《一建筑結(jié)構(gòu)的荷載計(jì)算及結(jié)構(gòu)設(shè)計(jì)》16000字（論文）

[在此處鍵入]一建筑結(jié)構(gòu)的荷載計(jì)算及結(jié)構(gòu)設(shè)計(jì)目錄摘要 4第1章前言 51.1設(shè)計(jì)目的 51.2設(shè)計(jì)內(nèi)容 5建筑設(shè)計(jì) 5結(jié)構(gòu)設(shè)計(jì) 5第2章結(jié)構(gòu)布置 72.1結(jié)構(gòu)方案與布置 7結(jié)構(gòu)類型選擇 7構(gòu)件截面尺寸估算 72.2框架線剛度計(jì)算 9框架柱線剛度計(jì)算 9框架梁線剛度計(jì)算 10第3章荷載計(jì)算 123.1恒載標(biāo)準(zhǔn)值計(jì)算 123.2活荷載標(biāo)準(zhǔn)值計(jì)算 123.3豎向荷載計(jì)算 13恒載標(biāo)準(zhǔn)值計(jì)算 14活載計(jì)算 193.4風(fēng)荷載計(jì)算 20風(fēng)荷載標(biāo)準(zhǔn)值 20風(fēng)荷載位移計(jì)算 223.5地震作用標(biāo)準(zhǔn)值 23重力荷載代表值 23框架自振周期 26水平地震作用 27地震作用變形計(jì)算 28第4章荷載內(nèi)力分析計(jì)算 294.1恒載計(jì)算 29節(jié)點(diǎn)分配系數(shù) 29彎矩計(jì)算 30恒載內(nèi)力計(jì)算 314.2活載計(jì)算 35活載梁端彎矩計(jì)算 354.3雪荷載計(jì)算 394.4風(fēng)荷載內(nèi)力計(jì)算 404.5地震作用內(nèi)力計(jì)算 44第5章內(nèi)力組合計(jì)算 495.1塑性彎矩調(diào)幅 495.2柱內(nèi)力組合 535.3梁內(nèi)力組合 59第6章截面設(shè)計(jì) 636.1梁截面設(shè)計(jì) 63梁正截面設(shè)計(jì) 63斜截面設(shè)計(jì) 706.2框架柱配筋設(shè)計(jì) 74軸壓比計(jì)算 74強(qiáng)柱弱梁調(diào)整 74正截面配筋設(shè)計(jì) 75柱斜截面配筋設(shè)計(jì). 816.3梁柱節(jié)點(diǎn)核芯區(qū)抗震驗(yàn)算 83第7章基礎(chǔ)設(shè)計(jì) 847.1設(shè)計(jì)參數(shù) 847.2邊跨基礎(chǔ)設(shè)計(jì) 84內(nèi)力信息 84基礎(chǔ)尺寸估算 84基礎(chǔ)沖切計(jì)算 85配筋計(jì)算 867.3中間跨基礎(chǔ)設(shè)計(jì) 87內(nèi)力信息 87基礎(chǔ)尺寸估算 87基礎(chǔ)沖切計(jì)算 88基礎(chǔ)配筋計(jì)算 89結(jié)論 91參考文獻(xiàn) 93

摘要本次建筑設(shè)計(jì)主要是根據(jù)任務(wù)書(shū)進(jìn)行建筑功能、平面布置、立面造型以及詳圖設(shè)計(jì)等各部分。結(jié)構(gòu)設(shè)計(jì)，主要是選取結(jié)構(gòu)一榀框架進(jìn)行設(shè)計(jì)，還需要對(duì)樓梯、基礎(chǔ)以及樓板等構(gòu)件進(jìn)行構(gòu)件設(shè)計(jì)。結(jié)構(gòu)設(shè)計(jì)方面，首先進(jìn)行結(jié)構(gòu)方案與布置，選取結(jié)構(gòu)類型和布置形式，估算結(jié)構(gòu)構(gòu)件尺寸，并計(jì)算梁、柱線剛度；根據(jù)荷載分布情況，得出各工況情況下的內(nèi)力。按規(guī)范組合各內(nèi)力，得出最不利值即設(shè)計(jì)值，按照結(jié)果對(duì)構(gòu)件進(jìn)行正截面和斜截面配筋計(jì)算。然后，分別對(duì)混凝土樓梯、結(jié)構(gòu)基礎(chǔ)、各層樓板進(jìn)行構(gòu)件設(shè)計(jì)。設(shè)計(jì)依據(jù)采用國(guó)家現(xiàn)行規(guī)范、標(biāo)準(zhǔn)和任務(wù)書(shū)，設(shè)計(jì)工具采用Autocad和天正等輔助設(shè)計(jì)軟件。關(guān)鍵詞：一榀框架、強(qiáng)柱弱梁、強(qiáng)剪弱彎

前言設(shè)計(jì)目的畢業(yè)設(shè)計(jì)是為了將之前所學(xué)知識(shí)的知識(shí)進(jìn)行復(fù)習(xí)回顧，提升學(xué)生綜合運(yùn)用知識(shí)能力。通過(guò)這一次自己設(shè)計(jì)教學(xué)樓培養(yǎng)了我吃苦耐勞的意志品質(zhì)。設(shè)計(jì)內(nèi)容建筑設(shè)計(jì)建筑設(shè)計(jì)是結(jié)合任務(wù)書(shū)，根據(jù)房屋建筑學(xué)、民用建筑設(shè)計(jì)通則等相關(guān)建筑規(guī)范、標(biāo)準(zhǔn)等進(jìn)行方案設(shè)計(jì)、施工圖設(shè)計(jì)等同時(shí)需要一系列的軟件作為輔助。結(jié)構(gòu)設(shè)計(jì)1.結(jié)構(gòu) 1)結(jié)構(gòu)方案布置以及梁柱線剛度計(jì)算。2)荷載計(jì)算，主要包括豎向荷載以及水平荷載標(biāo)準(zhǔn)值計(jì)算。3)荷載內(nèi)力分析計(jì)算，采用彎矩二次分配法對(duì)豎向荷載、改進(jìn)反彎點(diǎn)法(D值法)對(duì)水平荷載進(jìn)行一榀框架內(nèi)力分析計(jì)算。4)根據(jù)荷載規(guī)范要求，進(jìn)行內(nèi)力組合計(jì)算，主要使用彎矩調(diào)幅及荷載組合。5)對(duì)框架梁、柱進(jìn)行截面設(shè)計(jì)。6)對(duì)框架梁、柱進(jìn)行截面配筋設(shè)計(jì)。7)基礎(chǔ)的設(shè)計(jì)計(jì)算。2.設(shè)計(jì)參數(shù)設(shè)計(jì)基本參數(shù)表參數(shù)名稱參數(shù)取值參數(shù)名稱參數(shù)取值設(shè)防烈度7度地震加速度0.1g地震分組第1組場(chǎng)地類別2類基本風(fēng)壓

(kN/m2)0.45基本雪壓

(kN/m2)0.45地面粗糙類別C類承載力特征值180kPa構(gòu)件基本參數(shù)表構(gòu)件名稱混凝土等級(jí)主筋等級(jí)箍筋等級(jí)框架梁C30HRB400HRB400框架柱C30HRB400HRB400樓梯C30HRB400HRB400基礎(chǔ)C30HRB400HRB400樓板C30HRB400HRB400

