辦公及綜合用房土木工程畢業(yè)設(shè)計說明書

一、概況（一）工程概況工程設(shè)計資料：本工程為地上四層,功能為辦公及綜合用房?？偨ㄖ娣e3992.2m2建筑基底面積995.05m2，第一層層高為5m，其余層高為4m，室內(nèi)外高差1.5m，基礎(chǔ)頂面距室外地坪1.5m。地面粗糙程度等級為B類，基本風(fēng)壓W0=0.30kN/m2。經(jīng)勘察地下水無浸蝕性，在地面以下8m。地質(zhì)資料：50cm表土以下為亞粘土，地基承載力標(biāo)準(zhǔn)值為400KPa。本工程采用框架結(jié)構(gòu)，屬二類高層綜合樓，耐火等級二級，建筑工程等級為一級，按多層建筑結(jié)構(gòu)設(shè)計，建筑合理使用年限為50年。（二）目標(biāo)內(nèi)容要求對結(jié)構(gòu)體型和結(jié)構(gòu)形式進(jìn)行定性的比較分析，完成由指導(dǎo)老師指定的一榀框架（6軸框架）設(shè)計，完成基礎(chǔ)平面圖及所計算框架的基礎(chǔ)大樣圖。二、結(jié)構(gòu)平面布置及構(gòu)件截面尺寸初估（一）結(jié)構(gòu)類型1、結(jié)構(gòu)選型本工程是綜合辦公樓，需要靈活布置空間，并建造較大空間，因此選用框架結(jié)構(gòu)。2、墻身做法外墻采用190厚陶粒空心砌塊填充墻，分戶墻及隔墻采用190后混凝土空心小砌塊填充墻，衛(wèi)生間采用110厚水泥空心磚，均采用M5水泥砂漿砌筑；外粉刷為水泥砂漿打底，厚25mm外墻拉毛墻面；內(nèi)粉刷為厚20mm混合砂漿底，紙筋灰面，內(nèi)墻涂料兩度。3、樓面做法大理石樓面，20厚大理石板鋪實(shí)拍平，水泥漿擦縫，30厚1：4干硬性水泥砂漿，面上撒素水泥，素水泥漿結(jié)合層一遍，總厚50mm；樓板底面為15mm厚紙筋面石灰抹底，涂料兩度。4、屋面做法合成高分子卷材和涂膜防水屋面[1]，上人屋面，8—10厚地磚鋪平拍實(shí)，縫寬5—8mm，1：1水泥砂漿填縫，25厚1：4干硬性水泥砂漿，面上撒素水泥，滿鋪0.15厚聚乙烯橡膠共混防水卷材，2厚聚氨酯防水涂料粉，刷基層處理劑一遍，20厚1：2.5水泥砂漿找平層，20厚（最薄處）1：8水泥珍珠巖找2%坡，干鋪100厚水泥珍珠巖板，鋼筋混凝土面板，表面清掃干凈。5.門窗做法門：M—2為1000mm×2100mm，F(xiàn)M—2雙開門1500mm×2100mm鋁合金門0.35kN/m2。窗：C—8為2800mm×2000mm，C—9為2900mm×2000mm，C—3為1200mm×2000mm，C—3a為2400mm×2000mm鋁合金窗0.35kN/m2。（二）構(gòu)件截面尺寸初估1、框架梁（1）邊跨（AB、CD）梁：H=(1/12～1/8)L=(1/12～1/8)×6000mm=500～750mmb=(1/3～1/2)h取h=650mm，b=300mm（2）中跨（BC跨）梁H=(1/12～1/8)L=(1/12～1/8)×2100mm=175～262.5mmB=(1/3～1/2)h綜合考慮到為滿足施工方便取h=400mm，b=300mm（3）次梁H=(1/18～1/12)×L=(1/18～1/12)×6000mm=333～500mmB=(1/3～1/2)h取h=400mm，b=300mm（4）縱向連系梁H=(1/12～1/8)L=(1/12～1/8)×7200mm=600～900mmb=(1/3～1/2)h取h=800mm，b=400mm2、框架柱建筑為4層，采用C30混凝土，中柱受力最大，由Ac≥（1.1～1.2）N/?C對中柱截面進(jìn)行初估。?C=14.3N/mm2N=1.25NVNV=nAq=4×（）×（）×（12～14）=1059～1236kN由Ac≥（1.1～1.2）N/?C（1.1～1.2）N/?C=0.10187～0.129656各柱子截面均取值為取h=500mm，b=500mm3、板厚度初估根據(jù)工作經(jīng)驗(yàn)需布置一根次梁，則板厚：H=(1/40～1/30)×3600=90～120mm取h=100mm（三）梁柱網(wǎng)結(jié)構(gòu)布置圖見圖1－1。圖1－1結(jié)構(gòu)布置圖（四）確定框架計算簡圖框架計算簡圖見圖1－2。圖1－2框架計算簡圖（五）框架梁柱相對線剛度計算采用C30混凝土EC=3×107kN/m21、邊跨（AB、CD跨）梁Ii2、中跨（BC）梁Ii3、上部各層柱Ii4、底層柱Ii5、相對線剛度如下圖:

以下數(shù)字表示相對線剛度，即三、荷載統(tǒng)計查《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2012）[2]《中南地區(qū)建筑配件圖集合訂本》（98ZJ001）得鋼筋混凝土：25kN/m3水泥砂漿：20kN/m3紙筋石灰：16kN/m3混合砂漿：17kN/m3190厚陶?？招钠鰤K：6.0kN/m3190厚混凝土空心小砌塊：11.8kN/m3110后水泥空心磚：10.3kN/m3厚25mm外墻拉毛墻面：0.70kN/m2大理石樓面：1.16kN/m2合成高分子卷材和涂膜防水屋面：2.35kN/m2（一）恒荷載標(biāo)準(zhǔn)值1、屋面恒荷載標(biāo)準(zhǔn)值合成高分子卷材和涂膜防水屋面2.35kN/m2100mm厚現(xiàn)澆混凝土板0.10×2.5=2.5015mm厚紙筋石灰抹底0.015×16=0.24屋面恒荷載5.09kN/m22、樓面恒荷載標(biāo)準(zhǔn)值大理石樓面1.16kN/m2100mm厚現(xiàn)澆混凝土樓板0.10×2.5=2.5015mm厚紙筋石灰抹底0.015×16=0.24屋面恒荷載3.90kN/m23、墻身荷載標(biāo)準(zhǔn)值（1）外墻填充陶?？招钠鰤K6.0×0.19=厚25mm外墻拉毛墻面0.70kN/m220mm內(nèi)墻粉刷0.0外墻恒荷載2.18kN/m2（2）內(nèi)墻填充混凝土空心小11.8×0.19=2.24kN/m220mm墻內(nèi)粉刷0.0內(nèi)墻恒荷載2.92kN/m24、框架柱荷載標(biāo)準(zhǔn)值（1）邊柱鋼筋混凝土0.5粉刷外墻拉毛墻面0.5×0.7=邊柱恒荷載6.92kN/m（2）中柱鋼筋混凝土0.5粉刷3×中柱恒荷載6.74kN/m5、框架梁荷載標(biāo)準(zhǔn)值（1）邊跨梁鋼筋混凝土兩側(cè)紙筋石灰2×邊跨梁恒荷載4.39kN/m（2）中跨梁鋼筋混凝土0.3×（兩側(cè)紙筋石灰（0.4-0.1）×2中跨梁恒荷載2.39kN/m（3）中縱向框架梁鋼筋混凝土0.4×（兩側(cè)紙筋石灰（0.8-0.1）×2中縱向框架梁恒荷載7.34kN/m（4）邊縱向框架梁鋼筋混凝土0.4×（一側(cè)水泥砂漿拉毛墻面0.8×0.7一側(cè)紙筋石灰（邊縱向框架梁恒荷載7.73kN/m(5)次梁鋼筋混凝土0.3×（兩側(cè)紙筋石灰（0.4-0.1）×2中跨梁恒荷載2.39kN/m6、頂層框架梁上的線荷載標(biāo)準(zhǔn)值邊跨梁恒荷載4.39kN/mAD、CD跨上線荷載（3.6+3.7)邊跨梁恒荷載2.39kN/mBC跨上線荷載5.09×2.1g4AS1=g4CD1=4.39kN/mg4AB2=g4CD2=18.58kN/mg4BC1=2.39kN/mg4BC2=g4CD1=10Fg=2.5kN7、頂層框架A柱集中荷載標(biāo)準(zhǔn)值電梯房傳來集中荷載7.5kN縱向邊框架梁自重荷載7.73×（3.7+7.2）1.5m高的女兒墻2.18×1.5×(3.7+7.2)×0.5=17.82kN

