隧道施工计算书.docx
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隧道施工计算书.docx
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隧道施工计算书
**********************************************************************
计算项目:
理正隧道衬砌计算软件7
计算时间:
2016-05-2111:
14:
09
**********************************************************************
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[计算简图]
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[计算条件]
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[基本参数]
规范标准:
砼规范GB50010-2010
承载能力极限状态?
0:
1.0
衬砌断面类型:
三心圆拱形(地铁)
每段计算的分段数:
10
计算迭代次数:
10
抗力验证要求:
高
[衬砌参数]
底部半宽:
5.700(m)
底拱半径:
15.000(m)
底拱半中心角:
19.000(度)
底拱厚度:
0.350(m)
侧墙高度:
1.645(m)
侧墙厚度:
0.350(m)
顶拱半径:
5.700(m)
顶拱厚度:
0.350(m)
底拱围岩弹抗系数:
300.000(MN/m3)
侧墙围岩弹抗系数:
50.000(MN/m3)
顶拱围岩弹抗系数:
50.000(MN/m3)
衬砌的弹性模量:
31500.000(MPa)
[荷载参数]
底部山岩压力(侧):
0.000(kN/m)
底部山岩压力(中):
0.000(kN/m)
侧向山岩压力(上):
21.800(kN/m)
侧向山岩压力(下):
61.300(kN/m)
顶部山岩压力(侧):
80.750(kN/m)
顶部山岩压力(中):
80.750(kN/m)
内水压力水头:
0.000(m)
外水压力水头:
0.000(m)
外水压力折减系数(?
):
0.000
顶拱灌浆压力:
0.000(kPa)
顶拱灌浆压力作用范围角:
0.000(度)
其它段灌浆压力:
0.000(kPa)
衬砌容重:
25.000(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√1.35
2顶岩压力√1.35
3底岩压力√1.35
4侧岩压力√1.35
5内水压力√1.35
6外水压力√1.35
7顶部灌浆压力√1.35
8其余灌浆压力√1.35
[配筋参数]
对称配筋:
是
混凝土等级:
C35
纵筋等级:
HRB400(fy=360MPa,fyk=400MPa)
拉结筋计算:
计算
拉结筋等级:
HPB235(fy=270MPa,fyk=300MPa)
拉结筋间距:
200(mm)
配筋计算as:
65(mm)
配筋调整系数:
1.00
裂缝计算:
计算
最大裂缝宽度允许值:
0.40(mm)
单侧拟采用纵筋直径:
20(mm)
砼保护层厚度:
50(mm)
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[计算结果]
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注:
纵筋面积和配筋率结果中,如果出现红色数字,则表示配筋率大于2.5%。
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[内力配筋计算]
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计算结论:
经过4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(配筋率)拉结筋面积截面验算
NQMUVWAs(瘢?
Av
(kN)(kN)(kN.m)(mm)(mm)(度)(kPa)(mm2)(mm2)
底拱(从中心向左等分10段):
0-889.1410.000-4.7370.0000.2320.0000.1700.0(0.25%)247.8满足
1-888.346-1.041-4.512-0.0480.226-0.0010.1700.0(0.25%)247.8满足
2-885.941-3.687-3.434-0.0950.209-0.0020.1700.0(0.25%)247.8满足
3-881.865-9.331-0.342-0.1410.182-0.0030.1700.0(0.25%)247.8满足
4-876.029-18.6776.478-0.1870.155-0.0020.0700.0(0.25%)247.8满足
5-868.359-30.79318.730-0.2310.1410.0010.0700.0(0.25%)247.8满足
6-858.865-41.61536.954-0.2750.1680.0080.1700.0(0.25%)247.8满足
7-847.781-42.07358.493-0.3200.2750.0200.1700.0(0.25%)247.8满足
8-835.757-16.58874.599-0.3710.5090.0370.2700.0(0.25%)247.8满足
9-824.07556.55267.154-0.4310.9010.0560.3700.0(0.25%)247.8满足
10-814.791200.3936.559-0.5071.4300.0670.4700.0(0.25%)247.8满足
侧底圆角(从右向左等分10段):
0-814.791200.3936.559-0.5071.4300.0670.4700.0(0.25%)247.8满足
1-832.590165.036-20.809-0.7011.5290.0660.5700.0(0.25%)247.8满足
2-845.155132.887-43.119-0.9071.6000.0640.5700.0(0.25%)247.8满足