結(jié)構(gòu)布置結(jié)構(gòu)方案與布置結(jié)構(gòu)類型選擇根據(jù)建筑功能進(jìn)行梁、柱布置，選取具有代表性的一榀框架進(jìn)行結(jié)構(gòu)計(jì)算。構(gòu)件截面尺寸估算1.樓板厚度混凝土設(shè)計(jì)規(guī)范要求，單向板的跨厚比小于30，雙向板小于40跨厚比要求，板塊跨度為4500mm，計(jì)算板厚=4500/40=112.50mm。取板厚h=120mm；對(duì)于頂層，考慮溫差以及防水，取板厚h=120mm。2.框架梁截面尺寸框架梁的高度和寬度一般根據(jù)梁跨度L按下式進(jìn)行計(jì)算，按規(guī)范要求，框架梁寬度一般不小于200mm，當(dāng)梁跨度較小時(shí)，一般按照經(jīng)驗(yàn)進(jìn)行取值；對(duì)于次梁，其跨高比可適當(dāng)增大。?=以橫向框架梁邊跨AB為例，計(jì)算框架梁高度和寬度，過(guò)程如下：?=取h=600mm；b=取b=300mm。以此類推，計(jì)算各跨和縱向框架梁尺寸，匯總結(jié)果見(jiàn)下表:框架梁尺寸匯總表框架梁

位置跨度

（mm）計(jì)算高度

(mm)實(shí)際取值

(mm)計(jì)算寬度

(mm)實(shí)際取值

(mm)b×h

(mm)AB7200480-900600200-300300300×600BC3000200-375500167-250300300×500CD7200480-900600200-300300300×600縱向梁4500300-562400133-200200200×4004）柱截面尺寸確定以B軸柱為例，按照軸壓比控制方式對(duì)截面進(jìn)行估算，柱受荷面積S為柱周邊板塊中線圍繞形成的面積，具體計(jì)算過(guò)程如下：S=A=上述計(jì)算中，γ為內(nèi)力放大系數(shù)，取1.2；q為單層荷載，對(duì)于框架結(jié)構(gòu)，取值范圍為11~15kN/m2，本式中取13kN/m2；μ為限制軸壓比，本框架結(jié)構(gòu)抗震等級(jí)為3級(jí)，按照規(guī)范，限制軸壓比取值為0.85；S為計(jì)算受壓面積。本設(shè)計(jì)中，框架柱為方形柱，根據(jù)計(jì)算面積結(jié)果，即得出框架柱計(jì)算邊長(zhǎng)hc=343.25mm，根據(jù)規(guī)范，框架柱最小截面尺寸不宜小于400mm，取柱邊長(zhǎng)hc=500mm。下面，對(duì)一榀框架的簡(jiǎn)圖進(jìn)行繪制，底層柱計(jì)算高度應(yīng)該自基礎(chǔ)頂面算起，一般情況下底層高的計(jì)算高度我所采用的是室外高差與基礎(chǔ)頂面的高度和層高相加從而得到，其它層柱計(jì)算高度為層高，梁計(jì)算跨度為軸線間距離。根據(jù)建筑圖，室內(nèi)外高差為0.45m，假定基礎(chǔ)頂標(biāo)至室外地面距離為0.50m，底層計(jì)算高度為3.90+0.45+0.5=4.85m。一榀框架尺寸簡(jiǎn)圖框架線剛度計(jì)算首先計(jì)算線剛度，在以首層為基礎(chǔ)，計(jì)算其他層的相對(duì)線剛度(即其它層線剛度/首層線剛度i其它層計(jì)算方法同理，如下所示：柱線剛度表 層數(shù)高度截面尺寸 ×Ec

截面慣性矩Ic

（×109mm4）線剛度ib

相對(duì)

線剛度14.85500×500300005.2132216123.90500×500300005.21400641.2433.90500×500300005.21400641.2443.90500×500300005.21400641.24框架梁線剛度計(jì)算框架梁線剛度計(jì)算公式同理，用剛度除以跨度即可，因?yàn)榛炷量蚣芙Y(jié)構(gòu)為梁板一同澆筑，根據(jù)規(guī)范，樓板可以作為框架梁翼緣對(duì)剛度起到放大作用，公式如下：i其它層線剛度如下：梁線剛度表跨數(shù) E 截面慣性矩 線剛度 AB7.2300×600300005.4450001.4BC3300×500300003.13625001.94CD7.2300×600300005.4450001.4一榀框架計(jì)算簡(jiǎn)圖

