毕业设计多层框架结构计算书

1、错误！未找到引用源。构选择 结构平而布置336id3611kz4 5 恼kz4 mxswkz15tox5weis二rjl361111平面布置图1.2结构选型1.结构体系选型：采用钢筋混凝土现浇框架结构体系；2屋而结构：采用现浇钢筋混凝土肋形盖，刚柔性相结合的屋而 屋面板厚120mm o3. 楼面结构：全部采用现浇钢筋混凝土肋形楼盖，板厚120mm。4. 楼梯结构：采用钢筋混凝土板式楼梯。第二章框架计算简图及梁柱线刚度2.1确定框架计算简图23r0m mrjj0 0 m11.d5j.xtjgmcr-vbt.8jg m mr呱qlhj-if vllllllllllllllllllliiiiiiii

2、iiiiiimin itiiiiiiiihitiiiiiiinilililiiiilllllllllll1!2.1计算简图框架计算单元如上图1.1所示，取14号轴的一棍桩架计算，假定框架柱嵌固于 基础顶面，框架梁与柱刚接。由于各层柱的截面尺寸不变，故梁跨摩登与柱截面 形心轴线z间的距离。底层柱高从基础顶而算至二层楼而，基顶标高根据地质条 件、室内外高差，定为1.10g二层楼面标高为4.45叫 其余各层柱高从楼面至上 一层楼面（即层高），均为3.30m。由此可以绘出框架的计算简图2.1。.2.2框架梁柱的线刚度计算对于中框架梁取1 = 21.中间框架1=el / l = 3.ox s / m2

3、x2x1 x 0.24 x (0.6)3/2.4 =1210.8x10sn.加右边框架左边框架梁 i =ez/l = 3.oxlo7jt/7?/m2x2x 丄 xo.3x(o.6)3/6.6 = 3.9x10 和 nm12'左边梁go血加 x2x护o24x(w/6.6“9xw叫底层柱(ad轴)j底柱=ei/l =xx(0.5)4 /4.45m =3.5xl04kn.m其余柱(ad轴)i余柱=ei/l = 3.0x10%加2 x右x(0.5)4 /3 30m = 4.7xl04.m令i余柱二1，则其余各杆件的相对线刚度为:* _ 3.9xlos/v.血 左梁 一 4.7xl04km加=

4、0.83*_ 10.8xl04./n屮跨梁 _ 4.7xl04.m= 2.30'_ 3.9xlo4kn.m右边跨梁_ 4.7x10伽.加= 0.83= 3.5x10严o.74 底柱 4.7x104rnjt?第三章荷载计算3.1恒荷载标准值计算（1）屋面屋面板30厚细石混凝土保护层（刚性）4厚高聚物沥青卷材防水（三毡四油铺小石了）22x0.03 = 0.66/n2oakn/m220厚1:3水泥砂浆找平层1 ：6水泥焦渣找2%坡最薄30厚120厚钢筋02x25 = 3.ookn/m?10厚混凝0.01x17 = 0.1%n/2合计0.02x20 = 0.4/2 0.03+ 0.165x4

5、= 1.37/m2混凝±板砂浆抹灰6.00kn/m20.55kn/m202x25 = 3kn/m20.17qv/加 2计0.55kn/m20.02x25 = 0.5kn/m20.03x15 = 0.45/m20.1x25 = 0.25rn/加$0.02x20 = 0.4/m24akn/m20.65 kn / m20.04x25 = 1.0/m20.12x25 = 3.00rn/加 $（2）标准层楼面瓷砖地面（包括水泥砂浆打底）120厚钢筋混凝土板1（）厚混凝砂浆抹灰合3.12kn/m2（3）卫生间、盥洗室地面瓷砖地面（包括水泥砂浆打底）20厚素钢筋混凝土刚性防水层30厚1:6水泥焦渣

6、找坡100厚钢筋混凝土板20厚水泥砂浆抹灰合计（4）走廊地面水磨石地面（10mm面层，包括水泥粗石打底）40厚c20细石混凝土垫层120厚钢筋混凝土板10厚混合砂浆抹灰0.01x17 = 0jkn/m2合计4,s2kn/m2（5）阳台地而瓷砖地面（包括水泥粗砂打底）0.55kn/m2100厚钢筋混凝土板2.5kn /m210厚混合砂浆抹灰0a7kn/m2合计3.22kn/m2内隔墙（1）自重纵墙20厚水泥粉刷墙面0.24x2.7xl8 = 11.66£n/加0.02 xl8x2.7x2 = 1.9w / m合计13.60kn/m盥洗室墙体（2）自重纵墙0.24x2.7x18 = 11

