六層框架結(jié)構(gòu)計算書

設(shè)計總說明1.1工程概況本工程名稱為西安化工設(shè)計研究院辦公大樓設(shè)計，建筑面積為3150.48m?,建筑高度為22.6m,層高均為3.6m,主體為現(xiàn)澆混凝土框架結(jié)構(gòu)。在進(jìn)行建筑設(shè)計的過程中，以形式簡單大方，外觀規(guī)則，均勻?qū)ΨQ為主要指導(dǎo)思想，為規(guī)則的長方體，教育辦公建筑在追求形式美觀的同時，應(yīng)該重視造價是否經(jīng)濟(jì)，建成后是否適用，特別是維護(hù)保養(yǎng)和能耗等適用成本是否經(jīng)濟(jì)等問題。結(jié)構(gòu)設(shè)計部分是整個設(shè)計的重點(diǎn)，主要的設(shè)計內(nèi)容有：統(tǒng)計荷載，框架的抗震計算，橫向荷載作用下框架的內(nèi)力計算，豎向荷載作用下框架的內(nèi)力計算，框架的內(nèi)力組合，截面設(shè)計等。1.2設(shè)計資料設(shè)計依據(jù)的國家規(guī)范1） 《建筑結(jié)構(gòu)荷載規(guī)范》GB500092） 《混凝土結(jié)構(gòu)設(shè)計規(guī)范》GB500103） 《建筑抗震設(shè)計規(guī)范》GB500114） 《建筑地基基礎(chǔ)設(shè)計規(guī)范》GB500071.2.2自然條件1）建筑結(jié)構(gòu)安全等級：二級2） 設(shè)計使用年限：50年3） 地震設(shè)防烈度：8度4） 設(shè)計基本地震加速度：0.20g5） 建筑場地類別：II類6） 設(shè)計地震分組：第一組7） 基本雪壓：s=0.25KN/m08） 地基承載力設(shè)計值：f=160Kpa9） 凍土層厚度：0.45mak10） 基本風(fēng)壓:0.35KN/m1.2.3工程做法1） 設(shè)計標(biāo)高：室內(nèi)設(shè)計標(biāo)高±0.000,室內(nèi)外高差0.5m2） 填充墻采用200mm的加氣混凝土砌塊砌筑，樓蓋及屋面采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu),樓板厚度取120mm.3）門窗表（門為木門，窗為鋁合金窗）

表1門窗列表門窗寬X高數(shù)量C12000mmX1800mm78C21200mmX1800mm6M11400mmX2100mm54M21000mmX2100mm16M31200mmX2100mm2M41800mmX2400mm2M51800mmX2400mm1結(jié)構(gòu)設(shè)計計算書2.1．結(jié)構(gòu)平面布置結(jié)構(gòu)平面布置圖主體共六層，層高3.6米；填充墻：內(nèi)墻200mm，外墻250mm，采用加氣混凝土砌塊砌筑.根據(jù)建筑物的功能要求以及框架結(jié)構(gòu)的體系，本工程各層的結(jié)構(gòu)平面布置如下：框架梁柱截面確定框架梁截面尺寸估算梁的截面尺寸估算時一般取跨度的1/8?1/12，寬度取梁高的1/2?1/3橫向框架梁AB跨，跨度l=6m， h=750mm~500mm,梁高取700mm，b=350mm~233mm,b=300mmBC跨，跨度2.4m，h=600mm b=300mmCD跨同AB跨縱向框架梁A軸跨度7米，h=900mm~600mmh=700mm,b=300mmBCD軸同A軸橫向次梁h=600mm b=300mm表2 梁截面尺寸(mm)及各層混凝土強(qiáng)度等級混凝土強(qiáng)度等級橫梁(bXh)AB跨，CD跨 BC跨縱梁次梁C30300X700 300X600300X700300X600框架柱的截面估算抗震柱寬大于等于400mm,B21/15X6000=400mm，混凝土C30 fc=14.3N/框架結(jié)構(gòu)抗震等級是三級。其軸壓比限值[u]=0.9,各層的重力荷載代表值近似取14KN/m2。N邊柱的截面負(fù)載面積為7.2X3m2,中柱的截面負(fù)載面積為7.2X4.2m2,由式N=0Fgn,AEC$N/([u]f)，得柱截面面積為：cc邊柱：A^1.3X7.2X3X14X103X4/(0.9X14.3)=122182^2C中柱：A^1.3X7.2X4.2X14X103X4/(0.9X14.3)=171055^2C取柱截面為正方形，則邊柱和中柱的截面高度分別為350m和413mm因此取柱截面為500mX500mm。板厚的估算雙向板板厚取短邊跨度的1/40，板厚大于80mm, 所以h=120mm，衛(wèi)生間的板低于標(biāo)準(zhǔn)板厚30mm~50mm取h=90mm基礎(chǔ)的選用選用柱下獨(dú)立基礎(chǔ)，采用C30混凝土，基礎(chǔ)埋深1m。取柱的形心線作為框架柱的軸線,

梁軸線取至板底，2-6層柱高度即為層高，取3.6m，底層柱高從基礎(chǔ)頂面取至一層板底,即h]=4.6m，其中3.6m為底層層高，室內(nèi)外高差0.5m結(jié)構(gòu)計算簡圖取橫向一榀框架軸線⑤圖2橫向一榀框架軸線⑤2.2樓面荷載計算表3屋面恒荷載構(gòu)造層面荷載（kN/mJ防水層0.3520厚1：2.5水泥砂漿找平層0.02X20=0.41：6水泥焦渣2%找坡(0.144+0.03)X14/2=1.22聚苯乙烯泡沫塑料板保溫層0.5X0.1=0.05鋼筋混凝土板0.12X25=3小計5.02kN/m

表4標(biāo)準(zhǔn)層樓面恒荷載構(gòu)造層面荷載（kN/m）25厚預(yù)制磨石樓面0.025X28=0.7撒素水泥面30厚1：4干硬性水泥砂漿找平0.02X20=0.4鋼筋混凝土板0.12X25=3小計4.1kN/m表5衛(wèi)生間板的恒荷載構(gòu)造層面荷載（kN/m）25厚預(yù)制磨石樓面0.025X28=0.7撒素水泥面30厚1：4干硬性水泥砂漿找平0.02X20=0.4防水0.35鋼筋混凝土板0.09X25=2.25蹲位折算荷載1.5小計 5.2kN/m?2.3橫向框架在豎向荷載作用下的計算簡圖及內(nèi)力計算橫向框架在恒荷載下的計算1） 標(biāo)準(zhǔn)層計算簡圖（1~6層）標(biāo)準(zhǔn)層框架計算簡圖（取5軸線的一榀框架）

BBB-Bscn360C36C：：-BBB-Bscn360C36C：：-圖3標(biāo)準(zhǔn)層樓面布置簡圖主次梁及墻的恒荷載標(biāo)準(zhǔn)值主梁自重及抹灰(300mmX700mm)自重25X0.3X(0.7-0.12)=4.35kN/^抹灰層(10厚混合砂漿) 0.01X(0.7-0.12)X2X17=0.197kN/^小計4.547kN/^次梁自重及抹灰(300mmX600mm)自重25X0.3X(0.6-0.12)=3.6kN/^抹灰層(10厚混合砂漿) 0.01X(0.6-0.12)X2X17=0.1632kN/^小計3.77kN/^內(nèi)墻自重(200厚加氣混凝土砌塊)自重0.2X6=1.2kN/m?墻面抹灰及處理0.8kN/m小計2.0kN/m

