《某工程建設(shè)項(xiàng)目鋼筋混凝土框架結(jié)構(gòu)的整體設(shè)計(jì)》22000字（論文）

某工程建設(shè)項(xiàng)目鋼筋混凝土框架結(jié)構(gòu)的整體設(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 51.2.1建筑設(shè)計(jì) 51.2.2結(jié)構(gòu)設(shè)計(jì) 51.3設(shè)計(jì)依據(jù) 6第2章結(jié)構(gòu)布置 72.1結(jié)構(gòu)方案與布置 72.1.1結(jié)構(gòu)類型選擇 72.1.2構(gòu)件截面尺寸估算 72.2框架線剛度計(jì)算 92.2.1框架柱線剛度計(jì)算 92.2.2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 133.3.2恒載標(biāo)準(zhǔn)值計(jì)算。 143.3.3活載計(jì)算 203.4風(fēng)荷載計(jì)算 223.4.1風(fēng)荷載標(biāo)準(zhǔn)值 223.4.2風(fēng)荷載位移計(jì)算 243.5地震荷載標(biāo)準(zhǔn)值 253.5.1重力荷載代表值 263.5.2框架自振周期 283.5.3水平地震作用 293.5.4地震作用變形計(jì)算 30第4章荷載內(nèi)力分析計(jì)算 324.1恒載計(jì)算 324.1.1節(jié)點(diǎn)分配系數(shù) 324.1.2彎矩計(jì)算 344.1.3恒載內(nèi)力計(jì)算 344.2活載計(jì)算 384.2.1活載梁端彎矩計(jì)算 384.3雪荷載計(jì)算 424.4風(fēng)荷載內(nèi)力計(jì)算 434.5地震作用內(nèi)力計(jì)算 48第5章內(nèi)力組合計(jì)算 535.1塑性彎矩調(diào)幅 535.2柱內(nèi)力組合 575.3梁內(nèi)力組合 64第6章截面設(shè)計(jì) 696.1梁截面設(shè)計(jì) 696.1.2梁正截面設(shè)計(jì) 706.1.3斜截面設(shè)計(jì) 776.2框架柱配筋設(shè)計(jì) 816.2.1軸壓比計(jì)算 816.2.2強(qiáng)柱弱梁調(diào)整 816.2.3正截面配筋設(shè)計(jì) 826.2.4柱斜截面配筋設(shè)計(jì). 916.3梁柱節(jié)點(diǎn)核芯區(qū)抗震驗(yàn)算 94第7章混凝土樓梯設(shè)計(jì) 957.1設(shè)計(jì)資料 957.2梯段板計(jì)算 957.3平臺(tái)板計(jì)算 967.4平臺(tái)梁計(jì)算 97第8章基礎(chǔ)設(shè)計(jì) 988.1設(shè)計(jì)參數(shù) 988.2邊跨基礎(chǔ)設(shè)計(jì) 988.2.1內(nèi)力信息 988.2.2基礎(chǔ)尺寸估算 988.2.3基礎(chǔ)沖切計(jì)算 998.2.4配筋計(jì)算 1008.3中間跨基礎(chǔ)設(shè)計(jì) 1008.3.1內(nèi)力信息 1008.3.2基礎(chǔ)尺寸估算 1018.3.3基礎(chǔ)沖切計(jì)算 1028.3.4基礎(chǔ)配筋計(jì)算 103第9章現(xiàn)澆混凝土樓板設(shè)計(jì) 1049.1設(shè)計(jì)參數(shù) 1049.2配筋設(shè)計(jì) 104參考文獻(xiàn) 108

摘要本文的畢業(yè)設(shè)計(jì)主要進(jìn)行鋼筋混凝土框架結(jié)構(gòu)的整體設(shè)計(jì)，設(shè)計(jì)主要包括建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)兩部分。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)需要考慮安全性、經(jīng)濟(jì)性和耐久性。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，計(jì)分別計(jì)算一榀框架承受的豎向荷載和水平荷載。再進(jìn)行內(nèi)力分配，對(duì)豎向荷載采用彎矩二次分配法，對(duì)計(jì)算得來(lái)的荷載進(jìn)行分配；對(duì)水平荷載，采用D值法對(duì)荷載進(jìn)行分配，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、彎矩二次分配、D值法

