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1、梯形钢屋架课程设计计算书目录一、设计资料 . 3二、屋架几何尺寸及檩条布置 . . . . . . . . . . 31、屋架几何尺寸 .32、檩条布置 .4三、支撑布置 . 51、上弦横向水平支撑 .52、下弦横向和纵向水平支撑. .53、垂直支撑 .54、系杆 .5四、荷载与内力计算 . 61、荷载计算 .62、荷载组合 .63、内力计算 .7五、杆件截面设计 . 71、节点板厚度 .72、杆件计算长度系数及截面形式.93、上弦杆 .94、下弦杆 .95、再分式腹杆 Ig-gf .106、竖腹杆 Ie.10六、节点设计 . 131、下弦节点“b”.132上弦节点“B” . 163有工地拼接
2、的下弦节点“f”. .184屋脊节点“K” . .195支座节点“a”. . .16七、填板设计 . .21 一、设计资料:1. 车间平面尺寸为144m30m，柱距9m，跨度为30m，柱网采用封闭结合。车间内有两台15t/3t中级工作制软钩桥式吊车。2. 屋面采用长尺复合屋面板，板厚50mm，檩距不大于1800mm。檩条采用冷弯薄壁斜卷边Z形钢Z25075202.5，屋面坡度i=l/10。3. 钢屋架简支在钢筋混凝土柱顶上，柱顶标高9.000m，柱上端设有钢筋混凝土连系梁。上柱截面为400mm400mm，所用混凝土强度等级为C30，轴心抗压强度设计值fc14.3N/mm2。抗风柱的柱距为6m，
3、上端与屋架上弦用板铰连接。4. 钢材用 Q235-B，焊条用 E43系列型。5. 屋架采用平坡梯形屋架，无天窗，外形尺寸如下图所示 图 1 屋架外形尺寸及腹杆布置形式Ho=1650mm6. 该车间建于深圳近郊。7. 屋盖荷载标准值：(l) 屋面活荷载 0.50 kN/m2 (2) 基本雪压 s0 0 kN/m 2 (3) 基本风压 w0 0.75 kN/m2 (4) 复合屋面板自重 0.15 kN/m2 (5) 檩条自重 0.084kN/m(6) 屋架及支撑自重 0.12+0. 011L kN/m28. 运输单元最大尺寸长度为15m，高度为4.0m。二、屋架几何尺寸及檩条布置1、屋架几何尺寸
4、屋架上弦节点用大写字母 A, B, C连续编号，下弦节点以及再分式腹杆节点用小写字母 a, b, c连续编号。由于梯形屋架跨度 L = 30m 24m ，为避免影响使用和外观，制造时应起拱 f = L / 500 = 60mm 。屋架计算跨度 l0 = L - 2 0.15 = 30 - 2 0.15 = 29.7m 。 起拱后屋架杆件几何尺寸和节点编号如图 2 所示（其中虚线为原屋架，实线为起拱后屋架）。 图 2 屋架几何尺寸运输单元的最大尺寸为长度 15m，高度 4m。此屋架跨度 30m，高度 3.3m，所以可将屋架从屋脊处断开，取一半屋架作为运输单元，长度为 15m，高为 3.3m。两个
5、运输单元分别在工厂里面制作完成后，再运输至施工现场进行拼接。2、檩条布置 采用长尺复合屋面板，单坡内不需要搭接，在屋架上弦节点设置檩条，水平檩距为 1.5m。檩条跨度 l = 9m 6m ，在跨中三分点处设置两道拉条，为檩条提供两个侧向支撑点。由于风荷载较大，故在屋檐和屋脊处都设置斜拉条和刚性撑杆，以将拉条的拉力直接传递给屋架。檩条、拉条和撑杆的设置如图 3 所示。三、支撑布置1、上弦横向水平支撑 上弦横向水平支撑应设置在厂房两端的第一个柱间，且间距不宜超过 60m。本车间长度为 144m，因此需要布置四道横向水平支撑，如图 4 所示。 图 4 上弦横向水平支撑2、下弦横向和纵向水平支撑 屋架
