光明中學宿舍樓結構計算設計目錄TOC\o"1-2"\h\u4641建筑結構設計 3233571.1工程概況 3262831.1.1工程概況 3312111.1.2工程地質(zhì)及其水文條件 3270071.2總平面設計 32521.3柱網(wǎng)選擇 385262.構件尺寸確定 3326832.1構件尺寸、材料強度的確定 329502.2樓板厚度的確定 411012.3底層框架柱高度確定 4208313做法引用 4242283.1屋面做法 4187713.2樓面做法 5168913.3頂棚做法 575083.4散水做法 5115273.4臺階做法 69323.5墻面做法 6281234荷載計算 6101104.1重力荷載計算 626754.1.1屋面及樓面的恒荷載計算 620294.1.2首層自重計算 9232024.1.3標準層自重荷載計算 1016744.1.4.頂層自重荷載計算 11180244.2重力荷載代表值的計算 12278975結構計算 13296895.1梁柱線剛度計算 13100625.1.1梁線剛度計算如下表：(注：混凝土強度為C35) 13191985.1.2柱子的線剛度計算如下表 1389155.2柱的抗側剛度計算 1478925.3地震作用的計算 14316835.3.1自振周期的計算 1481515.3.2地震作用的計算 15148235.3.3抗震驗算 16296955.3.4橫向框架水平地震作用的計算 1769895.4風荷載計算 1864825.4.1基本參數(shù)確定 1895735.4.2各樓層頂部風荷載計算 1822975.4.3風荷載作用下的水平位移計算 18144036內(nèi)力計算 1920496.1水平荷載作用下框架內(nèi)力計算 19319746.1.1水平地震作用下框架內(nèi)力計算 19151106.1.2風荷載作用下的框架結構內(nèi)力計算 2337556.2豎向荷載作用下內(nèi)力計算 25318386.2.1恒荷載計算 263386.2.2活荷載計算 28124166.2.3梁端固端彎矩的計算 31123576.2.4節(jié)點分配系數(shù)的計算 31293696.2.5彎矩二次分配 33268816.2.6豎向荷載作用下梁端剪力 3711347內(nèi)力組合 43209407.1梁端彎矩調(diào)幅 43316057.2內(nèi)力組合 44141128內(nèi)力調(diào)整 55205688.1強剪弱彎 55321208.2強柱弱梁 55131729結構配筋計算 6087919.1框架梁配筋計算 6021379.2雙向板配筋計算： 66201679.2.1板1的設計 6684009.2.2板2的設計 68201369.3柱子的配筋計算 69239259.4樓樓梯配筋計算 8070379.4.1確定設計參數(shù) 80183809.4.2梯段板設計 80242199.4.3截面設計 8067019.4.4平臺板配筋設計 811175310基礎設計 82308210.1定基礎材料，類型和平面布置 82808810.2選擇持力層，確定基礎埋深 831160110.3外柱（A、D軸）基礎設計 832980310.3.1確定地基承載力，初選基礎底面尺寸 831279810.3.2進行地基計算 842190810.3.3配筋計算 852229410.4內(nèi)柱（B、C軸）基礎設計 881899510.4.1確定基礎長度 88528210.4.2計算基礎底面寬度 882712010.4.3根據(jù)地基承載力特征值確定基底尺寸 881136810.4.4計算基礎內(nèi)力凈反力設計值 891569110.5地梁設計 91摘要摘要：本次設計的題目為光明中學宿舍樓設計，建筑，總高15.7米，建筑面積為4354.56平方米，結構采用全現(xiàn)澆鋼筋混凝土框架，通過本次設計讓是對大學期間所學的專業(yè)課程的一次回顧。本次設計主要包括三部分：建筑施工圖、結構計算和結構施工圖。建筑設計；設計前通過參考圖書館有關建筑設計相關的書籍和資料，最后，結合所學知識初步確定建筑，經(jīng)指導教師初審通過后，繪制平面圖、立面圖、剖面圖及詳圖。結構計算查閱相關規(guī)范圖集，確定各工程做法并計算重力荷載并計算了框架在豎向荷載、水平荷載、風荷載和水平地震作用下的內(nèi)力；在豎向荷載和水平荷載作用下的內(nèi)力計算中，分別采用彎矩二次分配法和D值法。三、結構設計運用新版PKPM等軟件進行建模繪制結構施工圖，出圖前檢查荷載輸入情況；檢查問題修改結構施工圖。關鍵詞：教學樓、建筑設計、結構設計、施工圖、全現(xiàn)澆鋼筋混凝土框架結構1建筑結構設計1.1工程概況1.1.1工程概況本次設計是光明中學某中學宿舍樓設計,地點位于青海省西寧市，抗震設防烈度為7度，層高為3.6m，建筑總高為15.7m總的建筑面積為4354.56,設計場地地面平整,結構為四層現(xiàn)澆框架結構。1.1.2工程地質(zhì)及其水文條件(1)場地地層自上而下主要分布有雜填土、濕陷性黃土狀土、細砂、卵石等。自然地表0.3-1.2m內(nèi)為雜填土，雜填土下層為1.6-3.0m厚的濕陷性黃土狀土，細砂層厚0.3-0.6m；再向下為卵石6.5-7.7m（未穿透）。黃土狀土地基承載力標準值為150kN/m2；細砂層地基承載力標準值為110kN/m2；卵石層地基承載力標準值為400kN/m2。(2)地下水位：地表以下3.8-4.0m，無侵蝕性(3)最大凍深：-1.40m，標準凍深：-1.18m(4)基本風壓：0.35kN/m2(5)基本雪壓：0.20kN/m2(6)抗震設防烈度：7（0.10g）度1.2總平設計根據(jù)設計規(guī)范，并合理布局設計總平面圖，充分考慮交通環(huán)境等因素，使其滿足中學使用要求。1.3柱網(wǎng)選擇柱網(wǎng)選擇考慮了中學宿舍使用功能的要求及其《建筑防火規(guī)范》最終確定柱網(wǎng)尺寸為7200mm×7200mm。2.