荷載計(jì)算恒載標(biāo)準(zhǔn)值計(jì)算屋面做法表做法厚度 容重荷載SBS改性瀝青防水卷材屋面40230.92kN/m20.80kN/m220200.40kN/m220200.40kN/m2 0.19kN/m2120253.00kN/m210200.20kN/m2合計(jì)5.91kN/m2樓面做法表做法厚度容重荷載10250.25kN/m220200.40kN/m20.20kN/m2120253.00kN/m215200.30kN/m2合計(jì)4.15kN/m2活荷載標(biāo)準(zhǔn)值計(jì)算標(biāo)準(zhǔn)值見(jiàn)下表活荷載標(biāo)準(zhǔn)值表荷載分類大小單位0.50kN/m22.50kN/m23.50kN/m2根據(jù)建設(shè)地點(diǎn)，查荷載規(guī)范6.1.1，雪荷載取值:sk=1×0.45=0.45按規(guī)范，當(dāng)活荷載與雪荷載并存時(shí)，取最大值。豎向荷載計(jì)算根據(jù)選擇的一品框架，畫(huà)出一榀框架平面板塊荷載傳遞圖，具體如下：一榀框架荷載傳遞簡(jiǎn)圖按照板塊邊界情況，樓板共劃分為單向板和雙向板兩種情況。樓板向梁傳遞荷載形狀共分為四種，對(duì)于雙向板，一種為雙向板短邊梁，樓板傳遞荷載形式為三角形；另一種為雙向板長(zhǎng)邊梁，樓板傳遞荷載形式為梯形。對(duì)于單向板，因?yàn)榘鍓K長(zhǎng)寬比較大，短邊梁不承受樓板傳遞荷載；對(duì)于長(zhǎng)邊梁，樓板傳遞荷載形式為矩形，即樓板荷載均分至兩端長(zhǎng)梁上。針對(duì)荷載傳遞的不同情況，根據(jù)彎矩平衡，可以將三角形荷載和梯形荷載等代轉(zhuǎn)換為矩形荷載，具體計(jì)算方法如下：對(duì)于三角形荷載：q對(duì)于梯形荷載：q上式中，b為板塊短邊，l為板塊長(zhǎng)邊，q為板塊均布面荷載，α為梯形荷載分布系數(shù)，取0.5b/l。恒載標(biāo)準(zhǔn)值計(jì)算對(duì)于一榀框架梁荷載標(biāo)準(zhǔn)值進(jìn)行計(jì)算，主要考慮樓板傳遞荷載、梁自重（含抹灰）。1.A~B軸梁荷載計(jì)算1)屋面層qq框架梁線荷載=3.792+22.276=26.0682)樓面層qqq框架梁線荷載=3.792+15.642+7.79+2.24=29.4642.B~C軸梁荷載計(jì)算1)屋面層qq框架梁線荷載=3.002+11.081=14.0832)樓面層qq框架梁線荷載=3.002+7.781=10.7833.C~D軸梁荷載計(jì)算1)屋面層qq框架梁線荷載=3.792+22.276=26.0682)樓面層qqq框架梁線荷載=3.792+15.642+7.79+2.24=29.464柱豎直方向集中荷載計(jì)算如下：4.墻體自重荷載計(jì)算1）外縱墻自重外縱墻自重主要包含墻體自身、粉刷、外保溫的重量，當(dāng)存在門窗時(shí)，尚且應(yīng)該考慮門窗的重量，本設(shè)計(jì)外縱墻計(jì)算如下：qqqqGEQ2）內(nèi)縱墻自重q門=1.00×2.10qqGEQ5)A軸柱豎向集中荷載計(jì)算EQ1)頂層ppppEQA軸柱集中荷載=19.08+17.66+37.4+1.09=75.23kN2)標(biāo)準(zhǔn)層pppEQ外縱墻自重計(jì)算：p4=50.85kNEQA軸柱集中荷載=50.85+17.66+26.26+1.09=95.86kNEQ6.B軸柱豎向集中荷載計(jì)算1）頂層板荷載：p梁自重：p粉刷自重：pB軸柱集中荷載=70.04+21.22+1.09=92.35kN2）標(biāo)準(zhǔn)層板荷載：p梁自重：p粉刷自重：p內(nèi)縱墻自重：pB軸柱集中荷載=EQ7.C軸柱豎向集中荷載計(jì)算根據(jù)框架平面布置，對(duì)于本設(shè)計(jì)一榀框架，其為左右對(duì)稱形式，故C軸與B軸柱集中荷載是一樣的，結(jié)果一樣。EQ8.D軸柱豎向集中荷載計(jì)算本設(shè)計(jì)一榀框架，其為左右對(duì)稱形式，結(jié)果同上。恒載作用下荷載簡(jiǎn)圖活載計(jì)算EQ1)A~B軸間框架梁頂層:q=2×標(biāo)準(zhǔn)層:q=2×EQ2)B~C軸間框架梁頂層:q=2×標(biāo)準(zhǔn)層:q=2×EQ3)C~D軸間框架梁頂層:q=2×標(biāo)準(zhǔn)層:q=2×EQ5)A軸柱豎向集中荷載計(jì)算頂層:p=2×標(biāo)準(zhǔn)層:p=2×5)B軸、C軸集中荷載計(jì)算，由于設(shè)計(jì)中一榀框架為中心對(duì)稱形式，所以結(jié)果相同：頂層:p=標(biāo)準(zhǔn)層:p=EQ7)D軸柱豎向集中荷載計(jì)算因?yàn)橐婚蚣転橹行膶?duì)稱形式，所以D軸荷載與A軸相同。活載作用下荷載簡(jiǎn)圖風(fēng)荷載計(jì)算風(fēng)荷載標(biāo)準(zhǔn)值風(fēng)荷載屬于水平方向荷載，作用方向垂直于墻面，按照荷載規(guī)范，可以用作用在框架節(jié)點(diǎn)外的集中荷載等效替代為風(fēng)荷載，作用在墻面風(fēng)荷載計(jì)算公式如下：w作用墻面的等效集中荷載計(jì)算公式如下：F=上式中，ω為風(fēng)壓，h為上下層層高，L為柱網(wǎng)左右側(cè)跨度，體型系數(shù)取1.3；基本風(fēng)壓取0.45；風(fēng)壓高度系數(shù)按表8.2.1進(jìn)行插值計(jì)算；風(fēng)振系數(shù)取1.0。以首層為例，計(jì)算風(fēng)荷載標(biāo)準(zhǔn)值，風(fēng)荷載作用范圍底部從室外地面算起，頂部為女兒墻頂。首層高度自室外地面算起，為4.35m，每層作用范圍為上下一半，過(guò)程如下：A=F=風(fēng)荷載計(jì)算表層數(shù) 415.851.301.000.650.4512.825.02312.151.301.000.650.4517.556.6728.251.301.000.650.4517.556.6714.351.301.000.650.4518.567.06風(fēng)荷載內(nèi)力圖風(fēng)荷載位移計(jì)算EQ采用標(biāo)準(zhǔn)組合工況進(jìn)行位移計(jì)算(1).一榀框架側(cè)移剛度D側(cè)向剛度計(jì)算，由于嵌固情況，有一定的區(qū)別,底層：α一般層：α側(cè)向剛度計(jì)算表層數(shù) α 11.350.5593.350.7393.440.7391.400.56921.120.3592.680.5732.680.5731.120.35931.120.3592.680.5732.680.5731.120.35941.120.3592.680.5732.680.5731.120.359一榀框架側(cè)向剛度：D=一榀框架側(cè)向剛度表 第A軸第B軸第C軸第D軸 1層918711817118179187420082層11348181121811211348589193層11348181121811211348589194層1134818112181121134858919一榀框架水平位移表樓層 45.025.02589190.000100.0000336.6711.69589190.000200.0000526.6718.36589190.000300.0000817.0625.42420080.000600.00012根據(jù)上述計(jì)算結(jié)果，可知，層間位移角最大為0.00012,滿足規(guī)范層間位移角要求。地震作用標(biāo)準(zhǔn)值本設(shè)計(jì)中，框架結(jié)構(gòu)質(zhì)量和剛度較為均勻，且層高不超過(guò)抗震規(guī)范要求。故用底部剪力法進(jìn)行地震計(jì)算。重力荷載代表值第4層女兒墻線荷載第三章中已計(jì)算，根據(jù)計(jì)算知：GEQ樓板自重：G板=17.4×5.91×1×4.5=462.753kNEQ梁自重：G框架梁=0.02×20+0.3×25EQ隔墻自重：G墻=37.27+50.85+EQ框架柱自重：G柱=25×4×0.5GEQ第4層重力荷載代表值：GEQ同理，對(duì)標(biāo)準(zhǔn)層重力荷載代表值進(jìn)行計(jì)算：GGG第3層：GGG第2層：GGG第1層：GGG按照計(jì)算結(jié)果，繪出一榀框架層間質(zhì)點(diǎn)圖：重力荷載代表值質(zhì)點(diǎn)圖框架自振周期按規(guī)范和教材，采取底部剪力法方式計(jì)算地震作用力：△框架假想位移計(jì)算表層號(hào)Gi(kN)∑Gi(kN)Di△μi(m)μi(m)4809809589190.01370.173739161725589190.02930.160029162641589190.04480.130719663607420080.08590.0859考慮隔墻影響的折減α0取值0.65。計(jì)算自振周期：T水平地震作用結(jié)合任務(wù)書(shū)和抗震規(guī)范，設(shè)防烈度為7度，2類場(chǎng)地，第1組，查抗規(guī)：αGEQ總水平地震剪力作用標(biāo)準(zhǔn)值：FEQ由于T1=0.46≤1.4Tg=0.49.故無(wú)需考慮頂部附加地震作用δEQ頂部附加水平地震作用：△EQ各質(zhì)點(diǎn)水平地震作用計(jì)算公式：FEQ對(duì)各層地震剪力進(jìn)行計(jì)算，如下：樓層地震剪力計(jì)算表層號(hào) Hi(m) 43.9016.55809133890.35568.0968.0933.9012.65916115870.30859.07127.1623.908.7591680150.21340.85168.0114.854.8596646850.12423.78191.79地震作用下水平力簡(jiǎn)圖地震作用變形計(jì)算EQ地震作用屬于水平作用，采用側(cè)向剛度計(jì)算層間位移，計(jì)算如下：結(jié)構(gòu)層間位移表層號(hào) 469.09589190.00133.900.00043127.16589190.00223.900.00062168.01589190.00293.900.00071191.79420080.00474.850.0008

