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

某工程建設(shè)項目鋼筋混凝土框架結(jié)構(gòu)的整體設(shè)計目錄摘要 4第1章前言 51.1設(shè)計目的 51.2設(shè)計內(nèi)容 51.2.1建筑設(shè)計 51.2.2結(jié)構(gòu)設(shè)計 51.3設(shè)計依據(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框架線剛度計算 92.2.1框架柱線剛度計算 92.2.2框架梁線剛度計算 10第3章荷載計算 123.1恒載標準值計算 123.2活荷載標準值計算 123.3豎向荷載計算 133.3.2恒載標準值計算。 143.3.3活載計算 203.4風荷載計算 223.4.1風荷載標準值 223.4.2風荷載位移計算 243.5地震荷載標準值 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地震作用變形計算 30第4章荷載內(nèi)力分析計算 324.1恒載計算 324.1.1節(jié)點分配系數(shù) 324.1.2彎矩計算 344.1.3恒載內(nèi)力計算 344.2活載計算 384.2.1活載梁端彎矩計算 384.3雪荷載計算 424.4風荷載內(nèi)力計算 434.5地震作用內(nèi)力計算 48第5章內(nèi)力組合計算 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 696.1梁截面設(shè)計 696.1.2梁正截面設(shè)計 706.1.3斜截面設(shè)計 776.2框架柱配筋設(shè)計 816.2.1軸壓比計算 816.2.2強柱弱梁調(diào)整 816.2.3正截面配筋設(shè)計 826.2.4柱斜截面配筋設(shè)計. 916.3梁柱節(jié)點核芯區(qū)抗震驗算 94第7章混凝土樓梯設(shè)計 957.1設(shè)計資料 957.2梯段板計算 957.3平臺板計算 967.4平臺梁計算 97第8章基礎(chǔ)設(shè)計 988.1設(shè)計參數(shù) 988.2邊跨基礎(chǔ)設(shè)計 988.2.1內(nèi)力信息 988.2.2基礎(chǔ)尺寸估算 988.2.3基礎(chǔ)沖切計算 998.2.4配筋計算 1008.3中間跨基礎(chǔ)設(shè)計 1008.3.1內(nèi)力信息 1008.3.2基礎(chǔ)尺寸估算 1018.3.3基礎(chǔ)沖切計算 1028.3.4基礎(chǔ)配筋計算 103第9章現(xiàn)澆混凝土樓板設(shè)計 1049.1設(shè)計參數(shù) 1049.2配筋設(shè)計 104參考文獻 108

摘要本文的畢業(yè)設(shè)計主要進行鋼筋混凝土框架結(jié)構(gòu)的整體設(shè)計，設(shè)計主要包括建筑設(shè)計和結(jié)構(gòu)設(shè)計兩部分。建筑設(shè)計主要是根據(jù)任務(wù)書進行建筑功能、平面布置、立面造型以及詳圖設(shè)計等各部分。結(jié)構(gòu)設(shè)計，主要是選取結(jié)構(gòu)一榀框架進行設(shè)計，還需要對樓梯、基礎(chǔ)以及樓板等構(gòu)件進行構(gòu)件設(shè)計，結(jié)構(gòu)設(shè)計需要考慮安全性、經(jīng)濟性和耐久性。結(jié)構(gòu)設(shè)計方面，首先進行結(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，并計算梁、柱線剛度；根據(jù)荷載分布情況，計分別計算一榀框架承受的豎向荷載和水平荷載。再進行內(nèi)力分配，對豎向荷載采用彎矩二次分配法，對計算得來的荷載進行分配；對水平荷載，采用D值法對荷載進行分配，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)計值，按照結(jié)果對構(gòu)件進行正截面和斜截面配筋計算。然后，分別對混凝土樓梯、結(jié)構(gòu)基礎(chǔ)、各層樓板進行構(gòu)件設(shè)計。設(shè)計依據(jù)采用國家現(xiàn)行規(guī)范、標準和任務(wù)書，設(shè)計工具采用Autocad和天正等輔助設(shè)計軟件。關(guān)鍵詞：一榀框架、強柱弱梁、強剪弱彎、彎矩二次分配、D值法

