-PAGE2-某幼兒園的建筑結(jié)構(gòu)設(shè)計(jì)摘要本設(shè)計(jì)為浙江省臺(tái)州市城郊幼兒園的鋼筋混凝土框架結(jié)構(gòu)設(shè)計(jì)，總建筑面積3440m2，項(xiàng)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(shè)計(jì)使用期限50年。設(shè)計(jì)包括項(xiàng)目的建筑設(shè)計(jì)和主體結(jié)構(gòu)設(shè)計(jì)。建筑設(shè)計(jì)內(nèi)容為對建筑空間功能劃分和布局，結(jié)構(gòu)設(shè)計(jì)主要包括結(jié)構(gòu)選型與布置、手算一榀框架、電算復(fù)合對比結(jié)構(gòu)。手算內(nèi)容包括框架梁柱截面設(shè)計(jì)、樓面板設(shè)計(jì)、樓梯結(jié)構(gòu)設(shè)計(jì)和基礎(chǔ)結(jié)構(gòu)設(shè)計(jì)。手算時(shí)先選擇一榀框架作為計(jì)算簡圖，然后計(jì)算框架承受的豎向荷載與風(fēng)荷載及地震荷載。結(jié)構(gòu)內(nèi)力計(jì)算時(shí)分別采用D值法與分層法計(jì)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(jìn)行梁、柱的配筋計(jì)算。樓板采用雙向板結(jié)構(gòu)形式，并采用彈性理論進(jìn)行設(shè)計(jì)。樓梯采用雙跑平行樓梯形式，并對梯段板、平臺(tái)梁、平臺(tái)板進(jìn)行設(shè)計(jì)。基礎(chǔ)設(shè)計(jì)對持力層承載力和基礎(chǔ)高度驗(yàn)算，再配筋。最后用PKPM軟件進(jìn)行框架結(jié)構(gòu)整體設(shè)計(jì)計(jì)算。關(guān)鍵詞：框架結(jié)構(gòu)；建筑設(shè)計(jì)；結(jié)構(gòu)設(shè)計(jì)；PKPM目錄TOC\o"1-3"\h\u1設(shè)計(jì)資料 72建筑設(shè)計(jì) 82.1建筑信息 82.2幼兒園設(shè)計(jì)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(jié)構(gòu)設(shè)計(jì) 93.1工程概況和設(shè)計(jì)依據(jù) 93.1.1工程概況 93.1.2設(shè)計(jì)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(jì)算簡圖和梁柱線剛度計(jì)算 103.3.1計(jì)算簡圖 103.3.2梁柱線剛度計(jì)算 113.4荷載計(jì)算 113.4.1恒荷載標(biāo)準(zhǔn)值計(jì)算 113.4.2活荷載標(biāo)準(zhǔn)值計(jì)算 133.4.3豎向荷載作用下框架內(nèi)力分析 133.4.4風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算 173.5水平荷載內(nèi)力計(jì)算 173.5.1采用底部剪力法計(jì)算水平地震作用 173.5.2風(fēng)荷載作用下的內(nèi)力計(jì)算 263.6豎向荷載內(nèi)力計(jì)算 293.6.1恒荷載作用下的內(nèi)力計(jì)算 293.6.2活荷載作用下的內(nèi)力計(jì)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(shè)計(jì) 473.8.1框架梁抗震截面設(shè)計(jì) 473.8.2框架柱抗震截面設(shè)計(jì) 493.9板結(jié)構(gòu)設(shè)計(jì) 533.9.1荷載設(shè)計(jì)值 533.9.2彎矩計(jì)算 533.9.3截面設(shè)計(jì) 553.10樓梯設(shè)計(jì) 553.10.1梯板設(shè)計(jì) 553.10.2平臺(tái)板設(shè)計(jì) 573.10.3平臺(tái)梁設(shè)計(jì)計(jì)算 584基礎(chǔ)設(shè)計(jì) 604.1地質(zhì)條件 604.2基礎(chǔ)地面尺寸估算 604.2.1基礎(chǔ)尺寸確定 604.2.2持力層承載力驗(yàn)算 614.2.3基礎(chǔ)高度驗(yàn)算 614.2.4基礎(chǔ)配筋計(jì)算 635PKPM計(jì)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(fēng)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(shè)計(jì)信息 685.1.9配筋信息 695.1.10荷載組合 70參考文獻(xiàn) 721設(shè)計(jì)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(tái)州市設(shè)計(jì)使用年限：50年。荷載調(diào)整系數(shù)γL=1.0。場地類別：Ⅲ類設(shè)防烈度：6度。抗震等級：四級。總建筑面積：3440m2層高：3.9m?；撅L(fēng)壓值：0.6kN/m2地面粗糙程度：B類1.2設(shè)計(jì)依據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2012）《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50010-2010）《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010《地基基礎(chǔ)設(shè)計(jì)規(guī)范》（GB50007-2011）《砌體結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50003-2011《房屋建筑制圖統(tǒng)一標(biāo)準(zhǔn)》GB50001-2010《建筑結(jié)構(gòu)制圖標(biāo)準(zhǔn)》GB/T50105-2010《建筑設(shè)計(jì)防火規(guī)范》GB50016-2014《托兒所、幼兒園建筑設(shè)計(jì)規(guī)范》JGJ39-202建筑設(shè)計(jì)根據(jù)《托兒所幼兒園建筑設(shè)計(jì)規(guī)范》JGJ39-2016規(guī)范可知，幼兒園建筑設(shè)計(jì)應(yīng)滿足以下三點(diǎn)原則：滿足使用功能要求；滿足環(huán)境安全、具備防災(zāi)能力；符合節(jié)約能源基本方針。