Nastran梁单元应力输出.docx
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Nastran梁单元应力输出
1.Nastran梁单元1.1.CBAR单元卡片
Plane1
GridPointGB
Endb
Plane2
GridPointGA
Figure8-11CBARElementGeometrywithOffsets
Figure8-12CBARElementGeometrywithoutOffsets
CBAR
SimpleBeamElementConnection
Definesasimplebeamelement.
Format:
I234567S910
CBAR
EID
PID
GA
GB
XI
X2
X3
OFFT
PA
PB
W1A
W2A
W3A
W1B
W2B
W3B
Example:
CBAR
2
39
7
3
0.6
26.
GOG
513
AlternateFormatandExample:
CBAR
EID
PID
GA
GB
GO
OFFT
PA
PB
W1A
W2A
W3A
WLB
W2B
W3B
CBAR
2
39
7
6
105
GOG
513
CBAR单元属性卡
DefinesthepropenicsofasimplebcaniekmcRt(CHARentry).
Format:
PIDPropertyidentificationnumber.(Integer>0)
MIDMaterialidentificationnurnberSecRemarks2and3.(Integer>0)
AAreaofburcrosssection,fReal:
Default=0.0)
I1T12,112Areamomentsofinertia.SecFigure8-l56t(Real;[I>0.0T12>0_0*【I*12>I121;
Dchuill=GO)
JTorsionalconstant,S«Figure8-156.(Real:
Default=+/JfwSOL600and
0.0forallothersolutionsequences)
NSMNonstruciuralmassperunitlength.{Real}
fDIELFiStressrccoyerycueflicienbi.(Real:
Default0.0)
KLK2
Areafhetorforshear,SeeRemark5(Realorblank)
word姦幵
PBARL
simp-eBetDrnC3SVI・seao'nProperty
Define?
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TYPEs'ROD'1
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Figure8-157DefinitionofCross-SectionGeometryandStressRecoveryPointsforGROUP="MSCBMLO"
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Figure8*158DefiniUonofCross-SectionGeometryandStressRecoveryPointsforGROUP二■MSCeMLO"(continued)
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Figure3-159DefinitionofCross-SecttonGeometryandStressRecoveryPointsfor
GROUP=“MSC吕站L『(continued)
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1.2.CBEAM单元卡片
NonstructuralMass
CenterofGravity
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迤务彩Z"NeutralAxis
elemv_
GridPointGA
EndB
(xb'①°)
GridPointGB
Figure8-15CBEAMElementGeometrySystem(Nonp-adaptive)
CBEAM
BeamElementConnection
DefinesabeamclemenL
Format:
CBEAM
EID
PID
GA
GB
XI
X2
X3
OFFT/B1T
PA
PB
W1A
W2A
W3A
W1B
W2B
W3B
SA
SB
2
3456
7
8910
Example:
CBEAM
2
39
7
13
8.2
&1
-5.6
GOG
513
3.0
耳
5
AlternateFormatandExample:
CBEAM
EID
PID
GA
GB
GO
OFFT/BIT
PA
PB
W1A
W2A
W3A
W1B
W2B
W3B
SA
SB
CBEAM
2
39
7
13
105
GOG
513
CBEAM单元属性卡
(1)PBEAM属性卡
PBEAM
BeamProperty
Delinesthepropertiesofabc;imekmenl(CBHAMentry).Thiselementmaybeusedtomodeltaperedbeams.
Format:
7R910
PBEAM
P1D
MID
A(A)
n(A>
12(A)
112(A)
J(A)
NSM(A)
Cl(A)
C2(A)
DI(A)
D2(A}
El(A)
E2(A)
Fl(A)
F2(A)
ThenexttwoconiinuaiionsarcrepeatedtbreachintermediatestationasdescribedinRemark6andSOandXXBtniihibespecifkd.
