-PAGE2-某幼兒園的建筑結構設計摘要本設計為浙江省臺州市城郊幼兒園的鋼筋混凝土框架結構設計，總建筑面積3440m2，項目建筑高度為17.8m（屋頂樓梯間高度），建筑層數(shù)3層，每層層高3.9m，設計使用期限50年。設計包括項目的建筑設計和主體結構設計。建筑設計內(nèi)容為對建筑空間功能劃分和布局，結構設計主要包括結構選型與布置、手算一榀框架、電算復合對比結構。手算內(nèi)容包括框架梁柱截面設計、樓面板設計、樓梯結構設計和基礎結構設計。手算時先選擇一榀框架作為計算簡圖，然后計算框架承受的豎向荷載與風荷載及地震荷載。結構內(nèi)力計算時分別采用D值法與分層法計算。其中，集中力以及因豎向荷載呈非均布荷載的內(nèi)力，首先換算成均布荷載。組合采用由可變荷載控制的基本組合形式并考慮了四種組合情況，選取最不利組合進行梁、柱的配筋計算。樓板采用雙向板結構形式，并采用彈性理論進行設計。樓梯采用雙跑平行樓梯形式，并對梯段板、平臺梁、平臺板進行設計?；A設計對持力層承載力和基礎高度驗算，再配筋。最后用PKPM軟件進行框架結構整體設計計算。關鍵詞：框架結構；建筑設計；結構設計；PKPM目錄TOC\o"1-3"\h\u1設計資料 72建筑設計 82.1建筑信息 82.2幼兒園設計理念 82.2.1基于兒童心理考慮 82.2.2基于兒童基本需求考慮 83結構設計 93.1工程概況和設計依據(jù) 93.1.1工程概況 93.1.2設計依據(jù) 93.1.3材料 93.2梁板柱截面尺寸 93.2.1截面尺寸估算 93.3框架計算簡圖和梁柱線剛度計算 103.3.1計算簡圖 103.3.2梁柱線剛度計算 113.4荷載計算 113.4.1恒荷載標準值計算 113.4.2活荷載標準值計算 133.4.3豎向荷載作用下框架內(nèi)力分析 133.4.4風荷載標準值計算 173.5水平荷載內(nèi)力計算 173.5.1采用底部剪力法計算水平地震作用 173.5.2風荷載作用下的內(nèi)力計算 263.6豎向荷載內(nèi)力計算 293.6.1恒荷載作用下的內(nèi)力計算 293.6.2活荷載作用下的內(nèi)力計算 333.7框架梁柱內(nèi)力組合 363.7.1框架梁內(nèi)力組合 363.7.2框架柱內(nèi)力組合 383.8框架梁柱截面設計 473.8.1框架梁抗震截面設計 473.8.2框架柱抗震截面設計 493.9板結構設計 533.9.1荷載設計值 533.9.2彎矩計算 533.9.3截面設計 553.10樓梯設計 553.10.1梯板設計 553.10.2平臺板設計 573.10.3平臺梁設計計算 584基礎設計 604.1地質(zhì)條件 604.2基礎地面尺寸估算 604.2.1基礎尺寸確定 604.2.2持力層承載力驗算 614.2.3基礎高度驗算 614.2.4基礎配筋計算 635PKPM計算 645.1控制參數(shù) 645.1.1總信息 645.1.2高級參數(shù) 655.1.3控制信息 655.1.4風荷載信息 655.1.5地震信息 655.1.6活荷信息 665.1.7調(diào)整信息 675.1.8設計信息 685.1.9配筋信息 695.1.10荷載組合 70參考文獻 721設計資料1.1工程概況工程名稱：城郊幼兒園工程環(huán)境：工程位于浙江省臺州市設計使用年限：50年。荷載調(diào)整系數(shù)γL=1.0。場地類別：Ⅲ類設防烈度：6度?？拐鸬燃墸核募墶？偨ㄖ娣e：3440m2層高：3.9m?；撅L壓值：0.6kN/m2地面粗糙程度：B類1.2設計依據(jù)《建筑結構荷載規(guī)范》（GB50009-2012）《混凝土結構設計規(guī)范》（GB50010-2010）《建筑抗震設計規(guī)范》GB50011-2010《地基基礎設計規(guī)范》（GB50007-2011）《砌體結構設計規(guī)范》GB50003-2011《房屋建筑制圖統(tǒng)一標準》GB50001-2010《建筑結構制圖標準》GB/T50105-2010《建筑設計防火規(guī)范》GB50016-2014《托兒所、幼兒園建筑設計規(guī)范》JGJ39-202建筑設計根據(jù)《托兒所幼兒園建筑設計規(guī)范》JGJ39-2016規(guī)范可知，幼兒園建筑設計應滿足以下三點原則：滿足使用功能要求；滿足環(huán)境安全、具備防災能力；符合節(jié)約能源基本方針。2.1建筑信息項目為浙江省臺州市城郊幼兒園，建筑高度17.8m，建筑面積3440m2。設定為6個班級的幼兒服務（大班中班小班各兩個）。園內(nèi)配備活動室、衛(wèi)生間、衣帽儲藏室等基礎用房；園長室、辦公室、財務室等管理用房；監(jiān)察室、隔離室室等服務管理用房。生活用房（廚房、洗衣間等）設定于另一棟建筑，本設計書不涉及生活用房的設計。2.2幼兒園設計理念2.2.1基于兒童心理考慮本設計最大特點是增加了幼兒在幼兒園內(nèi)和自然接觸的場所，所以在建筑在一樓中間設置了一近150m2的庭院。建筑整體呈現(xiàn)“回”字型，作為室外活動場所，為幼兒提供戶外活動的空間。庭院中應種植花草樹木，配設娛樂設備，并且借樹陰，起到遮擋部分陽光和環(huán)境綠化的作用。2.2.2基于兒童基本需求考慮1、樓梯設計。建筑層高3.9m，樓梯采用平行雙跑樓梯形式，臺階數(shù)26階，寬度0.28m，高度0.15m，取值參照《規(guī)范》和已設計幼兒園建筑。并且在樓梯扶手處，做了雙扶手設計，低處扶手離地面距離600mm，符合《規(guī)范》要求。2、采光設計。為滿足每個房間的采光需求，門窗面積滿足《規(guī)范》中各個房間的最小采光量，在窗戶高度上，兒童活動的房間，統(tǒng)一設計窗臺高度為900mm，一方面是增加了采光面積，另一方面在視野上滿足兒童好奇心。3、單面走廊欄桿高1.38m，符合《規(guī)范》凈高不小于1.1m的要求，并采用堅固耐久的材料制作。4、每個教室都配備了儲藏室和衣帽間，并且和每層為幼兒配備了兩個廁所，每個教室和廁所位置距離較近。并且在每層配備了一間公共活動室，和一間不同功能的教室，可以滿足幼兒除學習之外的室內(nèi)活動。3結構設計3.1工程概況和設計依據(jù)3.1.1工程概況本工程為浙江省臺州市城郊幼兒園。總建筑面積3440m2。本項目建筑高度為17.8m，建筑層數(shù)為3層，結構合理使用年限為50年。采用混凝土框架結構，6度抗震設防，抗震等級為四級。3.1.2設計依據(jù)《建筑結構荷載規(guī)范》GB50009-2012《混凝土結構設計規(guī)范》GB50010-2010《建筑抗震設計規(guī)范》GB50011-2010《地基基礎設計規(guī)范》GB50007-2011《砌體結構設計規(guī)范》GB50003-2011《房屋建筑制圖統(tǒng)一標準》GB50001-2010《建筑結構制圖標準》GB/T50105-2010《建筑設計防火規(guī)范》GB50016-2014《托兒所、幼兒園建筑設計規(guī)范》JGJ39-20163.1.3材料梁、板、柱的混凝土均選用C30，梁、柱、板主筋選用HRB400，箍筋選用HPB300。3.2梁板柱截面尺寸3.2.1截面尺寸估算1、柱柱的截面尺寸受軸壓比限制，根據(jù)JGJ3-2010，表6.4.2得，無軸壓比限值[μN]無限值，參考類似工程，設定柱截面一律取值500×500mm2。