次梁自重荷載次梁傳來的屋面荷載(2×6-3.60)×3.6/2×1/4×5.09=19.2kN總計：G4A=G4D=115.48kN，8、頂層框架B、C柱集中荷載標(biāo)準(zhǔn)值

次梁傳來屋面次梁自重荷載2.39×(6+2.1)×中縱向框架梁傳來屋面荷載中縱向框架梁自重荷載0.5×(3.7+7.2)×7.34=40.0kN總計：G4B=G4C=112.80kN，e=50mm，M=eF=9、頂層框架D柱集中荷載標(biāo)準(zhǔn)值縱向邊框架梁自重荷載7.73×（3.7+7.2）1.5m高的女兒墻2.18×1.5×(3.7+7.2)×0.5=17.82kN

次梁自重荷載次梁傳來的屋面荷載(2×6-3.60)×3.6/2×1/4×5.09=19.2kN總計：G4A=G4D=107.98kN，e=10、標(biāo)準(zhǔn)層框架梁上荷載標(biāo)準(zhǔn)值（1）AB跨上線荷載邊跨梁恒荷載4.39kN/m邊跨梁上墻荷載（4-0.65）×2.92=9.78kN/m邊跨梁上傳來樓板荷載3.6×0.5×3.9=7.02kN/m邊跨梁上傳來樓板荷載3.5×3.9×0.5=6.83kN/m次梁傳來集中荷載[2.39×3.7（3.7×2-3.5）×3.5×0.5×0.5×3.9]×0.5=11.08kN（2）BC跨上線荷載中跨梁恒荷載2.39kN/m中跨梁上傳來樓面板荷載2.1×0.5×3.9×0.5=8.19kN/m（3）CD跨上線荷載邊跨梁上恒荷載4.39kN/m邊跨梁上墻荷載（4-0.65）×2.29=9.78kN/m邊跨梁上傳來樓板荷載3.6×3.9=14.04kN/mgAB1gAB2gAB3gAB4gBC1gBC2gCD1gCD211、標(biāo)準(zhǔn)層框A柱荷載標(biāo)準(zhǔn)值邊縱向框架梁自重荷載0.5×7.73×（3.6+3.6+3.7）=42.13kN邊縱向框架梁傳來樓面荷載0.5×3.6×0.5×3.90=12.64kN窗下墻荷載0.5×（4-0.8-2）×（3.7+7.2-2×0.5）×2.18=12.95kN窗邊墻荷載0.5×（3.7+7.2-1.2-2×2.8-0.5×2）×2×2.18=6.67kN鋁合金窗自重次梁自重0.5×（1.2+2.8×2）×2×0.35=2.38kN次梁自重荷載2.39×6×0.25=3.59kN次梁傳來樓面荷載（2×6-3.6）×3.6×0.5×0.5×3.9×0.5=14.74kN邊框架柱自重荷載4×6.92=27.68kNGA=122.87kN，e=50mm，M=eF=6.14kN12、標(biāo)注層框B柱荷載標(biāo)準(zhǔn)值中縱向框架梁自重荷載7.34×（3.7+3.6×2）×0.5=40kN中縱向框架墻扣除門洞荷載0.5×2.92×[(4-0.8)×7.2-2×1×2.1]=27.51kN中縱向框架梁傳來樓面荷載[(3.7×2-3.5)3.5×0.5×0.5+(3.7×2-2.1)×2.1×0.5×0.5]×3.9×0.5+[3.6×0.5×3.6×0.5+(2×3.6-2.1)2.1×0.5×0.5]×3.9=35.16kN次梁荷載(6+2.1)×2.39×0.25=4.84kN次梁傳來樓面荷載[2.1×0.5×2.1×0.5+(2×6-3.6]3.6×0.5×0.5]×3.9×0.5=16.89kN中框架柱自重荷載4×6.74=26.96kNGB=151.36kN,e=50mm，M=eF=7.57kN13、標(biāo)準(zhǔn)層框C柱荷載標(biāo)準(zhǔn)值中縱向框架梁自重荷載7.34×（3.7+3.6×2）×0.5=40kN中縱向框架梁扣除門洞荷載0.5×2.92×[(4-0.8)×(7.2+3.7)-3×1×2.1]=41.73kN中縱向框架梁傳來樓面荷載[(3.7×2-2.1)×2.1×0.5×0.5+3.7×3.7×0.5×0.5]×3.9×0.5+[3.6×3.6×0.5×0.5+(3.6×2-2.1)×2.1×0.5×0.5]×3.9=35.18kN次梁自重荷載(6+2.1)×0.25×2.39=4.84kN次梁傳來樓面荷載[(62-3.6)×3.6×0.5×0.5+2.1×2.1×0.5×0.5]×3.9×0.5=16.89kN中框架柱自重荷載4×6.74=26.96kNGD=165.6kN,e=50mm，M=eF=8.28kN14、標(biāo)準(zhǔn)層框架柱D荷載標(biāo)準(zhǔn)值邊縱向框架梁自重荷載（7.2+3.7）×7.34×0.5=42.13kN邊縱向框架梁傳來樓面荷載0.5×3.7×3.7×0.5×0.5×3.9+3.6×3.6×0.5×0.5×3.9=19.31kN窗下墻自重荷載（3.7+7.2-2×0.5）×（4-0.8-2）×2.18×0.5=12.95kN窗邊墻自重荷載（3.7+7.2-2.8-2.9-2×0.5）×2×2.18×0.5=9.16kN鋁合金窗自重荷載2×（2.8+2.9）×0.35×0.5=2kN次梁自重荷載2.39×6×0.25=3.59kN次梁傳來樓面荷載（6×2-3.6）×3.6×0.5×0.5×3.9×0.5=14.74kN邊框架柱自重荷載4×6.92=27.68kNGD=131.56kN，e=50mm，M=eF15、首層框A柱荷載標(biāo)準(zhǔn)值邊縱向框架梁自重荷載0.5×7.73×（3.6+3.6+3.7）=42.13kN邊縱向框架梁傳來樓面荷載0.5×3.6×0.5×3.90=12.64kN窗下墻荷載0.5×（4-0.8-2）×（3.7+7.2-2×0.5）×2.18=12.95kN窗邊墻荷載0.5×（3.7+7.2-1.2-2×2.8-0.5×2）×2×2.18=6.67kN鋁合金窗自重次梁自重0.5×（1.2+2.8×2）×2×0.35=2.38kN次梁自重荷載2.39×6×0.25=3.59kN次梁傳來樓面荷載（2×6-3.6）×3.6×0.5×0.5×3.9×0.5=14.74kN