內(nèi)墻自重（250厚加氣混凝土砌塊）自重0.25X6=1.5kN/^墻面抹灰及處理1.0kN/m?小計2.5kN/m3）標(biāo)準(zhǔn)層豎向荷載計算qFCqEDOO2400 「 qFCqEDOO2400 「 GPM1M00圖4 ⑤軸線標(biāo)準(zhǔn)層框架簡圖q計算AB板A傳遞的荷載，板A的面荷載4.1kN/m?,荷載為梯形荷載，轉(zhuǎn)化為均布荷載:圖5圖5梯形荷載轉(zhuǎn)化為均布荷載(1—2a2+a3)p=(1-2(1.8/6)2+(1.8/6)3)X4.1X1.8=6.3.kN/m因?yàn)樽笥覂蛇叞錋傳遞，故荷載為6.3X2=12.6kN/m梁自重及抹灰4.547kN/m墻體荷載 內(nèi)墻的面荷2kN/^2XC3.6-0.7)=5.8kN/mq=12.6+4.547+5.8=22.95kN/m②qAB計算BC梁的自重及抹灰3.77kN/^q=3.77kN/mBCq=22.95kN/mCDF計算B板A和B傳遞的荷載三角行轉(zhuǎn)化為均布荷載圖6三角行轉(zhuǎn)化為均布荷載AB板的面荷分別為4.1kN/m?5.2kN/m?板A：5/8X4.1X1.8=4.613kN/m板B：5/8X5.2X1.8=5.85kN/mB軸梁自重及抹灰 4.547kN/m走廊單向板A傳來的荷載4.1X2.4/2=4.92kN/mB軸上墻及門窗的荷載門1.4mX2.1m，面荷載0.45kN/m簡化為均布線荷載17.2X(3.6—0.7)—2X1.4X2.1)X2+2X1.4X2.1X0.457.2=4.54kN/m次梁傳來的集中力右側(cè)次梁傳來的集中力A板傳來的6.3kN/mB板傳來的(1-2a2+a3)p=11-2(1.8/6)2+(1.8/6)3)X5.2X1.8=7.93kN/m次梁自重及抹灰3.77kN/m次梁上墻的自重2X(3.6-0.6)=6kN/mq小計6.3+7.93+3.77+6=24kN/m右側(cè)次梁傳來的集中力24X6/2=72kN左側(cè)次梁傳來的集中力：A板傳來的12.6kN/m次梁自重及抹灰3.77kN/m次梁上墻的自重6kN/mq小計12.6+3.77+6=22.37kN/m左側(cè)次梁傳來的集中力22.37X6/2=67.11kN/m次梁傳來的荷載 (72+67.11)/2=69.56kNF=(4.613X7.2+4.613X3.6+5.85X3.6)/2+(4.547+4.92+4.54)X7.2+69.56=B205.85kNF計算AAB板傳來的荷載A板4.613kN/mB板5.85kN/mA軸梁自重及抹灰4.547kN/mB軸上墻及門窗的荷載窗2mX1.8m面荷載0.45kN/^外墻荷載2.5kN/m?轉(zhuǎn)化為均布荷載17.2X(3.6—0.7)—2X1.8X2.0)X2+2X2.0X1.8X0.457.2=5.2kN/m次梁傳來的集中力69.56kNF=(4.613X7.2+4.613X3.6+5.85X3.6)/2+(4.547+5.2)X7.2+69.56=175.18AkN由對稱性可以知道F=F=205.85kNBCF=F=175.18kNDA頂層豎向荷載計算板的劃分同標(biāo)準(zhǔn)層的情況，沒有錯層，板的面荷為5.02kN/m軸線頂層的計算q計算板傳遞的荷載，板的面荷載5.02kN/m,荷載為梯形荷載，轉(zhuǎn)化為均布荷載:(1—2a2+a3)p=11-2(1.8/6)2+(1.8/6)3)X5.02X1.8=7.66kN/m因?yàn)樽笥覂蛇叞鍌鬟f，故荷載為7.66X2=15.32kN/mq計算BC梁的自重及抹灰3.77kN/mq=3.77kN/mBCq=22.95kN/mCDF計算B板傳遞的荷載三角行轉(zhuǎn)化為均布荷載