7、.66册加贴瓷砖（包括水泥砂浆打底）共25厚2.7x0.5x2 二2.7册/加合计14.36kn/m盥洗室墙体（3） 口重纵墙20厚水泥粉刷墙面贴瓷砖墙面（包括水泥砂浆打底，共25mm厚）11.66kn/m0.02x18x2.7 = 0.97kn/加2.7xo.5 = 1.4rn/加合计14.03kn/m墙体(4)自重(自重二墙总重洞口重+门窗重+抹灰重)/长度 = (0.24x2.7x0.9x18)-(0.24x2.4x0.9x18)+ 0.2x0.9x2.4 +0.02 x 0.3 x 0.9 x 18 x 2) - 0.9 = 1.99 kn / m墙休（5）自重 纵墙0.24x18x2

8、.7 = 11.66/m20厚水泥粉刷墙面贴瓷砖墙而（包括水泥砂浆打底，共25mm厚） 合计墙体（6）自重 算法如墙体（4）=4.58kn/m墙体（7）自重纵墙20厚水泥粉刷墙而0.97kn/m1.4kn/m!4.03kn/m0.12x2.95x18 = 6.37/m0.02x18x2.95 = 1.062.95x0.5 = 1.4%n/加& 91kn/m贴瓷砖墙面（包括水泥砂浆打底，共25mm厚） 合计墙体口重纵墙20厚水泥粉刷墙面合计0.12x2.9x18 = 6.27/m0.02x18x2.9 = 1.04/77?0.5x2.9 = 1.5pn/加8.81kn/m0.24x2.9

9、x18 = n.53kn/m0.12x18x2.9 = 6.27£n/加0.02 xl8x2.9x2 = 2.09kn / m8.81kn/m墙体（9）自重算法如墙体（4）=2.98kn/m墙体（10）自重纵墙20厚水泥粉刷墙而贴瓷砖墙面（包括水泥砂浆打底，共25mm厚） 合计墙休（11）自重算法如墙体（4）=5.1kn/m墙休（a） 口重 纵墙20厚水泥粉刷合计0.02x18x2.9x2 二 2.09kn/m 14.62kn/m墙体（b）口重算法如墙体（4）=7.39kn/m阳台栏杆处口重算法如墙体（4）=3.63kn/m梁自重bxh = 240mm x 6qqmm梁自重10厚混合

10、砂浆抹灰 合计25kn / 加孑 x 0.24 x (0.6 -0.12) = 2.88en / m0.24kn/m3.12kn/mbxh = 240mm x 400mm梁自重10厚混合砂浆抹灰 合计25kn/m3x 0.24 x (0.4 一 0.12) = l68kn / m0.18kn/m1.86kn/m25kn/m3x0.24x (0.4 0.12) = 1.68kn / m梁自重25kn/m3 x0.24x(0.35-0.12) = 1.38kn/m10厚混合砂浆抹灰合计0.16kn/m1.54kn/m基础梁自重hxh = 24qmm x 6qqmm梁自垂25kn j m'

11、x 0.24x0.6 = 3.6kn /m柱自重bxh = 500mm x 500m/n25kn/m3 x0.5x0.5 = 6.25rnim1 un / n? x ().5 x 0.01 = 0.34rn /m6.59kn/m柱口重10厚混合砂浆抹灰合计3.2活荷载标准值计算 屋面和楼面活荷载标准值 根据荷载规范查的:上人屋而：2.03/走廊： 2.5kn/m2-_弋1 i®a轴阳台处悬挑梁所受荷载 集中力:屋面：恒载6.0x0.75x(1 -2x0.252 + 0.253) + 1.86 x3.6 = 21.12rn活载2.0x 0.75 x (1 - 2x 0.252 + 0.

