钢拱肋及组合梁结构计算书

目录

1概述..............................................................1

1.1工程概况.....................................................1

1.2技术标准及参考规范..........................................2

1.2.1技术标准..............................................2

1.2.2参考规范及资料.......................................2

1.3主要材料.....................................................3

1.4荷载组合....................................................4

1.5容许应力....................................................4

2结构内力计算......................................................6

2.1内力方向图..................................................6

2.2单元编号.....................................................6

2.3结构内力表..................................................6

3主体构件强度验算.................................................34

3.1拱肋应力验算...............................................34

3.2横撑应力验算...............................................43

3.3边主梁应力验算.............................................47

4局部构件强度验算.................................................63

4.1横梁强度验算...............................................63

4.1.1B0〜B10节段叠合横梁.................................63

4.1.2B11节段叠合横梁....................................69

4.1.3端横梁...............................................74

4.1.4叠合横梁横向钢筋计算................................77

4.2托架强度验算...............................................78

4.2.1验算托架截面尺寸......................................78

4.2.2确定托架的拼接板尺寸.................................78

4.2.3据内力确定托架拼接板的螺栓布置.......................79

4.3支撑加劲强度验算...........................................80

4.3.1横向支座验算..........................................80

4.3.2竖向支座验算........................................81

4.3.3验算焊缝抗剪能力....................................82

4.4主梁吊耳强度验算...........................................82

4.4.1吊耳各部分的截面积..................................82

4.4.2吊耳应力验算..........................................82

4.4.3活载应力幅作用下的吊耳应力验算.......................83

4.4.4验算耳板底部附加应力及吊点位移.......................83

4.5拱肋吊点强度验算...........................................85

4.6钢混结合段强度验算.........................................86

5构件局部稳定验算.................................................88

5.1边主梁局部稳定验算.........................................88

5.1.I钢边主梁顶底板局部稳定性验算........................88

5.1.2钢边主梁腹板局部稳定性验算..........................89

5.2横梁局部稳定性验算.........................................90

5.3拱肋及风撑局部稳定验算.....................................93

5.3.1横撑稳定性验算.......................................93

5.3.2拱肋稳定性验算.......................................94

6抗疲劳计算......................................................100

6.1计算参考依据..............................................100

6.2钢梁的疲劳计算............................................100

6.3横撑的疲劳计算............................................103

6.4横梁的疲劳计算............................................104

6.5剪力钉的疲劳计算..........................................107

凤凰三桥钢拱肋及组合梁结构计算15

1概述

1.1工程概况

凤凰三桥跨越下横沥水道，两岸地势平坦，江面宽约420m,水深约5〜10

m,桥下船舶通行繁忙，_1.游北岸离桥边线190m处设有三千吨级码头，南岸离

桥边线110m处设有千吨级散货码头。主桥通航孔按I级航道标准，通航净高

Hm=18m、净宽Bm=200m,最高通航设计水位采用二十年一遇洪水位7.46m。

考虑水下地形、水深、上游两岸码头以及桥墩宽度与防撞等因素，设单个双向通

航孔时，跨径取308m,并将主跨布置在河流中央。

主桥跨径组合为40+61+308+61+40m=510m,边中跨比0.198,主桥长为

510m,大致成对称布置在河道中，并以61m跨到达河堤边。以40m跨越南岸

河堤。主跨为中承式系杆斜拉钢混组合拱桥，边跨主梁为碎结构，中跨主梁为钢

校组合结构，吊杆纵向间距为10.2m。桥面以上拱肋为钢箱结构，桥面以下三角

刚架为混凝土结构。主拱采用矢跨比为1/4.5,拱轴系数为m=1.25的悬链线箱

形拱肋。拱肋向内以1：5的斜率倾斜，构成提篮式拱。

主桥桥型布置

第1页

凤凰三桥钢拱肋及组合梁结构计算15

1.2技术标准及参考规范

1.2.1技术标准

设计荷载等级：公路I级。

桥面净宽：按双向八车道设置

洪水频率：百年一遇或最大历史洪水。

通航标准：按I级航道标准，通航净高Hm=18m、净宽Bm=220m。

地震：按烈度7度设防。

1.2.2参考规范及资料

《公路桥涵钢结构及木结构设计规范》(JTJ025-86)

