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1、XXX大桥(20+25+20)m预应力砼 等高度连续箱梁上部结构计算书（桥码软件计算）计 算 ：_复 核 ：_审 核 ：_XXX设计院2014年10月28日计算书目录第一章 设计资料- 0 1.1 项目概况- 0 1.2 设计参数及技术标准- 0 1.3 设计规范- 0 1.4 结构计算图式- 0 1.5 施工阶段划分- 0 1.6 单元截面特性- 0第二章 施工阶段计算结果- 0 2.1 第1施工阶段计算结果- 0 2.1.1 单元内力- 0 2.1.2 节点位移- 0 2.1.3 单元应力- 0 2.1.4 支座反力- 0 2.2 第2施工阶段计算结果- 0 2.2.1 单元内力- 0 2
2、.2.2 节点位移- 0 2.2.3 单元应力- 0 2.2.4 支座反力- 0 2.3 第3施工阶段计算结果- 0 2.3.1 单元内力- 0 2.3.2 节点位移- 0 2.3.3 单元应力- 0 2.3.4 支座反力- 0 2.4 第4施工阶段计算结果- 0 2.4.1 单元内力- 0 2.4.2 节点位移- 0 2.4.3 单元应力- 0 2.4.4 支座反力- 0第三章 运营阶段荷载效应标准值- 0 3.1 运营阶段收缩徐变钢筋效应- 0 3.1.1 运营阶段收缩徐变钢筋效应单元内力- 0 3.1.2 运营阶段收缩徐变钢筋效应节点位移- 0 3.1.3 运营阶段收缩徐变钢筋效应支座反
3、力- 0 3.2 运营阶段施工阶段预应力效应- 0 3.2.1 运营阶段施工阶段预应力效应单元内力- 0 3.2.2 运营阶段施工阶段预应力效应节点位移- 0 3.2.3 运营阶段施工阶段预应力效应支座反力- 0 3.3 运营阶段运营阶段累计结构自重- 0 3.3.1 运营阶段运营阶段累计结构自重单元内力- 0 3.3.2 运营阶段运营阶段累计结构自重节点位移- 0 3.3.3 运营阶段运营阶段累计结构自重支座反力- 0 3.4 运营阶段运营阶段预应力效应- 0 3.4.1 运营阶段运营阶段预应力效应单元内力- 0 3.4.2 运营阶段运营阶段预应力效应节点位移- 0 3.4.3 运营阶段运营
4、阶段预应力效应支座反力- 0第四章 运营阶段荷载组合- 0 4.1 荷载组合1计算结果- 0 4.1.1 荷载组合1正截面抗弯强度- 0 4.1.2 荷载组合1斜截面抗剪强度- 0 4.1.3 荷载组合1截面正应力- 0 4.1.4 荷载组合1节点位移- 0 4.1.5 荷载组合1支座反力- 0 4.2 荷载组合2计算结果- 0 4.2.1 荷载组合2正截面抗弯强度- 0 4.2.2 荷载组合2斜截面抗剪强度- 0 4.2.3 荷载组合2截面正应力- 0 4.2.4 荷载组合2节点位移- 0 4.2.5 荷载组合2支座反力- 0 4.3 荷载组合3计算结果- 0 4.3.1 荷载组合3正截面抗
5、弯强度- 0 4.3.2 荷载组合3斜截面抗剪强度- 0 4.3.3 荷载组合3截面正应力- 0 4.3.4 荷载组合3节点位移- 0 4.3.5 荷载组合3支座反力- 0 4.4 荷载组合4计算结果- 0 4.4.1 荷载组合4正截面抗弯强度- 0 4.4.2 荷载组合4斜截面抗剪强度- 0 4.4.3 荷载组合4截面正应力- 0 4.4.4 荷载组合4节点位移- 0 4.4.5 荷载组合4支座反力- 0第一章 设计资料1.1 项目概况 本结构为(20+25+20)m预应力砼 等高度连续箱梁，桥面宽度为12m，箱梁横断面为单箱2室，箱梁梁高为1.8m。箱梁混凝土标号为C50，预应力材料采用s
6、15.24低松弛高强度钢绞线，标准强度为1860MPa，普通钢筋等级采用HPB300和HRB400。1.2 设计参数及技术标准 (1)结构安全等级：一级 (2)箱梁混凝土标号：C50 (3)桥面二期恒载：0KN/m (4)地区年平均相对湿度RH：80% (5)结构自重增大系数：1.04 (6)最大影响线加载间距：2m1.3 设计规范 (1)公路桥涵设计通用规范(JTG D60-2004) (2)公路钢筋混凝土及预应力混凝土桥涵设计规范(JTG D62-2004) (3)预应力筋用锚具、夹具和连接器(GB/T14370-2007) (4)公路桥梁抗震设计细则(JTG/T B02-01-2008)
7、 (5)公路桥涵地基与基础设计规范(JTJ024-85) (6)公路桥涵施工技术规范(JTJ041-2000)1.4 结构计算图式 本桥运用桥码软件进行结构计算，结构计算模型采用有限单元法二维梁单元，结构单元模型离散按照单元最大长度为3m划分单元，结构离散后，共计划分29个节点、28个单元，结构计算图式见（图1-1）。图1-1 结构计算图式1.5 施工阶段划分 本桥结构施工阶段共划分为4个施工阶段，各施工阶段均按照正常使用极限状态进行结构应力验算,施工步骤图见（图1-2）。图1-2 施工步骤图1.6 单元截面特性表1-1 单元截面特性表单元节点截面X(m)截面高(m)腹板厚(m)毛截面面积A(