2、梁以1/1-G軸梁為例：l=6400mm，?=(1b=(1跨梁初選截面尺寸為：b×?=200mm×500mm，其慣性矩為：I=3、板板厚一律取值130mm。3.3框架計算簡圖和梁、柱線剛度計算3.3.1計算簡圖本次設計選取一榀框架1/1-G軸?？蚣苤豆逃诨A頂面，框架梁與框架柱剛接。各層柱截面均為500×500mm2，梁跨等于柱截面形心之間距離。底層柱高為基礎頂面至二層，室內(nèi)外高差0.45m，初步設計基礎頂面離室外地面0.5m，層高為3.9m，故底層柱高為4.85m。二、三層柱高即為層高均為3.9m。框架計算簡圖所示。圖3.3.11/1-G軸線框架平面布置圖圖3.3.2框架計算簡圖3.3.2梁、柱線剛度計算根據(jù)公式i=EI/l，分別求得梁、柱線剛度：對于框架梁，取I=27-1/7跨：i1/7-9跨：i對于框架柱，取I=I底層柱：i上層柱：i以值i2圖3.3.3梁、柱相對線剛度3.4荷載計算3.4.1恒荷載標準值計算1、屋面20厚1:2水泥砂漿保護層0.02×20=0.40擠塑聚苯保溫板保護層，燃燒性能為B1級 0.304厚自粘性聚酯胎SBS改性瀝青防水卷材一道 0.004×25=0.1020厚1:3水泥砂漿找平層 0.02×20=0.4030厚LC7.5輕集料混凝土找坡，坡度2% 0.03×22=0.661.2厚JS防水涂料130厚鋼筋混凝土現(xiàn)澆板 0.13×25=3.255.11kN/m2、樓面小瓷磚地面 0.5530厚1:3水泥砂漿結合層，表面撒水泥粉 0.03×20=0.60130厚鋼筋混凝土現(xiàn)澆板 0.13×25=3.254.4kN/m3、300×300防滑地磚地面（衛(wèi)生間地面）10厚防滑地磚，磚背面刮水泥漿粘貼，稀水泥漿擦縫 0.2020厚1:3干硬性水泥砂漿結合層 0.40最薄處20厚1:2.5水泥砂漿向地漏找1%坡壓光保護層 0.401.5厚聚氨酯涂膜防水層（兩道），四周卷起150高 0.02150厚C15混凝土墊層 3.00130厚鋼筋混凝土現(xiàn)澆樓板 3.25 7.27kN/4、框架梁7軸框架梁（300×750）抹灰層： 0.01×梁重： 0.3×4.96kN/m 1/7軸和9軸框架梁（250×500）抹灰層： 0.01×梁重： 0.25×2.52kN/m 1/8軸框架次梁200×400抹灰層： 0.01×梁重： 0.2×1.51kN/m 1/G軸框架梁200×500抹灰層： 0.01×梁重： 0.2×2.04kN/m 5、框架柱抹灰層： 0.01×0.5×4×17=0.34柱重： 0.5×0.5×25=6.25 6.59kN/m 3.4.2活荷載標準值計算根據(jù)規(guī)范查得：上人屋面活荷載2.0kN/衛(wèi)生間活荷載2.5kN/房間活荷載2.0kN/走廊活荷載2.0kN/3.4.3豎向荷載作用下框架內(nèi)力分析圖3.4.1框架結構荷載示意圖1、恒荷載計算A點受力pA單向板a傳至梁上均布荷載值pap單向板b傳至梁上均布荷載值pbp7軸梁荷載傳遞pppB點受力p單向板a傳至梁上均布荷載值p單向板b傳至梁上均布荷載值p雙向板c傳至梁上的梯形荷載等效為均布荷載ppp'——pα1——αpc雙向板d傳至梁上的梯形荷載等效為均布荷載ppp'——pα1pd1/7軸梁荷載傳遞ppp同理可得C點、D點受力ppB-C點間梁受力梁上受力為板c和板d的三角形荷載pc和pd，等效轉(zhuǎn)化為均布荷載pp=同理得C-D點間梁受力p另，梁自重g=2.04kN/m圖3.4.2恒荷載作用簡圖2、活荷載計算（草稿恒載框架受力代替）由于屋面荷載、走廊活荷載、房間活荷載相等，同為q=2.0kN/A點受力p單向板a傳至梁上均布荷載值pap單向板b傳至梁上均布荷載值pbppB點受力p單向板a傳至梁上均布荷載值p單向板b傳至梁上均布荷載值p雙向板c傳至梁上的梯形荷載等效為均布荷載ppp'——pα1——αpc雙向板d傳至梁上的梯形荷載等效為均布荷載ppp'——pα1——α1pdp同理可得C點、D點受力ppB-C點間梁受力梁上板c和板d的三角形荷載pc和pd，等效轉(zhuǎn)化為均布荷載pp同理得C-D點間梁受力p圖3.4.3活載作用簡圖3.4.4風荷載標準值計算據(jù)《建筑結構荷載規(guī)范》GB50009-2012，風荷載標準值計算公式：ωkω0——基本風壓0.45kN/結構高度=10.8m<30m，風振系數(shù)βz取1.0；對于矩形平面風荷載體型系數(shù)μs取1.3；表3.4.1各層樓面處集中風荷載標準值層次βμzμωAP31.01.311.71.130.618.7216.5021.01.37.81.000.618.7214.6011.01.33.91.000.618.7214.60圖3.4.4風荷載作用簡圖3.5水平荷載內(nèi)力計算3.5.1采用底部剪力法計算水平地震作用1、重力荷載值計算各層標高處的總重力荷載代表值等于該層樓面板上的重力荷載代表值和其上下各半層墻、柱重力荷載代表值之和。樓面板上的重力荷載代表值應取結構和構配件自重標準值和各可變荷載組合值之和，組合值系數(shù)取值參考《建筑抗震設計規(guī)范》。屋面層重力荷載代表值女兒墻：（42+8.2+12.2×2+39.4+8.1+6.4+3.3+7+4.8+3.2+13+3.1+39.4+2.8+4.6）×1.2×0.24×24=1468.8kN墻重力：[（56+5.2+192+14.2+58.8+6.4）×0.24+107.9×0.2+27×0.12]×3.9×24=9794.68kN本層重力荷載特征值：1468.8+9794.68+(1867.8+79.1)×9.8=30343.1二層重力荷載代表值9794.68+1955.5×9.8=28958.58一層重力荷載代表值墻重力：[（56+5.2+192+14.2+58.8+6.4）×0.24+107.9×0.2+27×0.12]×3.9×24=9794.68kN本層重力荷載特征值：9794.68+1953.5×9.8=28938.98kN根據(jù)PKPM導出各層活載標準值屋面層：108×9.8=1058.4kN二層：113.2×9.8=1109.36kN一層：113.2×9.8=1109.36kN當前榀框架重力荷載代表值屋面層：103.32二層：103.32一層：103.322、水平地震作用下的框架內(nèi)力分析梁線剛度對于裝配整體式樓蓋，中框架取I=1.5I0；邊框架取梁采用C30混凝土，Ec=3.00×表3.5.1梁的線剛度b×?lI（中框架梁I=1.5（i(0.2×0.51.82.0833.1255.2080.2×0.56.42.0833.1251.465柱的線剛度柱子采用C30混凝土，Ec=3.00×107kN/I=底層柱線剛度i=3.00×上層柱線剛度i=3.00×圖3.5.1梁、柱線剛度圖表3.5.2柱側(cè)移剛度D值計算層柱項

