Phân tích kỹ thuật với Ansys WorkBench 13 ( demo)

MỤC LỤC Trang
Chương I Sơ lược về phương pháp phần tử hữu hạn - FEM .........................................1
I. Các bước giải bài toán FEM .................................................................................... 1
II. Ví dụ ...................................................................................................................... 2
Chương II Tổng quan về phần mềm Ansys .....................................................................25
I. Khởi động Ansys ....................................................................................................25
II. Giao diện Ansys .....................................................................................................26
III. Lưu trữ và hồi phục .............................................................................................. 28
IV. Cấu trúc bài toán trong Ansys ............................................................................... 28
V. Ví dụ 1 .................................................................................................................. 29
VI. Ví dụ 2 ................................................................................................................. 36
Chương 3 Tạo mô hình tính toán trong Ansys ................................................................ 42
I. Tạo mô hình trực tiếp trong Ansys ..........................................................................42
II. Tạo mô hình với sự giúp đỡ của các phần mềm CAD .............................................78
Chương 4 Ứng dụng Ansys vào bài toán dầm - khung ................................................... 91
I. Dầm ........................................................................................................................ 91
II. Khung .................................................................................................................... 100
III. Khung không gian ................................................................................................ 108
IV. Dầm cong phẳng ..................................................................................................115
Chương 5 Ứng dụng Ansys vào bài toán ứng suất .......................................................... 123
I. Nguyên lý st. Venant (The princible of st. Venant) .................................................. 123
II. Tập trung ứng suất do lỗ elip .................................................................................. 128
III. Ứng suất đặc biệt ..................................................................................................134
IV. Bài toán ứng suất tiếp xúc hai chiều ......................................................................139
Chương 6 Phân tích dao động ........................................................................................ 150
I. Giới thiệu ................................................................................................................ 150
II. Phân tích mode cho thanh thẳng .............................................................................150
III. Phân tích mode dao động cho hệ thống giảm xóc của một ổ đĩa cứng ................... 156
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IV. Phân tích mode dao động của bàn máy dịch chuyển chính xác đơn trục sử dụng khớp
nối đàn hồi .................................................................................................................. 165
V. Phân tích mode dao động của hệ thống các khối vật thể và lò xo (Spring & Mass) .173
VI. Phân tích dao động một mô hình đơn giản của một chiếc xe .................................180TR
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Chu:cmg 1 SCI lu:r;c vJ phu:cmgphilp phdn tir hi1u hqn - FEM
Chu'dng 1
so LUOC VE PHUONG PHAp.
PHAN TU HCtu HAN.
FEM
Nhu dll bi~t, t~t ca cac bai toan ky thuat d~u c6 th~ bi~u di~n ad~ng cac phuang trinh toan
hoc rna di~n hinh la cac phuang trinh vi phan lien k~t vai cac di~u ki~n bien. D6i vai nhung
bai toan dan gian thi c6 th~ tim duQ'c lai giai chinh xac. Tuy nhien, h~u h~t cac bai toan c6
phuang trinh m6 ta va bien khao sat r~t phuc t~p, do d6 vi~c tim lai giai chinh xac cho bai
toan g~p r~t nhi~u kh6 khan, rna d6i hiC kh6ng th~ giai duQ'c. D~ kh~c phlc nhung kh6 khan
nay, thi nhi~u phuang phap s6 dll duQ'c ra dai. Trong nhung phuang phap s6 d6 thi n6i bac va
thuang dung nh~t la phuang phap ph~n tu huu h~n (finite element method). Ytuang cua
phuang phap ph~n tu huu h~n la chia vat th~ ra thanh mot tap huu h~n cac mi~n con (gOi la
ph~n tu) li~n nhau nhung kh6ng lien k~t hoan toan vai nhau tren kh~p tung m~t bien cua
chung. Truang chuy~n vi, bi~n d~ng, ung su~t duQ'c xac dinh tren tung ph~n tu. D~ng ph~n tu
c6 th~ la thanh, d~m, gian, t~m, va, kh6i. Cac ph~n tu n6i k~t vai nhau qua cac nut.
I. cAc BUOC GIAI BAI ToAN FEM.
1. Rai r~c hoa mi~n khao sat (t~o luai cho ph~n tu): chia vat ra thanh nhi~u ph~n tu sao
cho tinh ch~t vat Ii cua m6i ph~n tu kh6ng thay d6i. N~u vat c6 bien d~ng phuc t~p thi
chia cac ph~n tu ag~n bien sao cho that nhuy~n.
2. Xay dvng cac phuang trinh ph~n tu.
3. L~p ghep cac phuang trinh ph~n tu va tim ra rna tran do cung.
4. Khu cac di~u ki~n bien.
5. Giai Mphuang trinh toan ClC.
6. Tinh toan cac k~t qua.
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II. ViDV 1.
Xet mot Mgiim nhu hinh 1.1. T~t ca cac thanh d~u lam b~ng g6 vai m6dun dan h6i Young
E =1.9 X 106
(N/m2) va di~n tich m~t c~t ngang la 8 m
2
. Tinh ung su~t, chuy~n vi trong m6i
ph~n tu thanh gian va phan h,rc t~i hai g6i.
500N
2
Hinh 1.1
Giai bai toan nay se trai qua ba giai do~n (ti~n xu ly, giai, hau xu IY).
1) Giai do~n ti~n xu If.
a) Nut vaphdn tir:
500N
5
Xet m6i thanh gian la mot ph~n tu, di~m n6i chung l~i vai nhau la mot nut. Vi vay, Mgian dll
cho co th~ chi thanh 5 nut va 6 ph~n tu nhu bi~u di~n ahinh 1.1. Sau day la bang th~ hi~n nut
va ph~n tu cua Mgian:
Ph~n tu Nuti Nut} Goc e
(1) 1 2 0
(2) 2 3 135
(3) 3 4 0
(4) 2 4 90
(5) 2 5 45
(6) 4 5 0
Bang 1.1
b) H¢ s6 d9 dmgphdn tir:
Ph~n tu (1), (3), (4) va (6) co cung chi~u dai, di~n tich m~t c~t ngang, m6dun dan h6i. Nen M
s6 do cung tuang duang cho m6i ph~n tu duQ'c tinh:
k= AE = 8X(1.9XI0
6
)=4.22XI05 (N/m)
L 36
(1.1)
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Con ph~n tu (2) va (5) co h~ sf> do cung tuang duang:
k = AE = 8x(1.9xI0
6
) = 2.98xI05
L 50.9
(1.2)
c) Ma trq.n d9 dmg phdn tir:
d ph~n tu (1), (3) va (6) co goc B= 00
(nhu hinh 1.2).
L[o
y
x OJ
i = 1 Ph~n tu (1) j=2
i = 3 Ph~n tu (3) j=4
i=4 Ph~n tu (6) j=5
Hinh 1.2
cos2
B sinBcosB -cos2
B -sinBcosB
[K](e) = k sinB cosB sin2
B -sinBcosB -sin2
B
-cos2
B -sinBcosB cos2
B sinBcosB
-sinBcosB -sin2
B sinBcosB sin2
B
cos
2
(0) sin (0) cos (0) -cos
2
(0) - sin (0) cos (0)
= 4.22 X 105
sin (0) cos (0) sin
2
(0) - sin (0) cos (0) - sin2
(0)
(1.3)
-cos
2
(0) - sin (0) cos (0) cos
2
(0) sin (0) cos (0)
- sin (0) cos (0) -sin
2
(0) sin (0) cos(0) sin
2
(0)
• Ph~n tu thu (1):
1 0 -1 0 U1X
Diaphuang: [Kf) =4.22xI05
0 0 0 0 U1Y
-1 0 1 0 U2X
(1 A)
0 0 0 0 U2Y
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[ ]
(1G) 5
Toim ClC: K =10
4.22 0 -4.22 0 0 0 0 0 0 0 U1X
-4.22 0 4.22 0 0 0 0 0 0 0 U1Y
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o 0 0 0 0 0 0 U2X
o 0 0 0 0 0 0 U2Y
o 0 0 0 0 0 0 U3X
o 0 0 0 0 0 0 U3Y
o 0 0 0 0 0 0 U4X
o 0 0 0 0 0 0 U4Y
o 0 0 0 0 0 0 Usx
o 0 0 0 0 0 0 USY
1 0 -1 0 U3X
Dia phuang:[Kf)=4.22xl0S
0 0
-1 0
o
1
o 0 0 0 U4Y
o 0 0 0
o 0 0 0
o 0 0 0
o 0 0 0
o
o
o
o
o
o
o
o
o
o
o
o
o 0 0 U1X
o 0 0 U1Y
o 0 0 U2X
o 0 0 U2Y
[ ]
(3G) 5 0 0 0 0 4.22
Toim ClC: K =10
o -4.22 0 0 0 U3X
o 0 0 0 0 o o
o 0 0 0 -4.22 0 4.22 0 0 0 U4X
o 0 0 0
o 0 0 0
o 0 0 0
o
o
o
o
o
o
1 0 -1 0 U4X
Dia phuang: [K](6) = 4.22 X 105 0 0
-1 0
o
1
o 0 0 0 USY
o
o
o
o 0 0 U4Y
o 0 0 Usx
o 0 0 USY
(1.5)
(1.6)
(1.7)
(1.8)
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Chuong 1 SO' IU9'Cv~ phuongphilp phdn tir hfru h(;ln - FEM
0 0 0 0 0 0 0 0 0 0 U1X
0 0 0 0 0 0 0 0 0 0 U1Y
0 0 0 0 0 0 0 0 0 0 U2X
0 0 0 0 0 0 0 0 0 0 U2Y
Toim C1,lC: [K](6G) =lOs
0 0 0 0 0 0 0 0 0 0 U3X
0 0 0 0 0 0 0 0 0 0 U3Y
(1.9)
0 0 0 0 0 0 4.22 0 -4.22 0 U4 X
0 0 0 0 0 0 0 0 0 0 U4Y
0 0 0 0 0 0 -4.22 0 4.22 0 Usx
0 0 0 0 0 0 0 0 0 0 USY
• Ph~n tu thu (4): co goc e=900
(nhu hinh 1.3).
