等效均布荷載公式：，邊跨梁的固端彎矩為中間跨梁的固端彎矩為活荷載作用下固端彎矩計(jì)算邊跨梁的固端彎矩為7.3.3計(jì)算桿端彎矩采用彎矩二次分配法計(jì)算桿端彎矩。恒荷載作用下框架各個(gè)節(jié)點(diǎn)的彎矩分配及桿端分配彎矩的傳遞過(guò)程圖（恒荷載作用下彎矩二次分配圖）中進(jìn)行，最后所得的桿端彎矩應(yīng)為固端彎矩、分配彎矩和傳遞力矩的代數(shù)和，不計(jì)入節(jié)點(diǎn)力矩（因?yàn)楣?jié)點(diǎn)力矩是外部作用，不是截面內(nèi)力）。恒載作用下框架結(jié)構(gòu)的彎矩圖見（圖豎向荷載下框架彎矩圖）。活荷載作用下框架各節(jié)點(diǎn)的彎矩傳遞與分配過(guò)程見圖（活荷載作用下彎矩二次分配圖，彎矩圖見圖（豎向活荷載作用下框架彎矩圖）。梁跨間最大彎矩根據(jù)梁兩端的桿件的桿端彎矩及作用于梁上的荷載，用平衡條件求得詳細(xì)計(jì)算過(guò)程見內(nèi)力組合相關(guān)內(nèi)容。圖12恒荷載作用下彎矩二次分配過(guò)程圖13活荷載作用下彎矩二次分配過(guò)程圖14恒荷載作用下彎矩圖圖15活荷載作用下彎矩圖7.3.4梁端剪力及柱軸力計(jì)算梁端剪力及柱軸力計(jì)算考慮彎矩調(diào)幅系數(shù)取0.8：恒載作用下，梁端彎矩引起的剪力計(jì)算如下：AC跨：CD跨：梁上荷載引起剪力：AC跨：CD跨：總剪力：AC跨：62.04-0.83=61.21KNCD跨：活荷載作用下，梁端彎矩引起的剪力如下：AC跨：CD跨：梁上荷載引起剪力：AC跨：CD跨：總剪力：AC跨：4.44-0.022=4.418KNCD跨：7.3.5柱軸力計(jì)算恒載作用下，第7層A柱軸力：上端的軸力：下端的軸力（計(jì)入柱的自重）：第7層C柱的軸力：上端的軸力：下端的軸力（計(jì)入柱的自重）：活荷載作用下，第7層A柱軸力：第7層C柱軸力：其余各層梁端剪力及柱軸力的計(jì)算過(guò)程與計(jì)算結(jié)果見表20，表21和表22，恒荷載與活荷載作用下梁端剪力及柱軸力見圖。表20框架梁端彎矩及彎矩引起的剪力樓層恒荷載活荷載荷載AC跨CD跨AC跨CD跨AC跨CD跨AC跨CD跨7-50.1755.56-27.580.830-4.144.29-1.540.0206-64.9765.78-22.460.120-15.2216.02-6.560.1205-67.5067.11-20.660.080-15.4216.12-6.420.1104-66.6667.04-20.760.060-15.7016.29-6.200.0903-66.6667.04-20.760.060-15.7016.29-6.200.0902-65.8366.92-20.930.170-15.6016.26-6.230.1001-66.2765.62-21.520.100-15.5815.94-6.350.060注：１、梁端彎矩和梁端剪力均以繞桿件順時(shí)針?lè)较蛐D(zhuǎn)為正２、表中彎矩的量綱為“ＫＮ·ｍ，剪力的量綱為“ＫＮ”表21恒載作用下的梁端剪力及柱軸力樓層荷載引起的剪力彎矩引起的剪力總剪力柱軸力AC跨CD跨AC跨CD跨AC跨CD跨A柱軸力C柱軸力762.0412.240.83061.2162.8712.24229.31261.72259.91292.32676.779.240.12076.6576.899.24571.97604.37612.95645.35576.779.240.08076.6976.859.24914.66947.07965.94998.35476.779.240.06076.7176.839.241257.381289.781318.921351.32376.779.240.06076.7176.839.241600.091632.501671.891704.30276.779.240.17076.676.949.241942.701975.112024.982057.39176.779.240.10076.6776.879.242285.382347.462378.002440.08注：１、梁端彎矩和梁端剪力均以繞桿件順時(shí)針?lè)较蛐D(zhuǎn)為正２、表中彎矩的量綱為“KN·m，剪力的量綱為“KN” 表22活載作用下的梁端剪力及柱軸力樓層荷載引起的剪力彎矩引起的剪力總剪力柱軸力AC跨CD跨AC跨CD跨AC跨CD跨A柱軸力C柱軸力74.440.720.0204.424.460.7212.6215.38617.752.880.12017.6317.872.8863.1584.93517.752.880.11017.6417.862.88113.69154.47417.752.880.09017.6617.842.88164.25223.99317.752.880.09017.6617.842.88214.81293.51217.752.880.10017.6517.852.88265.36363.04117.752.880.06017.6917.812.88315.95432.53注：１、梁端彎矩和梁端剪力均以繞桿件順時(shí)針?lè)较蛐D(zhuǎn)為正２、表中彎矩的量綱為“ＫＮ·ｍ，剪力的量綱為“ＫＮ”7.4側(cè)移二階效應(yīng)的考慮：按式驗(yàn)算是否需要考慮側(cè)移二階效應(yīng)的影響，式中的可根據(jù)21和表22各層柱下端截面的軸力計(jì)算，且轉(zhuǎn)換為設(shè)計(jì)值，結(jié)果見表23。