目k=ik=iα=Kα=0.5+K12D=α?底層A軸柱1.6160.5850.5109619B軸柱2.0700.6310.51010379C軸柱0.4550.3890.5106394D26392一般層A軸柱1.2990.3940.78912452B軸柱1.6640.4540.78914362C軸柱0.3660.1550.7894892D31705結構基本自振周期計算T=2πψψT表3.5.3結構基本自振周期計算層次G(G(D(kN/m)T32872.582872.58317050.0911.32822764.365636.94317050.1781.85512739.088376.02263920.3172.470T多遇水平地震作用計算及樓層剪力本工程抗震設防烈度6度，設計地震分組第一組，設計基本地震加速度0.05g，建筑場地類別Ⅲ類，特征周期Tg=0.45s，影響系數(shù)最大值因Tg<T1結構底部剪力標準值：FGeq——G因此，F(xiàn)EK又由于T1附加地震作用為?F?δn——δ?并將此總水平地震作用按下式分配到各層，且把各層結構假設為一個無質(zhì)量質(zhì)點，計算過程見表3.5.4：Fi表3.5.4各層水平地震作用下樓層地震剪力及側(cè)移層次?(m)H(m)G(G(GF(kN)V(kN)D?三3.912.652872.5836338.1370.49252.52652.526317050.00166二3.98.752764.3624188.150.32828.02480.551317050.00254一4.854.852739.0813284.5380.18015.37995.930263920.00363側(cè)移驗算層間最大位移與層高比：0.00363/12.65=2.87×10剪重比與剛重比驗算根據(jù)《建筑抗震設計規(guī)范》GB50011-2010（下文簡稱《抗規(guī)》），結構每一樓層的水平地震剪力均應滿足：VEKiVEKiλ——剪力系數(shù)，根據(jù)《抗規(guī)》表5.2.5取值，該項目取0.008；Gj剛重比在《抗規(guī)》中沒有明確規(guī)定，參考《高層建筑混凝土結構技術規(guī)程》JGJ3-2010，框架結構剛重比應滿足：D表3.5.5各層水平地震作用下剪重比與剛重比驗算層號H(m)D(kN/m)D(V(kN)j=1312.6531705401068.2552.5262872.58139.6200.01828.7531705277418.7580.5512764.36100.3560.02914.8526392128001.295.9302739.0846.7310.035根據(jù)上表計算，本項目的剪重比與剛重比均滿足要求。2、地震內(nèi)力計算圖3.5.2水平地震作用下計算簡圖各層柱剪力計算地震作用力沿豎向呈倒三角分布，內(nèi)力計算采用D值法，根據(jù)柱的側(cè)移剛度分配各層剪力，計算結果見表3.5.6：V表3.5.6水平地震作用下各層柱剪力層號V(kN)VA柱B柱C柱352.52620.62923.7948.105280.55131.63636.48912.429195.93034.96337.72623.241確定反彎點梁柱線剛度比、上下橫梁線剛度比、層高變化等均對反彎點高度有影響，因此需要進行修正。綜合考慮上述因素，柱底到反彎點的高度可根據(jù)下述公式求出：y?=(y0計算過程及結果見表3.5.7。表3.5.7各層柱反彎點計算層號柱kyyyyy?(m)3A1.2990.420001.638B1.6640.430001.677C0.3660.280001.0922A1.2990.470001.833B1.6640.480001.872C0.3660.500001.9501A2.2990.560002.716B1.6650.620003.007C0.3660.770003.735柱端彎矩計算根據(jù)各層柱所受剪力和反彎點，計算柱端彎矩，計算公式如下：上端：Mc下端：M表3.5.8水平地震作用下柱端彎矩計算層號A柱B柱C柱VM(kN?m)M(kN?m)VM(kN?m)M(kN?m)VM(kN?m)M(kN?m)320.62946.66333.79023.79452.89439.9038.10522.7598.851231.63665.39257.98936.48974.000138.52712.42924.23724.237134.96374.61194.96037.72669.529209.07423.24125.91486.805梁端彎矩計算求得柱端彎矩后，根據(jù)節(jié)點平衡條件求梁端彎矩，計算公式如下：左端：Mb右端：Mb表3.5.9水平地震作用下梁端彎矩計算層號321梁線剛度i1.4651.4651.465i5.2085.2085.208M43.48993.928133.835M43.48993.928133.835M49.294107.775193.760M10.81523.66142.538M38.44884.114151.222M21.29331.51146.321M21.29331.51116.321梁端剪力計算計算公式：Vb表3.5.10水平地震作用下梁端剪力計算層號三二一M43.48993.928133.835M10.81523.66142.538V30.16965.32797.985M38.44884.114151.222M21.29331.51146.321V9.33518.06630.866水平地震作用下框架內(nèi)力圖圖3.5.3水平地震作用下彎矩圖(kN?m)圖3.5.4水平地震作用下剪力圖(kN)圖3.5.5水平地震作用下軸力圖(kN)3.5.2風荷載作用下的內(nèi)力計算1、風荷載下的位移計算（1）橫向框架側(cè)移剛度D值計算見表3.5.2（2）風荷載作用下框架側(cè)移計算框架在風荷載作用下側(cè)移的計算過程見表3.5.11。表3.5.11風荷載作用下框架樓層層間側(cè)移與層高之比計算樓號?(m)FVDi??三3.9015.4815.48317050.000490.000125二3.9014.6030.08317050.000950.000243一4.8514.6044.68263920.001690.0003490.000349<1/550，框架側(cè)移滿足規(guī)范要求。（3）各柱所分配的剪力表3.5.12風荷載作用下各層柱剪力層號V(kN)VA柱B柱C柱315.486.0817.0072.392230.0811.81613.6154.649144.6818.08916.42110.170（4）確定反彎點高度反彎點高度計算結果見表3.5.7。（5）柱端彎矩計算表3.5.13風荷載作用下柱端彎矩計算層號A柱B柱C柱VM(kN?m)M(kN?m)VM(kN?m)M(kN?m)VM(kN?m)M(kN?m)36.08113.7559.9617.00715.57611.7502.3926.7182.612211.81624.42421.65913.61527.61151.6894.6499.0659.065118.08938.60249.13016.42130.26591.00510.17011.34437.979（6）梁端彎矩計算表3.5.14風荷載作用下梁端彎矩計算層號321梁線剛度i1.4651.4651.465i5.2085.2085.208M13.75534.38460.260M13.75534.38560.261M15.57639.35281.953M3.4198.64217.992M12.05630.72063.961M6.71811.67720.409M6.71811.67720.409（7）梁端剪力計算表3.5.15水平地震作用下梁端剪力計算層號三二一M13.75534.38560.261M3.4208.64117.992V9.54123.90343.474M12.15630.72063.961M6.71811.67720.409V2.9496.62413.183圖3.5.6風荷載作用下彎矩圖(kN?m)圖3.5.7風荷載作用下剪力圖(kN)圖3.5.8風荷載作用下軸力圖(kN)3.6豎向荷載內(nèi)力計算3.6.1恒荷載作用下的內(nèi)力計算1、用彎矩二次分配法計算彎矩（1）計算分配系數(shù)分配系數(shù)計算結果見圖3.6.1圖3.6.1梁柱彎矩分配系數(shù)圖計算固端彎矩為簡便計算，恒載作用如圖所示：圖3.6.2恒載作用計算示意圖均布荷載作用下的兩端固定的固端彎矩計算公式：MAB固端彎矩計算結果見表3.6.1、表3.6.2。