湖南大學曲線梁橋課程設計

混凝土橋梁II課程設計

混凝土曲線連續(xù)梁橋結構空間有限元分析報告

學院：土木工程學院

專業(yè)班級：08級橋梁工程2班

姓名：劉世佳

學號：20080711312

指導老師：劉志文副教授

2011年6月12日

目錄

第一部分：任務書

一.工程設計概況:

某五跨預應力混凝土曲線連續(xù)梁橋，跨徑布置為：20+30+40+30+20m=140m,

其平面布置見圖1,支座布置：端部設抗扭支座（支座中心距為4米），中支墩為

獨柱墩，支撐在主梁中心軸線上。曲線連續(xù)梁橋主梁標準斷面見圖2,主梁梁高

為H=2.0m,梁寬為B=11.0m（按2車道考慮汽車活載）。主梁材料采用C50混凝

±,彈性模量為紜=345x1（/MPa,泊松比為廿=0.2。全橋結構在支承處。設置

厚度為50cm的橫隔板（不考慮過人洞）。

圖1曲線連續(xù)梁橋總體布置圖

在梁標準斷面圖（單位：cm）

圖2曲線連續(xù)梁橋主梁標準斷面圖

采用單梁法計算結構在自重及公路I級荷載（不計汽車沖擊作用）作用下的

主梁內力包絡圖（即彎矩、扭矩、剪力包絡圖）和位移包絡圖（即豎向位移、扭

轉角）；

二.成果提交:

報告名稱：混凝土橋梁II課程設計——混凝土曲線連續(xù)梁橋結構空間有限元分析

報告

報告內容：1.工程設計概況

2.有限元模型建立及邊界條件

3.結構恒載內力及位移計算

4.主梁關鍵截面位置內力及位移影響線計算（跨中、支點截面位置）

5.公路I級汽車荷載作用下的內力及位移包絡圖計算

6.主要結論

參考文獻

第二部分：主梁整體斷面幾何特性

一.在CAD中描述主梁整體斷面

在CAD中畫出主梁整體斷面（如下圖2.1所示）使用REGION+SUBTRACT命

令把主梁整體斷面設置成一個面域，保存為“jiemian.sat”文件。

二.在ANSYS中計算主梁整體斷面的幾何特性

采用ANSYS進行截面的幾何特性計算，將“jiemian.sat”文件導入ANSYS,

則主要計算結果見圖2.2和表2.1。

SECTIONID1

x=Centroido=ShearcenterDATASUMMARY

SectionName

=123

Area

=7

iyy

=4.022

lyz

=.140E-10

Izz

=55.353

WarpingConstant

=13.898

TorsionConstant

=10.702

CentroidY

=41731

CentroidZ

=-3340

ShearCenterY

=41731

ShearCenterZ

=-3340

ShearCorr.YY

=.603673

ShearCorr.YZ

=-.232E-03

ShearCorr.ZZ

=.334084

File：JIEMIAN

圖2.2主梁整體斷面的兒何特性

面積A兒何中心Yc豎向抗彎慣性矩橫向抗彎慣矩ly扭轉常數Id

Iz

7.00m21.0937m4.022m*455.353m410.702m~4

表2.1主梁整體斷面的兒何特性

第三部分：結構恒載內力及位移計算

有限元模型建立及邊界條件

根據曲線連續(xù)箱梁橋單梁法的劃分原則與方法，每一米劃分一個單元，根據

已知幾何條件與截面特性，建立相應的有限元模型。

1.命令流：

FIN1

/CLE

/prep7

[DEFINETHEELEMENTARYPARAMETERS

?DIM,L,ARRAY,10

*DIM,H,ARRAY,10

?DIM,CITA,ARRAY,10

N=5!跨數

L(l)=20!第一跨

L(2)=30!第二跨

L(3)=40!第三跨

L(4)=30!第四跨

L(5)=20!第五跨

el=2!1#墩處內支座到中心線的間距

e2=2!1#墩處外支座到中心線的間距

e3=0!2#墩處的支座偏心距(正的表示外偏)

e4=0!3#墩處的支座偏心距

e5=0!4#墩處的支座偏心距

e6=0!5#墩處的支座偏心距

e7=2!6#墩處內支座到中心線的間距

e8=2!6#墩處外支座到中心線的間距

R=100!曲線橋半徑

H0=1.09375!梁底到截面形心處的高度

M=18571.43!mass21單元質量

LL=0.0

*D0,I,1,N

LL=LL+L(I)