荷載內(nèi)力分析計(jì)算恒載計(jì)算節(jié)點(diǎn)分配系數(shù)一榀框架節(jié)點(diǎn)編號(hào)如下：一榀框架節(jié)點(diǎn)圖彎矩分配是按照節(jié)點(diǎn)連接處桿件線剛度大小進(jìn)行分配，因此，需要先行計(jì)算節(jié)點(diǎn)分配系數(shù)，某桿件的分配系數(shù)即為桿件線剛度占該節(jié)點(diǎn)處所有桿件線剛度的比例，以1號(hào)節(jié)點(diǎn)為例，求1號(hào)節(jié)點(diǎn)處分配系數(shù)：μμ同理，其他節(jié)點(diǎn)處彎矩分配系數(shù)，結(jié)果如下：彎矩分配系數(shù)圖彎矩計(jì)算框架梁的固端彎矩計(jì)算公式如下：M以頂層為例，按上式計(jì)算梁固端彎矩：MMM其它層計(jì)算同理，得出各層固端彎矩見(jiàn)下表：梁端彎矩表梁端彎矩梁AB梁BC梁CD4-113.644-10.562-112.6143-127.284-8.087-127.2842-127.284-8.087-127.2841-127.284-8.087-127.284恒載內(nèi)力計(jì)算根據(jù)前面計(jì)算固端彎矩，使用Excel表進(jìn)行彎矩二次分配計(jì)算，過(guò)程如下：恒載彎矩二次分配表恒載工況彎矩圖均布荷載下梁柱端剪力計(jì)算公式：VV計(jì)算結(jié)果見(jiàn)下圖：恒載作用下剪力圖一榀框架軸力計(jì)算公式：N上式中，P為傳至柱上的集中力，V為柱節(jié)點(diǎn)兩側(cè)的剪力差，且考慮柱自重，結(jié)果見(jiàn)下圖恒載作用下軸力圖活載計(jì)算活載梁端彎矩計(jì)算活載計(jì)算計(jì)算結(jié)果如下：梁端活載彎矩表梁端彎矩梁AB梁BC梁CD第4層-8.124-0.7056-8.124第3層-40.694-4.920-40.694第2層-40.694-4.920-40.694第1層-40.694-4.920-40.694EQ活荷載彎矩二次分配法計(jì)算：活荷載彎矩二次分配表活載作用下彎矩圖活載柱端剪力與梁端剪力計(jì)算公式：VV計(jì)算結(jié)果如下：活載作用下剪力圖軸力計(jì)算公式：N活載作用下軸力圖雪荷載計(jì)算EQ根據(jù)荷載設(shè)計(jì)規(guī)范及建設(shè)地點(diǎn)，雪荷載標(biāo)準(zhǔn)值Sk=0.45kN/mm2EQ雪荷載為活荷載，僅作用于屋面即頂層，梁端彎矩計(jì)算如下：MMM風(fēng)荷載內(nèi)力計(jì)算風(fēng)荷載內(nèi)力計(jì)算采用D值法（改進(jìn)的反彎點(diǎn)法），柱水平力分配按照柱側(cè)向剛度與總側(cè)向剛度比值系數(shù)進(jìn)行分配，即：V一榀框架各層柱反彎點(diǎn)計(jì)算如下：第A軸柱反彎點(diǎn)計(jì)算表層號(hào) yyh(m)43.801.120.320.000.000.000.321.3833.801.120.430.000.000.000.431.7223.801.120.450.000.000.000.451.7714.751.300.580.000.000.000.572.80第B軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)K yh(m)43.802.580.430.000.000.000.431.6833.802.580.480.000.000.000.481.8723.802.580.500.000.000.000.501.9514.753.290.550.000.000.000.552.67第C軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)K yyh(m)43.802.580.430.000.000.000.431.6833.802.580.480.000.000.000.481.8723.802.580.500.000.000.000.501.9514.753.290.550.000.000.000.552.67第D軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)43.801.140.380.000.000.000.381.3833.801.140.460.000.000.000.461.7223.801.140.470.000.000.000.471.7714.751.500.590.000.000.000.592.81EQ對(duì)梁、柱彎矩進(jìn)行計(jì)算，計(jì)算過(guò)程見(jiàn)下表MM中柱：MM邊柱：M第A軸梁柱節(jié)點(diǎn)彎矩（風(fēng)荷載）：層號(hào)Vi(kN) Di/V Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)45.0211348589190.190.951.402.371.332.37311.6911348589190.192.221.764.763.906.09218.3611348589190.193.491.797.356.2611.25125.429187420080.225.592.8111.3915.7217.65第B軸梁柱節(jié)點(diǎn)彎矩（風(fēng)荷載）：層號(hào)Vi(kN) Di/∑ Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)45.0218112589190.311.561.683.472.621.452.02311.6918112589190.313.621.877.346.784.175.79218.3618112589190.315.691.9511.1011.107.4810.40125.4211817420080.287.122.6715.5418.9911.1515.49第C軸梁柱節(jié)點(diǎn)彎矩（風(fēng)荷載）：層號(hào)Vi(kN) Di/∑ Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)45.0218112589190.311.561.683.472.622.021.45311.6918112589190.313.621.877.346.785.794.17218.3618112589190.315.691.9511.1011.1010.407.48125.4211817420080.287.122.6715.5418.9915.4911.15第D軸梁柱節(jié)點(diǎn)彎矩（風(fēng)荷載）：層號(hào)Vi(kN) Di/∑ Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)45.0211348589190.190.951.402.371.332.37311.6911348589190.192.221.764.763.906.09218.3611348589190.193.491.797.356.2611.25125.429187420080.225.592.8111.3915.7217.65風(fēng)荷載作用下彎矩圖水平荷載作用下公式如下：VM為梁端彎矩，L為框架梁跨度。風(fēng)荷載作用下剪力圖風(fēng)荷載作用下軸力圖地震作用內(nèi)力計(jì)算地震作用為水平方向作用，采用D值法進(jìn)行計(jì)算，計(jì)算方式同風(fēng)荷載，彎矩計(jì)算第A軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑Di/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)468.0911348589190.1912.940.3632.3018.1732.303127.1611348589190.1924.160.4551.8242.4069.992168.0111348589190.1931.920.4667.2257.26109.621191.799187420080.2242.190.5885.94118.68143.20第B軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di/∑DVi(kN)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)468.0918112589190.3121.110.4346.9335.4019.6527.283127.1618112589190.3139.420.4879.9473.7948.2867.062168.0118112589190.3152.080.50101.56101.5673.40101.951191.7911817420080.2853.700.55117.20143.2491.57127.19第C軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di/∑DVi(kN)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)468.0918112589190.3121.110.4346.9335.4027.2819.653127.1618112589190.3139.420.4879.9473.7967.0648.282168.0118112589190.3152.080.50101.56101.56101.9573.401191.7911817420080.2853.700.55117.20143.24127.1991.57第D軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑Di/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)468.0911348589190.1912.940.3632.3018.1732.303127.1611348589190.1924.160.4551.8242.4069.992168.0111348589190.1931.920.4667.2257.26109.621191.799187420080.2242.190.5885.94118.68143.20地震荷載作用下彎矩簡(jiǎn)圖地震荷載作用下剪力簡(jiǎn)圖地震荷載作用下軸力簡(jiǎn)圖

