整理主梁截面高度

1、1王梁截面图度h =(18取 h=700mm 1王梁截面范度b= (1112812取 b=300mm11次梁截面图度h=(-1218取 h=500mmL = (1 )8000=667mm -1000mm812h=(8L二(1、一)700=233 mm 350 mm 1211、一一)8000=444mm 660 mm12181次梁截面宽度b=(- 21、一)500=167mm 250 mm3取 b=250 mm柱高度：底层柱高度4 m其它层柱高h =3.6m梁、柱自重梁柱可根据截面尺寸，材料容重及粉刷等计算出单位长度上的重力荷载如：Lab： bM h =0.3m 0.7m长度：5.3m。表2-1

2、 梁、柱重力荷载标准值层 次构件b(m)h(m)VPg(KN /m)li(m)nGi(KN )Gi(KN )18L1AB0.30.7251.055.5135.43259.872542.08L1CD0.30.7251.055.5137.88292.94L20.30.7251.055.5132.5227.56L3AB0.30.7251.055.5135.438235.49L3CD0.30.7251.055.5137.888371.76L40.30.7251.055.5132.58110.25L5AB0.250.5251.053.2815.348139.13L5CD0.250.5251.053.28

3、17.78202.13,L60.30.7251.055.5137.0658311.57L60.30.7251.055.5133.6479.38L60.30.7251.055.5136.924912.87Zi0.70.7251.113.4754.2402263.8乙0.60.6251.19.93.6361283.04注：1):表中P为考虑梁柱的粉刷层重力荷载而对重力荷载的增大系数;g为单位长度构件重力荷载； n为构件数量。2.2.6墙体自重墙体为240mm厚粘土空心砖，外墙面贴瓷砖(0.5KN/m2),内墙面为20厚 抹灰。则：外墙单位墙面重力荷载为：0.5+0.24 15+17X0.02=4.

4、44KN /m2内墙单位墙面重力荷载为：0.24 5+17X0.02)2=4.28KN /m2墙体自重计算： 底层墙： 外墙G 轴：(61.210X0.70) X 4.2 6.5X3.5 X25.9 X3.5 X26.4 X3.5 2.9 x3.5 -5.85 X3.5 -5.95 X 3.5 -6.5 X3.5 X 4.44 =196.43KNA 轴：(61.2 10X0.70) X 4.2 -2.4X 1.3 X2-2.4 X 2.5 X 1.4 + 1.8 X2.5 X 4.44 =925.74KNA- G轴：(16.7 4X0.7) X 4.21.8 X 2.4 X 2X4.44=48

5、0.05 KN 内墙E 轴：(61.2 10.8 X 2 7.2 10 X 0.7) X 4.2-(0.8 X 2.1 X 4 + 2.7 X 3 ) X 4.28 =393.16KNF轴：(3.6 .24) X4.2 0.8 X2.1 X4X4.28=212.84KND轴：(61.210X0.7 3.6X27.20.3) X 4.2 2.7 X 8) X 4.28=617.6KN E-G轴：(5.6+ 0.06) X4.2X4+ (5.6+0.32X0.7) X 1.2 X 6 X 4.28=892.33 KN A-D 轴：(8.62X0.7) X 4.2X8+ (8.12X4.2-1.5X

6、2.1) X 2+8.12 X 4.2 X 4.28=1438.64KN 二八层墙：G 轴：(61.210X0.6) X3.66.6 X2.9 X24X 1.5 X2 13.4 X3.6 X2x 4.44 =230.70KNA轴：(61.2 10X0.6) X 3.6 -2.4 X 1.4 X2-2.4 X 1.9 X 15 x 4.44 X 2=548.79 KN A- G轴：(16.7 4X0.6) X 3.6 - 1.9 X 1.9 X 4.44 X 2=425.09 KN 内墙E轴:(61.20.6X10) X 3.60.8 X 2.1 X 42.7 X 7 X 4.28 =740.8

7、7KND轴:(61.2 0.6X107.2) X 3.6 -2.7 X 8 X 4.28 =647.14KNE-G 轴：(5.6+0.060.12) X 3.6 - 2.7 X 8 X 4.28 =765.01 KNA-D 轴：(8+0.12 X 3.6-1.5 X2.1 ) X2+ (8 + 0.6 2X0.6) X 3.6 X8+ (8 + 0.12) X 3.6 X 4.28 =1260.53KN女儿墙(61.20.6 X 10) X1.2 X4.44 X2=588.22KN(16.7-4X 0.6) X 1.2 X4.44 X 2=108.69KN墙体自重见表2-2表2-2 墙体自重墙

