混凝土框架结构课程设计计算书

1、嘉 应 学 院课程设计任务书课程名称： 混凝土结构设计设计题目： 多层框架结构设计学 院： 土木工程学院班 级： 土木1301姓 名： 陈健文学 号： 133120001指导老师： 王莺歌目 录一、设计任务11设计内容12设计条件2二.框架结构计算过程21.平面布置32.结构计算简图43.内力计算5(1)恒荷载计算5(2)活荷载计算8(3)荷载转化9(4)水平荷载计算15(5)弯矩调整21(6)内力组合23三.构件配筋计算321.梁的设计292.柱的设计35四.绘制框架结构施工图45 1 设计题目某办公楼是五层框架结构，建筑平面图如附图所示。采用钢筋混凝土现浇框架结构设计该办公楼。选第榀框架进

2、行设计。根据学号选择自己的跨度L3L1×L22100mm2400mm2700mm3000mm3300mm4500 mm×6000 mm123454500 mm×6300 mm6789104500 mm×6600 mm11121314154500 mm×6900 mm16171819204500 mm×7200 mm21222324255100 mm×6000 mm26272829305100 mm×6300 mm31323334355100 mm×6600 mm36373839405100 mm×

3、;6900 mm41424344455100 mm×7200 mm46474849505700 mm×6000 mm51525354555700 mm×6300 mm56575859605700 mm×6600 mm61626364655700 mm×6900 mm66676869705700 mm×7200 mm71727374752 设计资料(1) 设计标高：层高3.300m，室内设计标高m，室外设计标高-0.600m，根底顶面离室外地面为600mm。(2) 屋面楼面荷载：恒载1.5 kN/m²不包括板结构自重，活载2k

4、N/m²。(3) 梁上墙荷载：8kN/m。(4) 根本风压：地面粗糙度为B类。3 设计内容(1) 结构布置及主要构件尺寸初选。(2) 荷载计算。计算第榀框架的梁柱承受的恒荷载、活荷载、风荷载。(3) 内力计算。使用弯矩二次分配法或分层法计算竖向荷载，使用D值法计算水平荷载。(4) 内力组合。考虑永久荷载控制，可变荷载控制情况。(5) 框架的梁柱截面设计。进行正截面、斜截面配筋计算。(6) 绘制一榀框架的结构施工图。4 提交成果(1) 多层框架设计计算书。(2) 一榀框架结构施工图。二.框架结构计算过程1.平面布置1结构平面布置见图2图 2 结构平面布置 2构件尺寸确定楼盖及屋盖均采用

5、现浇混凝土结构，楼板厚度取100mm，边跨AB、CD梁：取h=110112L=110112×6900=575690mm，取h=600mm b=1213h=200300mm 取b=300mm 中跨BC梁：取h=110112L=110112×2700=225270mm，取h=450mm b=1213h=83125m，取b=300mm柱连系梁：取 h=110112L=110112×5700=475570mm，取500mm b=1213h=166250m，取200mm梁截面尺寸mm及各层混凝土强度等级层次混凝土强度等级横梁b×h纵梁b×hAB跨、CD跨

6、BC跨1-5C30300×600300×450200×500柱截面：边柱 Ac1.2Nfc1.2×(1.25×5.7×3.45×14×103×5)14.3=144393mm2中柱 Ac1.2Nfc1.2×(1.25×5.7×4.8×14×103×5)14.3=200895mm2 根据上述估算结构并综合考虑其他因素，本设计柱截面尺寸取值为：1-5层450mm×450mm,2-5层柱计算高度为层高。取3.3m；底层柱计算高度：h=3.3+0

7、.6+0.6-0.1=4.4m.2.结构计算简图1计算第榀框架2计算梁、柱线刚度梁：中框架Ib=2I0 ib=EIblb I0=bh312 边框架Ib=1.5I0 ib=EIblb I0=bh312 柱： 可知： AB,CD跨梁： i=2Ec×112×0.3×0.636.9=15.7×10-4E(m3)BC跨梁： i=1.5Ec×112×0.3×0.4532.7=8.44×10-4E(m3)上部各层柱: i=Ec×112×0.45×0.4533.3=10.4×10-4E(m3