前言設(shè)計(jì)目的畢業(yè)設(shè)計(jì)是教學(xué)中的重要環(huán)節(jié)，主要目的是為了培養(yǎng)學(xué)生綜合應(yīng)用所學(xué)基礎(chǔ)理論和專業(yè)知識(shí)，解決一般工程技術(shù)問(wèn)題的能力，進(jìn)一步提高和訓(xùn)練學(xué)生的制圖水平、理論分析水平、結(jié)構(gòu)設(shè)計(jì)水平、施工方案設(shè)計(jì)水平和外文閱讀水平。通過(guò)畢業(yè)設(shè)計(jì)，使學(xué)生對(duì)一般土木工程的土建設(shè)計(jì)與施工內(nèi)容等全方面了解，熟悉相關(guān)規(guī)范、規(guī)程、標(biāo)準(zhǔn)和手冊(cè)，為今后的獨(dú)立工作打下鑒定基礎(chǔ)。畢業(yè)設(shè)計(jì)應(yīng)著重強(qiáng)調(diào)理論聯(lián)系實(shí)際，提高學(xué)生分析、解決工程實(shí)施問(wèn)題的能力，培養(yǎng)學(xué)生踏實(shí)、細(xì)致、嚴(yán)格、認(rèn)真和吃苦耐勞的工作作風(fēng)。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，設(shè)計(jì)的開(kāi)展需要借助天正、AutoCad軟件等輔助進(jìn)行。結(jié)構(gòu)設(shè)計(jì)1.結(jié)構(gòu)設(shè)計(jì)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)混凝土樓梯設(shè)計(jì)，主要包括梯段板、平臺(tái)板和平臺(tái)梁設(shè)計(jì)計(jì)算。8)基礎(chǔ)和樓板的設(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8度地震加速度0.2g地震分組第3組場(chǎng)地類別2類基本風(fēng)壓

(kN/m2)0.3基本雪壓

(kN/m2)0.15地面粗糙類別B類承載力特征值240kPa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設(shè)計(jì)依據(jù)主要設(shè)計(jì)依據(jù)：（1）《建筑結(jié)構(gòu)可靠度設(shè)計(jì)統(tǒng)一標(biāo)準(zhǔn)》GB50068-2018（2）《民用建筑設(shè)計(jì)通則》GB50352—2019（3）《建筑設(shè)計(jì)防火規(guī)范》GB50016-2014（2018)（4）《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》GB50007-2011（5）《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012（6）《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010（2016）（7）《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》GB50010-2010（2015）

結(jié)構(gòu)布置結(jié)構(gòu)方案與布置結(jié)構(gòu)類型選擇本工程采用鋼筋混凝土框架結(jié)構(gòu)，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4200mm，計(jì)算板厚=4200/40=105.00mm。取板厚h=110mm；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=500mm；b=取b=250mm。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)AB5100340-638500167-250250250×500BC1500100-188400133-200250250×400CD4800320-600500167-250250250×500縱向梁4200280-525400133-200200200×4004）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2級(jí)，按照規(guī)范，限制軸壓比取值為0.75；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=314.81mm，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，即底層柱計(jì)算高度=層高+室內(nèi)外高差+基礎(chǔ)頂面至室外地面的高度；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4.20+0.45+0.5=5.15m。一榀框架尺寸簡(jiǎn)圖如下：一榀框架尺寸簡(jiǎn)圖框架線剛度計(jì)算框架柱線剛度計(jì)算以底層柱為例，計(jì)算柱線剛度以及相對(duì)線剛度，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)：其它層計(jì)算方法同理，計(jì)算結(jié)果匯總?cè)缦拢褐€剛度表層數(shù)高度

（m）截面尺寸

(b×h)Ec

（N/mm2）截面慣性矩Ic

（×109mm4）線剛度ib

（kN·m）相對(duì)

線剛度15.15500×500300005.2130340123.00500×500300005.21520831.7233.00500×500300005.21520831.7243.00500×500300005.21520831.7253.00500×500300005.21520831.7263.00500×500300005.21520831.72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，本設(shè)計(jì)中翼緣放大系數(shù)取2.0，以中間跨為例，對(duì)梁線剛度進(jìn)行計(jì)算，示例如下：其它層線剛度計(jì)算同理，結(jié)果匯總見(jiàn)下表：梁線剛度表跨數(shù)跨度L

（m）截面尺寸

(b×h)Ec

（N/mm2）截面慣性矩Ic

（×109mm4）線剛度ib

（kN·m）相對(duì)