表3.6.1恒荷載作用下梁端彎矩(kN?m)MMMM三層-0.5510.551-89.28686.176二層-0.5510.551-89.28686.176一層-0.5510.551-89.28686.176表3.6.2恒荷載作用下固端彎矩二次分配計算(kN?m)上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱分配系數(shù)-0.3420.6580.555-0.2890.1560.351-0.649梁端彎矩0.5510.551--89.28686.176--0.1880.3630.181-25.644-15.124-30.248--55.928-1.9413.883--16.202-8.1010.664-1.277-2.155-3.5602.5282.843-5.258--0.4750.4752.460-29.205-118.08450.671--50.671固端彎矩--0.5160.3986.467-31.292-116.95846.981--57.493梁端彎矩-0.5510.551-89.28686.1760.1400.1400.2710.13619.87719.877-9.221-18.442-33.867-33.867-1.9413.883--11.853-5.926--0.493-0.493-0.955-1.6731.7851.7851.4341.2682.3292.329-0.353-0.3530.7062.89621.66221.662-108.92563.076-31.538-31.538固端彎矩-0.393-0.3930.7847.09123.84323.843-113.68859.462-38.176-38.176梁端彎矩-0.5510.551-89.28686.1760.1440.1290.2780.13920.32018.191-9.566-19.131-35.418-31.627-1.9413.883--12.189-6.095--0.509-0.454-0.978-1.7161.9021.7031.5111.3532.5052.237-0.364-0.3250.6902.85622.22319.894-109.52962.303-32.913-29.390固端彎矩-0.395-0.3530.6306.04823.87621.374-108.63459.969-37.234-33.248柱底彎矩-0.163--9.94714.695-2、梁端彎矩調(diào)幅梁端設計實際彎矩小于其彈性計算值，因此在進行框架結構設計時，一般均需對梁端彎矩進行調(diào)幅，調(diào)幅公式：M對于現(xiàn)澆框架結構，彎矩調(diào)幅系數(shù)β取0.8，調(diào)幅后跨中荷載必將增大，取彎矩調(diào)幅后計算結果見表3.6.3。表3.6.3恒荷載作用下固端彎矩(kN?m)三層二層一層底層A上柱--0.393-0.395-0.163下柱-0.516-0.393-0.353-右梁0.3180.6270.504-B左梁5.1745.6734.838-上柱-23.84323.8769.947下柱31.29223.84321.374-右梁-93.566-90.950-86.907-C左梁37.58547.57047.575-上柱--38.176-37.234-14.695下柱-57.493-38.176-33.248-跨中彎矩：MM表3.6.4跨中彎矩(kN?m)ABBC3-1.92084.9252-2.32478.6251-1.84576.400梁端剪力：FLFR表3.6.5梁端剪力（kN）梁端剪力FABFBAFBCFCB34.8871.21526.837-44.33125.3361.66428.806-42.36214.8041.13229.501-41.667表3.6.6柱軸力（kN）ABC柱軸力61.08786.78886.232111.933-4.28121.42148.324168.094200.583226.28419.10838.878229.098261.059315.097347.05837.23169.1933、恒荷載作用下框架內(nèi)力圖圖3.6.3豎向恒荷載作用下的框架梁柱彎矩圖(kN?m）圖3.6.4豎向恒荷載作用下的框架梁剪力、柱軸力3.6.2活荷載作用下的內(nèi)力計算1、用彎矩二次分配法計算彎矩固端彎矩計算過程及結果見表3.7.6、表3.6.8。表3.6.7活荷載作用下梁端彎矩(kN?m)MMMM三層00-34.71833.469二層00-34.71833.469一層00-34.71833.469表3.6.8活荷載作用下固端彎矩二次分配計算(kN?m)上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱分配系數(shù)-0.7680.2320.165-0.5450.2900.347-0.653梁端彎矩--0.0000.00034.71833.4690.0000.000-5.728-18.921-5.807-11.614--21.8552.864-1.4311.752-5.8762.2000.6650.236-7.1853.4082.039-3.837-2.200-2.200-6.924-26.107-48.86918.018--18.018固端彎矩-2.391-2.142-6.068-28.934-47.36416.705--20.490梁端彎矩--0.0000.00034.71833.469--0.0000.0000.0000.00011.35311.353-3.514-7.028-13.220-13.2201.719-3.4379.443-4.722--0.7480.7480.2230.3404.2124.2122.3330.9921.8651.8650.7480.748-1.495-3.09715.56515.565-45.34322.710-11.355-11.355固端彎矩1.0671.067-1.590-2.23518.41018.410-49.36721.449-13.728-13.728梁端彎矩-0.0000.000--34.71833.469-0.0000.0000.0000.00012.53311.769-3.581-7.162-13.555-12.752--1.892-3.784--7.315-3.658-0.8440.7930.2550.4124.0073.7631.3970.7