8、)底层柱： i=Ec×112×0.45×0.4534.4=7.77×10-4E(m3)算竖向荷载柱线刚度乘以0.9系数得：梁柱线刚度3.内力计算均布荷载向梁传递的示意图(1)恒荷载计算a)屋面框架梁线荷载的标准值: 楼面框架梁线荷载标准值： 1.5KN/m2100mm厚现浇钢筋混凝土板：0.10×25=2.5 屋面恒荷载： 4KN/m2 边跨AB，CD跨框架梁自重：0.3×0.6×25=4.5梁侧粉刷： 4.84 KN/m2×0.6-0.1×0.02×17=0.34 中跨BC跨框架梁自重：0.3

9、×0.45×25=2.25侧梁粉刷： 2.488 KN/m2×0.45-0.1×0.02×17=0.238 因此，作用在顶屋框架梁上的线荷载为: g5AB1=g5CD1=4.84KN/m g5BC1=2.488KN/m g5AB2=g5CD2=4×5.7=22.8KN/m g5BC2=4×2.7=10.8KN/mb)楼面框架梁线荷载标准值楼面框架梁线荷载标准值： 1.5KN/m2100mm厚现浇钢筋混凝土板：0.10×25=2.5 4KN/m2 楼面恒荷载： 边跨框架梁及侧梁粉刷 4.84/m边跨填充墙自重 8KN

10、/m中跨框架梁及侧梁粉刷 2.488/m因此，作用在中间层框架梁上的线荷载为： gAB1=gCD1=8+4.84=12.84KN/m gBC1=2.488KN/m gAB2=gCD2=4×5.7=22.8KN/m gBC2=4×2.7=10.8KN/mc屋面框架节点集中荷载标准值边柱连系梁梁自重 0.2×0.5×5.7×25=14.25kN粉刷 0.02×0.50.1×2×5.7×17=1.55 kN连系梁传来的屋面自重 0.5×5.7×0.5×5.7×4=32.4

11、9 kN顶层边节点集中荷载 G5D=G5A=48.29 kN中柱连系梁自重 0.25×0.5×5.7×25=14.25 kN粉刷 0.02×0.5-0.1×2×5.7×17=1.55 kN连系梁传来的屋面荷载 0.5×5.7+5.7-2.7×1.35×4=23.49 kN0.5×5.7×0.5×5.7×4=32.49 kN顶层中节点集中荷载 G5B=G5C=71.78 kNd)楼面框架节点集中荷载标准值边柱连系梁自重 0.2×0.5×5

12、.7×25=14.25kN 粉刷 0.02×0.50.1×2×5.7×17=1.55 kN墙体自重 5.7×8=45.6 kN框架柱自重 0.5×0.5×3.3×25=20.63 kN连系梁传来的楼面自重 0.5×5.7×0.5×5.7×4=32.49 kN中间层边节点集中荷载 114.52 Kn中柱连系梁自重 0.2×0.5×5.7×25=14.25kN 中柱粉刷 0.02×0.50.1×2×5.7

13、15;17=1.55 kN墙体自重 5.7×8=45.6 kN框架柱自重 0.5×0.5×3.3×25=20.63 kN连系梁传来的楼面荷载 0.5××1.35×4=23.49 kN0.5×5.7×0.5×5.7×4=32.49 kN中间层终结点集中荷载 137.95 Kne恒荷载作用下的结构简图如图5图5 恒荷载作用下结构计算简图(2)活荷载计算活荷载计算值如下： 2×5.7 =11.4kN/m p5BC=2×2.7=5.4KN/m p5A=p5D=0.5

14、5;5.7×0.5×5.7×2=16.25KN 0.5××1.35×2+ 0.5×5.7×0.5×5.7×2=28kN2×5.7 =11.4kN/m pBC=2×2.7=5.4KN/m pA=pD=16.25KN pB=pC=28KN图6 楼面活荷载作用下结构计算简图3竖向荷载作用下框架内力计算 因结构和荷载均匀对称，故取对称轴一侧的框架为计算对象，且中间跨梁取为竖向滑动支座。利用弯矩二次分配法计算杆端弯矩。先计算恒荷载作用下的弯矩。第1层：SA=4×7.77

15、15;10-3E+10.4×10-3E+15.7×10-3E=4×33.87×10-3E SB=4×33.87×10-3E+2×8.44×10-3E=152.36×10-3E下A=7.7733.87=0.239 上A=10.433.87=0.307 右A=15.733.87=0.454下B=4×7.77152.36=0.204 上B=4×10.4152.36=0.273 左B=4×15.7152.36=0.412 右B=2×8.44152.36=0.111第2-4层