8、体 (KN )底层墙5156.79二八层墙4807.55女儿墙696.892.2.7门窗重量2.2.7门窗重量门窗单位面积重力和载取值：木门为0.2KN/m2,钢铁门取0.45 KN/m2,铝合金窗取0.4KN/m2。门窗重量见表2-3表2-3门窗重量层次门(窗)洞口尺寸宽(m)祸(m)个数单位面积 重力何载总重量(KN )底层 标准层M-2900X210020.20.756M-3800X210080.22.69M-61000X 2700120.26.48M-75840 X 350010.459.198M-85950X 350010.459.37M-91500 X 350010.452.36F

9、M-21500 X 210020.452.835C-32400 X 2500140.433.6C-51800 X 250020.43.6C-166500X 350020.452.496C-175900X 350020.4520.475C-186400 X 350010.4518.585C-192900 X 350010.454.57C-141900X240020.43.648C-153000X 240020.45.76合计136.50门窗重量见表2-3表2-3门窗重量层次门(窗)洞口尺寸宽(m)祸(m)个数单位面积 重力何载总重量(KN )底层 标准层M-2900X210020.20.756M

10、-3800X210080.22.69M-61000X 27006.48120.2M-41800 X 270010.452.187FM-21500X 210020.452.835C-7 2400 X 1900150.4027.36C-204000 X 150020.455.4C-22P 6600 X 290020.4517.226C-131900X 190020.42.888C-62400 X 140020.452.187BLM13400 X 360020.4543.416合计115.04顶层重力荷载代表值包括：屋面包载、50%屋面雪荷载、纵横梁自重、半层柱 自重、半层墙自重。即：5079.54

11、+ 0.5 M08.82+ 2542.08+ 0.5 X425.6+ 0.5 M807.55+ 47.52 + 642.57 + 115.04 =11747.69KN其它层重力荷载代表值包括：楼面包载、50%楼面均布活载、纵横梁自重、 楼面上下各半层柱及纵横墙体自重第七 层为：3280.75 + 0.5 )2120.58 + 2542.08 + 1425.6 + 4807.55 +115=13231.27KN同理可得其他各层楼面的重力荷载代表值如下：第六层:13231.27 KN第五层：13231.27KN第四层：13231.27KN第三层:13231.27 KN第二层:13231.27KN第

12、一层：13866.6 KN8 则建筑物总重力荷载代表值 Gi为：i 18G Gi =11747.69+ 13231.27X 6+13866.6 i =1= 105001.91KN质点重力荷载代表值见图2-4G8=8904.23kN G7=11048.59kN G6=11048.59kN .G5=11048.59kN G4=11048.59kN G3=11048.59kNG=11048.59kNG=11531.05kN图2-3质点重力荷载代表值2.3水平地震力作用下框架结构的侧移验算横梁线刚度混凝土采用 C30, Ec =3 107 KN/m2在框架结构中，现浇楼面可以作为梁的有效翼缘，增大梁的

13、有效刚度，减少 框架侧移。考虑到这一有利作用，在计算梁的截面惯性矩时，对现浇楼面的边框 架梁取I=1.5Io(Io为梁的截面惯性矩)；对中框架梁取I=2.0Io 横梁线刚度计算结果见表2-4:表2-4横梁线刚度梁号(L)截回bxh2(m )跨度L( m)惯性矩 I0=bh3/12 (10-3 m)边框架梁中框架梁Ib (10-3 m4)Kb.一 4(10 KN.m)Ib(10-3 m)Kb(104KN -m)Liab0.3 0.75.438.57512.867.01Licd0.3 0.77.888.57512.8615.4L20.3 0.72.58.57512.8615.4L3AB0.3 0.

14、75.438.57517.159.48L3CD0.3 0.77.888.57517.156.01L40.3 0.72.5_38.57517.1520.62.3.2横向框架柱的侧移刚度D值 (1)柱的线刚度见表2-5:柱号Z截回(m2)柱高度h(m)惯性矩IcIc=bh3/12(m4)线刚度Kc=EIc/h (KN m)Zi0.7 0.75.6520.0 10-3414.29 10Z20.6 0.63.6-310.8 1049.0 10项目层色、数k =（一般层） 2kc-Z kb _k =（底层） kca =（ 版层）2 + ka =05把（底层）2 +k12D =akc、 h2（kN/m）根