線剛度AB5.1250×500300002.6306001.01BC1.5250×400300001.33533001.76CD4.8250×500300002.6326001.07一榀框架計(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40厚素混凝土40230.92kN/m2隔離層+防水層0.80kN/m2水泥砂漿找平20200.40kN/m2水泥砂漿找坡20200.40kN/m2硬質(zhì)聚氨酯泡沫板0.19kN/m2鋼筋混凝土樓板120253.00kN/m2水泥砂漿粉底10200.20kN/m2合計(jì)5.91kN/m2樓面做法表做法厚度容重荷載10厚水磨石地面10250.25kN/m2水泥砂漿找平20200.40kN/m2素水泥漿一道0.20kN/m2鋼筋混凝土樓板110252.75kN/m2水泥砂漿粉底15200.30kN/m2合計(jì)3.90kN/m2活荷載標(biāo)準(zhǔn)值計(jì)算荷載規(guī)范中已對(duì)活荷載各種情況取值做出規(guī)定，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屋面荷載(上人)2.00kN/m2普通樓面2.00kN/m2走廊2.00kN/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=1×0.15=0.15按規(guī)范，當(dāng)活荷載與雪荷載并存時(shí)，取兩者中最大值參與計(jì)算即可。豎向荷載計(jì)算根據(jù)選擇的一品框架，按照45度線作為荷載傳遞分界線，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)屋面層板荷載:梁自重：q框架梁線荷載=2.504+17.582=20.0862)樓面層板荷載:梁自重：q墻體自重:q框架梁線荷載=2.571+11.602+5.9+1.7=21.7732.B~C軸梁荷載計(jì)算1)屋面層板荷載:梁自重：q框架梁線荷載=1.845+5.541=7.3862)樓面層板荷載:梁自重：q框架梁線荷載=1.912+3.656=5.5683.C~D軸梁荷載計(jì)算1)屋面層板荷載:梁自重：q框架梁線荷載=2.504+16.812=19.3162)樓面層板荷載:梁自重：q墻體自重:q框架梁線荷載=2.571+11.094+5.9+1.7=21.265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(mén)窗時(shí)，尚且應(yīng)該考慮門(mén)窗的重量，本設(shè)計(jì)外縱墻計(jì)算如下：qqqG2）內(nèi)縱墻自重qqqG5.A軸柱豎向集中荷載計(jì)算1)頂層女兒墻自重線荷載=0.20×0.90×18+板荷載:p梁自重：p抹灰自重（單側(cè)10mm）:女兒墻重量：A軸柱集中荷載=16.54+10.22+28.26+0.73=55.75kN2)標(biāo)準(zhǔn)層板荷載:p梁自重：p抹灰自重（單側(cè)10mm）:外縱墻自重：pA軸柱集中荷載=43.58+10.54+18.65+0.75=73.52kNEQ6.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=44.37+11.1+0.79=56.26kN2）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1）頂層板荷載：p梁自重：p粉刷自重：pC軸柱集中荷載=44.37+10.74+0.76=55.87kN2）標(biāo)準(zhǔn)層板荷載：p梁自重：p粉刷自重：p內(nèi)縱墻自重：pC軸柱集中荷載=8.D軸柱豎向集中荷載計(jì)算：1）頂層女兒墻自重：=0.5×板荷載：梁自重：粉刷自重：女兒墻自重：pD軸柱集中荷載=16.54+0.6+28.26+9.87=55.27kN2）標(biāo)準(zhǔn)層板荷載：梁自重：粉刷自重：外縱墻自重：p_4=43.58kND軸柱集中荷載=43.58+0.62+18.65+10.17=73.02kN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=標(biāo)準(zhǔn)層:q=EQ2)B~C軸間框架梁頂層:q=標(biāo)準(zhǔn)層:q=EQ3)C~D軸間框架梁頂層:q=標(biāo)準(zhǔn)層:q=EQ5)A軸柱豎向集中荷載計(jì)算頂層:p=標(biāo)準(zhǔn)層:p=EQ5)B軸柱豎向集中荷載計(jì)算頂層:p=標(biāo)準(zhǔn)層:p=EQ6)C軸柱豎向集中荷載計(jì)算頂層:p=標(biāo)準(zhǔn)層:p=EQ7)D軸柱豎向集中荷載計(jì)算頂層:p=標(biāo)準(zhǔn)層:p=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)值主體結(jié)構(gòu)計(jì)算時(shí)，風(fēng)荷載垂直作用于墻面，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：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，查荷載規(guī)范，風(fēng)荷載體型系數(shù)取1.3；基本風(fēng)壓取0.3；風(fēng)壓高度變化系數(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。