河海大學(xué)土木畢業(yè)設(shè)計(jì)模板完整版

./儀征市某社區(qū)綜合管理樓結(jié)構(gòu)設(shè)計(jì)計(jì)算書一、設(shè)計(jì)資料1、設(shè)計(jì)任務(wù)書提供的有關(guān)結(jié)構(gòu)設(shè)計(jì)資料儀征市某社區(qū)擬建一座復(fù)合功能的社區(qū)綜合建筑,建筑面積3500~4000m2左右,擬建房屋所在地抗震設(shè)防烈度為7度,設(shè)計(jì)基本地震加速度值為0.10g?；狙篠0=0.4kN/m2,準(zhǔn)永久值系數(shù)為0,基本風(fēng)壓ω0=0.45kN/m2,地面粗糙度為C類。主導(dǎo)風(fēng)向?yàn)槟?、東南,降雨強(qiáng)度：10毫米/小時(shí)〔ph＝5。場地土覆蓋層厚度為地質(zhì)資料如表1.1：表1.1地質(zhì)資料平均厚度<m>fak<kN/m2>天然含水量ω<%>重度γ<kN/m3>壓縮系數(shù)α<mm2/N>壓縮模量Es<N/mm2>e剪切波速Vs<m/s>1.表層土0.79701402.粉土2.0114036.118.30.1910.30.9492503.粉砂Ⅰ1.9516029.619.40.1115.90.7762804.粉砂Ⅱ2.3618029.119.40.1215.90.7635202、建筑設(shè)計(jì)提供的有關(guān)結(jié)構(gòu)設(shè)計(jì)資料建筑平面及剖面見圖1.1~1.2。由于建筑左右不對(duì)稱,左低右高,且在五層左右部分有錯(cuò)層,為滿足抗震要求,在4軸線處設(shè)置防震縫,縫寬200mm<GB50011－>,這樣將多出一條1/4軸線。3、結(jié)構(gòu)設(shè)計(jì)規(guī)范《建筑結(jié)構(gòu)制圖標(biāo)準(zhǔn)》GB/T50105－2001《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》GB50007－2002《建筑結(jié)構(gòu)荷載規(guī)范》GB50009－2001《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010－2002《建筑抗震設(shè)計(jì)規(guī)范》GB50011－2001《建筑物抗震構(gòu)造詳圖》二、結(jié)構(gòu)方案選擇上部結(jié)構(gòu)方案：主要承重結(jié)構(gòu)體系采用普通框架結(jié)構(gòu)。建筑主體高22.08m,小于規(guī)范規(guī)定的最大適用高度55m<GB50011－>。樓屋蓋結(jié)構(gòu)采用現(xiàn)澆鋼筋混凝土肋形樓蓋?；A(chǔ)結(jié)構(gòu)方案：縱向條形基礎(chǔ)。三、結(jié)構(gòu)布置根據(jù)該房屋的使用功能及建筑設(shè)計(jì)的要求,進(jìn)行了建筑平面、立面及剖面的設(shè)計(jì),其建筑平面、剖面及結(jié)構(gòu)平面分別見圖1.1、1.2和3.1~3.4。主體結(jié)構(gòu)1~4軸為5層,4~8軸為6層,多功能廳層高為4.5m,第五層<4~8軸>層高為4.08m,其余為3.6m。局部突出屋面的塔樓為電梯機(jī)房,層高為3.0m。外墻采用KM1空心磚,內(nèi)墻采用加氣混凝土砌塊。門為木門,門洞尺寸為0.9m×2.4m；窗為鋁合金窗,窗高2.1m,高窗高0.5m。1、柱網(wǎng)布置以建筑設(shè)計(jì)為基礎(chǔ),確定柱網(wǎng)布置。橫向柱網(wǎng)以房屋進(jìn)深為間距,分別為6.6m,3.0m,6.6m；縱向柱網(wǎng)以房屋開間為主要依據(jù)布置,取為7.2m?？蚣苤脚畠簤?。由于建筑左右不對(duì)稱,左低右高,且在五層左右部分有錯(cuò)層,為滿足抗震要求,在4軸線處設(shè)置防震縫,縫寬200mm<GB50011－>,這樣將多出一條1/4軸線。2、梁板布置在柱網(wǎng)布置的基礎(chǔ)上,根據(jù)結(jié)構(gòu)受力需要和板的經(jīng)濟(jì)跨度要求在縱向每兩根柱之間設(shè)置一道次梁,確定荷載傳力途徑為一級(jí)次梁—框架梁,框架承重體系為縱橫向承重?，F(xiàn)澆板做成雙向板,板厚100mm。主入口處雨蓬為輕鋼雨篷,需經(jīng)專業(yè)廠家設(shè)計(jì)施工；次入口及貨物入口處雨篷為懸挑板,懸挑長度分別為1.5m和1.0m。3、樓、電梯布置框架結(jié)構(gòu)中的電梯井壁采用加氣混凝土砌塊砌筑,采用每層的梁承托每層的墻體重量,.〔最左邊房間的右墻放到哪？所有的墻下面應(yīng)該有梁支撐。左下側(cè)樓梯的平臺(tái)梁放到構(gòu)造柱上,構(gòu)造柱再放到次梁上,這樣合理嗎？右上角樓梯處應(yīng)該加柱子。圖不要超出頁面范圍圖1.1建筑平面圖圖1.2建筑剖面圖.梯井四角加構(gòu)造柱。電梯井的尺寸由建筑選定的電梯型號(hào)的電梯廠家的樣本上提供,內(nèi)壁尺寸不得改變。電梯速度為1.0m/s時(shí),頂站高≥4500mm、井坑高≥1400mm頂層由于電梯緣故較標(biāo)準(zhǔn)層高,采用的做法為將電梯所在柱網(wǎng)局部提高。由于轎廂頂部的吊架及隔音層都要占去一定的空間,機(jī)房的地板面一般都要高出屋面。機(jī)房地板上在井筒的范圍內(nèi),留有兩個(gè)用來提升轎廂及對(duì)重用的方孔,以便鋼絲繩穿過,并考慮鋼絲繩晃動(dòng)。平時(shí)地板上并沒有什么荷載,但要考慮機(jī)房設(shè)備安裝和檢修荷載,取7kN/m2<GB50009－>。機(jī)房頂板的下面埋置一個(gè)吊鉤,供安裝和檢修用。在樓梯間盡量避免短柱,將休息平臺(tái)梁不與框架柱聯(lián)結(jié),而單獨(dú)支承在由各層梁上另起的構(gòu)造柱上。200×250mm小柱僅層高的一半,設(shè)于框架梁上,且埋于墻中,平臺(tái)梁與小柱接口按鉸接。樓梯用板式樓梯,方便設(shè)計(jì)及施工,也較美觀?！?.樓梯四周都應(yīng)該有框架柱支撐。2.電梯井四周應(yīng)該加強(qiáng),四周應(yīng)采用鋼筋混凝土墻。4、墻體外墻：外墻只起圍護(hù)作用,在滿足保溫、隔熱的同時(shí)質(zhì)輕,以減輕結(jié)構(gòu)的負(fù)擔(dān)。采用的材料為KM1空心磚。砌塊直接砌于框架梁上,梁下直接安設(shè)門窗,不再設(shè)過梁。內(nèi)墻：衛(wèi)生間墻面貼瓷磚,隔墻采用190加氣混凝土砌塊。填充墻不考慮抗側(cè)力作用,與框架柱柔性連接,墻頂與框架緊密結(jié)合。沿框架柱高每隔500mm配置2φ6拉筋,伸入填充墻的長度不小于墻長的1/5且不小于700mm5、基礎(chǔ)持力層選擇粉土層,基礎(chǔ)底面標(biāo)高為-2.45m,基礎(chǔ)型式采用縱向條形基礎(chǔ),基礎(chǔ)頂面至室外地面的距離為0.5m,具體尺寸及形狀見基礎(chǔ)設(shè)計(jì)部分。在4軸線設(shè)沉降縫,縫寬120mm。6、結(jié)構(gòu)平面布置見圖3.1~3.4。圖3.1結(jié)構(gòu)平面布置圖<1~2層>圖3.2結(jié)構(gòu)平面布置圖<3~4層>圖3.3結(jié)構(gòu)平面布置圖<5層>圖3.4結(jié)構(gòu)平面布置圖<6層>7、框架計(jì)算簡圖框架結(jié)構(gòu)計(jì)算簡圖如圖3.5所示。取柱的形心線作為框架柱的軸線,梁軸線取至板底,2~6層柱高度即為層高,2、3、4、6層取3.6m,5層取4.08m；底層柱高度從基礎(chǔ)頂面取至一層板底,即h1=3.6〔室內(nèi)地面至第一層樓板頂面的高度+0.45+0.5〔基礎(chǔ)頂面至室外地面的距離-0.1〔板厚=4.45m。突出屋面的電梯機(jī)房取層高3.0m。<a>橫向框架<b>縱向框架圖3.5框架結(jié)構(gòu)計(jì)算簡圖四、主要結(jié)構(gòu)材料選用1、鋼筋框架梁、柱的縱向受力鋼筋采用HRB335鋼筋,縱向構(gòu)造鋼筋采用HRB335鋼筋,箍筋采用HPB235鋼筋；板的受力鋼筋采用HPB235鋼筋,構(gòu)造鋼筋采用HPB235鋼筋。2、混凝土框架梁、柱、樓面板和屋面板采用C30級(jí)混凝土,基礎(chǔ)采用C20級(jí)混凝土,基礎(chǔ)墊層采用C10級(jí)混凝土?