畢業(yè)設(shè)計(jì)辦公樓結(jié)構(gòu)設(shè)計(jì)及計(jì)算書附圖

1.緒論1.1工程背景本項(xiàng)目為9層鋼筋混凝土框架結(jié)構(gòu)體系，占地面積約為960.96m2，總建筑面積約為8811.84m2；層高3.6m,平面尺寸為18.3m×52.0m。采用樁基礎(chǔ)，室內(nèi)地坪為±0.000m，室外內(nèi)高差0.6m?？蚣芰?、柱、樓面、屋面板板均為現(xiàn)澆。設(shè)計(jì)資料.1氣象資料夏季最高氣溫，冬季室外氣溫最低。凍土深度25cm，基本風(fēng)荷載W。=0.35kN/m2；基本雪荷載為0.2kN/m2。年降水量680mm。.2地質(zhì)條件建筑場地地形平坦，地基土成因類型為冰水洪積層。自上而下敘述如下：新近沉積層（第一層），粉質(zhì)粘土，厚度0.5—1.0米，巖性特點(diǎn)，團(tuán)粒狀大孔結(jié)構(gòu)，欠壓密。粉質(zhì)粘土層（第二層），地質(zhì)主要巖性為黃褐色分之粘土，硬塑狀態(tài)，具有大孔結(jié)構(gòu)，厚度約3.0米,qsk=35—40kPa。粉質(zhì)粘土層（第三層），地質(zhì)巖性為褐黃色粉質(zhì)粘土，具微層理，含鐵錳結(jié)核，可塑狀態(tài)，厚度3.5米，qsk=30—35kPa。粉質(zhì)粘土層（第四層），巖性為褐黃色粉質(zhì)粘土，具微層理，含鐵錳結(jié)核，硬塑狀態(tài)，厚度未揭露，qsk=40—60kPa,qpk=1500—2000kPa。不考慮地下水。.3地基土指標(biāo)自然容重1.90g/cm2，液限25.5％，塑性指數(shù)9.1，空隙比0.683，計(jì)算強(qiáng)度150kp/m2。.4地震設(shè)防烈度7度.5抗震等級三級.6設(shè)計(jì)地震分組場地為1類一組Tg（s）=0.25s（表3.8《高層建筑結(jié)構(gòu)》）材料柱采用C30，縱筋采用HRB335，箍筋采用HPB235，梁采用C30，縱筋采用HRB335，箍筋采用HPB235?；A(chǔ)采用C30，縱筋采用HRB400，箍筋采用HPB235。1.2工程特點(diǎn)本工程為九層，主體高度為32.4米，屬高層建筑。高層建筑采用的結(jié)構(gòu)可分為鋼筋混凝土結(jié)構(gòu)、鋼結(jié)構(gòu)、鋼-鋼筋混凝土組合結(jié)構(gòu)等類型。根據(jù)不同結(jié)構(gòu)類型的特點(diǎn)，正確選用材料，就成為經(jīng)濟(jì)合理地建造高層建筑的一個(gè)重要方面。經(jīng)過結(jié)構(gòu)論證以及設(shè)計(jì)任務(wù)書等實(shí)際情況，以及本建筑自身的特點(diǎn)，決定采用鋼筋混凝土結(jié)構(gòu)。在高層建筑中，抵抗水平力成為確定和設(shè)計(jì)結(jié)構(gòu)體系的關(guān)鍵問題。高層建筑中常用的結(jié)構(gòu)體系有框架、剪力墻、框架-剪力墻、筒體以及它們的組合。高層建筑隨著層數(shù)和高度的增加水平作用對高層建筑機(jī)構(gòu)安全的控制作用更加顯著，包括地震作用和風(fēng)荷載，高層建筑的承載能力、抗側(cè)剛度、抗震性能、材料用量和造價(jià)高低，與其所采用的機(jī)構(gòu)體系又密切的相關(guān)。不同的結(jié)構(gòu)體系，適用于不同的層數(shù)、高度和功能。框架結(jié)構(gòu)體系是由梁、柱構(gòu)件通過節(jié)點(diǎn)連接構(gòu)成，既承受豎向荷載，也承受水平荷載的結(jié)構(gòu)體系。這種體系適用于多層建筑及高度不大的高層建筑。本建筑采用的是框架機(jī)構(gòu)體系，框架結(jié)構(gòu)的優(yōu)點(diǎn)是建筑平面布置靈活，框架結(jié)構(gòu)可通過合理的設(shè)計(jì)，使之具有良好的抗震性能；框架結(jié)構(gòu)構(gòu)件類型少，易于標(biāo)準(zhǔn)化、定型化；可以采用預(yù)制構(gòu)件，也易于采用定型模板而做成現(xiàn)澆結(jié)構(gòu)，本建筑采用的現(xiàn)澆結(jié)構(gòu)。由于本次設(shè)計(jì)是辦公樓設(shè)計(jì)，要求有靈活的空間布置，和較高的抗震等級，故采用鋼筋混凝土框架結(jié)構(gòu)體系。1.3本章小結(jié)本章主要論述了本次設(shè)計(jì)的工程概況、相關(guān)的設(shè)計(jì)資料、高層建筑的一些特點(diǎn)以及綜合本次設(shè)計(jì)所確定的結(jié)構(gòu)體系類型。2.結(jié)構(gòu)設(shè)計(jì)2.1框架結(jié)構(gòu)設(shè)計(jì)計(jì)算2.1.1工程概況本項(xiàng)目為9層鋼筋混凝土框架結(jié)構(gòu)體系，占地面積約為960.96m2，總建筑面積約為8811.84m2；層高3.6m平面尺寸為18.3m×52.0m。采用樁基礎(chǔ)，室內(nèi)地坪為±0.000m，室外內(nèi)高差0.6m?？蚣芷矫嫱W(wǎng)布置如下圖：圖2-1框架平面柱網(wǎng)布置框架梁柱現(xiàn)澆，屋面及樓面采用100mm厚現(xiàn)澆鋼筋混凝土。設(shè)計(jì)資料.1氣象條件:基本風(fēng)荷載W。=0.35kN/m2;基本雪荷載為0.2KN/m2。.2樓、屋面使用荷載：走道：2.5kN/m2；消防樓梯2.5kN/m2；辦公室2.0kN/m2；機(jī)房8.0kN/m2，為安全考慮，均按2.5kN/m2計(jì)算。.3工程地質(zhì)條件：建筑物場地地形平坦，地基土成因類型為冰水洪積層。自上而下敘述如下：新近沉積層（第一層），粉質(zhì)粘土，厚度0.5—1.0米，巖性特點(diǎn)，團(tuán)粒狀大孔結(jié)構(gòu)，欠壓密。粉質(zhì)粘土層（第二層），地質(zhì)主要巖性為黃褐色分之粘土，硬塑狀態(tài)，具有大孔結(jié)構(gòu)，厚度約3.0米,粉質(zhì)粘土層（第三層），地質(zhì)巖性為褐黃色粉質(zhì)粘土，具微層理，含鐵錳結(jié)核，可塑狀態(tài)，厚度3.5米，粉質(zhì)粘土層（第四層），巖性為褐黃色粉質(zhì)粘土，具微層理，含鐵錳結(jié)核，硬塑狀態(tài)，厚度未揭露，不考慮地下水。場地位1類一組Tg（s）=0.25s（表3.8《高層建筑結(jié)構(gòu)》）.4屋面及樓面做法：屋面做法：20mm厚1：2水泥砂漿找平；100～140mm厚（2%找坡）膨脹珍珠巖；100mm厚現(xiàn)澆鋼筋混凝土樓板；15mm厚紙筋石灰抹灰。樓面做飯：25mm厚水泥砂漿面層；100mm厚現(xiàn)澆鋼筋混凝土樓板15mm紙筋石灰抹灰梁柱截面、梁跨度及柱高度的確定.1初估截面尺寸(1)柱：b×h=600mm×600mm(2)梁：梁編號如下圖：L1:h=(1/12～1/8)×7800=650～975取h=700mmb=(1/3～1/2)H=(1/3～1/2)×700=233～350取b=300mmL2:h=(1/12～1/8)×2700=225～338取h=450mmb=(1/3～1/2)H=(1/3～1/2)×450=130～225取b=250mmL3:h=(1/12～1/8)×4000=333～500取h=450mmb=(1/3～1/2)H=(1/3～1/2)×450=150～225取b=250mmL4:h=(1/12～1/8)×3600=300～450取h=400mmb=(1/3～1/2)H=(1/3～1/2)×400=133～200取b=250mmL5:h=(1/12～1/8)×2400=200～300取h=400mmb=(1/3～1/2)H=(1/3～1/2)×400=133～200取b=250mmL6:h=(1/12～1/8)×8000=667～1000取h=700mmb=(1/3～1/2)H=(1/3～1/2)×700=233～350取b=300mm圖2-2框架梁編號.2梁的計(jì)算跨度框架梁的計(jì)算跨度以上柱形心為準(zhǔn)，由于建筑軸線與柱軸線重合，故計(jì)算跨度如下：圖2-3梁的計(jì)算跨度.3柱高度底層柱h=3.6+0.6+0.5=4.7m其他層h=3.6m圖2-4橫向框架計(jì)算簡圖及柱編號荷載計(jì)算.1屋面均