內(nèi)力組合計(jì)算內(nèi)力組合形式如下：內(nèi)力組合1：S內(nèi)力組合2：S地震內(nèi)力組合：S塑性彎矩調(diào)幅根據(jù)混凝土設(shè)計(jì)規(guī)范，對(duì)一榀框架豎向荷載進(jìn)行彎矩調(diào)幅，調(diào)幅系數(shù)β取0.9，計(jì)算公式如下：梁兩端調(diào)幅公式：MM跨中彎矩不小于同荷載條件下簡(jiǎn)支梁跨中彎矩的一半。對(duì)一榀框架進(jìn)行調(diào)幅恒載作用下彎矩調(diào)幅表樓層梁跨調(diào)幅前彎矩調(diào)幅

系數(shù)M0/2調(diào)幅后彎矩梁左跨中梁右梁左跨中梁右4AB-71.1483.61-99.480.9084.46-64.0392.14-89.53BC-48.59-32.75-48.590.907.92-43.737.92-43.73CD-99.4883.61-71.140.9084.46-89.5392.14-64.033AB-107.5078.32-117.720.9095.46-96.7595.46-105.95BC-33.30-21.17-33.300.906.07-29.976.07-29.97CD-117.7278.32-107.500.9095.46-105.9595.46-96.752AB-105.7879.25-117.580.9095.46-95.2095.46-105.82BC-33.50-21.37-33.500.906.07-30.156.07-30.15CD-117.5879.25-105.780.9095.46-105.8295.46-95.201AB-95.4186.31-113.820.9095.46-85.8796.77-102.44BC-40.11-27.98-40.110.906.07-36.106.07-36.10CD-113.8286.31-95.410.9095.46-102.4496.77-85.87活載作用下彎矩調(diào)幅表樓層梁跨調(diào)幅前彎矩調(diào)幅

系數(shù)M0/2調(diào)幅后彎矩梁左跨中梁右梁左跨中梁右AB-7.804.26-8.040.906.09-7.026.09-7.24BC-2.23-1.17-2.230.900.53-2.010.53-2.01CD-8.044.26-7.800.906.09-7.246.09-7.02AB-31.8226.43-37.410.9030.52-28.6430.52-33.67BC-13.69-6.31-13.690.903.69-12.323.69-12.32CD-37.4126.43-31.820.9030.52-33.6730.52-28.64AB-33.6425.16-38.120.9030.52-30.2830.52-34.31BC-12.70-5.32-12.700.903.69-11.433.69-11.43CD-38.1225.16-33.640.9030.52-34.3130.52-30.28AB-30.3227.38-37.010.9030.52-27.2930.75-33.31BC-14.70-7.32-14.700.903.69-13.233.69-13.23CD-37.0127.38-30.320.9030.52-33.3130.75-27.29結(jié)果繪圖如下：調(diào)幅后恒載下彎矩圖調(diào)幅后活載下彎矩圖柱內(nèi)力組合第A軸柱內(nèi)力組合層數(shù)截面內(nèi)力

1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M4柱頂M-71.14-7.802.37-2.3732.30-32.30-102.05-106.31-97.12-104.23-48.06-132.04-132.04-106.31N165.149.89-0.530.53-7.227.22229.04229.99224.27225.86194.72213.49213.49229.99柱底M56.8313.61-1.331.33-18.1718.1793.1095.4986.1790.1652.7499.9899.9895.49N189.519.89-0.530.53-7.227.22260.72261.67255.95257.54223.96242.73242.73261.673柱頂M-50.67-18.214.76-4.7651.82-51.82-88.90-97.47-77.85-92.13-4.36-139.10-139.10-97.47N390.0258.85-1.961.96-23.6523.65593.54597.06565.88571.76472.59534.08534.08597.06柱底M52.1916.60-3.903.90-42.4042.4089.2496.2679.4391.1317.47127.71127.7196.26N414.3958.85-1.961.96-23.6523.65625.22628.75597.56603.44501.83563.32563.32628.752柱頂M-53.59-17.047.35-7.3567.22-67.22-88.61-101.84-76.53-98.5812.85-161.92-161.92-101.84N614.68107.96-4.564.56-49.0749.07956.92965.13905.60919.28738.60866.18866.18965.13柱底M62.0319.73-6.266.26-57.2657.26104.60115.8791.97110.7511.84160.71160.71115.87N639.05107.96-4.564.56-49.0749.07988.60996.81937.28950.96767.84895.43895.43996.811柱頂M-33.50-10.6311.39-11.3985.94-85.94-49.24-69.75-37.63-71.8065.14-158.30-158.30-69.75N838.42156.76-8.568.56-81.6881.681317.381332.791241.701267.38993.981206.341206.341332.79柱底M16.755.32-15.7215.72-118.68118.6815.6143.903.7850.94-130.99177.58177.5843.90N868.73156.76-8.568.56-81.6881.681356.781372.191281.111306.791030.351242.721242.721372.19第B軸柱內(nèi)力組合層數(shù)截面內(nèi)力恒載

活載

左風(fēng)

右風(fēng)

左震

右震

1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M4柱頂M51.035.823.47-3.4746.93-46.9378.1971.9577.6567.24125.743.72125.7471.95N211.2514.13-0.820.82-10.9710.97295.08296.56288.23290.69247.72276.24247.72296.56柱底M-42.84-10.47-2.622.62-35.4035.40-73.76-69.04-70.62-62.76-103.71-11.67-103.71-69.04N235.6314.13-0.820.82-10.9710.97326.78328.25319.93322.39276.97305.50276.97328.253柱頂M41.7113.297.34-7.3479.94-79.9480.7667.5579.1957.17161.95-45.90161.9567.55N468.0593.80-3.253.25-39.2539.25746.24752.09702.08711.83566.91668.96566.91752.09柱底M-41.84-12.65-6.786.78-73.7973.79-79.47-67.26-77.84-57.50-153.7338.13-153.73-67.26N492.4293.80-3.253.25-39.2539.25777.92783.77733.76743.51596.16698.21596.16783.772柱頂M42.3812.8111.10-11.10101.56-101.5684.3064.3285.1951.89190.57-73.49190.5764.32N725.06173.31-7.587.58-81.8081.801195.721209.361113.181135.92867.721080.40867.721209.36柱底M-46.57-14.08-11.1011.10-101.56101.56-91.65-71.67-91.98-58.67-196.3667.70-196.36-71.67N749.43173.31-7.587.58-81.8081.801227.401241.051144.861167.60896.961109.64896.961241.051柱頂M27.148.2315.54-15.54117.20-117.2061.6133.6467.2320.61189.87-114.85189.8733.64N982.99253.13-13.9113.91-133.98133.981645.061670.101522.811564.541157.291505.641157.291670.10柱底M-13.57-4.12-18.9918.99-143.24143.24-40.91-6.73-50.456.52-204.97167.46-204.97-6.73N1013.30253.13-13.9113.91-133.98133.981684.471709.501562.211603.941193.661542.011193.661709.50第C軸柱內(nèi)力組合層數(shù)截面內(nèi)力恒載

