王明明：某框架结构高校办公楼设计
7.627.216.1520.057.8911.057.770.747.770.747.627.216.156.626.6221.834.329.4918.5621.834.321.049.4918.5611.0520.057.896.926.922.181.280.911.750.910.881.321.291.321.290.882.180.911.750.911.2819.529.568.847.6818.131.292.271.431.032.5923.231.254.534.538.168.167.6818.130.770.540.770.542.5923.2319.528.849.561.291.031.432.271.311.310.720.060.060.72
图3-17 活载（c）弯矩图（kN·m）
6.60-6.64006.64-6.609.9112.6418.63-19.173.6512.64-3.6519.17-18.639.9137.3648.330.1300-0.1337.360.13-0.1346.3164.7218.34-19.463.6564.72-3.6519.46-18.3446.3173.47100.700.080.080100.700-0.08-0.0873.4782.37117.14117.1482.37
图3-18 活载（c）剪力、轴力（kN）
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安徽工程大学毕业设计(论文)
0.515A6A54.3523.596-1.1976.751-8.4500.484A6B6-8.8604.090-1.272-1.125-7.1670.424B6A68.8602.045-2.544-0.5620.1777.9760.3100.292B5B6B5A525.310-6.870-6.471-1.3473.3850.2890.272-7.92722.496-24.2100.3400.3400.320A5A6A5A4A5B5-25.3102.1764.116-3.2357.1927.1926.769-0.598-0.6790.1360.3880.3880.3659.15811.017-21.275-24.2100.3400.3400.320A4A5A4A3A4B4-25.3108.2318.2317.7473.5963.196-2.798-1.358-1.358-1.27810.46910.070-21.639-24.2100.3400.3400.320A3A4A3A2A3B3-25.3104.1164.527-3.2356.3936.3936.017-0.6790.0880.5620.0100.0100.0099.83911.018-21.957-24.2100.3740.2730.353A2A3A2A1A2B2-25.3109.0556.6098.5463.1960.000-3.6680.1760.1290.16712.4276.738-20.2660.0000.000A1A23.3050.0000.0640.0003.3697.3900.1270.449B6D6B6B5-0.7200.000-3.435-0.762-2.6940.0000.1450.0530.188-1.429-5.79722.1600.0880.310B5D5B5B4-2.050-1.950-6.8700.000-2.9700.0820.289-3.918-9.55122.1600.0880.310B4D4B4B3-2.0500.000-3.435-1.686-5.9410.0000.597-0.009-0.032-3.745-8.81122.1600.0880.310B3D3B3B2-2.050-1.950-6.8700.000-3.8870.3391.193-3.661-9.56322.1600.0960.247B2D2B2B1-2.0500.0000.000-2.208-5.6810.0000.000-0.065-0.168-4.323-5.848D6-0.4300.762-0.0530.279D5-1.2301.950-0.0820.6380.3100.292B4B5B4A425.310-3.4353.874-5.941-5.5960.145-0.639-0.032-0.030-9.26322.9190.3100.292B3B4B3A325.310-6.870-6.471-2.9703.0081.1931.124-8.64722.971D4-1.2301.6860.0090.465D3-1.2301.950-0.3390.3810.3380.319B2B3B2A225.310-3.4354.273-7.773-7.3360.5970.083-0.230-0.217-10.84122.113D2-1.2302.2080.0651.043B0B10.000-2.8400.000-2.840 节点分配顺序：（F5 E4 F3 E2 F1）；（E5 F4 E3 F2 E1 ）
图3-19 满跨活载迭代过程
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王明明：某框架结构高校办公楼设计
7.166.756.2821.2811.029.167.981.430.285.797.981.437.166.756.2828.123.927.8414.7928.123.927.8414.7921.289.1611.020.649.5521.6410.0710.079.3217.2621.9111.109.718.2816.9020.987.0412.846.2418.9222.883.770.4922.883.779.3217.2610.0721.6410.078.6923.3123.313.560.283.5610.368.2816.9020.0020.001.745.025.027.646.2418.9221.919.7111.1020.9812.847.043.533.823.823.53