SO
X/XB
A
11
[2
112
J
NSM
Cl
C2
DI
D2
El
E2
Fl
F2
Thelasttwocontinuationsare:
KL
K2
SI
S2
NS1{A)
NS[(B)
CW(A>
CW(B)
MI(A)
M2{A)
Ml(B)
M2(B|
Nl(A)
N2(A)
Nl(B)
N2(B)
Example:
TaperedbeamwithA=2.9alendAandA=5.3atendB.
PBEAM
39
6
2.9
3.5
5.97
2.0
40
YES
L.O
5.3
56.2
78.6
2.5
-5.0
14
11
0.21
0.5
0.0
BeamCross>SectionProperty
Definesihe-propertiesofabeamelementbycross-sectiannldimensdons.
Format:
(Note:
n=numberofdimcmionsandtn=numberofintcnnediaicNations)
1234567K9I0
PBEAML
PID
MID
GROUP
TYPE
DIM1(A)
DIM2(A)
YtG-
D(Mn(A>
NSM(A)
SCXU
X|1)XB
D1M2HJ
-etc.-
DIMiill)
1SSM(1}
SO(打
X(2yXB
DIM1
(2)
D1M2
(2)
-etc.-
DJMn
(2)
NSMfm}
-etc.-
SO(m)
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DFMKni)
-etc.-
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DIM1(B)
-etc.-
D1Mn(B)
NSM(B)
Example:
PBEAML
鼻9
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7-
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5.6
23
YES
Field
Contents
DefauHValues
11(A)
AreamomentcrinenhntendAforbendingin
planeJaboutthenculnilaxis.SeeRciiuirk10(R«l>0.0)
Required
[2(A)
AreamomentcfinertialitendAforbendingin
plane2abcutthericulmlaxis.SeeR.cniark10(Real>0.0)
Required
112(A)
0,0,Areaproductofinertiaat«ndA.SeeRemark
10.(Kcal,but;i-72-ifii)'>do)
JlA)
Torsionalstiffnessparameteratend.A.SeeRemark
Defau[t=^(/:
+i,iJur
10(Real>OlQbut>0.0ifwaqnngiipresent)
SOL600and0.0forallothersolutionsequences
NSM1A)
Nonstruclunilmassperunitlength,atendA.(Real)
00
CKAXDi(A)
Theyand1localions(i-Icorrespondstoy»mdi=2corrcsponckioinelcmcTitcoordinates
y=z=0.U
EKA)tFi(A)
rchlivetotheshearcenter(seethediagram(bllowinglheremarks|itendAforstresschurecovenr-(Rea])
SO
Stressoutputrequestopticn.SeeRemark9_(Charactcr)
hbYES"Siresscsrecoveredatpcinl百Ci,Di.Ei.andFionthenextcontinmalion.
"YESATStressesrecoveredatpointswiththesameyandzlocationasendA.
"KO7”Nostressesorforcesarerecovered.
Required*
XXB
DistancefromendAintheelementcourdinalLc
Required*
systemdividedb\lhelengihoftheelementSee
Figure8-163inRemark10.{RealaQ.O)
SeeReniiirk6.
