圣塔路斯會所結(jié)構(gòu)設(shè)計

..圣塔路斯會所結(jié)構(gòu)設(shè)計方案設(shè)計概述1方案設(shè)計概述1.1工程概況本工程為圣塔路斯會所工程,位于某市。全部為辦公用房,總建筑面積約1850m2,總高度為10.6m。具體相關(guān)參數(shù)見表1、表2。表1相關(guān)參數(shù)名稱內(nèi)容結(jié)構(gòu)形式鋼框架結(jié)構(gòu)體系樓層數(shù)及層高共3層,底層層高4m,其余層均為3.3m建筑物類型丙類設(shè)計基準期50年抗風相關(guān)修正后的風壓值為0.48kN/m2,地面粗糙度為D類,體型系數(shù)1.3抗震相關(guān)抗震設(shè)防烈度7度,設(shè)計基本地震加速度0.1g,場地類別Ⅱ類,設(shè)計地震分組第一組〔場地特征周期0.35s,阻尼比3.5％表2建筑地層一覽表序號巖土分類土層深度/m厚度范圍/m地基土承載力/kPa1雜填土0.5——2粉土0.81253中砂1.22104礫砂4.03055圓礫6.05151.2建筑方案概述1.2.1設(shè)計依據(jù)《民用建筑設(shè)計通則》GB50352-2005《辦公建筑設(shè)計規(guī)范》JGJ67-2006《建筑設(shè)計防火規(guī)范》GB50016-20061.2.2設(shè)計說明〔1屋面〔不上人屋面：〔防水層C20細石混凝土防水；〔找平層15mm厚水泥砂漿；〔防水層二氈三油鋪小石子；〔找平層15mm厚水泥砂漿；〔找坡層40mm厚水泥石灰焦渣砂漿；〔保溫層80mm厚礦渣水泥；〔結(jié)構(gòu)層100mm厚鋼筋混凝土現(xiàn)澆板；〔裝飾層V形輕鋼龍骨吊頂?！?樓面：〔面層20mm厚XX石；〔找平層20mm厚水泥砂漿；〔結(jié)構(gòu)層100mm厚現(xiàn)澆鋼筋混凝土結(jié)構(gòu)層；〔裝飾層V形輕鋼龍骨吊頂?！?門窗：本工程采用實木門和鋁合金玻璃窗?！?墻體：〔外墻雙層聚氨酯PU夾芯墻板300mm厚〔內(nèi)塞巖棉；〔內(nèi)墻雙層聚氨酯PU夾芯墻板180mm厚。1.3結(jié)構(gòu)方案概述1.3.1設(shè)計依據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001《鋼結(jié)構(gòu)設(shè)計規(guī)范》GBJ50017-2003《建筑抗震設(shè)計規(guī)范》GB50011-2001〔2008版《混凝土結(jié)構(gòu)設(shè)計規(guī)范》GB50010-2002《鋼－混凝土組合結(jié)構(gòu)設(shè)計規(guī)程》DLT5085-19991.3.2設(shè)計說明采用鋼框架結(jié)構(gòu),框架梁、柱均采用焊接工字形截面。底層計算高度為4m＋1.5m=5.5m,其中1.5m為初估室內(nèi)地坪至柱腳底板的距離。樓板采用鋼筋混凝土樓板；樓梯用鋼樓梯；基礎(chǔ)采用柱下獨立基礎(chǔ)。所有構(gòu)件及零件均采用Q235B；樓板混凝土強度等級C20,基礎(chǔ)混凝土強度等級C30,鋼筋為HRB335級及HPB235。2結(jié)構(gòu)布置及構(gòu)件截面選擇2.1結(jié)構(gòu)布置圖1結(jié)構(gòu)布置圖任務(wù)：截面選擇→荷載匯集→PKPM建?！鶶ATWE計算→出結(jié)構(gòu)施工圖→調(diào)整施工圖中構(gòu)件、標注的位置〔不出現(xiàn)重疊,可以看清→將所有施工圖轉(zhuǎn)換為PDF文件〔截面選擇及荷載匯集需要輸入Word；保存建模文件及最后出圖文件第二部分結(jié)構(gòu)布置及構(gòu)件截面初選一計算單元本設(shè)計的結(jié)構(gòu)計算單元如圖1所示,結(jié)構(gòu)的豎向布置圖如圖2所示。圖2結(jié)構(gòu)豎向布置圖二、結(jié)構(gòu)構(gòu)件截面初選1.柱截面估選鋼框架----支撐結(jié)構(gòu)按每平米5~8kN/m2計算豎向荷載,此處取8KN/m2,柱的長細比。軸壓計算值N=<1.8+3>×5.4×1.3×8×3=808.7KN；1.3為分項系數(shù)平均值。取長細比=80〔按較小剛度y軸考慮,計算長度系數(shù)=1〔設(shè)有側(cè)向支撐按b類截面查得穩(wěn)定系數(shù)=0.688,則所需面積：mm2考慮彎矩及傾覆壓力作用的影響?。骸?.3~1.5A=〔1.3~1.5×5733.86=7454.02~8600.79mm2所需截面回轉(zhuǎn)半徑：=5500/80mm=68.75mm。2.鋼梁截面初估縱向框架梁高l/<15~20>=5400/15-5400/20=<360~270>mm；橫向框架梁高l/<15~20>=6000/15-6000/20=<400~300>mm工字型截面尺寸如下圖3所示：圖3工字型截面尺寸表3結(jié)構(gòu)構(gòu)件初選截面參數(shù)項目截面尺寸構(gòu)件截面特性重量/〔KN/mh/mmbf/mmt/mmhw/mmtw/mmA/mm2IX/mm4IY/mm4ix/mmiy/mm框架柱500400164681017400835310000170700000219991.37橫向框架梁400300143728113003473400006301000017573.81.04縱向框架梁350250123266295001887600003125000015462.60.625橫〔縱向次梁30020010280656800951000001333000012948.40.446第三部分荷載匯集屋面均布荷載恒載〔防水層40mm厚C20細石混凝土防水0.04m×25kN/m3＝1.00kN/m2〔找平層15mm厚水泥砂漿0.015m×20kN/m3＝0.30kN/m2〔防水層三氈四油鋪小石子0.40kN/m2〔找平層15mm厚水泥砂漿0.015m×20kN/m3＝0.30kN/m2〔找坡層40mm厚水泥石灰焦渣砂漿0.04m×14kN/m3＝0.56kN/m2〔保溫層80mm厚礦渣水泥0.08m×14.5kN/m3＝1.16kN/m2〔結(jié)構(gòu)層100mm厚鋼筋混凝土現(xiàn)澆板0.1m×25kN/m3＝2.5kN/m2〔裝飾層V形輕鋼龍骨吊頂0.12kN/m26.34kN/m22.