布恒載二氈三油防水層0.35kN/m2冷底子有熱瑪蹄脂0.05kN/m220mm厚1：2水泥砂漿找平0.02×20=0.4kN/m2100～140厚(2%坡度)膨脹珍珠巖(0.1+0.14)×7/2=0.84kN/m2100mm厚現(xiàn)澆鋼筋混凝土樓板0.1×25=2.5kN/m215mm厚紙筋石灰抹底0.015×16=0.24kN/m2共計(jì)4.38kN/m2屋面恒載標(biāo)準(zhǔn)值為：（52+0.24）×（7.8×2+2.7+0.24）×4.38=4242.16kN.2樓面均布恒載按樓面做法逐項(xiàng)計(jì)算25厚水泥砂漿找平0.025×20=0.05kN/m2100厚現(xiàn)澆鋼筋混凝土樓板0.1×25=2.5kN/m215厚紙筋石灰抹灰0.015×16=0.24kN/m2共計(jì)3.24kN/m2樓面恒載標(biāo)準(zhǔn)值為：（52+0.24）×（7.8×2+2.7+0.24）×3.24=3180.04kN.3屋面均布活載計(jì)算重力荷載代表值時(shí)，僅考慮屋面雪荷載：0.2×（52+0.24）×（7.8×2+2.7+0.24）=197.71kN.4樓面均布活荷載樓面均布活荷載對于辦公樓一般房間為22.0KN/m2，走道、消防樓梯為2.5kN/m2，為計(jì)算方便，偏安全的統(tǒng)一取均布活荷為2.5kN/m2。樓面均布活荷載標(biāo)準(zhǔn)值為：2.5×（52+0.24）×（7.8×2+2.7+0.24）=2421.32kN.5梁柱自重（包括梁側(cè)、梁底、柱的抹灰重量）L1：b×h=0.3m×0.7m長度7.2m每根重量0.7×7.2×25×（0.02×2+0.3）=42.84kN根數(shù)15×2×9=270根L2：b×h=0.25m×0.45m長度2.1m每根重量0.45×2.1×25×（0.02×2+0.25）=6.85kN根數(shù)15×9=135根L3：b×h=0.25m×0.45m長度3.4m每根重量0.45×3.4×25×（0.02×2+0.25）=11.09kN根數(shù)16×2×9=288根L4：b×h=0.25m×0.4m長度3.0m每根重量0.4×3×25×（0.02×2+0.25）=8.7kN根數(shù)8×9=72根L5：b×h=0.25m×0.4m長度1.8m每根重量0.4×1.8×25×（0.02×2+0.25）=5.22kN根數(shù)8×9=72根L6：b×h=0.3m×0.7m長度7.4m每根重量0.7×7.4×25×（0.02×2+0.3）=44.03kN根數(shù)4×9=36根Z1：截面0.6×0.6m2長度4.7m每根重量（0.6+0.02×2）2×4.7×25=48.13kN根數(shù)14×4=56根Z2：截面0.6×0.6m2長度3.6m每根重量（0.6+0.02×2）2×3.6×25=36.86kN根數(shù)14×4×8=448根表2-1梁柱自重梁（柱）編號截面（m2）長度（m）根數(shù)每根重量（kN）L10.3×0.77.2027042.84L20.25×0.4452.11356.85L30.25×0.4453.428811.09L40.25×0.443.0728.70L50.25×0.441.8725.22L60.3×0.77.403644.03Z10.6×0.64.75648.13Z20.6×0.63.644836.86.6墻體自重外墻墻厚240mm，采用瓷磚貼面；內(nèi)墻墻厚120mm，采用水泥砂漿抹面，內(nèi)外墻均采用粉煤灰空心砌塊砌筑。單位面積外墻體重量為：7.0×0.24=1.68kN/m2單位面積外墻貼面重量為：0.5kN/m2單位面積內(nèi)墻體重量為：7.0×0.12=0.84kN/m2單位面積內(nèi)墻貼面重量為（雙面抹面）：0.36×2=0.72kN/m2表2-2墻體自重墻體每片面積（m2）片數(shù)重量（KN）底層縱墻外墻3.4×4.25516外墻墻體388.41881.46外墻墻面115.63.0×4.3004外墻墻體86.69外墻墻面25.81.8×4.3004外墻墻體52.01外墻墻面15.487.4×4.0002外墻墻體99.56外墻墻面29.6內(nèi)墻3.4×4.25516內(nèi)墻墻體194.21400.92內(nèi)墻墻面166.463.0×4.3002內(nèi)墻墻體21.67內(nèi)墻墻面18.78底層橫墻外墻7.2×4.04外墻墻體96.77207.56外墻墻面82.942.1×4.2552外墻墻體15.0外墻墻面12.85內(nèi)墻7.2×4.016內(nèi)墻墻體387.07718.85內(nèi)墻墻面331.78外墻3.4×3.15516外墻墻體287.89外墻墻面85.68續(xù)表2-2墻體每片面積（㎡）片數(shù)重量（kN）其他層縱墻外墻3.0×3.2004外墻墻體64.51601.08外墻墻面19.21.80×3.2204外墻墻體38.71外墻墻面11.527.4×2.9002外墻墻體72.11外墻墻面21.46內(nèi)墻3.4×3.15516內(nèi)墻墻體143.94351.69內(nèi)墻墻面123.383.0×3.2002內(nèi)墻墻體16.13內(nèi)墻墻面13.821.8×3.2002內(nèi)墻墻體9.68內(nèi)墻墻面8.297.4×2.9001內(nèi)墻墻體18.03內(nèi)墻墻面15.45其他層橫墻外墻7.2×2.9004外墻墻體140.37210.48外墻墻面41.762.1×3.1552外墻墻體22.23外墻墻面6.12內(nèi)墻7.2×2.90016內(nèi)墻墻體280.62514.48內(nèi)墻墻面233.86.7荷載總匯頂層重力荷載代表值包括屋面恒載+50%屋面雪載+縱橫梁自重+半層柱自重+半層墻體自重。頂層恒載：4242.16kN頂層活載：1933.71kNN頂層梁自重：++++++=42.84×330+6.885×15++11.099×32+88.7×8++5.22××8+44..03×4=2030.311kN頂層柱自重：366.86×556=20664.16kkN頂層墻自重：6001.08++351.669+2100.48+5514.488=16777.73kkN=+1/2++1//2+1/22=97599.58kkN其他層重力荷載代代表值包括樓樓面恒載+50%活載+縱橫梁自重+樓面上下各各半層的柱及及縱橫墻體自自重。=3138.044+1/2××2421..32+422.84×330+6.885×15++11.099×32+88.7×8+5.22×8++44.033×4+366.86×556+16777.73==101200.9kNN10120.9kN=3138.044+1/2××2421..32+422.84×330+6.885×15++11.099×32+88.7×8++5.22××8+44.03×44+1/2××36.866×56+11/2×488.13×556=109967.522kN門窗荷載計(jì)算M-1、M-2采采用鋼框門，單單位面積鋼框框門重量為0.4kNN/m2M-3、M-4采采用木門，單單位面積木門門重量為0.2kkN/m2C-1、C-2、C-3、C-4、C-5、C-6均采用鋼框框玻璃窗，單單位面積鋼框框玻璃窗重量量為0.45kN/㎡表2-3門窗重量量計(jì)算層號門窗號單位面積（m2）數(shù)量重量(kN)底層M-11.5×2.734.8664.35M-21.5×2.122.52M-30.9×2.4135.62C-10.9×1.821.46C-21.0×1.843.24C-42.4×1.81834.99C-51.8×1.8811.66M-30.9×2.4146.05續(xù)表2-3層號門窗號單位面積（m2）數(shù)量重量(kN)二至九層M-41.5×2.464.3267.55C-21.0×1.843.24C-31.5×1.822.43C-42.4×1.81834.99C-51.8×1.8811.66C-63.0×1.824.86（1）底層墻體實(shí)際重重量：=100699.007kN（2）二至九層實(shí)際重重量：kNkN建筑物總重力荷載載代表值kNN水平地震作用下框框架的側(cè)向位位移驗(yàn)算.1橫向線剛度混凝土C30kN/m2在框架結(jié)構(gòu)中，有有現(xiàn)澆樓面或或預(yù)制板樓面面。