8、m2)换算截面面积A(m2)换算截面惯矩I(m4)换算形心Y(m)110.0001.8002.01010.4407959.3292903.287370-0.798120.5001.8002.01010.44079510.0975163.647694-0.789220.5001.8002.01010.44079510.0975163.647694-0.789231.8001.8002.06110.44079510.8388493.973984-0.768331.8001.8002.06110.44079510.8388493.973984-0.768344.6591.8001.3688.1117
9、718.5359463.570119-0.728444.6591.8001.3688.1117718.5359463.570119-0.728457.5171.8001.3397.0693957.5905853.257678-0.712557.5171.8001.3397.0693957.5905853.257678-0.7125610.3751.8001.3397.0693957.5905853.257678-0.7126610.3751.8001.3397.0693957.5905853.257678-0.7126713.2331.8001.4007.1473957.6769643.273
10、110-0.7147713.2331.8001.4007.1473957.6769643.273110-0.7147816.0911.8001.9429.2673399.7645283.785429-0.7408816.0911.8001.9429.2673399.7645283.785429-0.7408918.9501.8002.04610.44079510.7141123.944711-0.7659918.9501.8002.04610.44079510.7141123.944711-0.76591019.9501.8001.98710.4407958.9767293.235576-0.
11、795101019.9501.8001.98710.4407958.9767293.235576-0.795101120.9501.8002.02910.44079510.4086283.823303-0.769111120.9501.8002.02910.44079510.4086283.823303-0.769111223.8251.8001.9429.2673399.7413533.775465-0.741121223.8251.8001.9429.2673399.7413533.775465-0.741121326.7001.8001.3937.1395957.6451053.2610
12、69-0.715131326.7001.8001.3937.1395957.6451053.261069-0.715131429.5751.8001.3397.0693957.5663953.246312-0.713141429.5751.8001.3397.0693957.5663953.246312-0.713141532.4501.8001.3397.0693957.5663953.246312-0.713151532.4501.8001.3397.0693957.5663953.246312-0.713151635.3251.8001.3397.0693957.5663953.2463
13、12-0.713161635.3251.8001.3397.0693957.5663953.246312-0.713161738.2001.8001.3937.1395957.6451053.261069-0.715171738.2001.8001.3937.1395957.6451053.261069-0.715171841.0751.8001.9429.2673399.7413533.775465-0.741181841.0751.8001.9429.2673399.7413533.775465-0.741181943.9501.8002.02910.44079510.4086283.82
14、3303-0.769191943.9501.8002.02910.44079510.4086283.823303-0.769192044.9501.8001.98710.4407958.9767293.235576-0.795202044.9501.8001.98710.4407958.9767293.235576-0.795202145.9501.8002.04610.44079510.7141123.944711-0.765212145.9501.8002.04610.44079510.7141123.944711-0.765212248.8091.8001.9429.2673399.76
15、45283.785429-0.740222248.8091.8001.9429.2673399.7645283.785429-0.740222351.6671.8001.4007.1473957.6769643.273110-0.714232351.6671.8001.4007.1473957.6769643.273110-0.714232454.5251.8001.3397.0693957.5905853.257678-0.712242454.5251.8001.3397.0693957.5905853.257678-0.712242557.3831.8001.3397.0693957.59