831.4811.3940.8440.793-1.637-3.37216.54015.532-44.21723.432-12.074-11.358固端彎矩0.9550.897-1.603-2.80618.41317.291-43.22622.622-13.607-12.800柱底彎矩0.396--7.7665.679-2、梁端彎矩調(diào)幅表3.6.9活荷載作用下固端彎矩(kN?m)三層二層一層底層A上柱-1.0670.9550.396下柱2.3911.0670.897-右梁-2.142-1.590-1.603-B左梁-6.068-2.235-2.806-上柱-18.41018.4137.766下柱28.93418.41017.291-右梁-47.364-49.367-43.226-C左梁16.70521.44922.622-上柱--13.728-13.607-5.679下柱-20.490-13.728-12.800-圖3.6.5豎向活荷載作用下的框架梁柱彎矩圖(kN?m）圖3.6.6豎向活荷載作用下的框架梁剪力、柱軸力圖(kN)3.7框架梁柱內(nèi)力組合3.7.1框架梁內(nèi)力組合在建筑結構設計中應綜合考慮重力荷載、地震作用、風荷載、活荷載、恒荷載等荷載作用對結構的影響，根據(jù)建筑使用過程中可能同時出現(xiàn)的荷載，按照其承載能力極限狀態(tài)和正常使用極限狀態(tài)分別進行荷載組合，并取各自最不利組合進行設計。內(nèi)力換算由于進行截面配筋計算時所采用的是構件端部截面的內(nèi)力，而不是軸線處的內(nèi)力。梁端柱邊的剪力和彎矩按下式計算。值得注意的是，為減少節(jié)點附近梁頂面的配筋量，梁端依然需要進行調(diào)幅，調(diào)幅系數(shù)為0.8。VM梁內(nèi)力表3.7.1AB梁內(nèi)力(kN/kN?m)樓號截面位置內(nèi)力荷載類型恒載活載風載地震荷載左風右風左震右震三層左端M0.318-2.14213.755-13.75543.489-43.489V4.887-3.6499.541-9.54130.169-30.169跨中M-1.9203.2845.168-5.16816.337-16.337V右端M5.174-6.0683.420-3.42010.815-10.815V1.215-3.6499.541-9.54130.169-30.169二層左端M0.627-1.59034.385-34.38593.928-93.928V5.336-1.70023.903-23.90365.327-65.327跨中M-2.3241.53012.872-12.87235.134-35.134V右端M5.673-2.2358.641-8.64123.661-23.661V1.664-1.70023.903-23.90365.327-65.327一層左端M0.504-1.60360.261-60.261133.835-133.835V4.804-1.96043.474-43.47497.985-97.985跨中M-1.8451.76421.135-21.13545.649-45.649V右端M4.838-2.80617.992-17.99242.538-42.538V1.132-1.96043.474-43.47497.985-97.985表3.7.2BC梁內(nèi)力(kN/kN?m)樓號截面位置內(nèi)力荷載類型恒載活載風載地震荷載左風右風左震右震三層左端M-93.566-47.36412.156-12.15638.448-38.448V26.8379.3842.949-2.9499.335-9.335跨中M84.92533.4092.719-2.7198.578-8.578V右端M37.58516.7056.718-6.71821.293-21.293V-44.331-17.0482.949-2.9499.335-9.335二層左端M-90.950-49.36730.720-30.72084.114-84.114V28.8069.7266.624-6.62418.066-18.066跨中M78.62532.3139.522-9.52226.302-26.302V右端M47.57021.44911.677-11.67731.511-31.511V-42.362-16.7066.624-6.62418.066-18.066一層左端M-86.907-43.22663.961-63.961151.222-151.222V29.50110.64013.183-13.18330.866-30.866跨中M76.40029.38721.776-21.77652.451-52.451V右端M47.57522.62220.409-20.40946.321-46.321V-41.667-15.79213.183-13.18330.866-30.866框架梁內(nèi)力組合不考慮地震作用組合①基本組合1.3恒+1.5活②風荷載作用下不利組合1.3恒+1.5風；1.3恒+1.5風+1.5×0.7×活；1.3恒+1.5活+1.5×0.7×風1.3恒+1.5×0.7風；1.3恒+1.5×0.7(風+活）考慮地震作用組合1.2恒+0.6活+1.5震；1.0恒+1.3震+0.5活；框架梁內(nèi)力組合見表3.7.3。3.7.2框架柱內(nèi)力組合框架柱的內(nèi)力組合與梁截面內(nèi)力組合相似，。框架柱內(nèi)力組合過程及結果見表3.7.4。表3.7.3框架梁內(nèi)力組合(kN/kN?m)樓號桿件截面位置內(nèi)力荷載類型內(nèi)力組合恒載①活載②風載③地震荷載④1.3①+1.5②1.3①+1.5③1.3①+1.5③+1.5*0.7*②左風右風左震右震左風右風左風右風三層AB左端M0.318-2.14213.755-13.75543.489-43.489-2.80021.046-20.21918.797-22.468V4.887-3.6499.541-9.54130.169-30.1690.88020.665-7.95816.833-11.790跨中M-1.923.2845.168-5.16816.337-16.3372.4305.256-10.2488.704-6.800V右端M5.174-6.0683.42-3.4210.815-10.815-2.37611.8561.5965.485-4.775V1.215-3.6499.541-9.54130.169-30.169-3.89415.891-12.73212.060-16.563BC左端M-93.566-47.36412.156-12.15638.448-38.448-192.682-103.402-139.870-153.134-189.602V26.8379.3842.949-2.9499.335-9.33548.96439.31230.46549.16540.318跨中M84.92533.4092.719-2.7198.578-8.578160.516114.481106.324149.560141.403V右端M37.58516.7056.718-6.71821.293-21.29373.91858.93838.78476.47856.324V-44.331-17.0482.949-2.9499.335-9.335-83.202-53.207-62.054