16、：SA=4×10.4×10-3E+10.4×10-3E+15.7×10-3E=4×36.5×10-3E SB=4×36.5×10-3E+2×8.44×10-3E=162.88×10-3E下A=10.436.5=0.285 上A=10.436.5=0.285 右A=15.736.5=0.43下B=4×10.4162.88=0.255 上B=4×10.4162.88=0.255 左B=4×15.7162.88=0.386 右B=2×8.44162.8

17、8=0.104第5层：SA=4×15.7×10-3E+10.4×10-3E=4×26.1×10-3E SB=4×26.1×10-3E+2×8.44×10-3E=121.28×10-3E下A=10.426.1=0.398 右A=15.726.1=0.602下B=4×10.4121.28=0.343 左B=4×15.7121.28=0.518 右B=2×8.44121.28=0.139计算1-4层固端弯矩：MA=-112q0l2-112q1l21-22+3 =-112&

18、#215;12.84×6.92-112×22.8×6.92×(1-2×2.856.92+2.856.93）=116.91KNmMB=-13q0'l2-524q2l2=-13×2.488×1.352-524×10.8×1.352=-5.16 KNm第5层固端弯矩：MA=-85.17 KNm MB=-5.16 KNm 荷载作用下框架结构的弯矩二次分配恒荷载作用下的框架弯矩图计算活荷载作用下的弯矩MA=-112q3l21-22+3 =-112×11.4×6.92×(1-2&

19、#215;2.856.92+2.856.93=-32.98 KNm MB=-524q2l2=-524×5.4×1.352=-2.05KNm 活荷载作用下框架结构的弯矩二次分配活荷载作用下框架弯矩图边梁跨最大弯矩和剪力可根据梁两端的杆端弯矩及作用于梁上的荷载，用平衡条件求得。走道梁的最大弯矩画出两端弯矩连线，用叠加法求的，剪力可查结构静力学手册。将两侧的梁端剪力、节点集中力及柱轴力叠加，即得柱轴力。 层次恒载内力活载内力梁端剪力A柱轴力B柱轴力梁端剪力A柱轴力B柱轴力AB左B右=C左A上A下B上B下AB左B右=C左A上A下B上B下561.4564.7710.65109.741

20、30.37147.2167.8322.5323.873.6538.7859.4155.5276.15489.7591.6710.65334.64355.27408.13428.7622.9223.483.6598.58119.21131.28151.91389.7291.710.65559.51580.14669.06689.6922.8623.543.65158.32178.95207.1227.73289.7391.6910.65784.39805.02929.98950.6122.8623.543.65218.06238.69282.92303.55189.4991.9310.65100

21、9.031029.661191.11211.722.8223.583.65277.76298.39358.78379.41恒荷载作用下的梁剪力图、柱轴力图活荷载作用下的梁剪力图、柱轴力图 (4)水平荷载计算风压此岸准直计算公式：因为高度H=23m<30m,可取=1.3，可查?建筑结构荷载标准?，将风荷载换算成作用于框架每层节点上的集中荷载，计算过程如下表。Z为框架节点到室外地面高度，A为一榀框架各层节点的受风面积计算如下表：层次51.01.317.61.1970.69.418.7941.01.314.31.1200.618.8116.4331.01.311.01.0280.618.811

22、5.0821.01.37.71.000.618.8114.6711.01.34.4 1.000.621.9517.12层次柱别KcDij(N/mm)Dij(N/mm)2-5A、D15.7+15.72×10.4=1.511.512+1.51=0.430.43×12×10.4×10633002EC=4.93Ec667200B、C2×（15.7+8.44）2×10.4=2.322.322+2.32=0.540.54×12×10.4×10633002EC=6.19Ec1A、D15.77.77=2.020.5+2.