,..... . 4o J=
L
x
y Hinh 1.3
o i = 2
cos
2
(90) sin (90) cos (90)
[Kt)=4.22 xIOs
sin (90) cos (90) sin2(90)
-cos
2
(90) - sin (90) cos (90)
- sin (90) cos (90) -sin2(90)
-cos
2
(90) -sin (90) cos (90)
-sin (90) cos(90) -sin2(90)
(1.10)
cos
2
(90) sin (90) cos (90)
sin (90) cos (90) sin
2
(90)
0 0 0 0 U2X
Dia phuO'ng: [K](4) =4.22 xIOs 0 1 0 -1 U2Y
0 0 0 0 U4 X
(1.11)
0 -1 0 1 U4Y
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0 0 0 0 0 0 0 0 0 0 U1X
0 0 0 0 0 0 0 0 0 0 U1Y
0 0 0 0 0 0 0 0 0 0 U2X
0 0 0 4.22 0 0 0 -4.22 0 0 U2Y
Toim ClC: [K](4G) = 105
0 0 0 0 0 0 0 0 0 0 U3X
0 0 0 0 0 0 0 0 0 0 U3Y
(1.12)
0 0 0 0 0 0 0 0 0 0 U4X
0 0 0 -4.22 0 0 0 4.22 0 0 U4Y
0 0 0 0 0 0 0 0 0 0 Usx
0 0 0 0 0 0 0 0 0 0 USY
• Ph~n tu thu (2): co goc e= 135° (nhu hinh 1.4).
}=3
Hinh 1.4
cos
2
(135) sin(135)cos(135)
sin (135) cos (135) sin2 ( 135)
-cos
2
(135) -sin(135)cos(135)
- sin (135) cos (135) - sin2 (135)
-cos
2
(135) -sin(135)cos(135)
-sin(135)cos(135) -sin
2
(135)
cos
2
(135) sin(135)cos(135)
(1.13)
sin (135) cos(135) sin2 ( 135)
Dia phuang:
0.5 -0.5 -0.5 0.5 U2X
[K](4) =2.98xl0s
-0.5 0.5 0.5 -0.5 U2Y
-0.5 0.5 0.5 -0.5 U3X
0.5 -0.5 -0.5 0.5 U3Y
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•
1 -1 -1 1 U2X
= 1.49 X 105
-1 1 1 -1 U2Y
-1 1 1 -1 U3X
1 -1 -1 1 U3Y
Toim ClC:
0 0 0 0 0 0
0 0 0 0 0 0
0 0 1.49 -1.49 -1.49 1.49
0 0 -1.49 1.49 1.49 -1.49
[K](2G) =105
0 0 -1.49 1.49 1.49 -1.49
0 0 1.49 -1.49 -1.49 1.49
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0
Ph~n tu thu (S): co goc e= 4So (nhu hinh 1.S).
cos
2
(4S)
sin(4S)cos(4S)
-COS
2
(4S)
- sin (4S) cos (4S)
Hinh 1.S
sin(4S)cos(4S)
sin
2
(4S)
-sin(4S)cos(4S)
-sin2(4S)
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
-COS
2
(4S) -sin(4S)cos(4S)
-sin(4S)cos(4S) -sin
2
(4S)
cos
2
(4S) sin(4S)cos(4S)
sin(4S)cos(4S) sin2(4S)
(1.14)
0 U1X
0 U1Y
0 U2X
0 U2Y
0 U3X
0 U3Y
(1.1S)
0 U4X
0 U4Y
0 U5X
0 U5Y
(1.16)
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1 1 -1 -1 U2X
Dia phuang: [K](S) =1.49 x 105
1 1 -1 -1 U2Y
-1 -1 1 1 Usx
(1.17)
1 -1 1 1 USY
Toim ClC:
0 0 0 0 0 0 0 0 0 0 U1X
0 0 0 0 0 0 0 0 0 0 U1Y
0 0 1.49 1.49 0 0 0 0 -1.49 -1.49 U2X
0 0 1.49 1.49 0 0 0 0 -1.49 -1.49 U2Y
[Kt2G) =105
0 0 0 0 0 0 0 0 0 0 U3X
0 0 0 0 0 0 0 0 0 0 U3Y
(1.18)
0 0 0 0 0 0 0 0 0 0 U4X
0 0 0 0 0 0 0 0 0 0 U4Y
0 0 -1.49 -1.49 0 0 0 0 1.49 1.49 Usx
0 0 -1.49 -1.49 0 0 0 0 1.49 1.49 USY
d) L&p ghep phdn tiro
Ma tran do cung toim ClC tim duQ'c b~ng cach l~p ghep cac rna tran do cung cua cac ph~n tu:
[K](G) =[K](IG) + [K](2G) + [K](3G) + [K](4G) + [K](SG) + [K](6G)
4.22 0 -4.22 0 0
0 0 0 0 0
-4.22 0 4.22 + 1.49 + 1.49 -1.49 + 1.49 -149
0 0 1.49-1.49 4.22 + 1.49 + 1.49 1.49
[K](G) = 0 0 -1.49 1.49 4.22+1.49
0 0 1.49 -1.49 -1.49
0 0 0 0 -4.22
0 0 0 -4.22 0
0 0 -1.49 -1.49 0
0 0 -1.49 -1.49 0
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0 0 0 0 0 U1X
0 0 0 0 0 U1Y
1.49 0 0 -1.49 -1.49 U2X
-1.49 0 -4.22 -1.49 -1.49 U2Y
-1.49 -4.22 0 0 0 U3X
1.49 0 0 0 0 U3Y
(1.19)
0 4.22 + 4.22 0 -4.22 0 U4X
0 0 4.22 0 0 U4Y
0 -4.22 0 4.22 +1.49 1.49 Usx
0 0 0 1.49 1.49 USY
4.22 0 -4.22 0 0 0 0 0 0 0 U1X
0 0 0 0 0 0 0 0 0 0 U1Y
-4.22 0 7.2 0 -149 1.49 0 0 -1.49 -1.49 U2X
0 0 0 7.2 1.49 -1.49 0 -4.22 -1.49 -1.49 U2Y
0 0 -1.49 1.49 5.71 -1.49 -4.22 0 0 0 U3X
= (1.20)
0 0 1.49 -1.49 -1.49 1.49 0 0 0 0 U3Y
0 0 0 0 -4.22 0 8.44 0 -4.22 0 U4X
0 0 0 -4.22 0 0 0 4.22 0 0 U4Y
0 0 -1.49 -1.49 0 0 -4.22 0 5.71 1.49 Usx
0 0 -1.49 -1.49 0 0 0 0 1.49 1.49 USY
e) Ap d(tt diJu ki¢n bien va tiIi tr9ng.
Di~u ki~n bien: nut 1 va 3 bi k~p ch~t nen U1X= U1y = U3X= U3y = O.
Tai trong: ngo~i h,rc tac dlllg len nut 4 va 5 thea phuang th~ng dung: F 4y = -500 N va Fsy =
-SOON.
Tu nhfrng di~u ki~n bien thi phuang trinh do cung toan ClC co th~ khu di hang thu nh~t, thu
hai, thu narn va thu sau; cung vai nhfrng cot tuang ung. Tu do phuang trinh do cung toan ClC
chi con rna tran 6 x 6 :
7.2 0 0 0 -1.49 -1.49 U2X 0
0 7.2 0 -4.22 -1.49 -1.49 U2Y 0
105
0 0 8.44 0 -4.22 0 U4X 0
= (1.21)
0 -4.22 0 4.22 0 0 U4Y -500
-1.49 -1.49 -4.22 0 5.71 1.49 Usx 0
-1.49 -1.49 0 0 1.49 1.49 USY
-500
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2) Giai do~n giai.
Giai phuang trinh (1.21), tim duQ'c:
{U2X : ~0.0035 m {U4X : ~.00118 m
U2y - 0.0102 m U4y - 0.0114 m {
USX : ~.00240 m
USY
- 0.0195 m
(1.22)
Ma tran chuy~n vi toim ClC co th~ vi~t Iii.:
U1X 0
U1y 0
U2X -0.0035
U2y -0.0102
{v}=
U3X 0
= m
U3y 0
(1.23)
U4X 0.00118
U4y -0.0114
Usx 0.00240
USY
-0.0195
3) Giai do~n h~u xu If.
Sau khi tim duQ'c chuy~n vi cua cac nut thi co th~ ung dlng d~ tim duQ'c cac k~t qua khac:
a) Phan b;rc.