邊框架柱自重荷載4×6.92=27.68kNGA=122.87kN，e=50mm，M=eF16、首層框B柱荷載標(biāo)準(zhǔn)值中縱向框架梁自重荷載7.34×（3.7+3.6×2）×0.5=40kN中縱向框架梁傳來樓面荷載[(3.7×2-3.5)3.5×0.5×0.5+(3.7×2-2.1)×2.1×0.5×0.5]×3.9×0.5+[3.6×0.5×3.6×0.5+(2×3.6-2.1)2.1×0.5×0.5]×3.9=35.16kN次梁荷載(6+2.1)×2.39×0.25=4.84kN次梁傳來樓面荷載[2.1×0.5×2.1×0.5+(2×6-3.6]3.6×0.5×0.5]×3.9×0.5=16.89kN中框架柱自重荷載4×6.74=26.96kNGB=123.85kN,e=50mm，M=eF17、首層框C柱荷載標(biāo)準(zhǔn)值中縱向框架梁自重荷載7.34×（3.7+3.6×2）×0.5=40kN中縱向框架梁扣除門洞荷載0.5×2.92×[(4-0.8)×(7.2+3.7)-3×1×2.1]=41.73kN中縱向框架梁傳來樓面荷載[(3.7×2-2.1)×2.1×0.5×0.5+3.7×3.7×0.5×0.5]×3.9×0.5+[3.6×3.6×0.5×0.5+(3.6×2-2.1)×2.1×0.5×0.5]×3.9=35.18kN次梁自重荷載(6+2.1)×0.25×2.39=4.84kN次梁傳來樓面荷載[(62-3.6)×3.6×0.5×0.5+2.1×2.1×0.5×0.5]×3.9×0.5=16.89kN中框架柱自重荷載4×6.74=26.96kNGD=165.6kN,e=50mm，M=eF18、首層框架柱D荷載標(biāo)準(zhǔn)值邊縱向框架梁自重荷載（7.2+3.7）×7.34×0.5=42.13kN邊縱向框架梁傳來樓面荷載0.5×3.7×3.7×0.5×0.5×3.9+3.6×3.6×0.5×0.5×3.9=19.31kN窗下墻自重荷載（3.7+7.2-2×0.5）×（4-0.8-2）×2.18×0.5=12.95kN窗邊墻自重荷載（3.7+7.2-2.8-2.9-2×0.5）×2×2.18×0.5=9.16kN鋁合金窗自重荷載2×（2.8+2.9）×0.35×0.5=2kN次梁自重荷載2.39×6×0.25=3.59kN次梁傳來樓面荷載（6×2-3.6）×3.6×0.5×0.5×3.9×0.5=14.74kN邊框架柱自重荷載4×6.92=27.68kNGD=131.56kN，e=50mm，M=eF=6.58kN19、恒荷載作用下的結(jié)構(gòu)計算簡圖（二）活荷載標(biāo)準(zhǔn)值查《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009—12012）上人屋面：2.0kN/m2貯藏室：餐廳：4.0kN/m2廚房：辦公室：2.0kN/m2走廊門廳：電梯恒載已考慮計算公式[3]為p1、屋面活荷載計算（1）頂層PP4ABPP×M4A=MM4B=（2）標(biāo)準(zhǔn)層（2~PPPPFPP2.1PPMAMMM(3)首層PPPPPP3.6PPMM2、活荷載作用下結(jié)構(gòu)計算簡圖四、風(fēng)荷載及內(nèi)力計算1、節(jié)點(diǎn)集中力簡化計算由于H<30，取βZ=1.0；對于矩形平面μS=1.3（H/B<4）；地面粗糙類別B類，南寧基本風(fēng)壓表4－1各層節(jié)點(diǎn)風(fēng)荷載計算層數(shù)βμZ（m）μωA（m2）PA（kN41.01.3519.0810.2431.01.3521.8011.1121.01.310.51.010.3521.0810.0211.000.3528.6113.022、采用D值法計算風(fēng)荷載作用下的內(nèi)力計算步驟如下[4]（1）計算框架結(jié)構(gòu)各層層間剪力。（2）計算各柱的側(cè)向剛度，然后求柱子的剪力。（3）確定各柱的反彎點(diǎn)高度y，并求出下端彎矩和上端彎矩。（4）根據(jù)節(jié)點(diǎn)的彎矩平衡條件，將節(jié)點(diǎn)上、下柱端彎矩只和按左、右梁的線剛度分配給梁端。（5）根據(jù)梁端彎矩計算梁端剪力，再由梁端剪力計算軸力。中間標(biāo)準(zhǔn)層柱：iC=13.02×底層柱：iC=6.51×表4－2A－D軸2~4層D值計算表構(gòu)件名稱kαiHD∑DA、D軸柱1.760.47390604.0013768.6562105.4B、C軸柱2.930.59390604.0017284.05注：上表所用公式為D表4－3A－D軸底層D值計算表構(gòu)件名稱kαiHD∑DA、D軸柱3.520.73195308.002673.1711278.6B、C軸柱5.850.81195308.002966.12注：上表所用公式為表4－4各層各柱剪力大小序號風(fēng)荷載kN層間剪力kND剪力VA、D柱B、C柱A、D柱B、C柱410.4210.420.220.282.292.92311.1121.530.220.284.746.03210.0231.550.220.286.948.83113.0244.570.240.2610.7011.59表4－5層間位移角驗(yàn)算表層號層高(mm)層間剪力kN層間總的D層間位移?u（mm）層間位移角θ層間位移角限值1/5504400010.4262105.40.1684.2×1.818×3400021.5362105.40.3478.68×1.818×2400031.5562105.40.5081.27×1.818×1800044.5711278.63.9524.94×1.818×注：（表4－6A、D軸柱反彎點(diǎn)位置計算表層號h(m)yyyyyyh44.00.3880000.3881.55234.00.450000.451.80024.00.48800-0.050.4381.75218.00.550000.554.400表4－7B、C軸柱反彎點(diǎn)位置計算表層號h(m)yyyyyyh44.00.4470000.4471.78834.00.4970000.4971.98824.00.5000-0.050.4501.80018.00.550000.554.400表4－8風(fēng)荷載作用下的柱端彎矩層號A、D柱B、C柱Vyh(1-y)hMC上MC下Vyh(1-y)hMC上MC下42.291.5522.4485.613.552.921.7882.2126.465.2234.741.8002.20010.438.536.031.9882.01212.1311.9926.941.7522.24815.6012.168.831.8002.20019.4315.89110.74.4003.60038.5247.0811.594.4003.60041.7251.00注：上表所用公式為Mijb表4－9風(fēng)荷載作用下的梁端彎矩、剪力、柱端軸力層次層次梁別M(kN?m)M(kN?m)VNNNN4AB5.613.88-1.58-1.580.88-0.881.58BC2.582.58-2.46CD3.885.61-1.583AB13.9810.41-4.07-5.653.42-3.425.65BC6.946.94-6.61CD10.4113.98-4.072AB24.1318.85-7.16-12.818.23-8.2312.81BC12.5712.57-11.97CD18.8524.13-7.161AB50.6834.57-14.21-27.0215.96-15.9627.02BC23.0423.04-21.94CD34.5750.68-14.21注：梁端彎矩公式