23、022+2.02=0.630.63×12×7.77×10644002EC=3.03Ec387000B、C15.7+8.447.77=3.110.5+3.112+3.11=0.710.71×12×7.77×10644002EC=3.42Ec柱侧向刚度计算表层次柱别Vij=DijDijViyMijb=VijyhMiju=Vij(1-y)h5A、D4.9222.24×8.79=1.940.381.94×0.38×3.3=2.431.94×0.62×3.3=3.97B、C6.1922.24&#

24、215;8.79=2.450.432.45×0.43×3.3=3.482.45×0.57×3.3=4.614A、D4.9222.24×25.22=5.580.435.58×0.43×3.3=7.925.58×0.57×3.3=10.50B、C6.1922.24×25.22=7.020.457.02×0.45×3.3=10.427.02×0.55×3.3=12.743A、D4.9222.24×40.3=8.920.488.92×0.48&

25、#215;3.3=14.138.92×0.52×3.3=15.31B、C6.1922.24×40.3=11.220.5011.22×0.50×3.3=18.5111.22×0.50×3.3=18.512A、D4.9222.24×54.97=12.160.5012.16×0.50×3.3=20.0612.16×0.50×3.3=20.06B、C6.1922.24×54.97=15.300.5015.30×0.50×3.3=25.2515.30

26、15;0.50×3.3=25.251A、D3.0312.9×72.09=16.930.6016.93×0.60×4.4=44.7016.93×0.40×4.4=29.80B、C3.4212.9×72.09=19.110.5519.11×0.55×4.4=46.2519.11×0.45×4.4=37.84柱端剪力及弯矩计算表根据图所示的水平力分布，确定yn时可近似地按均布荷载考虑；本例中y1=0；对第一层柱，因为2=3.3/4.4=0.75，所以y2为负值，查表得y2；对于第2层柱，因为

27、3=4.4/3.3=1.331，其值为负值。层次梁别Mbl（KNm）MbT（KNm）Vb（KN）边柱N（KN）中柱N（KN）5边梁3.9715.715.7+8.44×4.61=3.00-（3.97+3.00）6.9=-1.01-1.01-0.18过道梁8.4415.7+8.44×4.61=1.611.61-（1.61+1.61）2.7=-1.194边梁10.5+2.43=12.9315.715.7+8.44×（12.74+3.48）=10.55-（12.93+10.55）6.9=-3.4-1.01+3.4=-4.41-0.98过道梁8.4415.7+8.44

28、15;（12.74+3.48）=5.675.67-（5.670+5.670）2.7=-4.23边梁7.92+15.31=23.2315.715.7+8.44×（18.51+10.42）=18.81-（23.23+18.81）6.9=-6.1-6.1+4.41=-10.51-2.37过道梁8.4415.7+8.44×（18.51+10.42）=10.1110.11-（10.11+10.11）2.7=-7.492边梁20.26+14.13=34.3915.715.7+8.44×（18.51+25.25）=28.66-（34.39+28.66）6.9=-9.14-9.1

29、4+10.51=19.64-4.02过道梁8.4415.7+8.44×（18.51+25.25）=15.3015.30-（15.30+15.30）2.7=-11.331边梁29.80+20.06=49.8615.715.7+8.44×（37.84+25.25）=41.03-（49.86+41.03）6.9=-13.17-13.17+19.64=-32.81-7.19过道梁8.4415.7+8.44×（37.84+25.25）=22.0622.06-（22.06+22.06）2.7=-16.34D值法计算线刚度计算单位为由公式： 可知：5=8790667200=0.

30、013 5h= 0.000004<0.002满足要求4=25220667200=0.04 4h= 0.000012<0.002满足要求3=40300667200=0.06 3h= 0.000018<0.002 满足要求2=54970667200=0.08 2h= 0.000024<0.002 满足要求4=72090387000=0.19 1h= 0.000043<0.002 满足要求此层h取5m顶层总位移为：=0.013+0.04+0.06+0.08+0.19=0.383(mm)风荷载作用下的框架柱弯矩图：kNm风荷载作用下的框架梁弯矩图：kNm风荷载作用下的框架

31、剪力图：kN风荷载作用下的框架柱轴力图：kNm(5)弯矩换算在竖向荷载作用下换算公式：Mb=M-Vb/2 Vb=V-qb/2在风荷载作用下换算公式：Mb=M-Vb/2 Vb=V将框架梁在各种荷载作用下经弯矩调幅并换算至柱边截面的弯矩如下表：框架梁在恒荷载作用下梁端剪力算到柱边截面：第一层梁端控制截面内力标准值截面恒载内力活载内力风载内力柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处MVMVMVMVMVMVA83.9689.4969.2286.6023.6222.8217.9222.8249.8313.1746.8713.17Bl92.3591.9371.6789.0426.2723.5820