CITA(I)=L(I)/R/3.1415925*180

*ENDD0

CITA0=LL/R/3.1415925*180

LOCAL,11,1,0,0,0,0,270,0

CSYS,11!定義總體柱坐標系

!指定節(jié)點坐標系

N,1,R,-179.9999,Hi

N,L⑴+1,R,-179.9999+CITAd),II

N,L⑴+L⑵+1,R,-179.9999+CITA(D+CITA(2),

H0

N,L(l)+L(2)+L(3)+1,R,-179.9999+CITA(D+CITA(2)+CITA(3),

H0

N,L(l)+L(2)+L(3)+L(4)+1,R,-179.9999+CITA(D+CITA(2)+CITA(3)+CITA(4)

HO

N,L(1)+L(2)+L(3)+L(4)+L(5)+1,R,-179.9999+CITAO,

HO

FILL,1,L(1)+1

FILL,L(1)+1,L(1)+L(2)+1

FILL,L(l)+L(2)+1,L(l)+L(2)+L(3)+1

FILL,L(1)+L(2)+L(3)+1,L(1)+L(2)+L(3)+L(4)+1

FILL,L(1)+L(2)+L(3)+L(4)+l,L(l)+L(2)+L(3)+L(4)+L(5)+1

[DEFINETHEREFERENCEPOINTOFMAINDECK

N,2000,0,0,0

!定義橋墩和支座處的節(jié)點

N2oo1

,-179.9999,HO

N2oo2

,-179.9999,HO

N

,-179.9999+CITA(l),HO

N,

-179.9999+CITA(l)+CITA(2),HO

N,

-179.9999+CITA(1)+CITA(2)+CITA(3),HO

N,

N,-179.9999+CITA(1)+CITA(2)KITA(3)+CITA(4),IIO

N,-179.9999+CITAO,HO

-179.9999+CITAO,HO

NROTAT,ALL

!定義主梁單元材料、幾何參數

!混凝土標號為C50

!**************梁段截面幾何特性*******************

ET,1,BEAM4

MP,EX,1,3.45E+10

MP,NUXY,1,0.2000

MP,DENS,1,2653.06

MP,ALPX,1,1.00E-05

R,1,7,4.0218,55.353,11,2.0,,

RMORE,,10.702,,,,,

!**************剛臂截面幾何特性*******************

i增設抗扭或偏心支座時采用

ET,3,BEAM4

MP,EX,3,3.45E+10

MP,NUXY,3,0.2000

MP,DENS,3,0.0

MP,ALPX,3,1.0E-08

R,3,100,1000,1000,0.5,0.5,,

RMORE,,1000,,,,,

!****************生成主梁單元**********************

TYPE,1

MAT,1

REAL,1

*D0,I,1,LL,1

E,1,1+1,2000

*ENDDO

!生成主梁剛臂單元

TYPE,3

MAT,3

REAL,3

E,2001,1

E,1,2002

*IF,e3,GT,0.0,THEN

E,2003,L(l)+l

*ELSE

NSEL,U,,,2003

*ENDIF

*IF,e4,GT,0.0,THEN

E,2004,L(l)+L(2)+1

*ELSE

NSEL,U,,,2004

*ENDIF

*IF,e5,GT,0.0,THEN

E,2005,L(l)+L(2)+L(3)+l

*ELSE

NSEL,U,,,2005

*ENDIF

*IF,e6,GT,0.0,THEN