Phan h,rc duQ'c tinh:
{R}=[Kt {V}-{F}
R1X 4.22 0 -4.22 0 0
R1y 0 0 0 0 0
R2X -4.22 0 7.2 0 -149
~y 0 0 0 7.2 1.49
R3X 0 0 -1.49 1.49 5.71
=R3y 0 0 1.49 -1.49 -1.49
R4X 0 0 0 0 -4.22
R4y 0 0 0 -4.22 0
Rsx 0 0 -1.49 -1.49 0
ISy 0 0 -1.49 -1.49 0
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0 0 0 0 0 0 0
0 0 0 0 0 0 0
1.49 0 0 -1.49 -1.49 -0.0035 0
-1.49 0 -4.22 -1.49 -1.49 -0.0102 0
-1.49 -4.22 0 0 0 0 0
1.49 0 0 0 0 0 0
0 8.44 0 -4.22 0 0.0011 0
0 0 4.22 0 0 -0.0114 -500
0 -4.22 0 5.71 1.49 0.0024 0
0 0 0 1.49 1.49 -0.0195 -500
Su dlllg ca.c phep tinh rna tran cho phuong trinh tren se tim duQ'c cac phan h,rc:
R1X
1500
R1y 0
~x 0
~y 0
R"x -1500
= N
R3y 1000
R4X 0
R4y 0
Rsx 0
RsY 0
b) N9i b;rc va zmg sudt philp.
Cac noi h,rc ph~n tu ix va JJX la b~ng nhau va nguQ'c chi~u:
{
ix =k(U;x -uJx )
i;x =k(UjX -u;x)
(1.24)
(1.25)
(1.26)
Trong cong thuc (1.26), Uix va Ujx la chuy~n vi t~i hai d~u nut cua ph~n tu aMdia phuong.
M6i quan Mgifra chuy~n vi dia phuong va toan ClC:
{v} = [T]{u} (1.27)
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uix cose sine 0 0 UiX
uiy -sine cose 0 0 UiY
=
ujX 0 0 cose sine UjX
U jy 0 0 -sine cose UjY
Sau khi tinh duQ'c noi h,rc thi co th~ tinh duQ'c ung su~t phap cho m6i ph~n tu:
CJ=f
A
(1.28)
(1.29)
Vi dl, tinh noi h,rc va ung su~t phap cho ph~n tu thu (5). Nhfrng dfr li~u da co cua ph~n tu thu
(5): e= 45°, U2X = -0.00355 m, U2Y = -0.01026 m, Usx = 0.0024 m va Usy = -0.0195 m.
D~u tien, tinh chuy~n vi dia phuang cua nut 2 va 5:
u2x cos45 sin45 0 0 -0.00355
u2y - sin 45 cos45 0 0 -0.01026
= (1.30)
usx 0 0 cos45 sin45 0.00240
USy 0 0 - sin 45 cos45 -0.01950
thvc hi~n phep tinh rna tran ta tim duQ'c u2x = -0.00976 m va usx = -0.01209 m, th~ vao c6ng
thuc (1.27) va (1.28) se co duQ'c noi Ivc va ung su~t phap cho ph~n tu thu (5) l~n luQ'c la
696 N va 87 N/m
2
. Tuang Wtim duQ'c noi Ivc va ung su~t phap cho cac ph~n tu con l~i.
II. ViDV 2.
Su dlng ph~n tu tam giac tuy~n tinh va tu giac tuy~n tinh d~ xac dinh chuy~n vi cua cac nut va
ung su~t trong cac ph~n tu cua mot t~m mong duQ'c rang buoc chuy~n vi va chiu tac dlng cua
cac Ivc b~ m~t nhu hinh 1.6. Ngoai ra t~m mong con d~t trong m6i trnang nhi~t do thay d6i
I1T = lODe. T~m mong co b~ day 0.5cm, m6dun dan h6i Young E=15x10~/cm2, M sf>
Possion v =0.25 va Msf> gian nO' nhi~t ex = 6x 10-6
.
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600N/cm
2
au
M
2cm
Hinh 1.6
1. Dung phAn tIT tam gia tuy~n tinh (Linear Triangular Element).
Chia t~m mong thanh hai ph~n tu tam giac nhu bi~u di~n ahinh 1.7. Toa do toan ClC cua cac
nut duQ'c cho trong bang 1.2.
Nut Toa do nut Chuyen vi nut
1 (0,0) UX1 ' uY1
2 (2,0) UX2 ' UYo
3 (2,3) UX3 ' uY3
4 (1,3) UX4 ' uY4
Bang 1.2
y
o---D 3 0---.02
1 u-____v.::2'--_x_ 1u-----v 1
H~ toan ClC H~ dia phuang
Hinh 1.7
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Chu:cmg 1 Sa lu:r;c vJphu:cmgphilp phdn tir hi1u hqn - FEM
a. Vec ta chuyJn vi cua nut Cr h¢ toim Cl;lC (global nodal displacement vector).
b. Di¢n tich (area).
U
Yl
Di~n tieh eua m6i ph~n tu:
{
L1(1) =3em2
L1(2) = 3/2em2
U
Y3
U }T em
Y4
c. Ma trq.n thu(Jc tinh vq.t li¢u (materialproperty matrix).
Gia su bili toan thuoe bili toan ung su~t ph~ng (v6i E = 15xI 0
6
N/em2
vil v =0.25):
1 v 0
[D]=~ v 1 0
I-v
I-v
o 0
2
d Ma trq.n hinh dqng phdn tir (element shape matrix).
• Ph~n tu thu nh~t:
!
X(1) = x(1) - x(1) = x - x =-132 3 2 4 2
X(I) = X(I) - X(I) = x - x =-1]3 I 3 I 4
x(1) = x(1) -x(1) = x -x = 221 2 I 2 I
[ UI
0
(I)
0 (1)
o ]l-3 0 3Y23 Y31 Y12
[B(I)J=~ 0
(I)
0
(I)
0 x~~) = ±0 -1 0X32 x]3
2.L1 (1) (I) (I) (I) (I) y(1) -1 -3 -1X32 Y23 x]3 Y31 X21 12
• Ph~n tu thu hai:
y(2) = y(2) _ /2) = Y _ Y = 0
23 2 3 3 4
X(2) = X(2) _X(2) = x -x =-1
32 3 2 4 3
y(2) = y(2) _ /2) = Y _ Y = 331 3 I 4 2
X(2) = X(2) - X(2) = x - x = 1]3 I 3 2 4
y(2) = y(2) _ /2) = Y _ Y =-312 I 2 2 3
X(2) = X(2) _X(2) = x -x = 0
21 2 I 3 2
[ 1'1
0
(2)
0
(2)
2;}~l~
0 3 0 -3Y23 Y31 YI2
[B(2)J=~ 0
(2)
0
(2)
0 -1 0 1 0X32 x]3
2.L1 (2) (2) (2) (2) (2) /2) -1 0 1 3 0X32 Y23 x]3 Y31 X21 12
0 0
-1 0
3 2
~J
(1.31)
(1.32)
(1.33)
(1.34)
~J (135)
(1.36)
(1.37)
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ChU01lg 1 SO' lw;rc v~ phUV11gphilp phdn tir hfru hqn - FEM
Tu do:
-48 -12 -6
1l16 ~J~l~O
-4 -16 -18
[BI'iJrD] ~~l~
0 3 0 0 4
~ 10
6
~
48 12 -6
-1 0 -1 0 16 (l.38)
-4 -16 18
-1
,.,
-1 3 2 0-.)
0 0 12
8 32 0
0 0 -6
[BPIJ[D] ~il~l or l16 ~J~l~'
-4 -16 0
0 3 0 -3 4
o 106
4
48 12 6
-1 0 1 0 16 (l.39)
4 16 18
0 1 3 0 -3 0 0
-48 -12 0
0 0 -18
e. Ma tnj,n a9 dmg phdn tir (element stiffness matrix).
Ii = 11 Ij=21 Ik = 41
75 15 -69 -3 -6 -12
15 35 3 -19 -18 -16
[k(l)]= tLl(I)[B(I)J[D][B(l)]= ~ -69 3 75 -15 -6 12 (1.40)
-3 -19 -15 35 18 -16
-6 -18 -6 18 12 0
-12 -16 12 -16 0 32
• Ph~n tu thu hai:
Ii = 21 Ij=31 Ik=41
6 0 -6 -18 0 18
0 16 -12 -16 12 0
[k(2)]= tLl(2) [B(2)J[D][B(2)]= ~ -6 -12 150 30 -144 -18 (1.41)
-18 -16 30 70 -12 -54
0 12 -144 -12 144 0
18 0 -18 -54 0 54
f Vector It;rc cila m6i ph6n tir (element load vector).
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{p~)}=tTX1~1-4{1 0 0 0 lOrN
{p~)} = t ~2~3-4 {o 0 0 1 0 1r N
(1.42)
V6'i t = 0.5cm, Txl = 1200 N/cm
2
, Ty2 = -600 N/cm
2
, ~-4 = .J12 +32cm va L3- 4 = lcm thi
vector h,rc ph~n tu tr6' thanh:
{
{p~)} = 30000{I 0 0 0 1 Or N
(1.43)
{p~)}=-150{1 0 0 0 lOrN
g. Vector b;rc nhi¢t cua m6i phdn tir (thermal load vector).