比較表中相應(yīng)數(shù)據(jù)可知，各層均滿足上式要求，即本設(shè)計(jì)的框架結(jié)構(gòu)不需要考慮二階效應(yīng)的影響。表23各層重力荷載設(shè)計(jì)值計(jì)算及二階效應(yīng)驗(yàn)算樓層層高恒載軸力標(biāo)準(zhǔn)值活載軸力標(biāo)準(zhǔn)值A(chǔ)CAC73.3259.91292.3212.6215.38702213425413256663.3612.95645.3563.1584.9317175201040813256653.3965.94998.35113.69154.4727338281656113256643.31318.921351.32164.25223.99374811362271413256633.31671.891704.30214.81293.51476314432886713256623.32024.982057.39265.36363.04577917513502213256614.72378.002440.08315.95432.5368301453290621260788.1框架柱控制截面內(nèi)力組合8.1.1結(jié)構(gòu)抗震等級(jí)結(jié)構(gòu)的抗震等級(jí)可根據(jù)結(jié)構(gòu)類型，地震裂度，房屋高度等因素由表確定，由此可知本工程的框架為二級(jí)抗震等級(jí)。8.2.2框架內(nèi)力組合本例考慮了四種內(nèi)力組合，即，，及，此外，對(duì)于本工程這種內(nèi)力組合與考慮地震作用的組合相比一般比較小，對(duì)結(jié)構(gòu)設(shè)計(jì)不起控制作用，故不予考慮。各層梁的內(nèi)力組合結(jié)果見表22，表中兩列中的梁端彎矩為經(jīng)過(guò)調(diào)幅后的彎矩(調(diào)幅系數(shù)0.8)；柱的內(nèi)力組合表見表23，24，25，26，27，28。表22框架內(nèi)力組合表層次截面位置內(nèi)力七層M-100.85-11.57-6.696.69101.54101.54-144.03-127.173.033.03-147.72-137.22164.99V72.976.361.60-1.6024.2124.2197.5993.5692.1492.14104.8796.47M108.2711.463.68-3.6855.8055.80149139.73157.01157.01157.62145.97V-70.69-6.36-8.288.2824.2124.21-103.27-82.41-42.88-42.88-101.79-93.73M-33.95-1.00-9.949.94150.85150.85-54.52-29.48116.07116.07-46.83-42.14166.08V12.240.728.28-8.28125.71125.7126.035.16133.91133.9117.2415.70M33.951.009.94-9.94150.85150.8554.5229.48178.08178.0846.8342.14V12.240.721.60-1.60125.71125.7117.6213.58133.91133.9117.2415.70M-108.27-11.46-9.949.94150.85150.85-156.89-131.8444.4844.48-157.62-145.97V-70.69-6.32-8.288.28125.71125.71-103.22-82.3656.1056.10-101.75-93.68399.44424.75294.48233.85407.92410.66497.13487.61445.20256.37508.80505.74497.13487.61445.20256.37508.80505.74