2.1建筑信息項(xiàng)目為浙江省臺(tái)州市城郊幼兒園，建筑高度17.8m，建筑面積3440m2。設(shè)定為6個(gè)班級的幼兒服務(wù)（大班中班小班各兩個(gè)）。園內(nèi)配備活動(dòng)室、衛(wèi)生間、衣帽儲(chǔ)藏室等基礎(chǔ)用房；園長室、辦公室、財(cái)務(wù)室等管理用房；監(jiān)察室、隔離室室等服務(wù)管理用房。生活用房（廚房、洗衣間等）設(shè)定于另一棟建筑，本設(shè)計(jì)書不涉及生活用房的設(shè)計(jì)。2.2幼兒園設(shè)計(jì)理念2.2.1基于兒童心理考慮本設(shè)計(jì)最大特點(diǎn)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(shè)置了一近150m2的庭院。建筑整體呈現(xiàn)“回”字型，作為室外活動(dòng)場所，為幼兒提供戶外活動(dòng)的空間。庭院中應(yīng)種植花草樹木，配設(shè)娛樂設(shè)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(shè)計(jì)。建筑層高3.9m，樓梯采用平行雙跑樓梯形式，臺(tái)階數(shù)26階，寬度0.28m，高度0.15m，取值參照《規(guī)范》和已設(shè)計(jì)幼兒園建筑。并且在樓梯扶手處，做了雙扶手設(shè)計(jì)，低處扶手離地面距離600mm，符合《規(guī)范》要求。2、采光設(shè)計(jì)。為滿足每個(gè)房間的采光需求，門窗面積滿足《規(guī)范》中各個(gè)房間的最小采光量，在窗戶高度上，兒童活動(dòng)的房間，統(tǒng)一設(shè)計(jì)窗臺(tái)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(jiān)固耐久的材料制作。4、每個(gè)教室都配備了儲(chǔ)藏室和衣帽間，并且和每層為幼兒配備了兩個(gè)廁所，每個(gè)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(dòng)室，和一間不同功能的教室，可以滿足幼兒除學(xué)習(xí)之外的室內(nèi)活動(dòng)。3結(jié)構(gòu)設(shè)計(jì)3.1工程概況和設(shè)計(jì)依據(jù)3.1.1工程概況本工程為浙江省臺(tái)州市城郊幼兒園?？偨ㄖ娣e3440m2。本項(xiàng)目建筑高度為17.8m，建筑層數(shù)為3層，結(jié)構(gòu)合理使用年限為50年。采用混凝土框架結(jié)構(gòu)，6度抗震設(shè)防，抗震等級為四級。3.1.2設(shè)計(jì)依據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010-2010《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010《地基基礎(chǔ)設(shè)計(jì)規(guī)范》GB50007-2011《砌體結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50003-2011《房屋建筑制圖統(tǒng)一標(biāo)準(zhǔn)》GB50001-2010《建筑結(jié)構(gòu)制圖標(biāo)準(zhǔn)》GB/T50105-2010《建筑設(shè)計(jì)防火規(guī)范》GB50016-2014《托兒所、幼兒園建筑設(shè)計(jì)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(yùn)]無限值，參考類似工程，設(shè)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(jì)算簡圖和梁、柱線剛度計(jì)算3.3.1計(jì)算簡圖本次設(shè)計(jì)選取一榀框架1/1-G軸?？蚣苤豆逃诨A(chǔ)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(chǔ)頂面至二層，室內(nèi)外高差0.45m，初步設(shè)計(jì)基礎(chǔ)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?？蚣苡?jì)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(jì)算簡圖3.3.2梁、柱線剛度計(jì)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(jì)算3.4.1恒荷載標(biāo)準(zhǔn)值計(jì)算1、屋面20厚1:2水泥砂漿保護(hù)層0.02×20=0.40擠塑聚苯保溫板保護(hù)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(jié)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(jié)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(hù)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(biāo)準(zhǔn)值計(jì)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(jié)構(gòu)荷載示意圖1、恒荷載計(jì)算A點(diǎn)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(diǎn)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(diǎn)、D點(diǎn)受力ppB-C點(diǎn)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(diǎn)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(jì)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(diǎn)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(diǎn)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(diǎn)、D點(diǎn)受力ppB-C