某框架結(jié)構(gòu)辦公樓設(shè)計(jì)計(jì)劃

**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。謝謝閱讀框架梁、柱、樓面、屋面板板均為現(xiàn)澆。1.1.1設(shè)計(jì)資料1.1.1.1氣象資料夏季最高氣溫42.3C，冬季室外氣溫最低9C。感謝閱讀凍土深度25cm，基本風(fēng)荷載W。=0.35kN/m2；基本雪荷載為0.2kN/m2。精品文檔放心下載年降水量680mm。1.1.1.2地質(zhì)條件建筑場(chǎng)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：精品文檔放心下載新近沉積層（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。精品文檔放心下載粉質(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。精品文檔放心下載粉質(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。謝謝閱讀粉質(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。感謝閱讀不考慮地下水。1.1.1.3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。感謝閱讀1.1.1.4地震設(shè)防烈度7度1.1.1.5抗震等級(jí)三級(jí)1.1.1.6設(shè)計(jì)地震分組場(chǎng)地為1類一組Tg（s）=0.25smax0.16（表3.8《高層建筑結(jié)構(gòu)》）謝謝閱讀1.1.2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。基礎(chǔ)采用C30，縱筋采用HRB400，箍筋采用HPB235。精品文檔放心下載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。謝謝閱讀高層建筑采用的結(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(guò)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)。謝謝閱讀在高層建筑中，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(wèn)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(duì)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(guò)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(guò)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)件謝謝閱讀**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)。感謝閱讀由于本次設(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(jí)，故采用鋼筋混凝土框架結(jié)構(gòu)體系。感謝閱讀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。精品文檔放心下載**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。精品文檔放心下載框架平面同柱網(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。謝謝閱讀2.1.2設(shè)計(jì)資料2.1.2.1氣象條件:基本風(fēng)荷載W。=0.35kN/m2;基本雪荷載為0.2KN/m2。精品文檔放心下載2.1.2.2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)謝謝閱讀**房8.0kN/m2，為安全考慮，均按2.5kN/m2計(jì)算。精品文檔放心下載2.1.2.3工程地質(zhì)條件：建筑物場(chǎng)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：精品文檔放心下載新近沉積層（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。感謝閱讀粉質(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,q30~35kPa感謝閱讀sk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，q30~35kPa謝謝閱讀sk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，q30~35kPa,q1500~2000kPaskpk不考慮地下水。場(chǎng)地位1類一組Tg（s）=0.25s0.16（表3.8《高層建筑結(jié)構(gòu)》）2.1.2.4屋面及樓面做法：max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紙筋石灰抹灰謝謝閱讀2.1.3梁柱截面、梁跨度及柱高度的確定2.1.3.1初估截面尺寸(1)柱：b×h=600mm×600mm(2)梁：梁編號(hào)如下圖：L1:h=(1/12～1/8)×7800=650～975 取精品文檔放心下載h=700mm**b=(1/3～1/2)H=(1/3～1/2)×700=233～350 取感謝閱讀b=300mmL2:h=(1/12～1/8)×2700=225～338 取謝謝閱讀h=450mmb=(1/3～1/2)H=(1/3～1/2)×450=130～225 取感謝閱讀b=250mmL3:h=(1/12～1/8)×4000=333～500 取感謝閱讀h=450mmb=(1/3～1/2)H=(1/3～1/2)×450=150～225 取精品文檔放心下載b=250mmL4:h=(1/12～1/8)×3600=300～450 取謝謝閱讀h=400mmb=(1/3～1/2)H=(1/3～1/2)×400=133～200 取感謝閱讀b=250mmL5:h=(1/12～1/8)×2400=200～300 取精品文檔放心下載h=400mmb=(1/3～1/2)H=(1/3～1/2)×400=133～200 取精品文檔放心下載b=250mmL6:h=(1/12～1/8)×8000=667～1000 取謝謝閱讀h=700mmb=(1/3～1/2)H=(1/3～1/2)×700=233～350 取感謝閱讀b=300mm**圖2-2 框架梁編號(hào)2.1.3.2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：精品文檔放心下載圖2-3梁的計(jì)算跨度2.1.3.3柱高度底層柱 h=3.6+0.6+0.5=4.7m其他層 h=3.6m**1111圖2-4橫向框架計(jì)算簡(jiǎn)圖及柱編號(hào)2.1.4荷載計(jì)算2.1.4.1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/m2**15mm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精品文檔放心下載2.1.4.2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=3180.04kN2.1.4.3屋面均布活載感謝閱讀計(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感謝閱讀2.1.4.4樓面均布活荷載樓面均布活荷載對(duì)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：謝謝閱讀2.5×（52+0.24）×（7.8×2+2.7+0.24）=2421.32kN謝謝閱讀2.1.4.5梁柱自重（包括梁側(cè)、梁底、柱的抹灰重量）精品文檔放心下載L1：b×h=0.3m×0.7m 長(zhǎng)度7.2m每根重量 0.7×7.2×25×（0.02×2+0.3）=42.84kN精品文檔放心下載**根數(shù)15×2×9=270根L2：b×h=0.25m×0.45m長(zhǎng)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(zhǎng)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(zhǎng)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(zhǎng)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(zhǎng)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(zhǎng)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(zhǎng)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）截面（m2）長(zhǎng)度（m）根數(shù)每根重量（kN）編號(hào)L10.3×0.77.2027042.84L20.25×2.11356.850.45**L30.25×3.428811.090.45L40.25×0.43.0728.70L50.25×0.41.8725.22L60.3×0.77.403644.03Z10.6×0.64.75648.13Z20.6×0.63.644836.862.1.4.6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。謝謝閱讀單位面積外墻體重量為：7.0×0.24=1.68kN/m2謝謝閱讀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謝謝閱讀單位面積內(nèi)墻貼面重量為（雙面抹面）：0.36×2=0.72kN/m2精品文檔放心下載表2-2墻體自重墻體每片面積（m2）片數(shù)重量（KN）外墻墻體388.413.4×4.2516外墻墻面115.6外墻墻體86.693.0×4.304底外墻墻面25.8外881.46層墻1.8×4.30外墻墻體52.01縱4外墻墻面15.48墻外墻墻體99.567.4×4.002外墻墻面29.6內(nèi)內(nèi)墻墻體194.213.4×4.2516400.92墻內(nèi)墻墻面166.46**內(nèi)墻墻體21.673.0×4.302內(nèi)墻墻面18.78外墻墻體96.777.2×4.04底外外墻墻面82.94墻207.56層外墻墻體15.0橫2.1×4.252外墻墻面12.85墻內(nèi)內(nèi)墻墻體387.077.2×4.016718.85墻內(nèi)墻墻面331.78外外墻墻體287.893.4×3.1516墻外墻墻面85.68續(xù)表2-2墻體每片面積（㎡）片數(shù)重量（kN）外墻墻體64.513.0×3.204外墻墻面19.2外外墻墻體38.711.80×3.204601.08墻外墻墻面11.52外墻墻體72.11其7.4×2.902外墻墻面21.46他內(nèi)墻墻體143.94層3.4×3.1516內(nèi)墻墻面123.38縱內(nèi)墻墻體16.13墻3.0×3.202內(nèi)內(nèi)墻墻面13.82墻351.69內(nèi)墻墻體9.681.8×3.202內(nèi)墻墻面8.29內(nèi)墻墻體18.037.4×2.901內(nèi)墻墻面15.45其外外墻墻體140.377.2×2.904210.48他墻外墻墻面41.76**層外墻墻體22.23橫2.1×3.152外墻墻面6.12墻內(nèi)內(nèi)墻墻體280.627.2×2.9016514.48墻內(nèi)墻墻面233.862.1.4.7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+謝謝閱讀半層柱自重+半層墻體自重。頂層恒載Q：4242.16kN1頂層活載Q：193.71kN2頂層梁自重Q：L+L+L+L+L+L感謝閱讀3 1 2 3 4 5 6=42.84×30+6.85×15+11.09×32+8.7×8+5.22×精品文檔放心下載8+44.03×4=2030.31kN頂層柱自重Q：36.86×56=2064.16kN感謝閱讀4頂層墻自重Q：601.08+351.69+210.48+514.48=1677.73kN謝謝閱讀5'=Q+1/2Q+Q+1/2Q+1/2Q=9759.58kN感謝閱讀9 1 2 3 4 5其他層重力荷載代表值包括樓面恒載+50%活載+縱橫梁自重+樓面上下各半層的柱及縱橫墻體自重。感謝閱讀'=3138.04+1/2×2421.32+42.84×30+6.85×15+11.09×32+8.7×感謝閱讀88+5.22×8+44.03×4+36.86×56+1677.73=10120.9kNG'G'G'G'G'G'G'10120.9kN精品文檔放心下載8 7 6 5 4 3 2'=3138.04+1/2×2421.32+42.84×30+6.85×15+11.09×32+8.7×謝謝閱讀18+5.22×8+44.03×4+1/2×36.86×56+1/2×48.13×56=10967.52kN謝謝閱讀門窗荷載計(jì)算M-1、M-2采用鋼框門，單位面積鋼框門重量為0.4kN/m2M-3、M-4采用木門，單位面積木門重量為0.2kN/m2精品文檔放心下載**C-1、C-2、C-3、C-4、C-5、C-6均采用鋼框玻璃窗，單位面積鋼框玻璃窗重量為0.45kN/㎡精品文檔放心下載表2-3門窗重量計(jì)算層號(hào)門窗號(hào)單位面積（m2）數(shù)量重量(kN)M-11.5×2.734.86M-21.5×2.122.52M-30.9×2.4135.62底層C-10.9×1.821.4664.35C-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(hào)門窗號(hào)單位面積（m2）數(shù)量重量(kN)M-41.5×2.464.32二C-21.0×1.843.24至C-31.5×1.822.4367.55九C-42.4×1.81834.99層C-51.8×1.8811.66C-63.0×1.824.86**（1）底層墻體實(shí)際重量：G1=10699.07kN精品文檔放心下載（2）二至九層實(shí)際重量：GGGGGGG9813.3kN精品文檔放心下載2 3 4 5 6 7 89451.98kN9建筑物總重力荷載代表值9G77783.76kN感謝閱讀ii2.1.5水平地震作用下框架的側(cè)向位移驗(yàn)算2.1.5.1橫向線剛度混凝土C30E 3107kN/m2感謝閱讀C在框架結(jié)構(gòu)中，有現(xiàn)澆樓面或預(yù)制板樓面。而現(xiàn)澆板的樓面，板可以作為梁的有效翼緣，增大梁的有效剛度，減少框架側(cè)移。為考慮這一有利作用，在計(jì)算梁的截面慣性矩時(shí)，對(duì)現(xiàn)澆樓面的邊框架取I=1.5I（I為梁的截面慣性矩）。精品文檔放心下載

