预应力混凝土简支小箱梁桥设计 - 图文

m0q1

?0.5*(1.2054?0.6697?0.2827)?1.0789

2号梁 图2-8

m0q2?0.5*(0.0882?0.6176?1?0.4706?0.0882)?1.1323 3号梁 图2-9

m0q3

?0.5*(0.0882?0.6176?1?0.4706?0.0882)?1.1323

根据对称性关系 m0q4?m0q2?1.1323

m0q5?m0q1?1.0789

表3-4 各梁横向分布系数 梁号 跨中 支座 1 0.8859 1.0789 2 0.862 1.1323 3 0.8163 1.1323 4 0.862 1.1323 5 0.8859 1.0789

3.2.2 活载计算

荷载值 qk?10.5kN/m Pk?300kN 折减系数 0.67 1号梁

πEIc3.143.45*1010*0.548??2.45HZ f?2m2*34.1956972lc??0.1767lnf?0.0157?0.143 弯矩横向分布系数

图2-10

剪力横向分布系数 图2-11

支座处 弯矩

M=0 剪力 图2-12

Q=1.143*1.0789*300*0.67+1.143*（0.5*（1.0789*1+0.8859*0.8571）*34.19/7+0.

8859*0.5*6*34.19/7）*10.5*0.67=388.35kN 1/8跨处 弯矩 图2-13

M=1.143*0.8859*3.74*300*0.67+1.143*0.8859*0.5*3.74*34.19*10.5*0.67=1216.64kN.m 剪力 图2-14

Q=1.143*0.91*300*0.67+1.143*（0.5*（0.91*0.875+0.8859*0.8571） *0.61+0.8859*0.5*6*34.19/7）*10.5*0.67=317.26kN 1/4跨处 弯矩 图2-15

M=1.143*0.8859*6.41*300*0.67+1.143*0.8859*0.5*6.41*34.19*10.5*0.67=2085.21kN.m 剪力 图2-16

Q==1.143*0.75*300*0.8859*0.67+1.143*0.8859*0.5*0.75*0.75*34.19*10.5*0.67=221.05Kn 3/8跨处 弯矩 图2-17

M=1.143*0.8859*8.013*300*0.67+1.143*0.8859*0.5*8.013*34.19*10.5*0.67=2606.67kN.m 剪力 图2-18

Q=1.143*0.625*300*0.8859*0.67+1.143*0.8859*0.5*0.625 *0.625*34.19*10.5*0.67=174.77kN 跨中处 弯矩 图2-19

M=1.143*300*8.5475*0.8859*0.67+1.143*0.5*34.19*8.5475

*10.5*0.8859*0.67=2780.55kN.m