續(xù)表22層次截面位置內(nèi)力六層M-120.31-49.52-14.1314.13-174.94174.94-224.57-188.96-301.1340.00-211.94-213.70172.76V134.8125.773.61-3.6145.20-45.20198.79189.69177.0088.86207.76197.85M120.9450.969.35-9.35118.87-118.87221.12197.56247.6815.88214.23216.47V-134.61-27.85-21.0621.06-45.2045.20-223.16-170.09-177.75-89.61-209.57-200.52M-24.26-10.24-25.2725.27-321.40321.40-73.85-10.17-339.81286.92-42.99-43.45166.08V9.243.621.06-21.06267.83-267.8342.16-10.91271.07-251.2016.0716.13M24.2610.2425.27-25.27321.40-321.4073.8510.17339.81-286.9242.9943.45V9.243.63.61-3.61267.83-267.8320.1711.08271.07-251.2016.0716.13M-120.94-50.96-25.2725.27-321.40321.40-241.18-177.50-445.14181.59-214.23-216.47V-134.61-27.85-21.0621.06-267.83267.83-223.16-170.09-394.82127.45-209.57-200.52337.64439.84343.7892.31343.70334.18516.43491.57673.0040.74512.65504.43516.43491.57673.0040.74512.65504.43續(xù)表22層次截面位置內(nèi)力五層M-126-50.51-23.9123.91-262.65262.65-244.97-184.72-392.21119.95-220.61-221.91175.56V134.5425.976.30-6.3068.95-68.95202.11186.23200.0065.55207.60197.81M124.9151.3517.01-17.01185.53-185.53236.03193.16316.42-45.37219.98221.78V-134.88-27.65-38.3338.33-68.9568.95-244.99-148.40-201.06-66.61-209.74-200.57M-19.14-9.75-45.9945.99-501.60501.60-93.2022.69-510.67467.45-35.59-36.62166.08V9.243.638.33-38.33418.00-418.0063.92-32.67417.49-397.6116.0716.13M19.149.7545.99-45.99501.60-501.6093.20-22.69510.67-467.4535.5936.62V9.243.66.30-6.30418.00-418.0023.567.69417.49-397.6116.0716.13M-124.91-51.35-45.9945.99-501.60501.60-272.54-156.65-624.59353.53-219.98-221.78V-134.88-27.65-45.9945.99-418.00418.00-254.64-138.75-541.38273.72-209.74-200.57341.89421.94450.38-29.13335.03325.96549.30470.99913.70-187.08520.05511.26549.30470.99913.70-187.08520.05511.26續(xù)表22層次截面位置內(nèi)力四層M-124.10-51.64-32.0532.05-315.29315.29-254.37-173.60-442.34172.48-219.18-221.22176.70V134.6826.258.52-8.5283.60-83.60205.43183.96214.5351.51208.07198.37M123.8952.2023.34-23.34228.14-228.14243.85185.03357.43-87.45219.45221.75V-134.74-27.37-52.6052.60-83.6083.60-262.45-129.90-215.09-52.07-209.27-200.01M-20.46-8.65-63.1263.12-616.84616.84-114.9844.08-623.73579.11-36.27-36.66166.08V9.243.652.60-52.60514.03-514.0381.90-50.65511.12-491.2416.0716.13M20.468.6563.12-63.12616.84-616.84114.98-44.08623.73-579.1136.2736.66V9.243.68.52-8.52514.03-514.0326.364.89511.12-491.2416.0716.13M-123.89-52.20-63.1263.12-616.84616.84-293.97-134.91-736.41466.43-219.45-221.75V-134.74-27.37-52.6052.60-514.03514.03-262.45-129.90-634.76367.60-209.27-200.