6、跨度 L = 30m 24m ，且车间内有两台 15t/3t 中级工作制软钩桥式吊车，故应设置下弦横向和纵向水平支撑。下弦横向水平支撑与上弦横向水平支撑布置在同一柱间，如图 5所示。3、垂直支撑 垂直支撑必须设置。对于本屋架结构，在跨度中央设置一道中间垂直支撑，在屋架两端各设置一道垂直支撑。垂直支撑只设置在有横向水平支撑的同一柱间的屋架上，如图 6 所示。4、系杆 没有设置横向水平支撑的屋架，其上下弦的侧向支撑点由系杆来充当。上弦平面内，屋脊和屋檐处需要设置刚性系杆，其它支撑点处设置柔性系杆。本屋盖结构中，檩条长细比故可兼充上弦平面的刚性和柔性系杆。下弦平面设置两道柔性系杆（图 5），l =
7、194.6 0背风面：= 1.0 0.684 - 1.4 0.3750.995 = 0.156 0可见，风吸力不会引起屋架杆件内力由拉力变为压力，不需要考虑该组合。上述各组合中，端部节点荷载取跨中节点荷载值的一半。3、内力计算 本设计采用数值法计算杆件在单位节点力作用下各杆件的内力系数（单位节点力分别作用于全跨、左半跨和右半跨），内力计算结果如表 1 所示。五、杆件截面设计1、节点板厚度 对于梯形屋架，节点板厚度由腹杆最大内力（一般在支座处）按下表取用：本屋架中腹杆最大内力 N =243.68kN ，因此中间节点板厚取 8mm，支座节点板厚取10mm。表1 屋架内力组合表杆件名称内力系数（P1
8、）组合一组合二组合三计算内力（kN）全跨左半跨右半跨PP1 +P2P1 +P2P3 +P4P3 +P4上弦杆AB0.000.000.000.000.000.000.000.000BC-13.18-9.54-3.64-270.47-231.21-175.43-206.48-128.32-270.47CD-13.18-9.54-3.64-270.47-231.21-175.43-206.48-128.32-270.47DE-20.80-14.33-6.47-426.88-358.01-283.76-316.22-212.19-426.88EF-20.80-14.33-6.47-426.88-358
9、.01-283.76-316.22-212.19-426.88FG-24.27-15.63-8.64-497.96-407.33-341.30-354.46-261.94-497.96GH-24.27-15.63-8.64-497.96-407.33-341.30-354.46-261.94-497.96HI-24.89-14.54-10.35-510.68-403.65-364.12-343.77-288.38-510.68IJ-25.42-15.06-10.35-521.54-414.31-369.78-353.99-291.60-521.54JK-25.42-15.06-10.35-52
10、1.54-414.31-369.78-353.99-291.60-521.54下弦杆ab7.135.271.86146.21126.0193.80113.0667.92146.21bc17.5412.405.13359.84304.85236.12270.86174.56359.84cd22.8415.267.59468.76388.61316.13340.91239.35468.76de24.7515.259.50507.87408.98354.56352.46276.21507.87ef23.3611.6811.68479.29360.29360.29296.65296.65479.29斜
11、腹杆aB-11.88-8.78-3.10-243.68-210.01-156.33-188.43-113.21-243.68Bb9.366.602.75192.01162.53126.14144.3393.34192.01bD-7.61-5.01-2.60-156.05-128.68-105.93-112.52-80.65-156.05Dc5.443.192.25111.7188.4179.5475.3562.93111.71cF-4.05-1.88-2.16-83.00-61.08-63.71-49.53-53.22-83.00Fd2.460.551.9150.4631.5344.3322.