G9=9451.98kNG8=9813.3kNG7=9813.3kNG6=9813.3kNG5=9813.3kNG4=9813.3kNG3=9813.3kNG2=9813.3kNG1=10699.07kN00對(duì)中框架取I=2.0I。若為裝配樓板，現(xiàn)澆層的樓圖2-5質(zhì)點(diǎn)重力荷載0值面，則邊框架梁取I=1.2I，對(duì)中框架取I=1.5I。00橫向線剛度計(jì)算見(jiàn)表2-4。2.1.5.2橫向框架柱的側(cè)移剛度D值柱線剛度列于表2-5，橫向框架柱側(cè)移剛度D值計(jì)算見(jiàn)表2-6。感謝閱讀2.1.5.3橫向框架自振周期按頂點(diǎn)位移法計(jì)算框架的自振周期。頂點(diǎn)位移法是求結(jié)構(gòu)基本頻率的一種近似方法。將結(jié)構(gòu)按質(zhì)量分布情況簡(jiǎn)化為無(wú)限質(zhì)點(diǎn)的懸臂直桿，導(dǎo)出以直桿頂點(diǎn)位移表示的基本公式。感謝閱讀表2-4橫向剛度計(jì)算**表2-5柱線剛度柱號(hào)截面柱高度慣性矩線剛度mbh3EI4）KcIZh012cZ10.6×0.64.710.8×10-36.89×104Z20.6×0.63.610.8×10-39.00×104項(xiàng)目