12、253) x 3.6 = 4.82/v楼面：恒载 3.22 x 0.75 x(l-2x 0.252 + 0.253 ) + 1.86+ 3.63x 3.6 = 27.50rn活载2.0 x 0.75 x(l-2x 0.252 + 0.253 )x 3.6 = 4.82kn板传荷载屋面：恒载6.0x0.75x1x2 = 5.63/.活载2.0x0.75x|x2 = 1.88/.楼面：恒载3.22x0.75x(x2 = 3.02/,活载2.0x0.75x|x2 = 1.88/m外挑梁所受均布荷载屋面：恒载二梁自重+板传荷载= 1.86+5.63=7.49kn/m活载二板传荷载= 1.88kn/m楼

13、面：恒载二梁自重+墙重+板传荷载=1.86+14.62+3.22= 19.7kn/m活载二板传荷载= 1.88kn/ma-b轴框架梁集中力：屋面：恒载二梁重+板传荷载=1.8x-x6.0x3.6 + 6.0x0.75x-xl.5 + 6.0x0.45x-x0.9 + 6.0x+ 6.0x0.6x(l-2x0.252 +0.253)x-x 1.2x2 +6.0x045x(1-2x0.252 +0.253)x-x2x2x2 + 6.0x0.75x(1 2x0.25? +0.253)x44x2.1x2 + 1.54xl.2x-x2 + 1.54x2.1x-x2x2 + 1.86x3.6x-x2 =

14、57.81活载二板传荷载二1.8 x-x 2.0 x 3.6 + 2.0x 0.75 x-x 1.5 +2.0x0.45x-x 0.9 +6.0 x8 8 80.45x(l-2x0.252 +0.253)x-xl.2x2 + 2.0x0.6x-xl.2x-x28 8 8+ 2.0x0.6x(l-2x0.252 +0.253)x-xl.2x2 +2.0x045x(1-2x0.252 +0.253)x-x2.1 x 2 x 2 + 2.0 x 0.75 x (1 - 2 x 0.252 +0.253)x-44x 2.1x2 = 15.17rn楼面：恒载二墙重+梁重+板传荷载二1.8x-x3.72x

15、3.6 + 3.72x0.75x-xl.5 + 3.72x0.45x-x0.9 + 6.0x 8 8 80.45x(1 2x0.252 +0.253)x-xl.2x2 + 3.72x0.6x-xl.2x-x28 8 8+ 3.72x0.6x(1 2x0.252 +0.253)x-xl.2x2 + 3.72x0.45x(l-2x0.252 +0.253)x 丄 x2x2x2 + 3.72x0.75x(1-2x0.252 +0.253)x-44x2x2 + 1.54xl.2x 丄x2 +1.86x2丄 2x2 + 1.86x3.6x1x2 +8428.91x-x2xl.2 + 4.58x-x2xl

16、.2 + 2.98x0.9x2x 丄+ 5x-x2xl.28444+ 8.81xl.5x 丄 x2 + &36xl.2x2x 丄= 74.64rn2 2活载二板传荷载二1.8x-x 2.0 x 3.6+ 2.0x0.75 x-x 1.5 +2.0x0.45x-x0.9 + 6.0x8 8 80.45x(l-2x0.252 +0.253)x-xl.2x2 + 2.0x0.6x-xl.2x-x28 8 8+ 2.0x0.6x(l-2x0.252 +0.253)x-xl.2x2 +2.0x045x(1-2x 0.252 +0.253)x-x2.1x2x2 + 2.0x0.75x(1-2x0.

17、252+0.253)x-44x2.1x2 = 15.17板传均布荷载屋面：恒载6.00 xl.8x(l-2x 0.252 + 0.253 )x2 = 19.22rn / m6.00x0.75x(1-2x0.252+0.253)x2 = & 0kn/m活载楼面：恒载活载2.00 x 1.8 x (1 - 2 x 0.25 $ + 0.25 3)x2 = 6.4w/m2.00 x 0.75 x(l-2x 0.252 + 0.253 )x2 = 2.2 kn / m3.72x1.8x(1-2x0.252 +0.253)x2 = 11.92/m3.72 x 0.75 x (1 2 x 0.25