E,2006,L(l)+L(2)+L(3)+L(4)+1

*ELSE

NSEL,U,,,2006

*ENDIF

E,2007,LL+1

E,LL+1,2008

!支墩處的橫隔梁采用Mass21單元來模擬

ET,4,MASS21

R,100,M,M,M,,,,

TYPE,4

REAL,100

E,1

E,L(1)+1

E,L(1)+L(2)+1

E,L(1)+L(2)+L(3)+1

E,L(1)+L(2)+L(3)+L(4)+1

E,LL+1

!****施加|約束條件**********

D,2001,UX,,,,,UY,UZ

D,2002,UZ

*IF,e3,GT,0.0,THEN

D,2003,,,,,,,UZ

*ELSE

D,L(l)+1,,,,,,,UZ

*ENDIF

*IF,e4,GT,0.0,THEN

D,2004,,,,,,,UZ

*ELSE

D,L(1)+L(2)+1,,,,,,,UZ

*ENDIF

*IF,e5,GT,0.0,THEN

D,2005,,,,,,,UZ

*ELSE

D,L(1)+L(2)+L(3)+1,,,,,,,UZ

*ENDIF

*IF,e6,GT,0.0,THEN

D,2006,,,,,,,UZ

*ELSE

D,L(l)+L(2)+L(3)+L(4)+1,,,,,,,UZ

?*ENDIF

D,2007,UX,,,,,,UZ

D,2008,UZ

!對橋梁橋面各節(jié)點逐點加載

/SOLU

ANTYPE,0

ACEL,0,9,81,0

Solve

*DIM,DISP1,ARRAY,LL+1

*DIM,ROTI,ARRAY,LL+1

*DIM,MZ1,ARRAY,LL+1

*DIM,MX1,ARRAY,LL+1

*DIM,QY1,ARRAY,LL+1

*DIM,KK(I),ARRAY,LL+1

/POST1

SET,1

!*****************豎向位移**************

*D0,J,1,LL+1,1

*GET,DISP1(J),NODE,J,U,Y

*ENDD0

*D0,J,1,LL+1,1

*GET,ROTI(J),NODE,J,ROT,X

*ENDDO

!*****************豎向彎矩Mz***********

*D0,J,1,LL,1

*GET,MZ1(J),ELEM,J,SMISC,6

*ENDDO

!*****************扭矢巨Mx***********

*DO,J,1,LL,1

*GET,MX1(J),ELEM,J,SMISC,4

*ENDDO

!*****************剪力Qy***********

*DO,J,1,LL,1

*GET,QY1(J),ELEM,J,SMISC,2

*ENDDO

K=1

*DO,J,l,LL+1,1

KK(J)=K

K=K+1

*ENDDO

!

!自重下的內力以及位移在.dat文件中生成

!

*DIM,LABEL,CHAR,1,7

LABEL。，1)='No.'

LABEL。，2)='DISP'

LABEL(1,3)=ROT'

LABEL。，4)='MZ'

LABEL。，5)='MX'

LABEL(1,6)=QY'

*CFOPEN,ZIZHONGNEILIWEIYI,dat

*VWRITE,LABEL(1,1),LABEL(1,2),LABEL(1,3),LABEL(1,4),LABEL(1,5),LABEL(1,6)

(2X,A5,IX,A10,IX,A10,IX,A10,IX,A10,IX,A10)

*VWRITE,KK(1),DISP1(1),ROTI(1),MZ1(1),MX1(1),QY1(1)

(IX,F5.0,2X,E10.4,2X,E10.4,2X,E10.4,2X,E10.4,2X,E10.4)