15、 数底层A柱0.420.3836940.1410B柱1.860.6159298.6410C柱2.090.6361242.8610D柱0.660.4543744.910工D201226.54一八 层A柱0.680.2528333.3310B柱2.960.6051666.6710C柱3.330.625000010表2-5柱线刚度表2-6横向框架柱侧移刚度D柱1.050.3420833.3310工D150833横向框架自振周期按顶点位移法计算框架的自振周期。顶点位移法时求结构基频得一种近似方法，将结构按质量分布情况简化成无 限质点的悬臂直杆。导出以直杆顶点位移表示的基频公式，这样，只要求出结构 的顶

16、点水平位移，就可按下式求得结构的基本周期。1=1.7： 0 T式中：0 基本周期调整系数，考虑填充墙使框架自振周期减小的影响，取0.7T框架的定点位移。在未求出框架的周期前，无法求出框架的地震 力及位移。AT是将框架的重力荷载视为水平作用力，求得假想框架的定点位移，然后由AT求出Ti ,再用Ti求得框架结构的底部剪力，进而求出框架各层剪力和结构真正的位移。横向框架顶点位移计算见表2-7:表2-7横向框架顶点位移表2-7横向框架顶点位移层 次Gi(kN)Z Gi (kN)Di (kN /m)层间相对位移G GiSi - c Di i811747.6911747.691508333.30.0078

17、0.291713231.2724978.961508333.30.01660.283613231.2738210.231508333.30.02530.267513231.2751441.51508333.30.03410.241413231.2764672.771508333.30.04290.207313231.2777904.041508333.30.05160.164213231.2791135.311508333.30.06040.113113866.6105001.91201226.540.05220.052按式Ti =1.7%计算基本周期:T=1.7X0.7 X横向框架地震作用计

18、算根据建筑设计抗震规范（GB50012001）规定，对于高度不超过40米, 以剪切变形为主，且质量和刚度沿着高度方向分布比较均匀的结构， 以及近似于 单质点体系的结构，可以采用底部剪力法等简化方法计算抗震作用。 因此本框架采用底部剪力法计算抗震作用。.结构总水平地震作用标准计算： TOC o 1-5 h z GeqG(5.5)Fn =、fFek(5.6)nFi =(Fek - Fn) GjHL GiHi(5.7)j 4式中：四：结构基本自振周期的水平地震影响系数值；Geq：结构等效总重力荷载，多质点可取总重力荷载代表值的85%； Fn：顶部附加水平地震作用；6n :顶部附加地震作用系数；Fek

19、 :结构总水平地震作用标准值；Hi,Hj：分别为质点i,j的计算高度； 结构等效总重力荷由公式(5.5)计算得：Geq =0.85% Gj -0.85 (9678.31 8839.58 8893.42 5 8085.94) =60410.29kN在R类场地，7度设防区，设计地震分组为第一组情况下，由建筑设计抗震规范(GB500112001)可查得：结构的特征周期Tg=0.35s,水平影响系数最大值为：max=0.08T 0.90.9基本周期的地震影响系数 叫且max = 0 ( 08 = 0.0411 max 10.74.J因为工=0.74s a 1.4Tg =1.4X0.35 = 0.49s

20、，所以考虑顶部附力口水平地震作用 其附加地震作用6n为：、n =0.08Tl 0.07 =0.08 0.74 0.07 =0.129所以对于多质点体系，结构底部纵向水平地震作用标准值：Fek = : 1Geq =0.041 60410.29 = 2476.82kN 附加顶部集中力： =、nFEK =0.129 2476.82 =319.51kN表2-8各层横向地震作用剪力及楼层地震剪力层次层(Wj(m)Hi(m)Gi (kN)GiHi (kN m)GHFi (kN)V(kN)nZ GiHij土83.629.411747.69345382.090.198715.81211.873.625.813

21、231.27341366.770.196707.481921.7863.622.213231.27293734.190.169610.022531.853.618.613231.27246101.620.142512.563044.3643.61513231.27198469.050.114411.493455.8533.611.413231.27150836.480.087314.033769.8823.67.813231.27103203.910.059212.963982.8414.24.213866.658239.720.034122.734105.57注：表中第八层Fi中加入了 AF

22、n横向框架各层水平地震作用和地震剪力见图2-4图2-4横向框架各层水平地震作用和地震剪力(a)水平地震作用(b)地震剪力2.3.5水平地震作用下的位移验算1/1364V 1/550,满足要求。水平地震作用下框架结构的层间位移 A和顶点位移u计算见表2-9,表中i层 次Vi(KN )ZDi(N / mm)A Vi &Uji Di (mm)8Ui = 3Ui )k三(mm)hi(mm)，=&uhi.81211.81508333.30.8115.2536001/444471921.781508333.31.2714.4436001 /283562531.81508333.31.6813.173600