-71.107-79.954二層AB左端M0.627-1.5934.385-34.38593.928-93.928-1.57052.393-50.76250.723-52.432V5.336-1.723.903-23.90365.327-65.3274.38742.791-28.91841.006-30.703跨中M-2.3241.5312.872-12.87235.134-35.134-0.72616.287-22.32917.893-20.723V右端M5.673-2.2358.641-8.64123.661-23.6614.02220.336-5.58717.990-7.933V1.664-1.723.903-23.90365.327-65.327-0.38738.018-33.69136.233-35.476BC左端M-90.95-49.36730.72-30.7284.114-84.114-192.286-72.155-164.315-123.990-216.150V28.8069.7266.624-6.62418.066-18.06652.03747.38427.51257.59637.724跨中M78.62532.3139.522-9.52226.302-26.302150.682116.49687.930150.424121.858V右端M47.5721.44911.677-11.67731.511-31.51194.01579.35744.326101.87866.847V-42.362-16.7066.624-6.62418.066-18.066-80.130-45.135-65.007-62.676-82.548一層AB左端M0.504-1.60360.261-60.261133.835-133.835-1.74991.047-89.73689.364-91.419V4.804-1.9643.474-43.47497.985-97.9853.30571.456-58.96669.398-61.024跨中M-1.8451.76421.135-21.13545.649-45.6490.24829.304-34.10131.156-32.249V右端M4.838-2.80617.992-17.99242.538-42.5382.08033.277-20.69930.331-23.645V1.132-1.9643.474-43.47497.985-97.985-1.46866.683-63.73964.625-65.797BC左端M-86.907-43.22663.961-63.961151.222-151.222-177.818-17.038-208.921-62.425-254.308V29.50110.6413.183-13.18330.866-30.86654.31158.12618.57769.29829.749跨中M76.429.38721.776-21.77652.451-52.451143.401131.98466.656162.84097.512V右端M47.57522.62220.409-20.40946.321-46.32195.78192.46131.234116.21454.987V-41.667-15.79213.183-13.18330.866-30.866-77.855-34.393-73.942-50.974-90.523續(xù)表1樓號桿件截面位置內(nèi)力內(nèi)力組合1.3*①+1.5*②+1.5*0.7*③1.3①+1.5*0.7*③1.3①+1.5*0.7*（②+③）1.2①+0.6②+1.5④1.2①+0.5②+1.3④左風右風左風右風左風右風左震右震左震右震三層AB左端M11.643-17.24214.856-14.02912.607-16.27864.330-66.13755.846-57.225V10.898-9.13816.371-3.66512.540-7.49648.929-41.57943.260-35.180跨中M7.856-2.9962.930-7.9226.379-4.47424.172-24.83920.576-21.900V右端M1.215-5.96710.3173.1353.946-3.23618.791-13.65517.234-10.885V6.124-13.91211.598-8.4397.766-12.27044.522-45.98538.853-39.586BC左端M-179.918-205.446-108.872-134.400-158.604-184.132-83.026-198.370-85.979-185.944V52.06145.86837.98531.79247.83841.64551.83723.83249.03224.761跨中M163.371157.661113.257107.548148.337142.627134.822109.088129.766107.463V右端M80.97266.86455.91441.80773.45559.34787.06523.18681.13525.774V-80.106-86.299-54.534-60.727-72.434-78.627-49.424-77.429-49.586-73.857二層AB左端M34.534-37.67436.919-35.28935.250-36.959140.690-141.094122.064-122.149V29.485-20.71132.035-18.16130.250-19.946103.374-92.60790.478-79.372跨中M12.789-14.24210.494-16.53712.101-14.93050.830-54.57243.650-47.698V右端M13.095-5.05116.448-1.69814.101-4.04540.958-30.02536.449-25.069V24.711-25.48527.261-22.93525.476-24.72098.967-97.01486.072-83.778BC左端M-160.030-224.542-85.979-150.491-137.814-202.326-12.589-264.931-24.475-243.172V58.99245.08244.40330.49354.61540.70567.50213.30462.91615.944跨中M160.680140.684112.21192.214146.139126.143153.19174.285144.69976.314V右端M106.27581.75474.10249.58096.62372.102117.22022.687108.77326.844V-73.174-87.085-48.115-62.026-65.657-79.567-33.759-87.957-35.702-82.673一層AB左端M61.525-65.02363.929-62.61962.246-64.302200.396-201.110173.789-174.182V48.953-42.34351.893-39.40349.835-41.461151.566-142.389132.165-122.596跨中M22.439-21.94419.793-24.59021.645-22.73867.318-69