【某工程鋼筋混凝土框架結(jié)構(gòu)的整體設(shè)計計算（論文）19000字】

某工程鋼筋混凝土框架結(jié)構(gòu)的整體設(shè)計計算摘要 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 5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 193.4風(fēng)荷載計算 213.4.1風(fēng)荷載標準值 213.4.2風(fēng)荷載位移計算 233.5地震荷載標準值 243.5.1重力荷載代表值 243.5.2框架自振周期 273.5.3水平地震作用 283.5.4地震作用變形計算 29第4章荷載內(nèi)力分析計算 304.1恒載計算 304.1.1節(jié)點分配系數(shù) 304.1.2彎矩計算 314.1.3恒載內(nèi)力計算 324.2活載計算 364.2.1活載梁端彎矩計算 364.3雪荷載計算 404.4風(fēng)荷載內(nèi)力計算 414.5地震作用內(nèi)力計算 45第5章內(nèi)力組合計算 505.1塑性彎矩調(diào)幅 505.2柱內(nèi)力組合 545.3梁內(nèi)力組合 60第6章截面設(shè)計 646.1梁截面設(shè)計 646.1.2梁正截面設(shè)計 646.1.3斜截面設(shè)計 716.2框架柱配筋設(shè)計 756.2.1軸壓比計算 756.2.2強柱弱梁調(diào)整 756.2.3正截面配筋設(shè)計 766.2.4柱斜截面配筋設(shè)計. 836.3梁柱節(jié)點核芯區(qū)抗震驗算 85第7章基礎(chǔ)設(shè)計 867.1設(shè)計參數(shù) 867.2邊跨基礎(chǔ)設(shè)計 867.2.1內(nèi)力信息 867.2.2基礎(chǔ)尺寸估算 867.2.3基礎(chǔ)沖切計算 877.2.4配筋計算 887.3中間跨基礎(chǔ)設(shè)計 897.3.1內(nèi)力信息 897.3.2基礎(chǔ)尺寸估算 897.3.3基礎(chǔ)沖切計算 907.3.4基礎(chǔ)配筋計算 91參考文獻 94

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)計的目的是為了將大學(xué)期間學(xué)到的專業(yè)技術(shù)知識進行融匯，系統(tǒng)性總結(jié)，提升學(xué)生綜合能力，為后續(xù)工作中開展實際工程設(shè)計奠定基礎(chǔ)。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(xué)、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7度地震加速度0.1g地震分組第1組場地類別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)件名稱混凝土等級主筋等級箍筋等級框架梁C35HRB400HRB400框架柱C35HRB400HRB400樓梯C30HRB400HRB400基礎(chǔ)C35HRB400HRB400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3600mm，計算板厚=3600/40=90.00mm。取板厚h=100mm；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=600mm；b=取b=300mm。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)AB7200480-900600200-300300300×600BC3000200-375500167-250300300×500CD7200480-900600200-300300300×600縱向梁7200480-900600200-300300300×600次梁7200480-900600200-300300300×6004）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3級，按照規(guī)范，限制軸壓比取值為0.85；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=449.19mm，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3.60+0.45+0.5=4.55m。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14.55500×50031500.000955.2136058123.30500×50031500.000955.21497161.3833.30500×50031500.000955.21497161.3843.30500×50031500.000955.21497161.3853.30500×50031500.000955.21497161.38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AB7.2300×600315005.4473001.31BC3300×500315003.13656001.82CD7.2300×600315005.4473001.31一榀框架計算簡圖

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100252.50kN/m2水泥砂漿粉底15200.30kN/m2合計3.65kN/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(不上人)0.50kN/m2普通樓面2.00kN/m2走廊2.50kN/m2根據(jù)建設(shè)地點，查荷載規(guī)范6.1.1，雪荷載取值:sk=1×0.45=0.45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q框架梁線荷載=3.792+18.949=22.7412)樓面層qq框架梁線荷載=3.95+11.703+6.37+1.84=23.8632.B~C軸梁荷載計算1)屋面層q框架梁線荷載=3.002+11.081=14.0832)樓面層q框架梁線荷載=3.16+6.844=10.0043.C~D軸梁荷載計算1)屋面層q框架梁線荷載=3.792+18.949=22.7412)樓面層qq框架梁線荷載=3.95+11.703+6.37+1.84=23.863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：qqqGEQ2）內(nèi)縱墻自重q門=2.20×2.10qqGEQ5)A軸柱豎向集中荷載計算EQ1)頂層pppEQA軸柱集中荷載=30.53+36.18+116.08+1.93=184.72kN2)標準層ppEQ外縱墻自重計算：p4=51.22kNEQA軸柱集中荷載=51.22+37.69+71.7+2.01=162.62kNEQ6.