風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算時(shí)，首層計(jì)算高度為4.65m，查荷載規(guī)范表格8.2.1，風(fēng)壓高度變化系數(shù)取1.22，基本風(fēng)壓取0.3，風(fēng)壓作用面積取樓層上下范圍的一半，過(guò)程如下：A=F=風(fēng)荷載計(jì)算表層數(shù)z(m)μsβzμzω0(kN/m2)A(m2)F(kN)619.651.301.001.220.309.364.45516.651.301.001.130.3011.705.16413.651.301.001.050.3011.704.79310.651.301.001.000.3011.704.5627.651.301.001.000.3011.704.5614.651.301.001.000.3014.925.82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，根據(jù)嵌固情況，略有區(qū)別,對(duì)于底層：α對(duì)于一般層：α各樓層側(cè)向剛度匯總見(jiàn)下表：側(cè)向剛度計(jì)算表層數(shù)KAαAKBαBKCαCKDαD11.010.5022.770.6862.830.6891.070.51120.590.2281.610.4461.650.4520.630.24030.590.2281.610.4461.650.4520.630.24040.590.2281.610.4461.650.4520.630.24050.590.2281.610.4461.650.4520.630.24060.590.2281.610.4461.650.4520.630.240一榀框架側(cè)向剛度：D=按上式計(jì)算側(cè)向剛度，結(jié)果如下：一榀框架側(cè)向剛度表Dj第A軸第B軸第C軸第D軸∑Dj1層6891941794587015327802層15833309723138916667948613層15833309723138916667948614層15833309723138916667948615層15833309723138916667948616層1583330972313891666794861一榀框架水平位移表樓層Fk.(kN)Vj(kN)∑D(kN/m)△uj(m)△uj/h64.454.45948610.000000.0000055.169.61948610.000100.0000344.7914.40948610.000200.0000734.5618.96948610.000200.0000724.5623.52948610.000200.0000715.8229.34327800.000900.00017根據(jù)上述計(jì)算結(jié)果，可知，層間位移角最大為0.00017,滿足規(guī)范層間位移角要求。地震荷載標(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6層女兒墻線荷載第三章中已計(jì)算，根據(jù)計(jì)算知：G樓板自重：G梁自重：G隔墻自重：G框架柱：GG第6層重力荷載代表值：G同理，對(duì)標(biāo)準(zhǔn)層重力荷載代表值進(jìn)行計(jì)算：GGG底層：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)圖框架自振周期根據(jù)抗震設(shè)計(jì)規(guī)范，框架結(jié)構(gòu)自振周期采用頂點(diǎn)位移法進(jìn)行計(jì)算，框架整體地震作用采用底部剪力法進(jìn)行計(jì)算，公式如下：△框架假想位移計(jì)算表層號(hào)Gi(kN)∑Gi(kN)Di△μi(m)μi(m)6486486948610.00510.183655451031948610.01090.178545451576948610.01660.167635452120948610.02240.151025452665948610.02810.128616303296327800.10050.1005參考高層設(shè)計(jì)規(guī)范，框架結(jié)構(gòu)計(jì)算自振周期應(yīng)考慮隔墻折減，系數(shù)α0取0.65?；咀哉裰芷谟?jì)算如下式：水平地震作用依據(jù)抗震設(shè)計(jì)規(guī)范，本工程設(shè)防烈度為8度，查任務(wù)書(shū)，屬于2類場(chǎng)地，抗震分組為第3組，可查表得出特征周期以及地震影響系數(shù)最大值，如下：總水平地震剪力作用標(biāo)準(zhǔn)值：由于T1=0.47≤1.4Tg=0.63.故無(wú)需考慮頂部附加地震作用δ頂部附加水平地震作用：△各質(zhì)點(diǎn)水平地震作用計(jì)算公式：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)Hi(m)Gi(kN)GiHiGiHi/(∑GiHi)Fi(kN)Vi(kN)63.0020.1548697930.241103.88103.8853.0017.1554593470.23099.14203.0243.0014.1554577120.19081.90284.9233.0011.1554560770.15064.66349.5823.008.1554544420.10946.98396.5615.155.1563032440.08034.48431.04地震荷載作用下水平力簡(jiǎn)圖地震作用變形計(jì)算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)Vi(kN)∑Di(N/m)△μi(mm)hi(m)△μi/hi6103.88948610.00113.000.00045203.02948610.00213.000.00074284.92948610.00303.000.00103349.58948610.00373.000.00122396.56948610.00423.000.00141431.04327800.01315.150.0025

