预应力混凝土连续梁结构计算书Word格式.docx
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5、设计荷载:
城-A级;
6、温度荷载:
按《公路桥涵设计通用规范》(JTGD60-2004)4.3.10.3取用
a、体系整体升温15度;
b、体系整体降温15度;
c、梯度温度
●顶板顶层处:
25℃
●顶板顶层以下10cm:
6.7℃
●顶板顶层以下40cm:
0℃
7、桥孔布置:
4x30+4x30+4x30预应力混凝土连续箱梁桥;
8、桥面采用双向横坡(由主梁顶板形成);
9、本桥位于直线内。
按直线桥梁计算。
三、材料参数
1、混凝土:
a、主梁采用C50混凝土:
轴心抗压强度标准值fck=32.4Mpa,轴心抗拉强度标准值ftk=2.65Mpa
弹性模量Ec=3.45×
104Mpa。
容重26KN/m3;
b、水泥混凝土桥面铺装130cm,容重26KN/m3;
c、栏杆底座采用C40混凝土;
d、桥墩采用C30混凝土:
轴心抗压强度标准值fck=20.1Mpa,轴心抗拉强度标准值ftk=2.01Mpa
弹性模量Ec=3.00×
104Mpa。
容重26KN/m3;
2、预应力钢材:
15.20预应力钢绞线:
标准强度fpk=1860Mpa,弹性模量Ep=1.95×
105Mpa。
公称面积140mm2,
15.20Ⅱ级松弛钢绞线束。
张拉控制应力1350Mpa
摩阻系数μ=0.14,孔道偏差摩阻系数k=0.0015,一端锚具变形δ=6毫米,松弛率R=0。
锚具:
预应力钢绞线采用OVM型锚具。
3、普通钢筋
采用HRB335钢筋。
4、伸缩装置:
桥台两侧均采用GQF-MZL160型伸缩缝装置,安装宽度120mm。
5、支座:
待计算后确定。
6、基础沉降:
基础不均匀沉降按0.01cm计算。
四、结构形式及结构尺寸
1、主梁:
●主梁采用单箱双室断面,梁高1800mm,外悬臂长度为4000mm,桥面横坡2%,由主梁倾斜形成;
●标准断面顶板最小厚度为230mm,底板最小厚度210mm,腹板最小厚度500mm;
●支点处断面顶板最小厚度为480mm,底板最小厚度460mm;
●顶板、底板及腹板厚度变化段长度:
3000mm;
●按B类构件进行计算
2、主梁一般构造图见下图:
3、主梁钢束布置见设计详图。
腹板束采用φs15.20-22预应力钢绞线,底板通长束采用φs15.20-7预应力钢绞线,底板端短束采用φs15.20-3预应力钢绞线。
4、墩台形式:
柱式墩台
5、基础采用桩基础。
五、主梁内力计算
1.本桥主梁按四跨一联计算,一联长4x30=120m,C50混凝土数量为1525.50m3。
●桥面铺装按均布荷载加载:
0.13*20*26*1.2=81KN/m(考虑人行道系数1.2)。
●活载按城-A级,由Dr.Bridge系统自动计算。
●全桥共划分124个单元,125个节点。
●结构离散图见下图:
●2、33、93、123号节点为竖向支撑,63号节点为固定支撑。
1、指定单元截面应力输出
********************************************************************************
施工阶段内力位移输出
第1施工阶段结构效应
阶段支承反力汇总:
阶段累计结果:
节点号水平力竖向力弯矩
20.000e+0006.908e+0030.000e+000
330.000e+0001.129e+0040.000e+000
63-6.648e-0021.303e+0040.000e+000
930.000e+0001.124e+0040.000e+000
1230.000e+0006.954e+0030.000e+000
阶段永久载结果:
20.000e+0005.192e+0030.000e+000
330.000e+0001.379e+0040.000e+000
63-8.990e-0101.146e+0040.000e+000
930.000e+0001.375e+0040.000e+000
1230.000e+0005.230e+0030.000e+000
正常使用阶段内力位移输出
正常使用阶段支承反力汇总:
结构重力结果:
预应力结果:
20.000e+000-7.581e+0010.000e+000
330.000e+0001.161e+0020.000e+000
63-1.187e-010-8.070e+0010.000e+000
930.000e+0001.166e+0020.000e+000
1230.000e+000-7.625e+0010.000e+000
汽车MaxM结果:
20.000e+0000.000e+0000.000e+000
330.000e+0000.000e+0000.000e+000
630.000e+0000.000e+0000.000e+000
930.000e+0000.000e+0000.000e+000
1230.000e+0000.000e+0000.000e+000
汽车MinM结果:
汽车MaxQ结果:
20.000e+0001.975e+0030.000e+000
330.000e+0003.288e+0030.000e+000
630.000e+0003.158e+0030.000e+000
930.000e+0003.282e+0030.000e+000
1230.000e+0001.956e+0030.000e+000
汽车MinQ结果:
20.000e+000-1.924e+0020.000e+000
330.000e+000-3.183e+0020.000e+000
630.000e+000-5.988e+0020.000e+000
930.000e+000-3.195e+0020.000e+000
1230.000e+000-1.941e+0020.000e+000
荷载组合I支承反力组合结果:
节点号=2
内力性质水平最大水平最小竖向最大竖向最小弯矩最大弯矩最小
水平力0.000e+0000.000e+0000.000e+0000.000e+0000.000e+0000.000e+000