活載不上人屋面0.5kN/m2二、樓面均布荷載1.恒載〔面層20mm厚XX石0.02m×28kN/m3＝0.56kN/m2〔找平層20mm厚水泥砂漿0.02m×20kN/m3＝0.40kN/m2〔結(jié)構(gòu)層100mm厚鋼筋混凝土現(xiàn)澆板0.1m×25kN/m3＝2.5kN/m2〔裝飾層V形輕鋼龍骨吊頂0.12kN/m23.58kN/m22.活載樓面2kN/m2三、構(gòu)件自重木門0.2kN/m2鋁合金窗0.35kN/m2〔外墻雙層聚氨酯夾芯墻板300mm厚〔內(nèi)塞巖棉3.3m×0.65kN/m2＝2.145kN/m〔內(nèi)墻雙層聚氨酯夾芯墻板180mm厚3.3m×0.50kN/m2＝1.65kN/m四．重力荷載代表值計算各樓層重力荷載代表值的具體計算過程略,計算結(jié)果如下：G1=415.4×9.8=4071KNG2=299.9×9.8=2938.04KNG3=309.5×9.8=3033.10KN房屋總重力荷載代表值：G==4071+2938.04+3033.10=10042.14KN圖4重力荷載分布圖第四部分水平地震作用下結(jié)構(gòu)分析橫向框架地震作用分析地震作用計算層間側(cè)移剛度計算鋼材的彈性模量E=206×103N/mm2。表4框架梁線剛度層截面慣性矩Ix/mm4邊框架中框架跨度L/mmIb=1.2Ix/mm4Kb=EIb/L/<×104KN.m>跨度L/mmIb=1.2Ix/mm4Kb=EIb/L/<×104KN.m>1—334734000060004168080001.43136005210100002.981<2>柱線剛度計算柱的線剛度按式計算框架柱線剛度層33.30.835315.21430.835315.214323.30.835315.21430.835315.214315.50.835313.12860.835313.1286<3>柱側(cè)移剛度計算計算簡圖見下圖所示柱側(cè)移剛度計算簡圖一般層：首層：框架柱的D值層柱子類別ht/m2-3中框架中柱〔12根3.311.9245.21431.14340.36372.089748.124邊柱〔12根5.9620.57170.22231.2773邊框架中柱〔4根5.7240.54890.21531.2371邊柱〔4根2.8620.27440.12060.69291中框架中柱〔12根5.55.9623.12861.90560.61590.764420.84邊柱〔12根2.9810.91480.49200.6106邊框架中柱〔4根2.8620.46940.48540.6024邊柱〔4根1.43100.45740.38960.4835結(jié)構(gòu)自振周期結(jié)構(gòu)自振周期的取值見下表。將各層重力荷載代表值集中在響應(yīng)樓層處作為假想水平荷載計算整體框架的頂點位移?？紤]非結(jié)構(gòu)構(gòu)件的影響取。層數(shù)34071407148.1240.00850.202322938.047009.0448.1240.14560.193813033.1010042.1420.8400.04820.0482T1=1.7=1.7×0.9×=0.6882s3水平地震作用分析〔1采用底部剪力法計算水平地震作用,設(shè)防烈度7度,設(shè)計基本加速度0.1g〔第一組,；場地類別Ⅱ類,Tg=0.35s,阻尼比EQ3.5％；<T1=0.6882<5Tg=5×0.35=1.75。<2>結(jié)構(gòu)總水平地震作用：T1=0.6882s>1.4Tg=1.4×0.35=0.49s,故需要考慮頂部附加水平地震作用。頂部附加地震作用<3>各層水平地震作用標準值及樓層地震剪力Hi—第i個質(zhì)點的計算高度。樓層地震剪力：樓層地震剪力計算層33.312.14071.149260.310.5366360.7051.58193.55245.1323.38.82938.0425854.750.2817101.61346.7415.53.33033.1016682.050.181765.54412.28<4>樓層地震剪力調(diào)整,按抗震規(guī)范規(guī)定：各樓層地震力,剪力系數(shù),具體計算如下表所示。樓層地震剪力調(diào)整層4備注3245.134071.14071.1065.14滿足2346.742938.047009.04112.14滿足1412.283033.1010042.14160.67滿足由以上計算可知各樓層地震剪力均滿足要求。層33.3245.1348.1240.000523.3346.7448.1240.000715.5412.2820.8400.002<6>考慮節(jié)點域剪切變形對側(cè)移的修正,由于結(jié)構(gòu)橫向框架梁及框架柱截面沒有改變,故每層的側(cè)移修正系數(shù)相同,計算如下：由橫向框架梁的截面參數(shù)可知：梁的腹板平均高度：mm梁截面的平均慣性矩mm4柱的腹板平均高度：mm柱截面的平均慣性矩：mm4節(jié)點域腹板平均厚度：mm修正系數(shù)：從表計算可知層間位移角,滿足要求。層間剪力分布圖如圖所示框架側(cè)移及修正層33.323.315.5水平地震作用下框架內(nèi)力計算〔采用D值法取4軸橫向框架計算框架柱的反彎點高度計算；；；。