Bi~n d~ng ban d~u (initial strain) do SlJ thay d6i tu nhi~t do (I1T= lODe, ex = 6x 10-6
):
{e*}={aI1T al1T or =10-6
{60 60 or (1.44)
Vector IlJc nhi~t cua m6i ph~n tu:
{
{p~:)}=tl1(1)[B(1)J[D]{e*}={-900 -300 900 -300 0 600}N
{p~:)}=tl1(2)[B(2)J[D]{e*}={0 -300 900 300 -900 O}N
h. Bi~n d6i ma trq.n d(J dmg, vector b;rc va vector b;rc nhi¢t vJ dqng toan Cl;lC.
ill ~ ill [1]
75 15 -69 -3 0 0 -6 -12
15 35 3 -19 0 0 -18 -16
-69 3 75 -15 0 0 -6 12
[k(l)] = ~
-3 -19 -15 35 0 0 18 -16
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
-6 -18 -6 18 0 0 12 0
-12 -16 12 -16 0 0 0 32
{p~)} = 30000{I 0 0 0 0 0 1 OrN
{p~:)}={-900 -300 900 -300 0 0 0 600rN
• Ph~n tu thu hai.
(1.45)
(1.46)
(1.47)
(1.48)
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Chu:cmg 1 SCI lu:r;c vJ phu:cmgphap phdn tir hi1u hqn - FEM
ill ~ @] @]
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 6 0 -6 -18 0 18
[k(2)] = ~
0 0 0 16 -12 -16 12 0 (1.49)
0 0 -6 -12 ISO 30 -144 -18
0 0 -18 -16 30 70 -12 -S4
0 0 0 12 -144 -12 144 0
0 0 18 0 -18 -S4 0 S4
{p~)}=-IS0{1 0 0 0 0 1 0 lrN (1.S0)
{p~:)}={O 0 0 -300 900 300 -900 OrN (1.S1)
l. C(mg cac ma trqn d(J dmg, vector b;rc va vector b;rc nhi¢t.
75 15 -69 -3 0 0 -6 -12
15 35 3 -19 0 0 -18 -16
-69 3 (75 +6) (-15+0) (0-6) (0-18) (-6+0) (12+18)
K = Ik(e) = 10
6 -3 -19 (-15+0) (35+6) (0-12) (0-16)
e~l 12 0 0 (0-6) (0-12) (0+150) (0+30)
(18+12) (-16+0) (1.S2)
(0-144) (0-18)
0 0 (0-18) (0-16) (0+30) (0+70) (0-12) (0-54)
-6 -18 (-6+0) (18+12) (0-144) (0-12) (12+144) (0+0)
-12 -16 (12+18) (-16+0) (0-18) (0-54) (0+0) (32+54)
300JIO -900
-300
900
2 -300-300
{p}= L({P~)}+{p~:)})= N
e~l 900
(I.S3)
-IS0+300
300JIO -900
-IS0+600
Tu d6 phuang trinh Mth6ng toan ClC (global system ofequation) nhu sau:
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[K]{V} = {p}
75 15 -69 -3 0 0
U
-6 -12 Xl
30000 -900
15 35 3 -19 0 0 -18 -16
U
Yl -300
-69 3 81 -15 -6 -18 -6 30 U
X2 900
106
-3 -19 -15 41 -12 -16 30 -16 U
Yo -600 (1.54)
<=>- x =
12 0 0 -6 -12 150 30 -144 -18 U
X3
900
0 0 -18 -16 30 70 -12 -54 U 150
Y3
-6 -18 -6 30 -144 -12 156 0 U 30000 -900X4
-12 -16 30 -16 -18 -54 0 86 450uY4
K~ ti~p, khfr cac di~u kien bien (u =0, u =0, u =0, u =0) thi:. h ~ Yo ~
75 0 -6 -12 uXl 30000 -900
106
0 70 -12 -54 u 150Y3
(1.55)<=>- x =
12 -6 -12 156 0 u 30000 -900X4
-12 -54 0 86 uY4
450
Giai phuang trinh (1-55):
uXl 0.0000357839
u 0.000157003Y3
(1.56)= cm
u 0.0000171983X4
u 0.000166367
Y4
2. Dung phAn tIT tIT giac tuy~n tinh (Linear Quadrilateral Element).
Chia t~m mong thanh mot ph~n tu tu giac nhu bi~u di~n ahinh 1.8.a. Toa do toan ClC cua cac
nut duQ'c cho trong bang 1.3.
Nut Toa do nut Chuy~n vi nut
1 (0,0) UXI ' uYI
2 (2,0) UX2 ' UYo
3 (2,3) UX3 ' uY3
4 (1,3) UX4 ' uY4
Bang 1.3
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Chu:cmg 1 Sa lu:r;c vJ phu:cmgphilp phdn tir hi1u hqn - FEM
0---03
(e)
2Io-______~~--~x~
___-r. '1 = - 1
~=I
a) b)
Hinh 1.8
Ham d~ng cua ph~n tu tu giac (nhu hinh I.8.b) duQ'c dinh nghla b~ng cac sf> h~ng cua toa do
trong Him:
v6'i p =1, 2, 3, 4
trong d6: I;p va '1p bi~u di~n toa do cua cac dinh nut trong toa do W nhien. V6'i:
~] =- 1, rh =-1
~2 = 1, rh =-1
~3 = 1, 1"h = 1
~3 = -1, 1"h = 1
Yay:
8N] = _~(1-1])
8~ 4
8N] = -~(I-~)
81] 4
8N2 = ~(1-1]) 8N3 = -~(I +~)
8~ 4
&
81] 4
8N3 _ 1(1 )- - - +1]
8~ 4
8N4
=~(1+~)
81] 4
8N4 = _ ~(1 + 1])
8~ 4
8Ns =~(1-~)
81] 4
a. Vec ta chuyJn vi cua nut Cr h¢ toan Cl:lC (global nodal displacement vector).
(1.57)
(1.58)
(1.59)
(1.60)
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Ma tran Jacobian:
ax ay
~[t(3-~)
~l
-
[J] =
a~ a~
ax ay
-(1-~)
a17 a17 4
Dinh thuc rna tran Jacobian:
II
axay axay 3
~ J = a~ a17 - a17 a~ =8(3-17)
Ma tran Jacobian nghich dao (inverse ofthe Jacobian matrix):
ay
[Jr =~ a17
IJI _ax
a17
ay
a~
ax
a~
=
4 0
(3-17)
2(1-~) 2
3(3-17) 3
vai p =1, 2, 3, 4
(1.65)
(1.66)
(1.67)
(1.68)
(1.69)
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d. Ma trqn hinh dqngphdn tir (element shape matrix).
Tu cong thuc (1.59) thi:
aNI =_ (1 -lJ)
ax (3-lJ)
aN2
_ (l-lJ)
ax - (3 -lJ)
aN3 _ (1 +lJ)
ax - (3 -lJ)
aN4 = (l+lJ)
ax (3-lJ)
Ma tran hinh d~ng ph~n tu:
aN]
ax
o
&
aN2
ax
o
o
aNI 1(l-~n
=
ay 3 (3-lJ)
aN3 ( 2 +~ -lJ)
=
ay 3(3-lJ)
aN4
_ (1 + 2~ -lJ)
By - 3(3-lJ)
aNs _ 2 (1-~)
ay -3(3-lJ)
o
o
aN4
ax
o
o
aN] aN] aN2 aN2 aN3 aN3 aN4 aN4
By ax ay ax ay ax ay ax
(l-lJ)
(3-lJ)
o (l-lJ)
(3-lJ)
o
o _!(1-~)
3(3-lJ)
o (2+~-lJ)
3(3-lJ)
(l-lJ)
(3-lJ)
(l+lJ)
(3-lJ)
o
(1 + 2~ -lJ)
3(3-lJ)
(2+~-lJ)
3(3-lJ)
o
(1+2~ -lJ)
3(3-lJ)
(l+lJ)
(3-lJ)
(l-lJ)
(3-lJ)
(l+lJ)
(3-lJ)
o
o
2 (1-~)
3 (3-lJ)
(l+lJ)
(3-lJ)
(1.70)
(1.71)
(1.72)
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e. Ma trqn thu(Jc tinh vqt li¢u (materialproperty matrix).
Nhu cong thuc (1.33) thi ta co:
1 v 0
[D]=~ v 1 0
I-v
I-v
o 0
2
f Ma trqn d(J dmg phdn tir (element stiffness matrix)
T I l T
[k(e)]= f [B(e)] [D][B(e)]dV=tf f[B(e)] [D][B(e)]IJld~d17
V(e) -1-1
2 2 T
~ tL:L:WiW j [B(e) (~i,17;)] [D][B(e) (~i' 17;)]IJ(~i'17;)1
i=1 j=1
trong do:
• Wi vii. Wj Iii. trong sf>
• ~i vii. 17j Iii. cac di~m tich phan cua cong thuc tich phan Gaussian.
