隧道衬砌计算Word文档格式.docx
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隧道衬砌计算Word文档格式.docx
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高
[衬砌参数]
底板半宽:
3.000(m)
底板厚度:
0.600(m)
侧墙高度:
6.000(m)
侧墙厚度:
顶拱半中心角:
60.000(度)
顶拱拱脚厚度:
顶拱拱顶厚度:
底板围岩弹抗系数:
500.000(MN/m3)
侧墙围岩弹抗系数:
顶拱围岩弹抗系数:
衬砌的弹性模量:
23000.000(MPa)
[荷载参数]
底部山岩压力(侧):
0.000(kN/m)
底部山岩压力(中):
侧向山岩压力(上):
侧向山岩压力(下):
顶部山岩压力(侧):
70.000(kN/m)
顶部山岩压力(中):
内水压力水头:
外水压力水头:
0.000(m)
外水压力折减系数():
0.400
顶拱灌浆压力:
20.000(kPa)
顶拱灌浆压力作用范围角:
其它段灌浆压力:
0.000(kPa)
衬砌容重:
24.000(kN/m3)
[荷载组合参数]
编号荷载名称是否计算分项系数
1衬砌自重√1.00
2顶岩压力√1.00
3底岩压力√1.00
4侧岩压力√1.00
5内水压力√1.00
6外水压力√1.00
7顶部灌浆压力√1.00
8其余灌浆压力√1.00
[配筋参数]
对称配筋:
是
混凝土等级:
C25
纵筋等级:
Ⅱ级(fy=310MPa,fyk=335MPa)
箍筋计算:
计算
箍筋等级:
Ⅰ级(fy=210MPa,fyk=235MPa)
箍筋间距:
100(mm)
配筋计算as:
65(mm)
配筋调整系数:
裂缝计算:
采用的荷载效应组合:
短期效应组合
最大裂缝宽度允许值:
0.40(mm)
单侧钢筋:
12D20
砼保护层厚度:
50(mm)
[计算结果]
[内力配筋计算]
计算结论:
经过3次计算,达到各点设定抗力条件和法向位移一致!
轴向力剪力弯矩切向位移法向位移转角围岩抗力单侧纵筋箍筋面积抗剪验算
NQMUVWAsAv
(kN)(kN)(kN.m)(mm)(mm)(度)(kPa)(mm^2)(mm^2)
底板(从中心向左等分10段):
0-83.7380.00087.9950.0000.1020.0000.11070.0173.9满足
1-83.738-6.47989.003-0.0020.1120.0040.11070.0173.9满足
2-83.738-10.07191.594-0.0040.1410.0070.11070.0173.9满足
3-83.738-7.83394.464-0.0050.1900.0110.11070.0173.9满足
4-83.7383.27195.408-0.0070.2590.0150.11070.0173.9满足
5-83.73826.33691.305-0.0090.3490.0190.21070.0173.9满足
6-83.73864.40878.105-0.0110.4590.0230.21070.0173.9满足
7-83.738120.24950.879-0.0130.5850.0250.31070.0173.9满足
8-83.738195.9643.960-0.0150.7230.0270.41070.0173.9满足
9-83.738292.445-68.789-0.0160.8600.0250.41070.0173.9满足
10-83.738408.637-173.498-0.0180.9820.0200.51266.9173.9满足
侧墙(从底向上等分10段):
0-408.637-83.738-173.498-0.982-0.0180.0200.01070.0173.9满足
1-399.997-97.306-117.028-1.0000.1290.0080.11070.0173.9满足
2-391.357-80.558-62.750-1.0170.1740.0010.11070.0173.9满足
3-382.717-56.141-21.665-1.0340.163-0.0020.11070.0173.9满足
4-374.077-35.1405.480-1.0500.132-0.0030.11070.0173.9满足
5-365.437-19.70321.737-1.0660.105-0.0020.11070.0173.9满足
6-356.797-6.28529.600-1.0820.0960.0000.01070.0173.9满足
7-348.15711.82128.375-1.0970.1130.0030.11070.0173.9满足
8-339.51742.20012.951-1.1120.1530.0050.11070.0173.9满足
9-330.87790.268-25.877-1.1270.2030.0040.11070.0173.9满足
10-322.237154.356-98.751-1.1410.228-0.0010.11070.0173.9满足
顶拱(从拱脚向拱顶等分10段):
0-356.244-27.442-98.751-1.102-0.373-0.0010.01070.0173.9满足
1-336.393-46.091-85.264-1.065-0.506-0.0050.01070.0173.9满足
2-314.360-59.576-65.937-1.013-0.661-0.0090.01070.0173.9满足
3-291.286-67.648-42.696-0.943-0.830-0.0120.01070.0173.9满足
4-268.334-70.299-17.514-0.854-1.004-0.0130.01070.0173.9满足
5-246.640-67.7627.678-0.747-1.174-0.0140.01070.0173.9满足
6-227.262-60.49731.076-0.622-1.329-0.0130.01070.0173.9满足
7-211.136-49.17551.079-0.481-1.460-0.0100.01070.0173.9满足
8-199.036-34.64366.364-0.328-1.560-0.0080.01070.0173.9满足
9-191.537-17.88975.944-0.166-1.623-0.0040.01070.0173.9满足
10-188.9980.00079.2060.000-1.6440.0000.01070.0173.9满足
[配筋结果]
衬砌内侧纵筋最大面积As=1266.9mm^2,外侧纵筋最大面积As1=1266.9mm^2;
纵筋面积总和As=2533.7mm^2。
箍筋最大面积Av=173.9mm^2。
截面尺寸抗剪验算:
满足。
注:
此处纵筋即为受力筋。
[裂缝计算]
轴向力弯矩围岩抗力实配钢筋裂缝宽度拉筋应力
NkMk(单侧)Wmaxstress
(kN)(kN.m)(kPa)(mm)(MPa)
0-83.73887.9950.05112D200.0740.7
1-83.73889.0030.05612D200.0741.2
2-83.73891.5940.07012D200.0742.7
3-83.73894.4640.09512D200.0744.2
4-83.73895.4080.13012D200.0744.8
5-83.73891.3050.17512D200.0742.5
6-83.73878.1050.23012D200.0635.2
7-83.73850.8790.29312D200.0320.4
8-83.7383.9600.36112D20------
9-83.738-68.7890.43012D200.0530.1
10-83.738-173.4980.49112D200.1488.7
0-408.637-173.4980.00012D200.1060.5
1-399.997-117.0280.06412D20------
2-391.357-62.7500.08712D20------
3-382.717-21.6650.08112D20------
4-374.0775.4800.06612D20------
5-365.43721.7370.05212D20------
6-356.79729.6000.04812D20------
7-348.15728.3750.05612D20------
8-339.51712.9510.07612D20------
9-330.877-25.8770.10112D20------
10-322.237-98.7510.11412D200.0529.4
0-356.244-98.7510.00012D20------
1-336.393-85.2640.00012D20------
2-314.360-65.9370.00012D20------
3-291.286-42.6960.00012D20------
4-268.334-17.5140.00012D20------
5-246.6407.6780.00012D20------
6-227.26231.0760.00012D20------
7-211.13651.0790.00012D20------
8-199.03666.3640.00012D200.0320.7
9-191.53775.9440.00012D200.0425.7
10-188.99879.2060.00012D200.0427.5
裂缝结果中“---”表示按规范对于e0/h0<
=0.55的偏心受压构件,可不验算裂缝宽度。
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