荷載內(nèi)力分析計(jì)算恒載計(jì)算節(jié)點(diǎn)分配系數(shù)為便于計(jì)算，將一榀框架節(jié)點(diǎn)編號(hào)如下：一榀框架節(jié)點(diǎn)圖彎矩二次分配法中彎矩分配是按照節(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，計(jì)算其他節(jié)點(diǎn)處彎矩分配系數(shù)，結(jié)果繪圖如下：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CD6-43.54-1.38-37.095-47.19-1.04-40.834-47.19-1.04-40.833-47.19-1.04-40.832-47.19-1.04-40.831-47.19-1.04-40.83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)算方式如下：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)算方法同恒載，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6層-12.90-0.35-10.92第5層-12.90-0.35-10.92第4層-12.90-0.35-10.92第3層-12.90-0.35-10.92第2層-12.90-0.35-10.92第1層-12.90-0.35-10.92EQ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=0.15kN/mm2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：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)h(m)Ky0y1y2y3yyh(m)63.000.590.250.000.000.000.250.7553.000.590.350.000.000.000.351.0543.000.590.400.000.000.000.401.2033.000.590.450.000.000.000.451.3523.000.590.500.000.000.000.501.5015.151.010.650.000.000.000.653.35第B軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)63.001.610.380.000.000.000.381.1453.001.610.430.000.000.000.431.2943.001.610.450.000.000.000.451.3533.001.610.480.000.000.000.481.4423.001.610.500.000.000.000.501.5015.152.770.550.000.000.000.552.83第C軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)63.001.650.380.000.000.000.381.1453.001.650.430.000.000.000.431.2943.001.650.450.000.000.000.451.3533.001.650.480.000.000.000.481.4423.001.650.500.000.000.000.501.5015.152.830.550.000.000.000.552.83第D軸柱反彎點(diǎn)計(jì)算表層號(hào)h(m)Ky0y1y2y3yyh(m)63.000.630.270.000.000.000.270.8153.000.630.370.000.000.000.371.1143.000.630.400.000.000.000.401.2033.000.630.450.000.000.000.451.3523.000.630.500.000.000.000.501.5015.151.070.640.000.000.000.643.30EQ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∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)64.4515833948610.170.760.751.710.571.7159.6115833948610.171.631.053.181.713.75414.4015833948610.172.451.204.412.946.12318.9615833948610.173.221.355.314.358.25223.5215833948610.174.001.506.006.0010.35129.346891327800.216.163.3511.1020.6217.10第B軸梁柱節(jié)點(diǎn)彎矩（風(fēng)荷載）：層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)64.4530972948610.331.471.142.731.681.001.7359.6130972948610.333.171.295.424.092.594.51414.4030972948610.334.751.357.846.414.357.58318.9630972948610.336.261.449.779.015.9010.28223.5230972948610.337.761.5011.6411.647.5313.12129.349417327800.298.512.8319.7224.1011.4419.92第C軸梁柱節(jié)點(diǎn)彎矩（風(fēng)荷載）：層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)64.4531389948610.331.471.142.731.681.691.0459.6131389948610.333.171.295.424.094.412.69414.4031389948610.334.751.357.846.417.404.53318.9631389948610.336.261.449.779.0110.046.14223.5231389948610.337.761.5011.6411.6412.817.84129.349458327800.298.512.8319.7224.1019.4611.90第D軸梁柱節(jié)點(diǎn)彎矩（風(fēng)荷載）：層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)64.4516667948610.180.800.811.750.651.7559.6116667948610.181.731.113.271.923.92414.4016667948610.182.591.204.663.116.58318.9616667948610.183.411.355.634.608.74223.5216667948610.184.231.506.356.3510.95129.347015327800.216.163.3011.4220.3017.77風(fēng)荷載作用下彎矩圖水平荷載作用下，根據(jù)力的平衡條件，可知，梁端剪力可通過(guò)梁端彎矩進(jìn)行求解，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)算結(jié)果如下：第A軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)6103.8815833948610.1717.660.2539.7413.2539.745203.0215833948610.1734.510.3567.2936.2480.544284.9215833948610.1748.440.4087.1958.13123.433349.5815833948610.1759.430.4598.0680.23156.192396.5615833948610.1767.420.50101.13101.13181.361431.046891327800.2190.520.65163.16303.02264.29第B軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)6103.8830972948610.3334.280.3863.7639.0823.2540.515203.0230972948610.3367.000.43114.5786.4356.0497.614284.9230972948610.3394.020.45155.13126.9388.10153.463349.5830972948610.33115.360.48179.96166.12111.93194.962396.5630972948610.