板5/8X5.02X1.8=5.65kN/mB軸梁自重及抹灰4.547kN/m單向板傳來的荷載5.02X2.4/2=6.03kN/m次梁傳來的集中力板傳來的15.32kN/m次梁自重及抹灰3.77kN/m次梁傳來的荷載(3.77+15.32)X6/2=57.27kNF=(4.547+6.03+5.65)X7.2+57.27=174.2kNB.F計算A板傳來的荷載三角行轉(zhuǎn)化為均布荷載板5/8X5.02X1.8=5.65kN/mA軸梁自重及抹灰4.547kN/mA軸上女兒墻的荷載2.5X1=2.5kN/m次梁傳來的集中力57.25kNF=(4.547+2.5+5.65)X7.2+57.27=148.69kNA由對稱性可以知道F=F=174.2kNBCf=F=148.69kNDA175.IS175.IS175.IBs175.175.10s!■:-175I8i175.IS175.IS175.IBs175.175.10s!■:-175I8i圖7恒荷載作用下橫向框架的計算簡圖19.873.77J9.S7111111>205.8522.汕5.門20j.8.：22.1*1，（205.3522.9b3.7720'i.e527.1111111 t1i11!207"22.953.77205.B5111\11111l11\■,20l.8l22.9'.：?.772US.0:22.9511111'1L■,1205.35/?.953J120L.BS22.9b1 I11111L175.ie175.1B2.3.2橫向框架在活荷載下的計算辦公室的活荷載為2.0kN/m?,走廊的活荷載為2.5kN/m??；詈奢d可以看做均勻布置在板，相當(dāng)于面荷為2.0kN/m?和2.5kN/m?的板的傳遞荷載的情況，荷載的劃分類似于恒荷當(dāng)活荷載滿布的時候標(biāo)準(zhǔn)層的荷載計算梯型荷載轉(zhuǎn)化為均布荷載q小=2X(l—2a2+a3)p=2X(1-2(1.8/6)2+(1.8/6)3)X2X1.8=6.1kN/mq=0BCq=6.1kN/mCDF計算B三角行轉(zhuǎn)化為均布荷載板5/8X2X1.8=2.25kN/m單向板傳來的荷載2.5X2.4/2=3kN/m次梁傳遞6.1X6/2=18.3kN/mF=(42.25+3)X7.2+18.3=56.1kNBF計算A板傳來的2.25kN/m次梁傳來的18.3kN/mF=2.25X7.2+18.3=34.5kNF=F=56.1kNBCF=F=34.5kNDA當(dāng)活荷載滿布的時候頂層的荷載計算頂層的活荷載為0.5kN/m?,荷載傳遞同標(biāo)準(zhǔn)層q=1.53kN/mABq=0BCq=1.53kN/mCDF=12.95kNBF=8.625kNAF=F=12.95kNBCf=F=8.625kNDA當(dāng)活荷載分跨布置時候的荷載計算當(dāng)荷載分布在AB跨的時候標(biāo)準(zhǔn)層q=6.1kN/m，F(xiàn)=34.5kN=FAB AB頂層q=1.53kN/m，F(xiàn)=8.625kN=FAB AB當(dāng)荷載分布在BC跨的時候標(biāo)準(zhǔn)層F=F=2.5X2.4/2X7.2=21.65kNBC頂層F=F=0.5X2.4/2X7.2=4.32kNBC當(dāng)荷載分布在CD跨的時候荷載數(shù)值同AB跨B.6254?幻 占幻B.6254?幻 占幻圖8活荷載分跨布置時的計算簡圖橫向框架在重力荷載代表值作用下的計算對于樓層，重力荷載代表值取全部的恒荷載和50%的樓面活荷載；對于屋面，重力荷載代表值取全部的恒荷載和50%的雪荷載(基本雪壓0.3kN/m2),依據(jù)前面恒荷載和活荷載滿布時和計算值求出重力荷載代表值作用下的荷載。.屋頂雪荷載的計算梯型荷載轉(zhuǎn)化為均布荷載q=2X(1—2a2+a3)p=2X(1-2(1.8/6)2+(1.8/6)3)X0.3X1.8AB=0.92kN/mq=0BCq=6.1kN/mF；計算B三角行轉(zhuǎn)化為均布荷載板5/8X0.3X1.8=0.34kN/m單向板傳來的荷載0.3X2.4/2=0.36kN/m次梁傳遞0.92X6/2=2.76kN/mF=(0.34+0.36)X7.2+2.76=7.8kNBFA計算板傳來的0.34kN/m次梁傳來的2.76kN/mF=0.34X7.2+2.76二5.21kNAF=F=7.8kNBCF=F=5?21kN.標(biāo)準(zhǔn)層的重力荷載代表值q=22.95+6.1/2=26kN/mABq=3.77kN/mBCq=26kN/mF=205.85+56.1/2=233.9kNBF=175.18+34.5/2=192.43kNAF二F=233.9kNBCF=F=192.43kNDA屋頂?shù)闹亓奢d代表值q=19.87+0.92/2=20.33kN/mABq=3.77kN/mBCq=20.33kN/mCDF=174.2+7.8/2=178.1kNBF=148.69+5.21/2=151.3kNAF二F=178.1kNBCF=F=151.3kNDA■S'3「■S'3「3“ 1/S.1=1.?.圖9橫向框架在重力荷載代表值作用下的計算簡圖橫向框架在恒荷載下作用下的內(nèi)力計算用結(jié)構(gòu)力學(xué)求解器進(jìn)行計算框架梁的截面慣性矩300mmX700m：I=bh3/12=0.008575m4抗彎剛度EI=514500kN.m2抗拉剛度EA=6300000KN抗剪剛度GA=2520000KN框架梁的截面慣性矩300mmX600mm：I=bh3/12=0.0054m4抗彎剛度EI=324000kN.m2抗拉剛度EA=5400000KN抗剪剛度GA=2160000kN框架柱的截面慣性矩(500mmX500mm):I=bh3/120.00521m4抗彎剛度EI=156300kN.m2抗拉剛度EA=7500000KN抗剪剛度GA=3000000KN橫向框架在水平地震作用下的內(nèi)力和位移的計算重力荷載代表值的計算結(jié)構(gòu)的自重取樓面上下各半層層高的范圍內(nèi)結(jié)構(gòu)的自重第六層重力荷載代表值的計算女兒墻的自重標(biāo)準(zhǔn)值G=2.5X(36+14.4)X2=202kN女兒墻第六層屋面板自重標(biāo)準(zhǔn)值G=5.02X36.2X14.6=2653.17kN屋面板第六層梁的自重標(biāo)準(zhǔn)值G=25X0.3X(0.7-0.12)X5.5X12+25X0.3X(0.7-0.12)X6.7X20+25X梁0.3X(0.6-0.12)X1.9X6+25X0.3X(0.6-0.12)X6X10=1127.04kN第六層柱的自重標(biāo)準(zhǔn)值G=25X0.5X0.5X(1.8-0.12)X24=252kN柱第六層墻的自重標(biāo)準(zhǔn)值G追=0.5X2.5X((3.6—0.7)X5.5X4+(3.6—0.6)X1.9X2—(1.2X1.8)X墻2+(360.7)X6.7X10-(2.0X1.8)X2X10)+0.5X2.0XI(360.7)X6.7X9-(1.4X2.1)X2X9+(3.6-0.7)X6X8+(3.6-0.6)X6X9)+0.5X0.45X(1.4X2.1X18+2.0X1.8X20+1.2X1.8X2)=693.7kN屋頂雪荷載標(biāo)準(zhǔn)值Q=0.5X0.3X36.2X14.6=79.28kN雪G=202+2653.17+1127.04+252+693.7+79.28=5007.19kN42）標(biāo)準(zhǔn)層重力荷載代表值標(biāo)準(zhǔn)層屋面板自重標(biāo)準(zhǔn)值G=4.1X36.2X14.6=2166.93kN屋面板②標(biāo)準(zhǔn)層梁的自重標(biāo)準(zhǔn)值G梁=1127.04kN標(biāo)準(zhǔn)層柱的自重標(biāo)準(zhǔn)值G=25X0.5X0.5X（3.6-0.12）X24=522kN柱④標(biāo)準(zhǔn)層墻的自重標(biāo)準(zhǔn)值G=693.7X2=1387.4kN墻⑤樓面活荷載標(biāo)準(zhǔn)值Q=0.5X（2.0X36X12+2.5X36X2.4）=540kN@G=2166.93+1127.04+522+1387.4+540=5743.37kN3）第一層重力荷載代表值第一層屋面板自重標(biāo)準(zhǔn)值 G2166.93kN屋面板第一層梁的自重標(biāo)準(zhǔn)值 G=1127.04kN梁第一層柱的自重標(biāo)準(zhǔn)值G=25X0.5X0.5X(3.6 4.6-0.12)X24=597kN柱 2第一層墻的自重標(biāo)準(zhǔn)值G=1387.4-2.0X(3.6-0.7)X6.7/2=1367.97kN墻樓面活荷載標(biāo)準(zhǔn)值Q=540kNG=2166.93+1127.04+597+1367.97+540=5798.94kN1橫向框架的水平地震作用及位移1）框架梁柱的線剛度計算中框架梁的慣性矩乘以2.0，邊框架梁的慣性矩乘以1.5?；炷恋膹?qiáng)度等級C計30算如下表6框架梁的線剛度框架梁截面bXh彈性模量Ec跨度L截面慣性I=1.5I(邊跨)b0K=EI/Lbicb位置(m2)(kN/m2)(m)矩I(m4)0I=2.0I(中跨)b0(kN/m)邊框0.3X0.73X1076.00.0085750.0128664300架梁0.3X0.63X1072.40.00540.0081101250中框0.3X0.73X1076.00.0085750.0171585750架梁0.3X0.63X1072.40.00540.0108135000