而現(xiàn)澆板板的樓面，板板可以作為梁梁的有效翼緣緣，增大梁的的有效剛度，減減少框架側(cè)移移。為考慮這這一有利作用用，在計(jì)算梁梁的截面慣性性矩時(shí)，對現(xiàn)現(xiàn)澆樓面的邊邊框架取=11.5（為梁的截面面慣性矩）。對對中框架取==2.0。若若為裝配樓板板，現(xiàn)澆層的的樓圖2-5質(zhì)點(diǎn)重力荷荷載值面，則則邊框架梁取取=1.2，對對中框架取==1.5。橫向線剛度計(jì)算見見表2-4。.2橫向框架柱柱的側(cè)移剛度度D值柱線剛度列于表22-5，橫向框架架柱側(cè)移剛度度D值計(jì)算見表2-6。.3橫向框架自自振周期按頂點(diǎn)位移法計(jì)算算框架的自振振周期。頂點(diǎn)點(diǎn)位移法是求求結(jié)構(gòu)基本頻頻率的一種近近似方法。將將結(jié)構(gòu)按質(zhì)量量分布情況簡簡化為無限質(zhì)質(zhì)點(diǎn)的懸臂直直桿，導(dǎo)出以以直桿頂點(diǎn)位位移表示的基基本公式。表2-4橫向剛度度計(jì)算表2-5柱線剛度度柱號截面（m2）柱高度（m）慣性矩線剛度（m4）（kN·m）0.6×0.64.710.8×10--36.89×10440.6×0.63.610.8×10--39.00×1044表2-6橫向框架柱柱側(cè)移剛度D值計(jì)算項(xiàng)目目柱類型層根數(shù)底層邊框架邊柱0.448167684邊框架中柱0.528197624中框架邊柱0.4931845224中框架中柱0.58021709241109984二至九層邊框架邊柱0.216180004邊框架中柱0.311259174續(xù)表2-6項(xiàng)項(xiàng)目柱類型層根數(shù)二至九層中框架邊柱0.2682233324中框架中柱0.37531250241461660這樣，只要求出結(jié)結(jié)構(gòu)的頂點(diǎn)水水平位移，就就可以按下式式求得結(jié)構(gòu)的的基本周期：：式中——基本周期期調(diào)整系數(shù)，考考慮填充墻使使框架自振周周期減少的影影響，取0..6；——框架的頂點(diǎn)位位移。在未求求出框架的周周期前，無法法求出框架的的地震力及位位移；是將框架的重力荷荷載視為水平平作用力，求求得的假想框框架頂點(diǎn)位移移。然后由求求出，再用求出框框架結(jié)構(gòu)的底底部剪力，進(jìn)進(jìn)而求出框架架各層剪力和和結(jié)構(gòu)真正的的位移。橫向向框架頂點(diǎn)位位移計(jì)算見表表2-7。表2-7橫向框架架頂點(diǎn)位移層次（kN）（kN）（kN/m）層間相對位移99451.989451.9814616600.00650.319689813.319265.28814616600.01320.313179813.329078.58814616600.01990.299969813.338891.88814616600.02660.2859813.34870503330.253449813.358518.48814616600.04000.220139813.368331.78814616600.04670.180129813.378145.08814616600.05340.1334110699.0778884408000.0800=1.7×0.66×2.1.5.4橫橫向地震作用用計(jì)算在I類場地，6度設(shè)防防區(qū)，設(shè)計(jì)地地震分組為第第二組情況下下，結(jié)構(gòu)的特特征周期=00.25s，水平地震震影響系數(shù)最最大值=0..16。由于=0.5777＞=1.4××0.25==0.35（s），應(yīng)考慮慮頂點(diǎn)附加地地震作用。按底部剪力法求得得的基底剪力力，若按分配配給各層，則則水平地震作作用呈倒三角角形分布。對一般層，這種分分布基本符合合實(shí)際。但對對結(jié)構(gòu)上部，水水平作用小于于按時(shí)程分析析法和振型分分解法求得的的結(jié)果，特別別對于周期比比較長的結(jié)構(gòu)構(gòu)相差更大。地地震的宏觀震震害也表明，結(jié)結(jié)構(gòu)上部往往往震害很嚴(yán)重重。因此，即即頂部附加地地震作用系數(shù)數(shù)考慮頂部地地震力的加大大?？紤]了結(jié)結(jié)構(gòu)周期和場場地的影響。且且修正后的剪剪力分布與實(shí)實(shí)際更加吻合合。=0.08+0..01=0..08×0..577+00.01=00.05622結(jié)構(gòu)橫向總水平地地震作用標(biāo)準(zhǔn)準(zhǔn)值：=（/）××0.885=（0.25/0.8850）0.9×0..16×0..85×888844.115=56991.88kkN頂點(diǎn)附加水平地震震作用：==0.068×55681.888=3877.05kNN各層橫向地震剪力力計(jì)算見表22-8，表中中：橫向框架各層水平平地震作用和和地震剪力見見圖2-6。表2-8各層橫向向地震作用及及樓層地震剪剪力層次（m）（m）（kN）（kN）（kN）93.633.59451.983166410.1891402.83661402.3683.629.99813.32934180.175940.12342.4673.626.39813.32580900.154827.293169.7563.622.79813.32227620.133714.483884.2353.619.19813.31874340.112601.664485.8943.615.59813.31521060.091488.854974.7433.611.99813.31167780.070376.045350.7823.68.39813.3814500.050268.65619.3816.54.710669.077501450.030161.165780.54注：表中第9層中中加入了，其其中=3887.05kkN。圖2-6橫向框架各各層水平地震震作用和地震震剪力.5橫向框架抗抗震變形驗(yàn)算算詳見表2-9。表2-9橫向框架抗抗震變形驗(yàn)算算層次層間剪力（kN）層間剛度（kN）層間位移（m）層高（m）層間相對彈性轉(zhuǎn)角角91402.3614616600.000963.61/375082342.4614616600．00163.61/225073169.7514616600.002173.61/165963884.2314616600.002663.61/135354485.8914616600.003073.61/117344974.7414616600.00343.61/105835350.7814616600.003663.61/98325619.3814616600.003843.61/93815780.5411099840.005214.71/691注：層間彈性相對對轉(zhuǎn)角均滿足足要求。＜[]=1/4450。（若考慮慮填充墻抗力力作用為1/550）2.1.6水平地震震作用下橫向向框架的內(nèi)力力分析本設(shè)計(jì)取中框架為為例，柱端計(jì)計(jì)算結(jié)果詳見見表2-100。地震作用用下框架梁柱柱彎矩，梁端端剪力及柱軸軸力分別見表表2-11、圖圖2-7，圖2-8。表2-10C軸柱（邊邊柱）柱端彎彎矩計(jì)算層次層高h(yuǎn)層間剪力層間剛度y(m)93.61402.36146166022333210.7330.352.9222.6883.62342.46146166022333360.7330.477.7651.8473.63169.75146166022333480.7330.4595.0477.7663.63884.23146166022333590.7330.45116.8295.58續(xù)表2-10層次層高h(yuǎn)層間剪力層間剛度y(m)53.64485.85146166022333690.7330.45136.62111.7843.64974.74146166022333760.7330.5136.8136.833.65350.78146166022333820.7330.5147.6147.623.65619.38146166022333860.7330.5154.8154.814.75780.54110998418452960.9580.65157.92293.28注：表中：表2-11D軸柱柱（中柱）柱柱端彎矩計(jì)算算層次層高h(yuǎn)層間剪力層間剛度y(m)93.61402.36146166031250301.2020.464.843.283.62342.46146166031250501.2020.45998173.63169.75146166031250681.2020.45134.64110.1663.63884.23146166031250831.2020.5149.4149.453.64485.85146166031250961.2020.5172.8172.843.64974.741461660312501061.2020.5190.8190.833.65350.781461660312501151.2020.520720723.65619.381461660312501201.2020.521621614.75780.541109984217091131.570.6212.44318.66該框架為對稱結(jié)構(gòu)構(gòu),F軸柱與C軸柱相同，DD軸柱與E軸柱相同。