活載

左風(fēng)

右風(fēng)

左震

右震

1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震4柱頂M-51.03-5.823.47-3.4746.93-46.93-71.95-78.19-67.24-77.65-3.72-125.74-125.74-71.95N211.2514.130.82-0.8210.97-10.97296.56295.08290.69288.23276.24247.72247.72296.56柱底M42.8410.47-2.622.62-35.4035.4069.0473.7662.7670.6211.67103.71103.7169.04N235.6314.130.82-0.8210.97-10.97328.25326.78322.39319.93305.50276.97276.97328.253柱頂M-41.71-13.297.34-7.3479.94-79.94-67.55-80.76-57.17-79.1945.90-161.95-161.95-67.55N468.0593.803.25-3.2539.25-39.25752.09746.24711.83702.08668.96566.91566.91752.09柱底M41.8412.65-6.786.78-73.7973.7967.2679.4757.5077.84-38.13153.73153.7367.26N492.4293.803.25-3.2539.25-39.25783.77777.92743.51733.76698.21596.16596.16783.772柱頂M-42.38-12.8111.10-11.10101.56-101.56-64.32-84.30-51.89-85.1973.49-190.57-190.57-64.32N725.06173.317.58-7.5881.80-81.801209.361195.721135.921113.181080.40867.72867.721209.36柱底M46.5714.08-11.1011.10-101.56101.5671.6791.6558.6791.98-67.70196.36196.3671.67N749.43173.317.58-7.5881.80-81.801241.051227.401167.601144.861109.64896.96896.961241.051柱頂M-27.14-8.2315.54-15.54117.20-117.20-33.64-61.61-20.61-67.23114.85-189.87-189.87-33.64N982.99253.1313.91-13.91133.98-133.981670.101645.061564.541522.811505.641157.291157.291670.10柱底M13.574.12-18.9918.99-143.24143.246.7340.91-6.5250.45-167.46204.97204.976.73N1013.30253.1313.91-13.91133.98-133.981709.501684.471603.941562.211542.011193.661193.661709.50第D軸柱內(nèi)力組合層數(shù)截面內(nèi)力恒載

活載

左風(fēng)

右風(fēng)

左震

右震

1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M4柱頂M71.147.802.37-2.3732.30-32.30106.31102.05104.2397.12132.0448.06132.04106.31N165.149.890.53-0.537.22-7.22229.99229.04225.86224.27213.49194.72213.49229.99柱底M-56.83-13.61-1.331.33-18.1718.17-95.49-93.10-90.16-86.17-99.98-52.74-99.98-95.49N189.519.890.53-0.537.22-7.22261.67260.72257.54255.95242.73223.96242.73261.673柱頂M50.6718.214.76-4.7651.82-51.8297.4788.9092.1377.85139.104.36139.1097.47N390.0258.851.96-1.9623.65-23.65597.06593.54571.76565.88534.08472.59534.08597.06柱底M-52.19-16.60-3.903.90-42.4042.40-96.26-89.24-91.13-79.43-127.71-17.47-127.71-96.26N414.3958.851.96-1.9623.65-23.65628.75625.22603.44597.56563.32501.83563.32628.752柱頂M53.5917.047.35-7.3567.22-67.22101.8488.6198.5876.53161.92-12.85161.92101.84N614.68107.964.56-4.5649.07-49.07965.13956.92919.28905.60866.18738.60866.18965.13柱底M-62.03-19.73-6.266.26-57.2657.26-115.87-104.60-110.75-91.97-160.71-11.84-160.71-115.87N639.05107.964.56-4.5649.07-49.07996.81988.60950.96937.28895.43767.84895.43996.811柱頂M33.5010.6311.39-11.3985.94-85.9469.7549.2471.8037.63158.30-65.14158.3069.75N838.42156.768.56-8.5681.68-81.681332.791317.381267.381241.701206.34993.981206.341332.79柱底M-16.75-5.32-15.7215.72-118.68118.68-43.90-15.61-50.94-3.78-177.58130.99-177.58-43.90N868.73156.768.56-8.5681.68-81.681372.191356.781306.791281.111242.721030.351242.721372.19根據(jù)彎矩計(jì)算剪力使用下面公式：V以A軸底層為例，計(jì)算一榀框架柱剪力，并進(jìn)行匯總：VVVA軸:V框架柱剪力表柱號(hào)層數(shù)恒載

活載

左風(fēng)

右風(fēng)

左震

右震

1.3SG+1.5*(SQ±0.6*SW)1.3SG+1.5*(0.7*SQ±SW)1.2S重+1.3SE設(shè)計(jì)值A(chǔ)432.815.49-0.950.95-12.9412.9450.0351.7446.9949.8425.8459.4959.49326.378.93-2.222.22-24.1624.1645.6849.6740.3346.995.5968.4168.41229.659.43-3.493.49-31.9231.9249.5555.8343.2153.68-0.2682.7382.73110.363.29-5.595.59-42.1942.1913.3723.438.5425.31-40.4469.2569.25B4-24.07-4.18-1.561.56-21.1121.11-38.96-36.16-38.02-33.34-58.84-3.95-58.843-21.42-6.65-3.623.62-39.4239.42-41.08-34.56-40.26-29.40-80.9421.55-80.942-22.81-6.89-5.695.69-52.0852.08-45.11-34.87-45.42-28.35-99.2136.20-99.211-8.39-2.55-7.127.12-53.7053.70-21.14-8.32-24.26-2.90-81.4158.21-81.41C424.074.18-1.561.56-21.1121.1136.1638.9633.3438.023.9558.8458.84321.426.65-3.623.62-39.4239.4234.5641.0829.4040.26-21.5580.9480.94222.816.89-5.695.69-52.0852.0834.8745.1128.3545.42-36.2099.2199.2118.392.55-7.127.12-53.7053.708.3221.142.9024.26-58.2181.4181.41D4-32.81-5.49-0.950.95-12.9412.94-51.74-50.03-49.84-46.99-59.49-25.84-59.493-26.37-8.93-2.222.22-24.1624.16-49.67-45.68-46.99-40.33-68.41-5.59-68.412-29.65-9.43-3.493.49-31.9231.92-55.83-49.55-53.68-43.21-82.730.26-82.731-10.36-3.29-5.595.59-42.1942.19-23.43-13.37-25.31-8.54-69.2540.44-69.25梁內(nèi)力組合框架梁組合過(guò)程以及設(shè)計(jì)值見(jiàn)下表：第4層梁內(nèi)力組合表梁跨截面內(nèi)力恒載

活載

左風(fēng)

右風(fēng)