.62958.012-60.676V右端M20.972-16.81125.181-12.60222.235-15.54967.929-59.68559.702-50.897V44.179-47.11647.119-44.17645.061-46.234147.160-146.795127.759-127.002BC左端M-110.659-244.977-45.820-180.138-91.207-225.52596.609-357.05770.687-322.490V68.15340.46952.19324.50963.36535.68188.084-4.51480.8470.595跨中M166.265120.536122.18576.455153.041107.312187.98930.636174.56038.187V右端M117.21074.35183.27740.418107.03064.171140.1451.182128.6188.184V-64.013-91.697-40.325-68.009-56.907-84.591-13.177-105.775-17.771-98.022表3.7.4框架柱內(nèi)力組合(kN/kN?m)樓號桿件截面位置內(nèi)力荷載類型內(nèi)力組合恒載①活載②風載③地震荷載④1.3①+1.5②1.3①+1.5③1.3①+1.5③+1.5*0.7*②左風右風左震右震左風右風左風右風三層A上M-0.3182.39113.755-13.755-43.48943.4893.17320.219-21.04622.730-18.535N61.0877.6919.541-9.54130.169-30.16990.95093.72565.102101.80073.177下M-0.3931.0679.961-9.961-31.49231.4921.09014.431-15.45215.551-14.332N86.78833.3929.541-9.54130.169-30.169162.912127.13698.513162.198133.575B上M31.292-28.93415.576-15.576-49.26449.264-2.72164.04417.31633.663-13.065N86.78826.685-6.5926.592-20.83420.834152.852102.936122.712130.956150.732下M23.843-18.4111.75-11.75-37.16437.1643.38148.62113.37129.290-5.960N111.93352.386-6.5926.592-20.83420.834224.092135.625155.401190.630210.406C上M-57.49320.496.718-6.718-21.29321.293-44.006-64.664-84.818-43.149-63.303N-4.281-4.3382.949-2.9499.335-9.335-12.072-1.142-9.989-5.697-14.544下M-38.17613.7282.612-2.612-8.818.81-29.037-45.711-53.547-31.296-39.132N21.4221.3622.949-2.9499.335-9.33559.88932.27023.42354.70045.853二層A上M-0.3931.06724.424-24.424-62.43662.4361.09036.125-37.14737.245-36.027N148.32443.03223.903-23.90365.327-65.327257.369228.676156.967273.859202.150下M-0.3950.95521.659-21.659-55.36855.3680.91931.975-33.00232.978-31.999N229.098104.14423.903-23.90365.327-65.327454.043333.682261.973443.033371.324B上M23.843-18.4127.611-27.611-70.61170.6113.38172.412-10.42153.082-29.751N200.58381.362-17.27917.279-47.26147.261382.801234.839286.676320.270372.107下M23.876-18.41351.689-51.689-132.184132.1843.419108.572-46.49589.239-65.828N226.284101.132-17.27917.279-47.26147.261445.867268.251320.088374.439426.276C上M-38.17613.7289.065-9.065-23.2323.23-29.037-36.031-63.226-21.617-48.812N19.10817.3676.624-6.62418.066-18.06650.89134.77614.90453.01233.140下M-37.23413.6079.065-9.065-23.2323.23-27.994-34.807-62.002-20.519-47.714N38.87837.1376.624-6.62418.066-18.066106.24760.47740.60599.47179.599一層A上M-0.3530.89738.602-38.602-78.46778.4670.88757.444-58.36258.386-57.420N229.098104.14443.474-43.47497.985-97.985454.043363.038232.616472.390341.968下M-0.1630.39649.13-49.13-99.86799.8670.38273.483-73.90773.899-73.491N261.059261.05943.474-43.47497.985-97.985730.965404.588274.166678.700548.278B上M21.374-17.29130.265-30.265-61.57661.5761.85073.184-17.61155.028-35.767N315.097130.762-30.29130.291-67.11967.119605.769364.190455.063501.490592.363下M9.947-7.76691.005-91.005-185.16185.161.282149.439-123.576141.284-131.731N347.058162.724-30.29130.291-67.11967.119695.261405.739496.612576.599667.472C上M-33.24812.811.344-11.344-61.57661.576-24.022-26.206-60.238-12.766-46.798N37.23134.05513.183-13.18330.866-30.86699.48368.17528.626103.93364.384下M-14.6955.67937.979-37.979-77.30477.304-10.58537.865-76.07243.828-70.109N69.19366.01713