2）框架柱的線剛度計算混凝土的強(qiáng)度等級C30表7框架柱的線剛度框架柱截面bXh彈性模量Ec高度L截面慣性K=EI/LCCC位置(m2)(kN/m2)(m)矩I伽）(kN/m)二-六層0.5X0.53X1073.60.0052143420一層0.5X0.53X1074.60.00521339803）側(cè)移剛度D計算表8側(cè)移剛度D計算樓層KC一般層：K=EKbi/2XKc底層：K=EK/Kcbi一般層：a=K/(2+k)底層：(0.5+K)/(2+k)D=12XaXKc/h2(kN/m)根數(shù)二A、D軸邊框邊柱434201.4810.425170874-A、D軸中框邊柱434201.9750.497199818六B、C軸邊框中柱434203.8130.656263744層B、C軸中框中柱434205.0840.718288668工D=564620一A、D軸邊框邊柱339801.8920.615118514層A、D軸中框邊柱339802.5240.668128738B、C軸邊框中柱339804.8720.782150694B、C軸中框中柱339806.4960.823158598工D=3375364）結(jié)構(gòu)基本自震周期的計算采用假想頂點(diǎn)位移計算結(jié)構(gòu)的基本自震周期假想的頂點(diǎn)位移計算表9假想的頂點(diǎn)位移計算樓層G.(kN)i工G.(kN)EDAu=EG/i i:ED(m)ui65007.195007.195646200.00890.12313-55743..710750.565646200.0190.114225743.3716493.935646200.02920.095215798.9422292.873375360.0660.066按公式T1=1屮T0計算基本周期其中UT量綱為m取屮T=0.7，則代入數(shù)據(jù)的:

T1=0.418(s)橫向水平地震作用力的計算因?yàn)榇嗽O(shè)計的質(zhì)量和剛度沿高度分布比較均勻，且高度不超過40M,以剪切變形為主,所以采用底部剪力法計算橫向水平地震作用地震影響系數(shù)場地基本烈度為8度，地震分組為第一組，建筑場地為II類，結(jié)構(gòu)的基本自振周期為T1=o.45s，查表得amax=0.08，Tg=0.35s,因?yàn)門gWT=0.45W5—則地震影響系數(shù)為：式中Y—曲線下降段的衰減指數(shù)，自特征周期至5倍特征周期區(qū)段，衰減指數(shù)應(yīng)取0.9。n—阻尼調(diào)整系數(shù)，當(dāng)建筑結(jié)構(gòu)的阻1尼比按有關(guān)規(guī)定等于0.05時，n取為1.022所以a=(0.35/0.45)0.9X0.08=0.06821T=0.45V1.4T=0.491g所以不需要考慮頂部附加水平地震作用的影響Fek=aGeq=0.0682X0.85X22292.87=1292.32kNT<1.4T 5=0工GH=5798.94X4.6+5743.37X8.2+5743.37X11.8+5007.19X15.4=218653.25ii貝山F貝山F二M1日1F=1乙GHekii5798?94x46=157.66kN218653.25GHFGHF= 2 2F=2乙GHekii5743.37x&2=278.35kN218653.25GHF= 3 3—F GHF= 3 3—F =3乙GHekii5743.37x1L8=400.56kN218653.25GHF= 4 4F=4乙GHekii5007?19x64=455.75kN218653.25表10各層水平地震作用標(biāo)準(zhǔn)值、樓層地震剪力及樓層間位移計算樓層G/kNiH(m)iGHiiEGHiiFiViED八u.=Vi/ED(m)i6Q5007.1915.477110.73218653.25455.75455.755646200.00083r5743.3711.867771.77218653.25400.56856.315646200.0015525743.378.247095.63218653.25278.351134.665646200.00215798.944.626675.12218653.25157.661292.323375360.0038因?yàn)闃菍幼畲笪灰婆c樓層層高之比為0.0038/4.6=1/1211<1/550故滿足位移要求。6）水平地震力作用下的內(nèi)力一榀框架計算簡圖圖26水平地震力作用下的計算簡圖橫向框架在風(fēng)荷載作用下的內(nèi)力和位移的計算該辦公樓為四層鋼筋混凝土框架結(jié)構(gòu)體系，室內(nèi)外高差0.45M,基本風(fēng)壓為0.35KN/m2地面粗糙度類別為C類，結(jié)構(gòu)總高度為21.55M.垂直于建筑物表面上的風(fēng)荷載標(biāo)準(zhǔn)值計算風(fēng)壓標(biāo)準(zhǔn)值的計算公式為：w=pX卩X卩Xwzsz0因?yàn)榻Y(jié)構(gòu)高度H=21.55V30m，可取卩=1.0,對于矩形平面卩=1.3；卩可以查表，zsz將風(fēng)荷載換算成作用于框架每層節(jié)點(diǎn)上的集中荷載，計算如下，其中Z為框架節(jié)點(diǎn)至室外地面的高度，A為一榀框架各層節(jié)點(diǎn)的受風(fēng)面積。

表11各樓面處集中風(fēng)荷載標(biāo)準(zhǔn)值計算層次pzsZ□zw0Apw611.314.90.740.420.167.763-511.311.30.740.425.929.98211.37.70.740.425.929.98111.34.10.740.427.7210.67風(fēng)荷載作用下的計算簡圖F=10.67KNF=9.98KNF=9.98KNF=7.76KN1234圖30風(fēng)荷載作用下的計算簡圖框架梁柱內(nèi)力組合一般要求求出各種荷載作用下的框架內(nèi)力后，根據(jù)最不利又是可能的原則進(jìn)行內(nèi)力組合。梁端負(fù)彎矩調(diào)幅考慮結(jié)構(gòu)塑性內(nèi)力重分布的有利影響時，應(yīng)在內(nèi)力組合之前對豎向荷載作用下的內(nèi)力進(jìn)行調(diào)幅，調(diào)幅系數(shù)取0.85，水平荷載作用下的彎矩不用調(diào)幅。2） 控制截面框架梁的控制截面通常是梁端支座和跨中，在豎向荷載作用下，支座截面可能產(chǎn)生最大負(fù)彎矩和最大剪力，在水平荷載作用下，支座還可能出現(xiàn)正彎矩?？缰薪孛嬉话惝a(chǎn)生最大正彎矩，框架梁的控制截面最不利組合有以下幾種：梁跨中截面：+Mmax及相應(yīng)的V（正截面設(shè)計），有時需組合-Mmax梁支座截面：-Mmax及相應(yīng)的V（正截面設(shè)計），Vmax及相應(yīng)的M（斜截面設(shè)計）有時需組合Mmax。框架柱的控制截面通常是柱的上下截面，柱的剪力和軸力在同一層柱內(nèi)變化很小，而柱的兩端彎矩最大。同一柱在不同的內(nèi)力組合時，有可能出現(xiàn)正彎矩或負(fù)彎矩，考慮框架柱一般采用對稱配筋，組合時只需選擇絕對最大的彎矩，組合有以下幾種：|Mmax|及相應(yīng)的N、VNmax及相應(yīng)的M、VNmin及相應(yīng)的M、VVmax及相應(yīng)的M、V3）內(nèi)力換算進(jìn)行內(nèi)力組合前，應(yīng)將各種荷載作用下梁柱軸線的彎矩值和剪力值換算到梁柱邊緣，然后進(jìn)行內(nèi)力組合。梁支座邊緣處內(nèi)力值：M邊緣二M-Vxb/2V邊緣二V-qxb/2q是梁單位長度的均布荷載標(biāo)準(zhǔn)值b是梁端支座寬度4）荷載效應(yīng)組合種類在手算過程中主要考慮以下組合：非抗震設(shè)計時的基本組合。以永久荷載效應(yīng)控制的組合：1.35x恒荷載+0.9x活荷載以可變荷載效應(yīng)控制的組合：1.2x恒荷載+1.4x活荷載考慮恒荷載、活、風(fēng)荷組合時，米用簡化規(guī)則：1.2X恒載+0.9x（活荷+風(fēng)荷）地震作用和其他荷載效應(yīng)的基本組合考慮重力荷載代表值、風(fēng)荷載和水平地震組合（一般結(jié)構(gòu)風(fēng)荷載組合系數(shù)為0）：1.2X重力荷載+1.3x水平地震荷載效應(yīng)標(biāo)準(zhǔn)組合：1.0x恒荷+1.0x活荷2.6.2框架梁的內(nèi)力組合由于結(jié)構(gòu)受力對稱，所以取一榀框架的一般進(jìn)行計算1）內(nèi)力換算和彎矩調(diào)幅