V6'i ph~n tu tu giac tuy~n tinh thi chi dn l~y tich phan hai di~m, nen:
• WI = w2 = 1
{¢, ~Jl; ~-1IJ3
•
~2 = 172 = 11 -Ii
Ma tran do cung:
4.8666 0.76713 -4.3666 0.23287
0.76713 2.3545 0.73287 -1.0211
-4.3666 0.73287 5.3666 -1.7329
G [k(e)] =106
=
0.23287 -1.0211 -1.7329 3.6878
-2.7668 -0.96574 2.2668 -0.034264
-0.96574 -1.1244 -0.53426 -0.20891
2.2668 -0.53426 -3.2668 1.5343
-0.034264 -0.20891 1.5343 -2.4578
(1.73)
(1.74)
(1.75)
(1.76)
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-2.7668 -0.96574
-0.96574 -1.1244
2.2668 -0.53426
-0.034264 -0.20891
6.9663 0.56853
0.56853 3.5845
-6.4663 0.93147
0.43147 -2.2512
g. Vector b;rc cila phdn tir (element load vector).
{p~)J = t 1.::1~1-4 {I 0 0 0 0 0 1 Or N
TL
{
(e) } = t y2 3-4 {O 0 0 0 0 1 0 I}T N
PT2_3 2
2.2668
-0.53426
-3.2668
1.5343
-6.4663
0.93147
7.4663
-1.9315
-0.034264
-0.20891
1.5343
-2.4578
0.43147
(1.77)
-2.2512
-1.9315
4.9178
(1.78)
vai t = 0.5cm, Txl = 1200 N/cm
2
, Ty2 = -600 N/cm
2
, ~-4 = .J12 +32
cm va L3- 4 = lcm thi
vector h,rc ph~n tu tr6' thanh:
f{P~)J = 300v1O{I 0 0 0 0 0 1 Or N
Hp~;,} = -150 {o 0 0 0 0 1 0 1rN
Vi vay h,rc t6ng cong:
(1.79)
{p~)}={p~)J+{p~;,}={300v1O 0 0 0 0 -150 300v1O -150r N (1.80)
h. Vector b;rc nhi¢t cila phdn tir (thermal load vector).
l I T
{p~~)}=tf f[B(e)] [D]{8*}IJld~d17
-1-1
2 2 T
~ tLLwiWj [B(e) (~i,17;)] [D]{8*}IJ(~i,17;)1
i=1 j=1
= {-900 - 300 900 -600 900 300 -900 600} N (1.81)
l. T6ng hr;p vector b;rc.
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3ooJIO- 900
-300
900
-300-300
900
-150+300
3ooJIO- 900
-150+600
N
n) L&p ghep vagiiti phu:cmg trinh phdn tiro
Saukhil~pghepvakhfreaedi~uki~nbien(u =0, U =0, U =0, U =O)thi:Yl X2 Y2 X3
4.8666 -0.96574
106
-0.96574 3.5845
2.2668 0.93147
-0.034264 -2.2512
Giai phuang trinh (1.83)
UXI 0.0000307806
uY3
0.000150801
= em
U 0.0000222016X4
U
Y4
0.000169468
2.2668 -0.034264 U
Xl 3ooJIO- 900
0.93147 -2.2512 uY3
150
x =
7.4663 -1.9315 U
X4 3ooJIO- 900
-1.9315 4.9178 U
Y4
450
(1.82)
(1.83)
(1.84)
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Chu:cmg 2 T6ng quan vJ phdn mJm ANSYS
Chu'dng 2 ,.""., '.I. '.I. '.I.
TONG QUAN VE PHAN MEM
ANSYS
Hi~n nay, vi~c giai cac bai toan ca hoc la mot vi~c vo cung dn thi~t nhung vi~c giai chung
thi r~t la kh6 khan, nh~t la vai nhung bai toan c6 mo hinh Ian va phuc t~p dn su dlllg r~t
nhi~u bi~n va cac di~u ki~n bien phuc t~p vai khong gian nhi~u chi~u thi vi~c giai b~ng tay la
mot vi~c r~t kh6 khan c6 khi khong th~ thIc hi~n duQ'c. ANSYS la mot ph~n m~m m~nh duQ'c
phM tri~n va ap dlllg rong rai tren toan th~ giai, b~ng cach su dlllg phuang phap ph~n tu huu
h~n (FEM - finite element method) trong tinh toan, da dap ung duQ'c nhung yeu du n6i tren
cua cac bai toan ca hoc.
Nhung uu di~m n6i bac cua ANSYS nhu sau:
• Giai duQ'c nhi~u bai toan nhu: phan tich k~t du (tuy~n tinh va phi tuy~n), truy~n nhi~t,
ca hoc ch~t long, cac bai toan am hoc va tu truang...
• Thu vi~n ph~n tu Ian.
• Xu ly k~t qua cao dp, cho phep ve dE> thi, tinh toan t6i uu...
• C6 th~ su dlllg nhu mot ngon ngu lap trinh.
• Kha nang dE> ho~ m~nh va c6 th~ lien k~t vai cac ph~n m~m CAD/CAM khac.
• Giam chi phi san xu~t vi c6 th~ tinh toan thu nghi~m, ...
I. KHm DQNG ANSYS.
Nhu cac ph~n m~m khac thi khai dong ANSYS b~ng cac cach sau:
.:. Tren thanh Taskbar chon: Start / Programs / ANSYS 9. 0 / ANSYS Product Launcher.
•:. Click dup chuot vao bi~u tUQ'ng "ANSYS Product Launcher" tren desktop (n~u c6)
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Sau d6 mim hinh se xu~t hi~n cua sf> "9.0 Launcher", k~ ti~p chon mlC "File manegement".
Trong cua sf> mai chon duang d~n cho file dn luu gifr (working directory) va d~t ten cho bai
toan (job name). Sau khi chon xong chon "Run" thi chuang trinh ANSYS se duO'c khai dong.
II. GIAO Dl¢N ANSYS.
Sau khi khai dong chuang trinh ANSYS thi man hinh se hi~n:
~ Preferences
(±) Preprocessor
I±I Solution
I±I Run-Time Stat.
~ Session Editor
~ Finish
NODE S
I Pick a menu itemor enter an ANSVS Command (BEGIN)
x
I mat~l I type~l
Hinh 2.1 Giao di~n ANSYS.
[A]: MENU Tl¢N leH (Utility Menu).
a. File (quan ly dfr li~u).
b. Select (chon Iva).
c. List (Ii~t ke).
d. Plot (hi~n thi d~ng dE> ho~).
e. PlotCtrls (Iva chon trnac khi Iva chon d~ng dE> ho~).
f. WorkPlane (m~t ph~ng lam vi~c).
g. Parameters (quan ly cac thong s6).
h. Macro (t~o cac d~ng chu~n).
1. MenuCtrls (chon Iva cach hi~n thi cac Menu).
J. Help (trO' giup).
[B]: NH~P DU Ll¢U BANG L¥NH (Input).
JN
f-lAR .17 2:00 8
Icsys~O Isecn~l
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Su dlllg cho huang giao ti~p b~ng l~nh.
[C]: THANH CONG CV (Toolbar).
Thucmg xuyen su dlllg cho huang giao ti~p b~ng chuot.
[D]: MENU CHINH (Main menu).
Thucmg xuyen su dlllg trong ANSYS cho huang giao ti~p b~ng chuot.
[E]: VUNG HIEN THJ (Graphics).
Hi~n thi cac k~t qua b~ng dE> ho~.
Phong to thu nho d6i tUQ'ng tren Graphics: cling nhu cac ph~n m~m khac thi ANSYS
cling cung dp cac cang Cl d~ co th~ di chuy~n khung nhin thea y mu6n. Co th~ phong to thu
nho ho~c xoay khung nhin b~ng thanh cang Cl ben tay phai milll hinh ho~c co th~ thIc hi~n
thea hop tho~i b~ng cach thIc hi~n thea duang d~n:
COMMAND: Utility Menu ~PlotCtrls ~Pan ZoomRotate . Xu~t hi~n hOp tho~i Pan-Zoom-
Rotate nhu bi~u di~n ahinh 2.2.
- - - -
Pan-Zoom-Rotate
Window I' ~
Rate
r Dynamic Mode
r. Model r Lights
Reset
Close Help
[A]: Cac huang nhin.
[B]: Cac ch~ do phong
to thu nho.
[C]: Di chuy~n thea
b6n phuong.
[D]: Xoay quanh cac
tflC toa do.
[E]: Do Ian di chuy~n,
xoay, phong to ho~c
thu nho. DuQ'c tinh
thea gia tri "%".
[F]: Hi~n thi rna hinh
vua du vai man hinh.
Hinh 2.2
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III. LUU TRU vA HOI PHVC.
COMMAND: Utility Menu~File~Save as~d~t tenfile, chon thu m!c~OK (du li~u luu
vai ph~n rna rong la *0db)
ANSYS Multiphysics U Save DataBase
Eile ~elect ~ist ~Iot Plo Save Database to
Clear & Start New 0" I_
Change Jobname 0" r--------:
Change Directory '"
Change Title '"
Resume Jobname,db '"
Resume from, "
Save as Jobname,db
Save as , .
Directories:
c:doeuments and settingst
DC: "'I
D Documents and SE-I
f5t -
LJ Cookies
LJ Desktop ~
LJ Favorites ~J
List Files of Type: Drives:
OK
Cancel
Help
IDatabase Files (". db") :::oJ r-11EI- c-:-----3""" Network...
Hinh 2.3
Mu6n rna l~i bai tmln da tinh:
COMMAND: UtilityMenu~File~Resumefrom. Sau d6 chonfile dn rna, sau d6 b~m OK.