表2-6橫向框架柱側(cè)移剛度D值計(jì)算柱類型層邊框架邊柱邊框架底中柱中框架邊柱層中框架中柱D邊框架二 邊柱

2KKb(一般層)cKKb(底層)c4.95 0.7186.893.174.951.1796.896.6 0.9586.896.64.221.576.894.954.950.5529.0

K（一般層）12根2+K0.5KDKch2(kN/m)數(shù)2+K(底層)0.4481676840.5281976240.49318452240.580217092411099840.216180004**至邊框架九中柱層項(xiàng)目柱類型層中框架二 邊柱至中框架九中柱層D

(4.953.17)0.90222KKb(一般層)cKKb(底層)c(6.66.6)0.7332(6.64.22)1.2022

0.311259174續(xù)表2-6K（一般層）12根2+K0.5KDKch2(kN/m)數(shù)2+K(底層)0.26822333240.37531250241461660這樣，只要求出結(jié)構(gòu)的頂點(diǎn)水平位移，就可以按下式求得結(jié)構(gòu)的基感謝閱讀本周期：T1.7T[9]1 0式中——基本周期調(diào)整系數(shù)，考慮填充墻使框架自振周期減少的感謝閱讀0影響，取0.6；T——框架的頂點(diǎn)位移。在未求出框架的周期前，無(wú)法求出框架的地震力及位移；感謝閱讀T是將框架的重力荷載視為水平作用力，求得的假想框架頂點(diǎn)位移。然后由T求出T，再用T求出框架結(jié)構(gòu)的底部剪力，進(jìn)而求出框架謝謝閱讀11各層剪力和結(jié)構(gòu)真正的位移。橫向框架頂點(diǎn)位移計(jì)算見(jiàn)表2-7。表2-7橫向框架頂點(diǎn)位移層層間相對(duì)位移G（kN）G（kN）D（kN/m）次GiiiiiiDi99451.989451.9814616600.00650.319689813.319265.2814616600.01320.313179813.329078.5814616600.01990.299969813.338891.8814616600.02660.2859813.348705.1814616600.03330.2534**49813.358518.4814616600.04000.220139813.368331.7814616600.04670.180129813.378145.0814616600.05340.1334110699.0788844.1511099840.08000.0800102.1.5.4橫向地震作用計(jì)算在I類場(chǎng)地，6度設(shè)防區(qū)，設(shè)計(jì)地震分組為第二組情況下，結(jié)構(gòu)的特征周期T=0.25s，水平地震影響系數(shù)最大值[6]=0.16。gmax由于T=0.577＞T=1.4×0.25=0.35（s），應(yīng)考慮頂點(diǎn)附加地震作用。1g按底部剪力法求得的基底剪力，若按FGHF分配給各層，iiiGHEKii則水平地震作用呈倒三角形分布。對(duì)一般層，這種分布基本符合實(shí)際。但對(duì)結(jié)構(gòu)上部，水平作用小于按時(shí)程分析法和振型分解法求得的結(jié)果，特別對(duì)于周期比較長(zhǎng)的結(jié)構(gòu)相差更大。地震的宏觀震害也表明，結(jié)構(gòu)上部往往震害很嚴(yán)重。因此，即謝謝閱讀n頂部附加地震作用系數(shù)考慮頂部地震力的加大?？紤]了結(jié)構(gòu)周期和場(chǎng)感謝閱讀n地的影響。且修正后的剪力分布與實(shí)際更加吻合。=0.08T+0.01=0.08×0.577+0.01=0.0562精品文檔放心下載n 1結(jié)構(gòu)橫向總水平地震作用標(biāo)準(zhǔn)值：F=（T/T）××0.857GEKg1maxi1=（0.25/0.850）0.9×0.16×0.85×88844.15=5691.88kN頂點(diǎn)附加水平地震作用：謝謝閱讀F=F =0.068×5681.88=387.05kN謝謝閱讀n n EK各層橫向地震剪力計(jì)算見(jiàn)表2-8，表中：FGHF(1)iii7GHEKnjj1橫向框架各層水平地震作用和地震剪力見(jiàn)圖2-6。**表2-8各層橫向地震作用及樓層地震剪力層hiHiGi次（m）（m）（kN）93.633.59451.9883.629.99813.373.626.39813.363.622.79813.353.619.19813.343.615.59813.333.611.99813.323.68.39813.316.54.710669.07注：表中第9層F中加入了Fin