12、2640.2050.46dH-1.240.61-1.85-25.49-7.53-30.770.51-32.05-32.05/0.51He0.03-1.631.660.55-15.1015.94-21.3922.09-21.39/22.09eg2.044.04-2.0041.8459.972.9365.85-14.07-14.07/65.85gK2.804.80-2.0057.5075.3411.0980.59-9.43-9.43/80.59gI0.690.690.0014.1813.927.3913.354.2014.18竖杆Aa-0.50-0.500.00-10.26-10.08-5.35-
13、9.66-3.04-10.26Cb-1.00-1.000.00-20.52-20.15-10.70-19.32-6.08-20.52Ec-1.00-1.000.00-20.52-20.15-10.70-19.32-6.08-20.52Gd-1.00-1.000.00-20.52-20.15-10.70-19.32-6.08-20.52Ie-1.50-1.500.00-30.78-30.23-16.05-28.98-9.12-30.78Jg-1.00-1.000.00-20.52-20.15-10.70-19.32-6.08-20.52Kf0.000.000.000.000.000.000.00
14、0.000.002、杆件计算长度系数及截面形式（1）上弦杆面内计算长度系数 = 1.0 。根据上弦横向水平支撑的布置方案（图 4），面外计算长度系数= 4.0 。= 4 ，根据等稳定原则，采用两不等边角钢短肢相并组成的 T 形截面。（2）下弦杆与上弦杆类似，面内计算长度系数= 1.0 ，由图 5 可知，面外计算长度= 6m 。下弦杆受拉，不需要考虑稳定性，因此下弦杆采用两等肢角钢组成的 T 形截面。（3）支座腹杆（Aa、aB） 面内和面外计算长度系数都为 1.0，采用两等肢角钢组成的 T 形截面。（4）再分式腹杆（eg、gK）面内计算长度系数= 1.0 ，面外计算长度系数=2采用两不等边角钢短
15、肢相并组成的 T 形截面。（5）跨中竖腹杆（Kf） 采用两个等肢角钢组成的十字形截面，斜平面内计算长度系数为 0.9。（6）其它腹杆面内计算长度系数= 0.8 ，面外计算长度系数 = 1.0 ，根据等稳定原则，采用两等肢角钢组成的 T 形截面。3、上弦杆上弦杆需要贯通，各杆截面相同，按 IJ、JK 杆的最大内力设计，即 N = -521.54kN。计算长度= = 1508mm ， = 4= 6032mm 。截面选用 2140 9010 ，短肢相并，肢背间距 a=8mm,所提供的截面几何特性为： = 44.522cm 2 ， = 2.56cm ， = 6.69cm 。 (1)刚度验算 ，满足 （
16、2）整体稳定验算 ，因此绕 y 轴弯扭屈曲的换算长细比 ，上弦杆绕y轴弯扭屈曲，按b类截面查得稳定系数=0.62，则 ，满足4、下弦杆下弦杆需要贯通，各杆截面相同，按 de 杆的最大内力设计，即 N =507.87kN 。计算长度=3000mm ， = 6000mm 。截面选用 280 8 ，肢背间距 a=8mm，所提供的截面几何特性为： A = 24.606 ， = 2.44 ， =3.62（1）刚度验算 ，满足 （2）强度验算 ， 满足5、再分式腹杆 eg-gK再分式腹杆在g节点处不断开，采用通长杆件。最大拉力= 65.8，= 80.59；压力= -14.07kN ，= -9.43kN。计