表12 內(nèi)力的換算及調(diào)幅層截面內(nèi)力重力荷載恒載活載左風(fēng)右風(fēng)左震右震軸左端AM-53.41-46.84-13.1526.67-26.67194.65-194.65線V76.6667.5518.48-7.927.92-57.9557.95處AB跨中MVM59.5752.5314.832.92-2.9220.79-20.79B左端-61.46-54.64-12.09-20.8420.84-153.06153.06V-79.34-70.15-18.12-7.927.92-57.9557.95B右端M-27.21-24.29-0.516.89-16.89122.97-122.97V4.524.52-2.28-14.0814.08-102.48102.48BC跨中MVM-24.49-21.58-3.240000左端A-34.25-29.95-8.5324.69-24.69180.16-180.16V70.1661.816.96-7.927.92-57.9557.95AB跨中MVM59.5752.5314.832.92-2.9220.79-20.79B左端-41.63-37.1-7.56-18.8618.86-138.57138.57V-72.84-64.41-16.6-7.927.92-57.9557.95B右端M-26.08-23.16-0.0713.37-13.3797.35-97.35支V3.583.58-2.28-14.0814.08-102.48102.48座BC跨中M-24.49-21.58-3.240000處V左端AM-29.11-25.46-7.2524.69-24.69180.16-180.16V70.1661.816.96-7.927.92-57.9557.95AB跨中MVM71.4863.0417.82.92-2.9220.79-20.79B左端-35.36-31.54-6.43-18.8618.86-138.57138.57V-72.84-64.41-16.6-7.927.92-57.9557.95調(diào)B右端M-22.17-19.69-0.0613.37-13.3797.35-97.35幅V3.583.58-2.28-14.0814.08-102.48102.48后BC跨中MV-29.39-25.9-3.890000層截面內(nèi)力重力荷載恒載活載左風(fēng)右風(fēng)左震右震左端AM-62.47-54.63-1616.49-16.49144.73-144.73v78.4469.0619.26-5.075.07-44.2944.29AB跨中M\Tv55.8549.2814.341.28-1.2811.86-11.86B左端M-59.84-53.36-10.22-13.9213.92-121.02121.02v-77.56-68.64-17.34-5.075.07-44.2944.29B右端M-21.69-19.534.6310.87-10.8793.44-93.44軸v4.524.52-6.06-9.069.06-77.8577.85線BC跨中M-18.98-16.81-2.650000處v左端AM-42.86-37.37-11.1915.22-15.22133.66-133.66v71.9463.3217.74-5.075.07-44.2944.29AB跨中M\Tv55.8549.2814.341.28-1.2811.86-11.86B左端M-40.45-36.2-5.89-12.6512.65-109.95109.95v-71.06-62.9-15.82-5.075.07-44.2944.29B右端M-20.56-18.43.128.61-8.6173.98-73.98支v3.583.58-6.06-9.069.06-77.8577.85座BC跨中M-18.98-16.81-2.650000處v左端AM-36.43-31.76-9.5115.22-15.22133.66-133.66v71.9463.3217.74-5.075.07-44.2944.29AB跨中M\Tv67.0259.1417.211.28-1.2811.86-11.86B左端M-34.38-30.77-5.01-12.6512.65-109.95109.95v-71.06-62.9-15.82-5.075.07-44.2944.29B右端M-17.48-15.642.658.61-8.6173.98-73.98調(diào)v3.583.58-6.06-9.069.06-77.8577.85幅BC跨中M-22.78-20.17-3.180000后 v層截面內(nèi)力重力荷載恒載活載左風(fēng)右風(fēng)左震右震左端AM-64.2-56.66-15.849.59-9.5997.89-97.89v79.0569.6619.41-2.982.98-30.1930.19AB跨中M\Tv55.9449.0414.930.64-0.647.33-7.33B左端M-57.91-51.81-9.2-8.38.3-83.2383.23v-76.95-68.04-17.19-2.982.98-30.1930.19B右端M-21.2-18.715.245.15-5.1554.18-54.18軸v4.524.52-6.86-4.294.29-45.1445.14線BC跨中M-18.49-16-2.990000處v左端AM-44.44-39.25-10.998.85-8.8590.34-90.34v72.5565.07-17.86-2.982.98-30.1930.19AB跨中M\Tv55.9449.0414.930.64-0.647.33-7.33B左端M-38.67-34.88-4.9-7.567.56-75.6875.68v-70.45-62.3-15.67-2.982.98-30.1930.19B右端M-20.07-17.583.534.08-4.0842.9-42.9支v3.583.58-6.86-4.294.29-45.1445.14座BC跨中M-18.49-16-2.990000處v左端AM-37.77-33.36-9.348.85-8.8590.34-90.34v72.5565.07-17.86-2.982.98-30.1930.19AB跨中M\Tv67.1358.8517.920.64-0.647.33-7.33B左端M-32.87-29.65-4.17-7.567.56-75.6875.68v-70.45-62.3-15.67-2.982.98-30.1930.19B右端M-17.06-14.9334.08-4.0842.9-42.9調(diào)v3.583.58-6.86-4.294.29-45.1445.14幅BC跨中M-22.19-19.2-3.590000后 v