；A(chǔ)單獨(dú)施工,柱筋插入,澆至基礎(chǔ)頂面。五、構(gòu)件截面尺寸及幾何參數(shù)1、框架梁框架梁的截面高度可取其跨度的1/14~1/10；截面寬度可取其截面高度的1/3.5~1/2,不小于1/4,并應(yīng)適當(dāng)考慮梁上所砌筑墻體的厚度〔陰角,b≥250。上述取值僅考慮跨度,沒考慮荷載,初步確定框架梁的截面尺寸后,將按簡支梁進(jìn)行估算。估算時(shí)將簡支梁的荷載取為實(shí)際荷載〔恒、活載的70%左右,因?qū)嶋H兩端為約束,并據(jù)此進(jìn)行內(nèi)力計(jì)算和單筋矩形正截面及斜截面配筋計(jì)算,如所得縱向鋼筋配筋率和箍筋配箍率均在適當(dāng)范圍內(nèi),則可認(rèn)為所選擇的框架梁截面尺寸是基本合適的。具體計(jì)算過程如下：由上估算的梁截面尺寸為：框架橫梁及縱梁截面高度均為600mm、寬300mm,次梁高500mm、寬250mm。取5軸的CD梁段,取2層的樓面荷載：恒載設(shè)計(jì)值梁自重板傳來梁上墻體活載設(shè)計(jì)值折減70%后為115.65kN·m。梁下部受拉時(shí),按T形截面設(shè)計(jì)。翼緣計(jì)算寬度：按跨度考慮,；按梁間距考慮,；按翼緣厚度考慮,,,此種情況不起控制作用；故取。梁內(nèi)縱向鋼筋采用HRB335級(jí)鋼筋,,采用C30級(jí)混凝土,,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。選配318,,,滿足要求。經(jīng)驗(yàn)算斜截面受剪承載力也滿足要求。截面尺寸選擇適當(dāng)。〔驗(yàn)算斜截面受剪承載力的過程呢？2、框架柱截面尺寸框架柱的長邊邊長可取為框架柱一層高的1/12~1/16?？紤]到框架結(jié)構(gòu)可能在縱橫兩個(gè)方向承受地震作用,框架柱在兩個(gè)方向上都應(yīng)具有較好的剛度和承載力,因而框架柱采用正方形的矩形截面。從大量工程設(shè)計(jì)結(jié)果來看,鋼筋混凝土高層建筑單位建筑面積的重量〔豎向總荷載框架、框架剪力墻結(jié)構(gòu)約為12~14kN/㎡；剪力墻和筒體結(jié)構(gòu)約為14~16kN/㎡。初步設(shè)計(jì)時(shí)按受荷面積估算軸力N,乘上1.2－1.4的系數(shù),用規(guī)范所要求的軸壓比確定柱截面尺寸。近似按軸壓柱來計(jì)算軸壓比,實(shí)際不為軸壓,留有余地?？蚣苤慕孛娉叽邕€應(yīng)滿足抗側(cè)剛度要求,在多遇地震作用下,其層間水平側(cè)移和頂點(diǎn)側(cè)移均應(yīng)滿足《建筑抗震設(shè)計(jì)規(guī)范》的相應(yīng)要求。由規(guī)范可知,框架的抗震等級(jí)為三級(jí)<GB50011->,其軸壓比限值λ=0.9<GB50011-6.3.7>；各層重力荷載代表值近似取14kN/m2,由圖1.3可知邊柱及中柱的負(fù)載面積分別為7.2×3.3m2和7.2×4.8m2。由式可得柱截面面積為邊柱中柱柱截面取為正方形,底層柱b×h=550×550mm,上層柱b×h=500×500mm,則底層柱截面積為302500mm2,均大于以上兩值,滿足要求。3、現(xiàn)澆板厚度現(xiàn)澆連續(xù)雙向板厚度一般不小于其跨度〔短邊的1/50。同時(shí),民用建筑的板厚不得小于60mm〔單向,工業(yè)建筑的板厚不得小于70mm〔單向,雙向板不得小于80mm。故取板厚為100mm。4、各樓層各框架梁的線剛度ib對(duì)于現(xiàn)澆框架,當(dāng)樓蓋或屋蓋與框架整體澆筑時(shí),若按矩形截面計(jì)算的框架梁慣性矩為I0,則中框架〔框架梁兩側(cè)均有現(xiàn)澆樓板或屋面板的慣性矩取為2I0,邊框架〔框架梁僅一側(cè)有現(xiàn)澆樓板或屋面板的慣性矩取為1.5I0。各樓層各框架梁的線剛度ib見表5.1。表5.1各樓層各橫向框架梁的線剛度ib計(jì)算表類別層次Ec<N/mm2>b×h<mm×mm>I0<mm4>l<mm>EcI0/l<N·mm>1.5EcI0/l<N·mm>2EcI0/l<N·mm>邊橫梁1~73.15×104300×6005.4×10966002.577×10103.866×10105.154×1010走道梁1~63.15×104300×6005.4×10930005.67×10108.505×10101.134×10115、各樓層各框架柱的線剛度ic各樓層各框架柱的線剛度ic見表5.2。表5.2各樓層各框架柱的線剛度ic計(jì)算表層次hc<mm>Ec<N/mm2>b×h<mm×mm>Ic<mm4>EcIc/hc<N·mm>144503.15×104550×5507.626×1095.398×10102~436003.15×104500×5005.208×1094.557×1010540803.15×104500×5005.208×1094.021×1010636003.15×104500×5005.208×1094.557×1010730003.15×104500×5005.208×1095.468×10106、各樓層各框架柱的抗側(cè)剛度D及各樓層框架柱的抗側(cè)剛度之和∑D各樓層各框架柱的抗側(cè)剛度D及各樓層框架柱的抗側(cè)剛度之和∑D見表5.3~5.6。表5.3中框架柱側(cè)移剛度D值<N/mm>層次邊柱<4根>中柱<4根>∑DiαcDi1αcDi261.1310.361152323.6190.6442718016964851.2820.391113214.1020.672194861232282~41.1310.361152323.6190.6442718016964810.9550.492161043.0560.70323004156432表5.4邊框架柱側(cè)移剛度D值<N/mm>層次A-1/4,D-1/4,A-7B-1/4,C-1/4,B-7∑DiαcDi1αcDi260.8480.298125692.7150.5762429411058950.9610.32594213.0770.60617565809582~40.8480.298125692.7150.5762429411058910.7160.448146482.2920.65021277107775表5.5樓電梯間框架柱側(cè)移剛度D值<N/mm>層次C-7D-7∑DiαcDi1αcDi260.7070.261110192.5730.563237433476250.6410.24370342.7560.57916797238312～40.5660.22092992.4320.549231523245110.4770.395129072.0530.6302060533512第七層框架柱<4根>側(cè)移剛度D值<N/mm>：＝0.707,αc＝0.261,Di1＝19042,∑Di＝76168將以上不同情況下同層框架柱側(cè)移剛度相加,即得到框架各層層間側(cè)移剛度∑Di,見表5.6。表5.6橫向框架層間側(cè)移剛度<N/mm>層次1234567∑Di29771931268831268831268822801731499976168由上表可見,∑D1/∑D2＝297719/312688＝0.952>0.7,∑D5/∑D6=228017/314999=0.724>0.7,故該框架為規(guī)則框架。