構件尺寸確定2.1構件尺寸、材料強度的確定2.1.1梁截面尺寸和混凝土強度故取故取，，同理可得下表；，同理可得下表；表1梁截面尺寸及各層混凝土強度等級Table1Beamsectionsizeandconcretestrengthgradeofeachlayer樓層混凝土強度等級橫梁次梁縱梁AB、CD跨BC跨1-4C35300×600300×300200×500300×6002.1.2柱子的尺寸確定軸壓比限值條件：綜上所得：取框架柱2.2樓板厚度的確定，宜按雙向板設計；板的跨厚比<40，3600/40=90mm，板本次設計為樓板厚度選用100mm.2.3底層框架柱高度確定室內(nèi)外高差為0.45m,基礎埋深取1.2m故底層框架柱高度取值為3做法引用3.1屋面做法表2屋面做法Table2RoofingPractices編號名稱用料及做法屋面做法青19J3-屋7淺色涂料保護層屋面淺色涂料保護層防水卷材或涂抹層20厚1：3水泥砂漿找平最厚30厚LC5.0輕集料混2%找坡層鋼筋混凝土屋面板3.2樓面做法表3樓面做法Table3Floorpractice編號名稱用料及做法樓面做法青19J2-樓1細石混凝土樓面40厚C20細石混凝土撒1：1水泥砂子壓實抹光水泥漿一道（內(nèi)摻建筑膠）鋼筋混凝土樓板3.3頂棚做法表4頂棚做法Table4Ceilingpractice編號名稱用料及做法樓面做法青19J2-棚5板底抹水泥砂漿頂棚噴涂料5厚1：2.5水泥砂漿抹面找平5厚1：3水泥砂漿打底刷素水泥漿一道（內(nèi)摻建筑膠）現(xiàn)澆或預制鋼筋混凝土板3.4散水做法表5散水做法Table5ScatteredWaterPractices編號名稱用料及做法散水做法青19J2-散3水泥砂漿面層散水20厚1：2.5水泥砂漿抹面壓光素水泥砂漿一道60厚C20混凝土150厚3：7灰土墊層，寬出面層100素土碾壓。向外坡3%-5%3.4臺階做法表6臺階做法Table6StepApproach編號名稱用料及做法青19J2-臺1臺階做法混凝土臺階60厚C20混凝土隨打隨抹1：1水泥砂子壓光，臺階面外坡1%300厚3：7會提墊層分兩層夯實，寬出面層100素土碾壓3.5墻面做法表7墻面做法Table7Wallconstruction編號名稱用料及做法青19J2-墻1加強混凝土砌塊300厚加氣混凝土砌塊墻20厚水泥砂漿打底3厚耐堿纖網(wǎng)抗裂砂漿30厚EPS保溫層4荷載計算4.1重力荷載計算4.1.1屋面及樓面的恒荷載計算屋面（不上人）荷載淺色涂料保護層防水卷材或涂抹層20厚1：3水泥砂漿找平最厚30厚LC5.0輕集料混凝土2%找坡層鋼筋混凝土屋面板(2)樓面荷載40厚C20細石混凝土撒1：1水泥砂子壓實抹光水泥漿一道（內(nèi)摻建筑膠）鋼筋混凝土樓板(3)梁、柱、墻等重力荷載計算AC、DF軸梁上自重梁的自重：表面20厚水泥砂漿打底故邊橫梁上的重力荷載為CD軸梁上自重梁的自重：表面20厚水泥砂漿打底故走道梁上的重力荷載為次梁自重次梁上自重表面20厚水泥砂漿打底故次梁上的重力荷載縱梁自重縱梁上自重表面20厚水泥砂漿打底故次梁上的重力荷載柱子自重柱子上的自重表面20厚水泥砂漿打底故柱子的自重為(4)墻外墻：300厚加氣混凝土砌塊墻20厚水泥砂漿打底3厚耐堿纖網(wǎng)抗裂砂漿30厚EPS保溫層內(nèi)墻200厚加氣混凝土砌塊20厚水泥砂漿打底3厚耐堿纖網(wǎng)抗裂砂漿(5)女兒墻混凝土砌塊女兒墻20厚水泥砂漿打底3厚耐堿纖網(wǎng)抗裂砂漿30厚EPS保溫層(6)雨棚做法重力荷載計算噴涂料5厚1：2.5水泥砂漿抹面找平5厚1：3水泥砂漿打底刷素水泥漿一道（內(nèi)摻建筑膠）現(xiàn)澆或預制鋼筋混凝土板(7)樓梯做法荷載計算取1米寬為計算單元，踏步寬300mm高度為150mm水磨石面層10厚1：2.5水泥磨光打蠟20厚1：3水泥砂漿找平層，上臥分格條:三角形踏步混凝土斜板板底20厚抹灰金屬欄桿(8)衛(wèi)生間、陽臺的恒荷載計算陶瓷地磚面層、水泥砂漿找平層、結合層、擦縫100mm鋼筋混凝土樓板4厚改性瀝青防水15厚1：2水泥砂漿蹲位折算荷載吊頂及吊掛荷載(9)頂棚做法荷載計算噴涂料5厚1：2.5水泥砂漿抹面找平5厚1：3水泥砂漿打底刷素水泥漿一道（內(nèi)摻建筑膠）現(xiàn)澆或預制鋼筋混凝土板(10)門窗荷載計算木門鐵門鋁合金窗玻璃門(9)屋面及樓面活載樓面活載衛(wèi)生間宿舍屋面走廊和門廳不上人屋面荷載樓梯屋面雪荷載標準值4.1.2首層自重計算（1）梁柱自重計算表8梁柱自重Table8Selfweightofbeamandcolumn構件數(shù)量總重邊跨梁254.986.5532.61920652.38續(xù)表8構件數(shù)量總重走道梁253.321.85.97620119.34次梁252.327.0516.35618294.408縱梁253.796.725.3934101.572框架柱259.964.948.804401952.16合計3119.86（2）墻體自重計算外墻：內(nèi)墻：（3）樓梯自重計算梯段平臺板外墻平臺梁故樓梯間的自重為（4）樓板自重計算衛(wèi)生間面積樓梯面積樓板面積故樓板的自重為（5）門窗自重計算木門鐵門鋁合金窗玻璃門故門窗總重為4.1.3標準層自重荷載計算（1）梁柱自重計算表9梁柱自重Table9Selfweightofbeamandcolumn構件數(shù)量總重邊跨梁20走道梁20次梁18縱梁4框架柱40合計3119.86（2）墻體自重荷載計算外墻：內(nèi)墻：（3）樓梯自重計算樓梯自重計算同上即：故樓梯間的自重為（4）樓板自重計算故樓板的自重為：（5）門窗自重計算木門鐵門鋁合金窗玻璃門故門窗總重為4.1.4.頂層自重荷載計算（1）梁柱自重計算表10梁柱自重Table10Selfweightofbeamandcolumn構件數(shù)量總重邊跨梁254.986.5532.61920652.38走道梁253.321.85.97620119.34次梁252.327.0516.35618294.408縱梁253.796.725.3934101.572框架柱259.964.948.804401952.16（2）墻體自重計算外墻內(nèi)墻（3）樓梯自重樓梯自重計算同上即：故樓梯間的自重為樓梯自重計算同上即：（4）樓板自重計算故樓板的自重為（5）門窗自重木門鐵門鋁合金窗玻璃門故門窗總重為4.2重力荷載代表值的計算首層重力荷載代表值標準層重力荷載代表值計算頂層重力荷載代表值計算圖1重力荷載代表值匯總圖Fig.1SummaryofGravityLoadRepresentativeValues5結構計算5.1梁柱線剛度計算5.1.1梁線剛度計算如下表：(注：混凝土強度為C35)表11梁的線剛度計算Table11Calculationoflinearstiffnessofbeam截面慣性矩AB、CDBC300×6007.28.5×1.28×5.3×1.27.083×300×3007.23.1×1.28×4.6×5.7×6.2×5.1.2柱子的線剛度計算如下表表12柱的線剛度Table12Calculationoflinearstiffnessofcolumns樓層截面柱子高度m慣性矩線剛度首層500×5004.92-4層500×5003.65.2柱的抗側剛度計算柱子的抗側移剛度D值按照如下式子計算式中一般層，底層表13柱的抗側剛度計算Table13Calculationoftransversestiffnessofcolumns層高柱子位置與柱子連接梁線剛度4.9中跨邊柱中跨中柱邊跨邊柱邊跨中柱3.6中跨邊柱中跨中柱邊跨邊柱0.2940.1291075010邊跨邊柱0.6130.23519583105.3地震作用的計算5.3.1自振周期的計算本框架質(zhì)量和剛度沿高度分布均勻?？