M簡歷公式V=eq\o\ac(○,A)eq\o\ac(○,B)eq\o\ac(○,C)eq\o\ac(○,D)V圖N圖圖4－3風(fēng)荷載作用下的剪力圖V（kN）、軸力圖N（kN）3、Ρ-?效應(yīng)的影響考慮Ρ-?效應(yīng)，則線剛度的折減系數(shù)對梁取0.4，對柱取0.6。經(jīng)過計算五、內(nèi)力計算（一）恒載作用下內(nèi)力計算1、把梯形荷載和三角形荷載轉(zhuǎn)化為等效均布荷載（1）頂層邊跨:α=0.5×3.6/6=0.3g(2)中間標(biāo)準(zhǔn)層AB跨：α=0.5×3.6/6=0.3gAB=gAB1+CD跨：gCD=gCD2、各梁端固端彎矩（疊加原理）矩形均布荷載公式復(fù)雜三角形荷載公式[6]查《建筑結(jié)構(gòu)靜力計算手冊》（第二版）進(jìn)行組合(1)頂層AB跨

均布荷載：集中荷載：疊加：MMBC跨MCD跨MM（2）中間標(biāo)準(zhǔn)層AB跨均布荷載：集中荷載：局部三角形局部荷載[6]Ⅰ的固端彎矩M=-=-3.50kN?mM==5.17kN?mⅡ的固端彎矩MM局部三角形均布荷載固端彎矩：MM疊加：MMBC跨MMCD跨MM(3)首層（同中間層）AB跨

均布荷載：局部三角形局部荷載[6]Ⅰ的固端彎矩M=-M=Ⅱ的固端彎矩MM局部三角形均布荷載固端彎矩：MM疊加：MMBC跨MMCD跨MM3、固端彎矩分配系數(shù)非底層柱（1）頂層MA下=MA右=MB左=22.89/（22.89+15.24+11.72）MB下=11.72/（MB右=15.24/（11.72+22.89+15.24（2）中間標(biāo)準(zhǔn)層MA上=MA右=MB左=22.89/（11.72×2+22.89+15.24MB下=MB上=11.72/MB右=15.24/（11.72×2+22.89+15.24（3）中間標(biāo)準(zhǔn)層MA上=MA下=6.51/(11.72+22.89+6.51)MA右=22.89/(11.72+22.89+6.51)MB左=22.89/（22.89+15.24+11.72+6.51）MB右=15.24/（11.72+22.89+15.24+6.51）MB下=11.72/（MB上=6.51/（11.72×2+22.89+15.24+6.51）4、用彎矩分配法求內(nèi)力5、調(diào)整節(jié)點(diǎn)平衡后彎矩各節(jié)點(diǎn)平衡6、恒載作用下的跨中彎矩123a為梯形上底，b為梯形下底。4頂層底層5三角形I:

RARACCBMM三角形Ⅱ：ACCBRRMMACCDDB?、瘛ⅱ蚩缰袕澗丿B加（因?yàn)橄啾绕渌奢d影響較?。窨缰袕澗豈Ⅱ跨中彎矩M兩個三角形疊加M表5－1AB恒荷載作用下梁跨中彎矩計算(kN?m)層號M矩形M梯形M三角M集中M左M右M中419.7673.5809.0033.0644.7963.42363.7727.805.0913.3052.8656.8355.12263.7727.805.0913.3052.3356.6755.46163.7727.805.0913.3043.5352.6061.90柱：上表所用公式表5－2BC恒荷載作用下梁跨中彎矩計算(kN?m)層號M矩形M三角M左M右M中41.323.9317.2314.45-10.5931.323.0110.5712.22-7.0721.323.0110.6812.15-7.0911.323.0114.7315.92-11.00柱：上表所用公式表5－3CD恒荷載作用下梁跨中彎矩計算(kN?m)層號M矩形M梯形M左M右M中419.7673.5840.8330.7757.54363.7755.6059.9954.8161.97263.7755.6060.1154.9761.83163.7755.6054.9945.6069.08柱：上表所用公式單位（7、各梁柱的內(nèi)力計算（1）梁剪力的計算方法表5－4恒荷載作用下AB梁端剪力計算（kN）層號LV矩形V梯形V集中V集中V三角V三角M左M右VVV4613.1739.024.503.000033.0644.791.9654.7457.153642.5114.746.654.433.698.6152.8656.830.6666.9370.952642.5114.746.654.433.698.6152.3356.670.7266.8771.011642.5114.746.654.433.608.6143.4552.601.5365.9871.82注：上表所用公式為V表5—5恒荷載作用下BC梁端剪力計算（kN）層號LV矩形V三角M左M右VVV42.12.515.6117.2314.45-1.329.446.8032.12.514.3010.5712.220.796.027.6022.12.514.3010.6812.150.706.117.5112.12.514.3014.7315.920.576.247.38注：上表所用公式為V表5－6恒荷載作用下CD梁端剪力計算（kN）層號LV矩形V梯形M左M右VVV4613.1739.0240.8330.77-1.6853.8750.513642.5129.4859.9954.81-0.8672.8571.132642.5129.4860.1154.97-0.8672.8571.131642.5129.4854.9945.60-1.5773.5670.43注：上表所用公式為（2）柱剪力的計算方法表5—7恒荷載作用下柱剪力計算表（kN）層號柱高（m）M頂M底VM頂M底VM頂M底VM頂M底V44.033.0626.4514.8827.5623.2212.7026.3823.6212.5030.7726.8514.4134.026.4024.5612.7423.0321.8511.2224.1422.8411.7527.6925.8213.3824.027.7630.5914.5924.