图3-20 满跨活载弯矩图（kN·m）
6.50-6.741.281.286.74-6.509.8114.0217.86-19.943.653.6514.0219.94-17.869.8136.4954.13-19.093.653.6554.1319.0936.4918.71-18.7164.0218.6993.39-19.113.6593.393.6519.11-18.6964.0291.53132.6719.05-18.753.65132.673.6518.75-19.0591.53119.40171.59171.59119.40
图3-21 满跨活载剪力、轴力（kN）
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安徽工程大学毕业设计(论文)
根据做求出的两端弯矩，在通过平衡条件，即可求出荷载作用下的梁剪力、柱轴力，结果见表3–5～表3–20
表3–5 活载（a）作用下FH跨梁端剪力 q/2 MFE(kN·m) MEF(kN·m) ∑Mik/l 层 q(kN/m) a(m) u=(7.5–a)×5 4 3 2 1 层 5 4 3 2 1 2.94 0 8.4 0 8.4 2.1 2.1 2.1 2.1 2.1 6.62 0 18.90 0 18.90 l(m) 2.7 2.7 2.7 2.7 2.7 –5.35 –1.77 –19.62 –1.71 –19.28 gl/4 0 3.65 0 3.65 0 6.22 2.08 20.63 2.75 20.99 0.13 0.05 0.15 0.16 0.26 VE=ql/4 0 3.65 0 3.65 0 VF= u–∑Mik/l 6.49 -0.05 18.75 -0.16 18.64 VE=–(u+∑Mik/l) –6.75 -0.05 –-19.05 -0.16 –19.16 VF=–ql/4 0 –3.65 0 –3.65 0 表3–6 活载（a）作用下HI跨梁端剪力 q(kN/m) 0 5.4 0 5.4 0 q(kN/m) 层 (板传来荷5 4 3 2 1 载) 2.94 0 8.4 0 8.4 a(m) l(m) 2.1 2.1 2.1 2.1 2.1 6.6 6.6 6.6 6.6 6.6 表3–7 活载（a）作用FH跨跨中弯矩（kN·m） u MFE ∑Mik/l 0.13 0.05 0.15 0.16 0.26 VA= M= =(l–a)×q/2 (kN·m) 6.62 0 18.90 0 18.90 –5.35 –1.77 –19.62 –1.71 –19.28 u–∑Mik/l u×1.21–MFE–VF×l/2 6.49 -0.05 18.75 -0.16 18.64 中柱（H轴） -8.06 1.94 –19.37 2.34 –19.36 表3–8 活载（a）作用下柱轴力
边柱（F轴） 层 5 4 3 2 1 横梁 端部剪力 6.49 -0.05 18.75 -0.16 18.64 纵梁 端部剪力 3.31 8.82 8.82 8.82 8.82 柱轴力（kN） 9.80 18.57 46.14 54.80 82.26 - 31 -
横梁 端部剪力 6.75 3.70 19.05 3.81 19.16 纵梁 端部剪力 6.00 16.52 16.52 16.52 16.52 柱轴力（kN） 12.75 32.97 68.54 88.87 124.55 王明明：某框架结构高校办公楼设计
表3–9 活载（b）作用下FH跨梁端剪力
q/2 MFH(kN·m) MHF(kN·m) ∑Mik/l VF= 层 q(kN/m) a(m) u=(7.5–a)×5 4 3 2 1 层 5 4 3 2 1 2.94 8.4 0 8.4 0 2.1 2.1 2.1 2.1 2.1 q(Kn/m) 0 0 5.4 0 5.4 q(kN/m) 层 (板传来荷5 4 3 21 1 载) 2.94 8.4 0.00 8.4 0.00 a(m) l(m) 2.1 2.1 2.1 2.1 2.1 6.6 6.6 6.6 6.6 6.6 6.62 18.90 0 18.90 0 l(m) 2.7 2.7 2.7 2.7 .2.7 -7.61 -20.27 -1.86 -19.76 -0.97 gl/4 0 0 3.65 0 3.65 7.91 21.12 2.38 20. 57 1.82 0.05 0.13 0.08 0.12 0.85 VH=ql/4 0 0 3.65 0 3.65 VH=–(u+∑Mik/l-6.67 -19.03 -0.08 -19.02 -0.85 VC=–ql/4 0 0 –3.65 0 –3.65 u–∑M6.57 /l ) 18.77 -0.08 18.78 -0.85 表3–10 活载（b）作用下HI跨梁端剪力
表3–11 活载（b）作用下FH跨跨中弯矩（kN·m） u MFH ∑Mik/l 0.05 0.13 -0.08 18.78 -0.13 VF= M= =(l–a)×q/2 (kN·m) 6.62 18.90 0 18.90 0 -7.61 –20.27 –1.86 –19.76 –0.97 u–∑Mik/l u×1.05–MFH–VF×l/2 7.71 22.31 –0.10 22.38 –0.08 中柱（H轴） -6.06 –18.80 2.12 –19.35 1.41 表3–12 活载（b）作用下柱轴力 边柱（F轴） 层 5 4 3 2 1 横梁 端部剪力 6.57 18.77 –0.08 18.78 –0.85 纵梁 端部剪力 3.31 8.82 8.82 8.82 8.82 柱轴力 （kN） 9.88 37.47 46.21 73.81 81.78
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横梁 端部剪力 6.67 19.03 3.73 19.02 4.50 纵梁 端部剪力 6.00 16.52 16.52 16.52 16.52 柱轴力（kN） 12.67 48.22 68.47 104.01 125.03