邊柱〔中框架A柱,D柱的反彎點高度比層33.30.57170.3360.0000.0000.0000.33623.30.57170.4640.0000,000-0.050.41415.50.95280.6500.000-0.0050.0000.600中柱〔中框架B柱,C柱的反彎點高度比層33.31.1430.4070.0000.0000.0000.40723.31.1430.4570.0000.000-0.0500.40715.51.9050.6050.0000.0000.0000.605計算結(jié)果見表框架柱端彎矩計算第i層第k根柱所受得剪力：第i層第k根柱下端彎矩：第i層第k根柱上端彎矩：具體計算過程見表邊柱〔A,D軸柱端彎矩層33.31.277348.124245.136.510.336-7.22-14.2623.31.277348.124346.749.200.414-12.57-17.7915.50.610620.84412.2812.080.600-39.86-26.58中柱〔B,C軸柱端彎矩層33.32.089748.124245.1310.640.407-14.29-20.8223.32.089748.124346.7415.060.407-20.22-29.4715.50.764420.840412.2815.120.605-50.32-32.84框架梁端彎矩,剪力及框架柱軸力計算根據(jù)節(jié)點平衡,有柱端彎矩求梁端彎矩。梁端按其線剛度分配。橫向框架兩端彎矩,剪力及框架柱軸力層LA軸柱AB跨A軸柱B軸柱BC跨B軸柱33.3-14.26-7.221.07.227.15-2.392.39-20.82-14.290.57.157.15-3.97-1.5823.3-17.79-12.571.026.8320.52-7.9010.29-29.47-20.220.520.5220.52-11.4-5.0815.5-26.58-39.861.057.6539.90-16.5426.54-32.84-50.320.539.9039.90-22.16-10.99由于本結(jié)構(gòu)的自振周期T1=0.6882s<1.5s,故柱軸力不予修正。地震作用下框架內(nèi)力圖橫向框架內(nèi)力圖如圖所示地震作用下橫向框架內(nèi)力圖第五部分風荷載計算分析一．風荷載計算1.自然條件基本風壓〔設(shè)計基準期為50年,地面粗糙程度為D類風荷載計算由荷載規(guī)范可知,作用在建筑物表面的風荷載標準值按下式計算：由于T1=0.6882s>0.25s,按荷載規(guī)范的要求應(yīng)考慮結(jié)構(gòu)發(fā)生順風向風振的影響,此處僅考慮第一振型由《建筑結(jié)構(gòu)荷載規(guī)范》〔GB50009-2001。因此脈動增大系數(shù)1.809房屋高寬比因此風荷載作用下各樓層處的水平力按下式計算：式中,——第i層和第i+1層的層高,計算層頂時取女兒墻高度的兩倍；B——房屋的縱向高度。具體結(jié)果見表及圖風振系數(shù)計算層312.11.8090.3610.622.0528.81.8090.360.720.621.7615.51.8090.360.450.621.47層312.12.050.621.30.480.7949.4749.4728.81.760.621.30.480.6884.94134.4015.51.470.621.30.480.5794.59228.99風荷載作用下的層間剪力1.風荷載作用下橫向框架內(nèi)力計算風荷載作用下橫向框架內(nèi)力計算方法與地震作用下的內(nèi)力計算方法相同。邊柱的彎矩,剪力層33.31.277348.12449.471.260.336-2.76-1.4023.31.277348.124134.403.430.414-6.63-4.6815.50.610620.84228.996.710.600-14.76-22.14中柱的彎矩,剪力層33.32.089748.12449.472.150.407-4.20-2.8923.32.089748.124134.405.840.407-11.42-7.8415.50.764420.840228.998.400.605-18.25-27.95框架梁端彎矩,剪力及框架柱軸力層LA軸柱AB跨A軸柱B軸柱BC跨B軸柱33.3-1.40-2.761.02.762.10-0.810.81-2.89-4.200.52.102.10-1.17-0.3623.3-4.68-6.631.08.037.16-2.533.34-7.84-11.420.57.167.16-3.98-1.8015.5-22.14-14.761.019.4413.04-5.418.76-27.95-18.250.513.0413.04-7.25-3.63風荷載作用下框架內(nèi)力圖風荷載作用下橫向一榀框架內(nèi)力圖如圖所示風荷載作用下的橫向框架內(nèi)力豎向荷載作用下框架內(nèi)力分析橫向框架在豎向荷載作用下的內(nèi)力分析采用彎矩二次分配法。彎矩二次分配法是一種近似計算方法,即將各節(jié)點的不平衡彎矩同時做分配和傳遞,分配兩次傳遞一次。豎向荷載匯集及框架計算簡圖屋面屋面恒荷載1框架子自重。邊跨〔中跨橫向框架梁自重：,由于框架梁自重〔均布荷載很小,為簡化計算將其折算為集中荷載〔余同：邊跨：中跨：2縱向次梁自重：3>屋面板荷載屋面板傳至次梁的荷載：邊跨：因為中跨沒有次梁的布置,故不計算其荷載。4>橫向框架所受的集中荷載邊跨：中跨：〔2屋面活荷載〔不上人屋面：0.5邊跨：中跨：活載由縱向框架梁承受樓面樓面恒荷載框架梁自重邊跨:中間跨：2縱向次梁自重：3>樓面板荷載樓面板自重傳至次梁以次梁支座反力的形式作用于框架梁。eq\o\ac<○,1>邊跨eq\o\ac<○,2>中跨樓面恒荷載：4>橫向框架梁的墻體,按柱承受考慮,即墻梁直接連與框架柱5橫向框架梁所受的集中荷載邊跨：中跨：〔2樓面活載活載為1邊跨：中跨：活載由縱向框架梁承受不計豎向荷載作用下橫向框架計算簡圖框架計算簡圖框架計算簡圖見圖橫向框架梁計算簡圖豎向荷載作用下橫向框架內(nèi)力分析框架梁固端彎矩如圖所示集中荷載作用下的固端彎矩為：具體計算見表恒載作用下框架梁的固端彎矩層邊跨中跨3627498.673.61.81.8721.6826244.1958.923.61.81.8721.6816244.1958.923.61.81.8721.68活載作用下框架梁的固端彎矩層邊跨中跨3625.47.23.61.80026221.628.83.61.80016221.628.83.61.800內(nèi)力分配系數(shù)計算轉(zhuǎn)動剛度S及相對轉(zhuǎn)動剛度S,計算,由于所選的計算單元結(jié)構(gòu)對稱,荷載也對稱,故其內(nèi)力對稱,可僅計算半榀框架。