.183-13.18330.866-30.866188.976109.72570.176179.043139.494續(xù)表1樓號桿件截面位置內(nèi)力內(nèi)力組合1.3*①+1.5*②+1.5*0.7*③1.3①+1.5*0.7*③1.3①+1.5*0.7*（②+③）1.2①+0.6②+1.5④1.2①+0.5②+1.3④左風右風左風右風左風右風左震右震左震右震三層A上M17.616-11.27014.029-14.85616.540-12.346-64.18166.287-55.72257.350N100.96880.93289.43169.39597.50777.471123.17332.666116.37037.930下M11.549-9.3699.948-10.97011.069-9.850-47.06947.407-40.87841.002N172.930152.894122.842102.806157.904137.868169.43478.927160.06181.622B上M13.633-19.07657.03424.32526.654-6.056-53.70694.086-40.96087.127N145.930159.774105.903119.746133.922147.76588.906151.40890.404144.572下M15.718-8.95743.33318.65824.003-0.672-38.18073.312-28.90767.720N217.170231.014138.591152.435193.597207.440134.500197.002133.428187.597C上M-36.952-51.060-67.687-81.795-46.173-60.280-88.637-24.758-86.428-31.066N-8.976-15.169-2.469-8.662-7.024-13.2176.263-21.7434.829-19.442下M-26.294-31.779-46.886-52.371-32.472-37.957-50.789-24.359-50.400-27.494N62.98556.79330.94224.75053.37347.18052.52424.51948.52124.250二層A上M26.735-24.55625.134-26.15626.255-25.036-93.48593.823-81.10581.229N282.467232.271217.919167.723263.103212.907301.799105.818284.430114.580下M23.661-21.82322.228-23.25523.231-22.253-82.95383.151-71.97571.982N479.142428.945322.926272.729432.277382.080435.395239.414411.915242.065B上M32.372-25.61159.9872.00440.657-17.326-88.351123.482-72.388111.201N364.658400.944242.615278.901328.045364.331218.625360.408219.941342.820下M57.693-50.85485.312-23.23565.979-42.568-180.673215.879-152.395191.284N427.724464.010276.026312.312382.215418.501261.329403.112260.668383.546C上M-19.519-38.555-40.111-59.147-25.696-44.733-72.419-2.729-69.146-8.748N57.84643.93631.79617.88550.03136.12160.4496.25155.0998.127下M-18.475-37.512-38.886-57.922-24.599-43.635-71.362-1.672-68.076-7.678N113.20299.29257.49743.58696.49082.58096.03541.83788.70841.736一層A上M41.419-39.64640.073-40.99141.015-40.049-117.586117.815-101.982102.032N499.691408.396343.475252.180452.826361.531484.382190.427454.370199.609下M51.969-51.20451.375-51.79851.790-51.383-149.759149.843-129.825129.830N776.613685.318385.024293.729659.136567.841616.884322.929571.181316.420B上M33.628-29.92959.564-3.99241.409-22.148-77.090107.638-63.04697.052N573.964637.575377.821441.432515.121578.732355.895557.252356.243530.752下M96.837-94.273108.486-82.624100.332-90.778-270.463285.017-232.655248.761N663.456727.067419.370482.981590.230653.841413.426614.783410.577585.086C上M-12.111-35.934-31.311-55.134-17.871-41.694-124.58260.146-113.54646.551N113.32585.64162.24234.55898.00070.316111.40918.811101.83121.579下M29.293-50.46320.774-58.98126.737-53.019-130.183101.729-115.29085.701N202.819175.134103.79376.109173.111145.427168.94176.343156.16675.9143.8框架梁柱截面設計3.8.1框架梁抗震截面設計1、選擇最不利組合內(nèi)力在抗震設計時，對于框架梁最不利內(nèi)力組合為+Mmax、?M表3.8.1框架梁抗震設計最不利組合(kN/kN?m)樓號桿件截面位置內(nèi)力抗震組合三層AB左端M-66.137V48.929跨中M-24.839右端M18.791V-45.985BC左端M-205.446V52.061跨中M163.371右端M87.065V-86.299二層AB左端M-141.094V103.374跨中M-54.572右端M40.958V98.967BC左端M-264.931V67.502跨中M160.680右端M117.220V-87.957一層AB左端M-201.110V151.566跨中M-69.629右端M67.929V147.160BC左端M-357.057V88.084跨中M187.989右端M140.145V-105.7752、框架梁正截面受彎承載力計算框架梁截面尺寸為200mm×500mm。抗震等級為四級，相對受壓區(qū)高度ξb混凝土：C30，fc=14.3N/mm2鋼筋：HRB400，