左震

右震

1.3SG+1.5*(SQ±0.6*SW)1.3SG+1.5*(0.7*SQ±SW)1.2S重±1.3SE設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB左端M-64.03-7.022.37-2.3732.30-32.30-91.64-95.90-87.05-94.16-39.06-123.04-123.04V89.916.73-0.530.53-7.227.22126.50127.46123.15124.74102.54121.32121.32右端M-89.53-7.24-1.451.45-19.6519.65-128.55-125.94-126.17-121.82-137.32-86.23-137.32V-97.78-6.80-0.530.53-7.227.22-137.79-136.84-135.05-133.46-130.80-112.03-130.80BC左端M-43.73-2.012.02-2.0227.28-27.28-58.05-61.68-55.93-61.99-18.22-89.15-89.15V21.121.41-1.351.35-18.1918.1928.3630.7926.9130.962.5449.8449.84右端M-43.73-2.01-2.022.02-27.2827.28-61.68-58.05-61.99-55.93-89.15-18.22-89.15V-21.12-1.41-1.351.35-18.1918.19-30.79-28.36-30.96-26.91-49.84-2.54-49.84CD左端M-89.53-7.241.45-1.4519.65-19.65-125.94-128.55-121.82-126.17-86.23-137.32-137.32V97.786.80-0.530.53-7.227.22136.84137.79133.46135.05112.03130.80130.80右端M-64.03-7.02-2.372.37-32.3032.30-95.90-91.64-94.16-87.05-123.04-39.06-123.04V-89.91-6.73-0.530.53-7.227.22-127.46-126.50-124.74-123.15-121.32-102.54-121.32AB跨中M92.146.090.000.000.000.00128.92128.92126.18126.1895.1895.18128.92BCM7.920.530.000.000.000.0011.0911.0910.8510.858.198.1911.09CDM92.146.090.000.000.000.00128.92128.92126.18126.1895.1895.18128.92第3層梁內(nèi)力組合表梁跨截面內(nèi)力恒載

S活載

S左風(fēng)

S右風(fēng)

S左震

S右震

S1.3SG+1.5*(SQ±0.6*SW)1.3SG+1.5*(0.7*SQ±SW)1.2S重±1.3SE設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB左端M-96.75-28.646.09-6.0969.99-69.99-163.25-174.22-146.71-164.98-42.30-224.27-224.27V104.6533.14-1.431.43-16.4316.43184.47187.04168.70172.99124.11166.82166.82右端M-105.95-33.67-4.174.17-48.2848.28-191.99-184.49-179.34-166.83-210.11-84.58-210.11V-107.49-34.69-1.431.43-16.4316.43-193.06-190.48-178.31-174.02-171.16-128.44-171.16BC左端M-29.97-12.325.79-5.7967.06-67.06-52.23-62.65-43.21-60.5843.82-130.53-130.53V16.179.84-3.863.86-44.7144.7132.3139.2625.5637.14-32.8183.4383.43右端M-29.97-12.32-5.795.79-67.0667.06-62.65-52.23-60.58-43.21-130.5343.82-130.53V-16.17-9.84-3.863.86-44.7144.71-39.26-32.31-37.14-25.56-83.4332.81-83.43CD左端M-105.95-33.674.17-4.1748.28-48.28-184.49-191.99-166.83-179.34-84.58-210.11-210.11V107.4934.69-1.431.43-16.4316.43190.48193.06174.02178.31128.44171.16171.16右端M-96.75-28.64-6.096.09-69.9969.99-174.22-163.25-164.98-146.71-224.27-42.30-224.27V-104.65-33.14-1.431.43-16.4316.43-187.04-184.47-172.99-168.70-166.82-124.11-166.82AB跨中M95.4630.520.000.000.000.00169.88169.88156.14156.14110.72110.72169.88BCM6.073.690.000.000.000.0013.4313.4311.7711.777.927.9213.43CDM95.4630.520.000.000.000.00169.88169.88156.14156.14110.72110.72169.88第2層梁內(nèi)力組合表梁跨截面內(nèi)力恒載

活載

左風(fēng)

右風(fēng)

左震

右震

1.3SG+1.5*(SQ±0.6*SW)1.3SG+1.5*(0.7*SQ±SW)1.2S重±1.3SE設(shè)計(jì)值A(chǔ)B左端M-95.20-30.2811.25-11.25109.62-109.62-159.05-179.30-138.68-172.4310.10-274.91-274.91V104.4333.29-2.602.60-25.4225.42183.35188.03166.81174.61112.24178.34178.34右端M-105.82-34.31-7.487.48-73.4073.40-195.76-182.30-184.81-162.37-242.99-52.15-242.99V-107.71-34.53-2.602.60-25.4225.42-194.16-189.48-180.18-172.38-183.02-116.92-183.02BC左端M-30.15-11.4310.40-10.40101.95-101.95-46.98-65.70-35.60-66.8089.50-175.57-175.57V16.179.84-6.936.93-67.9767.9729.5442.0220.9641.75-63.05113.67113.67右端M-30.15-11.43-10.4010.40-101.95101.95-65.70-46.98-66.80-35.60-175.5789.50-175.57V-16.17-9.84-6.936.93-67.9767.97-42.02-29.54-41.75-20.96-113.6763.05-113.67CD左端M-105.82-34.317.48-7.4873.40-73.40-182.30-195.76-162.37-184.81-52.15-242.99-242.99V107.7134.53-2.602.60-25.4225.42189.48194.16172.38180.18116.92183.02183.02右端M-95.20-30.28-11.2511.25-109.62109.62-179.30-159.05-172.43-138.68-274.9110.10-274.91V-104.43-33.29-2.602.60-25.4225.42-188.03-183.35-174.61-166.81-178.34-112.24-178.34AB跨中M95.4630.520.000.000.000.00169.88169.88156.14156.14110.72110.72169.88BCM6.073.690.000.000.000.0013.4313.4311.7711.777.927.9213.43CDM95.4630.520.000.000.000.00169.88169.88156.14156.14110.72110.72169.88第1層梁內(nèi)力組合表梁跨截面內(nèi)力恒載

SG活載

SQ左風(fēng)

SW左右風(fēng)