六、荷載統(tǒng)計(jì)〔恒載和可變荷載1、屋面及樓面永久荷載標(biāo)準(zhǔn)值屋面<不上人>40mm厚C20細(xì)石混凝土,內(nèi)配?4@200鋼筋22×0.04＝0.88kN/m23mm厚1:3石灰砂漿隔離層17×0.003＝0.051kN/m220mm厚1:2.5水泥砂漿找平層20×0.02＝0.4kN/m230mm厚聚乙烯泡沫塑料保溫層0.5×0.03＝0.015kN/m2APP防水冷膠二布三涂、刷APP防水冷膠涂料基底一度0.2kN/m220mm厚1:3水泥砂漿找平層20×0.02＝0.4kN/m2100mm厚搗制鋼筋混凝土板25×0.1＝2.5kN/m2V型輕鋼龍骨吊頂或粉底0.25kN/m2合計(jì)4.696kN/m22~6層樓面8mm厚地磚樓面19.8×0.008＝0.1584kN/m25mm厚1:1水泥細(xì)砂漿結(jié)合層20×0.005＝0.1kN/m210mm厚1:3水泥砂漿找平層10×0.02＝0.2kN/m2100mm厚搗制鋼筋混凝土板25×0.1＝2.5kN/m2板底粉刷0.2kN/m2合計(jì)3.1584kN/m2衛(wèi)生間8mm厚地磚樓面19.8×0.008＝0.1584kN/m25mm厚1:1水泥細(xì)砂漿結(jié)合層20×0.005＝0.1kN/m215mm厚1:3水泥砂漿找平層20×0.015＝0.3kN/m240mm厚C20細(xì)石混凝土層,坡向地漏22×0.04＝0.88kN/m2聚氨酯三遍涂膜防水層,厚1.5mm0.2kN/m210mm厚1:3水泥砂漿找平層10×0.02＝0.2kN/m2100mm厚搗制鋼筋混凝土板25×0.1＝2.5kN/m2板底粉刷0.2kN/m2合計(jì)4.5384kN/m2樓梯120mm厚樓梯板自重<1.118×0.12＋0.08>×25＝5.354kN/m2飾面自重1.5×0.008×28＝0.336kN/m2底粉自重0.5kN/m2合計(jì)6.19kN/m2注:1.118=1/cosα,α為梯板傾角,α=tg-1<150/300>;飾面計(jì)算中系數(shù)1.5=<300+150>/3002、屋面及樓面可變荷載標(biāo)準(zhǔn)值不上人屋面均布活荷載標(biāo)準(zhǔn)值0.5kN/m2樓面均布活荷載標(biāo)準(zhǔn)值2.0kN/m2走廊、門廳、樓梯均布活荷載標(biāo)準(zhǔn)值2.5kN/m2電梯機(jī)房均布活荷載標(biāo)準(zhǔn)值7.0kN/m2屋面雪荷載標(biāo)準(zhǔn)值Sk=μrS0=1.0×0.4=0.4kN/m23、梁、柱、板、墻、門窗等重力荷載的計(jì)算<取防震縫一側(cè)1/4~7軸計(jì)算><1>.梁自重標(biāo)準(zhǔn)值表6.1梁自重標(biāo)準(zhǔn)值層次構(gòu)件b<m>h<m>γ<kN/m3>βg<kN/m>li<m>nGi<kN>∑Gi<kN>1橫梁0.30.5251.053.937514.74231.525667.148縱梁0.30.5251.053.937519.484306.81次梁10.250.4251.052.6256.35583.344次梁20.250.4251.052.6257.05118.506次梁30.250.3251.051.9693.87517.630其它次梁0.20.3251.051.57512.27519.3332~5橫梁0.30.5251.053.937514.74231.525682.408縱梁0.30.5251.053.937519.484306.81次梁10.250.4251.052.6256.35583.344次梁20.250.4251.052.6257.05118.506次梁30.250.3251.051.9693.875322.89其它次梁0.20.3251.051.57512.27519.3336橫梁0.30.5251.053.937514.74231.525643.532縱梁0.30.5251.053.937519.484306.81次梁10.250.4251.052.6256.35583.344次梁20.250.4251.052.6257.05118.506其它次梁0.20.3251.051.5752.12513.3477橫梁0.30.5251.053.93756.1248.038117.864縱梁0.30.5251.053.93756.7252.763次梁10.250.4251.052.6256.5117.063注:梁高取減去板厚的梁高;表中β為考慮梁的粉刷層重力荷載而對(duì)其重力荷載的增大系數(shù);g表示單位長度構(gòu)件重力荷載;n為構(gòu)件數(shù)量。梁長取凈長。<2>.柱自重標(biāo)準(zhǔn)值表6.2柱自重標(biāo)準(zhǔn)值層次構(gòu)件b<m>h<m>γ<kN/m3>βg<kN/m>li<m>nGi<kN>1框架柱0.550.55251.108.3194.5516605.612~4框架柱0.50.5251.106.8753.6163965框架柱0.50.5251.106.8754.0816448.86框架柱0.50.5251.106.8753.6163967框架柱0.50.5251.106.8753.0482.5注:表中β為考慮柱的粉刷層重力荷載而對(duì)其重力荷載的增大系數(shù);g表示單位長度構(gòu)件重力荷載;n為構(gòu)件數(shù)量。柱長度取層高。<3>.板自重標(biāo)準(zhǔn)值1~5層樓面：板總面積344.032m2,其中衛(wèi)生間面積47.52m2,樓梯21m2,其余6層屋面：4.696×297.207＋3.1584×51.665＝1558.863kN7層屋面：4.696×60.75＝285.282kN<4>.墻體、門窗、幕墻等構(gòu)件自重標(biāo)準(zhǔn)值外墻為KM1空心磚,外墻面貼面磚；內(nèi)墻為200mm厚加氣混凝土砌塊。外墻面面磚0.5kN/m2內(nèi)墻面做法：刷乳膠漆0.01kN/m25mm厚1:0.3:3水泥石灰膏砂漿粉面17×0.005＝0.085kN/m212厚mm1:1:6水泥石灰膏砂漿打底17×0.012＝0.204kN/m2合計(jì)0.299kN/m2則外墻單位面積重量為0.5＋15×0.2＋0.299＝3.799kN/m2內(nèi)墻單位面積重量為7×0.2＋0.299×2＝1.998kN/m2木門單位面積重量取0.2kN/m2,鋁合金窗單位面積重量取0.4kN/m2,玻璃幕墻單位面積重量取1.0kN/m2。以下為統(tǒng)計(jì)各層墻體、門窗、幕墻的面積。一層：幕墻：總長54.9m,高3.6－0.6＝3m,面積3×54.9＝164.7m外墻：總長15.3m,高3.6＋0.45＋0.5－0.6＝3.95m,面積二層：木門：9×0.9×2.4＝19.44m鋁合金窗：8×2.1＋10×0.5＝21.8m幕墻：13×3.6＝46.8m外墻：40.15×3－8×2.1＝103.65m內(nèi)墻：61.91×3＋9.2×3.2＋13.45×3.1－9×0.9×2.4－10×0.5＝232.425m三層：木門：7×0.9×2.4＝15.12m鋁合金窗：8×2.1＋14×0.5＝23.8m幕墻：13×3.6＝46.8m外墻：40.15×3－8×2.1＝103.65m內(nèi)墻：13.45×3.1＋9.2×3.2＋49.71×3－15.12－14×0.5＝181.105m四層：木門：6×0.9×2.4＝12.96m鋁合金窗：8×2.1＝16.8m幕墻：13×3.6＝46.8m外墻：40.15×3－8×2.1＝103.65m內(nèi)墻：68.01×3＋9.2×3.2＋6.9×3.1－12.96＝241.9m五層：木門：4×0.9×2.4＝8.64m鋁合金窗：8×2.1＝16.8m幕墻：13×4.08＝53.04m外墻：40.15×3.48－8×2.1＝122.922m內(nèi)墻：6.9×3.58＋9.2×3.68＋53.65×3.48－8.64＝236.62m六層：木門：7×0.9×2.4＝15.12m鋁合金窗：8×2.1＝16.8m幕墻：13×3.6＝46.8m外墻：54.85×3－8×2.1－0.9×2.4＝145.59m內(nèi)墻：6.9×3.1＋9.2×3.2＋55.81×3－6×0.9×2.4＝205.3m突出屋面的電梯間：木門：0.9×2.4＝2.16m鋁合金窗：1×1.5＝1.5m幕墻：1.5×2.4＝3.6m外墻：24.1×2.4－2.16－1.5＝54.18m內(nèi)墻：3.9×0.9＝3.51m雨篷面積：21.365m2<單位面積重量取1.5kN/m2各層墻體、門窗、幕墻等構(gòu)件自重標(biāo)準(zhǔn)值見表6.3。