圖2-7地震作用下下中框架彎矩矩圖（kN/m）圖2-8地震力作用用下框架梁端端剪力及柱軸軸力(kN)2.1.7豎向荷荷載作用下橫橫向框架的內(nèi)內(nèi)力分析仍以中框架為例進(jìn)進(jìn)行計(jì)算。2.1.7.1荷荷載計(jì)算第9層梁的均布線荷載載圖2-9荷載載折減示意圖圖CD跨：屋面均布恒載傳給給梁4.388×4.0××0.8833=17.552kN/mm橫梁自重（包括抹抹灰）（0.3+00.02×22）×0.7××25=5..95kN//m恒載：23.447kN/mmDE跨：屋面均布恒載傳給給梁4.338×4.00×0.8883=17..52kN//m橫梁自重（包括抹抹灰）（0.25++0.02××2）×0.455×25=33.26kNN/m恒載：20.788kN/m第2～8層梁均布線荷載CD跨：樓面均布恒載傳給給梁3.244×4.0××0.8833=12.996kN/mm橫梁自重（包括抹抹灰）（0.3+00.02×22）×0.7××25=5..95kN//m無橫墻恒載：18.911kN/mDE跨：樓面均布恒載傳33.24×44.0×0..883=112.96kkN/m橫梁自重（包括抹抹灰）（0.25++0.02××2）×0.455×25=33.26kNN/m恒載：166.22kNN/m第2～8層集中荷載：縱梁自重（包括抹抹灰）：（0.25++0.02××2）×0.455×25×44.0=133.05kkN外縱墻自重（包括抹抹灰）：（1.68++0.72）×3.6×（0）=26.668kN內(nèi)縱墻自重：（0.84++0.72）×3.6×（4.0-00.60）=19.009kN柱自重（包括抹灰灰）：0.664×0.664×3.66×25=336.68kkN總計(jì)：995.68kkN第1層梁均布線荷載跨恒載：188.91kNN/m跨恒載：116.22kkN/m第1層集中荷載：縱梁自重（包括抹抹灰）：133.05kNN縱墻自重（包括抹抹灰）：166.22kNN柱自重（包括抹灰灰）：48..13kN總計(jì)：106.995kN活荷載計(jì)算：屋面梁上線活荷載載樓面梁上線活荷載載邊框架恒載及活荷荷載見圖2-10。（a）恒載示意（b）活活載示意圖2-10框架豎豎向荷載示意意2.1.7.2用用彎矩分配法法計(jì)算框架彎彎矩豎向荷載作用下框框架的內(nèi)力分分析，除活荷荷載較大的工工業(yè)廠房外，對對一般的工業(yè)業(yè)與民用建筑筑可以不考慮慮活荷載的不不利布置。這這樣求得的框框架內(nèi)力，梁梁跨中彎矩較較考慮活荷載載不利布置法法求得的彎矩矩偏低，但當(dāng)當(dāng)活荷載在總總荷載比例較較大時(shí)，可在在截面配筋時(shí)時(shí)，將跨中彎彎矩乘1.1～1.2的放大系數(shù)數(shù)予以調(diào)整。a.固端彎矩計(jì)算1.恒荷載作用下內(nèi)力力計(jì)算將框架視為兩端固固定梁，計(jì)算算固端彎矩。計(jì)計(jì)算結(jié)果見表表2-13。表2-13固端彎矩矩計(jì)算層數(shù)簡圖邊跨框架梁頂層底層中間跨框架梁頂層底層2.活荷載作用下下內(nèi)力計(jì)算將框架視為兩端固固定梁，計(jì)算算固端彎矩。計(jì)計(jì)算結(jié)果見表表2-14。表2-14固端彎矩矩計(jì)算層數(shù)簡圖邊跨框架梁頂層底層中間跨框架梁頂層底層b.分配系數(shù)計(jì)算算考慮框架對稱性，取取半框架計(jì)算算，半框架的的梁柱線剛度度如圖2-111。各桿端分配系數(shù)見見表2-15。圖2-11半框架架梁柱線剛度度示意表2-15各桿端分分配系數(shù)層號節(jié)點(diǎn)C各桿端分配系數(shù)節(jié)點(diǎn)D各桿端分配系數(shù)頂層C9C80.58D9D80.51C9D90.42D9C90.37D9E90.12標(biāo)準(zhǔn)層C8C90.37C8C70.37D8D90.34D8D70.34C8D80.26D8C80.25D8E80.07底層C1C20.4C1C00.31D1D20.37D1D00.28C1D10.29D1C10.27D1E10.08c.傳遞系數(shù)遠(yuǎn)端固定，傳遞系系數(shù)為1/2；d.彎矩分配恒荷載作用下，框框架的彎矩分分配計(jì)算見圖圖2-12，框架的彎彎矩圖見圖22-13；活荷載作作用下，框架架的彎矩分配配計(jì)算見圖22-14，框架的彎彎矩圖見圖22-15；豎向荷載作用下，考考慮框架梁端端的塑性內(nèi)力力重分布，取取彎矩調(diào)幅系系數(shù)為0.8，調(diào)幅后，恒恒荷載及活荷荷載彎矩見圖圖2-13，圖圖2-15中括括號內(nèi)數(shù)值。上柱下柱右梁9層左梁上柱下柱右梁00.580.420.3700.510.1269.01-118.9949.98118.99-39.36-12.6212.76-54.2517.741.13-19.680.8124.99-3.83-14.63-5.28-1.25-7.685.56-1.914.030.41-1.994.98-2.74-0.6585.76-85.7699.21-71.92-27.280.370.370.268層0.250.340.340.0735.47-95.8724.9395.87-21.50-9.8535.47-29.25-29.25-6.0234.51-15.3617.74-10.7512.477.32-27.13-14.63-15.36-10.789.969.962.050.570.13-4.583.665.390.02-2.64-2.840.130.090.030.030.0155.3233.40-88.7299.57-49.03-36.73-13.810.370.370.267層0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.7512.47-27.13-14.63-9.15-9.15-6.434.205.715.711.17-7.68-4.582.10-3.224.98-2.863.763.762.640.280.370.370.0840.1443.24-83.3888.1-32.82-40.66-14.620.370.370.266層0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.7512.47-14.63-14.63-9.15-9.15-6.434.205.715.711.17-4.58-4.582.10-3.222.862.862.612.611.84-0.63-0.85-0.85-0.1742.0942.09-84.1887.19-36.16-36.16-14.870.370.370.265層0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.7512.47-14.63-14.63-9.15-9.15-6.434.205.715.711.17-4.58-4.582.10-3.212.862.862.612.611.84-0.63-0.85-0.85-0.1742.0942.90-84.1887.2-36.16-36.16-14.870.370.370.264層0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