GHkNiim3166412934182580902227621874341521061167788145050145，其中Fn

GHi7GHj jj10.1890.1750.1540.1330.1120.0910.0700.0500.030=387.05kN。

F Vi i（kN） （kN）1402.831402.366940.1 2342.46827.29 3169.75714.48 3884.23601.66 4485.89488.85 4974.74376.04 5350.78268.6 5619.38161.16 5780.54**1042.361042.36940.12342.46827.293169.75714.483884.23601.664485.89488.854974.74376.045350.78268.65619.38161.165780.54圖2-6橫向框架各層水平地震作用和地震剪力2.1.5.5橫向框架抗震變形驗(yàn)算詳見(jiàn)表2-9。表2-9橫向框架抗震變形驗(yàn)算**層間剪力層間位移層高層間剛度D層間相對(duì)彈性層次VVhiiDi（kN）i轉(zhuǎn)角（kN）i（m）（m）e91402.3614616600.000963.61/375082342.4614616600．00163.61/225073169.7514616600.002173.61/165963884.2314616600.002663.61/135354485.8914616600.003073.61/117344974.7414616600.00343.61/105835350.7814616600.003663.61/98325619.3814616600.003843.61/93815780.5411099840.005214.71/691注：層間彈性相對(duì)轉(zhuǎn)角均滿足要求。＜[]=1/450。（若考慮填充墻抗力作用感謝閱讀e e為1/550）2.1.6水平地震作用下橫向框架的內(nèi)力分析本設(shè)計(jì)取中框架為例，柱端計(jì)算結(jié)果詳見(jiàn)表2-10。地震作用下框架梁柱彎矩，梁端剪力及柱軸力分別見(jiàn)表2-11、圖2-7，圖2-8。謝謝閱讀表2-10C軸柱（邊柱）柱端彎矩計(jì)算層層高層間剪力層間剛度DVyMM次hV(kN)DK(m)imim上下ii93.61402.361461662233210.730.352.9222.6803383.62342.461461662233360.730.477.7651.8403373.63169.751461662233480.730.495.0477.76033563.63884.231461662233590.730.4116.895.5803352**層層高層間剪力層間剛度DVyM次hV(kN)DK(m)imim上ii53.64485.851461662233690.730.4136.60335243.64974.741461662233760.730.5136.803333.65350.781461662233820.730.5147.603323.65619.381461662233860.730.5154.803314.75780.541109981845960.950.6157.942852注：表中：yyyyVVD/D012,3imCimiMVyhM下Vim1iiyh上imii表2-11D軸柱（中柱）柱端彎矩計(jì)算

續(xù)表2-10M下111.78136.8147.6154.8293.28層層高層間剪力層間剛度DVKyMM次hV(KN)D(m)imim上下ii93.61402.361461663125301.200.464.843.200283.62342.461461663125501.200.49981002573.63169.751461663125681.200.4134.6110.100254663.63884.231461663125831.200.5149.4149.400253.64485.851461663125961.200.5172.8172.8002**1461663125101.2043.64974.740.5190.8190.800621461663125111.2033.65350.780.520720700521461663125121.2023.65619.380.52162160002110998217011212.4318.614.75780.541.570.649346該框架為對(duì)稱結(jié)構(gòu),F軸柱與C軸柱相同，D軸柱與E軸柱相同。感謝閱讀52.9252.9222.68 77.76100.4451.8495.04146.8877.76 116.82194.5895.58 136.62232.22111.78 136.8248.58136.8 147.6284.4154.8147.6302.4154.8 157.92312.72

**39.5 64.8 25.364.825.3 39.586.74 55.4643.2 9943.2 9955.46 39.5131.54 84.1134.648184.1 131.54158.83101.23149.4149.4110.26101.23158.83126.18195.42172.8149.4146.21149.4 99.94126.18 195.42221.80141.8190.8 190.8172.8 124.55141.8 221.80242.66 155.14109.8 207 207109.8258.03164.97155.14242.66207216216207258.03164.97261.35167.09154.8216212.44212.44167.09261.35

52.9252.92100.4422.6877.76146.8851.84 95.04194.5877.76 116.82232.2295.58 136.62248.58111.78 136.8284.4136.8 147.6302.4147.6 154.8312.72154.8 157.92293.28 318.66 318.66 293.28感謝閱讀圖2-7地震作用下中框架彎矩圖（kN/m）-12.84-38.84-77.51-126.53-185.92-249.86-323.06-400.9-480.63

**24.1012.8412.8412.8412.84-11.2624.10-11.2652.5826.0026.0026.0026.00-38.0852.58-38.0880.1038.6738.6738.6738.67-79.5180.10-79.5196.4149.0249.0249.0249.02-126.9096.41-126.90120.7459.3959.3959.3959.39-188.25120.74-188.25135.0563.9463.9463.9463.94-259.36135.05-259.36147.7573.273.273.273.2-333.91147.75-333.91157.1177.8477.8477.8477.84-413.18157.11-413.18159.1379.7379.7379.7379.73159.13-492.58 -492.58

-12.84-38.84-77.51-126.53-185.92-249.86-323.06-400.9-480.63圖2-8地震力作用下框架梁端剪力及柱軸力(kN)感謝閱讀**2.1.7豎向荷載作用下橫向框架的內(nèi)力分析仍以中框架為例進(jìn)行計(jì)算。2.1.7.1荷載計(jì)算a4.01/22.0ma/l2.0/7.80.26感謝閱讀122310.135+0.018=0.883謝謝閱讀第9層梁的均布線荷載圖2-9荷載折減示意圖CD跨：屋面均布恒載傳給梁4.38×4.0×0.883=17.52kN/m橫梁自重（包括抹灰）（0.3+0.02×2）×0.7×25=5.95kN/m恒載：23.47kN/mDE跨：屋面均布恒載傳給梁4.38×4.0×0.883=17.52kN/m橫梁自重（包括抹灰）（0.25+0.02×2）×0.45×25=3.26kN/m恒載：20.78kN/m第2～8層梁均布線荷載CD跨：樓面均布恒載傳給梁3.24×4.0×0.883=12.96kN/m橫梁自重（包括抹灰）（0.3+0.02×2）×0.7×25=5.95kN/m無(wú)橫墻恒載：18.91kN/m**DE跨：樓面均布恒載傳3.24×4.0×0.883=12.96kN/m橫梁自重（包括抹灰）（0.25+0.02×2）×0.45×25=3.26kN/m恒載：16.22kN/m第2～8層集中荷載：縱梁自重（包括抹灰）：（0.25+0.02×2）×0.45×25×4.0=13.05kN外縱墻自重（包括抹灰）：（1.68+0.72）×3.6×（4.0-0.60）=26.68kN內(nèi)縱墻自重：（0.84+0.72）×3.6×（4.0-0.60）=19.09kN柱自重（包括抹灰）：0.64×0.64×3.6×25=36.68kN總計(jì)：95.68kN第1層梁均布線荷載CD跨恒載：18.91kN/mDE跨恒載：16.22kN/m第1層集中荷載：縱梁自重（包括抹灰）：13.05kN縱墻自重（包括抹灰）：16.22kN柱自重（包括抹灰）：48.13kN**總計(jì)：kN活荷載計(jì)算：屋面梁上線活荷載q0.8834.00.51.77kN/m謝謝閱讀1樓面梁上線活荷載q0.8834.02.58.83kN/m精品文檔放心下載2邊框架恒載及活荷載見(jiàn)圖2-10。23.47kN/m20.78kN/m23.47kN/m18.91kN/m16.22kN/m18.91kN/m95.68kN18.91kN/m16.22kN/m18.91kN/m95.68kN18.91kN/m16.22kN/m18.91kN/m95.68kN18.91kN/m16.22kN/m18.91kN/m95.68kN18.91kN/m16.22kN/m18.91kN/m95.68kN18.91kN/m16.22kN/m18.91kN/m95.68kN18.91kN/m16.22kN/m18.91kN/m95.68kN18.91kN/m18.91kN/m106.95kN16.22kN/m