17、算长度= = 2179mm，= 1.83= 3987.57mm 。截面选用 290 56 5 ，短肢相并，肢背间距 a=8mm，所提供的截面几何特性为： A = 14.424 ， = 1.59cm ， = 4.40cm 。（1）刚度验算 ，满足（2）强度验算 ，满足（3）整体稳定验算，因此绕y轴弯扭屈曲的换算长细比，上弦杆绕x轴弯曲屈曲，按b类截面查的稳定系数0.357，则 满足6、竖腹杆 Ie杆件轴力为N = -30.78kN，计算长度= 2850mm，=0.8=2280mm，= =2850 mm。截面选用 2505，肢背间距 a=8mm，所提供的截面几何特性为： A = 9.61 ， =
18、1.53cm ， =2.38cm 。（1）刚度验算 ，满足（2）整体稳定验算，因此绕y轴弯扭屈曲的换算长细比 ，上弦杆绕x轴弯曲屈曲，按b类截面查的稳定系数0.31，则，满足其余杆件的截面设计过程不再一一列出，详见表 2 所示。27表2 杆件截面验算表杆件名称截面特性杆件特性设计参数验算过程结论截面规格A（cm)（cm）（cm）计算内力（）L（mm）应力比上弦杆IJ、JK21409010*44.52 2.56 6.69 -521.54 1508.00 1.00 4.00 58.91 90.16 90.16 0.62 0.88 满足下弦杆de280824.61 2.44 3.62 507.87
19、3000.00 1.00 2.00 122.95 165.75 -0.96 满足斜腹杆aB280618.79 2.47 3.58 -243.68 2254.00 1.00 1.00 91.26 62.96 69.66 0.61 0.98 满足Bb245610.15 1.36 2.20 192.01 2338.00 0.80 1.00 137.53 106.27 -0.88 满足bD263614.58 1.93 2.91 -156.05 2586.00 0.80 1.00 107.19 88.87 91.63 0.51 0.98 满足Dc24558.58 1.37 2.18 111.71 257
20、6.00 0.80 1.00 150.42 118.17 -0.61 满足cF256510.83 1.72 2.62 -83.00 2835.00 0.80 1.00 131.86 108.21 110.72 0.38 0.94 满足Fd24558.58 1.37 2.18 50.46 2825.00 0.80 1.00 164.96 129.59 -0.27 满足dH256510.83 1.72 2.62 -32.05 3094.00 0.80 1.00 143.91 118.09 120.40 0.33 0.42 满足He256510.83 1.72 2.62 -21.39 3083.00
21、 0.80 1.00 143.40 117.67 119.99 0.33 0.28 满足eg,gK290565*14.42 1.59 4.40 -14.07 2179.00 1.00 1.83 137.04 90.63 90.63 0.36 0.13 满足gI24558.58 1.37 2.18 14.18 1965.00 1.00 1.00 143.43 90.14 -0.08 满足竖杆Aa24558.58 1.37 2.18 -10.26 1665.00 1.00 1.00 121.53 76.38 78.52 0.43 0.13 满足Cb24558.58 1.37 2.18 -20.52
22、 1950.00 0.80 1.00 113.87 89.45 91.28 0.47 0.24 满足Ec24558.58 1.37 2.18 -20.52 2250.00 0.80 1.00 131.39 103.21 104.80 0.38 0.29 满足Gd24558.58 1.37 2.18 -20.52 2550.00 0.80 1.00 148.91 116.97 118.37 0.31 0.36 满足Ie25059.61 1.53 2.38 -30.78 2850.00 0.80 1.00 149.02 119.75 121.50 0.31 0.48 满足Jg24558.58 1.