框架梁柱的轉(zhuǎn)動剛度S及相對轉(zhuǎn)動剛度S,計算見表構(gòu)件名稱轉(zhuǎn)動剛度S〔KN.m相對轉(zhuǎn)動剛度S,框架梁邊跨0.528中跨0.286框架柱3層邊柱1.000中柱1.0002層邊柱1.000中柱1.0001層邊柱0.600中柱0.600內(nèi)力分配系數(shù)計算,框架梁,柱的內(nèi)力分配系數(shù)按下式計算：橫向框架梁,柱的彎矩分配系數(shù)位置節(jié)點編號邊節(jié)點4-0.528-1.0001.528-0.346-0.6543-0.5281.0001.0002.528-0.2090.3960.3962-0.5281.0000.6002.128-0.2480.4700.282中間節(jié)點80.5280.286-1.0001.8140.2910.158-0.55170.5280.2861.0001.0002.8140.1880.1020.3550.35560.5280.2861.0000.6002.4140.2190.1180.4140.249恒載作用下的彎矩二次分配〔4活載作用下的彎矩二次分配〔5框架梁跨中彎矩計算,由以上計算結(jié)果可知,邊跨跨中最大彎矩出現(xiàn)在距梁左端1/3處,此處彎矩為：式中中跨跨中最大彎矩為：具體計算見表恒荷載作用下框架梁跨中彎矩恒載作用下框架梁跨中彎矩層邊跨〔AB跨中跨〔BC跨3-77.2184.0314868.52-18.918.93.37-15.532-57.0658.6288.3830.82-3.363.363.370.011-50.4752.7388.3837.16-8.638.633.37-5.26活載作用下框架梁跨中彎矩活載作用下框架梁跨中彎矩層邊跨〔AB跨中跨〔BC跨3-7.337.5010.83.41-0.510.510-0.512-26.6027.1043.216.43-2.422.420-2.421-25.1525.9143.217.80-3.133.130-3.136>框架梁的剪力計算,由于框架梁簡化為僅承擔集中荷載,因此有力平衡條件可知,框架梁的剪力大小等于其跨中集中荷載的數(shù)值,具體結(jié)果見內(nèi)力圖。7框架柱的剪力計算,由于框架柱間無橫向荷載,故柱子的剪力為：具體計算見表恒載作用下框架柱的剪力計算層邊柱〔A柱中柱〔b柱33.377.2140.89-35.79-65.14-37.2531.0323.316.1733.52-15.06-18.01-29.4414.3815.516.958.48-4.62-14.66-7.334.00活載作用下框架柱的剪力計算層邊柱〔A柱中柱〔b柱33.37.3311.71-5.77-6.99-10.765.3823.314.8917.68-9.87-13.92-16.179.1215.57.473.74-2.04-6.61-3.311.808框架柱軸力計算,豎向荷載作用下,每一層的框架柱的上端截面軸力等于上層住傳來的軸力加上本層縱,橫向框架梁傳來的荷載〔即梁端剪力,柱的下端截面軸力等于上端截面軸力加上本層柱的自重。具體計算如下：1恒載作用下eq\o\ac<○,1>縱向框架梁傳來的柱軸力計算邊柱頂層：屋面荷載：6.34×1×5.4=34.236KN縱向框架梁重：0.625×5.4=3.375KN總計：2層：樓面荷載：3.58×1×5.4=19.332KN縱向框架梁：3.375KN外墻及窗重：〔3.3××2.1×2×0.65+2.55×2.1×2×0.3=7.835KN總計：中柱：頂層：屋面荷載：5.4×〔1+1.8×6.34=95.861KN縱向框架梁重：3.375KN總計：2層:樓面荷載：5.4×〔1+1.8×3.58=54.130KN縱向框架梁重：3.375KN總計：eq\o\ac<○,2>柱子自重及橫向墻體重頂層柱重：3.3×1.37=4.521KN2層柱重：4.521KN橫向墻體重〔設(shè)計假定由墻梁直接傳于柱頂層：邊柱：<3.3-0.4-0.1>×3×0.5=4.2KN中柱：4.2KN2層：邊柱：4.2KN中柱4.2KN總計：頂層：邊柱：中柱:2層：邊柱：8.724KN中柱:8.724KN活載作用下縱向框架梁傳來的活荷載計算如下：頂層:邊柱：中柱：2層：邊柱：中柱：橫向框架柱軸力計算見表恒載作用下橫向框架柱軸力層控制截面邊柱〔A柱中柱〔B柱31-1-74-37.61-111.61-74-1.87-99.24-175.112-2-4.2-115.81-4.2-179.3121-1-44.19-30.54-190.54-44.19-1.87-57.501-282.882-2-4.2-194.74-4.2-287.0811-1-44.19-30.54-269.48-44.19-1.87-57.51-390.652-2-4.2-273.68-4.2-394.85活載作用下橫向框架柱軸力層控制截面邊柱〔A柱中柱〔B柱1-1-5.4-2.7-8.1-5.40-7.56-12.9632-2-8.1-12.961-1-21.6-10.8-40.5-21.60-30.24-64.822-2-40.5-64.81-1-21.6-10.8-72.9-21.60-30.24-116.6412-2-72.9-116.649豎向荷載作用下框架內(nèi)力圖1恒載作用下框架內(nèi)力圖見圖2活載作用下框架內(nèi)力圖見圖恒載作用下橫向框架內(nèi)力圖活載作用下橫向框架內(nèi)力圖第五部分內(nèi)力組合荷載組合由《建筑結(jié)構(gòu)荷載規(guī)定》《建筑抗震設(shè)計規(guī)范》《鋼結(jié)構(gòu)設(shè)計規(guī)范》可知,對于7度設(shè)防,建筑高度H<60m的框架結(jié)構(gòu)應(yīng)進行以下荷載組合計算。本建筑屬于丙類建筑,結(jié)構(gòu)的重要性系數(shù)無震組合eq\o\ac<○,1>eq\o\ac<○,2>eq\o\ac<○,3>eq\o\ac<○,4>eq\o\ac<○,5>eq\o\ac<○,6>eq\o\ac<○,7>有震組合eq\o\ac<○,8>eq\o\ac<○,9>以上公式中：——恒載作用效應(yīng)標準值——活載作用效應(yīng)標準值——風荷載作用效應(yīng)標準值——地震作用效應(yīng)標準值——作用效應(yīng)設(shè)計值內(nèi)力組合橫向框架梁的內(nèi)力組合本設(shè)計在內(nèi)力組合中,梁的跨中彎矩和剪力是指距梁左端最近的集中荷載作用點處的梁截面彎矩和剪力。