- - - - - - - - - - - - -
Resume Database
Resume Database From
1-
file.db
file.dbb
List Files of Type:
IDatabase Files (". db") ..::I
Directories:
c: documents and settingst
I27c "' I
127 DOCUMENTS ANI.~
f5T
LJ Cookies
LJ Desktop
LJ Favorites v i
Drives:
l rae: 3
OK ]
Cancel I
Help
Network...
r Ignore parameters on .db file r Suppress auto plotting
Hinh 2.4
IV. eAu TRUe BAI ToAN TRONG ANSYS.
Khi tinh tmln b~t ky mot bai tmln ANSYS nao thi cling qua cac cong do~n sau:
1. Tqo ma hinh tinh - Preprocessing: g6m cac buac:
(i) Dinh nghla di~m chinh/du(mg/di~n tich/th~ tich (keypoints/lines/areas/volumes),
(ii) Dinh nghla ki~u ph~n tu (element type) va tinh ch~t vat li~u/hinh hoc
(material/geometric).
(iii) T~o luai du(yng/di~n tich/th~ tich (lines/areas/volumes). Muc do chi ti~t ph! thuoc
s6luQ'ng chi~u cua bai toan, vi d! 1D, 2D, b~t d6i xung, 3D.
2. Tinh toan - Solution: d~t tai trong (h,rc di~m ho~c ap suk .. ), cac rang buoc (do dich
chuy~n, g6c xoay) va tinh toano
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3. Xir If; Mt qua - Postprocessing: cac buac bE> sung va xem k~t qua. Trong ph~n nay co th~
bao g6m:
(i)
(ii)
(iii)
(iv)
Danh sach chuy~n vi nut.
Lvc va mamen cua cac ph~n tU.
D6 thi chuy~n vi.
Bi~u d6 duang muc ung su~t ho~c nhi~t do...
v. ViDV 1.
Giai bai toan cho avi dl v~ giim da duQ'c cho achuang 1 b~ng ANSYS.
Xet mot M gian nhu hinh 2.5. T~t ca cac thanh d~u lam b~ng g6 vai madun dan h6i
E =1.9 X 106
(N/m2) va di~n tich m~t c~t ngang la 8 m2
. Tinh ung su~t, chuy~n vi trong m6i
ph~n tu thanh gian va phan Ivc t~i hai g6i.
SOON SOON
36m 36m
2
Hinh 2.5
ANSYS dua ra hai ki~u ph~n tu d~ phan tich bai toan v~ gian la: LINK1 va LINK8. d day d~
giai bai toan tren dung ph~n tu LINK1
Ph~n tu LINK1la ph~n tlr d6i xung tfl)C, co hai nut (i va}), co hai bac wdo (Ux va Uy ). Nhu
bi~u hi~n hinh 2.6. Mu6n tim hi~u them co th~ vao "Help" cua ANSYS r6i nhap LINK1.
Y
I
X
Hinh 2.6 Hinh d~ng ph~n tu LINK1.
J
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1. ChQn ki~u phAn tir.
COMMAND: Main Menu ~ Preprocessor ~ Element Type ~Add/Edit/Delete.
• Cua sf> "Element Types" xu~t hi~n
• Nh~p vao Add lam xu~t hi~n cua sf> "Library ofElement Types" d~ chon cac ph~n tu
dn su dmg.
• Nh~p chon Link r6i chon 2D spar 1, sau d6 chon Apply.
• Cua sf> "Element Types" xu~t hi~n d~ng ph~n tu thu nh~t la LINKl.
• B~m Close.
2. Nh~p di~n tich rn~t dt ngang cho tung phAn tir giim.
COMMAND: MainMenu~Preprocessor~Real Constans~Add/ Edit/Delete.
• Cua sf> "Real Constans" xu~t hi~n
• Nh~p vao Add lam xu~t hi~n cua sf> "Element Type for Real Constans", nh~p chon
ph~n tu LINK1 r6i b~m OK.
• Cua sf> "Real Constansfor LINK1" xu~t hi~n, nhap thong sf>:
./ AREA = 8
• B~m OK, thi cua sf> "Element Type for Real Constans" xu~t hi~n Set l.
• B~m Close.
3. Nh~p tinh ch~t v~t li~u.
COMMAND: Main Menu ~ Preprocessor ~Material Props ~Material Models.
• Cua sf> "Define Material Model Behavior" se xu~t hi~n.
• Nh~p doi vao Structural, Linear, Elastic, va Isotropic lam xu~t hi~n hop tho~i "Linear
Isotropic PropertiesforMaterials Number 1".
• Nhap vao cac gia tri EX= 1.ge6 va PRXY = O.
• T~t cac cua sf>
4. T~o rno hinh tinh toano
a) Tq.o node.
COMMAND: MainMenu ~ Preprocessor ~Modeling ~ Create ~ Nodes ~ In Active Cs.
• Cua sf> "Create Nodes in Active Coordinate System" xu~t hi~n.
• T~o cac node:
Node No. X Y
1 0 0
2 36 0
3 0 36
4 36 36
5 72 36
Bang 2.1
• B~m OK.
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b) Tqo element
COMMAND: MainMenu~Preprocessor~Modeling~Create ~ Elements~ Auto
Numbered~ Thru Nodes.
• Cua sf> "Element from Nodes" xu~t hi~n, d6ng thai mim hinh xu~t hi~n hinh mlii ten
huang len (t ).
• T~o cac ph~n tu theo cac nut:
.,/ Element (1): nh~p node 1
va node 2 ~Apply.
va node 3 ~ Apply.
va node 4 ~ Apply.
va node 4 ~ Apply.
va node 5 ~ Apply.
va node 5 ~OK.
5. Ap d~t di~u ki~n bien va tai tn.mg.
a) fJiJu ki¢n bien vJ chuyJn vi.
JN
E-N
AUG 28 2008
3 6
Hinh 2.7
COMMAND: Main Menu ~Solution ~Define Loads ~Apply~ Structural ~ Displacement
~OnNodes.
• Cua sf> "Apply U ROT on
Nodes" xu~t hi~n, d6ng thai man
hinh cling xu~t hi~n hinh mlii ten
huang len (t ).
• Nh~p chon node 1 va 3, r6i b~m
OK, cua sf> "Apply U ROT on
Nodes" khac xu~t hi~n.
• Chon ALL DOF trong 6 Lab2 va
nhap gia tri 0 vao 6 Displacement
value
• Nh~p OK.
E-N
u
3
2
••' ·::.i!·.x;.:....-___l ___---.:>V
:.....~~...:
Hinh 2.8
6
AUG 28 2008
22 : 10 : 20
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b) Ll;fC tqp trung.
COMMAND: Main Menu ~ Solution ~ Define Loads ~Apply ~ Structural ~ ForcelMoment
~OnNodes.
• Cua sf> "Apply FIM on Nodes" xu~t hi~n, d6ng thai mim hinh cling xu~t hi~n hinh mlii
ten huang len (t ).
• Nh~p chon node 4 va 5 r6i b~m OK, thi cua sf> "Apply FIM on Nodes" khac xu~t hi~n.
• Chon FY trong 6 Lab va nhap gia tri -500 vao 6 VALUE, r6i nh~p OK.
E-N
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AUG 28 2008
22 : 11: 11
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~---------------•.-----------------.
2 4
a. x 1
Hinh 2.9
6. Giai bili toan.
COMMAND: MainMenu ~ Solution ~ Solve ~ Current LS.
• Xu~t hi~n cua sf> "Solve Current Load Step" va "/STATUS Commands".
• Nh~p OK tren cua sf> "Solve Current Load Step"
• D~n khi nao hi~n len cua sf> "Note" la da k~t thuc qua trinh tinh toan
• Nh~p Close.
7. XU- If k~t qua.
COMMAND: Main Menu ~ General Postproc ~Plot Results ~ Deformed shape ~ chon mlC
Def+ undeformed
~ Plot Deformed Shape I X 1
[PLDISPj Plot Deformed Shape
KUND Items to be plotted
OK
r Def shape only
~r. peE+:~ndei~r0edJ
r Def + undef edge
Apply I Cancel Help
Hinh 2.10
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a) ChuyJn vi thiing dzmg:
INCOMMAND: Main Menu~General
Postproc ~ Plot Results ~ Contour
Plot~Nodal Solution.
NODAL SOLUTION
STEI'-l
AUG 2B 2008
22:28 : 58
• Cua so "Contour Nodal
Solution Data" xu~t hi~n.
SUB -1
TIME-1
UY (AVG)
RSYS-O
DMX - . 019665
SMN --.019522
• Chon DOF Solution va Y-
Component of displacement.
D6ng thai chon Deformed
shape with undeformed edge
trong 0 Undisplaced shape key.
R6i b~m OK, thi trnang chuy~n
vi duqc cho a hinh 2.11 ben
du6i
"MN
- /~
..........
...•,
.".,..
"'"
>-..•.....
,......
./,~r·
"/
- . 019522 - . 015184 - . 010846 -.006507 -.002169
- . 017353 - . 013015 -.008676 -.004338 0
Hinh 2.11
COMMAND: Utility Menu List~Results~Nodal Solution. Sau d6 chon tuang W nhu
tren thi se c6 bang sf> li~u chuy~n vi cua tung nut.