23、37 2.18 -20.52 1425.00 1.00 1.00 104.01 65.37 67.88 0.53 0.21 满足注：带*号的截面为短肢相并不等边双角钢截面，不带*号的为长肢相并不等边双角钢截面或等边双角钢截面。其中Kf杆取2505（=1.92，=147.66=150），按压杆构造选取六、节点设计 1、下弦节点“b”（1）腹杆与节点板的连接焊缝（a）“bB”杆 杆件轴力 N = 192.01kN ，截面为 245 6 ，节点板厚 8mm，肢背和肢尖的内力分配系数分别为，角焊缝强度设计值。 肢背焊缝焊脚尺寸取 所需焊缝长度 取 肢尖焊缝焊脚尺寸取 所需焊缝长度 取 （b）“bD”杆
24、 杆件轴力 N = -156.05kN ，截面为 263 6 ，节点板厚 8mm，肢背和肢尖的内力分配系数分别为，角焊缝强度设计值。肢背焊缝焊脚尺寸取 所需焊缝长度 取 肢尖焊缝焊脚尺寸取 所需焊缝长度 取 （c）“bC”杆杆件轴力 N = -20.52kN ，截面为 245 5 ，节点板厚 8mm，肢背和肢尖的内力分配系数分别为，角焊缝强度设计值。肢背焊缝焊脚尺寸取 所需焊缝长度 取 肢尖焊缝焊脚尺寸取 所需焊缝长度 取 （2）节点详图 根据上述焊缝长度以及杆件截面，并考虑杆件之间应有的间隙、制作和装配等误差，按比例绘出节点详图，如图 7 所示，从而确定节点板尺寸为 315mm260mm。
25、图 7 下弦节点“b” （3）下弦与节点板的连接焊缝 下弦与节点板的连接焊缝产度=315mm，所受的力为左右两下弦杆内力差=359.84-146.21=213.63kN。下弦杆截面为2808，节点板厚8mm，肢尖与肢背的焊脚尺寸都取 焊缝计算长度 受力较大的肢背处的焊缝应力为 ，满足 2、上弦节点“ B ” （1）腹杆与节点班的连接焊缝 （a）“bB”杆 “bB”杆与节点板连接的焊缝尺寸和节点“b”相同。 （b）“Ba”杆杆件轴力 N = -243.68kN ，截面为 280 6 ，节点板厚 8mm，肢背和肢尖的内力分配系数分别为，角焊缝强度设计值。肢背焊缝焊脚尺寸取 所需焊缝长度 取 肢尖焊
26、缝焊脚尺寸取 所需焊缝长度 取 （2）节点详图根据上述焊缝长度以及杆件截面，并考虑杆件之间应有的间隙、制作和装配等误差，按比例绘出节点详图，如图 8 所示，从而确定节点板尺寸为 490mm300mm。 图 8 上弦节点“C”（3）上弦与节点板的连接焊缝上弦与节点板的连接焊缝长度为=420mm，所受的力为左右两上弦杆的内力差所受的力为左右两下弦杆内力差=-270.47+0=-270.47kN以及节点荷载=20.52kN。上弦杆截面为21409010，节点板厚8mm。（a）上弦肢背与节点板的槽焊缝上弦肢背与节点板的槽焊缝承受节点荷载，槽焊缝按两条的角焊缝计算。屋面倾角 ，节点的偏心距离。槽焊缝所受
27、的应力为 （b）上弦肢尖与节点板的连接焊缝 上弦肢尖的两条角焊缝承担偏心荷载 DN ，偏心距 e = 70mm 。取焊脚尺寸肢尖焊缝所受的应力为3.有工地拼接的下弦节点“f”“f”节点与一般下弦节点的区别在于节点处弦杆中断而需对弦杆进行拼接。（1）拼接角钢的截面和长度弦杆一般都采用同号角钢进行拼接，为了使拼接角钢与原来的角钢相紧贴，并便于施焊需将拼接角钢顶部截去棱角，宽度为 9mm（角钢内圆弧半径）且将垂直肢截去（为角钢厚度），见图 9 所示。因切割而对拼接角钢截面的削弱考虑由节点板补偿而不计。 拼接角钢与下弦杆共有 4 条角焊缝，都位于角钢的肢尖，承担节点两侧弦杆中较小的内力设计值，对于下弦