106.951.77kN/m8.83kN/m8.83kN/m8.83kN/m8.83kN/m8.83kN/m8.83kN/m8.83kN/m8.83kN/m（a）恒載示意 （b）活載示意圖2-10框架豎向荷載示意2.1.7.2用彎矩分配法計(jì)算框架彎矩豎向荷載作用下框架的內(nèi)力分析，除活荷載較大的工業(yè)廠房外，對(duì)一般的工業(yè)與民用建筑可以不考慮活荷載的不利布置。這樣求得的框架內(nèi)力，梁跨中彎矩較考慮活荷載不利布置法求得的彎矩偏低，但當(dāng)活荷載在總荷載比例較大時(shí)，可在截面配筋時(shí)，將跨中彎矩乘1.1～1.2的放大系數(shù)予以調(diào)整。精品文檔放心下載a.固端彎矩計(jì)算1.恒荷載作用下內(nèi)力計(jì)算**將框架視為兩端固定梁，計(jì)算固端彎矩。計(jì)算結(jié)果見(jiàn)表2-13。謝謝閱讀層數(shù) 簡(jiǎn)圖23.47kN/m頂層18.91kN/m底層20.78kN/m頂層16.22kN/m底層

表2-13固端彎矩計(jì)算邊跨框架梁121ql2=12123.47kN/m2精品文檔放心下載7.82m2118.99kNm121ql2=12118.91kN/m2謝謝閱讀7.82m295.87kNm中間跨框架梁121ql2=12120.78kN/m2感謝閱讀2.72m212.62kNm121ql2=12116.22kN/m2精品文檔放心下載2.72m29.85kNm2.活荷載作用下內(nèi)力計(jì)算將框架視為兩端固定梁，計(jì)算固端彎矩。計(jì)算結(jié)果見(jiàn)表2-14。謝謝閱讀表2-14固端彎矩計(jì)算層數(shù) 簡(jiǎn)圖 邊跨框架梁**1.77kN/m1ql2=11.77kN/m2頂層 12 127.82m28.97kNm8.83kN/m1ql2=18.83kN/m2底層 12 127.82m244.77kNm中間跨框架梁1.77kN/m1ql2=11.77kN/m2頂層 12 122.72m21.08kNm8.83kN/m1ql2=18.83kN/m2底層 12 122.72m25.36kNmb.分配系數(shù)計(jì)算考慮框架對(duì)稱性，取半框架計(jì)算，半框架的梁柱線剛度如圖2-11。精品文檔放心下載各桿端分配系數(shù)見(jiàn)表2-15。

6.6 8.4496.6 8.4496.6 8.449 6.6 8.4496.6 8.449 6.6 8.449 6.6 8.4496.6 8.449 6.6 8.446.89圖2-11半框架梁柱線剛度示意表2-15各桿端分配系數(shù)層號(hào)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)C8C90.37C8C70.37D8D90.34D8D70.34層C8D80.26D8C80.25D8E80.07底層C1C20.4C1C00.31D1D20.37D1D00.28C1D10.29D1C10.27D1E10.08c.傳遞系數(shù)遠(yuǎn)端固定，傳遞系數(shù)為1/2；d.彎矩分配恒荷載作用下，框架的彎矩分配計(jì)算見(jiàn)圖2-12，框架的彎矩圖見(jiàn)圖2-13；活荷載作用下，框架的彎矩分配計(jì)算見(jiàn)圖2-14，框架的彎矩圖見(jiàn)圖2-15；豎向荷載作用下，考慮框架梁端的塑性內(nèi)力重分布，取彎矩調(diào)幅系數(shù)為0.8，調(diào)幅后，恒荷載及活荷載彎矩見(jiàn)圖2-13，圖2-15中括號(hào)內(nèi)謝謝閱讀數(shù)值。上柱下柱右梁左梁上柱下柱右梁00.580.420.3700.510.12-118.9118.99-12.62969.01-39.36-54.2512.7649.98917.74-19.68層24.99-14.631.130.81-3.83-5.28-1.25-7.68-1.910.414.98-0.655.564.03-1.99-2.7485.76-85.7699.21-71.92-27.280.370.370.260.250.340.340.07-95.8795.87-9.8535.4735.4724.938-21.50-29.25-29.25-6.0234.5117.74-10.75層12.47-27.13-14.63-15.3-15.36-10.787.329.969.962.056**0.57-4.583.665.39-2.64-2.840.130.130.090.020.030.030.0155.333.40-88.7299.57-49.03-36.73-13.8120.370.370.260.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.75712.47-27.13-14.63-9.15-9.15-6.434.205.715.711.17層-7.68-4.582.10-3.224.98-2.863.763.762.640.280.370.370.0840.143.24-83.3888.1-32.82-40.66-14.6240.370.370.260.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.7512.47-14.63-14.63-9.15-9.15-6.4364.205.715.711.17-4.5-4.582.10層-3.222.862.8682.612.611.84-0.63-0.85-0.85-0.1742.042.09-84.1887.19-36.16-36.16-14.8790.370.370.260.250.340.340.07-95.8795.87-9.8535.4735.4724.935-21.50-29.25-29.25-6.0217.7417.74-10.75層12.47-14.63-14.63-9.15-9.15-6.434.205.715.711.17-4.58-4.582.10-3.212.862.86**2.612.611.84-0.63-0.85-0.85-0.1742.042.90-84.1887.2-36.16-36.16-14.8790.370.370.260.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.75412.47-14.63-14.63-9.15-9.15-6.434.205.715.711.18層-4.57-4.572.10-3.212.852.852.602.601.83-0.62-0.85-0.85-0.1742.042.09-84.1987.19-36.17-36.17-14.8690.370.370.260.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.75312.46-14.63-14.63-9.15-9.15-6.434.205.715.711.18層-4.58-4.842.10-3.222.853.082.712.711.90-0.68-0.92-0.92-0.1942.141.93-84.1287.13-36.24-36.01-14.8890.370.370.260.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7419.18-10.75212.46-14.63-15.91-9.68-9.68-6.81層4.526.151.27-4.57-1.232.26-3.402.850.141.311.310.920.100.140.140.0340.245.05-85.3288.05-34.74-38.73-14.57**70.40.310.290.270.370.280.08-95.8795.87-9.8538.3529.7227.80-23.23-31.82-24.09-6.8817.74-11.621-14.6313.90層-2.45-1.90-1.770.200.270.200.06-4.840.10-0.883.071.901.471.37-0.59-0.81-0.61-0.1850.729.29-79.9985.27-43.92-24.5-16.850C D圖載彎圖