紤]填充墻對框架剛度影響，取基本周期調(diào)整系數(shù)為0.6.計算公式為表14地震作用和樓層地震剪力Table14Earthquakeactionandfloorshear層數(shù)46833230.01820.2003續(xù)表14層數(shù)30.04030.182120.06240.141810.07940.0794則可得5.3.2地震作用的計算（1）水平地震影響系數(shù)本設計場地位于青海省西寧市屬于III類三組場地，七度設防烈度，故故；（2）求樓層水平地震作用結構等效重力荷載：則：由于，故不考慮頂部附加作用。故第一層水平地震作用為：同理其余各層水平地震作用值為：5.3.3抗震驗算表15抗震變形驗算Table15Checkingcalculationofseismicdeformation樓層地震力層高層間相對彈性轉角41310.291310.296333230.00193.65.2731226.8032337.096333230.00343.69.42861.8043198.8946333230.00473.6131509.993708.8847299660.00514.910由抗規(guī)要求可得鋼筋混凝土框架的層間位移角限值為1/550，由計算可得計算結果全部滿足要求;由抗震規(guī)范得，抗震驗算時，結構任何樓層得水平剪力應該滿足，查抗規(guī)可得，故滿足要求；5.3.4橫向框架水平地震作用的計算一榀框架每層分配系數(shù)為:橫向框架各層水平地震作用：圖2水平地震作用及樓層剪力沿房屋高度分布圖Fig.2Horizontalearthquakeactionandfloorshearforcedistributionalongbuildingheight5.4風荷載計算5.4.1基本參數(shù)確定青海省西寧市，基本風壓，建筑物H=15.7m.高寬比為，故不考慮風壓脈動對結構產(chǎn)生順風向風振影響。風荷載標準值按下式計算表16μsTable16valueμ離地面高度取值4.90.658.50.6512.10.6515.70.66表17wkTable17valuewZ/m4.98.512.115.70.2960.2960.2960.30可得沿房屋高度分布的風荷載標準值為：5.4.2各樓層頂部風荷載計算表18風荷載計算結果圖Table18Windloadcalculationresults樓層ZB(m)G(kN/m)F（kN)415.70.651.00.351.30.2967.22.137.78312.10.651.00.351.30.2967.22.137.6728.50.651.00.351.30.2967.22.137.6714.90.661.00.351.30.37.22.1610.435.4.3風荷載作用下的水平位移計算表19風荷載計算作用下的剪力和側移計算Table19CalculationofWindLoadsonTopofEachFloorunderWindLoads樓層層間剛度層間位移層高層間相對彈性轉角47.787.780.0113.63.0537.6715.450.0233.66.3927.6723.120.0343.69.4110.4333.550.0464.99.4層間相對轉角，均滿足要求的限值。6內(nèi)力計算6.1水平荷載作用下框架內(nèi)力計算6.1.1水平地震作用下框架內(nèi)力計算求各個柱子上的剪力表20水平地震作用下各柱剪力計算Table20CalculationofShearForceofColumnsunderHorizontalEarthquake樓層參數(shù)ABCD40.3940.8240.8031.6470.1640.2920.4640.59224.8945.8620.9638.0030.3940.8240.2940.6130.1640.2920.1290.23544.4181.8037.3967.7720.3940.8240.2940.6130.1640.2920.1290.23560.78111.9651.1892.7811.0732.2470.2940.6130.5110.6460.1290.23585.3108.2777.89100.14反彎點高度的確定反彎點高度比計算見下表表21邊柱反彎點高度比Table21Heightratioofsidecolumnreversebendingpoint樓層A、D柱40.3940.200.230.3940.3500.3520.3940.500.511.0730.600.6表22中柱反彎點高度比Table22Heightratioofcenterpillarreversebendingpoint樓層B、C柱40.8030.3500.3530.2940.300.320.2940.500.510.2940.800.8表23框架柱反彎點高度確定Table23Determinationoftheheightofthereversebendingpointofframecolumn樓層層高/mA/mB/mD/mC/m43.60.721.261.261.29633.61.261.441.081.4423.61.81.621.81.6214.92.941.983.923.43(3)柱端彎矩計算表24框架邊柱端彎矩計算Table24Momentcalculationofframesidecolumnend樓層層高y1-y43.624.890.20.817.9271.6833.644.410.350.6555.95103.9123.660.780.50.5109.404109.40414.985.30.60.4250.782167.188表25框架中柱端彎矩計算Table25Momentcalculationofcolumnendinframe樓層層高y1-y43.645.860.350.6557.78107.31233.681.800.40.6117.792176.68823.6111.960.450.55181.375221.6814.9108.270.550.45291.787238