前言設(shè)計目的畢業(yè)設(shè)計是教學中的重要環(huán)節(jié)，主要目的是為了培養(yǎng)學生綜合應(yīng)用所學基礎(chǔ)理論和專業(yè)知識，解決一般工程技術(shù)問題的能力，進一步提高和訓練學生的制圖水平、理論分析水平、結(jié)構(gòu)設(shè)計水平、施工方案設(shè)計水平和外文閱讀水平。通過畢業(yè)設(shè)計，使學生對一般土木工程的土建設(shè)計與施工內(nèi)容等全方面了解，熟悉相關(guān)規(guī)范、規(guī)程、標準和手冊，為今后的獨立工作打下鑒定基礎(chǔ)。畢業(yè)設(shè)計應(yīng)著重強調(diào)理論聯(lián)系實際，提高學生分析、解決工程實施問題的能力，培養(yǎng)學生踏實、細致、嚴格、認真和吃苦耐勞的工作作風。設(shè)計內(nèi)容建筑設(shè)計建筑設(shè)計是結(jié)合任務(wù)書，根據(jù)房屋建筑學、民用建筑設(shè)計通則等相關(guān)建筑規(guī)范、標準等進行方案設(shè)計、施工圖設(shè)計等，設(shè)計的開展需要借助天正、AutoCad軟件等輔助進行。結(jié)構(gòu)設(shè)計1.結(jié)構(gòu)設(shè)計1)結(jié)構(gòu)方案布置以及梁柱線剛度計算。2)荷載計算，主要包括豎向荷載以及水平荷載標準值計算。3)荷載內(nèi)力分析計算，采用彎矩二次分配法對豎向荷載、改進反彎點法(D值法)對水平荷載進行一榀框架內(nèi)力分析計算。4)根據(jù)荷載規(guī)范要求，進行內(nèi)力組合計算，主要使用彎矩調(diào)幅及荷載組合。5)對框架梁、柱進行截面設(shè)計。6)對框架梁、柱進行截面配筋設(shè)計。7)混凝土樓梯設(shè)計，主要包括梯段板、平臺板和平臺梁設(shè)計計算。8)基礎(chǔ)和樓板的設(shè)計計算。2.設(shè)計參數(shù)設(shè)計基本參數(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組場地類別2類基本風壓

(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)件名稱混凝土等級主筋等級箍筋等級框架梁C30HRB400HRB400框架柱C30HRB400HRB400樓梯C30HRB400HRB400基礎(chǔ)C30HRB400HRB400樓板C30HRB400HRB400設(shè)計依據(jù)主要設(shè)計依據(jù)：（1）《建筑結(jié)構(gòu)可靠度設(shè)計統(tǒng)一標準》GB50068-2018（2）《民用建筑設(shè)計通則》GB50352—2019（3）《建筑設(shè)計防火規(guī)范》GB50016-2014（2018)（4）《建筑地基基礎(chǔ)設(shè)計規(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)計規(guī)范》GB50011-2010（2016）（7）《混凝土結(jié)構(gòu)設(shè)計規(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)建筑功能進行梁、柱布置，選取具有代表性的一榀框架進行結(jié)構(gòu)計算。構(gòu)件截面尺寸估算1.樓板厚度混凝土設(shè)計規(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，計算板厚=4200/40=105.00mm。取板厚h=110mm；對于頂層，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按下式進行計算，按規(guī)范要求，框架梁寬度一般不小于200mm，當梁跨度較小時，一般按照經(jīng)驗進行取值；對于次梁，其跨高比可適當增大。?=以橫向框架梁邊跨AB為例，計算框架梁高度和寬度，過程如下：?=取h=500mm；b=取b=250mm。以此類推，計算各跨和縱向框架梁尺寸，匯總結(jié)果見下表:框架梁尺寸匯總表框架梁

位置跨度

（mm）計算高度

(mm)實際取值

(mm)計算寬度

(mm)實際取值

(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截面進行估算，柱受荷面積S為柱周邊板塊中線圍繞形成的面積，具體計算過程如下：S=A=上述計算中，γ為內(nèi)力放大系數(shù)，取1.2；q為單層荷載，對于框架結(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)抗震等級為2級，按照規(guī)范，限制軸壓比取值為0.75；S為計算受壓面積。本設(shè)計中，框架柱為方形柱，根據(jù)計算面積結(jié)果，即得出框架柱計算邊長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hc=500mm。下面，對一榀框架的簡圖進行繪制，底層柱計算高度應(yīng)該自基礎(chǔ)頂面算起，即底層柱計算高度=層高+室內(nèi)外高差+基礎(chǔ)頂面至室外地面的高度；其它層柱計算高度為層高，梁計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)頂標至室外地面距離為0.50m，底層計算高度為4.20+0.45+0.5=5.15m。一榀框架尺寸簡圖如下：一榀框架尺寸簡圖框架線剛度計算框架柱線剛度計算以底層柱為例，計算柱線剛度以及相對線剛度，先計算線剛度，在以首層為基礎(chǔ)，計算其他層的相對線剛度(即其它層線剛度/首層線剛度)：其它層計算方法同理，計算結(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