2-12恒矩分配85.7699.21（79.37）27.2885.7671.92（68.61）（21.82）88.7299.57（79.66）13.8155.3249.03（70.98）33.436.7（11.05）83.3888.1（70.48）14.6243.2440.1432.8240.66（66.70）（11.70）84.1887.1942.0936.1614.87（67.34）（69.75）42.0936.16（11.90）84.1887.20（69.76）14.8742.0936.1636.16（67.34）42.09（11.90）84.1984.19（67.35）14.8642.0936.1736.17（67.35）42.09（11.89）84.1287.13（69.70）14.8842.19（67.30）41.9336.2436.01（11.90）85.3288.05（70.44）14.5740.27（68.26）45.0534.7438.73（11.66）79.9985.27（68.22）（63.99）16.8529.2950.743.9224.5（13.48）14.86 12.05**圖2-13恒載作用下框架彎矩圖上柱下柱右梁左梁上柱下柱右梁00.580.420.3700.510.12-8.978.97-1.085.203.779-2.92-4.02-0.958.28-1.461.89-6.7層0.58-3.96-2.861.782.45-1.100.891.430.490.120.100.350.480.118.54-8.538.64-7.3-1.340.370.370.260.250.340.340.07-44.7744.77-5.3616.5616.5611.658-9.85-13.40-13.40-2.762.608.28-4.935.82-2.01-6.7-2.20-2.20-1.55層0.720.980.980.20-1.98-2.150.36-0.781.231.231.391.390.98-0.42-0.57-0.57-0.1217.321.88-39.2640.26-13.77-18.46-8.04770.370.370.260.250.340.340.07層-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.76**8.288.28-4.925.83-6.52-6.52-4.31-4.31-3.031.802.452.450.510.70-2.150.9-1.510.491.23-0.020.200.200.15-0.05-0.07-0.07-0.0221.418.5840.0240.99-17.05-16.31-7.6330.370.370.260.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.935.83-6.7-6.7-4.30-4.30-3.0361.892.572.570.53-2.1-2.160.95層-1.521.231.2851.241.240.87-0.25-0.34-0.34-0.0619.619.62-39.2540.87-16.64-16.59-7.6530.370.370.260.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.9255.82-6.7-6.7-4.31-4.31-3.031.892.572.570.54層-2.15-2.150.95-1.511.281.281.241.240.87-0.26-0.36-0.36-0.0719.619.62-39.2540.86-16.61-16.61-7.6520.370.370.260.250.340.340.07-44.77444.77-5.3616.5616.5611.65層-9.85-13.40-13.40-2.768.288.28-4.935.83-6.7-6.7**-4.31-4.31-3.031.892.572.570.54-2.15-2.150.95-1.521.281.281.241.240.88-1.26-0.35-0.35-0.0719.619.62-39.2540.86-16.6-16.6-7.6520.370.370.260.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.9235.83-6.7-6.7-4.31-4.31-3.021.892.572.570.54層-2.15-2.280.95-1.511.281.391.291.290.90-0.29-0.39-0.39-0.0819.619.54-39.2140.84-16.64-16.53-7.6670.370.370.260.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.96-4.9325.82-6.7-7.29-4.55-4.55-3.202.042.782.780.57層-2.15-0.591.02-1.601.280.040.640.640.440.070.100.100.0218.721.02-39.7941.25-15.94-17.77-7.5380.40.310.290.270.370.280.08-44.7744.77-5.3617.9113.8812.981-10.6414.58-11.03-3.158.28-5.32層6.49-6.7-1.18-0.92-0.860.050.080.060.02-2.280.03-0.431.39**0.9 0.70 0.65 -0.26 -0.36 -0.17 -0.01謝謝閱讀23.613.66 -37.29 40.67 -21.2 -10.97 -8.49謝謝閱讀3C D圖2-14活載彎矩分配8.53（6.82）39.26（31.41）40.02（32.02）39.25（31.4）39.25（31.4）39.25（31.4）39.21（31.37）39.79（31.83）37.29（29.83）

8.64（6.91） 1.34（1.07）40.26（32.21） 8.04（6.43）40.99（32.79） 7.63（6.10）40.87（32.70） 7.65（6.12）40.86（32.69）7.65（6.12）40.86（32.69）7.65（6.12）40.84（32.67）7.66（6.13）41.25（33.0） 7.53（6.02）40.67（32.54）8.49（6.79）