~ PRNSOL Command ~
File
PRINT U NODAL SOLUTION PER NODE
***** POST1 NODAL DEGREE OF FREEDOM LISTING *****
LOAD STEP- 1 SUBSTEP- 1
TIME- 1.0000 LOAD CASE- 0
THE FOLLOWING DEGREE OF FREEDOM RESULTS ARE IN GLOBAL
COORDINATES
NODE UX UY
1 0.0000 0 . 0000
2 -0.35526E-02-0.10252E-01
3 0.0000 0.0000
4 0.11842E-02-0.11436E-01
5 0.23684E-02-0.19522E-01
MAXIMUM ABSOLUTE UALUES
UZ
0 . 0000
0.0000
0.0000
0.0000
0.0000
NODE 2 5 0
UALUE -0.35526E-02-0.19522E-01 0.0000
Hinh 2.12
So sanh vai k~t qua tinh achuang 1
{
U2X : ~0.0035 m
U2Y
- 0.0102 m {
U4X : ~.001l8 m
U4Y
- 0.0114 m
USUM
0 . 0000
0.10850E-01
0.0000
0. 1149?E-01
0.19665E-01
5
0.19665E-01
{
USX : ~.00240 m
USY
- 0.0195 m
Ta th~y r~ng k~t qua giai b~ng ANSYS phil hqp vai k~t qua tinh b~ng phuang phap ph~n tu
huu h~n.
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Chucmg 2 T6ng quan vJ phdn mJm ANSYS
b)Phan b;rc
COMMAND: Utility Menu List~ Results
~ Reaction solution
K~t qua phan h,rc giai b~ng ANSYS cling
phil hqp vai k~t qua tinh b~ng phuang
phap ph~n tu huu h~n.
c) Truemg zmg sudt va n(Ji b;rc
~ .
r!1 PRRSOL Commdnd ~
File
PRINT REACTION SOLUTIONS PER NODE
***** POST1 TOTAL REACTION SOLUTION LISTING
*****
LOAD STEP= 1 SUBSTEP= 1
TIME= 1.0000 LOAD CASE= 0
THE FOLLOWING X,Y,Z SOLUTIONS ARE IN GLOBAL
COORDINATES
NODE FX
1 1500.0
3 -1500.0
TOTAL UALUES
UALUE 0.0000
FY
0.0000
1000.0
1000.0
Hinh 2.13
Vilo "Help" d~ xem d~u fa cua ph~n tu LINKI
I Name I Definition 0 R
III IElement Nwnber Y Y
INODES IElement node nwnbers (I and J) Y Y
IMAT IMaterial nwnber for the element Y Y
IVOW IElement volume . Y
Ixc, YC ILocation where results are reported Y f
ITEMP ITemperature at nodes I and J Y Y
IFWEN IFluence at nodes I and J Y Y
IMFORX~ IMember force in the element coordinate system X direction Y Y
ISAXL~ IAxial stress in the element Y Y
IEPELAXL - IAxial elastic strain in the element Y Y
IEPTHAXL IAxial thermal strain in the element Y I Y
IEPINAXL IAxial initial strain in the element Y Y
ISEPL IEquivalent stress from the stress·strain cwve 1 1
ISRAT IRatio oftrial stress to the stress on yield swface 1 1
IEPEQ IEquivalent plastic strain 1 1
IHPRES IHydrostatic pressure 1 1
IEPPLAXL IAxial plastic strain 1 1
IEPCRAXL IAxial creep strain 1 1
IEPSWAXL IAxial swelling strain 1 1
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Ou"iput Quantity Name I £fABLE and ESOL Command Input
I Item I E I I I J
I~LS -SAXL I (.1) I - I -
EPELAXL I LEPEL I 1 I - I -
EPTHAXL LEPTH I 1 I I -
EPSWAXL LEPTH I 2 I - I -
EPINAXL LEPTH I 3 I -
I -
EPPLAXL LEPPL I 1 I - I -
EPCRAXL LEPCR I 1 I - I -
SEPL NUN I 1 I - I -
SRAT NUN I 2 I - I -
HPRES NUN I 3 I I -
EPEQ NUN I 4 I - I -
MFORX I~SMISC I (. 1) I -
I -
FLUEN I NMISC I -
I 1 I 2
TEMP I LBFE I - I 1 I 2
Hinh 2.14
L~y noi h,1c:
COMMAND: MainMenu~ General Postproc~Element Table~Define Table.
• Xu~t hi~n cua sf> "Element Table Data".
• Nh~p vao Add lam xu~t hi~n cua sf> "Define Additional Element Table Items"
• Nhap "AXFORCE' vao 6 Lab.
• Trong ph~n Item,Comp keo thanh cuon xu6ng d~ chon mlC By sequence num.
• Trong 6 k~ ben chon SMISC.
• Trong 6 adu6i them s6 1 vao nhu sau: "SMISC, 1", r6i b~m OK.
L~y ung su~t:
COMMAND: MainMenu ~ General
Postproc ~ Element Table ~Define
Table.
• Xu~t hi~n cua sf> "Element Table
Data".
•
•
Nh~p vao Add lam xu~t hi~n cua
sf> "Define Additional Element
Table Items".
Nhap "AXSTRESS" vao 6 Lab.
• Trong ph~n Item,Comp keo thanh
cuon xu6ng d~ chon mlC By
sequence num.
• Trong 6 k~ ben chon LS.
• R6i trong 6 a du6i ta them s6 1
vao nhu sau: "LS, 1", r6i b~m OK.
~ PRETAB Command ~
File
PRINT ELEMENT TABLE ITEMS PER ELEMENT
***** POST1 ELEMENT TABLE LISTING *****
SIAT
ELEM
1
2
3
Ii
CURRENT
AXFORCE
-1500.0
1414.2
500.00
=~I!:~~
MINIMUM UALUES
ELEM 1
UALUE -1500.0
MAXIMUM UALUES
ELEM 2
UALUE 1414.2
CURRENT
AXSIRESS
-187.50
176.78
62.500
=UJIII
1
-187.50
2
176.78
Hinh 2.15
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Xem k~t qua:
COMMAND: MainMenu~ General Postproc~List Results~Elem Table Data.
• Cua s6 "List Element Table Data" xu~t hi~n.
• Chon AXFORCE va AXSTRESS trong 6 Lab 1-9
• R6i b~m OK. Thi xu~t hi~n bang PRETAB nhu hinh 2.15.
So sanh vai k~t qua noi h,rc va ung su~t tren ph~n tu thu (5) 0 chuang 1 l~n luQ'c la 696 N va
87 N/m2
. K~t qua kha phil hQ'p.
VI. viDV2
Giai bai toan ung su~t ph~ng duQ'c cho 0 vi dl 2 cua chuang 1.
Su dlng ph~n tu tam giac tuy~n tinh va tu giac tuy~n tinh d~ xac dinh chuy~n vi cua cac nut va
ung su~t trong cac ph~n tu cua mot t~m mong duQ'c rang buoc chuy~n vi va chiu tac dlng cua
cac h,rc b~ m~t nhu hinh 2.16. Ngoai ra t~m mong con d~t trong m6i trnang nhi~t do thay d6i
tu I1T = IODC d~n nhi~t do chu~n. T~m mong co b~ day 0.5cm, m6dun dan h6i Young E =
15x 106
N/cm2
, Msf> Possion v = 0.25, Msf> gian no nhi~t ex = 6x 10-6
.
A. nUNGPHANTUTAMGIAC
1. Nh~p tiuh ch~t v~t li~u:
600N/cm2
Hinh 2.16
COMMAND: Main Menu ~ Preprocessor ~Material Props ~Material Models.
• Cua s6 "Define Material Model Behavior" se xu~t hi~n.
• Nh~p d6i vao Structural, Linear, Elastic va Isotropic lam xu~t hi~n hop tho~i "Linear
Isotropic PropertiesforMaterials Number 1".
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• Nhap vito cac gia tri EX= lSe6 vaPRXY= O.2S.
• Tren cua s6 "Define Material Model Behavior".
• Nh~p d6i vao Structural, Thermal Expansion, Secant Coefficient va Isotropic lam xu~t
hi~n hop tho~i "Linear Isotropic PropertiesforMaterials Number 1".
• Nhap vao cac gia tri APLX= 6e-6, r6i b~m OK.
• T~t cac cua s6.
2. ChQn ki~u phAn tir
COMMAND: Main Menu ~ Preprocessor ~ Element Type ~Add/Edit/Delete.
• Cua s6 "Element Types" xu~t hi~n.
• Nh~p vao Add lam xu~t hi~n cua s6 "Library ofElement Types" d~ chon cac ph~n tu
dn su dmg.
• Nh~p chon ph~n tu Structural Mass - Solid
• Chon ki~u ph~n tu Quad 4node 42 r6i b~m OK
• Cua s6 "Element Types" xu~t hi~n d~ng ph~n tu PLANE42.
• Nh~p chon mlC Option d~ lam xu~t hi~n cua s6 "PLANE42 element type options".
• Chon di~u ki~n Plane strs w/thk trong hOp thoai "Element behavior" d~ dinh tr~ng thai
cho ph~n tu.
• B~m OK r6i b~m Close.
3. ChQn chi~u day phAn tir.
COMMAND: Main Menu ~ Preprocessor ~ Real Constants ~Add/Edit/Delete.
• Cua s6 "Real Constants" xu~t hi~n.
• Nh~p vap Add lam xu~t hi~n cua s6 "Element Type for ReaIConstants".