04353.00415.38520.41-95.96336.46326.66570.69446.431062.59-337.82519.37511.22570.69446.431062.59-337.82519.37511.22續(xù)表22層次截面位置內(nèi)力三層M-124.10-51.64-39.7639.76-347.95347.95-264.08-163.89-474.18204.32-219.18-221.22178.86V134.6826.2510.39-10.3990.92-90.92207.78181.60221.6744.38208.07198.37M123.8952.2027.76-27.76243.03-243.03249.42179.46371.95-101.96219.45221.75V-134.74-27.37-62.5362.53-90.9290.92-274.96-117.39-222.23-44.94-209.47-200.01M-20.46-8.65-75.0475.04-657.08657.08-130.9659.10-662.96618.35-36.27-36.66166.08V9.243.662.53-62.53547.57-547.5794.41-63.16543.82-523.9416.0716.13M20.468.6575.04-75.04657.08-657.08130.00-59.10662.96-618.3536.2736.66V9.243.610.39-10.39547.57-547.5728.722.53543.82-523.9416.0716.13M-123.89-52.20-75.0475.04-657.08657.08-308.99-119.89-775.64505.66-219.45-221.75V-134.74-27.37-62.5362.53-547.57547.57-274.96-117.39-667.46400.30-209.27-200.01362.72405.67562.87-138.42336.46326.66585.71431.421114.90-390.13519.37511.22585.71431.421114.90-390.13519.37511.22續(xù)表22層次截面位置內(nèi)力二層M-123.49-51.40-44.3844.38-347.38347.38-268.87-157.03-472.97204..42-218.11-220.15176.88V134.7326.1312.15-12.1594.82-94.82209.91179.29225.4740.57208.02198.26M123.6152.0834.60-34.60268.98-268.98257.55170.36396.94-127.57218.95221.46V-134.69-27.49-77.9777.97-94.8294.82-294.51-98.02-226.04-41.14-209.32-200.11M-20.82-8.80-93.5693.56-727.26727.26-153.9681.81-731.78686.38-36.91-37.30166.08V9.243.677.97-77.97606.05-606.05113.87-82.62600.83-580.9616.0716.13M20.828.8093.56-93.56727.26-727.26153.96-81.81731.78-686.3836.9137.30V9.243.612.15-12.15606.05-606.0530.930.31600.83-580.9616.0716.13M-123.61-52.08-93.5693.56-727.26727.26-331.84-96.07-843.76574.39-218.95-221.24V-134.69-27.49-77.9777.97-606.05606.05-294.51-98.02-724.49457.31-209.32-200.11369.57400.28563.00-136.80337.53327.73608.42407.841205.61-481.88518.73510.57608.42407.841205.61-481.88518.73510.57