《铁路桥梁钢结构设计规范》(TB10002.2-2005)

《钢结构设计规范》(GB50017-2003)

《公路桥涵设计通用规范》(JTGD60-2004)

《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)

第2页

凤凰三桥钢拱肋及组合梁结构计算15

《城市桥梁设计荷载标准》（CJJ77-98）

《日本道路桥示方书》

《公路桥梁抗风设计规范》（JTG/TD60-01-2004）

《现代钢桥》（上册）

《组合结构桥梁》

《钢一混组合结构设计手册》

《南京长江第.三大桥钢索塔技术》

《钢桥、混凝土桥及结合桥》BS5400

《公路钢结构桥梁设计规范一征求意见稿》（参考）

《钢一混组合桥梁设计与施工细则一征求意见稿》（参考）

1.3主要材料

主体结构采用Q345qC；

部分含有Z向受力的采用Q345qE-Z25;

附属结构采用Q235B；

组合结构中混凝土采用C50钢纤维混凝土。

基本设计参数

Q345：

弹性模量E=2.1X105MPa

剪切模量G=0.81X10WPa

轴向容许应力：200MPa

剪切容许应力：120MPa

弯曲容许应力：210MPa

端部承压：300MPa

Q235：

弹性模量E=2.1X105MPa

剪切模量G=0.81xiOWPa

轴向容许应力：140MPa

剪切容许应力：85MPa

第3页

凤凰三桥钢拱肋及组合梁结构计算15

弯曲容许应力：145MPa

端部承压：210MPa

C50：

弹性模量E=3.45X104MPa

剪切模量G=1.38X104MPa

抗压强度设计值：22.4MPa

抗拉强度设计值：1.83MPa

1.4荷载组合

设计中考虑了三种荷载组合:

荷载容许应力

所包含荷载工况

组合增大系数

组合1成桥恒载十汽车十人群1

组合2成桥恒载+汽车+人群+温度+风力251.25

组合3成桥恒载+温度+风力皿1.25

成桥恒载指包括自重、沉降在内的永久作用。

其中风力25是根据《公路桥梁抗风设计规范》（JTG/TD60-01-2004）中的

相关规定，在风荷载参与汽车荷载组合时，桥面高度处的风速Vz取为25m/s。

风力3L3是取广州地区重现期为100年的基本风速值31.3m/So

1.5容许应力

根据《公路桥涵钢结构及木结构设计规范》（JTJ025-86）的有关规定，在

不同荷载组合下容许应力可以相应有不同的提高。

Q345钢材的容许应力（86规范）

容许应力（MPa）

荷载组合

轴向应力弯曲应力剪应力

组合一200210120

组合二250262.5150

组合三250262.5150

同时参考《日本道路桥示方书》中的规定，钢材的容许应力需要考虑荷载组

合、整体稳定、局部稳定和板厚的影响：

Qca=OcagXOcal/Ocac

式中（Jca为容许轴向压应力

第4页

凤凰三桥钢拱肋及组合梁结构计算15

Ocag为考虑整体稳定但未考虑局部稳定的容许轴向压应力

CJcal为考虑局部稳定的容许弯曲应力

Qca。为未考虑稳定的容许轴向压应力

得到Q345钢材的容许应力，见下表：

Q345钢材的容许应力（日本规范）（以拱肋长细比为例）

板厚容许轴向应力（MPa）

(m.n)组合一组合二组合三

>40134.2181.2181.2

W40140.5189.6189.6

第5页

凤凰三桥钢拱肋及组合梁结构计算15

2结构内力计算

2.1内力方向图

2.2单元编号

拱肋单元离散图（由下至上为：1714〜1910）

8618/08/911221131158移牛"发

边主梁单元离散图（由边至中为：724-1158）

2.3结构内力表

除特别注明外，本计算书涉及作用效应单位分别为：

轴力：千牛（KN）

弯矩：千牛.米（KN.m）

应力：兆帕（MPa）

第6页

凤凰三桥钢拱肋及组合梁结构计算15

长度：米（m）

拱肋荷载组合一（最大值）

最大

编号节点

NQ-yQ-zTM-yM-z

17141[1491]-58785.8356.81342.3409.040971.21140.2

1714JE1495]-58482.2253.51760.6409.032927.8-789.2

17261[1495]-56880.5252.82126.8521.932927.5-832.9

172GJ[1499]-5CG04.7154.62533.1521.919G08.2-2028.7

1734IE1499]-56621.8154.61125.2620.419608.3-2058.7

1734J[1503]-56363.659.41525.3620.413269.6-2630.0

1746I[1503]-55352.058.51822.8710.013269.5-2653.5

1746J[1507]-55139.5-22.52168.0710.05153.2-2646.4

1766I[1507]-55154.6-22.5773.2798.35153.3-2670.9

1766-54892.6-126.51222.1798.34138.4-1861.0

1778-54209.7-127.61142.3853.74138.5-1868.2

1778J[1515]-54051.0-193.11428.7853.71819.6-834.2

1794I[1515]-54051.6-193.021.2886.21819.5-830.7

1794JE1519]-53807.7-298.3487.8886.27313.41836.3

1802I[1519]-52283.2-300.5966.1859.45243.71843.9

1802J[1527]-52176.8-348.51181.3859.44209.83383.3

1806I[1527]-52179.2-348.6263.7814.14209.83385.0

1806JE1531]-52062.2-403.2510.6814.15976.05496.4

1814I[1531]-51892.0351.3-127.4481.95823.14418.4

1814JE1537]-51786.6300.0106.1481.99200.73417.0

1818I[1537]-50387.3297.21027.2448.97207.23410.9

1818J[1541]-5C300.8253.61227.3448.95332.22768.3

1826I[1541]-5C303.3253.6-149.1404.25332.22756.1

1826J[1549]-5C113.0151.5324.3404.29407.01977.4

1830I[1549]-48808.7148.4801.5380.77498.61978.5

1830J[1553]-48735.4106.3998.7380.75933.11972.3

1838I[1553]-48738.0103.1210.0364.75933.11972.1

1838JE1561]-48662.357.7423.9364.76356.92156.2

1846I[1561]-48593.7180.6-318.0592.66304.31806.9

1846JL1567J-48509.8127.3-65.3592.69147.31396.0

1850I[1567]-47924.7122.6948.7595.99147.31386.9

1850JE1571]-47864.281.91143.1595.96806.51256.8

1854I[1571]-47865.681.9-174.3602.46806.51244.5

1854JE1575]-47745.1-6.7252.0602.49289.21552.8

1858I[1575]-47259.8-8.8819.2597.99289.31544.2

1858J[1579]-47215.1-45.5996.8597.97205.81943.0

1862T[1579]-47217.3-48.0286.0590.17205.81939.5