28、杆，可偏安全地取。下弦杆截面为280 8 ， A = 24.606 。焊脚尺寸取为 所需的拼接角钢总长度为取440mm （2）下弦杆与节点板的连接角焊缝 下弦杆下弦杆与节点板连接焊缝的计算内力取 和 两者中的较大值，“f”节点处，下弦杆截面为 280 8 ，节点板厚 8mm，肢背和肢尖的内力分配系数分别为、，角焊缝强度设计值。肢背焊缝焊脚尺寸取所需焊缝长度取肢尖焊缝焊脚尺寸取 所需焊缝长度 取 （3）腹杆与节点板的连接角焊缝 焊缝尺寸列表计算如表 3 所示。“Kf”杆与节点板的连接焊缝尺寸为：肢背，；肢尖，。（4）节点详图 根据上述焊缝长度以及杆件截面，并考虑杆件之间应有的间隙、制作和装配等误
29、差，按比例绘出节点详图，如图 9 所示。图中，屋架右半边运输单元上的构件必须在工地装配后才能与节点板焊接，已以工地焊缝代号标明。图 9 下弦节点“f”3.屋脊节点“K” “K”节点与一般上弦节点的区别在于节点处弦杆中断而需对弦杆进行拼接。 （1）拼接角钢的截面和长度 与“f”节点类似，拼接角钢采用上弦杆同号角钢，顶部截去棱角，宽度为 12mm，垂直肢截去 ，见图 10 所示。拼接角钢与上弦杆共有 4 条角焊缝，都位于角钢的肢尖，承担节点两侧弦杆中较小的内力设计值。上弦杆截面为 2140 90 10，焊脚尺寸取为所需的拼接角钢总长度为取 （2）腹杆与节点板的连接焊缝 焊缝尺寸列表计算，如表 3
30、所示。“Kf”杆与节点板的连接焊缝尺寸为：肢背，；肢尖，。“gK”杆与节点板的连接焊缝尺寸为：肢背，；肢尖, 。 （3）节点详图 根据上述焊缝长度以及杆件截面，并考虑杆件之间应有的间隙、制作和装配等误差，按比例绘出节点详图，如图 10 所示。图中，屋架右半边运输单元上的构件必须在工地装配后才能与节点板焊接，已以工地焊缝代号标明。图 10 屋脊节点“K” （4）上弦杆与节点板的连接焊缝 上弦肢背与节点板的槽焊缝长度，承受节点荷载；肢尖焊缝长度，承受偏心荷载上弦杆截面为21409010，节点板厚8mm。上弦杆截面为 2140 90 10 ，节点板厚 8mm。 (a)上弦肢背与节点板的槽焊缝 上弦肢
31、背与节点板的槽焊缝承受节点荷载，槽焊缝按两条的角焊缝计算。屋面倾角 ，节点的偏心距离。 槽焊缝所受的应力为 （b）上弦肢尖与节点板的连接焊缝 上弦肢尖的两条角焊缝承担偏心荷载，偏心距 e = 70mm 。取焊脚尺寸肢尖焊缝所受的应力为5支座节点“a” 为便于施焊，下弦杆角钢水平肢的底面与支座底板的净距不小于水平肢的边长，且不小于 130mm，取 130mm。在节点中心线上设置加劲肋，加劲肋的高度与节点板相同，厚度都为 10mm。（1）支座底板的尺寸（a）底板的平面尺寸 支座反力 R = 197.47kN ，锚拴直径，锚拴孔直径，底板的平面尺寸按构造采用 380mm380mm。验算柱顶混凝土的抗
32、压强度： （b）底板的厚度 节点板和加劲肋将底板分为四块，每块板为两相邻边支承而另两相邻边自由的板，所受应力，两支承边之间的对角线长度以及支承边交点到对角线的距离分别为 ，查的，则单位宽度的最大弯矩为 底板厚度为 ，根据构造要求，取。 （2）节点板的尺寸 （a）腹杆与节点板的连接焊缝焊缝尺寸列表计算，如表 3 所示。“Aa”杆与节点板的连接焊缝尺寸为：肢背，；肢尖 ，。“aB” 杆与节点板的连接焊缝尺寸为：肢背，；肢尖 ， （b）下弦与节点板的连接焊缝 “ab”杆在支座节点板处断开，其焊缝尺寸的计算与腹杆相同，详见表 3 所，；，。（c）节点详图 根据上述焊缝长度以及杆件截面，并考虑杆件之间应
33、有的间隙、制作和装配等误差，按比例绘出节点详图，如图 11 所示。图 11 支座节点“a” （3）加劲肋的尺寸加劲肋的高度和厚度与节点板相同，分别为 435mm 和 10mm；底部外边缘与底板大致齐平，宽度为 185mm；为避免 3 条互相垂直的角焊缝相交于一点，加劲肋底端角部切除15mm；从轴线交点开始往上，加劲肋的宽度逐渐减小，顶部宽度取为 ，满足 加劲肋的平面尺寸相见图 11 所示。 （4）加劲肋与节点板的连接焊缝 一个加劲肋受力 焊缝受力 节点板和加劲肋厚度都为 10mm，焊脚尺寸取为 焊缝计算长度 焊缝应力（5）加劲肋、节点板与底板的连接焊缝 设焊缝传递全部支座反力 R = 197.