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=178.74+39.74+1.8=220.28kN2）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根據(jù)框架平面布置，對于本設(shè)計一榀框架，其為左右對稱形式，故C軸與B軸柱集中荷載是一樣的，計算過程如上，結(jié)果相同。EQ8.D軸柱豎向集中荷載計算本設(shè)計一榀框架，其為左右對稱形式，及結(jié)果亦對稱，同上。恒載作用下荷載簡圖活載計算EQ1)A~B軸間框架梁頂層:q=2×標準層:q=2×EQ2)B~C軸間框架梁頂層:q=2×標準層:q=2×EQ3)C~D軸間框架梁頂層:q=2×標準層:q=2×EQ5)A軸柱豎向集中荷載計算頂層:p=2×標準層:p=2×5)B軸、C軸集中荷載計算，根據(jù)平面布置，本設(shè)計中一榀框架為中心對稱形式，因此計算過程及結(jié)果相同：頂層:p=標準層:p=EQ7)D軸柱豎向集中荷載計算根據(jù)平面布置，本設(shè)計中一榀框架為中心對稱形式，故D軸荷載與A軸相同?；钶d作用下荷載簡圖風(fēng)荷載計算風(fēng)荷載標準值風(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(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，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進行插值計算；風(fēng)振系數(shù)取1.0。以首層為例，計算風(fēng)荷載標準值，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4.05m，每層作用范圍為上下一半，過程如下：A=F=風(fēng)荷載計算表層數(shù)z(m)μsβzμzω0(kN/m2)A(m2)F(kN)517.251.301.000.690.4518.367.41413.951.301.000.650.4523.769.03310.651.301.000.650.4523.769.0327.351.301.000.650.4523.769.0314.051.301.000.650.4526.4610.06風(fēng)荷載內(nèi)力圖風(fēng)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)KAαAKBαBKCαCKDαD11.310.5473.130.7083.130.7081.310.54720.950.3222.270.5322.270.5320.950.32230.950.3222.270.5322.270.5320.950.32240.950.3222.270.5322.270.5320.950.32250.950.3222.270.5322.270.5320.950.322一榀框架側(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11433147981479811433524602層17640291452914517640935703層17640291452914517640935704層17640291452914517640935705層1764029145291451764093570一榀框架水平位移表樓層Fk.(kN)Vj(kN)∑D(kN/m)△uj(m)△uj/h57.417.41935700.000100.0000349.0316.44935700.000200.0000639.0325.47935700.000300.0000929.0334.50935700.000400.00012110.0644.56524600.000800.00018根據(jù)上述計算結(jié)果，可知，層間位移角最大為0.00018,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5層女兒墻線荷載第三章中已計算，根據(jù)計算知：GEQ樓板自重：G板=17.4×5.91×1×7.2=740.4048kNEQ梁自重：G框架梁=0.02×20+0.3×25GGEQ隔墻自重：G墻=40.94+51.22+EQ框架柱自重：G柱=25×4×0.5GEQ第5層重力荷載代表值：GEQ同理，對標準層重力荷載代表值進行計算：GGGGG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)點圖框架自振周期按規(guī)范和教材，采取底部剪力法方式計算地震作用力：△框架假想位移計算表層號Gi(kN)∑Gi(kN)Di△μi(m)μi(m)512531253935700.01340.2477412032456935700.02630.2343312033660935700.03910.2080212034863935700.05200.1689112696132524600.11690.1169考慮隔墻影響的折減α0取值0.65。計算自振周期：水平地震作用結(jié)合任務(wù)書和抗震規(guī)范，設(shè)防烈度為7度，2類場地，第1組，查抗規(guī)：EQ總水平地震剪力作用標準值：EQ由于T1=0.55>1.4Tg=0.49.故應(yīng)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)點水平地震作用計算公式：EQ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)53.3017.751253222410.32680.19111.8443.3014.451203173830.25562.72174.5633.3011.151203134130.19748.46223.0223.307.85120394440.13833.94256.9614.554.55126957740.08520.91277.87地震荷載作用下水平力簡圖地震作用變形計算EQ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/hi5111.84935700.00123.300.00044174.56935700.00193.300.00063223.02935700.00243.300.00072256.96935700.00273.300.00081277.87524600.00534.550.0012