點(diǎn)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(diǎn)間梁受力p圖3.4.3活載作用簡圖3.4.4風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012，風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算公式：ωkω0——基本風(fēng)壓0.45kN/結(jié)構(gòu)高度=10.8m<30m，風(fēng)振系數(shù)βz取1.0；對于矩形平面風(fēng)荷載體型系數(shù)μs取1.3；表3.4.1各層樓面處集中風(fēng)荷載標(biāo)準(zhǔn)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(fēng)荷載作用簡圖3.5水平荷載內(nèi)力計(jì)算3.5.1采用底部剪力法計(jì)算水平地震作用1、重力荷載值計(jì)算各層標(biāo)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(yīng)取結(jié)構(gòu)和構(gòu)配件自重標(biāo)準(zhǔn)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(shè)計(jì)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(dǎo)出各層活載標(biāo)準(zhǔn)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(dāng)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(jì)算層柱項(xiàng)

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(jié)構(gòu)基本自振周期計(jì)算T=2πψψT表3.5.3結(jié)構(gòu)基本自振周期計(jì)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(jì)算及樓層剪力本工程抗震設(shè)防烈度6度，設(shè)計(jì)地震分組第一組，設(shè)計(jì)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(jié)構(gòu)底部剪力標(biāo)準(zhǔn)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(jié)構(gòu)假設(shè)為一個(gè)無質(zhì)量質(zhì)點(diǎn)，計(jì)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(yàn)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(yàn)算根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010（下文簡稱《抗規(guī)》），結(jié)構(gòu)每一樓層的水平地震剪力均應(yīng)滿足：VEKiVEKiλ——剪力系數(shù)，根據(jù)《抗規(guī)》表5.2.5取值，該項(xiàng)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(jié)構(gòu)技術(shù)規(guī)程》JGJ3-2010，框架結(jié)構(gòu)剛重比應(yīng)滿足：D表3.5.5各層水平地震作用下剪重比與剛重比驗(yàn)算層號(hào)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(jì)算，本項(xiàng)目的剪重比與剛重比均滿足要求。2、地震內(nèi)力計(jì)算圖3.5.2水平地震作用下計(jì)算簡圖各層柱剪力計(jì)算地震作用力沿豎向呈倒三角分布，內(nèi)力計(jì)算采用D值法，根據(jù)柱的側(cè)移剛度分配各層剪力，計(jì)算結(jié)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(hào)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(diǎn)梁柱線剛度比、上下橫梁線剛度比、層高變化等均對反彎點(diǎn)高度有影響，因此需要進(jìn)行修正。綜合考慮上述因素，柱底到反彎點(diǎn)的高度可根據(jù)下述公式求出：y?=(y0計(jì)算過程及結(jié)果見表3.5.7。表3.5.7各層柱反彎點(diǎn)計(jì)算層號(hào)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(jì)算根據(jù)各層柱所受剪力和反彎點(diǎn)，計(jì)算柱端彎矩，計(jì)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(jì)算層號(hào)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(jì)算求得柱端彎矩后，根據(jù)節(jié)點(diǎn)平衡條件求梁端彎矩，計(jì)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(jì)算層號(hào)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(jì)算計(jì)算公式：Vb表3.5.10水平地震作用下梁端剪力計(jì)算層號(hào)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(fēng)荷載作用下的內(nèi)力計(jì)算1、風(fēng)荷載下的位移計(jì)算（1）橫向框架側(cè)移剛度D值計(jì)算見表3.5.2（2）風(fēng)荷載作用下框架側(cè)移計(jì)算框架在風(fēng)荷載作用下側(cè)移的計(jì)算過程見表3.5.11。表3.5.11風(fēng)荷載作用下框架樓層層間側(cè)移與層高之比計(jì)算樓號(hào)?(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(fēng)荷載作用下各層柱剪力層號(hào)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(diǎn)高度反彎點(diǎn)高度計(jì)算結(jié)果見表3.5.7。