【某工程鋼筋混凝土框架結構的整體設計計算（論文）19000字】

某工程鋼筋混凝土框架結構的整體設計計算摘要 4第1章前言 51.1設計目的 51.2設計內容 51.2.1建筑設計 51.2.2結構設計 5第2章結構布置 72.1結構方案與布置 72.1.1結構類型選擇 72.1.2構件截面尺寸估算 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風荷載計算 213.4.1風荷載標準值 213.4.2風荷載位移計算 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章荷載內力分析計算 304.1恒載計算 304.1.1節(jié)點分配系數 304.1.2彎矩計算 314.1.3恒載內力計算 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風荷載內力計算 414.5地震作用內力計算 45第5章內力組合計算 505.1塑性彎矩調幅 505.2柱內力組合 545.3梁內力組合 60第6章截面設計 646.1梁截面設計 646.1.2梁正截面設計 646.1.3斜截面設計 716.2框架柱配筋設計 756.2.1軸壓比計算 756.2.2強柱弱梁調整 756.2.3正截面配筋設計 766.2.4柱斜截面配筋設計. 836.3梁柱節(jié)點核芯區(qū)抗震驗算 85第7章基礎設計 867.1設計參數 867.2邊跨基礎設計 867.2.1內力信息 867.2.2基礎尺寸估算 867.2.3基礎沖切計算 877.2.4配筋計算 887.3中間跨基礎設計 897.3.1內力信息 897.3.2基礎尺寸估算 897.3.3基礎沖切計算 907.3.4基礎配筋計算 91參考文獻 94

摘要本文的畢業(yè)設計主要進行鋼筋混凝土框架結構的整體設計，設計主要包括建筑設計和結構設計兩部分。建筑設計主要是根據任務書進行建筑功能、平面布置、立面造型以及詳圖設計等各部分。結構設計，主要是選取結構一榀框架進行設計，還需要對樓梯、基礎以及樓板等構件進行構件設計，結構設計需要考慮安全性、經濟性和耐久性。結構設計方面，首先進行結構方案與布置，選取結構類型和布置形式，估算結構構件尺寸，并計算梁、柱線剛度；根據荷載分布情況，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力。按規(guī)范組合各內力，得出最不利值即設計值，按照結果對構件進行正截面和斜截面配筋計算。然后，分別對混凝土樓梯、結構基礎、各層樓板進行構件設計。設計依據采用國家現行規(guī)范、標準和任務書，設計工具采用Autocad和天正等輔助設計軟件。關鍵詞：一榀框架、強柱弱梁、強剪弱彎、彎矩二次分配、D值法

前言設計目的畢業(yè)設計的目的是為了將大學期間學到的專業(yè)技術知識進行融匯，系統(tǒng)性總結，提升學生綜合能力，為后續(xù)工作中開展實際工程設計奠定基礎。設計內容建筑設計建筑設計是結合任務書，根據房屋建筑學、民用建筑設計通則等相關建筑規(guī)范、標準等進行方案設計、施工圖設計等，設計的開展需要借助天正、AutoCad軟件等輔助進行。結構設計1.結構設計1)結構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力分析計算。4)根據荷載規(guī)范要求，進行內力組合計算，主要使用彎矩調幅及荷載組合。5)對框架梁、柱進行截面設計。6)對框架梁、柱進行截面配筋設計。7)混凝土樓梯設計，主要包括梯段板、平臺板和平臺梁設計計算。8)基礎和樓板的設計計算。2.設計參數設計基本參數表參數名稱參數取值參數名稱參數取值設防烈度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構件基本參數表構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C35HRB400HRB400樓板C30HRB400HRB400

結構布置結構方案與布置結構類型選擇本工程采用鋼筋混凝土框架結構，根據建筑功能進行梁、柱布置，選取具有代表性的一榀框架進行結構計算。構件截面尺寸估算1.樓板厚度混凝土設計規(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為內力放大系數，取1.2；q為單層荷載，對于框架結構，取值范圍為11~15kN/m2，本式中取13kN/m2；μ為限制軸壓比，本框架結構抗震等級為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。本設計中，框架柱為方形柱，根據計算面積結果，即得出框架柱計算邊長hc=449.19mm，根據規(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，底層柱計算高度應該自基礎頂面算起，即底層柱計算高度=層高+室內外高差+基礎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。根據建筑圖，室內外高差為0.45m，假定基礎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，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，計算結果匯總如下：柱線剛度表層數高度