梁端內(nèi)力偏于安全取軸心處內(nèi)力進行組合。彎矩符號規(guī)定：對框架梁斷面來說順時針彎矩為正,反之為負。剪力符號規(guī)定：使框架梁產(chǎn)生順時針方向轉(zhuǎn)動趨勢的剪力為正,反之為負。具體計算結(jié)果見表框架柱的內(nèi)力組合簡化計算柱端內(nèi)力取梁軸線處內(nèi)力進行組合。彎矩符號規(guī)定：對框架梁端面來說順時針彎矩為正,反之為負；剪力符號規(guī)定：使框架梁產(chǎn)生順時針方向轉(zhuǎn)動趨勢的剪力為正,反之為負；軸力符號規(guī)定：拉力為正,壓力為負。三層框架梁內(nèi)力組合三層邊跨中跨左端跨中右端左端跨中右端荷載效應(yīng)-77.217468.52084.03-74-18.91.8715.53018.9-1.87-7.335.43.4107.5-5.4-0.5100.5100.510-80.8876.7070.230.0087.78-76.70-19.161.8715.790.0019.16-1.872.76-0.811.14-0.812.1-0.812.1-1.170.70-1.172.1-1.17-2.760.81-1.140.81-2.10.81-2.11.17-0.701.17-2.11.177.22-2.392.43-2.397.15-2.397.15-3.972.38-3.977.15-3.97-7.222.39-2.432.39-7.152.39-7.153.97-2.383.97-7.153.97內(nèi)力組合eq\o\ac<○,1>-111.42105.1995.840.00120.79-105.19-26.012.5221.470.0026.01-2.52eq\o\ac<○,2>-102.9196.3687.000.00111.34-96.36-23.392.2419.350.0023.39-2.24eq\o\ac<○,3>-87.4781.5673.290.0094.53-81.56-19.611.8716.240.0019.61-1.87eq\o\ac<○,4>-105.2397.0486.040.68109.57-95.68-25.163.2318.760.9821.63-1.26-100.6095.6887.96-0.68113.10-97.04-21.631.2619.94-0.9825.16-3.23eq\o\ac<○,5>-89.7982.2472.340.6892.77-80.88-21.382.8515.660.9817.85-0.89-85.1580.8874.25-0.6896.29-82.24-17.850.8916.83-0.9821.38-2.85eq\o\ac<○,6>-103.7095.2383.971.13105.25-92.96-26.123.8818.161.6420.24-0.61-95.9792.9687.16-1.13111.13-95.23-20.240.6120.12-1.6426.12-3.88eq\o\ac<○,7>-88.2680.4370.271.1388.44-78.16-22.343.5115.051.6416.46-0.23-80.5378.1673.46-1.1394.32-80.43-16.460.2317.01-1.6422.34-3.51eq\o\ac<○,8>-106.4495.1581.113.1196.04-88.93-32.287.4115.845.1613.692.92-87.6688.9387.43-3.11114.63-95.15-13.69-2.9222.04-5.1632.28-7.41eq\o\ac<○,9>-90.2679.8167.073.1178.49-73.59-28.457.0312.695.169.863.29-71.4973.5973.38-3.1197.08-79.81-9.86-3.2918.88-5.1628.45-7.03二層框架梁內(nèi)力組合二層邊跨中跨左端跨中右端左端跨中右端荷載效應(yīng)-57.0644.1930.820.0058.62-44.19-3.361.820.010.003.36-1.82-26.6021.6016.430.0027.10-21.60-2.420.00-2.430.002.420.00-70.3654.9939.040.0072.17-54.99-4.571.82-1.210.004.57-1.828.03-5.412.97-5.417.16-5.417.16-3.982.39-3.987.16-3.19-8.035.41-2.975.41-7.165.41-7.163.98-2.393.98-7.163.1926.83-7.9011.05-7.9020.52-7.9020.52-11.406.84-11.4020.52-11.40-26.837.90-11.057.90-20.527.90-20.5211.40-6.8411.40-20.5211.40內(nèi)力組合eq\o\ac<○,1>-103.1080.8257.710.00105.70-80.82-6.912.46-2.370.006.91-2.46eq\o\ac<○,2>-105.7183.2759.990.00108.28-83.27-7.422.18-3.390.007.42-2.18eq\o\ac<○,3>-94.3074.4353.820.0096.56-74.43-6.751.82-3.390.006.75-1.82eq\o\ac<○,4>-112.4687.8157.494.54102.27-78.72-13.435.53-5.393.341.410.50-98.9778.7262.48-4.54114.30-87.81-1.41-1.16-1.39-3.3413.43-4.86eq\o\ac<○,5>-101.0578.9751.334.5490.55-69.89-12.765.16-5.403.340.730.86-87.5569.8956.31-4.54102.57-78.97-0.73-1