16、05853.257678-0.712252557.3831.8001.3397.0693957.5905853.257678-0.712252660.2411.8001.3688.1117718.5359463.570119-0.728262660.2411.8001.3688.1117718.5359463.570119-0.728262763.1001.8002.06110.44079510.8388493.973984-0.768272763.1001.8002.06110.44079510.8388493.973984-0.768272864.4001.8002.01010.44079
17、510.0975163.647694-0.789282864.4001.8002.01010.44079510.0975163.647694-0.789282964.9001.8002.01010.4407959.3292903.287370-0.798第二章 施工阶段计算结果2.1 第1施工阶段计算结果2.1.1 单元内力表2-1 第1阶段累计效应内力表单元节点号I端轴力I端剪力I端弯矩J端轴力J端剪力J端弯矩11-20.00.00.031,303.8-1,876.01,503.022-331,303.8-1,437.21,503.031,333.0-1,585.73,561.533-431
18、,308.4-2,014.23,561.532,361.3-1,144.98,566.544-532,367.5-955.78,566.532,732.713.210,248.955-632,731.6269.710,248.932,731.6269.79,478.066-732,731.4296.19,478.032,691.21,160.08,330.377-832,672.01,613.98,330.331,315.05,109.7-4,135.488-931,358.14,837.7-4,135.430,985.7761.9-13,106.599-1030,989.7575.4-13,
19、106.530,917.5269.7-13,412.61010-1130,917.5-0.7-13,412.630,837.5-296.2-13,321.91111-1230,835.2-480.7-13,321.929,385.0-3,932.5-5,279.41212-1329,349.7-4,188.1-5,279.429,134.0-1,030.83,686.41313-1429,145.6-623.83,686.428,959.5-21.63,822.91414-1528,959.5-0.73,822.928,959.5-0.73,824.91515-1628,959.5-0.73,
20、824.928,959.5-0.73,826.81616-1728,959.520.33,826.829,145.5622.53,694.01717-1829,134.01,029.53,694.029,349.74,186.8-5,268.01818-1929,385.03,931.2-5,268.030,835.2479.4-13,306.61919-2030,837.5294.9-13,306.630,917.5-0.7-13,396.02020-2130,917.5-266.3-13,396.030,989.7-572.0-13,093.32121-2230,985.7-758.4-1
21、3,093.331,358.2-4,834.2-4,132.12222-2331,315.0-5,106.2-4,132.132,672.0-1,610.58,323.72323-2432,691.2-1,156.68,323.732,731.4-292.79,461.52424-2532,731.6-266.39,461.532,731.6-266.310,222.52525-2632,732.7-9.810,222.532,367.4959.18,530.22626-2732,361.31,148.38,530.231,308.32,017.73,515.32727-2831,333.01
22、,589.23,515.331,303.81,440.71,503.02828-2931,303.81,876.01,503.00.00.00.0图2-1 第1阶段累计效应单元内力图2.1.2 节点位移表2-2 第1阶段累计效应位移表节点号水平位移(mm)竖向位移(mm)转角位移(rad*1000)10.035-0.2990.598520.0000.0000.59603-0.1160.7610.57064-0.4292.2030.42285-0.7993.0500.16516-1.1923.117-0.11477-1.5842.418-0.37018-1.9301.181-0.44699-2.