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框架梁線剛度計算框架梁線剛度計算公式同理，用剛度除以跨度即可，因為混凝土框架結(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剛度起到放大作用，本設(shè)計中翼緣放大系數(shù)取2.0，以中間跨為例，對梁線剛度進行計算，示例如下：其它層線剛度計算同理，結(jié)果匯總見下表：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

線剛度AB5.1250×500300002.6306001.01BC1.5250×400300001.33533001.76CD4.8250×500300002.6326001.07一榀框架計算簡圖

荷載計算恒載標準值計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3.90kN/m2活荷載標準值計算荷載規(guī)范中已對活荷載各種情況取值做出規(guī)定，標準值見下表活荷載標準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，查荷載規(guī)范6.1.1，雪荷載取值:sk=1×0.15=0.15按規(guī)范，當活荷載與雪荷載并存時，取兩者中最大值參與計算即可。豎向荷載計算根據(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；另一種為雙向板長邊梁，樓板傳遞荷載形式為梯形。對于單向板，因為板塊長寬比較大，短邊梁不承受樓板傳遞荷載；對于長邊梁，樓板傳遞荷載形式為矩形，即樓板荷載均分至兩端長梁上。針對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，具體計算方法如下：對于三角形荷載：q對于梯形荷載：q上式中，b為板塊短邊，l為板塊長邊，q為板塊均布面荷載，α為梯形荷載分布系數(shù)，取0.5b/l。恒載標準值計算。對于一榀框架梁荷載標準值進行計算，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算如下：4.墻體自重荷載計算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，當存在門窗時，尚且應(yīng)該考慮門窗的重量，本設(shè)計外縱墻計算如下：qqqG2）內(nèi)縱墻自重qqqG5.A軸柱豎向集中荷載計算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)標準層板荷載: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）標準層板荷載：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）標準層板荷載：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）標準層板荷載：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恒載作用下荷載簡圖活載計算EQ1)A~B軸間框架梁頂層:q=標準層:q=EQ2)B~C軸間框架梁頂層:q=標準層:q=EQ3)C~D軸間框架梁頂層:q=標準層:q=EQ5)A軸柱豎向集中荷載計算頂層:p=標準層:p=EQ5)B軸柱豎向集中荷載計算頂層:p=標準層:p=EQ6)C軸柱豎向集中荷載計算頂層:p=標準層:p=EQ7)D軸柱豎向集中荷載計算頂層:p=標準層:p=活載作用下荷載簡圖風荷載計算風荷載標準值主體結(jié)構(gòu)計算時，風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)點外的集中荷載等效替代為風荷載，作用在墻面風荷載計算公式如下：作用墻面的等效集中荷載計算公式如下：F=上式中，ω為風壓，h為上下層層高，L為柱網(wǎng)左右側(cè)跨度，查荷載規(guī)范，風荷載體型系數(shù)取1.3；基本風壓取0.3；風壓高度變化系數(shù)按表8.2.1進行插值計算；風振系數(shù)取1.0。以首層為例，計算風荷載標準值，風荷載作用范圍底部從室外地面算起，頂部為女兒墻頂。風荷載標準值計算時，首層計算高度為4.65m，查荷載規(guī)范表格8.2.1，風壓高度變化系數(shù)取1.22，基本風壓取0.3，風壓作用面積取樓層上下范圍的一半，過程如下：A=F=風荷載計算表層數(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風荷載內(nèi)力圖風荷載位移計算EQ采用標準組合工況進行位移計算(1).一榀框架側(cè)移剛度D側(cè)向剛度計算，根據(jù)嵌固情況，略有區(qū)別,對于底層：α對于一般層：α各樓層側(cè)向剛度匯總見下表：側(cè)向剛度計算表層數(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。地震荷載標準值本設(shè)計中，框架結(jié)構(gòu)質(zhì)量和剛度較為均勻，且層高不超過抗震規(guī)范要求。故用底部剪力法進行地震計算。重力荷載代表值第6層女兒墻線荷載第三章中已計算，根據(jù)計算知：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，對標準層重力荷載代表值進行計算：GGG底層：GGG按照計算結(jié)果，繪出一榀框架層間質(zhì)點圖：重力荷載代表值質(zhì)點圖框架自振周期根據(jù)抗震設(shè)計規(guī)范，框架結(jié)構(gòu)自振周期采用頂點位移法進行計算，框架整體地震作用采用底部剪力法進行計算，公式如下：△框架假想位移計算表層號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)計規(guī)范，框架結(jié)構(gòu)計算自振周期應(yīng)考慮隔墻折減，系數(shù)α0取0.65?；咀哉裰芷谟嬎闳缦率剑核降卣鹱饔靡罁?jù)抗震設(shè)計規(guī)范，本工程設(shè)防烈度為8度，查任務(wù)書，屬于2類場地，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準值：由于T1=0.47≤1.4Tg=0.63.