表6.3各層墻體、門窗、幕墻等構(gòu)件自重標(biāo)準(zhǔn)值層次構(gòu)件面積<m2>單位面積重量<kN/m2>重量<kN>∑<kN>1木門0394.293鋁合金窗0幕墻164.71.0164.7內(nèi)墻0外墻60.4353.799229.5932木門19.440.23.888917.559鋁合金窗21.80.48.72幕墻46.81.046.8內(nèi)墻232.4251.998464.385外墻103.653.799393.7663木門15.120.23.024814.958鋁合金窗23.80.49.52幕墻46.81.046.8內(nèi)墻181.1051.998361.848外墻103.653.799393.7664木門12.960.22.592933.194鋁合金窗16.80.46.72幕墻46.81.046.8內(nèi)墻241.91.998483.316外墻103.653.799393.7665木門8.640.21.7281001.236鋁合金窗16.80.46.72幕墻53.041.053.04內(nèi)墻236.621.998472.767外墻122.9223.799466.9816木門15.120.23.0241019.829鋁合金窗16.80.46.72幕墻46.81.046.8內(nèi)墻205.31.998410.189外墻145.593.799553.0967木門2.160.20.432217.475鋁合金窗1.50.40.6幕墻3.61.03.6內(nèi)墻3.511.9987.013外墻54.183.799205.830女兒墻54.4143.799206.719206.719各層的重力荷載標(biāo)準(zhǔn)值匯總見表6.4：表6.4各層的重力荷載標(biāo)準(zhǔn)值匯總層次柱<kN>梁<kN>板<kN>墻、門窗等<kN>∑<kN>10.5×605.61+0.5×396=500.81667.1481215.8320.5×394.293+0.5×917.559+1.5×21.365=687.9743071.75920.5×396+0.5×396=396682.4081215.8320.5×917.559+0.5×814.958=866.2593160.49930.5×396+0.5×396=396682.4081215.8320.5×814.958+0.5×933.194=874.0763168.31640.5×396+0.5×448.8=422.4682.4081215.8320.5×933.194+0.5×1001.236=967.2153287.85550.5×448.8+0.5×396=422.4682.4081215.8320.5×1001.236+0.5×1019.829=1010.5333331.17360.5×396+0.5×82.5=239.25643.5321558.8630.5×1019.829+0.5×217.475+206.719=825.3713267.01670.5×82.5=41.25117.864285.2820.5×217.475=108.738553.1344、各層的重力荷載代表值Gi活荷載的組合值：雪荷載：0.5×0.4×60.75=12.15kN<7層屋面>0.5×0.4×297.207=59.441kN<6層屋面>樓面活荷載：0.5×2.0×236.912+0.5×2.5×111.96=376.862kN突出屋面的電梯井活荷載：0.5×7×52.665=184.328kN各層的重力荷載代表值Gi見表6.5：表6.5各層的重力荷載代表值層次重力荷載代表值<kN>G13071.759+376.862=3448.621G23160.499+376.862=3537.361G33168.316+376.862=3545.178G43287.855+376.862=3664.717G53331.173+376.862=3708.035G63267.016+184.328+59.441=3510.785G7553.134+12.15=565.284∑21979.981七、多遇地震作用下框架結(jié)構(gòu)層間彈性位移驗(yàn)算1、確定場地土類型及建筑場地類別由地質(zhì)資料可知,場地土覆蓋層厚度為4.75m,土層的等效剪切波速因250≥Vse>140m/s,場地土覆蓋層厚度4.75m介于3~50m,判定建筑場地類別為Ⅱ類<GB50011->。設(shè)防地震烈度為7度,設(shè)計(jì)基本地震加速度值為0.10g,設(shè)計(jì)分組為第一組,可判定在多遇地震作用下水平地震影響系數(shù)最大值為0.08<GB50011-5.1.4>,場地土特征周期Tg=0.35s<GB50011-5.1.4>。2、計(jì)算各質(zhì)點(diǎn)重力荷載代表值Gi將整個(gè)結(jié)構(gòu)〔將由變形縫分割開的建筑結(jié)構(gòu)作為一個(gè)整體看作為一個(gè)多質(zhì)點(diǎn)體系,各質(zhì)點(diǎn)的重力荷載代表值Gi按《建筑結(jié)構(gòu)抗震設(shè)計(jì)規(guī)范》取為相應(yīng)樓層上下各一半層高范圍內(nèi)結(jié)構(gòu)和構(gòu)配件自重標(biāo)準(zhǔn)值與各可變荷載組合值之和。并將突出屋面的電梯間看作一個(gè)質(zhì)點(diǎn)。由上面的荷載計(jì)算可得各質(zhì)點(diǎn)重力荷載代表值Gi如圖7.1。圖7.1各質(zhì)點(diǎn)重力荷載代表值Gi3、計(jì)算結(jié)構(gòu)基本自振周期T1對(duì)于規(guī)則框架,用能量法計(jì)算其自振周期T1：假想各質(zhì)點(diǎn)承受相當(dāng)于其重力荷載代表值Gi的水平力作用,利用D值法〔沒有考慮填充墻影響計(jì)算各質(zhì)點(diǎn)的假想水平側(cè)移ui,并按下式計(jì)算結(jié)構(gòu)的基本自振周期T1：式中,ψT為結(jié)構(gòu)自振周期經(jīng)驗(yàn)折減系數(shù),取ψT＝0.7；uT為計(jì)算結(jié)構(gòu)基本自振周期用的結(jié)構(gòu)頂點(diǎn)假想位移<m>。將G7折算到主體結(jié)構(gòu)的頂層,即結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)算過程見表7.1,其中表7.1結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)算層次Gi<kN>VGi<kN>∑Di<N/mm>Δui<mm>ui<mm>64187.0064187.00631499913.29267.0153708.0357895.04122801734.62253.7243664.71711559.75831268836.97219.1033545.17815104.93631268848.31182.1323537.36118642.29731268859.62133.8213448.62122090.91829771974.2074.20則4、計(jì)算水平地震影響系數(shù)α1由《建筑抗震設(shè)計(jì)規(guī)范》根據(jù)地震烈度查多遇地震下截面抗震驗(yàn)算的水平地震影響系數(shù)最大值αmax＝0.08<GB50011->；根據(jù)場地類別和設(shè)計(jì)地震分組〔第一組,設(shè)計(jì)基本地震加速度0.1g查場地特征周期Tg=0.35s<GB50011-5.1.4>；根據(jù)抗震規(guī)范地震影響系數(shù)曲線確定水平地震影響系數(shù)。5、利用底部剪力法計(jì)算結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值FEk結(jié)構(gòu)高度不超過40m,質(zhì)量和剛度沿高度分布比較均勻,變形以剪切型為主,故可用底部剪力法計(jì)算結(jié)構(gòu)水平地震作用。即6、計(jì)算各質(zhì)點(diǎn)水平地震作用標(biāo)準(zhǔn)值Fi,并繪制各質(zhì)點(diǎn)水平地震作用標(biāo)準(zhǔn)值分布圖因,故應(yīng)考慮頂部附加水平地震作用。頂部附加水平地震作用系數(shù)δn按規(guī)范計(jì)算<GB50011->,即各質(zhì)點(diǎn)的水平地震作用按下式計(jì)算：具體計(jì)算過程見表7.2。表7.2各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表層次25.93565.28414657.810.047637.73113.19622.933510.78580502.300.2615314.55352.28519.333708.03571676.320.2328184.53536.81415.253664.71755886.930.1815143.87680.68311.653545.17841301.320.1342106.37787.0528.053537.36128475.760.092573.32860.3714.453448.62115346.360.049939.55899.92圖7.2各質(zhì)點(diǎn)水平地震作用標(biāo)準(zhǔn)值分布圖圖7.3水平地震作用下的樓層剪力7、計(jì)算水平地震作用下的樓層剪力Vi,并繪制水平地震作用下樓層剪力分布圖見表7.2及圖7.3。