.52-1.39-3.3412.76-4.50eq\o\ac<○,6>-105.7881.7748.937.5786.88-66.62-16.437.76-5.715.57-3.622.28-83.3066.6257.24-7.57106.93-81.773.62-3.390.97-5.5716.43-6.65eq\o\ac<○,7>-94.3772.9342.777.5775.15-57.78-15.767.39-5.715.57-4.292.65-71.8957.7851.07-7.5795.20-72.934.29-3.750.97-5.5715.76-6.29eq\o\ac<○,8>-119.3176.2632.4810.2759.93-55.72-32.1617.00-10.3414.82-21.1912.64-49.5555.7261.20-10.27113.28-76.2621.19-12.647.45-14.8232.16-17.00eq\o\ac<○,9>-105.2465.2624.6710.2745.49-44.72-31.2516.64-10.1014.82-22.1113.00-35.4844.7253.40-10.2798.85-65.2622.11-13.007.69-14.8231.25-16.64一層框架梁的內(nèi)力組合一層邊跨中跨左端跨中右端左端跨中右端荷載效應(yīng)-50.4744.1937.160.0052.73-44.19-8.631.87-5.260.008.63-1.87-25.1521.6017.800.0025.91-21.60-3.310.00-3.130.003.310.00-63.0554.9946.060.0065.69-54.99-10.291.87-6.830.0010.29-1.8719.44-5.418.61-5.4113.04-5.4113.04-7.254.35-7.2513.04-7.25-19.445.41-8.615.41-13.045.41-13.047.25-4.357.25-13.047.2557.63-16.5425.12-16.5439.90-16.5439.90-22.1613.30-22.1639.90-22.16-57.6316.54-25.1216.54-39.9016.54-39.9022.16-13.3022.16-39.9022.16內(nèi)力組合eq\o\ac<○,1>-92.7880.8267.610.0096.58-80.82-14.892.52-10.170.0014.89-2.52eq\o\ac<○,2>-95.7783.2769.510.0099.55-83.27-14.992.24-10.690.0014.99-2.24eq\o\ac<○,3>-85.6874.4362.080.0089.00-74.43-13.261.87-9.640.0013.26-1.87eq\o\ac<○,4>-112.1087.8162.284.5488.60-78.72-25.948.33-14.356.094.043.85-79.4478.7276.75-4.54110.50-87.81-4.04-3.85-7.04-6.0925.94-8.33eq\o\ac<○,5>-102.0178.9754.844.5478.05-69.89-24.227.96-13.296.092.314.22-69.3569.8969.32-4.5499.96-78.97-2.31-4.22-5.99-6.0924.22-7.96eq\o\ac<○,6>-112.4381.7749.987.5770.41-66.62-31.8612.39-15.4610.15-4.667.91-58.0066.6274.09-7.57106.92-81.774.66-7.91-3.29-10.1531.86-12.39eq\o\ac<○,7>-102.3372.9342.557.5759.87-57.78-30.1312.02-14.4110.15-6.388.28-47.9057.7866.66-7.5796.38-72.936.38-8.28-2.24-10.1530.13-12.02eq\o\ac<○,8>-150.5787.4922.6221.5026.95-44.49-64.2131.05-25.4828.81-39.5326.56-0.7344.4987.93-21.50130.69-87.4939.53-26.569.10-28.8164.21-31.05eq\o\ac<○,9>-137.9676.4913.4021.5013.82-33.49-62.1630.68-24.1228.81-41.5926.9411.8733.4978.72-21.50117.56-76.4941.59-26.9410.47-28.8162.16-30.68三層框架柱的內(nèi)力組合三層邊柱中柱上端下端上端下端荷載效應(yīng)77.21-111.61-35.7940.89-115.81-35.79-65.14-175.1131.03-37.25-179.3131.037.33-8.1-5.7711.71-8.1-5.77-6.99-12.965.38-10.76-12.965.3880.88-115.66-38.6846.75-119.86-38.68-68.64-181.5933.72-42.63-185.7933.72-2.76-0.811.26-4.68-0.811.26-4.20-0.362.15-7.160.362.152.760.81-1.264.680.81-1.264.200.36-2.157.16-0.36-2.15-7.22-2.396.51-14.26-2.396.51-14.29-1.5810.64-20.82-1.5810.647.222.39-6.5114.262.39-6.5114.291.58-10.6420.821.58-10.64內(nèi)力組合eq\o\ac<○,1>111.42-158.61-53.9766.68-164.28-53.97-94.79-249.1047.16-60.83-254.7747.16eq\o\ac<○,2>102.91-145.27-51.0365