.735（4）框架梁端彎矩剪力計算，表26框架剪力梁彎矩剪力計算Table26Calculationofmomentandshearforceofframeshearbeam樓層邊跨1中間跨邊跨2479.1885.90745.8518.7418.7445.5879.1885.90745.853141.240153.23281.8045.5945.5981.79141.240153.23281.802193.320209.73108.2769.4069.40111.9575193.320209.73108.271254.459276.063111.9586.2086.20108.269254.459276.063111.95（5）框架柱軸力計算表26框架柱軸力計算Table26Calculationofaxialforceofframecolumn樓層邊柱中柱中柱邊柱445.85-0.270.2745.853127.65-0.280.28127.652239.6-0.290.29239.61347.87-0.300.30347.87圖3水平地震作用下一榀框架彎矩圖Fig.3bendingmomentdiagramofaframeunderhorizontalearthquake圖4水平地震作用下梁端剪力和柱子軸力Fig.4Shearforceatbeamendandaxialforceofcolumnunderhorizontalearthquake6.1.2風荷載作用下的框架結構內(nèi)力計算（1）柱端彎矩計算表27邊柱柱端彎矩計算Table27Calculationofbendingmomentattheendofsidecolumn樓層層高層間剪力層間剛度KY43.67.786833231366601.50.20.84.321.0833.615.456833231366603.80.350.658.894.7823.623.126833231366604.60.50.58.288.2814.933.557299601685506.70.60.413.1319.10表28中柱柱端彎矩計算Table28Calculationofbendingmomentattheendofcentralcolumn樓層層高層間剪力層間剛度KY43.67.786833232433302.770.8240.353.496.4833.615.456833232433305.500.8240.47.9211.8823.623.126833232433308.230.8240.5516.3011.1114.933.557299602130909.792.2470.5526.3821.59（2）柱端剪力計算表29框架剪力梁彎矩剪力計算Table29Calculationofmomentandshearforceofframeshearbeam樓層邊跨1中間跨邊跨244.321.081.51.81.82.804.321.081.538.894.783.804.024.025.58.894.783.828.288.284.66.506.507.618.288.284.6113.1319.16.588.928.929.8013.1319.16.58（3）框架柱子軸力計算表30框架柱軸力計算Table30Calculationofaxialforceofframecolumn樓層邊柱中柱中柱邊柱41.5-1.31.31.535.3-335.329.9-6.016.019.9116.48-6.226.2216.48圖5風荷載作用下一榀框架彎矩圖Fig.5bendingmomentdiagramofaframeunderwindload圖6風荷載作用下梁端剪力和柱子軸力Fig.6Shearforceatbeamendandaxialforceofcolumnunderwindload6.2豎向荷載作用下內(nèi)力計算計算單元的確定，計算單元跨度為7200m.板厚100mm圖7板荷載傳遞圖Fig.7plateloadtransferdiagram6.2.1恒荷載計算屋面：，樓面：；梁：300mm×700mm，300mm×500mm；200mm×500mm,300mm×600mm；墻體：2.35；女兒墻：1.43。（1）頂層框架作用恒荷載計算的計算橫梁承受荷載：縱梁承受荷載：的計算：橫梁承受荷載：縱梁承受荷載：的計算：梁上傳來的荷載女兒墻傳來荷載：橫梁承受板的荷載縱梁承受板的荷載合計：的計算：梁上傳來的荷載橫梁承受板的荷載縱梁承受板的荷載合計：由對稱性可得到:（2）一到三層框架作用恒荷載計算的計算橫梁承受荷載：縱梁承受荷載：的計算：橫梁承受荷載：縱梁承受荷載：的計算：梁上傳來的荷載橫梁承受板的荷載縱梁承受板的荷載墻體荷載：合計：的計算：墻體荷載：梁上傳來的荷載橫梁承受板的荷載縱梁承受板的荷載合計：由對稱性可得到6.2.2活荷載計算宿舍樓面：，走廊和門廳，不上人屋面荷載（1）頂層框架作用活荷載計算的計算橫梁承受荷載：縱梁承受荷載：的計算：橫梁承受荷載：縱梁承受荷載：的計算：橫梁承受板的荷載縱梁承受板的荷載合計：的計算：橫梁承受板的荷載縱梁承受板的荷載合計：由對稱性可得到:（3）一到三層框架作用活荷載計算的計算橫梁承受荷載：縱梁承受荷載：的計算：橫梁承受荷載：縱梁承受荷載：的計算：橫梁承受板的荷載縱梁承受板的荷載合計：的計算：橫梁承受板的荷載縱梁承受板的荷載合計：由對稱性可得到：圖8永久荷載作用下豎向荷載分布圖Fig.8verticalloaddistributionunderpermanentload圖9可變荷載作用下豎向荷載分布圖Fig.9verticalloaddistributionundervariableload6.2.3梁端固端彎矩的計算（1）恒載固端彎矩計算①頂層計算AB/CD跨：BC跨：②一—三層計算AB/CD跨：BC跨：（2）活載固端彎矩計算①頂層計算AB/CD跨：BC跨：②一—三層計算AB/CD跨BC跨：6.2.4節(jié)點分配系數(shù)的計算（1）頂層桿端彎矩分配系數(shù)A/D節(jié)點：B/C節(jié)點：（2）二、三層桿端彎矩分配系數(shù)A/D節(jié)點：B/C節(jié)點：（3）首層桿端彎矩分配系數(shù)A/D節(jié)點：B/C節(jié)點：6.2.5彎矩二次分配彎矩計算分配內(nèi)力見下頁。分別為恒載作用下的彎矩二次分配和活載作用下的彎矩二次分配。