8、利用D值法計(jì)算層間彈性位移和頂點(diǎn)側(cè)移計(jì)算步驟見表7.3,其中表7.3層間彈性位移和頂點(diǎn)側(cè)移層次Vi<kN>∑Di<N/mm>Δui<mm>ui<mm>hi<mm>θe=Δui/hi7113.19761681.48515.42630001/20206352.283149991.11813.94136001/32205536.812280172.35412.82340801/17334680.683126882.17710.46936001/16543787.053126882.5178.29236001/14302860.373126882.7525.77536001/13081899.922977193.0233.02344501/14729、驗(yàn)算框架在水平地震作用下的水平側(cè)移由表7.3可知,最大層間彈性位移角發(fā)生在第二層,其值為1/1308<1/550,滿足要求<GB50011->。八、豎向荷載作用下框架內(nèi)力計(jì)算1、計(jì)算單元取5軸線橫向框架進(jìn)行計(jì)算,計(jì)算單元寬度為3.29+3.6=6.89m,如圖8.1所示。由于房間內(nèi)布置有次梁,故直接傳給該框架的樓面荷載如圖中的水平陰影線所示,計(jì)算單元范圍內(nèi)的其余樓面荷載則通過次梁和縱向框架梁以集中力的形式傳給橫向框架,作用于各節(jié)點(diǎn)上。由于縱向框架梁的中心線與柱的中心線不重合,因此在框架節(jié)點(diǎn)上還作用有集中力矩。圖8.1橫向框架計(jì)算單元2、荷載計(jì)算〔豎向恒載和活載計(jì)算時(shí)應(yīng)把梯形及三角形荷載化為等效均布荷載再和自重均布荷載疊加,得總的豎向均布荷載q<1>、恒荷載計(jì)算在圖8.2中,q1代表橫梁自重及其上墻體重量,為均布荷載形式。分別為房間和走道板傳給橫梁的梯形荷載和三角形荷載,由圖8.1可知,q2為左邊板傳來,q3為右邊板傳來。P1、P2分別為由邊縱梁、中縱梁直接傳給柱的恒載,它包括梁自重、樓板重和女兒墻等的重力荷載。圖8.2各層梁上作用的恒載對(duì)第六層：P1：次梁自重女兒墻自重縱梁自重板傳來故P2：次梁自重縱梁自重板傳來故集中力矩：對(duì)1~3及5層,P1：次梁及其上墻體自重縱梁及其上墻體自重板傳來故P2：次梁及其上墻體自重縱梁及其上墻體自重板傳來故集中力矩：對(duì)第4層,P1：次梁及其上墻體自重縱梁及其上墻體自重板傳來故P2：次梁及其上墻體自重縱梁及其上墻體自重板傳來故集中力矩：<2>、活荷載計(jì)算活荷載作用下各層框架梁上的荷載分布如圖8.3。圖8.3各層框架梁上作用的活荷載對(duì)第6層：在雪荷載作用下,,對(duì)1~3及5層：對(duì)第4層：將以上計(jì)算結(jié)果匯總,見表8.1與表8.2。表8.1橫向框架恒荷載匯總表層次q1<kN/m>q2<kN/m>q’2<kN/m>q3<kN/m>P1<kN>P2<kN>M1<kN·m>M2<kN·m>63.93757.72514.0888.453129.433138.816.47213.8811~3,59.9325.1969.4758.169149.068152.2627.45315.226410.8915.1969.4758.169168.409143.9548.4214.395表8.2橫向框架活荷載匯總表層次q2<kN/m>q’2<kN/m>q3<kN/m>P1<kN>P2<kN>M1<kN·m>M2<kN·m>60.823<0.658>1.5<1.2>0.9<0.72>7.171<5.737>11.213<8.97>0.359<0.287>1.121<0.897>1~3,53.297.53.628.68448.8971.4344.8944.1137.53.632.07452.2871.6045.229注:表中括號(hào)內(nèi)數(shù)值對(duì)應(yīng)于屋面雪荷載作用情況。3、內(nèi)力計(jì)算<1>、計(jì)算簡圖梁、柱彎矩采用彎矩二次分配法計(jì)算。由于AB跨與CD跨梁及5軸上A、B柱與C、D柱所受的荷載略有不同,但為了簡化計(jì)算,將其視為對(duì)稱荷載,荷載取較大值。因此結(jié)構(gòu)與荷載均對(duì)稱,計(jì)算時(shí)可取半框架計(jì)算。計(jì)算簡圖如圖8.4。圖8.4豎向荷載作用下的內(nèi)力計(jì)算簡圖<2>、計(jì)算框架梁梁端固端彎矩、彎矩分配系數(shù)等a計(jì)算梁柱轉(zhuǎn)動(dòng)剛度梁柱相對(duì)轉(zhuǎn)動(dòng)剛度見圖8.5。圖8.5梁柱相對(duì)轉(zhuǎn)動(dòng)剛度b計(jì)算分配系數(shù)見表8.3。表8.3梁柱轉(zhuǎn)動(dòng)剛度及分配系數(shù)節(jié)點(diǎn)相對(duì)轉(zhuǎn)動(dòng)剛度S'相對(duì)轉(zhuǎn)動(dòng)剛度之和∑S'分配系數(shù)S'/∑S'左梁上柱下柱右梁左梁上柱下柱右梁A618.22820.61638.8440.4690.531A518.22816.08420.61654.9280.3320.2930.375A416.08418.22820.61654.9280.2930.3320.375A318.22818.22820.61657.0720.3190.3190.361A218.22818.22820.61657.0720.3190.3190.361A118.22821.59220.61660.4360.3020.3570.341B620.61618.22811.3450.1840.4110.3630.226B520.61618.22816.08411.3466.2680.3110.2750.2430.171B420.61616.08418.22811.3466.2680.3110.2430.2750.171B320.61618.22818.22811.3468.4120.3010.2660.2660.166B220.61618.22818.22811.3468.4120.3010.2660.2660.166B120.61618.22821.59211.3471.7760.2870.2540.3010.158<3>、計(jì)算各桿的固端彎矩恒載作用下6層梁：1~3層及5層梁：4層梁：活載作用下6層梁：1~3層及5層梁：4層梁：<4>、計(jì)算不平衡彎矩并進(jìn)行彎矩二次分配,計(jì)算各框架梁跨內(nèi)最大彎矩,繪制框架彎矩圖。彎矩二次分配法計(jì)算采用圖上作業(yè)法：圖8.6彎矩二次分配<恒載>圖8.7彎矩二次分配<活載>計(jì)算各框架梁跨內(nèi)最大彎矩：a恒載作用下AB跨梁,計(jì)算簡圖如圖8.8。圖8.8恒載作用下AB跨梁跨中彎矩計(jì)算簡圖其中,。6層梁：<括號(hào)內(nèi)的數(shù)值為彎矩調(diào)幅后的彎矩值,調(diào)幅系數(shù)取0.8,下同>,剪力向上為正。M1=39.22<31.38>kN·m,M2=62.76<50.21>kN·mq1=3.9375kN/m,q2=7.725kN/m,q3=8.453kN/m跨中彎矩剪力5層梁：M1=62.75<50.2>kN·m,M2=78.27<62.62>kN·mq1=9.932kN/m,q2=5.196kN/m,q3=8.169kN/m跨中彎矩剪力4層梁：M1=63.45<50.76>kN·m,M2=81.42<65.14>kN·mq1=10.891kN/m,q2=5.196kN/m,q3=8.169kN/m跨中彎矩剪力3層梁：M1=62.94<50.35>kN·m,M2=78.39<62.71>kN·mq1=9.932kN/m,q2=5.196kN/m,q3=8.169kN/m跨中彎矩剪力2層梁：M1=62.21<49.77>kN·m,M2=78.08<62.46>kN·mq1=9.932kN/m,q2=5.196kN/m,q3=8.169kN/m跨中彎矩剪力1層梁：M1=58.88<47.10>kN·m,M2=76.34<61.07>kN·mq1=9.932kN/m,q2=5.196kN/m,q3=8.169kN/m跨中彎矩剪力BC跨梁,計(jì)算簡圖如圖8.9。