8.537.321.8817.3713.7718.4618.5821.4317.0516.3119.6219.6316.6416.5919.6219.6316.6116.6119.6219.6216.616.619.5419.6716.6416.5321.0218.7815.9417.7713.6623.6321.210.976.94 12.05圖2-15活載作用下框架彎矩圖2.1.7.3梁端剪力及柱軸力的計(jì)算梁端剪力： VVVq m**式中：V——梁上均布荷載引起的剪力，V1ql；精品文檔放心下載q 2——梁端彎矩引起的剪力，VM左M右。謝謝閱讀lmm柱軸力： NVP式中：V——梁端剪力；P——節(jié)點(diǎn)集中力及柱自重。CD跨：八九層梁在恒載作用下，梁端剪力及柱軸力計(jì)算為例。精品文檔放心下載由圖2-15查得梁上均布荷載為：第八層：q=18.91kN/m集中荷載95.68kN柱自重36.86kN第九層：q=23.47kN/m由圖2-15查得：八層梁端彎矩：M=88.72kN·m（70.98kN·m）感謝閱讀左=99.57kN·m（79.656kN·m）右九層梁端彎矩：M=85.76kN·m（68.61kN·m）謝謝閱讀左=99.57kN·m（79.368kN·m）右括號(hào)內(nèi)為調(diào)幅的數(shù)值。九層梁端剪力：V=V=1ql=1/2×23.47×7.8=91.53kNqCqD2調(diào)幅前：VV85.7699.211.72kNmCmD7.8V=V +V =91.53-1.72=89.81kN謝謝閱讀C qD mDV=V -V =91.53+1.72=93.25kN謝謝閱讀D qD mD調(diào)幅后：V V 1.38kNmCmDV=V+V=91.53-1.38=90.15kNCqCmCV=V-V=91.53+1.38=92.91kNDqDmD1ql=1/2×18.91×7.8=73.75kN同理可得八層梁端剪力：V=V=qCqD2調(diào)幅前：VV88.72-99.571.39kNmCmD7.8**V=V +V =73.75-1.39=72.36kN感謝閱讀C qC mCV=V -V =73.75+1.39=75.14kN謝謝閱讀D qD mD調(diào)幅后：V V 1.11kNmC mDV=V +V =73.75-1.11=72.64kN感謝閱讀C qC mCV=V -V =73.75+1.11=74.86kN精品文檔放心下載D qD mD九層C柱柱頂及柱底軸力：N=VP=90.15+0=90.15kN謝謝閱讀頂=90.15+36.86=127.01kN底八層C柱柱頂及柱底軸力：N=90.15+73.26+95.68=258.19kN精品文檔放心下載頂=258.19+36.86=295.05kN底其他層梁端剪力及柱軸力計(jì)算見(jiàn)表2-16，表2-17。感謝閱讀3.1.8內(nèi)力組合3.1.8.1框架梁內(nèi)力組合在恒載和活載作用下，跨間M 可以近似取跨中的M代替：感謝閱讀maxM1ql2M左M右max82式中M、M——梁左、右端彎矩，見(jiàn)圖2-13、2-15括號(hào)內(nèi)數(shù)值。左右11跨中M若小于ql2應(yīng)取M＝ql21616在豎向荷載與地震組合時(shí)，跨間最大彎矩M 采用數(shù)解法計(jì)算，如謝謝閱讀GC2-16所示。MEE左震qMEFqqMElFMllGEGFRERFMMM/M/左右左右F+-1/2ql+-1/2qlEGlE++F1/2ql1/2qlEE8MG2M-M1+M-M+X1l左右l==V+-VV/+-V/右右左左圖2-16框架梁內(nèi)力組合圖 圖2-17調(diào)幅前后剪力值變化謝謝閱讀**圖中RD

、M——重力荷載作用下梁端的彎矩；GC GD、M——水平地震作用下梁端的彎矩EC CD、R——豎向荷載與地震荷載共同作用下梁端反力。CD＝ql-1(M作用點(diǎn)取矩：R-M+M+M)C2lGDGCECED****x處截面彎矩為：M=R-qx2-M+M2CxGCEC由dM=0,可求得跨間M的位置為x=RCqdxmax1將x代入任一截面x處的彎矩表達(dá)式,可得跨間最大彎矩為：1M=M=RA2-M+MECmaxGC2qGC=qx2-M+M2GCEC當(dāng)右震時(shí)公式中M、M反號(hào)。ECEDM及x的具體數(shù)據(jù)見(jiàn)表2-18,表中R、M、x均有兩組數(shù)據(jù)。GC1CGC1表2-18M及x值計(jì)算GE1項(xiàng)目1.2（恒+活）1.3地震qMMMM跨GCGDECED（kN/m）（kN/m）（kN/m）（kN/m）（kN/m）986.4299.3968.8051.3529.238104.02114.57130.57112.76CD799.25104.25190.44171.0699.65103.32252.95205.83599.65103.32301.86254.0527.99499.66103.32323.15288.34跨399.58103.25369.72315.462101.01104.33393.12335.44194.69101.38406.54339.76926.8326.8332.8932.8926.0817.1217.1272.1072.10DE717.7017.70109.33109.33617.9517.95131.60131.60517.9517.95164.81164.8124.76417.9417.94184.34184.34跨317.9617.96201.68201.68217.6017.60214.46214.46120.2520.25217.22217.22**項(xiàng)l

續(xù)表2-18R x M目（kN/m）跨987CD67.85跨432198DE762.754跨3

C1（kN/m） （kN/m）96.93/105.58 3.32/3.6176.57/112.29 2.74/4.0162.12/129.47 2.22/4.6349.87/141.96 1.78/5.0737.42/154.41 1.34/5.5230.30/161.53 1.08/5.7720.85/171.00 0.74/6.1115.33/176.24 0.55/6.3012.62/179.70 0.45/6.4210.74/39.59 0.41/1.52-19.98/74.15 -0.81/2.99-47.56/101.30 -1.92/4.09-64.05/117.61 -2.59/4.75-88.66/142.22 -3.58/5.74-103.12/156.69 -4.16/6.33-115.97/169.52 -4.68/6.85

