3.3结构设计——(恒载弯矩)

1、.3.3.6 固端弯矩计算查结构力学的相关公式，可求出梁固端弯矩，如表1 如示：表 1恒荷载作用梁固端弯矩计算表框架梁固端悬挑梁固端顶层12117.21 7.92122.0 =12+ 30.35 2.0 ? ?=? ?+ ?9.10 2.0126GF1226FEE2=89.51kN. m=78.90kN. m标准层12120.62 7.921218.11 2.02+30.35 2.0?GF ?=122?FE ?+ ?E 2.0 =122=107.24kN. m=76.92kN. m3.4.5 节点弯矩系数顶层分配系数计算过程如下（其他层计算手法相同，结果见表2）顶层节点 G：4 3.074 1

2、.66= 4 1.66+4 3.07= 0.65，65G = 4 1.66+4 3.07= 0.356GF顶层节点 F：4 3.074 1.66= 4 1.66+4 3.07+0 = 0.65，65G = 4 1.66+4 3.07+0 = 0.356FG表 2节点分配系数表G 轴F 轴顶层6GF0.656FG0.6565G0.3565F0.35标准层 55GF0.485FG0.48（25 层相同）54G0.2654F0.2656G0.2656F0.261GF0.461FG0.46第 1 层12G0.2512F0.2510G0.2910F0.29.3.6.6 恒荷载作用下内力分析【 1】力矩二

3、次分配恒荷载作用下内力计算采用力矩二次分配法，计算结果程见下图：（注： 34 层相同）恒荷载作用下的弯矩分配上柱下柱右梁左梁上柱下柱右梁分配系数0.350.650.650.350顶层固端弯矩-89.5189.51-78.90分配弯矩31.3358.18-6.90-3.710.00传递弯矩13.94-3.4529.09-3.94分配弯矩-3.67-6.82-16.35-8.800.0041.60-41.6095.36-16.46-78.90分配系数0.260.260.480.480.260.2605固端弯矩-107.24107.24-76.92分配弯矩27.8827.8851.48-14.55-

4、7.88-7.880.00传递弯矩15.6613.94-7.2825.74-1.86-3.94分配弯矩-5.81-5.81-10.72-9.57-5.18-5.180.0037.7436.02-73.76108.85-14.92-17.01-76.92分配系数0.260.260.480.480.260.26034固端弯矩-107.24107.24-76.92分配弯矩27.8827.8851.48-14.55-7.88-7.880.00传递弯矩13.9413.94-7.2825.74-3.94-3.94分配弯矩-5.36-5.36-9.89-8.57-4.64-4.640.0036.4736.4

5、7-72.93109.85-16.47-16.47-76.92分配系数0.260.260.480.480.260.2602固端弯矩-107.24107.24-76.92分配弯矩27.8827.8851.48-14.55-7.88-7.880.00传递弯矩13.9413.41-7.2825.74-3.94-3.79分配弯矩-5.22-5.22-9.63-8.64-4.68-4.680.0036.6136.07-72.67109.78-16.51-16.35-76.92分配系数0.2500.2900.4600.4600.2500.29001固端弯矩-107.24107.24-76.92分配弯矩26

6、.8131.1049.33-13.95-7.58-8.790.00传递弯矩13.94-6.9724.67-3.94分配弯矩-1.74-2.02-3.21-9.53-5.18-6.010.0039.0129.08-68.09108.43-16.70-14.80-76.9214.54-7.40首层GF.【 2】各层剪力 V 值按简支计算梁端剪力如下：顶层： G轴， V6GF = 17.27 7.9 2 = 68.22kN ，F轴， V6FG = -V 6GF = -68.22kN， V6FE = 9.10 2.0 2 + 30.35 = 48.55kN其他层： G轴， VGF = 20.62 7.

7、9 2 =81.45kN ，F 轴， VFG = -V GF = -81.45kN， V6FE = 8.11 2.0 2 + 30.35 = 38.46kN二次分配后，梁、柱端剪力计算如下：( 以顶层为例 )梁： V6GF = 68.22 -V6FE = 48.55kN95.36-41.6095.36-41.60= 61.41kN ， V6FG = -68.22 -= -75.03kN7.97.9柱： G 柱， V = - （ -16.16-14.92） =8.97kN ，F 柱V =- （ 41.60+37.74） = -22.67kN3.53.5按相同方法对应计算其他层得到结果如下表所示：

8、恒荷载作用下框架梁柱的杆端剪力层次梁 GF 7.9m柱高G柱F 柱M（左）M(右）V(0)V(GF)V(FG)h(m)M（ t ）M（b）VM（ t ）M（ b）V顶层-41.6095.3668.2261.41-75.033.50-16.46-14.928.9741.6037.74-22.676-73.76108.8581.4577.01-85.893.50-17.01-16.479.5636.0236.47-20.7135-72.93109.8581.4576.78-86.723.50-16.47-16.519.4236.4736.61-20.882-72.67109.7881.4576.7

9、5-86.153.50-16.35-16.709.4436.0739.01-21.451-68.09108.4381.4576.34-86.563.80-14.80-7.405.8429.0814.54-11.48剪力图见（恒载作用下剪力图）【 3】各层柱轴力N 值：恒荷载作用下柱轴力层次梁边剪力（ kN）节点集中力（ kN）柱轴力（ kN）V（ G)V(F) 左V(F) 右G(G)G(F)N(G)N(F)661.41-75.0348.55163.57199.42224.98323.00577.01-85.8938.46200.08235.93502.07683.28476.78-86.723

10、8.46200.08235.93778.931044.39376.78-86.7238.46200.08235.931055.791405.50276.75-86.1538.46200.08235.931332.621766.04176.34-86.5638.46200.08235.931609.042126.99轴力图见（恒载作用下轴力图）.【 4】内力调整及调整后弯矩图内力调整结果见下表：M边 = M -V 2b； V边 = V - q b2 ， b 为柱宽M中= M0 - (V边 G+ V2) ， M0为按简支计算的原跨中弯矩；顶层M0=134.26，其他层 M0=160.86边 F.恒荷载内力调整（取0.8 ）层次截面柱轴线处柱边缘处跨中MVM边V 边0.8MM中天面G右41.6061.4129.3157.9723.4569.15F 左95.3675.6980.2272.2464.175G右73.7677.0150.6673.5740.5382.64F 左108.8586.3291.5982.8873.2734G右72.9376.7849.9073