四層截面內(nèi)力重力荷載恒載活載左風(fēng)右風(fēng)左震右震左端AM-64.2-56.66-15.849.59-9.5997.89-97.89v79.0569.6619.41-2.982.98-30.1930.19AB跨中M55.9449.0414.930.64-0.647.33-7.33B左端vM-57.91-51.81-9.2-8.38.3-83.2383.23v-76.95-68.04-17.19-2.982.98-30.1930.19B右端M-21.2-18.715.245.15-5.1554.18-54.18軸v4.524.52-6.86-4.294.29-45.1445.14線BC跨中M-18.49-16-2.990000處v左端AM-44.44-39.25-10.998.85-8.8590.34-90.34v72.5565.07-17.86-2.982.98-30.1930.19AB跨中M\Tv55.9449.0414.930.64-0.647.33-7.33B左端M-38.67-34.88-4.9-7.567.56-75.6875.68v-70.45-62.3-15.67-2.982.98-30.1930.19B右端M-20.07-17.583.534.08-4.0842.9-42.9支v3.583.58-6.86-4.294.29-45.1445.14座BC跨中M-18.49-16-2.990000處v左端AM-37.77-33.36-9.348.85-8.8590.34-90.34v72.5565.07-17.86-2.982.98-30.1930.19AB跨中M\Tv67.1358.8517.920.64-0.647.33-7.33B左端M-32.87-29.65-4.17-7.567.56-75.6875.68v-70.45-62.3-15.67-2.982.98-30.1930.19B右端M-17.06-14.9334.08-4.0842.9-42.9調(diào)v3.583.58-6.86-4.294.29-45.1445.14幅BC跨中M-22.19-19.2-3.590000后 v

五層截面內(nèi)力重力荷載恒載活載左風(fēng)右風(fēng)左震右震左端AM-64.2-56.66-15.849.59-9.5997.89-97.89v79.0569.6619.41-2.982.98-30.1930.19AB跨中M55.9449.0414.930.64-0.647.33-7.33B左端vM-57.91-51.81-9.2-8.38.3-83.2383.23v-76.95-68.04-17.19-2.982.98-30.1930.19B右端M-21.2-18.715.245.15-5.1554.18-54.18軸v4.524.52-6.86-4.294.29-45.1445.14線BC跨中M-18.49-16-2.990000處v左端AM-44.44-39.25-10.998.85-8.8590.34-90.34v72.5565.07-17.86-2.982.98-30.1930.19AB跨中M\Tv55.9449.0414.930.64-0.647.33-7.33B左端M-38.67-34.88-4.9-7.567.56-75.6875.68v-70.45-62.3-15.67-2.982.98-30.1930.19B右端M-20.07-17.583.534.08-4.0842.9-42.9支v3.583.58-6.86-4.294.29-45.1445.14座BC跨中M-18.49-16-2.990000處v左端AM-37.77-33.36-9.348.85-8.8590.34-90.34v72.5565.07-17.86-2.982.98-30.1930.19AB跨中M\Tv67.1358.8517.920.64-0.647.33-7.33B左端M-32.87-29.65-4.17-7.567.56-75.6875.68v-70.45-62.3-15.67-2.982.98-30.1930.19B右端M-17.06-14.9334.08-4.0842.9-42.9調(diào)v3.583.58-6.86-4.294.29-45.1445.14幅BC跨中M-22.19-19.2-3.590000后 v六層截面內(nèi)力重力荷載恒載活載左風(fēng)右風(fēng)左震右震左端AM-36.53-34.29-5.893.57-3.5741.07-41.07V59.958.146.09-1.191.19-13.2213.22AB跨中Mu51.6950.726.20.01-0.011.4-1.4B左端VM-43.06-43.113.11-3.553.55-38.2838.28V-62.08-61.08-3.09-1.191.19-13.2213.22B右端M-23.58-24.088.750.75-0.7511.94-11.94軸V4.524.52-7.81-0.630.63-9.939.93線BC跨中M-20.86-21.37-0.630000處V左端AM-21.56-19.76-4.373.27-3.2737.77-37.77V54.8253.175.71-1.191.19-13.2213.22AB跨中M\T51.6950.726.20.01-0.011.4-1.4B左端VM-27.54-27.842.34-3.553.55-38.2838.28V-57-56.112.71-1.191.19-13.2213.22B右端M-22.45-22.956.80.59-0.59-9.469.46支V3.583.58-7.81-0.630.63-9.939.93座BC跨中M-20.86-21.37-0.630000處V左端AM-18.33-16.8-3.713.27-3.2737.77-37.77V54.8253.175.71-1.191.19-13.2213.22AB跨中M\T62.0360.867.440.01-0.011.4-1.4B左端VM-23.41-23.661.99-3.553.55-38.2838.28V-57-56.112.71-1.191.19-13.2213.22B右端M-19.08-19.515.780.59-0.59-9.469.46調(diào)V3.583.58-7.81-0.630.63-9.939.93幅BC跨中M-25.03-25.64-0.760000后V2）非抗震設(shè)計的基本組合非抗震設(shè)計時的組合是考慮恒荷載，活荷載和風(fēng)荷載三種效應(yīng)的組合表13用于承載力計算的框架梁非抗震基本組合表樓層截面內(nèi)力1.2恒+1.26（活+風(fēng)）可變荷載控制1.2恒+1.4活永久荷載控制1.35恒+0.98活標(biāo)準(zhǔn)組合恒+活左風(fēng)右風(fēng)左端AM-8.58-70.8-40.7-41.48-32.71V72.9692.9283.9290.2668.77AB跨中M\T101.7694.4100.57102.5580.84B左端VM-69.71-22.19-46.85-48.88-37.97V-108.19-88.23-100.53-103.22-81.01B右端M-6.86-40.55-23.71-26.64-19.75V-16.3219.161.12.61.3一BC跨中M-35.98-35.98-36.53-38.78-29.79層V左端AM-30.92-69.27-51.43-52.2-41.27V91.95104.72100.82102.8781.06AB跨中Mu94.2791.0495.0696.776.35B左端VM-59.18-27.3-43.94-46.45-35.78V-101.8-89.03-97.63-100.42-78.72B右端M-4.58-26.28-15.06-18.52-12.99V-14.768.08-4.19-1.11-2.48二BC跨中M-28.21-28.21-28.66-30.35-23.35層V左端AM-40.65-62.95-53.11-54.19-42.7V51.8359.3453.0870.3447.21AB跨中Mu9492.3995.7197.0176.77B左端VM-50.36-31.31-41.42-44.11-33.82V-98.26-90.75-96.7-99.46-77.97B右端M-9-19.28-13.72-17.22-11.93V-9.751.6-5.31-1.89-3.28三BC跨中M-27.56-27.56-28.07-29.44-22.79層V左端AM-40.65-62.95-53.11-54.19-42.7V51.8359.3453.0870.3447.21AB跨中Mu9492.3995.7197.0176.77B左端VM-50.36-31.31-41.42-44.11-33.82V-98.26-90.75-96.7-99.46-77.97B右端M-9-19.28-13.72-17.22-11.93V-9.751.6-5.31-1.89-3.28四BC跨中M-27.56-27.56-28.07-29.44-22.79層V左端AM-40.65-62.95-53.11-54.19-42.7V51.8359.3453.0870.3447.21AB跨中M9492.3995.7197.0176.77層B左端M-50.36-31.31-41.42-44.11-33.82V-98.26-90.75-96.7-99.46-77.97B右端M-9-19.28-13.72-17.22-11.93V-9.751.6-5.31-1.89-3.28BC跨中M\r-27.56-27.56-28.07-29.44-22.79左端AVM-20.71-28.95-25.35-26.32-20.51V69.572.571.877.3858.88AB跨中M\T82.4282.3983.4589.4568.3B左端VM-30.36-21.41-25.61-29.99-21.67V-65.42-62.42-63.54-73.09-53.4B右端M-15.39-16.87-15.32-20.67-13.73V-6.34-4.75-6.64-2.82-4.23六BC跨中M-31.73-31.73-31.83-35.36-26.4層V五V地震效應(yīng)的組合表14用于承載力計算的框架梁抗震基本組合截面位置內(nèi)力重力左震右震0.75（1.2恒+1.3震）左端AM-29.11180.16-180.16149.46-201.86V70.16-57.9557.956.64119.65AB跨中Mu71.4820.79-20.7984.644.07B左端VM-35.36-138.57138.57-166.93103.28V-72.84-57.9557.95-122.06-9.05B右端M-22.1797.35-97.3574.96-114.87V3.58-102.48102.48-96.7103.14一BC跨中M-29.3900-26.45-26.45層V左端AM-36.43133.66-133.6697.53-163.11V71.94-44.2944.2921.56107.93AB跨中M\T67.0211.86-11.8671.8848.75B左端VM-34.38-109.95109.95-138.1476.26V-71.06-44.2944.29-107.14-20.77B右端M-17.4873.98-73.9856.4-87.86V3.58-77.8577.85-72.6879.13二BC跨中M-22.7800-20.5-20.5層V左端AM-37.7790.34-90.3454.09-122.06V72.55-30.1930.1935.8694.73三AB跨中M67.137.33-7.3367.5653.27層V