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CD5-98.241-10.562-98.2414-103.088-7.503-103.0883-103.088-7.503-103.0882-103.088-7.503-103.0881-103.088-7.503-103.088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5層-6.912-0.705-6.912第4層-27.734-3.510-27.734第3層-27.734-3.510-27.734第2層-27.734-3.510-27.734第1層-27.73-3.51-27.73EQ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EQ根據(jù)荷載設(shè)計規(guī)范及建設(shè)地點，雪荷載標準值Sk=0.45kN/mm2EQ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(fēng)荷載內(nèi)力計算風(fēng)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)53.300.950.350.000.000.000.351.1643.300.950.400.000.000.000.401.3233.300.950.450.000.000.000.451.4923.300.950.500.000.000.000.501.6514.551.310.620.000.000.000.622.82第B軸柱反彎點計算表層號h(m)Ky0y1y2y3yyh(m)53.302.270.410.000.000.000.411.3543.302.270.450.000.000.000.451.4933.302.270.500.000.000.000.501.6523.302.270.500.000.000.000.501.6514.553.130.550.000.000.000.552.50第C軸柱反彎點計算表層號h(m)Ky0y1y2y3yyh(m)53.302.270.410.000.000.000.411.3543.302.270.450.000.000.000.451.4933.302.270.500.000.000.000.501.6523.302.270.500.000.000.000.501.6514.553.130.550.000.000.000.552.50第D軸柱反彎點計算表層號h(m)Ky0y1y2y3yyh(m)53.300.950.350.000.000.000.351.1643.300.950.400.000.000.000.401.3233.300.950.450.000.000.000.451.4923.300.950.500.000.000.000.501.6514.551.310.620.000.000.000.622.82EQ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(fēng)荷載）：層號Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)57.4117640935700.191.411.163.021.633.02416.4417640935700.193.121.326.184.127.81325.4717640935700.194.841.498.787.1912.90234.5017640935700.196.561.6510.8210.8218.01144.5611433524600.229.802.8216.9427.6527.76第B軸梁柱節(jié)點彎矩（風(fēng)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)57.4129145935700.312.301.354.483.111.882.60416.4429145935700.315.101.499.267.575.187.19325.4729145935700.317.901.6513.0413.048.6311.98234.5029145935700.3110.701.6517.6617.6612.8617.84144.5614798524600.2812.482.5025.5531.2318.1025.11第C軸梁柱節(jié)點彎矩（風(fēng)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)57.4129145935700.312.301.354.483.112.601.88416.4429145935700.315.101.499.267.577.195.18325.4729145935700.317.901.6513.0413.0411.988.63234.5029145935700.3110.701.6517.6617.6617.8412.86144.5614798524600.2812.482.5025.5531.2325.1118.10第D軸梁柱節(jié)點彎矩（風(fēng)荷載）：層號Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb總

(kN.m)57.4117640935700.191.411.163.021.633.02416.4417640935700.193.121.326.184.127.81325.4717640935700.194.841.498.787.1912.90234.5017640935700.196.561.6510.8210.8218.01144.5611433524600.229.802.8216.9427.6527.76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(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(fēng)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)5111.8417640935700.1921.250.3545.5824.5445.584174.5617640935700.1933.170.4065.6843.7890.223223.0217640935700.1942.370.4576.9062.92120.682256.9617640935700.1948.820.5080.5580.55143.471277.8711433524600.2261.130.62105.69172.45186.24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)5111.8429145935700.3134.670.4167.5046.9128.2839.224174.5629145935700.3154.110.4598.2180.3560.8084.323223.0229145935700.3169.140.50114.08114.0881.46112.972256.9629145935700.3179.660.50131.44131.44102.86142.661277.8714798524600.