32、.9623.5841.0313.1738.0713.17Br18.9210.6516.5210.095.873.655.053.6522.0616.3418.3816.34第二层梁端控制截面内力标准值截面恒载内力活载内力风载内力柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处MVMVMVMVMVMVA93.8189.7373.6286.8426.2222.8621.0822.8634.999.1432.939.14Bl100.691.6979.9788.8028.5523.5423.2523.5428.669.1426.609.14Br16.3110.6513.9110.095.173.654

33、.353.6515.3011.3312.7511.33第三层梁端控制截面内力标准值截面恒载内力活载内力风载内力柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处MVMVMVMVMVMVA93.2689.7273.0786.8326.2122.8621.0722.8623.236.121.866.1Bl100.191.779.4788.828.4423.5423.1423.5418.816.117.446.1Br16.6510.6514.2510.095.193.654.373.6510.117.498.427.49第四层梁端控制截面内力标准值截面恒载内力活载内力风载内力柱轴线处柱边缘处柱轴线处柱

34、边缘处柱轴线处柱边缘处MVMVMVMVMVMVA93.3989.7573.2086.8627.0522.9221.8922.9212.933.412.173.4Bl10091.6779.3788.7828.9723.4823.6923.4810.553.49.793.4Br16.4910.6514.0910.095.043.654.223.655.674.24.734.2第五层梁端控制截面内力标准值截面恒载内力活载内力风载内力柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处MVMVMVMVMVMVA52.161.4538.2760.2419.1522.5314.0822.533.971.013

35、.741.01Bl63.564.7748.9363.6823.7923.8718.4223.873.001.012.771.01Br17.9510.6515.5510.097.183.656.363.651.611.191.341.19 (6)内力组合根据内力计算结果，即可进行框架各梁柱各控制截面上的内力组合，其中梁的控制截面为梁端柱边及跨中。由于对称性，每层有5个控制截面，即下列图6-7中的1、2、3、4、5号截面，表1给出了各层梁的内力组合过程。柱那么分柱边和中柱即A柱、B柱，每个柱每层有两个控制截面，以图6-7中第三层为例，控制截面为5、6号截面，表2给出了各层柱的内力组合过程。组合时，

36、竖向荷载作用下的梁支座截面负弯矩乘了系数0.8，以考虑塑性内力重分布，跨中截面弯矩相应增大由平衡条件确定；当风荷载作用下支座截面为正弯矩且与永久荷载效应组合时，永久荷载分项系数取1.0.图6-7注：使梁下部受拉的弯矩为正，使梁截开局部产生顺时针方向转动的剪力为正。 层控制截面恒载活载风荷载左风内力组合1.35+1.4×0.71.2+1.4±1.4×0.6 或1.0+1.4±1.4×0.61.2±1.4+1.4×0.7 或1.0±1.4+1.4×0.7MVMVMVMmaxMminVmaxMmaxMminVm

37、axMmaxMminVmax51-38.2760.24-14.0822.533.74-1.01-52.35103.4-49.37106.97-42.5499.60294.58-1.6637.2-0.670.485-1.01164.1-1.58165.98-3.78150.63-4.063-48.93-63.68-18.42-23.87-2.77-1.01-73.47-119.39-69.93-110.68-65.29-112.554-15.5510.09-6.363.651.34-1.19-21.7817.20-20.9216.22-18.0413.955-9.130-5.5400-1.19-

38、14.20-14.97-1-13.11-1.6741-73.2086.86-21.8922.9212.17-3.4-96.24139.72-84.57133.46-70.40121.932101.45-0.9629.35-0.281.19-3.4165.7-1.57163.83-4.36152.17-6.193-79.37-88.78-23.69-23.48-9.79-3.4-104.2-143.07-110.95-142.26-108.47-134.314-14.0910.09-5.043.654.73-4.2-19.1717.20-15.2013.69-10.869.815-7.670-3

39、.400-4.2-10.950-11.17-3.53-10.03-5.8831-73.0786.83-21.0722.8621.86-6.1-95.44139.62-75.38131.08-56.06118.062101.45-0.9930.18-0.342.21-6.1166.5-1.67165.85-6.79154.41-10.063-79.47-88.8-23.14-23.54-17.44-6.1-103.9-142.95-116.86-144.64-119.16138.174-14.2510.09-4.373.658.42-7.49-18.8217.20-11.529.88-5.325