B左端M-32.87-75.6875.68-103.3744.21V-70.45-30.1930.19-92.84-33.97B右端M-17.0642.9-42.926.47-57.18V3.58-45.1445.14-40.7947.23BC跨中M-22.1900-19.97-19.97V左端AM-37.7790.34-90.3454.09-122.06V72.55-30.1930.1935.8694.73AB跨中M67.137.33-7.3367.5653.27VB左端M-32.87-75.6875.68-103.3744.21V-70.45-30.1930.19-92.84-33.97B右端M-17.0642.9-42.926.47-57.18V3.58-45.1445.14-40.7947.23四BC跨中M-22.1900-19.97-19.97層V左端AM-37.7790.34-90.3454.09-122.06V72.55-30.1930.1935.8694.73AB跨中M67.137.33-7.3367.5653.27VB左端M-32.87-75.6875.68-103.3744.21V-70.45-30.1930.19-92.84-33.97B右端M-17.0642.9-42.926.47-57.18V3.58-45.1445.14-40.7947.23五BC跨中M-22.1900-19.97-19.97層V左端AM-18.3337.77-37.7720.33-53.32V54.82-13.2213.2236.4562.23AB跨中M62.031.4-1.457.1954.46VB左端M-23.41-38.2838.28-58.3916.25V-57-13.2213.22-64.19-38.41B右端M-19.08-9.469.46-26.39-7.95六V3.58-9.939.93-6.4612.9層BC跨中M-25.0300-22.53-22.53框架柱的內(nèi)力組合1)控制截面的內(nèi)力框架柱直接采用軸線處的內(nèi)力值，這樣算得的鋼筋用量比需要的多一些。取AB兩軸的柱進(jìn)行組合表15框架柱截面內(nèi)力值A(chǔ)柱位置內(nèi)力重力恒載活載左風(fēng)右風(fēng)左震右震層柱頂M-19.9-17.46-4.5518.39-18.39120.71-120.71N-1022.64-938.64-175.3617.16-17.16145.65-145.65

柱底MN9.99-1022.648.77-938.642.59-175.36-22.9417.1622.94-17.16-153.86145.65153.86-145.65二層柱頂M-31.51-27.62-7.7410.62-10.6285.55-85.55N-753.54-695.91-122.399.24-9.2487.7-87.7柱底M33.5129.388.6-8.288.28-73.9373.93N-753.54-695.91-122.399.24-9.2487.7-87.7三層柱頂M-31.21-27.02-8.357.28-7.2868.88-68.88N-482.68-451.67-68.624.17-4.1743.41-43.41柱底M30.9527.018.27-5.875.87-59.1859.18N-482.68-451.67-68.624.17-4.1743.41-43.41四層柱頂M-31.21-27.02-8.357.28-7.2868.88-68.88N-482.68-451.67-68.624.17-4.1743.41-43.41柱底M30.9527.018.27-5.875.87-59.1859.18N-482.68-451.67-68.624.17-4.1743.41-43.41五層柱頂M-31.21-27.02-8.357.28-7.2868.88-68.88N-482.68-451.67-68.624.17-4.1743.41-43.41柱底M30.9527.018.27-5.875.87-59.1859.18N-482.68-451.67-68.624.17-4.1743.41-43.41六層柱頂M-36.53-34.29-5.893.57-3.5741.07-41.07N-211.2-206.83-14.721.19-1.1913.22-13.22柱底M32.9929.647.49-2.292.29-29.0129.01DN-211.2-206.83-14.721.19-1.1913.22-13.22B柱柱頂M12.4711.044.3822.63-22.63152.29-152.29層N-1193.83-1077.75-144.8410.91-10.9189.75-89.75柱底M-6.08-5.38-1.84-24.8724.87-168.97168.97N-1193.83-1077.75-144.8410.91-10.9189.75-89.75二層柱頂M2017.787.5815.78-15.78126.31-126.31N-876.06-797.23-94.514.74-4.7445.22-45.22柱底M-21.78-19.31-7.2-15.0115.01-123.74123.74N-876.06-797.23-94.514.74-4.7445.22-45.22三層柱頂M17.9915.797.859.79-9.7993.26-93.26N-560.08-518.22-48.740.75-0.7511.66-11.66柱底M-18.15-16.05-7.27-9.019.01-88.1588.15N-560.08-518.22-48.740.75-0.7511.66-11.66四層柱頂M17.9915.797.859.79-9.7993.26-93.26N-560.08-518.22-48.740.75-0.7511.66-11.66柱底MN-18.15-560.08-16.05-518.22-7.27-48.74-9.010.759.01-0.75-88.1511.6688.15-11.66五層柱頂M17.9915.797.859.79-9.7993.26-93.26N-560.08-518.22-48.740.75-0.7511.66-11.66柱底M-18.15-16.05-7.27-9.019.01-88.1588.15N-560.08-518.22-48.740.75-0.7511.66-11.66六層柱頂M19.4819.035.644.31-4.3150.21-50.21N-244.7-239.8-3.9-0.560.56-3.293.29柱底M-18.72-17.31-6.65-3.673.67-44.1644.16N-244.7-239.8-3.9-0.560.56-3.293.292）非抗震設(shè)計基本組合表16用于承載力計算的框架柱非抗震彎矩和軸力基本組合1.2恒+1.26（活+風(fēng)）可變荷載控制永久荷載控制標(biāo)準(zhǔn)組合A柱內(nèi)力左風(fēng)右風(fēng)1.2恒+1.4活1.35恒+0.98活恒+活柱頂M-3.51-49.86-27.32-28.03-22.01N-1325.7-1368.94-1371.87-1439.02-1114一柱底M-15.1242.6914.1514.3811.36層N-1325.7-1368.94-1371.87-1439.02-1114柱頂M-29.52-56.28-43.98-44.87-35.36N-977.67-1000.95-1006.44-1059.42-818.3二柱底M35.6656.5247.348.0937.98層N-977.67-1000.95-1066.44-1059.42-818.3柱頂M-33.77-52.12-44.11-44.66-35.37N-623.21-633.72-638.07-677-520.29三柱底M35.4450.2343.9944.5735.28層N-623.21-633.72-638.07-677-520.29柱頂M-33.77-52.12-44.11-44.66-35.37N-623.21-633.72-638.07-677-520.29四柱底M35.4450.2343.9944.5735.28層N-623.21-633.72-638.07-677-520.29柱頂M-33.77-52.12-44.11-44.66-35.37N-623.21-633.72-638.07-677-520.29五柱底M35.4450.2343.9944.5735.28層N-623.21-633.72-638.07-677-520.29柱頂M-44.07-53.07-49.39-52.06-40.18N-265.24-268.24-268.8-293.65-221.55六柱底M42.1247.8946.0547.3537.13層N-265.24-268.24-268.8-293.65-221.55柱頂M47.28-9.7519.3819.215.42B柱N-1462.05-1489.55-1496.08-1596.91-1222.59一柱底M-40.1122.56-9.03-9.07-7.22層N-1462.05-1489.55-1496.08-1596.91-1222.59柱頂M50.771131.9531.4325.36N-1069.79-1081.73-1088.99-1168.88-891.74二柱底M-51.16-13.33-33.25-33.12-26.51層N-1069.79-1081.73-1088.95-1168.88-891.74柱頂M41.1716.529.9429.0123.64N-682.33-684.22-690.1-747.36-566.96三柱底M-39.77-17.07-29.44-28.79-23.32層N-682.33-684.22-690.1-747.36-566.96柱頂M41.1716.529.9429.0123.64N-682.33-684.22-690.1-747.36-566.96四柱底M-39.77-17.07-29.44-28.79-23.32層N-682.33-684.22-690.1-747.36-566.96柱頂M41.1716.529.9429.0123.64N-682.33-684.22-690.1-747.36-566.96五柱底M-39.77-17.07-29.44-28.79-23.32層N-682.33-684.22-690.1-747.36-566.96柱頂M35.3724.5230.7331.2224.67六N-293.38-291.97-293.22-327.55-243.7層柱底M-33.78-24.53-30.08-29.89-23.96N-293.38-291.97-293.22-327.55-243.7表17用于承載力計算的框架柱非抗震剪力基本組合1.2恒+1.26（活+風(fēng)）內(nèi)力恒載活載左風(fēng)右風(fēng)左風(fēng)右風(fēng)1.2恒+1.4活1.35恒+0.98活一AV-5.7-1.558.97-8.972.51-20.1-9.01-9.21層BV3.571.3510.33-10.3319-7.036.176.14二AV-15.83-4.545.25-5.25-18.1-31.33-25.35-25.82層BV10.34.128.58-8.5828.366.7418.1317.94三AV-15.01-4.623.66-3.66-19.22-28.44-24.48-24.79層BV8.844.185.22-5.2222.459.316.4616.03四AV-15.01-4.623.66-3.66-19.22-28.44-24.48-24.79層BV8.844.185.22-5.2222.459.316.4616.03五AV-15.01-4.623.66-3.66-19.22-28.44-24.48-24.79層BV8.844.185.22-5.2222.459.316.4616.03六AV-17.76-3.721.62-1.62-23.96-28.04-26.52-27.62層BV10.093.412.22-2.2219.213.6116.8816.96