23、1/214353044.361508333.32.0211.4936001/178243455.851508333.32.299.4736001/157233769.881508333.32.507.1836001/144023982.841508333.32.644.6836001 /136414105.57201226.542.042.0442001 /2059还计算了各层的层间弹性位移角,e-Ui/hi.表2-9横向水平地震作用下的位移验算由上表可知，最大层间位移发生在第一层，其值为3内力组合3.1水平地震作用下横向框架的内力分析其中框架柱端剪力和弯矩可分别按下列公式计算一Dj 一 卜“

24、一.Vj V、M M j =Vjyh , M j= Vj(1- y h , y = yn +yi+y2+ y3 Dj表3-1横向框架边柱的内力分析层 次himmVi(KN )Z Dj(N/mm)边柱Di1Vi1KyMtMiU83.61211.81508333.328333.3322.811.050.35128.8253.293.61211.81508333.320833.3316.770.680.318.1142.2673.61921.781508333.328333.3336.11.050.4558.4871.483.61921.781508333.328333.3326.540.680.4

25、38.2257.3363.62531.81508333.328333.3347.561.050.4577.0594.173.62531.81508333.320833.3334.970.680.4556.6569.2453.63044.361508333.328333.3357.191.050.4592.65113.243.63044.361508333.320833.3342.050.680.4568.1283.2643.63455.851508333.328333.3364.921.050.5116.86116.863.63455.851508333.320833.3347.730.680

26、.4577.3294.5133.63769.881508333.328333.3370.821.050.5127.48127.483.63769.881508333.320833.3352.070.680.593.7393.7323.63982.841508333.328333.3374.911.050.5134.84134.843.63982.841508333.320833.3355.080.680.55109.0689.2314.24105.57201226.542012265.489.250.660.65243.65131.204.24105.57201226.542012265.47

27、5.370.420.7221.5994.97注：该表中每一层上下两行分别代表A柱和D柱。表3-2横向框架中柱的内力分析层 次himmVi(KN )乙Dij(N/mm)中柱Di1Vi1KyM：M：83.61211.81508333.351666.6741.513.330.4567.2582.193.61211.81508333.35000040.172.960.4565.0879.5473.61921.781508333.351666.6765.833.330.5118.49118.493.61921.781508333.35000063.712.960.5114.22115.1463.6253

28、1.81508333.351666.6786.723.330.5156.1153.13.62531.81508333.35000083.552.960.5150.39150.3953.63044.361508333.351666.67103.513.330.5186.32186.323.63044.361508333.350000100.462.960.5180.83180.38343.63455.851508333.351666.67117.53.330.5211.5211.53.63455.851508333.350000114.042.960.5205.27205.2733.63769.

29、881508333.351666.67128.183.330.5230.72230.723.63769.881508333.350000124.972.960.5224.95224.9523.63982.841508333.351666.67135.593.330.5244.06244.953.63982.841508333.350000131.62.960.5236.88236.8814.24105.57201226.5461242.86139.592.090.596349.42236.884.24105.57201226.5459298.64135.481.860.607345.39223

30、.6注：该表中每一层上下两行分别代表 B柱和C柱1l ib b uMb =-T(M i i,j Mi,j) ib ibrr i b bu12Mb M bVb :n 1 r Ni 八(Vb-Vb) k=iMb =-T(Mi i,j Mi/ib ib表3-3 AB梁和BC梁梁端弯矩剪力计算表层 次梁AB梁BClMbMbrVblMbMbVb87.8942.2661.2513.122.526.2818.2917.8377.8975.44138.7727.152.559.4441.4540.3667.89107.46203.7739.452.589.8760.8859.557.89139.46255.0

31、450.2.5109.5776.1874.347.89162.63197.358.292.5127.388.8086.4437.89171.05331.3563.682.5141.5198.9596.1827.89182.96355.6168.262.5151.93106.22103.2617.89354.57354.5770.82.5153.89105.91103.92表3-4CD梁梁端弯矩剪力和柱轴力计算表层 次梁CD柱轴力lMbMbrVbNaNbNcNd85.4353.2955.8320.1-20.12.274.7113.1275.43100.3126.3041.73-61.833.64