故無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)點水平地震作用計算公式：對各層地震剪力進行計算，如下：樓層地震剪力計算表層號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圖地震作用變形計算地震作用屬于水平作用，采用側(cè)向剛度計算層間位移，計算如下：結(jié)構(gòu)層間位移表層號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)力分析計算恒載計算節(jié)點分配系數(shù)為便于計算，將一榀框架節(jié)點編號如下：一榀框架節(jié)點圖彎矩二次分配法中彎矩分配是按照節(jié)點連接處桿件線剛度大小進行分配，因此，需要先行計算節(jié)點分配系數(shù)，某桿件的分配系數(shù)即為桿件線剛度占該節(jié)點處所有桿件線剛度的比例，以1號節(jié)點為例，求1號節(jié)點處分配系數(shù)：μμ同理，計算其他節(jié)點處彎矩分配系數(shù)，結(jié)果繪圖如下：彎矩分配系數(shù)圖彎矩計算框架梁的固端彎矩計算公式如下：M以頂層為例，按上式計算梁固端彎矩：MMM其它層計算同理，得出各層固端彎矩見下表：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)力計算根據(jù)前面計算固端彎矩，使用Excel表進行彎矩二次分配計算，過程如下：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算方式如下：VV計算結(jié)果見下圖：恒載作用下剪力圖一榀框架軸力計算公式：N上式中，P為傳至柱上的集中力，V為柱節(jié)點兩側(cè)的剪力差，且考慮柱自重，結(jié)果見下圖恒載作用下軸力圖活載計算活載梁端彎矩計算活載計算方法同恒載，計算結(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算公式：VV計算結(jié)果如下：活載作用下剪力圖軸力計算公式：N活載作用下軸力圖雪荷載計算根據(jù)荷載設(shè)計規(guī)范及建設(shè)地點，雪荷載標準值Sk=0.15kN/mm2雪荷載為活荷載，僅作用于屋面即頂層，梁端彎矩計算如下：MMM風荷載內(nèi)力計算風荷載內(nèi)力計算采用D值法（改進的反彎點法），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)進行分配，即：一榀框架各層柱反彎點計算如下：第A軸柱反彎點計算表層號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軸柱反彎點計算表層號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軸柱反彎點計算表層號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軸柱反彎點計算表層號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對梁、柱彎矩進行計算，計算過程見下表MM中柱：MM邊柱：M第A軸梁柱節(jié)點彎矩（風荷載）：層號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)點彎矩（風荷載）：層號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)點彎矩（風荷載）：層號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)點彎矩（風荷載）：層號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，梁端剪力可通過梁端彎矩進行求解，公式如下：VM為梁端彎矩，L為框架梁跨度。風荷載作用下剪力圖風荷載作用下軸力圖地震作用內(nèi)力計算地震作用為水平方向作用，采用D值法進行計算，計算方式同風荷載，彎矩計算結(jié)果如下：第A軸地震作用內(nèi)力計算表層號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)力計算表層號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)力計算表層號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)力計算表層號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圖地震荷載作用下剪力簡圖地震荷載作用下軸力簡圖

內(nèi)力組合計算根據(jù)2019年4月1日執(zhí)行的可靠度統(tǒng)一標準以及荷載設(shè)計規(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)計規(guī)范，對一榀框架豎向荷載進行彎矩調(diào)幅，調(diào)幅系數(shù)β取0.9，計算公式如下：梁兩端調(diào)幅公式：M跨中彎矩不小于同荷載條件下簡支梁跨中彎矩的一半。對一榀框架進行調(diào)幅后，結(jié)果見下表：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

SW左右風

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左風右風左風右風左震右震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

SW左右風

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左風右風左風右風左震右震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

SW左右風

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左風右風左風右風左震右震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

SW左右風

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左風右風左風右風左震右震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)彎矩計算剪力使用下面公式：V以A軸底層為例，計算一榀框架柱剪力，并進行匯總：A軸:框架柱剪力表柱號層數(shù)恒載

SGK活載

SQK左風

SWK右風

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)計值左風右風左風右風左震右震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