18、 2 + 0.25?) x 2 = 491kn / m2.00xl.8x(l-2x0.252 +0.253)x2 = 6.4raf/n2.00 x 0.75 x(l-2x 0.252 + 0.253 )x2 = 2.61 kn / mb轴梁所受均布荷载屋面：恒载二梁重+板传荷载=3.12+19.22=22.34kn/m活载二板传荷载=6.41kn/m恒载= 梁重+板传荷载=3.12+8.01= 11.13kn/m活载二板传荷载=2.67kn/m楼面：恒载二梁重+墙重+板传荷载=3.12+13.60+11.92=28.64kn/m活载二板传荷载=6.41kn/m恒载二梁重+墙重+板传荷载=3.1

19、2+14.36+4.97=22.45kn/m活载二板传荷载=2.67kn/mc轴框架梁荷载板传荷载屋面：恒载6.00xl.2x-x2 = 9.00kn / m活载2.00 xl.2x-x2 = 3.00rn im8楼面：恒载4.82xl.2xdx2 = 7.23£w/加8活载2.50xl.2x-x2 = 3.75rn / m8b-c梁所受均布荷载屋面：恒载= 梁重+板传荷载=3.12+9.00= 12.12kn/m活载二板传荷载=3.00kn/m楼面：恒载= 梁重+板传荷载=3.12+7.23= 10.35kn/m活载二板传荷载=3.75kn/md轴框架梁等同于a-b轴框架梁集屮力：

20、屋面：恒载二梁重+板传荷载二1.8x-x6.0x3.6 + 6.0x0.75x-xl.5 + 6.0x0.45x-x0.9 + 6.0x 8 8 80.45x(l-2x0.252 +0.253)x-xl.2x2 + 6.0x0.6x-xl.2x-x28 8 8+ 6.0x0.6x(l - 2x0.252 +0.253)xxl.2x2 +6.0x045x(1-2x0.252 +0.253)x-x2.1x2x2 + 6.0x0.75x(1-2x0.252 +0.253)x-44x2.1x2 + 1.54xl.2x-x2 + 1.54x2.1x-x2x2 + 1.86x3.6x-x2842= 57.

21、8w活载=板传荷载二1.8x-x2.0x3.6 + 2.0x0.75x-xl.5 + 2.0x0.45x-x0.9 + 6.0x8 8 80.45x(l-2x0.252 +0.253)x-xl.2x2 + 2.0x0.6x-xl.2x-x28 8 8+ 2.0x0.6x(l-2x0.252 +0.253)x-x 1.2x2+ 2.0x0.45x(l-2x0.252 +0.253)x-x2.1x2x2 +2.0x0.75x(1-2x0.252 + 0.25s) x-44x2x2 = 15 .门kn楼面：恒载二墙重+梁重+板传荷载二1.8x-x3.72x3.6 + 3.72x0.75x-xl.5

22、+ 3.72x0.45x-x0.9 + 6.0x 8 8 80.45x(1 2x0.252 +0.253)x-xl.2x2 + 3.72x0.6x-xl.2x-x28 8 8+ 3.72x0.6x(1 2x0.252 +0.253)x-xl.2x2 + 3.72x0.45x(l-2x0.252 +0.253)x 丄 x2x2x2 + 3.72x0.75x(1-2x0.252 +0.253)x-44x2x2 + 1.54xl.2x 丄x2 +1.86x2丄 2x2 + 1.86x3.6x1x2 +8428.91x-x2xl.2 + 4.58x-x2xl.2 + 2.98x0.9x2x 丄+ 5x

23、-x2xl.28444+ 8.81xl.5x 丄 x2 + &36xl.2x2x 丄= 74.64rn2 2活载二板传荷载二1.8x-x 2.0 x 3.6 +2.0x 0.75 x-x 1.5 +2.0x0.45x-x0.9 + 6.0x8 8 80.45x(l-2x0.252 +0.253)x-xl.2x2 + 2.0x0.6x-xl.2x-x28 8 8+ 2.0x0.6x(l-2x0.252 +0.253)x-xl.2x2 +2.0x045x(1-2x 0.252 +0.253)x-x2.1x2x2 + 2.0x0.75x(1-2x0.252+0.253)x-44x2.1x2