32、17.9240.2765.43152.65186.7262.5-124.336.6437.9779.7255.43190.29232.8577.93-202.2610.2762.27129.7245.43209.51270.5288.40-290.6612.2390.42188.0135.43244.34300.71100.38-391.0416.43122.92251.6925.43262.33322.85107.77-498.8120.94157.92319.9515.43266.04327.03109.22-608.0326.24191.04390.75注：柱轴力中负号表示拉力图3-1水

33、平地震作用下框架的弯矩图3.2竖向荷载作用下框架结构的内力计算计算单元取轴线横向框架进行计算，计算单元宽度为7.2m,如图3-3,由于房间内布置有次梁，故直接传给该框架的楼面荷载入图中的水平投影线所示，计算单元法内内的其余楼面荷载则通过次梁和纵向框架梁以集中力的形式传给横向框架， 作用于各节点上。由于纵向框架的中心线与柱的中心线不重合，因此在框架节点上还作用有集中力矩。36003600720072004678图3-3横向框架计算单元荷载计算1）、恒载作用下图3-4各梁上作用的恒载梯形折减系数：二二3300/2 =1650mm二=a/l =1650/6600=0.25 231 -2：=1-0.1

34、25+0.016=0.89三角形折减系数：=5/81.恒载计算第8层梁的均布线荷载AB跨：屋面均布包载传给梁4.95 a6 0.91=16.28kN/m横梁自重（包括抹灰）5.5kN/m恒载：21.97kN/mBC跨:屋面均布包载传给梁4.97 a6 5/8=11.18kN/m横梁自重（包括抹灰）5.51kN/m恒载：20.361kN/mCD跨：屋面均布包载传给梁4.95 a6 W83=14.85kN/m横梁自重（包括抹灰）5.51kN/m恒载：20.36kN/m第27层梁均布线荷载CD跨：楼面均布包载传给梁3.21 a6 0.83 =9.59 kN/m横梁自重（包括抹灰）5.51kN/m4.

35、28 卒.6-0.7)=12.41kN/m横墙自重（包括抹灰）恒载：27.51kN/mBC跨:楼面均布包载传3.21 a6 5/8=7.22 kN/m横梁自重(包括抹灰)5.51kN/m恒载:12.73 kN/mAB跨：楼面均布包载传给梁3.21 a6 0.91=10.52kN/m横梁自重(包括抹灰)5.51kN/m横墙自重(包括抹灰)4.28卒.6-0.7) =12.41 kN/m恒载：28.44kN/m集中荷载P、P2的计算：对于第8层集中荷载：P,、P2分别为由边纵梁、中纵梁直接传给柱的恒载， 它包括女儿墙、楼板重和梁自重的重力荷载。集中荷载P、P2的计算：对于第8层集中荷载：R、F2分

36、别为由边纵梁、中纵梁直接传给柱的恒载， 它包括女儿墙、楼板重和梁自重的重力荷载。P1 = (3.6 1.8 0.5) 2+ (4.4+ 8) 0.5 1.8 &21 + 5.51 7.2+3.281 8/2+ 4.44 *(7.2 -0.6) X3.6 -0.7)2.4X1.9 )2 +0.4 2.4 X.9 2=158.71KNP1 = (3.6 1.8 0.5) X2+ (4.4+ 8) 0.5 1.8本97+ 5.51 7.2+3.281 8/2+ 4.44 X.2 7.2=180.62 KNP2= (3.6 1.8 8.5) P+ (4.4+ 8) P.5 1.8+(3.6+2.35)

37、%5 1.25 F 497 + 5.51 汉.2+3.281 8/2=179.22 KNP3 = (3.6 1.8 8.5) 2+ (2+5.6) 0.5 1.8+(3.6+2.35)%5 1.25 次497 + 5.513 汉.2+3.281 5.6/2=152.02 KNP4= (3.6 1.8 8.5) 2+ (2+5.6) 0.5 X.8 4.97+5.51 7.2+3.281 5.6/2 + 4.44 X.2 H.2=153.42KN集中力矩：M1 =P1 0=180.62 X(0.6-0.3) /2=27.09KN mM2 -P2 e2 =179.22 X(0.6-0.3) /2=

38、26.88KN mM3e3=152.02 X(0.6-0.3) /2=22.8KN mM4=P e4 =153.42 X(0.6-0.3) /2=33.01 KN，m对27层：Pi = (3.6 1.8 0.5) 2+ (4.4+ 8) 0.5 1.8 &21 + 5.51 7.2+3.281 8/2+ 4.44 本(7.2 -0.6)天3.6 -0.7) 2.4X1.9 )2 +0.4 2.4 X.9 2=158.71 KNP2= (3.6 1.8 8.5) X2+ (4.4+ 8) 0.5 1.8+(3.6+2.35)%5 1.25 2在12 + 5.51 7.2+ 3.281 8/2 +