1862J[1583]-47179.7—80.6445.1590.16953.22448.1

第7页

凤凰三桥钢拱肋及组合梁结构计算15

18701[1583]-47140.8244.8-300.0826.96965.42191.6

1870JE1589]-47090.2196.6-64.6826.99409.91409.0

18741[1589]-46712.8192.8952.0830.19410.01399.0

1874JE1593]-46681.0159.31116.4830.16921.81007.7

18781[1593]-46678.9159.3-235.6843.26921.6998.2

1878JE1597]-46614.780.5152.9843.29659.9638.5

18821[1597]-46329.378.2822.3864.39660.0631.2

1882JE1601]-46307.345.5984.1864.37697.1731.1

18861[1601]-46308.145.5276.1874.37697.1726.9

1886JE1605]-46291.918.7409.2874.37648.7900.2

18941[1605]-46278.2148.0-412.81125.87620.4673.4

1894JE1611]-46253.597.9-163.41125.811092.9279.1

1898-46072.195.5991.01145.111092.9274.9

1898JE1615]-46059.663.61150.41145.18911.2184.0

19021[1615]-46054.863.5-278.11171.18911.1177.0

1902JE1619]-46036.4-12.098.81171.113272.3626.6

1906IE1619]-45956.3-14.31257.01182.513272.2620.2

1906JE1623]-45953.4-41.51393.11182.511003.51012.1

19101[1623]-45959.1-41.6715.11184.011003.51007.3

1910JE1627]-45958.1-67.4844.01184.010412.21478.7

拱肋荷载组合一（最小值）

最小

编号节点

NQ-yQ-zTM-yM-z

17141[1491]-65125.7207.3-1580.9-1992.2-24305.2-3611.6

1714JE1495]-64822.1103.9-1162.6-1992.2-19318.5-4657.5

1726IE1495]-63023.5103.2-323.4-1935.3-19318.5-4671.3

1726JE1499]-62747.74.982.9-1935.3-20673.7-5051.0

17341[1499]-62768.05.0-1291.6-1872.0-20673.6-5058.6

1734JE1503]-62509.8-90.2-891.6-1872.0-17197.0-4861.0

17461[1503]-61395.3-91.1-192.1-1803.5-17197.0-4866.8

1746JE1507]-61182.8-172.2153.0-1803.5-19773.9-4267.6

17661[1507]-61198.3-172.1-1211.2-1727.9-19773.9-4272.5

1766JE1511]-60936.3-276.1-762.3-1727.9-18464.8-3064.8

1778IE1511]-60116.2-277.2-453.1-1671.5-18464.7-3076.2

1778JE1515]-59957.5-342.6-166.8-1671.5-20397.0-2152.5

17941[1515]-59959.3-342.6-1549.1-1628.5-20397.0-2172.5

1794JE1519]-59715.4-447.9-1082.6-1628.5-18285.0-172.8

18021[1519]-58085.4-450.1-308.1-1631.2-20283.1-189.7

1802JE1527]-57979.1-498.1-92.9-1631.2-22616.9936.0

18061[1527]-57982.3-498.1-999.1-1654.0-22617.1920.6

1806JE1531]-57865.3-552.8-752.2-1654.0-22877.32498.1

1814-57631.4195.8-1361.8-1366.2-23024.31839.6

第8页

凤凰三桥钢拱肋及组合梁结构计算15

1814JE1537]-57526.1144.5-1128.3-1366.2-21930.1979.8

18181[1537]-56031.8141.81.6-1399.3-23814.8977.6

1818JE1541]-55945.398.2201.7-1399.3-26522.8366.8

1826IE1541]-55947.198.2-1174.3-1439.1-26522.9353.3

1826J[1549]-55756.8-3.8-700.9-1439.1-25016.2-740.0

18301[1549]-54365.5-7.0-129.8-1439.2-26810.0-753.6

1830JE1553]-54292.2-49.167.4-1439.2-28451.9-1053.2

18381[1553]-54294.1-52.4-729.6-1437.0-28451.6-1065.5

1838JC1561]-54218.4-97.7-515.7-1437.0-28211.4-1260.7

18461[1561]-54076.937.6-1270.6-1533.9-28260.9-1532.1

1846JE1567]-53993.0-15.7-1017.9-1533.9-25910.8-1758.9

18501[1567]-53328.1-20.449.8-1529.4-25910.8-1767.3

1850J[1571]-53267.6-61.1244.2-1529.4-27601.5-1799.4

18541[1571]-53265.6-61.1-1104.5-1523.7-27601.5-1811.3

1854JE1575]-53145.1-119.7-678.3-1523.7-24076.1-1558.2

1858IE1575]-52588.3-151.8-118.5-1518.0-24076.1-1575.4

1858JE1579]-52543.5-188.459.1-1518.0-24885.6-1354.6

18621[1579]-52543.9-190.9-678.2-1518.8-24885.6-1363.4

1862JE1583]-52506.2-223.5-519.1-1518.8-24057.6-1058.4

18701[1583]-52389.784.2-1307.1-1659.4-24165.5-1327.9

1870JE1589]-52339.136.0-1071.8-1659.4-20573.9-1737.7

18741[1589]-51902.932.2-53.3-1657.6-20574.0-1745.2

1874JE1593]-51871.1-1.2111.0-1657.6-21418.6-1914.1

1878IE1593]-51863.7-1299.5-1646.5-21418.5-1925.8

1878JE1597]-51799.6-80.1-911.0-1646.5-15686.2-2122.2

18821[1597]-51464.4-82.4-276.8-1626.4-15686.2-2136.8

1882JE1601]-51442.4-115.1-114.9-1626.4-15877.1-2137.5

18861[1601]-51440.9-115.1-845.6-1616.8-15877.1-2143.8

1886J[1605]-51424.8-141.9-712.4-1616.8-14697.3-2089.3

18941[1605]-51354.3-36.4-1560.5-1612.9-14777.4-2411.3

1894JE1611]-51329.5-86.5-1311.1-1612.9-9852.3-2283.4

1898-51115.2-88.9-158.9-1594.4-9852.3-2289.4

1898J[1615]-51102.7-120.80.5-1594.4-10593.5-2116.5

1902I[1615]-51094.9-120.9-1450.4-1569.3-10593.5-2122.1

1902J[1619]-51076.4-196.4-1073.6-1569.3-4734.3-1657.4

1906I[1619]-50981.1-198.768.1-1559.7-4734.3-1663.9

1906J[1623]-50978.1-226.0204.2-1559.7-6185.5-1446.8

1910I[1623]-50984.5-226.0-473.2-1559.1-6185.5-1449.8

1910JE1627]-50983.5-251.8-344.3-1559.1-6375.5-1198.2

拱肋荷载组合二（最大值）

最大

编号节点

NQ-yQ-zTM-yM-z

第9页

凤凰三桥钢拱肋及组合梁结构计算15

1714-56966.4830.81815.22927.457604.012017.3

1714JE1495]-56667.1690.62239.52927.446889.67135.2

1726IE1495]-55056.2689.82555.32788.746889.77167.9

1726JE1499]-54784.1559.02967.02788.732131.93379.4

17341[1499]-54791.5559.01516.82761.232131.93400.4

1734JE1503]-54536.8432.21922.22761.224254.2470.3

17461[1503]-53497.3431.12148.52784.624254.2491.7

1746JE1507]-53287.5323.62498.22784.614856.4-1358.0

17661[1507]-53295.4323.61059.72842.014856.5-1334.1

1766JE1511]-53036.8185.91514.52842.012042.5-553.9

17781[1511]-52337.2184.31407.32916.312042.7-592.6

1778JE1515]-52180.597.91690.02916.38610.81650.6

17941[1515]-52175.997.9307.82999.48610.71619.0

1794JE1519]-51935.3-42.9768.02999.412026.06175.7

18021[1519]-5C379.9-45.71253.93064.210023.66148.5

1802JE1527]-5C274.9-109.71466.23064.28031.98461.6

18061[1527]-50275.1-109.7564.93098.08032.28436.4

1806JE1531]-5C159.8-183.6808.33098.08571.811423.3

18141[1531]-5C411.3619.1117.91701.39220.84751.3

1814JE1537]-5C307.4550.1348.21701.311662.74681.8

18181[1537]-48876.3546.51268.61686.19754.44660.5

1818JE1541]-48790.9488.01466.01686.17094.84755.1

18261[1541]-48790.4487.9102.81690.47094.94717.6

1826JE1549]-48602.6351.2569.81690.410413.15539.1

1830IE1549]-47264.8347.21054.81761.48410.35504.6