40、.205-7.830-3.5500-7.49-11.240-11.49-6.30-10.3-10.4921-73.6286.84-21.0822.8632.93-9.14-96139.64-66.62127.25-41.10113.812100.84-0.9830.11-0.343.165-9.14165.6-1.66166.26-10.61137.72-14.313-79.97-88.80-23.25-23.54-26.60-9.14-104.6-142.95-125.16-147.19-129.96-142.434-13.9110.09-4.353.6512.75-11.33-18.431

41、7.20-7.527.70-1.09-2.205-7.490-3.5300-11.33-10.860-11.14-95.17-9.96-15.8611-69.2286.60-17.9222.8246.87-13.17-88.8139.27-47.15124.81-14.88107.852111.70-1.2233.04-0.384.4-13.17183.2-2.02183.99-13.06147.98-20.273-71.67-89.04-20.96-23.58-38.07-13.17-93.84-157.51-124.26-150.92-138.53-148.394-16.5210.09-5

42、.053.6518.38-16.34-21.817.20-6.083.494.263-9.725-10.100-4.2300-16.34-14.220-14.43-13.73-13.01-22.88层控制截面恒载活载风荷载右风内力组合1.35+1.4×0.71.2+1.4±1.4×0.6 或1.0+1.4±1.4×0.61.2±1.4+1.4×0.7 或1.0±1.4+1.4×0.7MVMVMVMmaxMminVmaxMmaxMminVmaxMmaxMminVmax51-38.2760.24-14.082

43、2.53-3.741.01-52.35103.4-55.65104.68-53.0195.78294.58-1.6637.2-0.67-0.4851.01164.1-1.58164.62-2.18149.27-1.233-48.93-63.68-18.42-23.872.771.01-73.47-119.39-65.27-108.99-57.53-98.384-15.5510.09-6.363.65-1.341.19-21.7817.20-23.1718.22-21.7117.355-9.130-5.54001.19-14.20-14.97-1-13.111.6741-73.2086.86-2

44、1.8922.92-12.173.4-96.24139.72-105.02139.18-104.48131.452101.45-0.9629.35-0.28-1.193.4165.7-1.57161.831.50148.843.333-79.37-88.78-23.69-23.489.793.4-104.2-143.07-94.50-136.55-81.06-124.794-14.0910.09-5.043.65-4.734.2-19.1717.20-23.1520.75-24.1021.575-7.670-3.4004.2-10.950-11.173.53-10.035.8831-73.07

45、86.83-21.0722.86-21.866.1-95.44139.62-112.10141.33-117.27118.062101.45-0.9930.18-0.34-2.216.1166.5-1.67162.143.7148.227.223-79.47-88.8-23.14-23.5417.446.1-103.9-142.95-87.56-134.39-70.33-121.094-14.2510.09-4.373.65-8.427.49-18.8217.20-25.6723.51-28.9026.175-7.830-3.55007.49-11.240-11.496.30-10.310.4

46、921-73.6286.84-21.0822.86-32.939.14-96139.64-121.94143.89-133.30139.412100.84-0.9830.11-0.34-3.1659.14165.6-1.66160.946.22128.8611.483-79.97-88.80-23.25-23.5426.609.14-104.6-142.95-80.47-131.84-55.48-116.834-13.9110.09-4.353.65-12.7511.33-18.4317.20-28.9426.74-36.7931.5475-7.490-3.530011.33-10.860-1

47、1.14-9.52-9.9615.8611-69.2286.60-17.9222.82-46.8713.17-88.8139.27-125.89146.93-146.12144.722111.70-1.2233.04-0.38-4.413.17183.2-2.02176.609.31135.6616.853-71.67-89.04-20.96-23.5838.0713.17-93.84-157.51-60.30-128.80-31.93-111.524-16.5210.09-5.053.65-18.3816.34-21.817.20-36.9630.94-45.5538565-10.100-4.230016.34-14.220-14.4313.73-13.0122.87647第一层柱控制截面内力组合值表柱别截面内力恒载活载风荷载1.35+1.4×0.71.2±1.4+1.4×0.7 或1.0±1.4+1.4×0.71.2+1.4±1.4×0.6 或1.0+1.4±1.4×0.6NVMVMV左风右风左风右风A柱顶M-29.46-8