.7512.47-14.63-14.63-9.15-9.15-6.434.205.715.711.18-4.57-4.572.10-3.212.852.852.602.601.83-0.62-0.85-0.85-0.1742.0942.09-84.1987.19-36.17-36.17-14.860.370.370.263層0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.7512.46-14.63-14.63-9.15-9.15-6.434.205.715.711.18-4.58-4.842.10-3.222.853.082.712.711.90-0.68-0.92-0.92-0.1942.1941.93-84.1287.13-36.24-36.01-14.880.370.370.262層0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7419.18-10.7512.46-14.63-15.91-9.68-9.68-6.814.526.151.27-4.571.31-1.232.26-3.402.850.141.310.920.100.140.140.0340.2745.05-85.3288.05-34.74-38.73-14.570.40.310.290.270.370.280.08-95.8795.87-9.8538.3529.7227.80-23.23-31.82-24.09-6.8817.74-11.621層13.90-14.63-2.45-1.90-1.770.200.270.200.06-4.840.10-0.883.071.901.471.37-0.59-0.81-0.61-0.1850.7029.29-79.9985.27-43.92-24.5-16.85圖2-12恒載彎矩分分配圖圖2-13恒載作作用下框架彎彎矩圖上柱下柱右梁9層左梁上柱下柱右梁00.580.420.3700.510.125.20-8.973.778.97-2.92-1.08-0.95-4.028.28-3.96-1.46-2.861.891.78-6.72.450.58-1.100.891.430.490.120.100.350.480.118.54-8.538.64-7.3-1.340.370.370.268層0.250.340.340.07-44.7744.77-5.3616.562.6016.5611.65-9.855.82-13.40-13.40-2.768.28-4.93-2.01-6.7-2.20-1.98-2.20-1.550.72-0.780.980.980.20-2.150.361.231.231.391.390.98-0.42-0.57-0.57-0.1217.3721.88-39.267層40.26-13.77-18.46-8.040.370.370.260.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.925.83-6.52-6.52-4.31-4.31-3.031.802.452.450.510.70-2.150.9-1.510.491.23-0.020.200.200.15-0.05-0.07-0.07-0.0221.4318.5840.0240.99-17.05-16.31-7.630.370.370.266層0.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.935.83-6.7-6.7-4.30-4.30-3.031.892.572.570.53-2.15-2.160.95-1.521.231.281.241.240.87-0.25-0.34-0.34-0.0619.6319.62-39.2540.87-16.64-16.59-7.650.370.370.265層0.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.925.82-6.7-6.7-4.31-4.31-3.031.892.572.570.54-2.15-2.150.95-1.511.281.281.241.240.87-0.26-0.36-0.36-0.0719.6219.62-39.2540.86-16.61-16.61-7.650.370.370.264層0.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.935.83-6.7-6.7-4.31-4.31-3.031.892.572.570.54-2.15-2.150.95-1.521.281.281.241.240.88-1.26-0.35-0.35-0.0719.6219.62-39.2540.86-16.6-16.6-7.650.370.370.263層0.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.925.83-6.7-6.7-4.31-4.31-3.021.892.572.570.54-2.15-2.280.95-1.511.281.391.291.290.90-0.29-0.39-0.39-0.0819.6719.54-39.2140.84-16.64-16.53-7.660.370.370.262層0.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.96-4.935.82-6.7-7.29-4.55-4.55-3.202.042.782.780.57-2.150.64-0.590.641.020.44-1.600.071.280.100.040.100.0218.7821.02-39.7941.25-15.94-17.77-7.530.40.310.291層0.270.370.280.08-44.7744.77-5.3617.9113.8812.98-10.6414.58-11.03-3.158.28-5.326.49-6.7-1.18-0.92-0.860.050.080.060.02-2.280.03-0.431.390.90.700.65-0.26-0.36-0.17-0.0123.6313.66-37.2940.67-21.2-10.97-8.49圖2-14活載彎矩矩分配圖2-15活載作用用下框架彎矩矩圖2.1.7.3梁梁端剪力及柱柱軸力的計(jì)算算梁端剪力：式中：——梁上均均布荷載引起起的剪力，；；——梁端彎矩引起的剪剪力，。柱軸力：式中：——梁端剪剪力；——節(jié)點(diǎn)集中力及柱自自重。跨：八九層梁在恒載載作用下，梁梁端剪力及柱柱軸力計(jì)算為為例。由圖2-15查得梁上上均布荷載為為：第八層：=18.911kN/m集中荷載955.68kNN柱自重36..86kN第九層：=23.477kN/m由圖2-15查得：八層梁端彎矩：=888.72kkN·m（70.988kN·m）=99.57kN··m（79.6556kN·m）九層梁端彎矩：==85.766kN·m（68.611kN·m）=99.57kN··m（79.3668kN·m）括號內(nèi)為調(diào)幅的數(shù)數(shù)值。九層梁端剪力：====1/22×23.447×7.8=91.533kN調(diào)幅前：=+=91.533-1.72=89.811kN=-=91.533+1.72=93.255kN調(diào)幅后：=+=91.533-1.38=90.155kN=-=91.533+1.388=92.911kN同理可得八層梁端端剪力：====1/22×18.991×7.8=73.755kN調(diào)幅前：kN=+=73.755-1.399=72.336kN=-=73.755+1.399=75.114kN調(diào)幅后：kN=+=73.755-1.111=72.664kN=-=73.755+1.111=74.886kN九層C柱柱頂及柱底軸力力：==90.115+0=990.15kkN=90.15+366.86=1127.011kN八層C柱柱頂及柱底軸力力：=90.155+73.226+95..68=258.119kN=258.199+36.886=295.005kN其他層梁端剪力及及柱軸力計(jì)算算見表2-16，表2-17。