上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.560.440.2970.3780.3250.3250.3780.2970.440.56-126.98126.98-3.743.74-126.98126.9871.10855.87-37.713-46.584-40.05340.05346.58436.602-54.225-71.10819.095-18.85627.935-14.5920.027-20.02714.36-27.1118.30119.095-0.077-0.061-2.966-9.36-3.683.6860.944-117.48891.056-0.07790.126-90.027114.236-70.534-27.44627.44670-89.3977.81-90.126下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3590.3590.2970.2160.2740.2740.2360.2360.2740.2740.2160.2970.3590.359-106.379106.376-1.591.59-106.379106.37938.1938.1931.59-22.98-29.18-29.18-24.72924.72928.7128.7122.634-31.12-37.62-38.1935.55419.09-11.4915.8-23.29-14.5912.36-12.3623.2914.355-15.5611.317-35.554-19.09-15.49-15.49-12.822.092.662.668.88-8.88-10.31-10.31-12.7117.4921.1415.4958.2541.79-99.09101.289-49.81-41.11-5.08-5.0841.6932.76-112.015104.07-51.84-41.79下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3590.3590.2970.2160.2740.2740.2360.2360.2740.2740.2160.2970.3590.359-106.379106.379-1.591.59-106.379106.37938.1938.1931.59-22.98-29.18-29.18-24.72924.72928.7128.7122.634-31.12-37.62-38.1919.0919.09-11.4915.8-23.29-14.5912.26-12.2614.3614.36-15.5611.32-19.09-19.09-15.25-15.25-12.629.1810.3810.388.94-8.94-6.71-6.71-5.297.278.7915.2542.0342.03-98.89108.379-42.09-33.39-5.115.1136.3636.36-104.5993.846-47.92-42.03下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3970.2910.3120.2170.2960.2960.2550.2550.2960.2170.2320.3120.3970.291-106.379106.379-1.591.59-106.379106.37942.2330.9633.19-23.08-31.01-31.01-26.7226.7231.0122.7424.31-32.7-41.6-30.9619.090-11.5416.6-14.59-14.5912.26-12.2614.360-16.3512.16-19.090-2.99-2.197-2.3560.0690.0950.0950.0820.082-4.543.335.47.269.242.19758.3328.76-87.08599.968-45.505-45.505-15.9615.9640.8326.07-93.01993.099-51.45-28.7614.38-22.7513.04-14.38ABCD上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.560.440.2970.3780.3250.3250.3780.2970.440.56-5.5085.508-0.4130.413-5.5085.5083.082.42-1.64-1.93-1.661.661.931.51-2.24-3.082.39-0.821.21-1.691.06-1.061.69-1.120.76-2.391.561.22-0.83-0.55-0.470.470.500.40-0.59-1.567.03-2.694.23-4.17-0.660.664.12-4.723.44-7.03下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3590.3590.2970.2160.2740.2740.2360.2360.2740.2740.2160.2970.3590.359-13.29613.296-1.011.01-13.29613.2964.774.773.95-2.88-3.37-3.37-2.902.903.373.372.65-3.65-4.41-4.771.542.39-1.441.96-0.97-1.691.45-1.450.971.66-1.831.331.54-2.39-1.60-1.60-1.320.1620.210.210.18-0.18-0.18-0.18-0.530.800.971.64.715.56-12.112.538-4.31-4.85-2.282.284.164.85-13.0111.78-1.90-5.56下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3590.3590.2970.2160.2740.2740.2360.2360.2740.2740.2160.2970.3590.359-13.29613.296-1.011.01-13.29613.2964.774.773.95-2.88-3.37-3.37-2.902.903.373.372.65-3.65-4.41-4.772.392.64-1.441.96-1.68-1.691.45-1.451.691.82-1.831.342.34-2.64-1.29-1.29-1.070.0090.0110.0110.009-0.009-0.06-0.06-0.050.3090.3731.295.876.12-11.85612.385-5.039-5.039-2.452.455.005.13-12.52611.295-1.70-6.12下