.46-150.31-51.03-87.95-228.2844.77-59.76-233.3244.77eq\o\ac<○,3>87.47-122.95-43.8757.28-127.15-43.87-74.93-193.2538.56-52.31-197.4538.56eq\o\ac<○,4>105.23-144.59-52.0869.39-149.63-52.08-84.43-227.9742.96-53.75-233.6242.96100.60-145.95-49.9761.53-150.99-49.97-91.48-228.5846.57-65.78-233.0146.57eq\o\ac<○,5>89.79-122.27-44.9361.22-126.47-44.93-71.40-192.9536.76-46.30-197.7636.7685.15-123.63-42.8153.35-127.83-42.81-78.45-193.5640.37-58.33-197.1540.37eq\o\ac<○,6>103.70-140.74-50.3767.10-145.78-50.37-79.14-222.3339.50-45.22-228.3839.5095.97-143.00-46.8453.99-148.04-46.84-90.90-223.3445.52-65.27-227.3745.52eq\o\ac<○,7>88.26-118.41-43.2158.92-122.61-43.21-66.11-187.3133.29-37.77-192.5133.2980.53-120.68-39.6845.81-124.88-39.68-77.87-188.3139.31-57.82-191.5139.31eq\o\ac<○,8>106.44-135.69-54.8774.63-140.73-54.87-63.79-215.8526.63-24.09-220.8926.6387.66-141.90-37.9537.56-146.94-37.95-100.94-219.9654.30-78.22-225.0054.30eq\o\ac<○,9>90.26-112.55-47.1465.28-116.75-47.14-50.06-179.5419.89-15.56-183.7419.8971.49-118.77-30.2128.21-122.97-30.21-87.21-183.6447.55-69.70-187.8447.55二層框架柱內(nèi)力組合二層邊柱中柱上端下端上端下端荷載效應(yīng)16.17-190.54-15.0633.52-194.74-15.06-18.01-282.8814.38-29.44-287.0814.3814.89-40.5-9.8717.68-40.15-9.87-13.92-64.89.12-16.17-64.89.1223.615-210.79-19.99542.36-214.815-19.995-24.97-315.2818.94-37.525-319.4818.94-6.63-3.343.43-4.68-3.343.43-11.41.85.84-7.841.85.846.633.34-3.434.683.34-3.4311.4-1.8-5.847.84-1.8-5.84-12.57-10.299.2-17.79-10.299.2-20.2211.415.06-29.4711.415.0612.5710.29-9.217.7910.29-9.220.22-11.4-15.0629.47-11.4-15.06內(nèi)力組合eq\o\ac<○,1>36.42-296.92-30.0062.58-302.25-30.00-37.96-445.3928.35-55.59-451.0628.35eq\o\ac<○,2>40.25-285.35-31.8964.98-289.90-31.89-41.10-430.1830.02-57.97-435.2230.02eq\o\ac<○,3>37.02-247.24-28.8858.27-250.95-28.88-37.50-373.6027.15-52.08-377.8027.15eq\o\ac<○,4>45.82-282.54-34.7768.91-287.09-34.77-31.52-431.6925.12-51.38-436.7325.1234.68-288.15-29.0161.04-292.70-29.01-50.68-428.6634.93-64.55-433.7034.93eq\o\ac<○,5>42.59-244.43-31.7662.20-248.14-31.76-27.92-375.1122.24-45.49-379.3122.2431.45-250.05-26.0054.34-253.76-26.00-47.07-372.0932.05-58.66-376.2932.05eq\o\ac<○,6>43.28-263.66-32.5564.10-268.36-32.55-19.29-405.4818.02-40.20-410.5218.0224.71-273.01-22.9451.00-277.71-22.94-51.21-400.4434.37-62.15-405.4834.37eq\o\ac<○,7>40.04-225.55-29.5357.40-229.41-29.53-15.69-348.9015.14-34.31-353.1015.1421.48-234.91-19.9344.29-238.76-19.93-47.61-343.8631.49-56.26-348.0631.49eq\o\ac<○,8>44.68-239.57-35.9573.96-244.40-35.95-3.68-393.163.15-6.72-398.203.1512.00-266.33-12.0327.71-271.16-12.03-56.25-363.5242.31-83.34-368.5642.31eq\o\ac<○,9>39.96-197.41-31.9665.49-201.44-31.961.32-330.10-0.640.79-334.30-0.647.27-224.17-8.0419.23-228