內(nèi)力組合.1框架梁內(nèi)力力組合在恒載和活載作用用下，跨間可可以近似取跨跨中的代替：：式中、——梁左、右右端彎矩，見見圖2-133、2-15括號號內(nèi)數(shù)值?？缰腥粜∮趹?yīng)取＝＝在豎向荷載與地震震組合時(shí)，跨間最大彎彎矩采用數(shù)解解法計(jì)算，如圖2-166所示。圖2-16框架梁內(nèi)內(nèi)力組合圖圖2-17調(diào)幅前后剪剪力值變化圖中、——重力荷荷載作用下梁梁端的彎矩；；、——水平地震作用下梁梁端的彎矩、——豎向荷載與地震荷荷載共同作用用下梁端反力力。對作用點(diǎn)取矩：＝-(-++)處截面彎矩為：=--+由=0,可求得跨間間的位置為=將代入任一截面處的的彎矩表達(dá)式式,可得跨間最最大彎矩為：：==-+=-+當(dāng)右震時(shí)公式中、反號。及的具體數(shù)據(jù)見表22-18,,表中、、均有兩組數(shù)數(shù)據(jù)。表2-18及值計(jì)算算項(xiàng)目跨1.2（恒+活）1.3地震（kN/m）（kN/m）（kN/m）（kN/m）（kN/m）CD跨986.4299.3968.8051.3529.238104.02114.57130.57112.7627.99799.25104.25190.44171.0699.65103.32252.95205.83599.65103.32301.86254.05499.66103.32323.15288.34399.58103.25369.72315.462101.01104.33393.12335.44194.69101.38406.54339.76DE跨926.8326.8332.8932.8926.0817.1217.1272.1072.1024.76717.7017.70109.33109.33617.9517.95131.60131.60517.9517.95164.81164.81417.9417.94184.34184.34317.9617.96201.68201.68217.6017.60214.46214.46120.2520.25217.22217.22續(xù)表2-18項(xiàng)目跨（kN/m）（kN/m）（kN/m）（kN/m）CD跨97.896.93/1005.583.32/3.661173.69/2203.655876.57/1112.292.74/4.001112.57/2235.799762.12/1229.472.22/4.66373.93/3004.44649.87/1441.961.78/5.00748.10/3663.67537.42/1554.411.34/5.55228.68/4229.58430.30/1661.531.08/5.77720.06/4669.75320.85/1771.000.74/6.11111.44/5226.02215.33/1776.240.55/6.3307.52/5588.17112.62/1779.700.45/6.4429.54/5833.54DE跨92.710.74/399.590.41/1.55227.92/300.148-19.98/774.15-0.81/2..9954.98/544.987-47.56/1101.300-1.92/4..0991.63/911.636-64.05/1117.611-2.59/4..75113.9/1113.95-88.66/1142.222-3.58/5..74146.86/1146.8664-103.12//156.669-4.16/6..33166.4/1666.43-115.97//169.552-4.68/6..85183.72/1183.7222-125.43//179.225-5.07/7..24196.86/1196.8661-127.48//179.333-5.15/7..24196.97/1196.977梁內(nèi)力組合見表22-19表2-19梁內(nèi)力力組合表層次位置內(nèi)力荷載類別豎向荷載與地震力力組合恒載①活載②地震荷載③1.2①+1.44②1.2(①+0..5②)±1.3③9M-68.61-6.8252.9-91.88-17.65-155.19V90.156.89212.84117.83129.00M-79.37-6.9139.5-104.92-150.74-48.04V93.256.9112.84121.57132.74M-21.82-1.0725.3-27.686.06-59.72V28.052.3924.137.0166.42跨中104.56.73134.82203.65173.699.470.8112.5030.1427.928M-70.98-31.41100.44-129.1526.55-234.59V72.6434.3126135.20141.55M-79.66-32.2186.74-140.69-227.68-2.16V75.1434.5726138.57144.71M-11.05-6.4355.46-22.2654.98-89.22V21.911.9252.8242.97102.10跨中68.4935.34131.66235.79112.577.394.0214.507M-66.7-32.02146.88-124.8791.69-290.20V73.2634.3438.67135.99158.79M-70.48-32.79131.54-130.48-275.2566.75V74.3634.5638.67137.62160.24M-11.7-6.184.1-22.5891.63-127.03V21.911.9280.142.97137.56跨中75.2229.36131.37304.4473.937.393.4213.666M-67.34-31.4194.58-124.77153.31-352.60V73.4434.2749.02136.11172.42續(xù)表2-196M-69.75-32.7158.33-129.48-309.15102.51V74.1434.6549.02137.48173.48M-11.9-6.12101.23-22.85113.65-149.55V21.911.9296.4142.97158.77跨中75.2729.84132.1363.6748.107.393.4213.665M-67.34-31.4232.12-124.77202.11-401.40V73.4434.2759.39136.11185.90M-69.76-32.69195.42-129.48-357.37150.72V74.1434.6559.39137.48186.97M-11.9-6.12126.78-22.85146.86-182.77V21.911.92120.7442.97190.39跨中75.2634.58138.72429.5828.687.392.8512.864M67.35-31.4248.5836.86385.13-261.17V73.4734.2793.94136.14230.85M-69.75-32.69221.8-129.47-391.65185.03V74.1334.6563.94137.47192.87M11.89-6.12141.85.7194.94-173.74V21.911.92135.0542.97209.00跨中75.2624.58124.72469.7520.067.392.8212.823M-67.3-31.37284.4-124.68270.14-469.30V73.4434.2773.2136.11203.85M-69.7-32.67242.66-129.38-418.7212.22V74.1434.6573.2137.48204.92M-11.9-6.13155.14-22.86183.72-219.64V21.911.92147.7542.97225.51跨中75.3122.84122.35526.0211.447.392.6212.542M-68.26-31.83302.4-126.47292.11-494.13續(xù)表2-192V73.4734.2977.84136.17209.93M-70.44-33258.03-130.73-439.77231.11V74.134.6377.84137.40210.89M-11.66-6.02164.97-22.42196.86-232.07V21.911.92157.1142.97237.68跨中74.4622.58120.96558.177.527.392.6212.541M-63.99-29.83312.72-118.55311.85-501.22V73.2134.0979.73135.58211.96M-68.22-32.54261.35-127.42-441.14238.37V74.4334.8779.73138.13213.89M-13.43-6.79167.09-25.62197.03-237.41V21.911.92159.1342.97240.30跨中77.7123.38125.99583.549.547.392.6212.54注：表中恒載和活活載的組合,梁端彎矩取取調(diào)幅后的數(shù)數(shù)值,剪力取調(diào)幅幅前的較大值值。