2877.800.55159.30194.69121.81168.93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)5111.8429145935700.3134.670.4167.5046.9139.2228.284174.5629145935700.3154.110.4598.2180.3584.3260.803223.0229145935700.3169.140.50114.08114.08112.9781.462256.9629145935700.3179.660.50131.44131.44142.66102.861277.8714798524600.2877.800.55159.30194.69168.93121.81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)5111.8417640935700.1921.250.3545.5824.5445.584174.5617640935700.1933.170.4065.6843.7890.223223.0217640935700.1942.370.4576.9062.92120.682256.9617640935700.1948.820.5080.5580.55143.471277.8711433524600.2261.130.62105.69172.45186.24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5AB-65.3670.77-87.830.9073.68-58.8278.43-79.05BC-40.50-24.66-40.500.907.92-36.457.92-36.45CD-87.8370.77-65.360.9073.68-79.0578.43-58.824AB-90.8460.78-96.860.9077.32-81.7677.32-87.17BC-24.36-13.11-24.360.905.63-21.925.63-21.92CD-96.8660.78-90.840.9077.32-87.1777.32-81.763AB-88.3762.27-96.360.9077.32-79.5377.32-86.72BC-25.05-13.80-25.050.905.63-22.555.63-22.55CD-96.3662.27-88.370.9077.32-86.7277.32-79.532AB-88.9561.89-96.530.9077.32-80.0577.32-86.88BC-24.82-13.57-24.820.905.63-22.345.63-22.34CD-96.5361.89-88.950.9077.32-86.8877.32-80.051AB-80.0368.02-93.190.9077.32-72.0377.32-83.87BC-30.83-19.58-30.830.905.63-27.755.63-27.75CD-93.1968.02-80.030.9077.32-83.8777.32-72.03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-6.303.84-6.760.905.18-5.675.18-6.08BC-2.00-0.94-2.000.900.53-1.800.53-1.80CD-6.763.84-6.300.905.18-6.085.18-5.67AB-22.7217.34-25.810.9020.80-20.4520.80-23.23BC-8.62-3.36-8.620.902.63-7.762.63-7.76CD-25.8117.34-22.720.9020.80-23.2320.80-20.45AB-23.6616.66-26.230.9020.80-21.2920.80-23.61BC-8.04-2.78-8.040.902.63-7.242.63-7.24CD-26.2316.66-23.660.9020.80-23.6120.80-21.29AB-23.8216.56-26.270.9020.80-21.4420.80-23.64BC-7.98-2.72-7.980.902.63-7.182.63-7.18CD-26.2716.56-23.820.9020.80-23.6420.80-21.44AB-21.4218.17-25.440.9020.80-19.2820.80-22.90BC-9.52-4.26-9.520.902.63-8.572.63-8.57CD-25.4418.17-21.420.9020.80-22.9020.80-19.28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5柱頂M-65.36-6.303.02-3.0245.58-45.58-91.70-97.14-87.05-96.11-22.96-141.47-141.47-97.14N263.4715.52-0.680.68-10.2610.26365.18366.40357.79359.83312.14338.81338.81366.40柱底M49.269.89-1.631.63-24.5424.5477.4180.3471.9876.8733.1496.9596.9580.34N284.1015.52-0.680.68-10.2610.26392.00393.22384.61386.65336.89363.57363.57393.224柱頂M-41.58-12.826.18-6.1865.68-65.68-67.72-78.85-58.25-76.7927.80-142.97-142.97-78.85N531.7977.48-2.482.48-31.2431.24805.31809.78768.96776.40644.02725.25725.25809.78柱底M44.1911.83-4.124.12-43.7843.7871.4878.9063.6976.053.21117.04117.0478.90N552.4177.48-2.482.48-31.2431.24832.12836.58795.77803.21668.77749.99749.99836.583柱頂M-44.19-11.838.78-8.7876.90-76.90-67.29-83.09-56.70-83.0439.84-160.10-160.10-83.09N799.83139.52-5.475.47-59.3159.311244.141253.981178.071194.48966.411120.611120.611253.98柱底M43.5711.67-7.197.19-62.9262.9267.6780.6258.1179.68-22.51141.08141.0880.62N820.46139.52-5.475.47-59.3159.311270.961280.801204.891221.30991.161145.371145.371280.802柱頂M-45.38-12