钢结构内力计算杆件截面验算表

钢结构内力计算

杆件名称 AB BC CD DE EF FG GH HI IJ JK ab bc cd de ef aB Bb bD Dc cF Fd dH He eJ Jf Aa Cb Ec Gd Ie Kf

上 弦 杆

下 弦 杆

斜 腹 杆

竖 杆

表1 屋架杆件内力组合表 组合二 组合一 P1×①+P2× P1×①+P2× 全跨① 左半跨② 右半跨③ P×① ② ③ 0.00 0.00 0.00 0.00 0.00 0.00 -13.16 -9.53 -3.62 -233.79 -205.26 -158.70 -13.16 -9.53 -3.62 -233.72 -205.19 -158.65 -22.25 -15.33 -6.91 -395.16 -340.73 -274.45 -22.23 -15.32 -6.91 -394.89 -340.50 -274.27 -27.42 -17.66 -9.75 -487.06 -410.26 -347.99 -27.42 -17.66 -9.75 -487.06 -410.26 -347.99 -29.75 -17.37 -12.36 -528.38 -431.03 -391.55 -29.80 -17.40 -12.38 -529.26 -431.75 -392.20 -28.90 -14.45 -14.44 -513.33 -399.62 -399.52 7.18 5.30 1.87 127.51 112.77 85.74 18.38 13.00 5.37 326.43 284.17 224.02 25.23 16.85 8.37 448.14 382.24 315.42 28.76 17.72 11.02 510.83 424.02 371.24 29.44 16.07 13.36 522.87 417.68 396.32 -11.91 -8.80 -3.10 -211.45 -187.00 -142.18 9.90 7.00 2.90 175.83 153.01 120.72 -8.74 -5.81 -2.92 -155.16 -132.16 -109.38 6.39 3.83 2.56 113.54 93.39 83.36 -5.33 -2.74 -2.59 -94.65 -74.26 -73.09 3.80 1.38 2.42 67.48 48.45 56.60 -2.53 -0.16 -2.37 -44.98 -26.33 -43.68 1.79 -0.67 2.46 31.84 12.49 37.07 0.57 2.50 -1.93 10.07 25.29 -9.61 -1.11 -3.16 2.05 -19.64 -35.81 5.22 -0.50 -0.50 0.00 -8.88 -8.88 -4.94 -0.90 -0.93 -0.03 -15.98 -16.20 -9.11 -0.73 -0.82 -0.18 -13.03 -13.68 -8.68 -1.00 -1.00 0.00 -17.76 -17.76 -9.89 -1.99 -1.58 -0.41 -35.36 -32.12 -22.93 1.89 0.94 0.94 33.51 26.09 26.08 内力系数(P=1) 截面特性 杆件特性 计算内力(KN) L(mm) -529.26 1502 522.87 3000 -211.45 2315 175.83 2397 -155.16 2525 113.54 2516 -94.29 2647 67.48 2637 -44.98 2772 37.79 2762 32.08/19.72 2899 19.12/-40.88 2917 -8.88 1808 -16.20 1950

杆件名称 截面规格 上弦 HI,IJ 2L140×90×10 下弦 ef 2L75×10 aB 2L75×8 Bb 2L45×5 bD 2L70×5 Dc 2L45×4 cF 2L63×5 斜腹杆 Fd 2L45×4 dH 2L63×5 He 2L45×4 eJ 2L56×4 Jf 2L63×4 Aa 2L63×5 Cb 2L45×4 44.522 28.252 23.006 8.584 13.750 6.972 12.286 6.972 12.286 6.972 8.780 9.956 12.286 6.972 2.56 2.26 2.28 1.37 2.16 1.38 1.94 1.38 1.94 1.38 1.73 1.96 1.94 1.38 6.69 3.46 3.42 2.18 3.16 2.16 2.89 2.16 2.89 2.16 2.59 2.87 2.89 2.16