1326.5212.6625.1127.3813.1229.1532.0615.3018.012.957.042.5011.366.042.1811.686.222.2413.547.382.62注：上表所用公式為表5－8恒荷載作用下的軸力計算表（kN）層號各梁端剪力A柱集中力B柱集中力C柱集中力D柱集中力軸剪力AB梁BC梁CD梁NNNNVVVVVV454.7457.159.446.8053.8750.51115.48112.80112.80107.98170.22179.39173.47158.49366.9370.956.027.6072.8571.13122.87151.36165.60131.56360.02407.72419.52361.18266.8771.016.117.5172.8571.13122.87151.36165.60131.56549.76636.20665.48563.87165.9871.826.247.3873.5670.43122.87123.85165.60131.56738.61838.11912.02756.86注：上表所用公式為（二）活荷載作用下內(nèi)力計算1、把梯形荷載三角形均布荷載化為均布荷載（1）頂層①P②中間跨：

P（2）中間標(biāo)準(zhǔn)層①PP②中間跨：P（3）首層①PP②中間跨：P2、固端彎矩分配系數(shù)非底層柱（1）頂層MA下=MA右=MB左=22.89/（22.89+15.24+11.72MB下=11.72/（MB右=15.24/（11.72+22.89+15.24（2）中間標(biāo)準(zhǔn)層MA上=MA右=MB左=22.89/（11.72×2+22.89+15.24MB下=MB上=11.72/MB右=15.24/（11.72×2+22.89+15.24（3）中間標(biāo)準(zhǔn)層MA上=MA下=MA右=MB左=22.89/（22.89+15.24+11.72+6.51MB右=15.24/（11.72+22.89+15.24+6.51MB下=11.72/（MB上=6.51/（11.72×2+22.89+15.24+6.513、各梁端固端彎矩（疊加原理）復(fù)雜三角形荷載公式查《建筑結(jié)構(gòu)靜力計算手冊》（第二版）進(jìn)行組合(1)頂層AB跨

均布荷載：BC跨MCD跨MM（2）中間標(biāo)準(zhǔn)層AB跨

均布荷載：局部三角形局部荷載[6]Ⅰ的固端彎矩M=-M=Ⅱ的固端彎矩MM局部三角形均布荷載固端彎矩：MM疊加：MMBC跨MMCD跨MM（3）首層AB跨

均布荷載：局部三角形局部荷載[6]Ⅰ的固端彎矩M=-M==3.32kN?mⅡ的固端彎矩MM局部三角形均布荷載固端彎矩：MM疊加：MMBC跨MMCD跨MM4、用彎矩分配法求內(nèi)力5、調(diào)整柱端彎矩各節(jié)點(diǎn)平衡6、活荷載作用下的跨中彎矩123a為梯形上底，b為梯形下底。4頂層、底層、標(biāo)準(zhǔn)層：5I:RAC段CBMMACCBⅡ:RA=qcMMACCDDB取Ⅰ、Ⅱ跨中彎矩疊加（因?yàn)橄啾绕渌奢d影響較?。窨缰袕澗豈Ⅱ跨中彎矩M兩個三角形疊加M表5—9AB活荷載作用下梁跨中彎矩計算(kN?m)層號M梯形M三角M集中M左M右M中428.91009.2512.6917.94314.262.906.1511.6212.7511.13214.262.906.1511.7112.8611.03128.512.906.1514.4917.2721.68柱：上表所用公式表5－10BC活荷載作用下梁跨中彎矩計算(kN?m)層號M三角M左M右M中41.544.944.88-3.3731.932.553.62-1.1621.932.483.38-1.0011.934.528.29-4.48柱：上表所用公式表5－11CD活荷載作用下梁跨中彎矩計算(kN?m)層號M梯形M左M右M中428.9112.789.4517.80328.9115.0513.4714.65228.9115.4014.0314.20150.8924.2419.1429.20柱：上表所用公式7、各梁柱的內(nèi)力計算（1）梁剪力的計算方法表5－12活荷載作用下AB梁端剪力計算（kN）層號LV梯形V集中V集中V三角V三角M左M右VVV4615.3300009.2512.690.5714.7615.90367.562.561.712.375.5211.6212.750.1912.3014.98267.562.561.712.375.5211.7112.860.1912.3014.981615.122.561.712.375.5214.4917.270.4619.5922.81注：上表所用公式為V表5－13活荷載作用下BC梁端剪力計算（kN）層號LV三角M左M右VVV44.88-0.032.242.1832.12.552.553.620.512.043.0622.12.762.483.380.432.333.1912.12.764.528.291.800.964.56注：上表所用公式為V表5－14活荷載作用下CD梁端剪力計算（kN）層號LV梯形M左M右VVV4615.3312.789.45-0.5615.8914.783615.3315.0513.47-0.2615.5915.072615.3315.4014.03-0.2315.5615.101626.9924.2419.14-0.8527.8426.14（2）柱剪力、軸力的計算方法表5－15活荷載作用下柱剪力計算表（kN）層號柱高（m）M頂M底VM頂M底VM頂M底VM頂M底V44.09.256.393.917.745.553.327.886.083.499.457.174.1634.004.644.582.315.365.182.646.306.023.0824.06.529.894.105.798.663.616.8510.784.418.0312.985.2518.04.601.620.784.091.410.695.161.780.84注：上表所用公式為表5－16活荷載作用下的軸力計算表（kN）層號各梁端剪力A柱集中力B柱集中力C柱集中力D柱集中力軸剪力AB梁BC梁CD梁NNNNVVVVVV414.7615.902.242.1815.8914.7817.4626.7026.7017.4632.2244.8444.7732.24312.3014.982.043.0615.5915.0714.0429.8729.0117.4658.5691.7392.4364.77212.3014.982.333.1915.5615.1014.0429.8729.0117.4684.90138.9140.297.33119.5922.810.964.5627.8426.1428.0843.9134.1522.60132.6206.6206.7146.1注：上表所用公式為六、內(nèi)力組合（一）彎矩調(diào)幅為了減少支座負(fù)鋼筋數(shù)量，方便鋼筋的綁扎與混凝土的澆搗，在內(nèi)力組合之前將豎向荷載作用下的支座處梁端彎矩調(diào)幅。本工程為現(xiàn)澆框架結(jié)構(gòu)，故取調(diào)幅系數(shù)β=0.8。