圖8.9恒載作用下BC跨梁跨中彎矩計(jì)算簡圖6層梁：<括號(hào)內(nèi)的數(shù)值為彎矩調(diào)幅后的彎矩值,調(diào)幅系數(shù)取0.8,下同>,剪力向上為正。M=21.93<17.54>kN·m,q1=3.9375kN/m,跨中彎矩剪力5層梁：M=21.0<16.8>kN·m,q1=9.932kN/m,4層梁：M=22.36<17.89>kN·m,q1=10.891kN/m,3層梁：M=20.63<16.5>kN·m,q1=9.932kN/m,<1~3層相同>2層梁：M=20.81<16.55>kN·m,q1=9.932kN/m,1層梁：M=21.28<17.02>kN·m,q1=9.932kN/m,b活載作用下AB跨梁,計(jì)算簡圖如圖8.10?？缰袕澗爻艘詳U(kuò)大系數(shù)1.2。圖8.10活載作用下AB跨梁跨中彎矩計(jì)算簡圖6層梁：M1=4.82<3.86>kN·m,M2=5.69<4.55>kN·mq2=0.823kN/m,q3=0.9kN/m5層梁：M1=16.51<13.21>kN·m,M2=21.63<17.3>kN·mq2=3.29kN/m,q3=3.6kN/m4層梁：M1=19.07<15.26>kN·m,M2=24.21<19.37>kN·mq2=4.113kN/m,q3=3.6kN/m3層梁：M1=17.79<14.23>kN·m,M2=22.09<17.67>kN·mq2=3.29kN/m,q3=3.6kN/m2層梁：M1=17.49<13.99>kN·m,M2=21.95<17.56>kN·mq2=3.29kN/m,q3=3.6kN/m1層梁：M1=16.59<13.27>kN·m,M2=21.48<17.18>kN·mq2=3.29kN/m,q3=3.6kN/mBC跨梁,計(jì)算簡圖如圖8.11。圖8.11活載作用下BC跨梁跨中彎矩計(jì)算簡圖6層梁：M=1.46<1.17>kN·m,5層梁：M=6.16<4.93>kN·m,<1~5層相同>4層梁：M=6.5<5.2>kN·m,3層梁：M=5.82<4.66>kN·m,2層梁：M=5.9<4.72>kN·m,1層梁：M=6.02<4.82>kN·m,繪制框架彎矩圖<括號(hào)中為調(diào)幅后的支座彎矩和跨中彎矩>：<a>恒載彎矩圖<b>活載彎矩圖圖8.12框架彎矩圖<kN·m><5>、分別取各框架梁和框架柱為隔離體,利用平衡關(guān)系計(jì)算各框架梁梁端和框架柱剪力,繪制框架剪力圖。<a>恒載剪力圖<b>活載剪力圖圖8.13框架剪力圖<kN><6>、取各結(jié)點(diǎn)為隔離體,利用平衡關(guān)系計(jì)算各框架柱軸力<包括柱自重>,繪制框架軸力圖。柱軸力見表8.4~8.6：..<7>、將框架內(nèi)力調(diào)整到支座邊緣a恒荷載如圖8.14的計(jì)算簡圖,計(jì)算過程及結(jié)果見表8.7~8.9。圖8.14計(jì)算簡圖表8.7A軸梁端層次左端彎矩q10.139q3+0.152q2左端剪力右端剪力右端彎矩631.383.93752.34948.8547.5719.32550.29.9321.92562.960.1834.81450.7610.8911.92565.6962.7334.70350.359.9321.92562.9160.1934.95249.779.9321.92562.8460.1234.39147.109.9321.92562.6059.8831.78表8.8B軸左梁端層次右端彎矩q10.139q3+0.152q2右端剪力左端剪力左端彎矩650.213.93752.34955.9854.7036.36562.629.9321.92567.664.8846.05465.1410.8911.92571.1468.1847.72362.719.9321.92567.5964.8746.14262.469.9321.92567.6564.9345.88161.079.9321.92567.8965.1744.43表8.9B軸右梁端層次左端彎矩q10.167q′2左端剪力右端剪力右端彎矩617.543.93752.35316.4715.1913.57516.89.9321.58222.019.3211.63417.8910.8911.58223.4420.5212.39316.59.9321.58222.019.3211.33216.559.9321.58222.019.3211.38117.029.9321.58222.019.3211.85框架柱剪力不變,彎矩按下式調(diào)整：,其中M′為支座邊緣的彎矩,M為軸線處的彎矩,a為軸線至支座邊緣的距離。b活荷載如圖8.15的計(jì)算簡圖,計(jì)算過程及結(jié)果見表8.10~8.12。圖8.15計(jì)算簡圖表8.10A軸梁端層次左端彎矩0.139q3+0.152q2左端剪力右端剪力右端彎矩63.860.254.074.042.85513.211.016.0115.899.22415.261.12618.0517.9110.76314.231.016.1416.0210.21213.991.016.1115.999.97113.271.016.0515.939.27表8.11B軸左梁端層次右端彎矩0.139q3+0.152q2右端剪力左端剪力左端彎矩64.550.254.334.303.47517.31.017.5717.4512.92419.371.12619.6119.4714.48317.671.017.4417.3213.32217.561.017.4617.3413.21117.181.017.5317.4112.81表8.12B軸右梁端層次左端彎矩0.167q′2左端剪力右端剪力右端彎矩61.170.2511.131.100.8954.931.2535.635.473.5445.21.2535.635.473.8134.661.2535.635.473.2724.721.2535.635.473.3314.821.2535.635.473.43支座邊緣的框架內(nèi)力圖如圖8.16和8.17。..九、水平荷載作用下框架內(nèi)力計(jì)算1、水平地震作用框架內(nèi)力計(jì)算<1>、根據(jù)在進(jìn)行多遇地震下框架結(jié)構(gòu)水平側(cè)移驗(yàn)算時(shí)計(jì)算所得框架結(jié)構(gòu)的樓層剪力Vi,按所取計(jì)算單元橫向框架各樓層各框架柱D值與整個(gè)結(jié)構(gòu)相應(yīng)樓層框架柱D值之和的比值<Dj/∑Dij>計(jì)算相應(yīng)柱端剪力〔Vij＝Vi×Dj/∑Dij,其中i為樓層編號(hào),j為同一樓層框架柱編號(hào),見表9.1。<2>、利用D值法計(jì)算各框架柱柱端彎矩；y=yn+y1+y2+y3,其中y為框架柱的反彎點(diǎn)高度比,yn為框架柱的標(biāo)準(zhǔn)反彎點(diǎn)高度比,y1為上下層梁線剛度變化時(shí)反彎點(diǎn)高度比的修正值,y2、y3為上下層層高變化時(shí)反彎點(diǎn)高度比的修正值。柱端彎矩。各框架柱柱端彎矩見表9.1。表9.1各層框架柱柱端彎矩及剪力計(jì)算層次hi<m>Vi<kN>∑Dij<N/mm>邊柱中柱Di1Vi1yDi2Vi2y63.6352.283149991523217.031.1310.3622.0739.242718030.43.6190.4549.2560.1954.08536.812280171132126.651.2820.4548.9359.81948645.874.1020.593.5793.5743.6680.683126881523233.161.1310.4654.9164.462718059.173.6190.5106.51106.5133.6787.053126881523238.341.1310.569.0169.012718068.413.6190.5123.14123.1423.6860.373126881523241.911.1310.575.4475.442718074.793.6190.5134.62134.6214.45899.922977191610448.680.9550.65140.8175.822300469.533.0560.55170.17139.23<3>、取各結(jié)點(diǎn)為隔離體,利用平衡關(guān)系計(jì)算各框架梁梁端彎矩及各框架柱軸力,繪制框架彎矩圖及框架軸力圖。