Area.mamenLsofinertia,torsiionalstiffnessparameter,andnonslmcluralmi湘foriticcross
SecRemark1
J.NSM
sectianlocatedalx.(Real;J>0.0ifwarpingispresent.J
Ci,DLEi,Ft
TheyandiIg2liu阳(i■IcorrcNpondsioyandi=2con-espondlsioz)inelementcoordinaterchlivctotheshearcenter(seeFigure8^163inRemark10Jforthecross沖:
lionhxraledatXXB.Thevaluesarefiberlocationsforstressdatarecovery.IgnarcdIbrbc^mp-cl^mcnts.(Rcoil|i
J'dem
E
TYPE-ROD1
TYPE-lLTUBEn
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DIM10
TYPE=TBOX'
Figure8-164DefinitionofGross-SectionGeometryandStressRecoverPointsforGROUP=4,MSCBMLOn
2.Nastran梁单元应力输出
一维梁单元中的内力或应力可以通过单元力或单元应力输出(如FORCED者ELFORCE来进行输出,并且梁单元只输出应
力恢复点的应力。
如果梁截面是标准库中的截面(PBARLPBEAML定义的截面),则应力恢复点已经由程序根据不同的截面形状进行定义,不需要用户定义。
如果是自己定义的梁截面(PBARPBEAM定义的截面),贝U用户必须自行定义应力恢复点(属性卡片中的C1,C2D1,D2、
E1,E2F1,F2>此时beamelements的应力需要选择recoverypointonthebeamcrosssection,然后在stressrecoverypointC/D/E/F-Element-Nodal中可以看到对应的应力分析结果。
2.1.CBAR梁单元的单元力和应力
下图是CBAR梁单元力(elementforce)的正方向。
real或者complex形式(取决于输出格式)的单元力的输出包括下面几项:
GridPointGA
Figure8-11CBARElementGeometrywithOffsets
aPlane1b
zr2
Figure3-7CBARElementForces
M1a,M1b,M2a和M2b是分别在两个参考平面中,两个端点处的弯矩。
V1和V2是在两个参考平面中的剪力,Fx是平
均的轴向力,T是绕x轴的扭矩。
输出中可以要求输出CBAR单元下面的real形式单元应力(elementstress):
(1)平均轴向应力(averageaxialstress:
axialstress
(2)由在两个端点A、B处横截面上的4个应力恢复点的弯矩引起的张性应力(extensionalstressduetobending):
SA1、SA2、SA3SA4,SB1、SB2SB3SB4
仅当用户在PBAR卡片中输入了应力恢复点,才计算该弯曲应力。
(3)两个端点A、B处的最大和最小的张性应力(maximumandminimumextensionalstressatbothends):
SA-MAXSA-MIN、SB-MAXSB-MINo
该最大和最小的张性应力是由每端轴向应力和弯曲张性应力的合成。
(4)拉伸安全系数和压缩安全系数(Marginsofsafetyintensionandcompression。
仅当用户在MAT1卡片中输入了应力极限(stresslimits)时,才计算该安全系数。
拉伸应力为正值,压缩应力为负值。
只有平均轴向应力和弯曲张性应力可以是复数应力(complexstrss)。
对于梁单元的应力输出,patran04中有以下选项:
(1)轴向(barstresses,axiaj(atcenter)
(2)barstressesbendingposition(AtpointCDEF
(3)最大、最小合成(atcenter)
(4)Maxshear
在Hyperview后处理Nastran的CBAR单元时,梁单元CBAR中的单元力和单元应力的输出如下:
elementID
SA1
SA2
SA3
SA4
AXIAL
STRESS
SA-MAX
SA-MIN
M.S.-T(safetymargintension)
SB1
SB2
SB3
SB4
SB-MAX
SB-MIN
M.S.-C(safetymargin
Compression)
其中:
A,B表示梁的两个端面。
1-4是用户指定的用来计算应力的截面上的四个点。
SA1-SA4SB1-SB4是仅由纯弯曲所引起的正应力(NormalStressDuetoBendingOnly)
AXIALSTRESS仅有轴向载荷所引起的正应力(NormalStressDuetoAxialLoadOnly)
SA-MAXSA-MIN,SB-MAXSB-MIN是弯曲与轴向载荷组合情况下的两个端面的最大、最小正应力(CombinedAxialand
BendingStress)
M.S.-T是拉伸安全系数,M.S.-C是压缩安全系数。
22CBEAM梁单元的单元力和应力
NonstructuralMassCenterofGravity
.
妙ZPimn詐湖>
遂參多2"Neu帕IAxis
elemv
GridPointGA
EndB
(xb'①°)
GridPointGB
Figure8-15CBEAMElementGeometrySystem(Nonp-adaptive)
^lem
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////
ZZZZZ/zzzzzzzzzzzzzzzz///////////
yelern
召NeutralAxis
11,
xelem
ShearCenter
Figure8-17CBEAMIn