1830JE1553]-47192.6291.11249.41761.47080.66112.0

18381[1553]-47194.2288.0467.81808.87080.06090.2

1838JE1561]-47119.5227.5678.81808.88138.06895.1

1846IE1561]-47430.4393.7-129.31088.58342.42170.3

1846JE1567]-47347.6323.0120.01088.511595.22599.4

18501[1567]-46762.2317.31131.21114.511595.22580.8

1850JE1571]-46702.5263.51323.01114.59523.03041.8

18541[1571]-46702.1263.57.31167.69523.13015.3

1854JE1575]-46583.3144.3427.61167.613000.34567.2

18581[1575]-46098.0141.0994.91249.013000.24541.1

1858JE1579]-46053.992.11170.11249.011456.55384.5

1862IE1579]-46055.889.6460.01290.811456.65371.2

1862JE1583]-46018.645.2616.71290.811719.66272.7

18701[1583]-46268.2390.6-182.0951.711150.53039.9

1870JE1589]-46218.4325.350.1951.714106.42860.3

1874IE1589]-45841.2320.31062.5967.114106.42848.3

1874JE1593]-45809.8275.11224.6967.111952.42828.8

18781[1593]-4E806.6275.1-134.41005.711952.32816.2

第10页

凤凰三桥钢拱肋及组合梁结构计算15

1878JE1597]-45743.4169.1248.71005.715409.33201.9

18821[1597]-45458.5165.5914.61089.215409.33189.0

1882JE1601]-45436.8121.81074.31089.213722.73536.5

1886IE1601]-45437.3121.S362.51140.113722.73528.8

1886JE1605]-45421.485.8493.91140.113890.23883.1

18941[1605]-45559.5221.6-365.81209.313547.92202.3

1894JE1611]-45535.0154.7-119.71209.317234.32115.7

1898-45354.1151.11033.41190.517234.32112.9

1898J[1615]-45341.8108.71190.71190.515177.02173.4

19021[1615]-45336.5108.6-250.01194.115177.02167.0

1902JE1619]-45318.38.6122.01194.119723.12852.7

1906IE1619]-45238.64.91279.21256.119723.12845.2

1906J[1623]-45235.6-31.01413.51256.117509.73275.7

19101[1623]-45241.4-31.1729.71288.917509.73269.9

1910JE1627]-45240.4-55.9856.91288.916952.93757.1

拱肋荷载组合二（最小值）

最小

编号节点

Q-yQ-zTM-y

17141[1491]-66945.0-266.7-2053.8-4510.7-40938.0-14488.7

1714J[1495]-66637.1-333.2-1641.5-4510.7-33280.3-12581.9

17261[1495]-64847.8-333.8-752.0-4202.1-33280.7-12672.1

1726JE1499]-64568.4-399.5-351.0-4202.1-33197.3-10459.1

17341[1499]-64598.2-399.4-1683.2-4012.8-33197.2-10517.7

1734JE1503]-64336.6-463.1-1288.5-4012.8-28181.5-7961.3

17461[1503]-63250.0-463.6-517.8-3878.1-28181.7-8012.0

1746JE1507]-63034.7-518.3-177.2-3878.1-29477.2-5555.9

17661[1507]-63057.6-518.2-1497.7-3771.6-29477.1-5609.4

1766JE1511]-62792.1-588.4-1054.6-3771.6-26368.9-4371.8

17781[1511]-61988.8-589.0-718.1-3734.1-26368.9-4351.7

1778JE1515]-61828.0-633.6-428.1-3734.1-27188.2-4637.3

17941[1515]-61834.9-633.6-1835.6-3741.7-27188.2-4622.2

1794J[1519]-61587.7-703.3-1362.8-3741.7-22997.6-4512.2

18021[1519]-59988.7-704.9-595.9-3835.9-25063.0-4494.4

1802J[1527]-59880.9-737.0-377.8-3835.9-26439.0-4142.4

18061[1527]-59886.4-737.0-1300.4-3937.9-26439.5-4130.8

1806JE1531]-59767.7-772.4-1050.C-3937.9-25473.2-3428.8

18141[1531]-59112.1-72.1-1607.2-2585.7-26422.01506.7