續(xù)表22層次截面位置內(nèi)力一層M-122.12-50.57-46.0646.06-322.32322.32-268.30-152.23-446.93181.60-215.43-217.34174.95V134.6326.0712.78-12.7888.00-88.00210.51178.30218.7047.10207.82198.05M121.6151.2836.98-36.98249.67-249.67257.14163.95375.95-110.90215.45217.72V-134.79-27.55-83.3383.33-88.0088.00-301.46-91.47-219.51-47.91-209.52-200.32M-22.23-9.39-99.9999.99-675.03675.03-164.4987.48-682.39633.92-39.40-39.82166.08V9.243.683.33-83.33562.53-562.53120.62-89.37558.40-538.5316.0716.13M22.239.3999.99-99.99675.03-675.03164.49-87.48682.39-633.9239.4039.82V9.243.612.78-12.78562.53-562.5331.73-0.48558.40-538.5316.0716.13M-121.61-51.28-99.9999.99-675.03675.03-336.53-84.56-790.68525.63-215.45-217.72V-134.79-27.55-83.3383.33-562.53562.53-301.46-91.47-682.18414.76-209.52-200.32374.38398.76532.57-102.08340.21330.54614.09398.791135.67-416.03516.24508.06362.11398.79-619.41-416.03516.24508.06注:表中,和分別為跨跨和跨的跨最大正彎矩,以下部受拉力為正，以向上為正；一項(xiàng)中括號(hào)內(nèi)的數(shù)值表示屋面作用雪荷載時(shí)對(duì)應(yīng)的內(nèi)力。

表23橫向框架A柱彎矩和軸力組合層次截面位置內(nèi)力7柱頂87.1510.97±6.69±101.54126.83109.97182.37-15.63128.62119.94182.37-15.63128.62207.4912.64±1.60±24.21266.93262.90216.03168.82292.75266.68216.03168.82292.75柱底-57.47-21.73±1.63±24.75-94.29-98.40-37.37-85.63-99.31-99.39-99.39-85.63-99.31239.912.64±1.60±24.21305.82301.79245.20197.99336.51305.58305.58197.99336.516柱頂63.2628.61±12.50±150.17127.7196.21216.22-76.61114.01115.97216.22-76.61114.01545.6970.13±5.21±69.41749.76736.63590.35455.00806.81753.01590.35455.00806.81柱底-78.63-23.84±6.61±79.45-116.07-132.72-4.03-158.96-129.99-127.73-158.96-158.96-129.99578.0970.13±5.21±69.41788.64775.51619.51484.16850.55791.89484.16484.16850.555柱頂48.0627.09±17.30±183.20113.6070.01234.06-123.1891.9795.60234.06-123.1891.97881.33127.80±11.51±138.361233.131204.12985.61715.811317.601236.52985.61715.811317.60柱底-70.92-27.84±11.34±120.11-105.89-134.4740.75-193.46-123.58-124.08-193.46-193.46-123.58913.74127.80±11.51±138.361272.021243.011014.78744.981361.351275.41744.98744.981361.35續(xù)表23層次截面位置內(nèi)力4柱頂53.6024.22±20.71±195.18120.9368.74249.44-131.1696.5898.23249.44-131.1696.581217.12185.75±20.03±221.961719.831669.351395.41962.581828.861720.591395.41962.581828.86柱底-70.92-27.84±16.68±157.13-99.17-141.2076.85-229.56-123.58-124.08-229.56-229.56-123.581279.21185.75±20.03±221.961794.331743.861451.291018.471912.681795.101018.471018.471912.683柱頂53.6024.22±23.08±190.82123.9265.76245.19-126.9196.5898.23245.19-126.9196.581582.59243.70±30.42±312.882244.502167.841839.051228.942380.202240.291839.051228.942380.20柱底-72.48-28.44±23.08