圖中M左、M右為調(diào)幅前彎彎矩值，M左′、M右′為調(diào)幅后彎彎矩值。剪力力值應(yīng)取V左和V左′具體數(shù)值見見表2-166、表2-177。2.1.8.2柱柱內(nèi)力組合框架柱取每層柱頂頂和柱底兩個(gè)個(gè)控制截面組組合結(jié)果見表表2-21、表表2-22。表表中系數(shù)是考考慮計(jì)算截面面以上各層活活載不總是同同時(shí)滿布而對對樓面均布活活載的一個(gè)折折減系數(shù)，稱稱為活載按樓樓層的折減系系數(shù)，取值見見表2-200。表2-20活荷載載按樓層的折折減系數(shù)墻,柱,基礎(chǔ)計(jì)算截面以上上的層數(shù)12～34～56～89～20＞20計(jì)算截面以上各樓樓層活荷載的折減系數(shù)數(shù)1.00(0.90)0.850.700.650.600.55表2-21C柱內(nèi)力力組合表層次位置內(nèi)力荷載類別豎向荷載與地震力力組合恒載①活載②地震荷載③1.2①+1.44②1.2(①+0..5②)±1.3③9柱頂M85.768.5352.92114.8539.23176.83N90.156.89212.84117.8395.62129.01柱底M-55.32-17.3722.68-90.70-47.32-106.29N127.016.89212.84162.06139.855173.248柱頂M33.421.8877.7670.71-47.88154.30N258.1941.2338.84367.55284.07385.06柱底M-40.14-21.4351.84-78.176.37-128.42N295.0541.2338.84411.78328.31429.297柱頂M43.2418.5895.0477.9-60.52186.59N427.1375.5777.51618.35457.14658.67柱底M-42.09-19.6377.76-77.9938.80-163.37N463.9975.5777.51662.59501.37702.896柱頂M42.0919.62116.8277.98-89.59214.15N596.25109.84116.53869.28629.92932.89柱底M-42.09-19.6395.58-77.9961.97-186.54N633.11109.84126.53913.51661.15990.135柱頂M42.0919.62136.6277.98-115.33239.89N765.37144.11185.921120.20763.211246.61柱底M-42.09-19.62111.78-77.9883.03-207.59N802.23144.11185.921164.43807.451290.844柱頂M42.0919.62136.877.98-115.56240.12N934.5178.38249.861371.13903.611553.25柱底M-42.19-19.64136.8-78.12115.43-240.25N971.36178.38249.861415.36947.841597.48續(xù)表2-213柱頂M41.9319.54147.677.67-129.84253.92N1103.62212.65323.061622.051031.961871.91柱底M-40.27-18.78147.6-74.62132.29-251.47N1140.48212.65323.061666.291076.191916.142柱頂M45.0521.02154.883.49-134.57267.91N1272.77246.94400.91873.041154.322196.66柱底M-50.7-23.63154.8-93.922126.22-276.26N1309.63246.94400.91917.271198.552240.891柱頂M29.2913.66157.9254.27-161.95248.64N1452.93281.03480.632136.961287.322536.95柱底M-14.86-6.94293.28-27.55359.27-403.26N1501.06281.03480.632194.711345.072594.71表2-22D柱內(nèi)力力組合表層次位置內(nèi)力荷載類別豎向荷載與地震力力組合恒載①活載②地震荷載③1.2①+1.44②1.2(①+0..5②)±1.3③9柱頂M-71.92-7.364.8-96.52-174.92-6.44N121.39.311.26158.58136.50165.78柱底M49.0313.7743.278.11123.2610.94N158.169.311.26202.81180.73210.018柱頂M-36.73-18.4699-69.92-183.8573.55N313.7455.7938.08454.59360.46459.47柱底M32.8217.058163.25154.91-55.69N350.655.7938.08498.83404.69503.707柱頂M-40.66-16.31134.64-71.63-233.61116.45N105.68102.2779.51269.9984.82291.54續(xù)表2-227柱底M36.1616.54110.1666.55196.52-89.89N542.64102.2779.51794.35609.17815.896柱頂M-36.16-16.59149.4-66.62-247.57140.87N697.4148.84126.91045.26761.211091.15柱底M36.1616.61149.466.65247.58-140.86N734.26148.84126.91089.49805.451135.395柱頂M-36.16-16.61172.8-66.65-278.0171.28N889.12195.41188.251340.52939.471428.92柱底M36.1716.6172.866.64278.00-171.28N925.8195.41188.251384.53983.481472.934柱頂M-36.17-16.6190.8-66.64-301.40194.68N1080.83241.98259.361635.771105.021779.35柱底M36.2416.64190.866.78301.51-194.57N1117.69241.98259.3616801149.251823.583柱頂M-36.01-16.53207-66.35-322.23215.97N1272.55288.55333.911931.031266.112134.27柱底M34.7415.9420764.00320.35-217.85N1309.41288.55333.911975.261310.342178.512柱頂M-38.73-17.77216-71.35-337.94223.66N1464.24335.1413.182226.231421.012495.28柱底M43.9221.221682.38346.22-215.38N1501.09335.1413.182270.451465.232539.501柱頂M-24.5-10.97212.44-44.76-312.15240.19N1667.51381.89492.582535.661589.792870.5柱底M12.055.52318.6622.19432.03-396.49N1715.64381.89492.582593.411647.552928.262.1.9截面設(shè)設(shè)計(jì)2.1.9.1承承載力抗力調(diào)調(diào)整系數(shù)考慮地震作用時(shí),,結(jié)構(gòu)構(gòu)件的的截面采用下下面的表達(dá)式式：≤/式中——承載力抗抗力調(diào)整系數(shù)數(shù)，取值見表表2-23；——地震作用效應(yīng)與其其它荷載效應(yīng)應(yīng)的基本組合合；——結(jié)構(gòu)構(gòu)件的承載力力。