土木工程畢業(yè)設(shè)計(jì)計(jì)算書范文(文件)
【正文】 點(diǎn)高度和各層柱子剪力后，即可求出各柱端彎矩。頂層及其他層邊跨：M中= =MMCB=P5中M：對二～四層，：P5邊＝P5AB== KN/mP5中＝P5BC==各桿的固端彎矩為：MAB= MBA=P5邊MMBC=P5中由于頂層活載大小和標(biāo)準(zhǔn)層不一樣，所以分開算。＝0 V1＝V2＝ KN 對二層邊跨：V1－－－－+＝0 V1＝ 同理：V2＝ KN對二層中間跨：VM (頂層中跨)＝＝M?。ㄖ锌纾?＝ KNl中2＝＝ KNl邊2＝＝ KNl中2＝＝ KNl邊2＝＝ KN（分布同屋面活荷載）P雪AB＝P雪CD＝＝ KN/mP雪BC＝= KN/mP雪A=P雪D=(+) =P雪B= P雪C= [+++ ]= KN四、內(nèi)力計(jì)算（1） 恒載作用下的內(nèi)力計(jì)算采用分層法。為求基底剪力，先要計(jì)算結(jié)構(gòu)各層的總重力荷載代表值：頂層： G5= g5AB1+(+)(g5AB2+ g5CD2)+ g5BC2+ G5A+ G5B+ G5C+ G5D+4G柱/2+=+2++(+)2+4(+) +＝G4 = G3= G2= gAB1+ gBC1+ gAB2(+)2+gBC2+GA+GB+ GC+ GD+4G柱+[(+)(pAB+ pCD)+ pBC+PA+ PB+ PC+ PD] =++++(+) 2+2+[++(+) 2] =G1= G2+4() G柱/=+4= KN質(zhì)量重力荷載代表值見圖6。M 中跨：ib2=104KN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)算過程如表1所示。圖中各荷載值計(jì)算如下P5AB= P5CD== KN/mP5BC==P5A=P5D=(+) =P5B= P5C= [+++ ]= KNPAB＝PCD == KN/m走廊：PBC＝=PA= PD= (+) =PB= PC= 〔+〕+〔+〕=風(fēng)壓標(biāo)準(zhǔn)值計(jì)算公式為： ω=βzmm在計(jì)算內(nèi)力時(shí)。mm～五層框架柱線剛度：ic=EcI?？蚣軇偠扔?jì)算：：ib=2EcI。各梁柱構(gòu)件的線剛度經(jīng)計(jì)算后列于圖2中，其中在求梁截面慣性矩時(shí)考慮到現(xiàn)澆樓板的作用，取I=2I0（I0為不考慮樓板翼緣作用的梁截面慣性矩）?；詈奢d：，,。（5） 基本風(fēng)壓：ωo=(地面粗糙度屬C類)。,室內(nèi)外高差450mm.（2） 墻身做法：采用加氣混凝土塊，用M5混合砂漿砌筑，內(nèi)粉刷為混合砂漿底，紙筋灰面，厚20mm，“803”內(nèi)涂料兩度。接著計(jì)算豎向荷載（恒載及活荷載）作用下的結(jié)構(gòu)內(nèi)力，找出最不利的一組或幾組內(nèi)力組合。在確定框架布局之后，先進(jìn)行了層間荷載代表值的計(jì)算,接著利用頂點(diǎn)位移法求出自振周期，進(jìn)而按底部剪力法計(jì)算水平地震荷載作用下大小，進(jìn)而求出在水平荷載作用下的結(jié)構(gòu)內(nèi)力（彎矩、剪力、軸力）。關(guān)鍵詞： 框架，結(jié)構(gòu)設(shè)計(jì)，抗震設(shè)計(jì) II畢業(yè)設(shè)計(jì)計(jì)算書ABSTRACT The purpose of the design is to do the antiseismic design in the longitudinal frames of axis5. When the directions of the frames is determined, firstly the weight of each floor is calculated .Then the vibrate cycle is calculated by utilizing the peakdisplacement method, then making the amount of the horizontal seismic force can be got by way of the bottomshear force method. The seismic force can be assigned according to the shearing stiffness of the frames of the different axis. Then the internal force (bending moment, shearing force and axial force ) in the structure under the horizontal loads can be easily calculated. After the determination of the internal force under the dead and live loads, the bination of internal force can be made by using the Excel software, whose purpose is to find one or several sets of the most adverse internal force of the wall limbs and the coterminous girders, which will be the basis of protracting the reinforcing drawings of the ponents. The design of the stairs is also be approached by calculating the internal force and reinforcing such ponents as landing slab, step board and landing girder whose shop drawings are pleted in the end.Keywords : frames，structural design畢業(yè)設(shè)計(jì)計(jì)算書目 錄 中文摘要…………………………………………………………………………………………Ⅰ英文摘要…………………………………………………………………………………………Ⅱ一、設(shè)計(jì)資料……………………………………………………………………………………1二、結(jié)構(gòu)布置及結(jié)構(gòu)計(jì)算簡圖的確定…………………………………………………1三、荷載計(jì)算……………………………………………………………………………………3四、內(nèi)力計(jì)算…………………………………………………………………………….…… 10五、內(nèi)力組合……………………………………………………………………………………56六、截面設(shè)計(jì)……………………………………………………………………………………56七、框架節(jié)點(diǎn)核心區(qū)抗震驗(yàn)算…………………………………………………………56八、基礎(chǔ)設(shè)計(jì)………………………………….………………………………………………58九、板式樓梯設(shè)計(jì)…………………………………………………………………….…… 60參考文獻(xiàn)…………………………..……………………………………………………….…… 63附錄………………………………………………………………………………………………..附錄一：內(nèi)力組合表………………………………………………………………………...…附錄二：梁配筋表…………………………………………………………………………...…附錄三：柱配筋表…………………………………………………………………………...…附錄四：KJ3內(nèi)力圖………………………………………………………………………..…附錄五：各層配筋簡圖……………………………………………………………………...… 一、設(shè)計(jì)資料（1） 設(shè)計(jì)標(biāo)高：室內(nèi)設(shè)計(jì)標(biāo)高177。（4） 屋面作法：現(xiàn)澆樓板上依次鋪20mm厚水泥砂漿找平層、300mm厚水泥珍珠制品隔熱找平層、20mm厚水泥砂漿找平層和SDC120復(fù)合卷材，下面依次為15mm厚白灰砂漿天花抹面和V型輕鋼骨龍吊頂。（8） 地質(zhì)條件： 由上至下：人工添土：厚度為1m粉質(zhì)粘土：厚度為7m，地基承載力特征值為500KPa中風(fēng)化基巖：建筑場地類別為Ⅱ類；無地下水及不良地質(zhì)
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