±190.82-93.73-151.89108.02-264.08-126.29-126.79-264.08-264.08-126.291644.67243.70±30.42±312.882319.002242.341894.931284.812464.002314.781284.811284.812464.002柱頂51.4323.37±21.30±156.56118.0064.32209.45-95.8492.8094.43209.45-95.8492.801948.10301.53±42.57±407.702771.292664.012286.491491.472931.472759.862286.491491.472931.47柱底-79.72-31.02±32.62±239.80-93.65-175.85148.10-319.51-138.64-139.09-319.51-319.51-138.642010.19301.53±42.57±407.702845.792738.522342.371547.353015.292834.371547.351547.353015.29續(xù)表23層次截面位置內(nèi)力1柱頂42.7719.93±13.44±82.5293.3759.50127.92-33.0077.6779.23127.92-33.0077.672313.52359.30±55.35±495.703298.683159.202727.161760.553482.553279.242727.161760.553482.55柱底-21.39-9.97±113.32±695.94104.55-181.01654.80-702.28-38.85-39.63654.80-702.28-38.852375.61359.30±55.35±495.703373.193233.712783.041816.433566.373353.752783.041816.433566.37表24橫向框架A柱端彎矩組合設(shè)計(jì)值的計(jì)算層次7654321截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底————296.22238.96294.06253.46309.44289.56305.19324.08269.45379.51311.88982.2————472.28387.33788.49595.981116.33814.7761471.241027.852309.191237.882181.732299.07注:表中彎矩為相應(yīng)于本層柱凈高上,下兩端的彎矩設(shè)計(jì)值表25橫向框架A柱剪力組合層次748.2110.902.5238.2774.7668.4137.31-37.3175.9873.1193.92647.3017.485.7969.5886.0871.4967.84-67.8481.3481.23125.06539.6618.318.6891.9181.6059.7389.61-89.6171.8573.23142.51441.5117.3511.33106.7685.9557.40104.09-104.0973.3974.10159.67342.0317.5513.99115.6590.1854.92112.76-112.7674.2975.01169.76243.6218.1316.34120.1195.7854.60117.11-117.1177.0277.73176.32121.399.9726.97165.6372.214.25161.49-161.4938.8539.63260.91注:表中以繞柱端順時(shí)針為正,為相應(yīng)于本層魔王凈高上,下兩尖的剪力設(shè)計(jì)值8.3.3跨中最大彎計(jì)算距梁左端A距離為的截面的彎矩方程由，解得最大彎矩截面離梁的A端的距離為將帶入得式中為均布荷載q和梁端彎矩、、和共同作用下在梁端A產(chǎn)生的反力，其值為：當(dāng)?shù)卣鹱饔梅较驈挠蚁蜃髸r(shí)，應(yīng)以負(fù)號(hào)帶入。以第6層AC跨梁為例說(shuō)明計(jì)算方法和計(jì)算過(guò)程，左震右震8.3.4剪力計(jì)算AC跨左震右震取左震9載面設(shè)計(jì)9.1框架梁這里僅以第6層AC跨梁為例說(shuō)明計(jì)算方法和計(jì)算過(guò)程，其它層梁的配筋見表26和表27。