GE（kN/m）173.69/203.65112.57/235.7973.93/304.4448.10/363.6728.68/429.5820.06/469.7511.44/526.027.52/558.179.54/583.5427.92/30.1454.98/54.9891.63/91.63113.9/113.9146.86/146.86166.4/166.4183.72/183.**72196.86/196.2-125.43/179.25-5.07/7.2486196.97/196.1-127.48/179.33-5.15/7.2497梁內(nèi)力組合見(jiàn)表2-19表2-19梁內(nèi)力組合表層位荷載類別豎向荷載與地震力組合次內(nèi)力恒載活載地震荷載1.2①+1.41.2(①+0.5②)±1.3置①②③②③M-68.6-6.8252.9-91.88-17.65-155.119C129.0右90.156.89212.84117.83V0M-79.3-6.9139.5-104.92-150.74-48.047D左9V93.256.9112.84121.57132.74M-21.8-1.0725.3-27.686.06-59.722D右V28.052.3924.137.0166.42跨M104.56.73134.82203.65173.69CD中M9.470.8112.5030.1427.92DE**M-70.9-31.41100.4-129.1526.55-234.5849C141.5右V72.6434.3126135.205M-79.6-32.2186.74-140.69-227.68-2.16D6左8V75.1434.5726138.57144.71-11.0M-6.4355.46-22.2654.98-89.225D102.1右V21.911.9252.8242.970跨M68.4935.34131.66235.79112.57中CDM7.394.0214.50DEM-66.7-32.02146.8-124.8791.69-290.280C158.7右V73.2634.3438.67135.999M-70.4-32.79131.5-130.48-275.2566.75D84左7V74.3634.5638.67137.62160.24M-11.7-6.184.1-22.5891.63-127.03D137.5右V21.911.9280.142.976跨M75.2229.36131.37304.4473.93CD中M7.393.4213.66DEM-67.3-31.4194.5-124.77153.31-352.64806C172.4右V73.4434.2749.02136.112續(xù)表2-19**M-69.7-32.7158.3-129.48-309.15102.5D531左V74.1434.6549.02137.48173.48M-11.9-6.12101.2-22.85113.65-149.5635D158.7右V21.911.9296.4142.977跨M75.2729.84132.1363.6748.10中CDM7.393.4213.66DEM-67.3-31.4232.1-124.77202.11-401.4420C185.9右V73.4434.2759.39136.110M-69.7-32.69195.4-129.48-357.37150.7D622左5V74.1434.6559.39137.48186.97M-11.9-6.12126.7-22.85146.86-182.787D190.3右V21.911.92120.7442.979跨M75.2634.58138.72429.5828.68中CDM7.392.8512.86DEM67.35-31.4248.536.86385.13-261.187C230.8右V73.4734.2793.94136.1454M-69.7-32.69221.8-129.47-391.65185.0D53左V74.1334.6563.94137.47192.87DM11.89-6.12141.85.7194.94-173.74右**V21.911.92135.0542.97209.00跨M75.2624.58124.72469.7520.06中CDM7.392.8212.82DEM-67.3-31.37284.4-124.68270.14-469.30C203.8右V73.4434.2773.2136.115M-69.7-32.67242.6-129.38-418.7212.2D62左3V74.1434.6573.2137.48204.92M-11.9-6.13155.1-22.86183.72-219.644D225.5右V21.911.92147.7542.971跨M75.3122.84122.35526.0211.44中CDM7.392.6212.54DE2CM-68.2-31.83302.4-126.47292.11-494.163右續(xù)表2-19V73.4734.2977.84136.17209.93M-70.4-33258.0-130.73-439.77231.1D431左V74.134.6377.84137.40210.892M-11.6-6.02164.9-22.42196.86-232.0677D237.6右V21.911.92157.1142.978跨M74.4622.58120.96558.177.52中CDM7.392.6212.54DE**M-63.9-29.83312.7-118.55311.85-501.2922C211.9右V73.2134.0979.73135.586M-68.2-32.54261.3-127.42-441.14238.3D257左1V74.4334.8779.73138.13213.89M-13.4-6.79167.0-25.62197.03-237.4391D240.3右V21.911.92159.1342.970跨M77.7123.38125.99583.549.54CD中M7.392.6212.54DE注：表中恒載和活載的組合,梁端彎矩取調(diào)幅后的數(shù)值,剪力取調(diào)幅前的較大值。圖謝謝閱讀中M、M右為調(diào)幅前彎矩值，M左′、M右′為調(diào)幅后彎矩值。剪力值應(yīng)取V左和V左左′具體數(shù)值見(jiàn)表2-16、表2-17。2.1.8.2柱內(nèi)力組合框架柱取每層柱頂和柱底兩個(gè)控制截面組合結(jié)果見(jiàn)表2-21、表2-22。表中系數(shù)是考慮計(jì)算截面以上各層活載不總是同時(shí)滿布而對(duì)樓面均布活載的一個(gè)折減系數(shù)，稱為活載按樓層的折減系數(shù)，取值見(jiàn)表2-20。精品文檔放心下載表2-20活荷載按樓層的折減系數(shù)墻,柱,基礎(chǔ)計(jì)算截面以上的層2～4～6～9～＞1數(shù)35820201.00計(jì)算截面以上各樓層(0.900.850.700.650.600.55活荷載的折減系數(shù))表2-21C柱內(nèi)力組合表**層位內(nèi)荷載類別恒載活載地震荷載次置力①②③柱M85.768.5352.92N90.156.89212.849M-55.3-17.322.6827柱底N127.06.89212.841柱M33.421.8877.76258.1頂N41.2338.8498M-40.1-21.451.84柱43底N295.041.2338.845柱M43.2418.5895.04427.1頂N75.5777.5137M-42.0-19.677.76柱93底N463.975.5777.519M42.0919.62116.8柱2頂N596.2109.8116.55436-42.0-19.6M95.58柱93底N633.1109.8126.5143

豎向荷載與地震力組合1.2①+1.4 1.2(①+0.5②)±1.3②③114.8539.23176.83117.8395.62129.01-90.70-47.32-106.29162.06139.855173.2470.71-47.88154.30367.55284.07385.06-78.176.37-128.42411.78328.31429.2977.9-60.52186.59618.35457.14658.67-77.9938.80-163.37662.59501.37702.8977.98-89.59214.15869.28629