24、= 15.17板传均布荷载屋面：恒载6.00 xl.8x(l-2x 0.252 + 0.253 )x2 = 19.22rn / m6.00x0.75x(1-2x0.252+0.253)x2 = & 0kn/m活载楼面：恒载活载2.00 xl.8x(l-2x 0.252 + 0.253) x 2 = 6.4 ikn / m2.00 x 0.75 x(l-2x 0.252 + 0.253 )x2 = 2.67rn / m3.72x1.8x(1-2x0.252 +0.253)x2 = 11.92/m3.72 x 0.75 x (1 2 x 0.25 2 + 0.25?) x 2 = 491k

25、n / m2.00xl.8x(l-2x0.252 + 0.253)x2 = 6.41/m2.00 x 0.75 x(l-2x 0.252 + 0.253 )x2 = 2.6xn / mc-d轴梁所受均布荷载屋面：恒载二梁重+板传荷载=3.12+19.22=22.34kn/m活载二板传荷载=6.41kn/m恒载= 梁重+板传荷载=3.12+8.01= 11.13kn/m活载二板传荷载=2.67kn/m楼面：恒载二梁重+墙重+板传荷载=3.12+13.60+11.92=28.64kn/m活载=板传荷载=6.41kn/m恒载二梁重+墙重+板传荷载=3.12+14.36+4.97=22.45kn/m活

26、载=板传荷载=2.67kn/md轴外悬挑梁等同于a轴外悬挑梁集屮力：屋面：恒载6.0x0.75x(1 -2x0.252 + 0.253) +1.86 x3.6 = 21.12rn活载2.0x0.75x (1 - 2x0.252 + 0.253) x 3.6 = 4.82/v楼面：恒载 3.22 x 0.75 x(l-2x 0.252 + 0.253 ) + 1.86+ 3.63x 3.6 = 27.50pn活载2.0 x 0.75 x(l-2x 0.252 + 0.253 )x 3.6 = 422kn板传荷载屋面：恒载6.0x0.75x-x2 = 5.63/m8活载2.0x0.75x-x2 =

27、 1.88/m8楼面：恒载3.22x0.75x-x2 = 3.02z:7v/m8活载2.0x0.75x-x2 = 1.88/m8外挑梁所受均布荷载 屋面：恒载=梁自重+板传荷载= 1.86+5.63=7.49kn/m活载二板传荷载= 1.88kn/m楼面：恒载=梁自重+墙重+板传荷载=1.86+14.62+3.22= 19.7kn/m活载二板传荷载=l88kn/ma轴柱纵向集中荷载计算顶层柱：女儿墙口重(做法:墙高1100mm,l()()mm的混凝土压顶)0.24xl.lxl8rn/j+ 25rn/亦 x0.1x0.24 + (1.2x2 + 0.24)x0.5rn/加 2=6.61 kn i

28、 m顶层柱恒载二女儿墙自重+梁自重+板传荷载= 6.67x3.6 + 3.12x(3.6 0.5)+(4.01 + 6.75)x3.6=72.42en活载二板传荷载=3.68kn 丨 mx3.6= 325kn标准层柱：恒载二墙重+梁重+板传荷载= 7.39x(3.6 0.5) + 3.12x(3.6 0.5)+ 6.37x3.6= 55.51kn活载二板传荷载=3.68kn 丨 mx3.6= 325kn基础顶面：恒载二底层外纵墙自重+基础梁自重=11 73£n / m x(3.6-0.5) + 3.12 x (3.6 - 0.5)= 36.36 + 11.16= 47.52rnb轴柱

29、纵向集中荷载的计算顶层柱：恒载二梁自重+板传荷载+次梁传荷载= 3.12x(3.6-0.5) + 47.82= 57a9kn活载二板传荷载= 14.70kn标准层柱：恒载二梁自重+板传荷载+次梁传荷载+墙重传荷载= 3.12x(3.6 0.5) + 70.59=80.26rn活载二板传荷载= 14.70kn基础顶而：恒载=底层内墙自重+基础梁自重=13.99x(3.6 0.5) + 3.12x (3.6 0.5)= 53.04knc轴柱纵向集屮荷载等同于b轴柱纵向集屮荷载顶层柱：恒载=梁自重+板传荷载+次梁传荷载= 3.12x(3.6-0.5) + 47.82=57.49册活载=板传荷载= 1