表26框架梁縱向鋼筋計(jì)算表層次實(shí)配鋼筋7支座A-278.16<0102715210.680.71-373.74<0138015210.910.71AC跨366.800.576223922810.981.06支座-373.74<0138015210.911.41CD跨312.630.576190019011.000.886~3支座A-340.12<0125615210.830.71-348.72<0125615210.830.71AB跨461.370.576301330410.991.41支座-348.72<0138015212.261.41CD跨471.260.576301330410.991.412支座A-331.18<0122315210.800.71-348.72<0128815210.850.71AC跨472.300.576301330410.991.41支座-348.72<0138015212.261.41CD跨471.260.576301330410.991.411支座A-387.41<0143115210.940.71-348.72<0128815210.850.71AC跨471.390.576301330410.991.41支座-348.72<0138015212.261.41CD跨470.250.576301330410.991.41

表27框架梁箍筋數(shù)量計(jì)算表層次截面梁端加密區(qū)非加密區(qū)實(shí)配鋼筋實(shí)配鋼筋7115.97955.24-0.38雙肢雙肢96.25955.24-0.49雙肢雙肢6~3112.43955.24-0.41雙肢雙肢99.62955.24-0.47雙肢雙肢2103.56955.24-0.45雙肢雙肢102.64955.24-0.14雙肢雙肢1112.2955.24-0.41雙肢雙肢101.6955.24-0.64雙肢雙肢注：表中V為換算至支座邊緣處的梁端剪力9.1.1梁的正截面受彎承載力計(jì)算從表22中分別選出AC跨跨間截面及支座截面的最不利內(nèi)力對(duì)應(yīng)的彎矩進(jìn)行配筋計(jì)算。支座彎矩：當(dāng)梁下部受拉時(shí)，按T形截面設(shè)計(jì)，當(dāng)梁上部受拉時(shí)，按矩形截面設(shè)計(jì)。翼緣計(jì)算寬度當(dāng)按跨度時(shí)，=l/3=7.8/3=2.6=2600；按梁間距考慮時(shí)，=b+Sn=400+7400=7800；按翼緣厚度考慮時(shí)；h0=h-a=650-35=615，=100/615=0.14﹥0.1,此種情況不起控制作用，故取bf\=2600.梁內(nèi)縱向鋼筋選HRB400級(jí)鋼（=360），。下部跨間截面按單筋T形截面計(jì)算。因?yàn)閷俚谝活怲形截面實(shí)配鋼筋822，﹪﹥0.3﹪，滿足要求。將下部跨間截面的422鋼筋伸入支座，作為支座負(fù)彎矩作用下的受壓鋼筋，再計(jì)算相應(yīng)的受拉鋼筋A(yù)s，即支座A上部說(shuō)明As，富裕，且達(dá)不到屈服，可近似取實(shí)取420支座上部實(shí)取422，﹪﹥0.3﹪，﹥0.3，滿足要求。9.1.2梁斜截面受剪承載力計(jì)算AC跨故截面尺寸滿足要求。梁端加密箍筋取2肢8@100，箍筋用HPB235級(jí)鋼筋，則=481.9﹥130.6加密區(qū)長(zhǎng)度取1.2m，非加密區(qū)箍筋取4肢8@150，箍筋設(shè)置滿足要求。CD跨若梁端箍筋加密區(qū)取4肢8@100，則其承載力為>全跨均可按加密區(qū)配置。9.2框架柱9.2.1柱的剪跨比和軸壓比驗(yàn)算框架柱各層剪跨比和軸壓比計(jì)算結(jié)果如表28，其中剪跨比也可取Hn/（2ho）。表中的Mc、Vc和N都不考慮承載力抗震調(diào)整系數(shù)。由表可見，各柱的剪跨比和軸壓比均滿足規(guī)范要求。表28柱的剪跨比和軸壓比驗(yàn)算柱號(hào)層次BhofcMcVcNmmmmN/mmKNmKNKNA柱760056016.7278.15126.50641.883.93>20.11<0.86~360056016.7252.8199.82840.964.52>20.15<0.8260056016.7291.53121.561264.564.28>20.23<0.8170061016.7432.6477.761990.629.12>20.28<0.8C柱760056016.764.2131.05505.983.69>20.09<0.86~360056016.7121.7561.231166.953.55>20.21<0.8260056016.7146.0280.771789.383.23>20.32<0.8170066016.7432.4082.492516..557.94>20.33<0.89.2.2柱正截面承載力計(jì)算以第一層C柱為例說(shuō)明，根據(jù)C柱內(nèi)力組合表，將支座中心處的彎矩?fù)Q算至支座邊緣，并與柱端組合彎矩的調(diào)整值比較后，選出最不利內(nèi)力，進(jìn)行配筋計(jì)算。C節(jié)點(diǎn)左、右梁端彎矩-348.72+253.31×0.65/2=-206-348.72-253.26×0.65/2=431C節(jié)點(diǎn)上、柱端彎矩-288.27+200.32×0.12=-264.23=6371.2=764，取20mm和偏心方向截面尺寸的1/30兩者中的較大者，即650/30=21.7mm，故取,柱的計(jì)算長(zhǎng)度按公式確定，其中因?yàn)閘o/h=5.8×10