（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，因為混凝土框架結構為梁板一同澆筑，根據規(guī)范，樓板可以作為框架梁翼緣對剛度起到放大作用，本設計中翼緣放大系數取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，結果匯總見下表：梁線剛度表跨數跨度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根據建設地點，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，根據彎矩平衡，可以將三角形荷載和梯形荷載等代轉換為矩形荷載，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，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，尚且應該考慮門窗的重量，本設計外縱墻計算如下：qqqGEQ2）內縱墻自重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框架平面布置，對于本設計一榀框架，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，結果相同。EQ8.D軸柱豎向集中荷載計算本設計一榀框架，其為左右對稱形式，及結果亦對稱，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，根據平面布置，本設計中一榀框架為中心對稱形式，因此計算過程及結果相同：頂層:p=標準層:p=EQ7)D軸柱豎向集中荷載計算根據平面布置，本設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作用下荷載簡圖風荷載計算風荷載標準值風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為柱網左右側跨度，查荷載規(guī)范，體型系數取1.3；基本風壓取0.45；風壓高度系數按表8.2.1進行插值計算；風振系數取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。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=風荷載計算表層數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風荷載內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).一榀框架側移剛度D側向剛度計算，根據嵌固情況，略有區(qū)別,對于底層：α對于一般層：α各樓層側向剛度匯總見下表：側向剛度計算表層數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向剛度：D=按上式計算側向剛度，結果如下：一榀框架側向剛度表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根據上述計算結果，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計中，框架結構質量和剛度較為均勻，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按照計算結果，繪出一榀框架層間質點圖：重力荷載代表值質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：水平地震作用結合任務書和抗震規(guī)范，設防烈度為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.故應考慮頂部附加地震作用δEQ頂部附加水平地震作用：△EQ各質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，采用側向剛度計算層間位移，計算如下：結構層間位移表層號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

荷載內力分析計算恒載計算節(jié)點分配系數為便于計算，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，某桿件的分配系數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：μμ同理，計算其他節(jié)點處彎矩分配系數，結果繪圖如下：彎矩分配系數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恒載內力計算根據前面計算固端彎矩，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)點兩側的剪力差，且考慮柱自重，結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根據荷載設計規(guī)范及建設地點，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風荷載內力計算風荷載內力計算采用D值法（改進的反彎點法），柱水平力分配按照柱側向剛度與總側向剛度比值系數進行分配，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風荷載作用下彎矩圖水平荷載作用下，根據力的平衡條件，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，彎矩計算結果如下：第A軸地震作用內力計算表層號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

內力組合計算根據2019年4月1日執(zhí)行的可靠度統(tǒng)一標準以及荷載設計規(guī)范(2012版)，內力組合形式如下：內力組合1：S內力組合2：S地震內力組合：S塑性彎矩調幅根據混凝土設計規(guī)范，對一榀框架豎向荷載進行彎矩調幅，調幅系數β取0.9，計算公式如下：梁兩端調幅公式：M跨中彎矩不小于同荷載條件下簡支梁跨中彎矩的一半。對一榀框架進行調幅后，結果見下表：恒載作用下彎矩調幅表樓層梁跨調幅前彎矩調幅

系數M0/2調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活載作用下彎矩調幅表樓層梁跨調幅前彎矩調幅

系數M0/2調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將調幅后結果繪圖如下：調幅后恒載下彎矩圖調幅后活載下彎矩圖柱內力組合第A軸柱內力組合層數截面內力恒載

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軸柱內力組合層數截面內力恒載

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軸柱內力組合層數截面內力恒載

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軸柱內力組合層數截面內力恒載

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設計值左風右風左風右風左震右震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梁內力組合按照荷載規(guī)范，對框架梁的內力進行組合，組合過程以及設計值見下表：第5層梁內力組合表梁跨截面內力恒載

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設計值左風右風左風右風左震右震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層梁內力組合表梁跨截面內力恒載

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設計值左風右風左風右風左震右震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