.19-8.04-51.26-300.4638.52-75.84-304.6638.52一層框架柱內(nèi)力組合一層邊柱中柱上端下端上端下端荷載效應(yīng)16.95-269.48-4.628.48-273.68-4.62-14.66-390.654.00-7.33-394.854.007.47-72.90-2.043.74-72.90-2.04-6.61-116.641.80-3.31-116.641.8020.69-305.93-5.6410.35-310.13-5.64-17.97-448.974.90-8.99-453.174.90-14.76-8.766.71-22.14-8.766.71-18.093.638.40-27.953.368.4014.768.76-6.7122.148.76-6.7118.09-3.63-8.4027.95-3.36-8.40-39.86-26.5412.08-26.58-26.5412.08-50.3222.1615.12-32.8422.1615.1239.8626.54-12.0826.5826.54-12.0850.32-22.16-15.1232.84-22.16-15.12內(nèi)力組合eq\o\ac<○,1>30.20-435.24-8.2415.11-440.91-8.24-26.27-641.687.16-13.14-647.357.16eq\o\ac<○,2>30.80-425.44-8.4015.41-430.48-8.40-26.85-632.087.32-13.43-637.127.32eq\o\ac<○,3>27.41-371.54-7.4813.72-375.74-7.48-23.91-553.956.52-11.96-558.156.52eq\o\ac<○,4>43.20-418.08-14.0434.01-423.12-14.04-11.65-635.130.2610.05-639.940.2618.40-432.79-2.76-3.19-437.83-2.76-42.04-629.0314.38-36.91-634.2914.38eq\o\ac<○,5>39.81-364.18-13.1132.31-368.38-13.11-8.72-557.00-0.5411.51-560.97-0.5415.01-378.90-1.84-4.88-383.10-1.84-39.11-550.9013.58-35.44-555.3213.58eq\o\ac<○,6>48.32-382.55-16.9444.84-387.59-16.941.26-588.17-5.2027.09-592.83-5.207.00-407.081.85-17.15-412.121.85-49.40-578.0118.32-51.17-583.4218.32eq\o\ac<○,7>44.93-328.66-16.0143.14-332.86-16.014.19-510.04-6.0028.56-513.86-6.003.61-353.192.77-18.85-357.392.77-46.46-499.8817.52-49.70-504.4517.52eq\o\ac<○,8>76.64-332.61-22.4746.97-337.65-22.4743.86-567.57-13.7831.91-572.61-13.78-27.00-401.628.94-22.13-406.668.94-86.97-509.9625.54-53.47-515.0025.54eq\o\ac<○,9>72.50-271.43-21.3444.90-275.63-21.3447.45-477.78-14.7633.71-481.98-14.76-31.13-340.4310.06-24.20-344.6310.06-83.38-420.1624.56-51.68-424.3624.56二,橫向框架梁設(shè)計1截面參數(shù)橫向框架梁及縱向框架梁和次梁的截面參數(shù)參加表2截面控制內(nèi)力由表可得框架梁的截面控制內(nèi)力。由于各層的橫向框架截面相同,故取以下兩組最不利內(nèi)力進行截面驗算：無震：,V=101.0KN〔風載起控制作用的組合,底層邊跨左端有震：,V=96KN〔地震作用參與組合,底層邊跨左端〔1抗彎強度無震時,滿足。上式中的系數(shù)0.9是考慮螺栓連接時的截面削弱而乘的修正系數(shù),余同。有震時,,,滿足?！?抗剪強度無震：,滿足。有震：,滿足。<3>整體穩(wěn)定1施工階段架設(shè)臨時支撐；2使用階段：,滿足。局部穩(wěn)定翼緣：,滿足。腹板：梁的軸力等于柱端剪力：15.6kN,滿足?！朵摻Y(jié)構(gòu)設(shè)計規(guī)范》〔GB50017-20034.3.2條框1三．框架柱設(shè)計1計算長度系數(shù)計算由于橫向框架屬于有側(cè)移的框架,故計算長度系數(shù)按下式計算：有側(cè)移框架一般層：底層柱〔固接：上式中：,,邊柱取,頂層柱取。柱的計算長度模型邊柱的計算長度系數(shù)層3/29810/298105214352143/0.57170.28581.7332/29810/298103128652143521430.28580.35731.8721/29810/29810/31286521430.3573101.370中柱的計算長度系數(shù)層3298102981029810298105214352143/1.14340.57171.4212298102981029810298103128652143521430.57170.71461.502129810298102981029810/31286521430.7146101.2352強柱弱梁驗算強柱弱梁應(yīng)滿足：取軸力最大的底層中柱節(jié)點為計算對象：交匯于節(jié)點的柱塑性截面抵抗據(jù)之和：交匯于節(jié)點的梁塑性截面抵抗據(jù)之和：由于本結(jié)構(gòu)設(shè)防烈度為7度,故,滿足。由以上計算可知,梁柱節(jié)點滿足強柱弱梁要求。3強度計算以底層中柱為例,最不利內(nèi)力：無震組合：M=68KN,N=587KN,V=23.7KN有震