調(diào)幅后的彎矩：表6－1恒荷載作用下的彎矩調(diào)幅梁類型層號軸線處梁端彎矩調(diào)幅后彎矩M調(diào)幅后跨中彎矩左右左右A—B跨433.0644.7926.4535.83102.3471.20352.8656.8342.2945.46109.9666.09252.3356.6741.8645.34109.9666.36143.4552.6034.7642.08109.9671.54B—C跨417.2314.4513.7811.565.25-7.42310.5712.228.469.784.33-4.79210.6812.158.549.724.33-4.80114.7315.9211.7812.744.33-7.93C—D跨440.8330.7732.6624.6293.3464.70359.9954.8147.9943.85119.3773.45260.1154.9748.0943.98119.3773.34154.9945.6043.9936.48119.3779.14表6－2活荷載作用下的彎矩調(diào)幅梁類型層號軸線處梁端彎矩調(diào)幅后彎矩M調(diào)幅后跨中彎矩左右左右A—B跨49.2512.697.4010.1528.9120.14311.6212.759.3010.2023.3113.56211.7112.869.3710.2923.3113.48114.4917.2711.5913.8237.5624.86B—C跨44.944.883.953.901.54-2.3932.553.622.042.901.93-0.5422.483.381.982.701.93-0.4114.528.293.626.631.93-3.20C—D跨412.789.4510.227.5628.9120.02315.0513.4712.0410.7828.9117.50215.4014.0312.3211.2228.9117.14124.2419.1419.3915.3150.8933.54（二）控制截面內(nèi)力調(diào)整以上內(nèi)力計算調(diào)幅均是針對計算簡圖中軸線處而言，但實(shí)際構(gòu)件控制截面應(yīng)選取梁兩端、梁跨中、柱兩端這五處控制截面。1、梁兩端及跨中控制截面（1）豎向荷載梁兩端及梁跨中控制截面框架柱的彎矩、軸力和剪力沿柱高是線性變化的，因此可取各層柱的上、下端面作為控制截面。對于框架梁，在水平和豎向分布荷載共同作用下，剪力沿軸線呈線性變化，彎矩則程拋物線形變化，因此，除梁的兩端為控制截面以外，還應(yīng)在胯間彎矩取最大正彎矩的截面為控制截面。為了方便，不再求極值的方法確定最大正彎矩控制截面，而直接以梁的跨中截面彎矩作為控制截面。在截面配鋼筋計算時應(yīng)該采用構(gòu)件端部截面內(nèi)力，而不是軸線處的內(nèi)力。梁端柱邊的剪力和彎矩按下式計算：VM式中V＇、Mg、表6－3恒荷載作用下的梁端控制截面層號梁別邊距軸線處剪力V豎向恒荷載g軸線處彎矩M梁端剪力V梁端彎矩M跨中彎矩4AB梁左0.2554.745.6826.4553.32-13.1271.20AB梁右0.2557.155.6835.83-55.73-21.90BC梁左0.259.443.6613.788.53-11.65-7.42BC梁右0.256.803.6611.56-5.89-10.09CD梁左0.2553.875.6832.6652.45-19.5564.70CD梁右0.2550.515.6824.62-49.09-12.353AB梁左0.2566.9314.6642.2963.27-26.4766.09AB梁右0.2570.9515.1345.46-67.17-28.67BC梁左0.256.023.378.465.18-7.17-4.79BC梁右0.257.603.379.78-6.76-8.09CD梁左0.2572.8516.1247.9968.82-30.7973.45CD梁右0.2571.1316.1243.85-67.10-27.082AB梁左0.2566.8714.6641.8663.21-26.0666.36AB梁右0.2571.0115.1345.34-67.23-28.53BC梁左0.256.113.378.545.27-7.22-4.80BC梁右0.257.513.379.72-6.67-8.05CD梁左0.2572.8516.1248.0968.82-30.8973.34CD梁右0.2571.1316.1243.98-67.10-27.211AB梁左0.2565.9814.6634.7662.32-19.1871.54AB梁右0.2571.8215.1342.08-68.04-25.07BC梁左0.256.243.3711.785.40-10.43-7.93BC梁右0.257.383.3712.74-6.54-11.11CD梁左0.2573.5616.1243.9969.53-26.6179.14CD梁右0.2570.4316.1236.48-66.40-19.88表6－4活荷載作用下的梁端控制截面層號梁別邊距軸線處剪力V豎向恒荷載g軸線處彎矩M梁端剪力V梁端彎矩M跨中彎矩4AB梁左0.2514.760.517.4014.63-3.7420.14AB梁右0.2515.900.5110.15-15.77-6.21BC梁左03.952.12-3.42-2.39BC梁右03.90-2.06-3.39CD梁左0.2515.890.5110.2215.76-6.2820.02CD梁右0.2514.780.517.56-14.65-3.903AB梁左0.2512.300.259.3012.24-6.2413.56AB梁右0.2514.980.3010.20-14.91-6.47BC梁左0.252.040.632.041.88-1.57-0.54BC梁右0.253.060.632.90-2.90-2.18CD梁左0.2515.590.5112.0415.46-8.1817.50CD梁右0.2515.070.5110.78-14.94-7.052AB梁左0.2512.300.259.3712.24-6.3113.48AB梁右0.2514.980.5510.29-14.84-6.58BC梁左0.252.330.631.982.17-1.44-0.41BC梁右32.70-3.03-1.94CD梁左0.2515.560.5112.3215