23、2060.173-0.223810-2.2940.000-0.120911-2.382-0.069-0.017112-2.6450.2620.219013-2.9610.9470.218614-3.3101.4190.109315-3.6611.5760.000216-4.0121.420-0.109017-4.3620.948-0.218518-4.6780.264-0.219219-4.940-0.0680.016620-5.0280.0000.120321-5.1160.1720.223122-5.3921.1780.446123-5.7392.4120.369224-6.1303.10
24、90.114225-6.5233.042-0.165026-6.8932.196-0.421927-7.2060.758-0.568728-7.3220.000-0.593729-7.357-0.298-0.5963图2-2 第1阶段累计效应节点位移图2.1.3 单元应力表2-3 第1阶段累计效应应力表单元节点号I端上缘应力I端下缘应力J端上缘应力J端下缘应力最大容许值最小容许值结论11-2002.993.8120.41-2.74通过22-32.993.812.344.1420.41-2.74通过33-42.344.132.187.120.41-2.74通过44-52.187.12.218.7
25、920.41-2.74通过55-62.218.792.48.4920.41-2.74通过66-72.48.492.637.9520.41-2.74通过77-82.637.944.392.220.41-2.74通过88-94.42.216.01-0.6720.41-2.74通过99-106.01-0.677.67-0.9320.41-2.74通过1010-117.67-0.936.27-0.7620.41-2.74通过1111-126.27-0.774.441.6420.41-2.74通过1212-134.441.633.35.6620.41-2.74通过1313-143.315.673.295
26、.7520.41-2.74通过1414-153.295.753.295.7520.41-2.74通过1515-163.295.753.295.7520.41-2.74通过1616-173.295.753.35.6720.41-2.74通过1717-183.35.674.441.6420.41-2.74通过1818-194.441.646.27-0.7620.41-2.74通过1919-206.27-0.767.66-0.9220.41-2.74通过2020-217.66-0.926.01-0.6620.41-2.74通过2121-226.01-0.664.42.2120.41-2.74通过22
27、22-234.392.22.637.9420.41-2.74通过2323-242.647.942.418.4820.41-2.74通过2424-252.418.482.218.7820.41-2.74通过2525-262.218.782.187.0920.41-2.74通过2626-272.187.092.354.1220.41-2.74通过2727-282.354.122.993.8120.41-2.74通过2828-292.993.810020.41-2.74通过图2-3 第1阶段累计效应单元应力图2.1.4 支座反力表2-4 第1阶段累计效应支座反力表节点号水平反力(KN)竖向反力(KN
28、)弯矩反力(KN-M)20438.7150100-78.2810200-73.4850280435.25202.2 第2施工阶段计算结果2.2.1 单元内力表2-5 第2阶段累计效应内力表单元节点号I端轴力I端剪力I端弯矩J端轴力J端剪力J端弯矩11-20.00.00.030,991.1-1,861.21,490.422-330,991.1-1,428.81,490.431,023.9-1,576.93,525.133-430,999.4-2,002.33,525.131,952.4-1,136.58,401.044-531,958.5-949.28,401.032,281.09.710,04
29、4.355-632,279.9263.410,044.332,279.5263.49,291.366-732,279.3289.59,291.332,247.71,142.48,173.277-832,228.71,591.48,173.230,979.75,065.5-4,065.788-931,022.54,795.7-4,065.730,690.1752.4-12,942.199-1030,694.1567.3-12,942.130,614.5263.4-13,230.61010-1130,614.50.2-13,230.630,544.3-293.8-13,151.91111-1230
30、,542.0-477.0-13,151.929,094.1-3,908.9-5,187.21212-1329,058.9-4,162.7-5,187.228,790.6-1,020.63,653.41313-1428,802.0-617.23,653.428,619.5-20.63,787.01414-1528,619.50.23,787.028,619.80.23,786.71515-1628,619.80.23,786.728,619.50.23,786.11616-1728,619.520.93,786.128,808.4618.03,656.11717-1828,796.91,021.
31、43,656.129,065.74,165.3-5,189.31818-1929,100.93,911.4-5,189.330,555.3477.6-13,162.31919-2030,557.6294.3-13,162.330,628.80.2-13,241.72020-2130,628.8-260.9-13,241.730,709.2-565.2-12,955.92121-2230,705.2-750.4-12,955.931,041.4-4,799.3-4,078.62222-2330,998.5-5,069.3-4,078.632,279.3-1,592.18,194.32323-2432,298.3-1,142.48,194.332,336.3-287.19,31