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3970.2910.3120.2170.2960.2960.2550.2550.2960.2170.2320.3120.3970.291-13.29613.296-1.011.01-13.29613.2965.273.874.15-2.89-3.94-3.64-3.133.133.642.662.85-3.83-4.88-3.872.340.00-1.452.08-1.660.001.45-1.451.690.00-1.921.432.340.00-0.35-0.259-0.2780.410.550.550.48-0.48-0.53-0.390.421.181.500.2597.263.611-10.8712.89-5.05-4.19-2.212.214.802.27-11.9512.08-1.04-3.6111.81-2.091.14-1.81ABCD圖10豎向荷載作用下一榀框架彎矩圖Fig.2Bendingmomentdiagramofaframeunderverticalload圖11豎向可變荷載作用下框架彎矩圖Fig.11Momentdiagramofframeunderverticalvariableloa6.2.6豎向荷載作用下梁端剪力恒載作用下梁端剪力計算表31恒載作用下梁剪力計算Table31Calculationofshearforceatbeamendunderdeadload梁跨編號樓層(kN·m)(kN·m)（kN）（kN）（kN）（kN）（kN）AB4-90.126114.23-3.34105.84-105.84102.5-109.183-90.09101.28-1.5688.56-88.5687.0-90.122-98.89108.37-1.3288.56-88.5687.24-89.881-87.08599.968-1.7888.56-88.5686.78-90.34CD4-114.23690.1263.34105.84-105.84109.18-102.53-101.28990.091.5688.56-88.5690.12-87.02-108.37998.891.3288.56-88.5689.88-87.241-99.96887.0851.7888.56-88.5690.34-86.78BC4-27.44627.44609.39-9.399.39-9.393-5.085.0809.35-9.359.35-9.352-5.115.1109.35-9.359.35-9.351-15.9615.9609.35-9.359.35-9.35（2)恒載作用下柱子軸力的計算表32恒載作用下柱子軸力計算Table32Calculationofaxialforceofcolumnunderdeadload柱編號樓層柱上集中力梁剪力柱頂軸力柱自重柱底軸力A4161.06102.5263.5648.80312.363192.0387.0542.5948.80591.392192.0387.24821.8648.80870.66續(xù)表32柱編號樓層柱上集中力梁剪力柱頂軸力柱自重柱底軸力A1192.0386.781100.6748.801149.47C4168.16111.89280.0548.80328.853267.3396.34643.7248.80692.522267.3396.591007.6448.801056.441267.3396.131371.148.801419.9B4168.16111.89280.0548.80328.853267.3396.34643.7248.80692.522267.3396.591007.6448.801056.441267.3396.131371.148.801419.9D4161.06109.18270.2448.80319.043192.0390.12552.3948.80601.192192.0389.88834.348.80883.11192.0390.341116.6748.801165.47圖12豎向荷載作用下框架梁剪力圖Fig.12sheardiagramofframebeamunderverticalload圖13恒載作用下框架軸力圖Fig.13Axialforcediagramofframeunderdeadload活載作用下梁端剪力計算表33活載作用下梁端剪力計算Table33Calculationofshearforceatbeamendunderliveload梁跨編號樓層(kN·m)(kN·m)（kN）（kN）（kN）（kN）（kN）AB4-2.694.23-0.2134.45-4.454.24-4.663-12.112.53-0.05911.08-11.0811.02-11.142-11.8512.39-0.07511.08-11.0811.01-11.161-10.8712.89-0.2811.08-11.0810.80-11.36CD4-4.232.690.2134.45-4.454.66-4.243-12.5312.10.05911.08-11.0811.14-11.022-12.3911.850.07511.08-11.0811.16-11.011-12.8910.870.2811.08-11.0811.36-10.80BC4-0.660.6601.032-1.0321.032-1.0323-2.282.2802.532-2.5322.532-2.5322-2.452.4502.532-2.5322.532-2.5321-2.212.2102.532-2.5322.532-2.532活載作用下柱子軸力的計算表34活載作用下柱子軸力的計算Table34Calculationofaxialforceofcolumnunderliveload柱編號樓層柱上集中力梁剪力軸力A48.894.2413.13336.7411.0261.93236.7411.01109.69136.7410.80157.44續(xù)表34柱編號樓層柱上集中力梁剪力軸力C415.0824.6619.742362.1711.1493.052262.1711.16166.382162.1711.36239.912B415.0824.6619.742362.1711.1493.052262.1711.16166.382162.1711.36239.912D48.894.2413.13336.7411.0261.93236.7411.01109.69136.7410.80157.44圖14可變荷載作用下框架梁剪力圖Fig.14Sheardiagramofframebeamundervariableload圖15活載作用下框架軸力圖Fig.15Axialstressdiagramofframeunderliveload7內(nèi)力組合7.1梁端彎矩調(diào)幅為了使得梁端出現(xiàn)塑性鉸，故對梁端彎矩調(diào)幅，調(diào)幅系數(shù)0.857.1.1恒荷載作用下彎矩調(diào)幅計算表35恒荷載作用下彎矩調(diào)幅計算Table35Calculationofmomentamplitudemodulationunderconstantload樓層AB左跨彎矩右跨彎矩跨中彎矩調(diào)幅系數(shù)左跨彎矩右跨彎矩跨中彎矩490.126114.2488.260.8576.607197.10475.021390.09101.28963.870.8576.576586.0956554.2895298.89108.37955.930.8584.056592.1221547.5405187.08599.96866.030.8574.0222584.972856.1255樓層BC左跨彎矩右跨彎矩跨中彎矩調(diào)幅系數(shù)左跨彎矩右跨彎矩跨中彎矩427.44627.446-21.80.8523.329123.3291-18.5335.085.080.530.854.3184.3180.450525.115.110.50.854.34354.34350.425115.9615.96-10.350.8513.56613.566-8.7975樓層CD左跨彎矩右跨彎矩跨中彎矩調(diào)幅系數(shù)左跨彎矩右跨彎矩跨中彎矩4114.2490.12688.260.8597.10476.607175.0213101.28990.0963.870.8586.0956576.576554.28952108.37998.8955.930.8592.1221584.056547.5405199.96887.08566.030.8584.972874.0222556.12557.1.2活荷載作用下的彎矩調(diào)幅計算表36活荷載作用下的彎矩調(diào)幅計算Table35Calculationofmomentamplitudemodulationunderliveload樓層AB左跨彎矩右跨彎矩跨中彎矩調(diào)幅系數(shù)左跨彎矩右跨彎矩跨中彎矩42.694.234.540.852.28653.59553.859312.112.547.430.8510.28510.6596.3155續(xù)表35樓層AB左跨彎矩右跨彎矩跨中彎矩調(diào)幅系數(shù)左跨彎矩右跨彎矩跨中彎矩211.8612.397.630.8510.08110.53156.4855110.8712.897.870.859.239510.95656.6895樓層BC左跨彎矩右跨彎矩跨中彎矩調(diào)幅系數(shù)左跨彎矩右跨彎矩跨中彎矩40.660.660.04080.850.5610.5610.0346832.282.280.760.851.9381.9380.64622.452.450.930.852.08252.08250.790512.212.210.690.851.87851.87850.5865樓層CD左跨彎矩右跨彎矩跨中彎矩調(diào)幅系數(shù)左跨彎矩右跨彎矩跨中彎矩44.232.694.540.853.59552.28653.859312.5412.17.430.8510.65910.2856.3155212.3911.867.630.8510.531510.0816.4855112.8910.877.870.8510.95659.23956.68957.2內(nèi)力組合內(nèi)力組合采用以下四種組合方式進行組合：；；；；查抗震規(guī)范，梁，根據(jù)內(nèi)力計算，假定柱最大軸力為4500kN，則柱子軸壓比柱。表36AB梁內(nèi)力組合Table36InternalforcecombinationofABbeam梁跨樓層控制截面內(nèi)力恒載活載地震作用風荷載Mmax(Vmax)左震右震左風右風左震右震左風右風左風右風AB4A支座M-97.10-3.6079.18-79.184.32-4.32-131.63-11.80-166.21-128.00-135.26-123.53-136.49-166.2V102.54.24-45.8545.85-1.51.5139.6149.45138.86138.35140.87135.45139.95140.87跨中M75.0213.9018.74-18.741.8-1.8103.3887.5551.00104.89101.87104.3298.92104.89B支座M-76.61-2.29-85.9085.903-1.081.08-103.03-153.713.78-103.94-102.12-103.61-100.38-153.7V-109.1-4.6645.58-45.581.5-1.5-148.92-55.92-144.79-147.66-150.18-144.58-149.80-150.183A支座M-86.10-10.66-141.24141.24-8.898.89-127.92-219.955.42-135.39-120.46-136.46-109.79-219.9V8711.0281.8-81.84.6-4.6129.63163.013.50133.49125.77131.57117.77163.01跨中M54.296.32-45.5945.59-4.024.0280.0577.2596.1676.6883.4371.1883.2496.16B支座M-76.58-10.29153.232-153.2324.78-4.78-114.9875.85-222.95-110.97-119.00-103.19-117.53-222.9V-90.12-11.14-81.881.8-3.83.8-133.87-165.8-6.37-137.06-130.67-134.55-123.15-165.82A支座M-92.12-10.53193.32-193.328.28-8.28-135.55100.84-276.13-128.60-142.51-118.39-143.23-276.1V87.2411.01-111.95111.95-4.64.6129.93-25.68192.62126.06133.79118.07131.87192.62續(xù)表36梁跨樓層控制截面內(nèi)力恒載活載地震作用風荷載Mmax(Vmax)左震右震左風右風左震右震左風右風左風右風AB2跨中M47.546.4969.40-69.406.50-6.5071.54113.37-21.9676.9966.0878.3758.87113.37B支座M-84.06-10.08-209.73209.73-8.288.28-124.40-284.68124.30-131.35-117.44-132.28-107.44-284.68V-89.88-11.16111.95-111.954.6-4.6-133.5923.24-195.0-129.7-137.45-121.66-135.46-195.071A支座M-84.97-10.96-254.459254.45-13.1313.13-126.90-329.50166.69-137.9-115.87-141.66-102.27-329.50V86.7810.08108.27-108.276.58-6.58127.93188.20-22.93133.46122.41133.27113.53188.20跨中M56.166.69-86.286.2-8.928.9283.04-30.49137.6075.5590.5466.6593.41137.60B支座M-74.02-9.24276.063-276.06319.1-19.1-110.09198.39-339.94-94.04-126.13-77.28-134.58-339.94V-90.34-11.36-108.27108.27-4.64.6-134.48-191.9819.15-138.3-130.62-136.27-122.47-191.98表37CD梁內(nèi)力組合Table37InternalforcecombinationofCDbeam梁跨樓層控制截面內(nèi)力恒載活載地震作用風荷載Mmax(Vmax)左震右震左風右風左震右震左風右風左風右風CD4C支座M-76.60-2.2985.903-85.9031.8-1.8-103.5113.78-153.73-101.50-104.53-99.28-104.68-153.73V102.54.24-45.8545.85-1.51.5139.6149.45138.86138.35140.87135.45139.95139.95跨中M75.023.8618.74-18.744.32-4.32103.3287.5250.98106.9499.69108.0695.09108.06D支座M-97.10-3.60-79.1879.18-1.081.08-131.63-166.21-11.81-132.54-130.72-131.63-128.39-166.21V-109.18-4.6645.58-45.581.5-1.5-148.92-55.92-144.80-147.66-150.18-144.58-149.08-150.183C支座M-76.58-10.29-153.23153.23-4.784.78-114.98-222.9575.85-119.00-110.97-117.53-103.19-222.95V87.011.0281.8-81.84.6-4.6129.63163.013.50133.49125.77131.57117.77163.01跨中M54.296.32-45.5945.59-4.024.0280.067.2596.1676.6883.4371.1883.2496.16D支座M-86.10-10.66141.24-141.248.89-8.89-127.9255.42-219.99-120.45-135.39-109.79-136.46-219.99V-90.12-11.14-81.881.8-3.83.8-133.87-165.88-6.37-137.06-130.67-134.55-123.15-165.88續(xù)表37梁跨樓層控制截面內(nèi)力恒載活載地震作用風荷載Mmax(Vmax)左震右震左風右風左震右震左風右風左風右風CD2C支座M-84.06-10.08209.73-209.738.28-8.28-124.39124.29-284.68-117.44-131.35-107.44-132.28-284.68跨中V87.2411.01-111.95111.95-4.64.6129.93-25.69192.63126.06133.79118.07131.87192.63M47.546.4969.40-69.406.50-6.5071.54113.37-21.9676.9966.0878.3758.87113.37D支座M-92.12-10.53-193.32193.32-8.288.28-135.56-276.13100.84-142.51-128.60-143.23-118.39-276.13V-89.88-11.16111.95-111.954.6-4.6-133.5823.34-195.06-129.72-137.45-121.66-135.46-195.061C支座M-74.02-9.24-276.06276.06-19.119.1-110.09-339.93198.38-126.13-94.04-134.58-77.28-339.93跨中V86.7810.8108.27-108.276.58-6.58129.01188.53-22.60134.54123.49134.02114.28188.53M56.136.69-86.286.2-8.928.9283.00-30.52137.5775.5190.5066.6193.37137.57D支座M-84.97-10.96254.46-254.4613.13-13.13-126.91166.69-329.50-115.87-137.93-102.27-141.66-329.50V-90.34-11.36-108.27108.27-4.64.6-134.48-191.9819.15-138.35-130.62-136.27-122.47-191.98表38BC梁內(nèi)力組合Table38InternalforcecombinationofCDbeam梁跨樓層控制截面內(nèi)力恒載活載地震作用風荷載Mmax(Vmax)左震右震左風右風左震右震左風右風左風右風BC4B支座M-23.32-0.5618.74-18.742.8-2.8-31.16-2.97-39.51-28.80-33.51-26.70-35.10-39.51V9.391.032-10.5810.58-1.81.813.76-1.4019.2312.2415.2710.5915.9919.23跨中M-1.240.030.000.00