33130.860.50196.29196.29132.18230.231431.049417327800.29125.000.55289.69354.06177.25308.73第C軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)6103.8831389948610.3334.280.3863.7639.0839.5624.205203.0231389948610.3367.000.43114.5786.4395.3458.314284.9231389948610.3394.020.45155.13126.93149.8991.673349.5831389948610.33115.360.48179.96166.12190.42116.472396.5631389948610.33130.860.50196.29196.29224.87137.541431.049458327800.29125.000.55289.69354.06301.55184.43第D軸地震作用內(nèi)力計(jì)算表層號(hào)Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)6103.8816667948610.1818.700.2740.9515.1540.955203.0216667948610.1836.540.3769.0640.5684.214284.9216667948610.1851.290.4092.3261.55132.883349.5816667948610.1862.920.45103.8284.94165.372396.5616667948610.1871.380.50107.07107.07192.011431.047015327800.2190.520.64167.82298.35274.89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)算根據(jù)2019年4月1日?qǐng)?zhí)行的可靠度統(tǒng)一標(biāo)準(zhǔn)以及荷載設(shè)計(jì)規(guī)范(2012版)，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：M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)幅后，結(jié)果見(jiàn)下表：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6AB-33.7928.32-40.180.9032.65-30.4132.65-36.16BC-14.37-10.48-10.740.901.04-12.931.04-9.67CD-33.4524.71-28.400.9027.82-30.1127.82-25.565AB-44.5725.70-45.600.9035.39-40.1135.39-41.04BC-7.53-4.91-5.430.900.78-6.780.78-4.89CD-38.9822.61-38.290.9030.62-35.0830.62-34.464AB-43.5226.36-45.330.9035.39-39.1735.39-40.80BC-8.00-5.33-5.790.900.78-7.200.78-5.21CD-38.7623.15-37.420.9030.62-34.8830.62-33.683AB-43.5226.36-45.330.9035.39-39.1735.39-40.80BC-8.00-5.33-5.790.900.78-7.200.78-5.21CD-38.7623.15-37.420.9030.62-34.8830.62-33.682AB-43.9226.10-45.460.9035.39-39.5335.39-40.91BC-7.77-5.11-5.590.900.78-6.990.78-5.03CD-38.8822.92-37.770.9030.62-34.9930.62-33.991AB-39.9628.84-43.930.9035.39-35.9635.39-39.54BC-11.52-8.55-8.710.900.78-10.370.78-7.84CD-37.3925.43-34.240.9030.62-33.6530.62-30.82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-9.948.44-11.860.909.67-8.959.67-10.67BC-4.28-3.20-3.170.900.26-3.850.26-2.85CD-9.797.35-8.280.908.19-8.818.25-7.45AB-12.256.96-12.510.909.67-11.039.67-11.26BC-2.08-1.23-1.430.900.26-1.870.26-1.29CD-10.466.00-10.310.908.19-9.418.19-9.28AB-11.897.19-12.410.909.67-10.709.67-11.17BC-2.27-1.40-1.580.900.26-2.040.26-1.42CD-10.376.20-10.000.908.19-9.338.19-9.00AB-11.897.19-12.410.909.67-10.709.67-11.17BC-2.27-1.40-1.580.900.26-2.040.26-1.42CD-10.376.20-10.000.908.19-9.338.19-9.00AB-12.007.12-12.440.909.67-10.809.67-11.20BC-2.21-1.34-1.530.900.26-1.990.26-1.38CD-10.406.14-10.100.908.19-9.368.19-9.09AB-10.927.87-12.030.909.67-9.839.67-10.83BC-3.23-2.27-2.360.900.26-2.910.26-2.12CD-10.016.81-9.150.908.19-9.018.19-8.24將調(diào)幅后結(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｜M｜max及NNmax及M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震6柱頂M-33.79-9.941.71-1.7139.74-39.74-57.30-60.38-51.80-56.935.15-98.17-98.17-60.38N105.7224.36-0.530.53-12.3512.35173.50174.45162.22163.81125.43157.54157.54174.45柱底M24.576.91-0.570.57-13.2513.2541.7942.8238.3440.0516.4050.8550.8542.82N124.4724.36-0.530.53-12.3512.35197.87198.83186.59188.18147.93180.04180.04198.835柱頂M-19.97-5.333.18-3.1867.29-67.29-31.09-36.82-26.79-36.3360.32-114.64-114.64-36.82N253.3149.04-1.771.77-39.1339.13401.27404.46378.14383.45282.53384.26384.26404.46柱底M21.745.94-1.711.71-36.2436.2435.6338.7131.9337.06-17.4676.7676.7638.71N272.0649.04-1.771.77-39.1339.13425.64428.83402.51407.82305.03406.76406.76428.834柱頂M-21.74-5.944.41-4.4187.19-87.19-33.20-41.14-27.88-41.1183.70-143.00-143.00-41.14N400.7573.67-3.823.82-80.6180.61628.04634.92592.60604.06420.31629.89629.89634.92柱底M21.745.94-2.942.94-58.1358.1334.5339.8230.0938.91-45.92105.22105.2239.82N419.5073.67-3.823.82-80.6180.61652.42659.29616.97628.43442.81652.39652.39659.293柱頂M-21.74-5.945.31-5.3198.06-98.06-32.39-41.95-26.53-42.4697.83-157.13-157.13-157.13N548.1998.30-6.596.59-133.18133.18854.17866.03805.98825.75543.67889.94889.94889.94柱底M21.065.