取各框架梁為隔離體,利用平衡關(guān)系計(jì)算各框架梁梁端剪力,繪制框架剪力圖。梁端彎矩、剪力及柱軸力按下式計(jì)算：式中：分別表示節(jié)點(diǎn)左右梁的線剛度,分別表示節(jié)點(diǎn)左右梁的彎矩,Ni為柱在i層的軸力,以受壓為正。計(jì)算過程見表9.2。表9.2梁端彎矩、剪力及柱軸力計(jì)算層次邊梁走道梁柱軸力lVblVb邊柱N中柱N639.2418.786.68.7941.4141.413.027.61-8.79-18.82581.8744.566.619.1698.2698.263.065.51-27.95-65.174113.3962.426.626.64137.66137.663.091.77-54.59-130.33123.9271.656.629.63158.0158.03.0105.33-84.22-2062144.4580.426.634.07177.34177.343.0118.23-118.29-290.161151.2685.446.635.86188.41188.413.0125.61-154.15-379.91水平地震作用下框架內(nèi)力圖見圖9.1~9.3。圖9.1左地震框架彎矩圖<軸線處,kN·m>圖9.2左地震框架彎矩圖<支座邊緣處,kN·m>圖9.3左地震框架剪力圖<左>及柱軸力圖<右><kN>2、橫向風(fēng)荷載作用下框架內(nèi)力計(jì)算<1>、風(fēng)荷載標(biāo)準(zhǔn)值基本風(fēng)壓,由荷載規(guī)范查得<迎風(fēng)面>和<背風(fēng)面>。C類地區(qū),H/B=22.93/21.48=1.07,查得,,,查表得,,取5軸線框架,其負(fù)載寬度為6.89m,則沿房屋高度的分布風(fēng)荷載標(biāo)準(zhǔn)值根據(jù)各樓層標(biāo)高處的高度Hi查表得,代入上式可得各樓層標(biāo)高處的,見表9.3。沿房屋高度的分布見圖9.4。表9.3沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值層次Hi<m>Hi/Hμzβz<kN/m><kN/m>622.9310.891.5943.5182.199519.330.8430.831.5373.1641.977415.250.6650.751.4692.7321.708311.650.5080.741.3632.5011.56328.050.3510.741.2512.2961.43514.450.1940.741.1392.091.306圖9.4風(fēng)荷載沿房屋高度的分布<kN/m>圖9.5等效節(jié)點(diǎn)集中荷載<kN>框架結(jié)構(gòu)分析時(shí),按靜力等效原理將圖9.4的分布風(fēng)荷載轉(zhuǎn)化為節(jié)點(diǎn)集中荷載,如圖9.5所示。例如,第三層的集中荷載F3的計(jì)算過程如下：<2>、風(fēng)荷載作用下的水平位移驗(yàn)算根據(jù)圖9.5所示的水平荷載計(jì)算層間剪力,再計(jì)算各層的相對(duì)側(cè)移和絕對(duì)側(cè)移。計(jì)算過程見表9.4。表9.4風(fēng)荷載作用下框架層間剪力及側(cè)移計(jì)算層次123456Fi<kN>13.8713.4314.6617.319.619.95Vi<kN>88.8274.9561.5246.8629.569.95∑D<N/mm>782168482484824848246161484824Δui<mm>1.140.880.730.550.480.12ui<mm>1.142.022.753.33.783.9Δui/hi1/39031/40911/49321/65451/85001/30000由上表可見,風(fēng)荷載作用下框架的最大層間位移角為1/3903,遠(yuǎn)小于1/550,滿足規(guī)范要求。<3>、風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算計(jì)算方法與水平地震作用下的相同,計(jì)算過程見表9.5~9.6。內(nèi)力圖見圖9.6~9.8。表9.5風(fēng)荷載作用下各層框架柱柱端彎矩及剪力計(jì)算層次hi<m>Vi<kN>∑Dij<N/mm>邊柱中柱Di1Vi1yDi2Vi2y63.69.9584824152321.791.1310.362.324.12271803.193.6190.455.176.3254.0829.5661614113215.431.2820.419.0813.07194869.354.1020.519.0719.0743.646.8684824152328.411.1310.4513.6216.652718015.023.6190.527.0427.0433.661.52848241523211.051.1310.4618.321.482718019.713.6190.535.4835.4823.674.95848241523213.461.1310.524.2324.232718024.023.6190.543.2443.2414.4588.82782161610418.290.9550.6552.928.492300426.123.0560.5563.9352.31圖9.6左風(fēng)框架彎矩圖<kN·m>圖9.7左風(fēng)框架彎矩圖<支座邊緣處,kN·m>表9.6風(fēng)荷載作用下梁端彎矩、剪力及柱軸力計(jì)算層次邊梁走道梁柱軸力lVblVb邊柱N中柱N64.121.976.60.924.354.353.02.9-0.92-1.98515.397.566.63.4816.6816.683.011.12-4.4-9.62425.7314.396.66.0831.7231.723.021.15-10.48-24.69335.119.516.68.2743.0143.013.028.67-18.75-45.09242.5324.566.610.1754.1654.163.036.11-28.92-71.03152.7229.816.612.565.7465.743.043.83-41.42-102.36圖9.8左風(fēng)作用下框架剪力圖<左>及柱軸力圖<右><kN>十、內(nèi)力組合框架梁、柱的內(nèi)力組合包括用于承載能力極限狀態(tài)計(jì)算的荷載效應(yīng)基本組合、考慮地震作用效應(yīng)和其他荷載效應(yīng)的偶然組合以及用于正常使用極限狀態(tài)的荷載標(biāo)準(zhǔn)組合及準(zhǔn)永久組合。本工程的框架為三級(jí)抗震?？蚣芰簝?nèi)力組合考慮四種內(nèi)力組合,即,。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。各層的內(nèi)力組合結(jié)果<基本組合>見表10.1,表中兩列中的梁端彎矩為經(jīng)過調(diào)幅后的彎矩；各層的內(nèi)力組合結(jié)果<標(biāo)準(zhǔn)組合>見表10.2。除有特殊說明外,表中數(shù)據(jù)均為支座截面邊緣處的內(nèi)力。.以下為求地震參與組合時(shí)框架梁按簡支梁在外荷載作用下的剪力及梁跨中最大彎矩Mmax,外荷載取1.2倍的重力荷載代表值。AB跨梁：計(jì)算簡圖如圖10.1：圖10.1AB跨梁計(jì)算簡圖6層屋面,4層樓面,1~3及5層樓面,BC跨梁：計(jì)算簡圖如圖10.2：圖10.2BC跨梁計(jì)算簡圖6層屋面,4層樓面,1~3及5層樓面,地震參與組合時(shí),AB梁跨中最大正彎矩Mmax求解如下。一層：左震由方程得則右震則二層：左震由方程得則右震則三層：左震右震則四層：左震右震則五層：左震右震則六層：左震右震則地震參與組合時(shí),BC梁跨中最大正彎矩Mmax求解如下：一層：二層：三層：四層：五層：六層：以下為求風(fēng)荷載參與組合時(shí)框架梁跨中最大彎矩Mmax,外荷載取1.2SGk+1.26SQk。計(jì)算簡圖如圖10.1及圖10.2。AB跨梁：一層：左風(fēng)則右風(fēng)則二層：左風(fēng)則右風(fēng)則三層：左風(fēng)則右風(fēng)則四層：左風(fēng)則右風(fēng)則五層：左風(fēng)則右風(fēng)則六層：左風(fēng)則右風(fēng)則BC梁跨：一層：故Mmax發(fā)生在支座,二層：故Mmax發(fā)生在支座,三層：故Mmax發(fā)生在支座,四層：由得但是,故。