3-853.180103.307-60.810-1.1201.6360.0600.5700.0(0.25%)247.8满足
4-857.28875.268-74.193-1.3341.6340.0550.5700.0(0.25%)247.8满足
5-857.96547.427-83.404-1.5461.5910.0480.5700.0(0.25%)247.8满足
6-855.50118.217-88.355-1.7501.5050.0420.5700.0(0.25%)247.8满足
7-849.945-14.054-88.716-1.9411.3770.0350.4700.0(0.25%)247.8满足
8-841.080-51.085-83.900-2.1131.2080.0280.4700.0(0.25%)247.8满足
9-828.415-94.459-73.071-2.2611.0040.0220.3700.0(0.25%)247.8满足
10-811.197-145.514-55.173-2.3830.7670.0170.2700.0(0.25%)247.8满足
侧墙(从底向上等分10段):
0-811.197-145.514-55.173-2.3830.7670.0170.0700.0(0.25%)247.8满足
1-809.253-127.325-32.729-2.3950.8120.0140.0700.0(0.25%)247.8满足
2-807.310-108.961-13.293-2.4070.8490.0120.0700.0(0.25%)247.8满足
3-805.367-90.4673.112-2.4190.8820.0120.0700.0(0.25%)247.8满足
4-803.424-71.85416.464-2.4310.9160.0120.0700.0(0.25%)247.8满足
5-801.481-53.10226.744-2.4430.9540.0140.0700.0(0.25%)247.8满足
6-799.538-34.16933.925-2.4550.9980.0170.0700.0(0.25%)247.8满足
7-797.595-14.99537.973-2.4671.0500.0200.1700.0(0.25%)247.8满足
8-795.6514.49238.841-2.4781.1120.0230.1700.0(0.25%)247.8满足
9-793.70824.36736.474-2.4901.1830.0260.1700.0(0.25%)247.8满足
10-791.76544.70530.799-2.5021.2620.0290.1700.0(0.25%)247.8满足
侧顶圆角(从侧拱脚向右等分10段):
0-791.76544.70530.799-2.5021.2620.0290.1700.0(0.25%)247.8满足
1-791.72144.55530.311-2.5051.2630.0290.1700.0(0.25%)247.8满足
2-791.67644.40529.824-2.5091.2630.0290.1700.0(0.25%)247.8满足
3-791.62944.25529.339-2.5121.2640.0300.1700.0(0.25%)247.8满足
4-791.58144.10528.856-2.5151.2650.0300.1700.0(0.25%)247.8满足
5-791.53243.95528.374-2.5181.2660.0300.1700.0(0.25%)247.8满足
6-791.48143.80627.894-2.5211.2670.0300.1700.0(0.25%)247.8满足
7-791.43043.65627.415-2.5251.2680.0300.1700.0(0.25%)247.8满足
8-791.37743.50726.938-2.5281.2690.0300.1700.0(0.25%)247.8满足
9-791.32243.35826.463-2.5311.2700.0300.1700.0(0.25%)247.8满足
10-791.26743.20925.989-2.5341.2710.0310.1700.0(0.25%)247.8满足
顶拱(从拱脚向拱顶等分10段):
0-791.26743.20925.989-2.5341.2710.0310.1700.0(0.25%)247.8满足
1-782.45733.136-7.509-2.8031.3780.0340.1700.0(0.25%)247.8满足
2-765.32228.441-34.464-3.0821.3960.0250.1700.0(0.25%)247.8满足
3-740.72424.777-58.332-3.3441.1320.0040.1700.0(0.25%)247.8满足
4-709.2749.947-75.173-3.5300.431-0.0270.0700.0(0.25%)247.8满足
5-670.456-25.020-68.831-3.563-0.800-0.0600.0700.0(0.25%)247.8满足
6-626.719-47.544-35.541-3.365-2.479-0.0850.0700.0(0.25%)247.8满足
7-584.101-53.79210.439-2.884-4.346-0.0910.0700.0(0.25%)247.8满足
8-548.522-45.30355.236-2.119-6.044-0.0750.0700.0(0.25%)247.8满足
9-524.956-25.65587.261-1.123-7.229-0.0430.0700.0(0.25%)247.8满足
10-516.7130.00098.8320.000-7.6530.0000.0700.0(0.25%)247.8满足
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[根据裂缝限制调整后的纵筋面积]
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计算结论:
经过4次计算,达到各点设定抗力条件和法向位移一致!