39、 4.28 2.7 + 2.7 0.2=205.36KNP3 = (3.6 1.8 8.5) 2+ (2+5.6) 0.5 1.8+(3.6+285)%5 1.25 2 注21+ 5.51 H.2+3.281 添6/2+4.28 X(7.2 -0.6) (3.6 -0.7) -1 2.7 + 2.7 0.2=190.33KNP4= (3.6 1.8 8.5) 2+ (2+5.6) 0.5 X.8 3.21 + 5.51 7.2+3.281 5.6/2+ 0.45 汉.2 )3.6=107.2 KN集中力矩：M1 =158.71 X(0.6-0.3) /2=23.81 KN mM 2 = P2

40、e2 =205.36 X(0.6-0.3) /2=30.80KN mM3 = R 63=190.33 X(0.6-0.3) /2=28.55KN mM4e4 =107.2 义(0.6-0.3) /2=16.08KN m对1层：P1 = (3.6 1.8 0.5) 2+ (4.4+ 8) 0.5 1.8 &21 + 5.51 7.2+3.281 8/2+ 4.44 *(7.2 -0.6)天3.6 -0.7) 2.4X1.9 )2 +0.4 2.4 X.9 2=158.71 KNP2= (3.6 1.8 8.5) X2+ (4.4+ 8) 0.5 1.8+(3.6+2.35)%5 1.25 2在1

41、2+ 5.517.2+3.281&2 + 4.284(7.2 -0.6) 2.7 + 2.7 0.2=205.36KNP3 = (3.6 1.8 8.5) 2+ (2+5.6) 0.5 1.8+(3.6+2.35)%5 1.25 次在21+ 5.51 H.2+3.281 添6/2+4.28 X(7.2 -0.6) (3.6 -0.7) -1 2.7 + 2.7 0.2=190.33KNP4= (3.6 1.8 8.5) 22+ (2+5.6) 0.5 X.8 3.21 + 5.51 7.2+3.281 5.6/2+ 0.45 汉.2 )3.6=107.2 KN集中力矩：M1 =P1 0=158

42、.71 义(0.7-0.3) /2=31.74KN，mM 2 = P2 G =205.36 义(0.7-0.3) /2=41.07KN mM3e3=190.33 X(0.7-0.3) /2=38.07KN mM4 =P4 e4 =107.2 义(0.7-0.3) /2=21.44KN m2)、活载计算活载作用下个层框架梁上的荷载分布见图 5-3B CD图3-5各层梁上的活载对第8层：AB跨：q2=3.6 )0.4 0.91=1.31 KN /m BC跨：q2 =2.5 8.4 5/8 =0.625KN / mCD跨:q2=3.6 8.4 8.83=1.2KN /mR = (3.6 1.8 0.

43、5) 2+ (4.4+ 8) 0.5 1.8 0.4=7.06KNP2 =( 3.6 1.8 0.5 )22 +( 4.4 + 8 )M.5 1.8 +(3.6 +2.35) 25 1.25 2 0.4=10.03KNR=(3.6 1.8 0.5) 22+ (2+5.6) 0.5 X.8+ (3.6 + 2.35) 0.5 X.25 2 0.4=8.03KNP4= (3.6 1.8 0.5) 2+ (2+5.6) 0.5 1.8 0.4=5.33KN集中力矩：M1 =P1 0=7.06 X(0.6-0.3) /2=1.06KN mM2 =P2 e2 =10.03 X(0.6-0.3) /2=1

44、.5KN mM3e3=8.03 X(0.6-0.3) /2=1.25KN mM4 =P4 4=5.33 X(0.6-0.3) /2=0.8 KN m对第27层：AB跨：q2 =3.6 2 0.91=6.55KN/mBC跨：q2=2.5 2.5 却8 =3.91 KN/mCD跨：q2=3.6 2 0.83=5.98KN /mP1 = (3.6 1.8 0.5) 2+ (4.4+ 8) 0.5 1.8 2=35.28KNP2 =( 3.6 1.8 0.5 )X2 +( 4.4 + 8 ) M.5 1.8 +(3.6 +2.35) 25 1.25 2 2.5=53.88KNP3= (3.6 1.8 0.5