.1510.82-10.8280.55-80.55-67.48-86.96-55.52-87.9842.97-166.46-166.46-86.96N1067.93201.57-9.769.76-93.5293.521681.881699.451585.321614.601280.881524.031524.031699.45柱底M53.7514.39-10.8210.82-80.5580.5581.72101.2068.75101.21-31.58177.85177.85101.20N1088.56201.57-9.769.76-93.5293.521708.701726.271612.141641.421305.641548.791548.791726.271柱頂M-26.28-7.0216.94-16.94105.69-105.69-29.45-59.94-16.13-66.95101.65-173.15-173.15-59.94N1335.26263.40-16.1316.13-136.30136.302116.422145.461988.212036.601583.161937.541937.542145.46柱底M13.143.51-27.6527.65-172.45172.45-2.5447.23-20.7162.24-206.31242.06242.0647.23N1363.70263.40-16.1316.13-136.30136.302153.392182.432025.182073.571617.291971.671971.672182.43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5柱頂M47.334.774.48-4.4867.50-67.5072.7264.6573.2659.82147.41-28.09147.4164.65N326.3922.35-1.051.05-15.8915.89456.89458.78446.20449.35384.42425.74384.42458.78柱底M-37.37-7.65-3.113.11-46.9146.91-62.85-57.26-61.28-51.95-110.4211.55-110.42-57.26N347.0222.35-1.051.05-15.8915.89483.71485.60473.02476.17409.18450.49409.18485.604柱頂M35.139.549.26-9.2698.21-98.2168.3151.6569.5841.80175.55-79.79175.5551.65N643.43118.69-4.044.04-51.1251.121010.861018.13955.02967.14776.87909.79776.871018.13柱底M-35.66-9.10-7.577.57-80.3580.35-66.82-53.20-67.27-44.56-152.7156.20-152.71-53.20N664.05118.69-4.044.04-51.1251.121037.661044.94981.83993.95801.62934.53801.621044.943柱頂M35.669.1013.04-13.04114.08-114.0871.7448.2775.4736.35196.56-100.05196.5648.27N960.74214.96-9.049.04-98.3698.361563.271579.541461.111488.231154.001409.731154.001579.54柱底M-35.48-9.05-13.0413.04-114.08114.08-71.43-47.96-75.19-36.07-196.31100.30-196.31-47.96N981.36214.96-9.049.04-98.3698.361590.071606.341487.921515.041178.741434.481178.741606.342柱頂M36.249.2517.66-17.66131.44-131.4476.8845.0983.3130.33219.91-121.83219.9145.09N1277.99311.21-16.6416.64-159.26159.262113.232143.181963.202013.121513.281927.351513.282143.18柱底M-40.80-10.41-17.6617.66-131.44131.44-84.55-52.76-90.46-37.48-226.08115.67-226.08-52.76N1298.61311.21-16.6416.64-159.26159.262140.032169.981990.002039.921538.021952.101538.022169.981柱頂M21.445.4925.55-25.55159.30-159.3059.1013.1171.96-4.69236.11-178.07236.1113.11N1596.01407.68-27.0127.01-229.10229.102662.022710.642462.362543.391861.992457.651861.992710.64柱底M-10.72-2.74-31.2331.23-194.69194.69-46.1510.06-63.6630.03-267.61238.59-267.6110.06N1624.45407.68-27.0127.01-229.10229.102699.002747.612499.332580.361896.122491.781896.122747.61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5柱頂M-47.33-4.774.48-4.4867.50-67.50-64.65-72.72-59.82-73.2628.09-147.41-147.41-64.65N326.3922.351.05-1.0515.89-15.89458.78456.89449.35446.20425.74384.42384.42458.78柱底M37.377.65-3.113.11-46.9146.9157.2662.8551.9561.28-11.55110.42110.4257.26N347.0222.351.05-1.0515.89-15.89485.60483.71476.17473.02450.49409.18409.18485.604柱頂M-35.13-9.549.26-9.2698.21-98.21-51.65-68.31-41.80-69.5879.79-175.55-175.55-51.65N643.43118.694.04-4.0451.12-51.121018.131010.86967.14955.02909.79776.87776.871018.13柱底M35.669.10-7.577.57-80.3580.3553.2066.8244.5667.27-56.20152.71152.7153.20N664.05118.694.04