五層：六層：由得框架梁內(nèi)力的標(biāo)準(zhǔn)組合及準(zhǔn)永久組合見表10.2。表10.2框架梁內(nèi)力組合表<標(biāo)準(zhǔn)組合、軸線處>樓層截面位置內(nèi)力SGkSQkSwkSGk+SQk+0.6SwkSGk+0.7SQk+Swk準(zhǔn)永久組合→←→←SGk+0.5SQk一層AM-58.88-16.5952.72-43.84-107.10-17.77-123.21-67.18V62.6016.05-12.5071.1586.1561.3486.3470.63B左M-76.34-21.48-29.81-115.71-79.93-121.19-61.57-87.08V-67.89-17.53-12.50-92.92-77.92-92.66-67.66-76.66B右M-21.28-6.0265.7412.14-66.7440.25-91.23-24.29V22.005.63-43.831.3353.93-17.8969.7724.82跨間MAB52.4918.0611.4677.4263.6876.5953.6861.52MBC-3.00-0.470.00-3.47-3.47-3.33-3.33-3.24二層AM-62.21-17.4942.53-54.18-105.22-31.92-116.98-70.96V62.8416.11-10.1772.8585.0563.9584.2970.90B左M-78.08-21.95-24.56-114.77-85.29-118.01-68.89-89.06V-67.65-17.46-10.17-91.21-79.01-90.04-69.70-76.38B右M-20.81-5.9054.165.79-59.2129.22-79.10-23.76V22.005.63-36.115.9649.30-10.1762.0524.82跨間MAB49.9517.248.9972.5861.8071.0053.0358.57MBC-2.43-0.320.00-2.75-2.75-2.65-2.65-2.59三層AM-62.94-17.7935.10-59.67-101.79-40.29-110.49-71.84V62.9116.14-8.2774.0984.0165.9482.4870.98B左M-78.39-22.09-19.51-112.19-88.77-113.36-74.34-89.44V-67.59-17.44-8.27-89.99-80.07-88.07-71.53-76.31B右M-20.63-5.8243.01-0.64-52.2618.31-67.71-23.54V22.005.63-28.6710.4344.83-2.7354.6124.82跨間MAB49.4416.987.8071.1061.7469.1253.5357.93MBC-2.35-0.230.00-2.58-2.58-2.51-2.51-2.47四層AM-63.45-19.0725.73-67.08-97.96-51.07-102.53-72.99V65.6918.05-6.0880.0987.3972.2584.4174.72B左M-81.42-24.21-14.39-114.26-97.00-112.76-83.98-93.53V-71.14-19.61-6.08-94.40-87.10-90.95-78.79-80.95B右M-22.36-6.5031.72-9.83-47.894.81-58.63-25.61V23.445.63-21.1516.3841.766.2348.5326.26跨間MAB52.8819.865.6776.1469.3472.4561.1162.81MBC-3.00-1.040.00-4.04-4.04-3.73-3.73-3.52續(xù)表樓層截面位置內(nèi)力SGkSQkSwkSGk+SQk+0.6SwkSGk+0.7SQk+Swk準(zhǔn)永久組合→←→←SGk+0.5SQk五層AM-62.75-16.5115.39-70.03-88.49-58.92-89.70-71.01V62.9016.01-3.4876.8281.0070.6377.5970.91B左M-78.27-21.63-7.56-104.44-95.36-100.97-85.85-89.09V-67.60-17.57-3.48-87.26-83.08-83.38-76.42-76.39B右M-21.00-6.1616.68-17.15-37.17-8.63-41.99-24.08V22.005.63-11.1220.9634.3014.8237.0624.82跨間MAB49.5918.023.9269.9665.2666.1258.2958.60MBC-2.72-0.640.00-3.36-3.36-3.17-3.17-3.04六層AM-39.22-4.824.12-41.57-46.51-38.47-46.71-41.63V48.854.07-0.9252.3753.4750.7852.6250.89B左M-62.76-5.69-1.97-69.63-67.27-68.71-64.77-65.61V-55.98-4.33-0.92-60.86-59.76-59.93-58.09-58.15B右M-21.93-1.464.35-20.78-26.00-18.60-27.30-22.66V16.471.13-2.9015.8619.3414.3620.1617.04跨間MAB50.493.921.0855.0653.7754.3152.1652.45MBC-6.93-0.410.00-7.34-7.34-7.22-7.22-7.14注:表中MAB、MBC分別為AB跨與BC跨的跨間最大正彎矩。M以下部受拉為正,V以使另一端產(chǎn)生順時(shí)針轉(zhuǎn)動(dòng)為正。Swk為在左風(fēng)作用下的內(nèi)力?？蚣苤鶅?nèi)力組合取每層柱頂和柱底兩個(gè)控制截面,組合結(jié)果<基本組合和標(biāo)準(zhǔn)組合>及柱端彎矩設(shè)計(jì)值的調(diào)整見表10.3~10.10。.表10.9橫向框架A柱彎矩和軸力組合<標(biāo)準(zhǔn)組合>樓層截面位置內(nèi)力SGkSQkSwkSGk+SQk+0.6SwkSGk+0.7SQk+SwkSGk+0.5SQk→←→←6柱頂M34.033.33-3.2335.4239.3033.1339.5935.70N182.4111.24-0.92193.10194.20189.36191.20188.03柱底M-35.88-7.772.14-42.37-44.93-39.18-43.46-39.77N203.0311.24-0.92213.72214.82209.98211.82208.655柱頂M23.917.41-10.3625.1037.5418.7439.4627.62N419.1355.94-4.40472.43477.71453.89462.69447.10柱底M-32.33-9.288.54-36.49-46.73-30.29-47.37-36.97N443.0555.94-4.40496.35501.63477.81486.61471.024柱頂M27.688.02-12.4528.2343.1720.8445.7431.69N681.28106.06-10.48781.05793.63745.04766.00734.31柱底M-33.76-9.3412.78-35.43-50.77-27.52-53.08-38.43N701.90106.06-10.48801.67814.25765.66786.62754.933柱頂M24.846.68-15.9621.9441.1013.5645.4828.18N918.01150.88-18.751057.641080.141004.881042.38993.45柱底M-33.23-9.0317.20-31.94-52.58-22.35-56.75-37.75N938.63150.88-18.751078.261100.761025.501063.001014.072柱頂M24.396.63-17.5020.5241.5211.5346.5327.71N1154.67195.68-28.921333.001367.701262.731320.57