（5）柱端彎矩計(jì)算表3.5.13風(fēng)荷載作用下柱端彎矩計(jì)算層號(hào)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(jì)算表3.5.14風(fēng)荷載作用下梁端彎矩計(jì)算層號(hào)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(jì)算表3.5.15水平地震作用下梁端剪力計(jì)算層號(hào)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(fēng)荷載作用下彎矩圖(kN?m)圖3.5.7風(fēng)荷載作用下剪力圖(kN)圖3.5.8風(fēng)荷載作用下軸力圖(kN)3.6豎向荷載內(nèi)力計(jì)算3.6.1恒荷載作用下的內(nèi)力計(jì)算1、用彎矩二次分配法計(jì)算彎矩（1）計(jì)算分配系數(shù)分配系數(shù)計(jì)算結(jié)果見圖3.6.1圖3.6.1梁柱彎矩分配系數(shù)圖計(jì)算固端彎矩為簡便計(jì)算，恒載作用如圖所示：圖3.6.2恒載作用計(jì)算示意圖均布荷載作用下的兩端固定的固端彎矩計(jì)算公式：MAB固端彎矩計(jì)算結(jié)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(jì)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(shè)計(jì)實(shí)際彎矩小于其彈性計(jì)算值，因此在進(jìn)行框架結(jié)構(gòu)設(shè)計(jì)時(shí)，一般均需對梁端彎矩進(jìn)行調(diào)幅，調(diào)幅公式：M對于現(xiàn)澆框架結(jié)構(gòu)，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(jì)算結(jié)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(jì)算1、用彎矩二次分配法計(jì)算彎矩固端彎矩計(jì)算過程及結(jié)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(jì)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(jié)構(gòu)設(shè)計(jì)中應(yīng)綜合考慮重力荷載、地震作用、風(fēng)荷載、活荷載、恒荷載等荷載作用對結(jié)構(gòu)的影響，根據(jù)建筑使用過程中可能同時(shí)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(jìn)行荷載組合，并取各自最不利組合進(jìn)行設(shè)計(jì)。內(nèi)力換算由于進(jìn)行截面配筋計(jì)算時(shí)所采用的是構(gòu)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(jì)算。值得注意的是，為減少節(jié)點(diǎn)附近梁頂面的配筋量，梁端依然需要進(jìn)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(hào)截面位置內(nèi)力荷載類型恒載活載風(fēng)載地震荷載左風(fēng)右風(fēng)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(hào)截面位置內(nèi)力荷載類型恒載活載風(fēng)載地震荷載左風(fēng)右風(fēng)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(fēng)荷載作用下不利組合1.3恒+1.5風(fēng)；1.3恒+1.5風(fēng)+1.5×0.7×活；1.3恒+1.5活+1.5×0.7×風(fēng)1.3恒+1.5×0.7風(fēng)；1.3恒+1.5×0.7(風(fēng)+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(jié)果見表3.7.4。表3.7.3框架梁內(nèi)力組合(kN/kN?m)樓號(hào)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(fēng)載③地震荷載④1.3①+1.5②1.3①+1.5③1.3①+1.5③+1.5*0.7*②左風(fēng)右風(fēng)左震右震左風(fēng)右風(fēng)左風(fēng)右風(fēng)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(hào)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(fēng)右風(fēng)左風(fēng)右風(fēng)左風(fēng)右風(fēng)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(hào)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(fēng)載③地震荷載④1.3①+1.5②1.3①+1.5③1.3①+1.5③+1.5*0.7*②左風(fēng)右風(fēng)左震右震左風(fēng)右風(fēng)左風(fēng)右風(fēng)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(hào)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(fēng)右風(fēng)左風(fēng)右風(fēng)左風(fēng)右風(fēng)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(shè)計(jì)3.8.1框架梁抗震截面設(shè)計(jì)1、選擇最不利組合內(nèi)力在抗震設(shè)計(jì)時(shí)，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(shè)計(jì)最不利組合(kN/kN?m)樓號(hào)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(jì)算框架梁截面尺寸為200mm×500mm?？拐鸬燃墳樗募?，相對受壓區(qū)高度ξb混凝土：C30，fc=14.3N/mm2鋼筋：HRB400，