-4.0451.12-51.121044.941037.66993.95981.83934.53801.62801.621044.943柱頂M-35.66-9.1013.04-13.04114.08-114.08-48.27-71.74-36.35-75.47100.05-196.56-196.56-48.27N960.74214.969.04-9.0498.36-98.361579.541563.271488.231461.111409.731154.001154.001579.54柱底M35.489.05-13.0413.04-114.08114.0847.9671.4336.0775.19-100.30196.31196.3147.96N981.36214.969.04-9.0498.36-98.361606.341590.071515.041487.921434.481178.741178.741606.342柱頂M-36.24-9.2517.66-17.66131.44-131.44-45.09-76.88-30.33-83.31121.83-219.91-219.91-45.09N1277.99311.2116.64-16.64159.26-159.262143.182113.232013.121963.201927.351513.281513.282143.18柱底M40.8010.41-17.6617.66-131.44131.4452.7684.5537.4890.46-115.67226.08226.0852.76N1298.61311.2116.64-16.64159.26-159.262169.982140.032039.921990.001952.101538.021538.022169.981柱頂M-21.44-5.4925.55-25.55159.30-159.30-13.11-59.104.69-71.96178.07-236.11-236.11-13.11N1596.01407.6827.01-27.01229.10-229.102710.642662.022543.392462.362457.651861.991861.992710.64柱底M10.722.74-31.2331.23-194.69194.69-10.0646.15-30.0363.66-238.59267.61267.61-10.06N1624.45407.6827.01-27.01229.10-229.102747.612699.002580.362499.332491.781896.121896.122747.61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5柱頂M65.366.303.02-3.0245.58-45.5897.1491.7096.1187.05141.4722.96141.4797.14N263.4715.520.68-0.6810.26-10.26366.40365.18359.83357.79338.81312.14338.81366.40柱底M-49.26-9.89-1.631.63-24.5424.54-80.34-77.41-76.87-71.98-96.95-33.14-96.95-80.34N284.1015.520.68-0.6810.26-10.26393.22392.00386.65384.61363.57336.89363.57393.224柱頂M41.5812.826.18-6.1865.68-65.6878.8567.7276.7958.25142.97-27.80142.9778.85N531.7977.482.48-2.4831.24-31.24809.78805.31776.40768.96725.25644.02725.25809.78柱底M-44.19-11.83-4.124.12-43.7843.78-78.90-71.48-76.05-63.69-117.04-3.21-117.04-78.90N552.4177.482.48-2.4831.24-31.24836.58832.12803.21795.77749.99668.77749.99836.583柱頂M44.1911.838.78-8.7876.90-76.9083.0967.2983.0456.70160.10-39.84160.1083.09N799.83139.525.47-5.4759.31-59.311253.981244.141194.481178.071120.61966.411120.611253.98柱底M-43.57-11.67-7.197.19-62.9262.92-80.62-67.67-79.68-58.11-141.0822.51-141.08-80.62N820.46139.525.47-5.4759.31-59.311280.801270.961221.301204.891145.37991.161145.371280.802柱頂M45.3812.1510.82-10.8280.55-80.5586.9667.4887.9855.52166.46-42.97166.4686.96N1067.93201.579.76-9.7693.52-93.521699.451681.881614.601585.321524.031280.881524.031699.45柱底M-53.75-14.39-10.8210.82-80.5580.55-101.20-81.72-101.21-68.75-177.8531.58-177.85-101.20N1088.56201.579.76-9.7693.52-93.521726.271708.701641.421612.141548.791305.641548.791726.271柱頂M26.287.0216.94-16.94105.69-105.6959.9429.4566.9516.13173.15-101.65173.1559.94N1335.26263.4016.13-16.13136.30-136.302145.462116.422036.601988.211937.541583.161937.542145.46柱底M-13.14-3.51-27.6527.65-172.45172.45-47.232.54-62.2420.71-242.06206.31-242.06-47.23N1363.70263.4016.13-16.13136.30-136.302182.432153.392073.572025.181971.671617.291971.672182.43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(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)計值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震A534.734.91-1.411.41-21.2521.2551.2453.7848.1952.4217.0072