76-4.354.35-80.2380.2332.1039.9326.9039.95-75.57133.03133.03133.03N566.9498.30-6.596.59-133.18133.18878.54890.40830.35850.12566.17912.44912.44912.442柱頂M-22.83-6.246.00-6.00101.13-101.13-33.64-44.44-27.23-45.23100.33-162.61-162.61-162.61N695.68122.95-10.1010.10-194.66194.661079.721097.901018.331048.63655.531161.641161.641161.64柱底M28.627.82-6.006.00-101.13101.1343.5454.3436.4254.42-92.43170.50170.50170.50N714.43122.95-10.1010.10-194.66194.661104.091122.271042.711073.01678.031184.141184.141184.141柱頂M-11.34-3.1011.10-11.10163.16-163.16-9.40-29.38-1.35-34.65196.64-227.58-227.58-227.58N842.69147.46-15.7015.70-281.24281.241302.561330.821226.781273.88734.091465.321465.321465.32柱底M5.671.55-20.6220.62-303.02303.02-8.8628.25-21.9339.93-386.19401.66401.66401.66N874.88147.46-15.7015.70-281.24281.241344.401372.661268.631315.73772.721503.941503.941503.94第B軸柱內(nèi)力組合層數(shù)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｜M｜max及NNmax及M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震6柱頂M25.827.572.73-2.7363.76-63.7647.3842.4645.6137.42118.41-47.36118.41-47.36N116.6932.71-1.751.75-41.0341.03199.19202.34183.42188.67106.32212.99106.32212.99柱底M-19.88-5.55-1.681.68-39.0839.08-35.68-32.66-34.19-29.15-77.9923.62-77.9923.62N135.4432.71-1.751.75-41.0341.03223.56226.71207.79213.04128.82235.49128.82235.495柱頂M18.204.885.42-5.42114.57-114.5735.8626.1036.9120.65173.71-124.17173.71-124.17N261.1964.78-6.466.46-142.88142.88430.90442.53397.88417.26166.55538.04166.55538.04柱底M-18.66-5.07-4.094.09-86.4386.43-35.54-28.18-35.72-23.45-137.7986.93-137.7986.93N279.9464.78-6.466.46-142.88142.88455.28466.91422.25441.63189.05560.54189.05560.544柱頂M18.665.077.84-7.84155.13-155.1338.9224.8141.3417.82227.10-176.24227.10-176.24N405.9296.93-14.4014.40-303.63303.63660.13686.05607.87651.07150.54939.98150.54939.98柱底M-18.66-5.07-6.416.41-126.93126.93-37.63-26.09-39.20-19.97-190.44139.58-190.44139.58N424.6796.93-14.4014.40-303.63303.63684.51710.43632.25675.45173.04962.48173.04962.483柱頂M18.665.079.77-9.77179.96-179.9640.6623.0744.2414.93259.38-208.51259.38-208.51N550.65129.08-25.1825.18-507.98507.98886.80932.13813.61889.1577.851398.6077.851398.60柱底M-18.43-5.00-9.019.01-166.12166.12-39.57-23.35-42.72-15.69-241.07190.84-241.07190.84N569.40129.08-25.1825.18-507.98507.98911.18956.50837.98913.52100.351421.10100.351421.102柱頂M19.265.2311.64-11.64196.29-196.2943.3622.4147.9913.07281.43-228.93281.43-228.93N695.30161.21-38.9638.96-749.90749.901110.641180.771014.721131.60-43.781905.96-43.781905.96柱底M-22.81-6.19-11.6411.64-196.29196.29-49.41-28.46-53.61-18.69-286.26224.09-286.26224.09N714.05161.21-38.9638.96-749.90749.901135.021205.141039.101155.98-21.281928.46-21.281928.461柱頂M9.552.5919.72-19.72289.69-289.6934.05-1.4544.71-14.45389.61-363.58389.61-363.58N840.85193.60-59.6159.61-1070.171070.171329.861437.151206.971385.80-266.042516.40-266.042516.40柱底M-4.77-1.30-24.1024.10-354.06354.06-29.8413.54-43.7228.58-466.78453.77-466.78453.77N873.04193.60-59.6159.61-1070.171070.171371.701479.001248.821427.65-227.412555.03-227.412555.03第C軸柱內(nèi)力組合層數(shù)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｜M｜max及NNmax及M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震6柱頂M-22.67-6.612.73-2.7363.76-63.76-36.93-41.84-32.32-40.5151.72-114.06-114.0651.72N106.4029.651.70-1.7039.81-39.81184.33181.27172.00166.90197.2293.7293.72197.22柱底M17.424.79-1.681.68-39.0839.0828.3231.3425.1630.20-27.0374.5874.58-27.03N125.1529.651.70-1.7039.81-39.81208.70205.64196.38191.28219.72116.22116.22219.725柱頂M-16.14-4.245.42-5.42114.57-114.57-22.46-32.22-17.30-33.56127.03-170.85-170.85127.03N243.1859.336.27-6.27138.75-138.75410.77399.49387.84369.03507.79147.04147.04507.79柱底M16.494.39-4.094.09-86.4386.4324.3431.7019.9132.18-89.94134.78134.78-89.94N261.9359.336.27-6.27138.75-138.75435.15423.86412.21393.40530.29169.54169.54530.294柱頂M-16.49-4.397.84-7.84155.13-155.13-20.97-35.08-14.29-37.81179.25-224.09-224.09179.25N380.0289.0213.95-13.95294.20-294.20640.11615.00608.42566.57891.90126.