SW右左震

SE左右震

SE右1.3SG+1.5*(SQ±0.6*SW)1.3SG+1.5*(0.7*SQ±SW)1.2S重±1.3SE設(shè)計(jì)值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB左端M-85.87-27.2917.65-17.65143.20-143.20-136.68-168.45-113.81-166.7666.74-305.58-305.58V103.5132.98-4.004.00-32.6132.61180.43187.63163.19175.19101.61186.39186.39右端M-102.44-33.31-11.1511.15-91.5791.57-193.17-173.10-184.87-151.42-261.96-23.87-261.96V-108.63-34.84-4.004.00-32.6132.61-197.08-189.88-183.80-171.80-193.65-108.87-193.65BC左端M-36.10-13.2315.49-15.49127.19-127.19-52.83-80.72-37.59-84.06114.09-216.61-216.61V16.179.84-10.3310.33-84.7984.7926.4845.0815.8646.85-84.92135.54135.54右端M-36.10-13.23-15.4915.49-127.19127.19-80.72-52.83-84.06-37.59-216.61114.09-216.61V-16.17-9.84-10.3310.33-84.7984.79-45.08-26.48-46.85-15.86-135.5484.92-135.54CD左端M-102.44-33.3111.15-11.1591.57-91.57-173.10-193.17-151.42-184.87-23.87-261.96-261.96V108.6334.84-4.004.00-32.6132.61189.88197.08171.80183.80108.87193.65193.65右端M-85.87-27.29-17.6517.65-143.20143.20-168.45-136.68-166.76-113.81-305.5866.74-305.58V-103.51-32.98-4.004.00-32.6132.61-187.63-180.43-175.19-163.19-186.39-101.61-186.39AB跨中M96.7730.750.000.000.000.00171.93171.93158.09158.09112.14112.14171.93BCM6.073.690.000.000.000.0013.4313.4311.7711.777.927.9213.43CDM96.7730.750.000.000.000.00171.93171.93158.09158.09112.14112.14171.93截面設(shè)計(jì)梁截面設(shè)計(jì)對(duì)框架梁進(jìn)行截面設(shè)計(jì)時(shí)，在梁柱節(jié)點(diǎn)需要考慮剛性節(jié)點(diǎn)影響，即設(shè)計(jì)時(shí)取柱邊緣處的彎矩進(jìn)行設(shè)計(jì)，邊緣彎矩計(jì)算如下：MEQ其中，Mb為控制截面內(nèi)力；EQHc為柱截面高度；Mb1為柱中處梁端彎矩；q為梁上作用的均布作用荷載。以第4層左跨為例，對(duì)梁端彎矩計(jì)算示意:M同理，對(duì)一榀框架進(jìn)行計(jì)算，匯總見(jiàn)下表：梁支座彎矩表位置層數(shù)A右4-123.04121.320.50-92.71B左4-137.32-130.800.50-104.623-224.27166.820.50-182.573-210.11-171.160.50-167.322-274.91178.340.50-230.332-242.99-183.020.50-197.241-305.58186.390.50-258.981-261.96-193.650.50-213.55B右4-89.1549.840.50-76.69C左4-89.15-49.840.50-76.693-130.5383.430.50-109.673-130.53-83.430.50-109.672-175.57113.670.50-147.152-175.57-113.670.50-147.151-216.61135.540.50-182.731-216.61-135.540.50-182.73C右4-137.32130.800.50-104.62D左4-123.04-121.320.50-92.713-210.11171.160.50-167.323-224.27-166.820.50-182.572-242.99183.020.50-197.242-274.91-178.340.50-230.331-261.96193.650.50-213.551-305.58-186.390.50-258.98梁正截面設(shè)計(jì)梁屬于正截面受彎構(gòu)件，對(duì)于正截面計(jì)算時(shí)，結(jié)合其受力特性，按照兩端和跨中分別進(jìn)行計(jì)算頂部和底部配筋，計(jì)算方式相同，以首層為例進(jìn)行計(jì)算：第4層：梁AB，左端彎矩M=-92.71kN.m。αξ=1?AρA實(shí)配鋼筋2C20，實(shí)配鋼筋面積628mm2?？缰袕澗豈=128.92kN.m，αξAρA實(shí)配鋼筋3C20，實(shí)配鋼筋面積943mm2。右端彎矩M=-104.62kN.m。αξAρA實(shí)配鋼筋2C20，實(shí)配鋼筋面積628mm2。梁BC，左端彎矩M=-76.69kN.m。αξ=1?AρA實(shí)配鋼筋2C20，實(shí)配鋼筋面積628mm2。跨中彎矩M=11.09kN.m，αξAρA實(shí)配鋼筋2C20，實(shí)配鋼筋面積628mm2。右端彎矩M=-76.69kN.m。αξAρA實(shí)配鋼筋2C20，實(shí)配鋼筋面積628mm2。梁CD，左端彎矩M=-104.62kN.m。αξ=1?AρA實(shí)配鋼筋2C20，實(shí)配鋼筋面積628mm2?？缰袕澗豈=128.92kN.m，αξAρA實(shí)配鋼筋3C20，實(shí)配鋼筋面積943mm2。右端彎矩M=-92.71kN.m。αξAρA實(shí)配鋼筋2C20，實(shí)配鋼筋面積628mm2。梁內(nèi)力配筋表截面4層M/(kN.m)-92.71128.92-104.62-76.6911.09-76.69-104.62128.92-92.710.0510.0910.0630.0630.0110.0630.0630.0920.0510.0520.0940.0640.0640.0120.0630.0630.0940.051計(jì)算面積As343.4632.9417.4343.655.4343.6417.4632.9343.4450450450375375375450450450實(shí)配鋼筋220320220220220220220320220實(shí)配面積628943628628628628628943628配筋率ρ(%)0.360.540.360.450.430.430.360.520.36梁內(nèi)力配筋表截面計(jì)算公式左端跨中右端左端跨中右端左端跨中右端3層M/(kN.m)-182.57169.88-167.32-109.6713.43-109.67-167.32169.88-182.570.1000.1200.0900.0900.0100.0900.0900.1200.1000.1060.1280.0940.0940.0100.0940.0940.1280.106計(jì)算面積As713.69861.81632.89520.8855.41520.88632.89861.81713.69450.00450.00450.00375.00375.00375.00450.00450.00450.00實(shí)配鋼筋320420320320220320320420320實(shí)配面積945.001267.00946.00946.00630.00944.00944.001259.00946.00配筋率ρ(%)0.530.710.530.650.450.660.530.710.53梁內(nèi)力配筋表截面計(jì)算公式梁梁梁2層M/(kN.m)-230.33169.88-197.24-147.1513.43-147.15-197.24169.88-230.330.1300.1200.1100.1300.0100.1200.1200.1200.1300.1400.1280.1170.1280.0100.1280.1170.1280.140計(jì)算面積As942.61861.81787.75709.2855.41709.28787.75861.81942.61450.00450.00450.00375.00375.00375.00450.00450.00450.00實(shí)配鋼筋420420420320220320420420420實(shí)配面積1257.001257.001257.00943.00628.00943.001257.001257.001257.00配筋率0.700.700.700.630.420.630.700.700.70梁內(nèi)力配筋表截面計(jì)算公式梁梁梁左端跨中右端左端跨中右端左端跨中右端1層M/(kN.m)-258.98171.93-213.55-182.7313.43-182.73-213.55171.93-258.980.1400.1300.1200.1500.0100.1500.1200.1300.1400.1510.1400.1280.1630.0100.1630.1280.1400.151計(jì)算面積As1016.67942.61861.81903.2255.41903.22861.81942.611016.67450.00450.00450.00375.00375.00375.00450.00450.00450.00實(shí)配鋼筋420420420420220420420420420實(shí)配面積1257.001257.001257.001257.00628.001257.001257.001257.001257.00配筋率0.700.700.700.840.420.840.700.700.70斜截面設(shè)計(jì)本工程為抗震設(shè)計(jì)，框架梁需考慮強(qiáng)剪弱彎設(shè)計(jì)，根據(jù)抗震規(guī)范，按照3級(jí)抗震進(jìn)行強(qiáng)剪弱彎調(diào)整，以頂層為例，計(jì)算過(guò)程如下：VVV根據(jù)梁內(nèi)力計(jì)算斜截面配筋，計(jì)算如下：梁AB:V左端計(jì)算：VA加密區(qū)實(shí)配8@100(2)，非加密區(qū)8@200(2)Aρ右端計(jì)算：VA加密區(qū)實(shí)配8@100(2)，非加密區(qū)8@200(2)Aρ一榀框架梁斜截面配筋見(jiàn)下：梁箍筋配筋表樓層截面位置Vb

(kN)0.20fcbh0/γreAs/s非加密區(qū)配筋加密區(qū)配筋A(yù)s/s(實(shí)配)ρsvρsvmin4層AB梁左129.63570.320.048@200(2)8@100(2)1.010.340.10梁右129.63570.320.048@200(2)8@100(2)1.010.340.10BC梁左89.32469.380.038@200(2)8@100(2)1.010.3