*CFCLOS

2.生成數據

數據存儲在“ZIZHONGNEILIWEIYI.dat”文件中，讀取如下：

No.DISPROTMZMXQY

1.-.5916E-070.2118E-03-.1228E+040.2457E+060.1348E+07

2.-.2103E-030.2072E-03-.1261E+070.2331E+060.1166E+07

3.-.4115E-030.1941E-03-.2338E+070.2097E+060.9841E+06

4.-.5960E-030.1740E-03-.3233E+070.1774E+060.8019E+06

5.-.7571E-030.1481E-03-.3946E+070.1379E+060.6197E+06

6.-.8898E-030.1177E-03-.4475E+070.9319E+050.4376E+06

7.-.9902E-030.8417E-04■.4823E+070.4497E+050.2554E+06

8.-.1056E-020.4880E-04-.4987E+07-.4905E+040.7321E+05

9.-.1085E-020.1292E-04-.4969E+07-.5460E+05-.1090E+06

10.-.1079E-02-.2219E-04-.4768E+07-.1023E+06-.2911E+06

11.-.1038E-02-.5519E-04-.4385E+07-.1461E+06-.4733E+06

12.-.9659E-03-.8480E-04-.3819E+07-.1843E+06-.6555E+06

13.-.8659E-03-.1097E-03-.3070E+07-.2151E+06-.8377E+06

14.-.7438E-03-.1286E-03-.2139E+07-.2365E+06-.1020E+07

15.-.6062E-03-.1403E-03-.1026E+07-.2467E+06-.1202E+07

16.-.4613E-03-.1433E-030.2698E+06-.2440E+06-.1384E+07

17.-.3184E-03-.1365E-030.1747E+07-.2266E+06-.1566E+07

18.-.1882E-03-.1185E-030.3407E+07-.1925E+06-.1749E+07

19.-.8262E-04-.8814E-040.5248E+07-.1400E+06-.1931E+07

20.-.1503E-04-.4407E-040.7271E+07-.6733E+05-.2113E+07

21.0.2230E-210.1493E-040.9475E+070.2743E+050.2328E+07

22.-.4787E-040.7383E-040.7238E+070.9982E+050.2146E+07

23.-.1481E-030.1176E-030.5182E+070.1516E+060.1964E+07

24.-.2857E-030.I475E-030.3308E+070.1847E+060.1781E+07

25.-.4474E-030.1650E-030.1616E+070.2009E+060.1599E+07

26.-.6208E-030.1712E-030.I055E+060.2020E+060.1417E+07

27.-.7950E-030.1675E-03-.1222E+070.1898E+060.1235E+07

28.-.9605E-030.1553E-03-.2368E+070.1661E+060.1053E+07

29.-.1109E-020.1357E-03-.3331E+070.1328E+060.8705E+06

30.-.1233E-020.1101E-03-.4111E+070.9166E+050.6883E+06

31.-.1328E-020.7976E-04-.4709E+070.4457E+050.5061E+06

32.-.1389E-020.4595E-04-.5125E+07-.6678E+040.3240E+06

33.-.1412E-020.9918E-05-.5357E+07-.6025E+050.1418E+06

34.-.1397E-02-.2707E-04-.5407E+07-.1143E+06-.4039E+05

35.-.1344E-02-.6377E-04-.5274E+07-.1671E+06-.2226E+06

36.-.I251E-02-.9895E-04-.4958E+07-.2167E+06-.4047E+06

37.-.1124E-02-.1314E-03-.4460E+07-.2613E+06-.5869E+06

38.-.9637E-03-.1598E-03-.3779E+07-.2991E+06-.7691E+06

39.-.7765E-03-.1831E-03-.2916E+07-.3283E+06-.9513E+06

40.-.5683E-03-.2000E-03-.1870E+07-.3470E+06-.1133E+07

41.-.3468E-03-.2093E-03-.6425E+06-.3535E+06-.1316E+07

42.-.1208E-03-.2099E-030.7677E+06-.3458E+06-.1498E+07

43.0.9950E-04-.2006E-030.2360E+07-.3222E+06-.1680E+07

44.0.3026E-03-.1803E-030.4134E+07-.2809E+06-.1862E+07

45.0.4756E-03-.1478E-030.6090E+07-.2200E+06-.2044E+07

46.0.6043E-03-J019E-030.8227E+07-.1377E+06-.2226E+07

47.0.6735E-03-.4166E-040.1055E+08-.3227E+05-.2409E+07