34、47kN ，加劲肋和节点板后 10mm，底板厚 20mm，焊脚尺寸取为 焊缝总计算长度 焊缝应力其余各节点的计算过程不再一一列出。现给出腹杆和下弦杆端部的焊缝尺寸计算表，以及上、下弦杆在内部节点处的焊缝强度验算表，见表 3表 6 所示。表3 腹杆和下弦杆端部焊缝尺寸计算表杆件名称计算内力（kN）肢背焊缝长度肢尖焊缝长度斜腹杆aB-243.70.70.34.77.25.0152.3165.04.76.05.065.380.0Bb192.00.70.34.27.25.0120.0130.04.26.05.051.465.0bD-156.10.70.34.27.25.097.5110.04.26.0
35、5.041.855.0Dc111.70.70.34.26.05.069.880.04.25.05.029.950.0cF-83.00.70.34.26.05.051.965.04.25.05.022.250.0Fd50.50.70.34.26.05.031.550.04.25.05.013.550.0dH-32.00.70.34.26.05.020.050.04.25.05.08.650.0He22.10.70.34.26.05.013.850.04.25.05.05.950.0eg65.90.80.34.26.05.044.155.04.25.05.014.750.0gK80.60.80.3
36、4.26.05.054.065.04.25.05.018.050.0gI14.20.70.34.26.05.08.950.04.25.05.03.850.0竖杆Aa-10.30.70.34.76.05.06.450.04.75.05.02.750.0Cb-20.50.70.34.26.05.012.850.04.25.05.05.550.0Ec-20.50.70.34.26.05.012.850.04.25.05.05.550.0Gd-20.50.70.34.26.05.012.850.04.25.05.05.550.0Ie-30.80.70.34.26.05.019.250.04.25.05
37、.08.250.0Jg-20.50.70.34.26.05.012.850.04.25.05.05.550.0Kf0.00.70.34.26.05.00.050.04.25.05.00.050.0下弦ab146.21.00.04.76.05.0130.5145.04.76.05.00.050.0ef479.30.70.34.29.65.044.960.04.26.05.019.350.0表4 下弦杆内部节点处焊缝验算表节点名称计算内力(kN)肢背焊缝验算肢尖焊缝验算结论下弦节点b213.60.70.3315530071.2530030.5满足c108.90.70.3280527040.3527
38、017.3满足d76.20.70.3280527028.2527012.1满足e28.60.70.331053009.553004.1满足g14.70.750.2522052107.552103满足表5 上弦肢尖与节点板连接焊缝验算节点名称计算内力(kN)偏心e(mm) 应力比结论上弦节点A0.0 704.7 9.65500.00 0.00 0.00 满足B270.5 704.7 9.6542094.24 96.54 0.77 满足C40.6 704.7 9.6514044.58 144.04 0.79 满足D156.4 704.7 9.6533069.83 91.65 0.64 满足E64.