轴向力弯矩纵筋面积(配筋率)纵筋直径裂缝宽度拉筋应力
NkMk(单侧)(单侧)Wmaxstress
(kN)(kN.m)(mm2)(mm)(mm)(MPa)
底拱(从中心向左等分10段):
0-658.623-3.509700.0(0.25%)200.000.0
1-658.034-3.342700.0(0.25%)200.000.0
2-656.253-2.544700.0(0.25%)200.000.0
3-653.233-0.253700.0(0.25%)200.000.0
4-648.9114.798700.0(0.25%)200.000.0
5-643.22913.874700.0(0.25%)200.000.0
6-636.19627.373700.0(0.25%)200.000.0
7-627.98643.328700.0(0.25%)200.000.0
8-619.07955.259700.0(0.25%)200.000.0
9-610.42649.743700.0(0.25%)200.000.0
10-603.5494.859700.0(0.25%)200.000.0
侧底圆角(从右向左等分10段):
0-603.5494.859700.0(0.25%)200.000.0
1-616.733-15.414700.0(0.25%)200.000.0
2-626.041-31.940700.0(0.25%)200.000.0
3-631.985-45.044700.0(0.25%)200.000.0
4-635.028-54.958700.0(0.25%)200.000.0
5-635.530-61.780700.0(0.25%)200.000.0
6-633.704-65.448700.0(0.25%)200.000.0
7-629.589-65.716700.0(0.25%)200.000.0
8-623.022-62.148700.0(0.25%)200.000.0
9-613.640-54.127700.0(0.25%)200.000.0
10-600.886-40.869700.0(0.25%)200.000.0
侧墙(从底向上等分10段):
0-600.886-40.869700.0(0.25%)200.000.0
1-599.447-24.244700.0(0.25%)200.000.0
2-598.008-9.847700.0(0.25%)200.000.0
3-596.5682.305700.0(0.25%)200.000.0
4-595.12912.196700.0(0.25%)200.000.0
5-593.68919.811700.0(0.25%)200.000.0
6-592.25025.130700.0(0.25%)200.000.0
7-590.81128.128700.0(0.25%)200.000.0
8-589.37128.771700.0(0.25%)200.000.0
9-587.93227.018700.0(0.25%)200.000.0
10-586.49322.814700.0(0.25%)200.000.0
侧顶圆角(从侧拱脚向右等分10段):
0-586.49322.814700.0(0.25%)200.000.0
1-586.46022.453700.0(0.25%)200.000.0
2-586.42622.092700.0(0.25%)200.000.0
3-586.39221.733700.0(0.25%)200.000.0
4-586.35621.375700.0(0.25%)200.000.0
5-586.32021.018700.0(0.25%)200.000.0
6-586.28320.662700.0(0.25%)200.000.0
7-586.24420.307700.0(0.25%)200.000.0
8-586.20519.954700.0(0.25%)200.000.0
9-586.16519.602700.0(0.25%)200.000.0
10-586.12319.251700.0(0.25%)200.000.0
顶拱(从拱脚向拱顶等分10段):
0-586.12319.251700.0(0.25%)200.000.0
1-579.598-5.562700.0(0.25%)200.000.0
2-566.905-25.529700.0(0.25%)200.000.0
3-548.684-43.209700.0(0.25%)200.000.0
4-525.388-55.684700.0(0.25%)200.000.0
5-496.634-50.986700.0(0.25%)200.000.0
6-464.236-26.327700.0(0.25%)200.000.0
7-432.6677.733700.0(0.25%)200.000.0
8-406.31240.915700.0(0.25%)200.000.0
9-388.85664.638700.0(0.25%)200.13169.9
10-382.75173.209700.0(0.25%)200.27211.1
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[满足裂缝限制的配筋结果]
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衬砌内侧纵筋最大面积As=700.0mm2,外侧纵筋最大面积As1=700.0mm2;
拉结筋最大面积Av=247.8mm2。
截面尺寸(抗剪)验算:
满足。
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