西安石油大学本科毕业设计（论文）

上柱下柱左梁0.4620.538-67.1831.0436.1416.08-12.28-1.76-2.04-1.99-1.171.461.744.84-44.840.3160.3160.368-101.7432.1532.1537.4415.5212.01-14.93-3.98-3.98-4.64-0.88-2.880.281.101.101.2843.9138.4-82.310.2360.4890.275-101.7424.0149.7527.9816.0819.84-11.50-5.76-11.94-6.72-1.99-6.901.931.643.401.9134.0754.15-88.140.390.390.22-101.7439.6839.6822.3824.8819.84-9.37-13.79-13.79-7.78-5.97-6.362.633.783.782.1348.5843.15-91.750.390.390.22-101.7439.6839.6822.3819.8422.13-9.37-12.71-12.71-7.17-6.9-2.072.422.552.551.4542.4649.58-92.030.4350.320.245-101.7444.2632.5624.9319.84-10.34-4.13-3.04-2.330.47-6.362.561.881.4456.1731.4-87.5715.67左梁上柱下柱右梁0.44567.18-24.5618.07-2.33-1.020.3557.690.3830.172-11.98-21.14-9.49-12.84-2.0-0.90.240.30.13-35.44-22.240.3220.2770.2770.124-9.03-29.85-25.68-25.68-11.518.72-10.57-9.870.550.480.480.211.66-2.32-1.00530.460.460.2189.37-36.31-32.95-20.110.2480.2130.4420.097-9.03-22.99-19.75-40.98-8.9913.99-12.84-16.693.316.871.513.85-3.360.244.68-0.39-0.33-0.69-0.1592.84-29.37-46.81-16.660.2020.360.360.078101.74-9.03-18.74-33.38-33.38-7.2311.19-20.49-16.695.259.369.362.03-3.893.444.31-0.78-1.39-1.39-0.3094.78-42.46-37.79-14.530.2020.360.360.078-9.03101.74-18.73-33.38-33.38-7.2311.19-16.69-18.454.848.628.621.87-3.594.680.84-039-0.70-0.70-0.1595.06-37.47-43.07-14.540.2230.3980.2920.087101.74-9.03-20.67-36.9-27.07-8.0712.47-16.690.941.681.230.37-1.174.31-0.7-1.25-0.92-0.2792.61-48.85-26.76-17-13.38101.74101.74

图3.11 恒载弯矩分配图

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西安石油大学本科毕业设计（论文）

上柱下柱左梁左梁上柱下柱右梁 34

西安石油大学本科毕业设计（论文）

图3.12 活载弯矩分配图

44.83(35.86)44.8382.31(65.85)38.4043.9188.14(70.15)34.0791.75(73.4)43.1548.5892.03(73.62)49.5842.4687.57(70.06)56.1737.4742.4657.69(46.15)22.24(17.79)35.4489.37(71.50)20.11(16.09)32.9536.3192.84(74.27)16.66(13.33)29.3746.8194.78(75.82)14.53(11.62)37.7995.06(76.05)14.54(11.63)43.0792.61(74.09)17(13.6)48.8526.7654.1531.415.6713.38

图3.13 恒载作用下框架弯矩图

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西安石油大学本科毕业设计（论文）

12.84(10.27)12.8416.97(13.58)7.049.9517.33(13.86)6.818.37(14.70)8.549.8518.38(14.70)9.98.4817.46(13.97)11.196.747.6617.18(13.74)7.37(5.90)9.8018.83(15.06)5.68(4.54)5.437.7219.12(15.30)5.33(4.26)5.218.5819.36(15.49)4.92(3.94)6.7919.4(15.52)4.92(3.94)7.7419.02(15.22)5.37(4.30)8.834.8310.416.283.142.42

图3.14 活载作用下框架弯矩图

3.2.7.3 梁端剪力及柱轴力计算

梁端剪力V= Vq?Vm

式中Vq—为梁上均布荷载引起的剪力，Vq=ql/2

Vm—为梁端弯矩引起的剪力，Vm=（M左-M右）/l

柱轴力N=V+p 式中V—为两端剪力；

p—节点集中力及柱自重。

以AB跨、五、六层梁在恒载作用下，梁端剪力及柱轴力计算为例。 由图3.9查得梁上均布荷载为：

五层：q=35.80kN/m 集中荷载108.27kN 柱自重23.64kN 六层：q=23.86kN/m 由图3.13查得：

五层梁端弯矩： M左=82.31kN·m（65.85kN·m）

M右=89.37kN·m（71.50kN·m）

六层梁端弯矩： M左=44.83kN·m（35.86kN·m） M右=57.69kN·m（46.15kN·m）

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