39、0 704.7 9.6516060.98 170.75 0.95 满足F74.7 704.7 9.6525044.46 77.81 0.49 满足G74.7 704.7 9.6518062.8 155.07 0.89 满足H76.6 704.7 9.6525045.6 79.79 0.50 满足I78.2 704.7 9.6520058.8 130.02 0.76 满足J78.2 704.7 9.6518065.7 162.41730.93 满足表6 上弦肢背与节点板连接槽焊缝验算节点名称节点荷载(kN)坡度l(mm)偏心e(mm)节点板厚度(mm)槽焊缝应力比结论上弦节点A10.3 0.17
40、03582.95 129.0 0.83 满足B20.5 0.14204080.89 14.0 0.09 满足C20.5 0.1140082.77 27.6 0.18 满足D20.5 0.13303581.14 18.7 0.12 满足E20.5 0.1160082.41 24.0 0.15 满足F20.5 0.12502581.51 24.4 0.16 满足G20.5 0.1180082.13 21.2 0.14 满足H20.5 0.12502581.51 24.4 0.16 满足I20.5 0.12006081.90 54.6 0.35 满足J20.5 0.1180082.13 21.2 0
41、.14 满足五、填板设计表为了使双角钢截面整体工作，两角钢间必须设置填板。填板的尺寸和间距见表 7 所示。表 7 填板设计表表7 填板设计表杆件名称杆件长度(mm)截面规格回转半径（cm）轴力符号40i或80i(cm)填板个数填板间距(mm)填板厚(mm)填板宽(mm)填板高(mm)上弦杆15082L1409010*2.56-1102.41754.0 850110下弦杆30002L8082.441195.211500.0 850100斜腹杆aB19382L8062.47-198.82646.0 850100Bb20712L4561.361108.811035.5 85065bD22922L63
42、61.93-177.22764.0 85085Dc23282L4551.371109.62776.0 85065cF25622L5651.72-168.83640.5 85080Fd25912L4551.371109.62863.7 85065dH28162L5651.72-168.84563.2 85080He28552L5661.72-168.84571.0 85080eg20182L90565*1.591127.211009.0 85080gK20182L90565*1.591127.211009.0 85080gI17742L4551.371109.61887.0 85065竖杆Aa1
43、5702L4551.37-154.82523.3 85065Cb17562L4551.37-154.83439.0 85065Ec20592L4551.37-154.83514.8 85065Gd23622L4551.37-154.84472.4 85065Ie26652L5051.53-161.24533.0 85070Jg12302L4551.37-154.82410.0 85065Kf29642L5050.98178.43741.0 85070内部资料仅供参考9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ!djs#Xuy
44、UP2kNXpRWXmA&UE9aQGn8xp$R#͑GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&
45、ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQGn8xp$R#͑GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&q
46、YpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&
47、QA9wkxFyeQ!djs#XuyUP2kNXpRWXmA&UE9aQGn8xp$R#͑GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxG89AmUE9aQGn8xp$R#͑GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrW
48、wcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8
49、vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ!djs#XuyUP2kNXpRWXmA&UE9aQGn8xp$R#͑GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWF
50、A5uxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQGn8xp$R#͑GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&M
51、uWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$v
52、STT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmY
53、WpazadNu#KN&MuWFA5uxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$U*3tnGK8!z89AmY
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90、WwcvR9CpbK!zn%Mz849GxGjqv$U*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89
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109、&3Q3vdWe3YXvbJr内部资料仅供参考9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ!djs#XuyUP2kNXpRWXmA&UE9aQGn8xp$R#͑GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu#KN&MuWFA5uxY7JnD6YWRrWwcvR9CpbK!zn%Mz849GxGjqv$UE9wEwZ#QcUE%&qYpEh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv
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