.43-8.4617.14CD梁右0.2515.100.5111.22-14.97-7.481AB梁左0.2519.590.5011.5919.47-6.7224.86AB梁右0.2522.810.8013.82-22.61-8.17BC梁左0.250.960.633.620.80-3.42-3.20BC梁右0.254.560.636.63-4.40-5.53CD梁左0.2527.840.8919.3927.62-12.4933.54CD梁右0.2526.140.8915.31-25.92-8.83（2）水平荷載在水平風(fēng)荷載作用下，根據(jù)剪力圖可知，梁的剪力不變，故不需要調(diào)整；彎矩圖呈線性變化，利用線性關(guān)系得：梁端：表6－5風(fēng)荷載作用下的梁端控制截面層號梁邊距反彎點(diǎn)a+bb軸線處彎矩M梁端剪力V梁端彎矩M跨中彎矩4AB梁左0.253.553.35.61-1.585.210.87AB梁右0.252.452.2-3.88-1.58-3.48BC梁左0.251.050.82.58-2.461.970BC梁右0.251.050.8-2.58-2.46-1.97CD梁左0.252.452.23.88-1.583.48-0.87CD梁右0.253.553.3-5.61-1.58-5.213AB梁左0.253.443.1913.98-4.0712.961.79AB梁右0.252.562.31-10.41-4.07-9.39BC梁左0.251.050.86.94-6.615.290BC梁右0.251.050.8-6.94-6.61-5.29CD梁左0.252.562.3110.41-4.079.39-1.79CD梁右0.253.443.19-13.98-4.07-12.962AB梁左0.253.373.1224.13-7.1622.342.65AB梁右0.252.632.38-18.85-7.16-17.06BC梁左0.251.050.812.57-11.979.580BC梁右0.251.050.8-12.57-11.97-9.58CD梁左0.252.632.3818.85-7.1617.06-2.65CD梁右0.253.373.12-24.13-7.16-22.341AB梁左0.253.573.3250.68-14.2147.138.09AB梁右0.252.432.18-34.57-14.21-31.01BC梁左0.251.050.823.04-21.9417.550BC梁右0.251.050.8-23.04-21.94-17.55CD梁左0.252.432.1834.57-14.2131.01-8.09CD梁右0.253.573.32-50.68-14.21-47.132、柱兩端控制截面（1）豎向荷載在豎向荷載作用下，根據(jù)剪力圖可知，柱的剪力不變，故不需要調(diào)整；彎矩呈線性變化，利用線性關(guān)系可得：梁端：表6－6恒荷載作用下的柱端控制截面層號柱別柱端梁高反彎點(diǎn)a+bb軸線處彎矩M柱端剪力V柱端彎矩M4A柱上0.362.2221.862-33.06-14.88-27.70A柱下0.361.7781.41826.4521.09B柱上0.362.1711.81127.5612.7022.99B柱下0.361.8291.469-23.22-18.65C柱上0.362.111.75-26.38-12.50-21.88C柱下0.361.891.5323.6219.12D柱上0.362.1361.77630.7714.4125.58D柱下0.361.8641.504-26.85-21.663A柱上0.362.0721.712-26.40-12.74-21.81A柱下0.361.9281.56824.5619.97B柱上0.362.0531.69323.0311.2218.99B柱下0.361.9471.587-21.85-17.81C柱上0.362.0551.695-24.14-11.75-19.91C柱下0.361.9451.58522.8418.61D柱上0.362.071.7127.6913.3822.87D柱下0.361.931.57-25.82-21.002A柱上0.361.9031.543-27.76-14.59-22.51A柱下0.362.0971.73730.5925.34B柱上0.361.9061.54624.1312.6619.57B柱下0.362.0941.734-26.52-21.96C柱上0.361.9141.554-25.11-13.12-20.39C柱下0.362.0861.72627.3822.65D柱上0.361.9051.54529.1515.3023.64D柱下0.362.0951.735-32.06-26.551A柱上0.365.184.82-12.93-2.50-12.03A柱下0.362.822.467.046.14B柱上0.365.2234.86311.362.1810.58B柱下0.362.7772.417-6.04-5.26C柱上0.365.224.86-11.68-2.24-10.87C柱下0.362.782.426.225.41D柱上0.365.1784.81813.542.6212.60D柱下0.362.8222.462-7.38-6.44表6－7活荷載作用下的柱端控制截面層號柱柱端梁高反彎點(diǎn)a+bb軸線處彎矩M柱端剪力V柱端彎矩M4A柱上0.362.3662.006-9.25-3.91-7.84A柱下0.361.6341.2746.394.98B柱上0.362.3301.9707.743.326.54B柱下0.361.6701.310-5.55-4.35C柱上0.362.2581.898-7.88-4.39-6.62C柱下0.361.7421.3826.084.82D柱上0.362.2741.9149.454.167.95D柱下0.361.7261.366-7.17-5.673A柱上0.362.0101.650-5.23-2.60-4.29A柱下0.361.9901.6305.184.24B柱上0.362.0131.6534.642.313.81B柱下0.361.9871.627-4.58-3.75C柱上0.362.0341.674-5.36-2.64-4.41C柱下0.361.9661.6065.184.23D柱上0.362.0451.6856.303.085.19D柱下0.361.9551.595-6.02-4.912A柱上0.361.5891.229-6.52-4.10-5.04A柱下0.362.4112.0519.898.41B柱上0.361.6031.2435.793.614.49B柱下0.362.3972.037-8.66-7.36C柱上0.361.5541.194-6.85-4.41-5.26C柱下