98126.98891.90柱底M16.494.39-6.416.41-126.93126.9322.2533.7916.4335.66-142.59187.43187.43-142.59N398.7789.0213.95-13.95294.20-294.20664.49639.38632.80590.95914.40149.48149.48914.403柱頂M-16.49-4.399.77-9.77179.96-179.96-19.23-36.81-11.39-40.70211.53-256.37-256.37211.53N516.86118.7124.40-24.40492.40-492.40871.94828.02833.16759.961331.5851.3451.341331.58柱底M16.304.34-9.019.01-166.12166.1219.5935.8112.2339.26-193.79238.12238.12-193.79N535.61118.7124.40-24.40492.40-492.40896.32852.40857.54784.341354.0873.8473.841354.082柱頂M-16.99-4.5311.64-11.64196.29-196.29-18.41-39.36-9.38-44.30232.07-278.28-278.28232.07N653.67148.4037.78-37.78727.14-727.141106.371038.371062.26948.921818.73-71.84-71.841818.73柱底M20.135.36-11.6411.64-196.29196.2923.7344.6814.3449.26-227.80282.55282.55-227.80N672.42148.4037.78-37.78727.14-727.141130.751062.741086.64973.301841.23-49.34-49.341841.231柱頂M-8.55-2.2819.72-19.72289.69-289.693.21-32.2816.07-43.09364.97-388.23-388.23364.97N790.48178.0857.85-57.851038.30-1038.301346.811242.681301.381127.832405.21-294.37-294.372405.21柱底M4.281.14-24.1024.10-354.06354.06-14.4228.96-29.3942.91-454.46466.10466.10-454.46N822.67178.0857.85-57.851038.30-1038.301388.661284.531343.231169.682443.84-255.74-255.742443.84第D軸柱內(nèi)力組合層數(shù)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｜M｜max及NNmax及M左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震6柱頂M28.408.281.75-1.7540.95-40.9550.9147.7648.2442.9992.28-14.1992.2850.91N100.5822.900.58-0.5813.57-13.57165.63164.58155.67153.93152.08116.80152.08165.63柱底M-20.96-5.79-0.650.65-15.1515.15-36.52-35.35-34.30-32.35-48.32-8.93-48.32-36.52N119.3322.900.58-0.5813.57-13.57190.00188.96180.04178.30174.58139.30174.58190.005柱頂M17.334.523.27-3.2769.06-69.0632.2526.3732.1822.37113.29-66.27113.2932.25N243.2446.081.96-1.9643.26-43.26387.10383.57367.54361.66375.77263.30375.77387.10柱底M-18.71-5.00-1.921.92-40.5640.56-33.55-30.09-32.45-26.69-78.1827.28-78.18-33.55N261.9946.081.96-1.9643.26-43.26411.47407.94391.91386.03398.27285.80398.27411.474柱頂M18.715.004.66-4.6692.32-92.3236.0227.6336.5622.58145.47-94.56145.47145.47N385.7769.224.27-4.2790.04-90.04609.17601.49580.59567.78621.51387.40621.51621.51柱底M-18.71-5.00-3.113.11-61.5561.55-34.62-29.02-34.24-24.91-105.4754.56-105.47-105.47N404.5269.224.27-4.2790.04-90.04633.55625.86604.96592.15644.01409.90644.01644.013柱頂M18.715.005.63-5.63103.82-103.8236.8926.7638.0221.13160.42-109.51160.42160.42N528.3092.367.37-7.37148.76-148.76831.96818.70794.82772.71882.76495.99882.76882.76柱底M-18.15-4.85-4.604.60-84.9484.94-35.01-26.73-35.59-21.79-135.1185.73-135.11-135.11N547.0592.367.37-7.37148.76-148.76856.34843.07819.20797.09905.26518.49905.26905.262柱頂M19.625.256.35-6.35107.07-107.0739.1027.6740.5421.49165.89-112.50165.89165.89N670.87115.5111.28-11.28217.42-217.421055.551035.241010.34976.501157.00591.701157.001157.00柱底M-24.50-6.55-6.356.35-107.07107.07-47.39-35.96-48.25-29.20-172.52105.86-172.52-172.52N689.62115.5111.28-11.28217.42-217.421079.921059.621034.711000.871179.50614.201179.501179.501柱頂M9.742.6011.42-11.42167.82-167.8226.846.2832.52-1.74231.41-204.92231.41231.41N813.02138.5517.46-17.46313.11-313.111280.471249.041228.591176.211465.80651.711465.801465.80柱底M-4.87-1.30-20.3020.30-298.35298.35-26.559.99-38.1522.75-394.48381.23-394.48-394.48N845.21138.5517.46-17.46313.11-313.111322.311290.881270.441218.061504.43690.341504.431504.43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：A軸:框架柱剪力表柱號(hào)層數(shù)恒載

SGK活載

SQK左風(fēng)

SWK右風(fēng)

SWK左震

SEK右震

SEK1.3SG+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A619.455.62-0.760.76-17.6617.6633.0334.4030.0532.333.7549.6749.67513.903.76-1.631.63-34.5134.5122.2425.1819.5724.46-25.9363.8063.80414.493.96-2.452.45-48.4448.4422.5726.9819.3226.67-43.2182.7482.74314.273.90-3.223.22-59.4359.4321.5027.3017.8227.48-57.7996.7296.72217.154.69-4.004.00-67.4267.4225.7332.9321.2233.22-64.25111.04111.0413.300.90-6.166.16-90.5290.520.1011.18-4.0014.47-113.18122.18122.18B6-15.23-4.37-1.471.47-34.28