30、4.70kn标准层柱：恒载二梁自重+板传荷载+次梁传荷载+墙重传荷载=32x(36-0.5) + 70.59=80.26en活载二板传荷载= 14.70kn基础顶面：恒载二底层内墙自重+基础梁自重= 13.99x(3.6-0.5) + 3.12 x (3.6 - 0.5)=53.04册d轴柱纵向集中荷载顶层与标准层等同于a轴柱纵向集中荷载顶层柱：女儿墙自重(做法:墙高1100mm, 100mm的混凝土压顶)0.24x1.1x18/莎 + 25kn / / x 0.1 x 0.24 + (1.2 x 2 + 0.24)x 0.5kn / in2=661 kn i m顶层柱恒载二女儿墙口重+梁cj

31、重+板传荷载= 6.67x3.6 + 3.12x(3.6 0.5)+(4.01+ 6.75)x36=72.42rn活载二板传荷载=3.68kn /mx3.6= 3.25kn标准层柱：恒载二墙重+梁重+板传荷载= 7.39x(3.6 0.5)+ 3.12x(36 0.5)+ 6.37x3.6 = 55.51kn活载二板传荷载=3.68/mx 3.6= 3.25kn基础顶面：恒载二外纵墙自重+地基梁自重=9.50x (3.6 - 0.5)+ 3.12x(3.6 - 0.5)= 39.2kn3.3风荷载计算为了简化计算，作用在外墙的风荷载可近似用作用在屋而的梁和楼而梁处的等效 集中荷载代替。w()=

32、0.35kn/m2/< 二13“k = 0zszw()z地面粗糙程度为b类 计算过程见表3-3-1,1.21v = 0a8b=3.6表3-3-1集中风荷载标准值离地高 度/ma比wknim)bhwk/kn16.951.251.461.30.353.61.654.9313.651.141.411.30.353.63.38.6910.351.141.311.30.353.63.38.077.0511.241.30.353.63.36.703.7511.131.30.353.63.526.52风荷载下的位移验算横向25层d值的计算表3-3-2横向2-5层d值的计算构件名称1 = -= i 久=

33、-2 + zd = acic(kn/m)a轴柱2x3.9x10%nm _0<?32x4.7xl04.m - *0.29315175b轴柱2><(10.8 + 3.9“10映川.加_3 门2x4.7xl04jl7v.m一0.61031592c轴柱2x(10.8 + 3.9)x10mm_3 仔2x4.7x10伽.加一 0.61031592d轴柱2x3.9xmkn.m _qo32x4.7xlo4zr2v.m - *0.29315175工£) = 15175 + 31592 +31592 +15175 = 9353407/加« 3-3-3横向底层d值的计算构件名称

34、1 = lc0.5 + /d = acic (kn/m)2 + ia轴柱3.9xl04.m 3.5 x iq4 kn.m0.5211102b轴柱(3.9 + 10.8)xl04zrmm ,加3.5xi04kn.m0.7616226c轴柱(3.9 + 10.8)x10snm, “3.5xlo4jt7v.m0.7616226d轴柱3.9x"knjn 小3.5x104rnm0.5211102v d = 11102 + l 6226 +16226 + 11102 = 54656kn / m风荷载作用下框架侧移计算j层侧移u j = £ j顶点侧移 u = £ z jj=i

35、/=1« 3-3-4风荷载作用下框架侧移计算层次wj / knvy /kny d/kn /inaw j / mau / hj54.934.93935340.000051/662254&6913.62935340.000151/2202638.0721.69935340.00021/1650226.7028.39935340.00031/1100116.5234.91546560.00061/7463u =工 atij = 0.0013m侧移验算层间侧移最大值:1/7463<1/550（满足要求）框架在竖向荷载作用下的受荷载总图如下图（图屮数值均为标准值）b8lswn1伸

36、a;% 1liaiw1mliai555174.wn n5552il115.17iwik.11mil11125* 'm加511.61tw1ttr1.88melmli ww wil.11ll4.11ifti4'll0j 11115.171i!.«hibuiw1ib1,55.5(1125wr仍0hhiibio1mil仍?51(16611iiinnrna visioaulwawllllllllllllllllllwahoi竖向荷载总图第四章内力计算4.1内力分析为了简化计算，考虑如卜几种单独受荷情况 恒载作用在各跨 活载作用在各跨用弯矩二次分配法进行框架弯矩计算计算简图弯矩图