48.0.6663E-030.3413E-040.1304E+080.9818E+05-.2591E+07

49.0.5648E-030.1265E-030.1572E+080.2554E+06-.2773E+07

50.0.3495E-030.2366E-030.1859E+080.4413E+06-.2955E+07

51.0.5057E-210.3654E-030.2163E+080.6576E+060.3643E+07

52.-.4975E-030.4925E-030.1807E+080.8383E+060.3461E+07

53.-.1125E-020.5979E-030.1469E+080.9853E+060.3279E+07

54.-.1859E-020.6826E-030.1149E+080.1100E+070.3097E+07

55.-.2676E-020.748IE-030.8471E+070.1185E+070.2915E+07

56.-.3553E-020.7955E-030.5635E+070.1241E+070.2733E+07

57.-.4471E-020.826IE-030.2981E+070.1271E+070.2550E+07

58.-.5409E-020.841IE-030.5092E+060.1276E+070.2368E+07

59.-.6351E-020.8417E-03-.1781E+070.1259E+070.2186E+07

60.-.7278E-020.829IE-03-.3888E+070.1220E+070.2004E+07

61.-.8177E-020.8046E-03-.5813E+070.1162E+070.1822E+07

62.-.9032E-020.7692E-03-.7555E+070.1086E+070.1640E+07

63.-.9832E-020.724IE-03-.9113E+070.9952E+060.1457E+07

64.-.1056E-010.6706E-03-.1049E+080.8904E+060.1275E+07

65.-.1122E-010.6096E-03-.1168E+080.7736E+060.1093E+07

66.-.1179E-010.5424E-03-.1269E+080.6467E+060.9109E+06

67.-.1226E-010.4700E-03-.1352E+080.5116E+060.7287E+06

68.-.1264E-010.3935E-03-.1416E+080.3700E+060.5465E+06

69.-.1291E-010.3140E-03-.1462E+080.2238E+060.3643E+06

70.-.1308E-010.2325E-03-.1489E+080.7492E+050.1822E+06

71.-.1313E-010.1501E-03-.1498E+08-.7492E+050.7067E-05

72.-.1308E-010.6767E-04-J489E+08-.2238E+06-J822E+06

73.-.1291E-01-.1365E-04-.1461E+08-.3700E+06-.3643E+06

74.-.1264E-01-.9293E-04-.1415E+08-.5116E+06-.5465E+06

75.-.1226E-01-.1692E-03-.1351E+08-.6467E+06-.7287E+06

76.-.1179E-01-.2415E-03-.I268E+08-.7736E+06-.9109E+06

77.-.1122E-01-.3090E-03-.1167E+08-.8904E+06-.1093E+07

78.-.1056E-01-.3707E-03-.1048E+08-.9952E+06-.1275E+07

79.-.9832E-02-.4257E-03-.9103E+07-.1086E+07-.1457E+07

80.-.9032E-02-.4733E-03-.7543E+07-.1162E+07-.1640E+07

81.-.8177E-02-.5124E-03-.5801E+07-.1220E+07-.1822E+07

82.-.7278E-02-.5424E-03-.3876E+07-.1259E+07-.2004E+07

83.-.6351E-02-.5624E-03-.1768E+07-.1276E+07-.2186E+07

84.-.5409E-02-.5717E-030.5220E+06-J271E+07-.2368E+07

85.-.4471E-02-.5694E-030.2994E+07-.1241E+07-.2550E+07

86.-.3553E-02-.5549E-030.5648E+07-.1185E+07-.2733E+07

87.-.2676E-02-.5274E-030.8483E+07-.1100E+07-.2915E+07

88.-.1859E-02-.4862E-030.1150E+08-.9853E+06-.3097E+07

89.-.1125E-02-.4307E-030.1470E+08-.8383E+06-.3279E+07

90.-.4975E-03-.3602E-030.1807E+08-.6576E+06-.3461E+07

91.-.1026E-20-.2742E-030.2163E+08-.4413E+060.3137E+07

92.0.3495E-03-.1870E-030.1859E+08-.2554E+060.2955E+07

93.0.5648E-03-.113OE-O30.1573E+08-.9818E+050.2773E+07

94.0.6663E-03-.5115E-040.1304E+080.3227E+050.2591E+07