1814J[1537]-59005.3-105.6-1370.4-2585.7-24392.1-285.0

18181[1537]-57542.8-107.5-239.8-2636.6-26362.0-272.0

1818J[1541]-57455.2-136.1-37.0-2636.6-28285.5-1620.1

18261[1541]-57460.1-136.2-1426.2-2725.3-28285.6-1608.2

1826JT15491-57267.1-203.5-946.4-2725.3-26022.3-4301.6

第11页

凤凰三桥钢拱肋及组合梁结构计算15

18301[1549]-55909.3-205.8-383.1-2820.0-27721.7-4279.7

1830JE1553]-55835.1-233.9-183.3-2820.0-29599.3-5192.9

18381[1553]-55837.9-237.3-987.3-2881.1-29598.5-5183.6

1838J[1561]-55761.2-267.5-770.7-2881.1-29992.4-5999.6

18461[1561]-55240.2-175.6-1459.2-2029.8-30299.0-1895.6

1846J[1567]-55155.2-211.4-1203.2-2029.8-28358.7-2962.3

18501[1567]-54490.5-215.1-132.7-2048.0-28358.7-2961.2

1850JE1571]-54429.2-242.764.2-2048.0-30318.1-3584.4

1854IE1571]-54429.1-242.7-1286.C-2088.9-30318.1-3582.0

1854J[1575]-54307.0-300.7-853.9-2088.9-27787.2-4572.6

18581[1575]-53750.1-301.7-294.2-2169.1-27787.1-4572.3

1858JE1579]-53704.7-325.9-114.1-2169.1-29136.3-4796.1

18621[1579]-53705.4-328.4-852.1-2219.5-29136.3-4795.1

1862JE1583]-53667.2-349.3-690.8-2219.5-28823.9-4883.0

18701[1583]-53262.3-61.6-1425.2-1784.2-28350.7-2176.1

1870J[1589]-53211.0-92.7-1186.4-1784.2-25270.4-3189.0

18741[1589]-52774.5-95.3-163.8-1794.6-25270.4-3194.4

1874J[1593]-52742.2-117.12.8-1794.6-26449.2-3735.2

18781[1593]-52736.0-117.2-1400.7-1809.1-26449.2-3743.8

1878JE1597]-52671.0-168.6-1006.S-1809.1-21435.6-4685.6

18821[1597]-52335.3-169.7-369.2-1851.3-21435.5-4694.6

1882JE1601]-52312.9-191.4-205.1-1851.3-21902.8-4942.9

1886IE1601]-52311.6-191.4-932.0-1882.6-21902.8-4945.7

1886J[1605]-52295.3-209.1-797.0-1882.6-20938.8-5072.2

18941[1605]-52073.0-110.0-1607.5-1696.5-20704.9-3940.3

1894JE1611]-52047.9-143.4-1354.8-1696.5-15993.7-4120.1

1898-51833.3-144.4-201.3-1639.8-15993.7-4127.4

1898J[1615]-51820.6-165.9-39.8-1639.8-16859.4-4105.9

19021[1615]-51813.2-166.0-1478.6-1592.3-16859.4-4112.1

1902J[1619]-51794.5-216.9-1096.S-1592.3-11185.2-3883.5

19061[1619]-51698.9-218.045.9-1633.3-11185.2-3888.9

1906JE1623]-51695.9-236.5183.8-1633.3-12691.7-3710.4

19101[1623]-51702.3-236.5-487.8-1664.0-12691.7-3712.4

1910JC1627]-51701.2-263.3-357.2-1664.0-12916.2-3476.6

拱肋荷载组合三（最大值）

最大

编号节点

NQ-yQ-zTM-yM-z

17141[1491]-53572.71930.2970.67053.732120.735316.4

1714JE1495]-53285.11690.31411.07053.726022.823584.4

1726IE1495]-51627.41689.21684.36307.726024.023795.2

1726JE1499]-51365.41469.02110.76307.718366.814071.6

第12页

凤凰三桥钢拱肋及组合梁结构计算15

17341[1499]-51368.21469.0669.35983.118366.714213.6

1734JE1503]-51122.71257.11088.95983.115858.75948.0

17461[1503]-50092.01255.31340.25858.015858.86073.1

1746JE1507]-49889.61077.61701.85858.09359.253.2

17661[1507]-49894.71077.6269.35857.09359.2189.2

1766JE1511]-49645.0851.8739.35857.06422.11719.4

17781[1511]-48933.0849.1748.55996.1