0.362.4462.08610.789.19D柱上0.361.5291.1698.035.256.14D柱下0.362.4712.111-12.98-11.091A柱上0.364.4374.077-4.60-0.78-4.23A柱下0.363.5633.2031.621.46B柱上0.364.4624.1024.090.693.76B柱下0.363.5383.178-1.41-1.27C柱上0.364.4614.101-5.16-0.87-4.74C柱下0.363.5393.1791.781.60D柱上0.364.4464.0866.151.045.65D柱下0.363.5543.194-2.15-1.93（2）水平荷載在水平風(fēng)荷載作用下，根據(jù)剪力圖可知，柱的剪力不變，故不需要調(diào)整；彎矩圖呈線性變化，利用先行關(guān)系得：表6－8風(fēng)荷載作用下的柱端控制截面層號柱柱端梁高反彎點(diǎn)a+bb軸線處彎矩M柱端剪力V柱端彎矩M4A柱上0.362.4482.0885.612.294.79A柱下0.361.5521.192-3.55-2.73B柱上0.362.2121.8526.462.925.41B柱下0.361.7881.428-5.22-4.17C柱上0.362.2121.8526.462.925.41C柱下0.361.7881.428-5.22-4.17D柱上0.362.4482.0885.612.294.79D柱下0.361.5521.192-3.55-2.733A柱上0.362.2001.8413.894.7411.62A柱下0.361.8001.44-8.53-6.82B柱上0.362.0121.65212.136.039.96B柱下0.361.9881.628-11.99-9.82C柱上0.362.0121.65212.136.039.96C柱下0.361.9881.628-11.99-9.82D柱上0.362.2001.8410.434.748.72D柱下0.361.8001.44-8.53-6.822A柱上0.362.2481.88815.606.9413.10A柱下0.361.7521.392-12.16-9.66B柱上0.362.2001.8411.438.839.56B柱下0.361.8001.44-15.89-12.71C柱上0.362.2001.8419.438.8316.25C柱下0.361.8001.44-15.89-12.71D柱上0.362.2481.8915.606.9413.12D柱下0.361.7521.39-12.16-9.651A柱上0.363.573.2138.5210.7034.64A柱下0.362.432.07-47.0840.11B柱上0.363.6003.2441.7211.5937.55B柱下0.364.4004.04-51.00-46.83C柱上0.363.6003.2441.7211.5937.55C柱下0.364.4004.04-51.00-46.83D柱上0.363.6003.2438.5210.7034.67D柱下0.364.4004.04-47.08-43.23（三）內(nèi)力組合內(nèi)力組合采用滿布荷載法，不考慮活荷載的最不利布置，活荷載作用下的梁跨中彎矩應(yīng)乘以1.1~1.2的系數(shù)予以增大。多層框架內(nèi)力基本組合考慮以下三種情況：①可變荷載控制：（活荷載起主導(dǎo)作用）S②可變荷載控制：（風(fēng)荷載起主導(dǎo)作用）S③永久荷載控制：S其中：γG恒荷載分項(xiàng)系數(shù)1.35（永久荷載控制）；γQγLψCψWSGK、SQK、S組合③表6－9四層柱彎矩、軸力等內(nèi)力組合層號截面內(nèi)力控制截面恒荷載標(biāo)準(zhǔn)值控制截面活荷載標(biāo)準(zhǔn)值控制截面風(fēng)荷載標(biāo)準(zhǔn)值組合①組合②組合③選取內(nèi)力4A柱上M-27.70-7.844.79-40.19-34.22-41.05-41.05N170.2232.22-1.58248.04233.63260.05260.05A柱下M21.094.98-2.7329.9926.3731.0631.06N170.2232.22-1.58248.04233.63260.05260.05B柱上M22.996.545.4141.2941.5741.9941.99N179.3944.840.88278.78260.44286.86286.86B柱下M-18.65-4.35-4.17-31.97-32.48-32.94-32.94N179.3944.840.88278.78260.44286.86286.86C柱上M-21.88-6.625.41-30.98-25.17-31.48-31.48N173.4744.77-0.88270.10250.81277.32277.32C柱下M19.124.82-4.1726.1921.8327.0327.03N173.4744.77-0.88270.10250.81277.32277.32D柱上M25.587.954.7945.8545.1946.3546.35N158.4932.241.58236.65224.00246.88246.88D柱下M-21.66-5.67-2.73-36.22-35.37-37.09-37.09N158.4932.241.58236.65224.00246.88246.88表6－10三層柱彎矩、軸力等內(nèi)力組合層號截面內(nèi)力控制截面恒荷載標(biāo)準(zhǔn)值控制截面活荷載標(biāo)準(zhǔn)值控制截面風(fēng)荷載標(biāo)準(zhǔn)值組合①組合②組合③選取內(nèi)力3A柱上M-21.81-4.2911.62-22.42-14.11-23.89-23.89N360.0258.56-5.65509.26481.50538.67538.67A柱下M19.974.24-6.8224.1718.5725.3925.39N360.0258.56-5.65509.26481.50538.67538.67B柱上M18.993.819.9636.4940.4737.7440.47N407.7291.733.42620.56583.95643.19643.19B柱下M-17.81-3.75-9.82-34.87-38.80-35.97-38.80N407.7291.733.42620.56583.95643.19643.19C柱上M-19.91-4.419.96-21.70-14.27-22.83-22.83N419.5292.43-3.42629.95589.22654.06654.06C柱下M18.614.23-9.8220.0112.7321.0221.02N