37、固端弯矩：fqa8 = yfpffflbvl2计算简图固端弯矩:fqab_ f/2(/ + 2q) 13q(4i-3qi计算简图固端弯矩：fqab=2l3-2la2+a3)15t815t500.3890.330.3230.1710j50.1520地63.41155.75168.2t-19?28. u12.h3).8323.37-13.96x27.921l6933.w-15.92-2182-tt.ob38.54x(1460.m0.39-5.8?w-5.2216.1963.414ljtj2l17125.95146.1t56.43j30.04-59.7110.9j7«摞0.4720.205

38、0.1520.1710.3230.3890.2k04.97166.2?135.75&4117. £633.4824.8227.92v23.3728.14饥83-38.5415.9211.69r15.9612.t716.19t.035.225,5?0.39-0.460.m59.756.43jx.04-146.1?135.95<stj21.1?-63.41l.o?j磔16041.13牲；0.5535.03 nn 0.630.45 -1018228.k-1l630.51x昭曲0.2122.0523.2511336.19r0.2421915.92-1430.%-5.82 65.

39、08s2.m 1133x-0.565.8365.(6-32.5411350.242?.915.92t.430.2 -122.0523.25-14.336.19xo.«103.82 -28.6611.650.510.55-35.03-12.170.630<1340.13c.1t<31c6.9451.25-55.0955.6951.25-106.9487.3-4117<13£1血用；探istttfl£1用蟻0 0.3530.j53o.2&40.1620.1950.1s60.4480.4480.1950.1950.1620.2940.3530.

40、353063.41-135.15168.2?-1914.9?-168.27135.15-61412讹25.m2l26x26.«-3l8<31.84-tutx-73. h3l8431.8426.45x21.26-25.5425.541?.52nn11231063119515.9236.s-36. s119515.92-10.6313.23-1t.5212.17-6.02-.02-5.022.813.38n馬178$383.382.815.026.026.0263.41 37.043l79-132.w1您64-49.it-51.1449.3349.33«.l?51.141

41、49.6413214-310431.196141磔18t6 :itt用操t80 0.3530.3530測0.1620.1950.1s60.u80.4480.1950.1950.1620.2940.3530.353063.41-135.15168.27-4.9t4-168.27135.15614125.5425.542就x-3l84-31.84x-7).173l8431.8426.45x21.26-25.5425.541lh12.h-112310.6315.92-15.9236.5-95.5915.9215.92-10.6313.25-12.77-12.7?-135135-1612&-3

42、-3w6.89332.493.614.354.3563.41 "96s196-13l33妣-50. t6-50.76-48.4448.4450.7650.76149.95131.33-33.96-35.96g41錄mt6 :饌碟曲«據r£1猱0 0.3530.3530.2&10.1620.1950.1960倔0.4480.1950.1950.1620.2m0.3530.353063.41-135. t5168.2?191個168.27135.15614125. m紳2诚x26.«-31.8431.84-nnx-7).|?3l84si. 8426.

43、45x21.26-25.54-25.5412.tthot112310.6315.92m36.59-36.915.9216. w-10.6313.23u7t-11071818<01施蚀2.846.526.522.842m2.364.01181863.41 j1513181-13lt3150.(0-50.6-51.4248-0148.0t50.651.42-150.09131.15-33.51-3(.81-65.41恒载作用下二次弯矩分配:曲00.550.45总iff0.20.240.m0.56t60.240.2嫌ite0.45t50.5509.35-28.8532.921.441.44-3

44、2.9228.85-9.3510. t38.nx位-7.561162、z 17.621566-3、/ -8.17-10.73144-3.15/、4.39-3.04&81-8.81104-4.®/、3.15-x44-0.16-0.13-2.03-2.445®5.692.442.030.130.169.35110123.3628.9813.0415.9415.9413.04-28.9823.061101-9.35；曲琢iff探isttt族鎳itttfi£10 0.3530.3530.2940.162 0.1950.195oj480.448 0.1950.1950.1620.294 0.3530.35309.35-28.8532.921.441.44-32.9228.85-9.356.886.885.74xz-5.04-6.07-6.07-13.m、/ 13.946.076.075.04-5.t4 -6.88 -6.885.3?2.52八2.87-1.52-3.m6.91八-6.97l523.04-2.b