3）地震作用的組合表18用于承載力計算的框架柱抗震彎矩和剪力基本組合A柱內(nèi)力重力荷載左震右震0.8(1.2重+1.3震）柱頂M-19.9120.71-120.71106.43-144.64N-1022.64145.65-145.65-830.26-1133.21一柱底M9.99-153.86153.86-150.42169.6層N-1022.64145.65-145.65-830.26-1133.21柱頂M-31.5185.55-85.5558.72-119.22N-753.5487.7-87.7-632.19-814.61二柱底M33.51-73.9373.93-44.72109.06層N-753.5487.7-87.7-632.19-814.61柱頂M-31.2168.88-68.8841.67-101.6N-482.6843.41-43.41-418.23-508.52三柱底M30.95-59.1859.18-31.8491.26層N-482.6843.41-43.41-418.23-508.52柱頂M-31.2168.88-68.8841.67-101.6N-482.6843.41-43.41-418.23-508.52四柱底M30.95-59.1859.18-31.8491.26層N-482.6843.41-43.41-418.23-508.52柱頂M-31.2168.88-68.8841.67-101.6N-482.6843.41-43.41-418.23-508.52五柱底M30.95-59.1859.18-31.8491.26層N-482.6843.41-43.41-418.23-508.52柱頂M-36.5341.07-41.077.64-77.78N-211.213.22-13.22-189-216.5六柱底M32.99-29.0129.011.561.84層N-211.213.22-13.22-189-216.5柱頂M12.47152.29-152.29170.35-146.41B柱N-1193.8389.75-89.75-1052.74-1239.42一柱底M-6.08-168.97168.97-181.57169.89層N-1193.8389.75-89.75-1052.74-1239.42柱頂M20126.31-126.31150.56-112.16N-876.0645.22-45.22-793.99-888.05二柱底M-21.78-123.74123.74-149.6107.78層N-876.0645.22-45.22-793.9-888.05柱頂M17.9993.26-93.26114.26-79.72N-560.0811.66-11.66-525.55-549.8三柱底M-18.15-88.1588.15-109.174.25層N-560.0811.66-11.66-525.55-549.8柱頂M17.9993.26-93.26114.26-79.72N-560.0811.66-11.66-525.55-549.8四柱底M-18.15-88.1588.15-109.174.25層N-560.0811.66-11.66-525.55-549.8

柱頂MN17.99-560.0893.2611.66-93.26-11.66114.26-525.55-79.72-549.8五柱底M-18.15-88.1588.15-109.174.25層N-560.0811.66-11.66-525.55-549.8柱頂M19.4850.21-50.2170.92-33.52N-244.7-3.293.29-238.33-231.49六柱底M-18.72-44.1644.16-63.927.96層N-244.7-3.293.29-238.33-231.49表19用于承載力計算的框架柱抗震剪力基本組合內(nèi)力重力左震右震0.85(1.2重+1.3震）一層AV-6.559.69-59.6959.33-72.59BV4.0369.84-69.8481.28-73.06二層AV-18.0644.3-44.330.53-67.37BV11.6169.46-69.4688.6-64.91三層AV-17.2735.57-35.5721.69-56.92BV10.0450.39-50.3965.92-45.44四層AV-17.2735.57-35.5721.69-56.92BV10.0450.39-50.3965.92-45.44五層AV-17.2735.57-35.5721.69-56.92BV10.0450.39-50.3965.92-45.44六層AV-19.3119.47-19.471.82-41.21BV10.6126.21-26.2139.78-18.14框架梁柱截面設(shè)計框架梁非抗震截面設(shè)計由前面的內(nèi)力組合找出最不利的內(nèi)力表20 非抗震設(shè)計時框架梁的最不利組合截面內(nèi)力恒+活恒+活+風(fēng)左端AM-54.19