注意在截面配筋時(shí)時(shí)，組合表中中地震力組合合的內(nèi)力均應(yīng)應(yīng)乘以后再與與靜力組合的的內(nèi)力進(jìn)行比比較，挑選出出最不利組合合。表2-23承載力力抗震調(diào)整系系數(shù)材料結(jié)構(gòu)構(gòu)件受力狀態(tài)鋼筋混凝土梁受彎0.75軸壓比小于0.115的柱偏壓0.75軸壓比不小于0..15的柱偏壓0.80抗震墻偏壓0.85各類構(gòu)件受剪、偏拉0.852.1.9.2橫向向框架梁截面面設(shè)計(jì)a.底層框架梁圖2-18底層梁內(nèi)力力示意梁控制截面的內(nèi)力力如圖2-18所示。圖圖中單位為kN·m，的單位為kN?；炷翉?qiáng)強(qiáng)度等級（=14.33N/mm2，=1.43N/mmm2）,縱筋為HRB3335(=3000N/mmm2),箍筋為HPB2335(=2110N/mmm2)。按梁的跨度考慮按梁的凈距考慮=300+37000=40000mm按梁翼緣高度考慮慮，=800--35=7665mm/=100/7655=0.133>0.1圖2-19T形梁計(jì)算截截面故翼緣不受限制。翼緣計(jì)算寬度取三三者中較小值值，即26000mm。判別T形梁截面類型=1.0×14..3×26000×1000×（765-1100/2）=2658.377kN·m〉〉M屬于第一類T型截截面。1.第一層框架梁梁的正截面強(qiáng)強(qiáng)度計(jì)算（見見表2-244）2.梁的斜截面強(qiáng)強(qiáng)度計(jì)算（見見表2-255）實(shí)驗(yàn)和理論分析證證明，翼緣對對提高T型截面梁的的受剪承載力力并不很顯著著，因此，《混混凝土結(jié)構(gòu)設(shè)設(shè)計(jì)規(guī)范》規(guī)規(guī)定，在計(jì)算算T形截面梁的的承載力時(shí)，仍仍取腹板寬度度b并按矩形截截面計(jì)算。為了防止梁在彎曲曲屈服前先發(fā)發(fā)生剪切破壞壞，截面設(shè)計(jì)計(jì)時(shí)對剪力設(shè)設(shè)計(jì)值進(jìn)行調(diào)調(diào)整如下：式中A——剪力增增大系數(shù)，對對二級框架取取1.05；——梁的凈跨，對第一一層梁，＝7.2m,=2.1m；——梁在重力荷載作用用下,按簡支梁分分析的梁端截截面剪力設(shè)計(jì)計(jì)值,；,——分別為梁的左、右右端順時(shí)針方方向或反時(shí)針針方向截面組組合的彎矩值值。由表2--19查得：：CD跨：順時(shí)針方向==311.885kN·mm=-441..14kN··m逆時(shí)針方向==-501..22kN··m=238.337kN·mmDE跨：順時(shí)針方向==±197..03kN··m逆時(shí)針方向==237.441kN·mm計(jì)算中+取順時(shí)時(shí)針方向和逆逆時(shí)針方向中中較大值。剪力調(diào)整:CD跨：+=311.855+441..14=7552.99kkN·m＞501.22+2238.377=739..59kN··m=(18.91++0.5×88.33)××1.2×77.2=999.68kNN·mDE跨：+=197.03+2237.044=434..07kN··m=(18.91++0.5×88.33)××1.2×11/2×2..1=29..07kNN·m=1.05×7552.99//7.2+999.68==209.449kN=1.05×4344.07/22.1+299.07=2246.111Kn考慮承載力抗震調(diào)調(diào)整系數(shù)==0.85×2009.49==178.007kN=0.85×2446.11==209.119kN表2-25梁的斜斜截面強(qiáng)度計(jì)計(jì)算截面支座C右支座D左支座D右設(shè)計(jì)剪力V′（kkN）211.96213.89240.30（kN）180.17181.81204.26調(diào)整后的剪力V（kN）209.49209.49246.11（kN）178.07178.07209.19300×665300×665300×465713.21×1103＞V713.21×1103＞V370.91×1103＞V箍筋直徑Φ（mmm）肢數(shù)（n）n=2;Φ=88n=2;Φ=88n=2;Φ=8850.350.350.3箍筋間距S（mmm）10010080335.37×1103＞·V335.37×1103＞·V214.59×1103＜·V0.3350.3350.4020.2040.2040.204b.標(biāo)準(zhǔn)層框架梁圖2-20第二層框框架梁內(nèi)力示示意取CD跨梁，梁控制制截面的內(nèi)力力如圖2-220所示。圖圖中單位為kN·m，的單位為kN?；炷翉?qiáng)強(qiáng)度等級（=14.33N/mm2，=1.43N/mmm2）,縱筋為HRB3335(=3000N/mmm2),箍筋為HPB2335(=2110N/mmm2)。按梁的跨度考慮按梁的凈距考慮=300+37000=40000mm按梁翼緣高度考慮慮，=8000-35=7765mm/=100/7655=0.133>0.1圖圖2-21T形梁計(jì)算截截面故翼緣不受限制。翼緣計(jì)算寬度取三三者中較小值值，即26000mm。判別T形梁截面類型=1.0×14..3×26000×1000×（765-1100/2）=2658.377kN·m〉〉M屬于第一類T型截截面。1.梁的正截面強(qiáng)強(qiáng)度計(jì)算（見見表2-266）2.梁的斜截面強(qiáng)強(qiáng)度計(jì)算（見見表2-277）為了防止梁在彎曲曲屈服前先發(fā)發(fā)生剪切破壞壞，截面設(shè)計(jì)計(jì)時(shí)對剪力設(shè)設(shè)計(jì)值進(jìn)行調(diào)調(diào)整如下：由表2-19查得得：CD跨：順時(shí)針方向==292.111kN·m=-439..77kN··m逆時(shí)針方向==-494..13kN··m=231.111kN·mmDE跨：順時(shí)針方向=±196..86kN··m逆時(shí)針方向==232.007kN·mm計(jì)算中+取順時(shí)時(shí)針方向和逆逆時(shí)針方向中中較大值。剪力調(diào)整CD跨：+=2292.111+439..77=7331.88kkN·m＞494.13+2231.111=725..24kN··m=(24.97++0.5×77.8)×11.2×7..2×1/2=99.688kN·mDE跨：+=1196.866+232..07=4228.93kkN·m=23.52×11.2×1//2×2.11=29.077kN·mm=1.05×7331.88//7.2+99.688=206.441kN=1.05×4228.93//2.1+229.07==243.554kN考慮承載力抗震調(diào)調(diào)整系數(shù)=00.85若調(diào)整后的剪力值值大于組合表表中的靜力組組合的剪力值值,則按調(diào)整后后的剪力進(jìn)行行斜截面計(jì)算算。根據(jù)國內(nèi)對低周期期反復(fù)荷載作作用下的鋼筋筋混凝土連續(xù)續(xù)梁和懸臂梁梁受剪承載力力試驗(yàn)，反復(fù)復(fù)加載使梁的的受剪承載力力降低?？紤]慮地震作用的的反復(fù)性，表表中靜力荷載載作用下梁的的受剪承載力力公式乘0.85的降低系數(shù)數(shù)。表2-27第二層梁梁的斜截面強(qiáng)強(qiáng)度計(jì)算截面支座C右支座D左支座D右設(shè)計(jì)剪力V′（kkN）209.93210.89237.68（kN）178.44179.26202.03調(diào)整后的剪力（kkN）206.41206.41243.54（kN）175.45175.45207.01300×665300×665250×415713.21×1103＞V713.21×1103＞V370.91×1103＞V箍筋直徑Φ（mmm）肢數(shù)（n）n=2;Φ=88n=2;