.2572.25425.997.47-3.123.12-33.1733.1742.1847.8036.9546.31-7.4578.7978.79326.597.12-4.844.84-42.3742.3740.8949.6034.7849.30-18.9091.2691.26230.048.04-6.566.56-48.8248.8245.2157.0237.6557.33-22.59104.34104.3418.662.31-9.809.80-61.1361.135.9023.54-1.0228.38-67.6991.2591.25B5-25.67-3.76-2.302.30-34.6734.67-41.08-36.94-40.77-33.87-78.1312.01-78.134-21.45-5.65-5.105.10-54.1154.11-40.95-31.77-41.47-26.17-99.4741.21-99.473-21.56-5.50-7.907.90-69.1469.14-43.39-29.17-45.65-21.95-119.0560.71-119.052-23.35-5.96-10.7010.70-79.6679.66-48.93-29.67-52.66-20.56-135.1571.96-135.151-7.07-1.81-12.4812.48-77.8077.80-23.14-0.67-29.817.63-110.7191.57-110.71C525.673.76-2.302.30-34.6734.6736.9441.0833.8740.77-12.0178.1378.13421.455.65-5.105.10-54.1154.1131.7740.9526.1741.47-41.2199.4799.47321.565.50-7.907.90-69.1469.1429.1743.3921.9545.65-60.71119.05119.05223.355.96-10.7010.70-79.6679.6629.6748.9320.5652.66-71.96135.15135.1517.071.81-12.4812.48-77.8077.800.6723.14-7.6329.81-91.57110.71110.71D5-34.73-4.91-1.411.41-21.2521.25-53.78-51.24-52.42-48.19-72.25-17.00-72.254-25.99-7.47-3.123.12-33.1733.17-47.80-42.18-46.31-36.95-78.797.45-78.793-26.59-7.12-4.844.84-42.3742.37-49.60-40.89-49.30-34.78-91.2618.90-91.262-30.04-8.04-6.566.56-48.8248.82-57.02-45.21-57.33-37.65-104.3422.59-104.341-8.66-2.31-9.809.80-61.1361.13-23.54-5.90-28.381.02-91.2567.69-91.25梁內(nèi)力組合按照荷載規(guī)范，對框架梁的內(nèi)力進行組合，組合過程以及設(shè)計值見下表：第5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)計值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB左端M-58.82-5.673.02-3.0245.58-45.58-82.25-87.69-77.89-86.95-14.73-133.24-133.24V78.755.70-0.680.68-10.2610.26110.31111.54107.34109.3884.58111.26111.26右端M-79.05-6.08-1.881.88-28.2828.28-113.58-110.19-111.97-106.33-135.27-61.74-135.27V-84.99-5.82-0.680.68-10.2610.26-119.83-118.60-117.62-115.58-118.82-92.14-118.82BC左端M-36.45-1.802.60-2.6039.22-39.22-47.75-52.43-45.38-53.186.17-95.81-95.81V21.121.41-1.731.73-26.1526.1528.0131.1326.3431.53-7.8060.1960.19右端M-36.45-1.80-2.602.60-39.2239.22-52.43-47.75-53.18-45.38-95.816.17-95.81V-21.12-1.41-1.731.73-26.1526.15-31.13-28.01-31.53-26.34-60.197.80-60.19CD左端M-79.05-6.081.88-1.8828.28-28.28-110.19-113.58-106.33-111.97-61.74-135.27-135.27V84.995.82-0.680.68-10.2610.26118.60119.83115.58117.6292.14118.82118.82右端M-58.82-5.67-3.023.02-45.5845.58-87.69-82.25-86.95-77.89-133.24-14.73-133.24V-78.75-5.70-0.680.68-10.2610.26-111.54-110.31-109.38-107.34-111.26-84.58-111.26AB跨中M78.435.180.000.000.000.00109.73109.73107.40107.4081.0281.02109.73BCM7.920.530.000.000.000.0011.0911.0910.8510.858.198.1911.09CDM78.435.180.000.000.000.00109.73109.73107.40107.4081.0281.02109.73第4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)計值左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震AB左端M-81.76-20.457.81-7.8190.22-90.22-129.93-143.99-116.05-139.486.90-227.67-227.67V85.0722.68-1.801.80-20.9820.98142.99146.23131.70137.1088.42142.97142.97右端M-87.17-23.23-5.185.18-60.8060.80-152.83-143.50-145.48-129.94-197.58-39.50-197.58V-86.74-23.54-1.801.80-20.9820.98-149.69-146.45-140.18-134.78-145.49-90.94-145.49BC左端M-21.92-7.767.19-7.1984