杆件名称

ABBCCDDEEFFGGHHIIJJKabbccddeefaBBbbDDccFFddHHeeJJfAaCbEcGdIeKf

上弦杆

下弦杆

斜腹杆

竖杆

表1 屋架杆件内力组合表

内力系数（P=1）组合二

组合一

P1×①+P2×P1×①+P2×

全跨①左半跨②右半跨③P×①

②③

0.000.000.000.000.000.00-13.16-9.53-3.62-233.79-205.26-158.70-13.16-9.53-3.62-233.72-205.19-158.65-22.25-15.33-6.91-395.16-340.73-274.45-22.23-15.32-6.91-394.89-340.50-274.27-27.42-17.66-9.75-487.06-410.26-347.99-27.42-17.66-9.75-487.06-410.26-347.99-29.75-17.37-12.36-528.38-431.03-391.55-29.80-17.40-12.38-529.26-431.75-392.20-28.90-14.45-14.44-513.33-399.62-399.527.185.301.87127.51112.7785.7418.3813.005.37326.43284.17224.0225.2316.858.37448.14382.24315.4228.7617.7211.02510.83424.02371.2429.4416.0713.36522.87417.68396.32-11.91-8.80-3.10-211.45-187.00-142.189.907.002.90175.83153.01120.72-8.74-5.81-2.92-155.16-132.16-109.386.393.832.56113.5493.3983.36-5.33-2.74-2.59-94.65-74.26-73.093.801.382.4267.4848.4556.60-2.53-0.16-2.37-44.98-26.33-43.681.79-0.672.4631.8412.4937.070.572.50-1.9310.0725.29-9.61-1.11-3.162.05-19.64-35.815.22-0.50-0.500.00-8.88-8.88-4.94-0.90-0.93-0.03-15.98-16.20-9.11-0.73-0.82-0.18-13.03-13.68-8.68-1.00-1.000.00-17.76-17.76-9.89-1.99-1.58-0.41-35.36-32.12-22.931.890.940.9433.5126.0926.08

钢结构内力计算

竖腹杆

IeKf

2L45×42L45×4

6.9726.962

1.381.38

2.162.16

-35.3633.51

24002550

钢结构内力计算

组合三

计算内力

P3×①+P4×P3×①+P4

（KN）

②×③

0.000.000.00-178.06-108.96-233.79-178.00-108.92-233.72-291.76-193.37-395.16-291.56-193.24-394.89-345.19-252.76-487.06-345.19-252.76-487.06-353.64-295.04-528.38-354.23-295.53-529.26-315.18-315.02-513.3398.3458.21127.51245.02155.74326.43324.68225.49448.14352.74274.39510.83336.82305.10522.87-163.06-96.53-211.45131.9083.96175.83-112.15-78.33-155.1677.1462.24113.54-58.97-57.23-94.6535.3747.4767.48-14.73-40.49-44.981.3037.7937.7932.08-19.7232.08/-19.72-42.5118.3918.39/-35.81-8.37-2.53-8.88-15.39-4.87-16.20-13.25-5.83-13.68-16.74-5.06-17.76-28.53-14.89-35.3620.5820.5633.51

设计参数1110.80.80.80.80.80.80.80.80.810.80.80.8

4211111111111111

58.7132.7106.8140.093.5145.9114.1160.0114.3159.5134.0119.193.2113.0121.7130.4

验算过程89.8173.471.2110.079.9116.591.6122.195.9127.9111.9101.662.690.397.2104.2

89.8

———

0.623

———

74.3

———

0.515

———

85.6

———

0.570

———

95.5

———

0.470

———

99.6

———

0.447

———

#####

105.1

0.346

0.419

68.393.299.9#####0.5520.4330.3850.349

应力比0.760.860.830.950.920.760.760.450.380.250.490.400.060.250.240.34

结论满足满足满足满足满足满足满足满足满足满足满足满足满足满足满足满足

钢结构内力计算

0.80.910.9139.1166.3111.1#####0.3170.74106.3 ——— ———0.22满足满足