竖向力6.908e+0036.908e+0038.239e+0036.441e+0036.908e+0036.908e+003
弯矩0.000e+0000.000e+0000.000e+0000.000e+0000.000e+0000.000e+000
节点号=33
竖向力1.129e+0041.129e+0041.379e+0049.916e+0031.129e+0041.129e+004
节点号=63
水平力-6.648e-002-6.648e-002-6.648e-002-6.648e-002-6.648e-002-6.648e-002
竖向力1.303e+0041.303e+0041.584e+0041.136e+0041.303e+0041.303e+004
节点号=93
竖向力1.124e+0041.124e+0041.374e+0049.856e+0031.124e+0041.124e+004
节点号=123
竖向力6.954e+0036.954e+0038.281e+0036.483e+0036.954e+0036.954e+003
荷载组合II支承反力组合结果:
竖向力6.908e+0036.908e+0038.880e+0036.378e+0036.908e+0036.908e+003
竖向力1.129e+0041.129e+0041.491e+0049.811e+0031.129e+0041.129e+004
竖向力1.303e+0041.303e+0041.692e+0041.115e+0041.303e+0041.303e+004
竖向力1.124e+0041.124e+0041.485e+0049.750e+0031.124e+0041.124e+004
竖向力6.954e+0036.954e+0038.917e+0036.419e+0036.954e+0036.954e+003
荷载组合III支承反力组合结果:
竖向力6.908e+0036.908e+0039.745e+0036.298e+0036.908e+0036.908e+003
竖向力1.129e+0041.129e+0041.626e+0049.613e+0031.129e+0041.129e+004
竖向力1.303e+0041.303e+0041.825e+0041.091e+0041.303e+0041.303e+004
竖向力1.124e+0041.124e+0041.621e+0049.551e+0031.124e+0041.124e+004
竖向力6.954e+0036.954e+0039.773e+0036.339e+0036.954e+0036.954e+003
指定单元截面应力输出
第1施工阶段应力结果
阶段累计应力:
主截面:
单元号左上缘左下缘右上缘右下缘
11.43e-0141.43e-014-0.2530.906
2-0.2530.906-0.1230.746
3-0.1230.7460.9840.217
40.9840.2172.14-0.183
52.14-0.1831.862.36
61.862.362.176.62
72.176.621.877.89
81.877.891.628.7
91.628.71.878.67
101.878.672.328.29
112.328.292.757.67
122.757.673.147.11
133.147.113.486.63
143.486.633.766.23
153.766.233.985.91
163.985.914.155.69
174.155.694.265.53
184.265.534.315.48
194.315.484.35.52
204.35.524.235.66
214.235.664.115.88
224.115.884.026.04
234.026.044.016.07
244.016.074.115.93
254.115.934.345.56
264.345.564.615.16
274.615.164.864.8
284.864.84.814.15
294.814.154.542.97
304.542.974.082.35
314.082.353.432.47
323.432.472.673.4
332.673.43.412.44
343.412.444.062.28
354.062.284.572.4
364.572.44.972.85
374.972.855.13.24
385.13.244.963.39
394.963.394.783.63
404.783.634.623.83
414.623.834.593.83
424.593.834.653.7
434.653.74.783.47
444.783.474.923.22
454.923.225.023.06
465.023.065.072.97
475.072.975.042.99
485.042.994.933.14
494.933.144.773.36
504.773.364.563.66
514.563.664.314.02
524.314.024.084.33
534.084.333.94.54
543.94.543.84.65
553.84.653.84.6
563.84.63.834.56
573.834.563.794.61
583.794.613.624.21
593.624.213.163.77
603.163.772.573.67
612.573.671.853.87
621.853.870.9324.99
630.9324.991.853.87
641.853.872.573.67
652.573.673.163.76
663.163.763.634.2
673.634.23.84.6
683.84.63.834.54
693.834.543.814.59
703.814.593.814.64
713.814.643.914.53
723.914.534.094.31
734.094.314.324
744.3244.583.64
754.583.644.793.33
764.793.334.953.12
774.953.125.062.96
785.062.965.092.94
795.092.945.053.02
805.053.024.9