95.0.6735E-03-.5664E-060.1054E+080.1377E+060.2409E+07

96.0.6043E-030.397IE-040.8225E+070.2200E+060.2226E+07

97.0.4756E-030.706IE-040.6087E+070.2809E+060.2044E+07

98.0.3026E-030.9302E-040.4131E+070.3222E+060.1862E+07

99.0.9950E-040.1078E-030.2357E+070.3458E+060.1680E+07

100.-.1208E-030.1159E-030.7642E+060.3535E+060.1498E+07

101.-.3468E-030.1180E-03-.6460E+060.3470E+060.1316E+07

102.-.5683E-030.1149E-03-.1874E+070.3283E+060.1133E+07

103.-.7765E-030.1076E-03-.2919E+070.2991E+060.9513E+06

104.-.9637E-030.9667E-04-.3782E+070.2613E+060.7691E+06

105.-.1124E-020.8291E-04-.4463E+070.2167E+060.5869E+06

106.-.1251E-020.6704E-04-.4960E+070.1671E+060.4047E+06

107.-.1344E-020.4974E-04-.5275E+070.1143E+060.2226E+06

108.-.1397E-020.3169E-04-.5408E+070.6025E+050.4039E+05

109.-.1412E-020.1352E-04-.5357E+070.6678E+04-.1418E+06

110.-.1389E-02-.4124E-05-.5124E+07-.4457E+05-.3240E+06

111.-.1328E-02-.2066E-04-.4709E+07-.9166E+05-.5061E+06

112.-.1233E-02-.3552E-04-.4110E+07-.1328E+06-.6883E+06

113.-.1109E-02-.4814E-04-.3329E+07-.1661E+06-.8705E+06

114.-.9605E-03-.5802E-04-.2366E+07-.1898E+06-.1053E+07

115.-.7950E-03-.6464E-04-.1220E+07-.2020E+06-.1235E+07

116.-.6208E-03-.6754E-040.I075E+06-.2009E+06-.1417E+07

117...4474E-03-.6627E-040.1618E+07-.1847E+06-.1599E+07

118.-.2857E-03-.6041E-040.3309E+07-J516E+06-.1781E+07

119.-.1481E-03-.4957E-040.5183E+07-.9982E+05-.1964E+07

120.-.4787E-04-.3337E-040.7238E+07-.2743E+05-.2146E+07

121.-.1716E-20-.1147E-040.9475E+070.6733E+050.2295E+07

122.-.1503E-040.1048E-040.7270E+070.1400E+060.2H3E+07

123.-.8262E-040.270IE-040.5247E+070.1925E+060.1931E+07

124.-.I882E-030.3872E-040.3405E+070.2266E+060.1749E+07

125.-.3184E-030.4619E-040.1745E+070.2440E+060.1566E+07

126.-.4613E-030.4999E-040.2674E+060.2467E+060.1384E+07

127.-.6062E-030.5063E-04-.1028E+070.2365E+060.1202E+07

128.-.7438E-030.4862E-04-.2141E+070.2151E+060.1020E+07

129.-.8659E-030.4446E-04-.3072E+070.1843E+060.8377E+06

130.-.9659E-030.3857E-04-.3820E+070.1461E+060.6555E+06

131.-.1038E-020.3141E-04-.4386E+070.1023E+060.4733E+06

132.-.1079E-020.2336E-04-.4769E+070.5460E+050.2911E+06

133.-.1085E-020.1479E-04-.4969E+070.4905E+040.1090E+06

134.-.1056E-020.6068E-05-.4987E+07-.4497E+05-.7321E+05

135.-.9902E-03-.2499E-05-.4822E+07-.9319E+05-.2554E+06

136.-.8898E-03-.1061E-04-.4474E+07-.1379E+06-.4376E+06

137.-.7571E-03-.1801E-04-.3944E+07-.1774E+06-.6197E+06

138.-.5960E-03-.2445E-04-.3231E+07-.2097E+06-.8019E+06

139.-.4115E-03-.2971E-04-.2336E+07-.2331E+06-.9841E+06

140.-.2103E-03-.3361E-04-.1259E+07-.2457E+06-.1166E+07

141.-.5916E-07-.3600E-040.0000E+000.0000E+000.0000E+00

3.有限元模型示意圖:

AN

ELEMENTS

JUN112011

02:18:28

圖3.1有限元模型ELEMENTS圖示

AN

NODES

JUN112011

02:23:47

圖3.2有限元模型NODES圖示

二.結構恒載內力及位移計算

1.位移圖及內力圖

從ANSYS中調出豎向位移圖，扭轉角位移圖，彎矩內力圖，扭矩圖以及剪

力圖，如下圖所示：

AN

LINESTRESS

JUN112011

STEP=122:04:12

SUB=1

TIME=1

UYUY

MIN=-.013105

ELEM=70

MAX=.670E-03

ELEM=47

-.013105-.010044-.006983-.003922-.861E-03

-.011574-.008513-.005452-.002391.670E-03

自重下的豎向位移圖

LINESTRESS

STEP=1

SUB=1

TIME=1

SMIS4SMIS10

MIN=-.128E+07

ELEM=83

MAX=.128E+07

ELEM=58

-.128E+07-709137-141827425482992792

-992792-425482141827709137.128E+07

自重下的扭轉角位移圖

自重下的彎矩圖

LINESTRESS

STEP=1

SUB=1

TIME=1

SMIS4SMIS10

MIN=-.128E+07

ELEM=83

MAX=.128E+07

ELEM=58

-.128E+07-709137-141827425482992792

-992792725482141827709137.128E+07

自重下的扭矩圖

AN

LINESTRESS

JUN112011

22:07:40

-.364E+07-.202E+07-404831.121E+07.283E+07

-.283E+07-.121￡i0'7404831.202E，97.364三,07

自重下的剪力圖

2.內力位移坐標圖

根據文檔中的數據，在ORIGIN中畫圖其位移內力的坐標圖:

DISP

E

Qsr

Q

自重下的豎向位移圖

圖

移

圖

位

矩

角

彎

轉

的

扭下

的

..重

o下o自

N重N

自

(P3OH(EZNW

E

.

N

x

n

No.

自重下的扭矩圖

QY|

4000000-

3000000-

2000000-

1000000-

(

N

>

00-

-1000000-

-2000000-

-3000000-

-4000000-

-20020406080100120140160

No.

自重下的剪力圖

第四部分：內力位移的影響線及包絡圖

有限元模型建立及邊界條件

根據曲線連續(xù)箱梁橋單梁法的劃分原則與方法，每一米劃分一個單元，根據

已知幾何條件與截面特性，建立相應的有限元模型。

命令流：

FINI

/CLE

/prep7

!DEFINETHEELEMENTARYPARAMETERS

*DIM,L,ARRAY,10

*DIM,H,ARRAY,10

?DIM,CITA,ARRAY,10

N=5!跨數

L(l)=20!第一跨

L(2)=30!第二跨

L(3)=40!第三跨

L(4)=30!第四跨

L(5)=20!第五跨

el=2!1#墩處內支座到中心線的間距

e2=2!1#墩處外支座到中心線的間距

e3=0!2#墩處的支座偏心距(正的表示外偏)

e4=0!3#墩處的支座偏心距

e5=0!4#墩處的支座偏心距

e6=0!5#墩處的支座偏心距

e7=2!6#墩處內支座到中心線的間距

e8=2!6#墩處外支座到中心線的間距

R=100!曲線橋半徑

H0=1.09375!梁底到截面形心處的高度

M=18571.43!mass21單元質量

LL=0.0

*D0,I,l.N

LL=LL+L(I)

CITA(I)=L(I)/R/3.1415925*180

*ENDD0

ClTA0=LL/R/3.1415925*180

LOCAL,11,1,0,0,0,0,270,0!定義局部坐標系，序號，坐標類型，坐標原點坐標，旋轉角

度(輸入的角度表示局部坐標系繞總體坐標軸旋轉的角度)

CSYS,11!定義總體柱坐標系

!DEFINETHENODESOFBRIDGE!指定節(jié)點坐標系

N,1,R,-179.9999,HO

N,L(l)+1,R,-179.9999+CITA(l),110

N,L(l)+L(2)+1,R,-179.9999+CITA(1)+CITA(2),HO

N,L(l)+L(2)+L(3)+1,R,-179.9999+CITA(1)+CITA(2)KITA(3),HO

N,L(l)+L(2)+L(3)+L(4)+1,R,-179.9999+CITA(1)+CITA(2)+CITA(3)+CITA(4),HO

N,L(1)+L(2)+L(3)+L(4)+L(5)+1,R,-179.9999+CITAO,HO

FILL,1,L(1)+1

FILL,L(1)+1,L(1)+L(2)+1

FILLL(l)+L(2)+1,L(l)+L(2)+L(3)+1

FILL,L(1)+L(2)+L(3)+1,L(1)+L(2)+L(3)+L(4)+1

FILL,L(l)+L(2)+L(3)+L(4)+1,L(1)+L(2)+L(3)+L(4)+L(5)+1

[DEFINETHE