• Nh~p chon OK d~ lam xu~t hi~n cua s6 "Real Constants Set Number 1for PLANE42".
• Nhap gia tri O.S vao 6 Thickness r6i nh~p OK.
• Cua s6 "Real Constants" xu~t hi~n tr6' l~i va xu~t hi~n Set l.
• Nh~p Close.
4. T~o rno hinh tinh toan:
a) T~o node.
COMMAND: MainMenu ~Preprocessor ~Modeling~ Create ~ Nodes ~In Active Cs.
• Cua s6 "Create Nodes in Active Coordinate System" xu~t hi~n.
• T~o cac Node co toa do nhu sau:
NodeN(J X Y
1 0 0
2 2 0
3 2 3
4 1 3
Bang 2.2
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• R6i b~m OK
b) T~o ph~n tu
huang len (t ).
• Ta nh~p l~n luot cac Node 1, 2 va 4 r6i b~m Apliy, thi duQ'c ph~n tu (1).
• Cua sf> "Elementfrom Nodes" xu~t hi~n tr6' l~i, d6ng thai man hinh xu~t hi~n hinh mlii
ten huang len (t ).
• Ta nh~p l~n IUQ't cac nut 2, 3 va 4 r6i b~m OK, thi duQ'c ph~n tu (2).
c) Xem rna hinh ph~n tU.
COMMAND: UtilityMenu~Plot Ctrls~ Numbering.
• Cua sf> "Plot Numbering
Controls" se xu~t hi~n.
,.-------------------------------YU-,
• Nh~p chon aNode numbers
(NODE) tu offsang on
• Chon mlc Element
numbers trong a
ElemlAttrib numbering r6i
b~m OK.
COMMAND: Utility Menu~Plot~
Multi-Plot. Sau d6 rna hinh ph~n tu
duQ'c t~o nhu hinh 2.17.
5. Nh~p di~u ki~n bien.
a) Nhap di~u ki~n rang buoc 6' d~u ben trai:
E-N
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Hinh 2.17
AUG 28 2008
22 : 48 : 22
COMMAND: Main Menu ~ Solution ~Define Loads ~Apply~ Structural ~ Displacement
~OnNodes.
• Cua sf> "Apply U ROT on Nodes" xu~t hi~n, d6ng thai man hinh cling xu~t hi~n hinh
mlii ten huang len (t ).
• Nh~p chuot chon Node 1 va 2 r6i b~m OK thi cua sf> "Apply U ROT on Nodes" khac
xu~t hi~n.
• Chon UY trong aLab2 va nhap gia tri 0 vao aVALUE nh~p Apply.
• Cua sf> "Apply U ROT on Nodes" xu~t hi~n tr6' l~i, d6ng thai man hinh cling xu~t hi~n
hinh mlii ten huang len (t ).
• Nh~p chuot chon Node 2 va 3 r6i b~m OK thi cua sf> "Apply U ROT on Nodes" khac
xu~t hi~n.
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• Chon UX trong 0 Lab2 va nhap gia tri 0 vao 0 VALUE, r6i nh~p OK.
b) Nhap h,rc tac dlllg
COMMAND: Main Menu ~ Solution ~ Define Loads ~Apply ~Structural ~ ForcelMoment
~OnNodes.
• Cua sf> "Apply FIM on Nodes" xu~t hi~n, d6ng thai man hinh cling xu~t hi~n hinh mlii
ten huang len (t ).
• Nh~p chuot chon Node 1 va 4 r6i b~m OK thi cua sf> "Apply FIM on Nodes" khac xu~t
hi~n.
• Chon UXtrong 0 Lab va nhap gia tri 300*sqrt(10) vao 0 VALUE, r6i nh~p Apply.
• Cua sf> "Apply FIM on Nodes" xu~t hi~n tr6' l~i, d6ng thai man hinh cling xu~t hi~n
hinh mlii ten huang len (t ).
• Nh~p chuot chon Node 3 va 4 r6i b~m OK thi cua sf> "Apply FIM on Nodes" khac xu~t
hi~n.
• Chon UY trong 0 Lab va nhap gia tri -150 vao 0 VALUE, r6i nh~p OK.
c) Nhap di~u ki~n nhi~t do
COMMAND: Main Menu ~Solution ~ Define Loads ~Apply~ Structural ~ Temperature
~ Uniform Temp
• Cua sf> "Uniform Temperature" xu~t hi~n.
• Nhap gia tri 10 vao 0 Uniform Temperature, r6i b~m OK.
6. Giai bili toaD (solution)
COMMAND: MainMenu ~ Solution ~ Solve ~ Current LS.
• Xu~t hi~n cua sf> "Solve Current Load Step" va "/STATUS Commands", nh~p OK.
• D~n khi nao hi~n len cua sf> "Note" la da k~t thuc qua trinh tinh toan
• Nh~p Close.
7. XU- If k~t qua
a) Xem hinh bi~n d~ng cua t~m mong
COMMAND: Main Menu ~ General
Postproc ~ Plot Results ~Deformed
Shape
• Cua so "Plot Deformed
Shape" xu~t hi~n.
• Chon mlC Def + undefedged,
r6i b~m OK. Thi t~m bi~n
d~ng nhu hinh 2.18
DI SPLACEMENT
STEP=l
SUB ~1
TIM E~l
4 3
Hinh 2.18
AN
AUG 28 2008
23 : 0B : 07
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COMMAND: Utility Menu ~ List ~Results ~ Nodal Solution
• Cua sf> "List Nodal Solution" xu~t hi~n.
• Chon Nodal Solution ~DOF Solution ~ Displacement vector sum.
• R6i b~m OK. Thi bang PRNSOL xu~t hi~n nhu hinh 2.19.
- - - - - - -
~ PRNSOL Command ~
File
THE FOLLOWING DEGREE OF FREEDOM RESULTS ARE IN GLOBAL COORDINATES
NODE UX UY
1 0.35784E-04 0.0000
2 0.0000 0.0000
3 0.0000 0. 15700E-03
4 0.17198E-04 0.16637E-03
UZ
0.0000
0.0000
0.0000
0.0000
Hinh 2.19
Ta co k~t qua tinh b~ng FEM trong chuang 1 Iii.:
uXl 0.0000357839 0.357839x10-4
uY3 0.000157003 0.157003 x10-3
= cm
u 0.0000171983 0.171983 x10-4
x4
uY4
0.000166367 0.166367 x10-3
USUM
0.35784E-04
0.0000
0 . 15700E-03
0 . 16725E-03
So sanh hai k~t qua thi ta th~y Iii. hai k~t qua Iii. trimg hqp nhau.
B. nUNGPHANTUTUGIAC
1. Nh~p tinh ch~t v~t li~u: (tuang W ph~n A)
2. ChQn ki~u phAn tir: (tuang W ph~n A)
3. ChQn chi~u day phAn tir: (tuang W ph~n A)
4. T~o rno hinh tinh toan:
a) T~o node.
~I
~ I
COMMAND: MainMenu ~Preprocessor ~Modeling~ Create ~ Nodes ~In Active Cs.
• Cua sf> "Create Nodes in Active Coordinate System" xu~t hi~n.
• T~o cac keypoint co toa do nhu sau:
NodeN(J X Y
1 0 0
2 2 0
3 2 3
4 1 3
Bang 2.3
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• R6i b~m OK
b) T~o ph~n tu
huang len (t ).
• Ta nh~p l~n luot cac Node 1,2, 3 vii. 4 r6i b~m OK.
5. Nh~p di~u ki~n bien: (tuang W ph~n A)
6. Giai bili toan (solution) (tuang W ph~n A)
7. XU- If k~t qua: (tuang W ph~n A)
Ta co k~t qua sau:
~ PRNSOL Command ~
File
THE FOLLOWING DEGREE OF FREEDOM RESULTS ARE IN GLOBAL
COORDINATES
NODE UX UY
1 0.29595E-04 0.0000
2 0.0000 0.0000
3 0 . 0000 0. 14441E-03
4 0.2338?E-04 0.1?266E-03
UZ
0.0000
0.0000
0 . 0000
0.0000
USUM
0.29595E-04
0.0000
0. 14441E-03
0.1?424E-03
Hinh 2.20
Ta co k~t qua tinh b~ng FEM trong chuang 1 Iii.:
uXl 0.0000307806 0.307806x10-4
uY3
0.000150801 0.150801x10-3
= cm
u 0.0000222016 0.222016x10-4X4
uY4
0.000169468 0.169468 x10-3
So sanh hai k~t qua thi th~y Iii. hai k~t qua Iii. kha trung hqp nhau.
~I
v i
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Chu:cmg 3 Tqo ma hinh tinh toan trong ANSYS
Chu'dng 3
A ' , ,
TAO MO HINH TINH TOAN TRONG.
ANSYS
I. T~O MO HINH TRVC TIEP TRONG ANSYS.
T~o mo hinh tinh tmln trong ANSYS la mot cong vi~c kh6 khan va kha t6n thai gian, vi yay d~
lam quen vai cach t~o mo hinh trong ANSYS thi chuang nay se giai thi~u sa luQ'c v~ cach t~o
mo hinh thong qua mot vai vi dl tu d~ d~n kh6 d~ doc gia c6 th~ thvc hi~n thu~n phlc. Trong
ANSYS thi mo hinh c6 th~ la d~ng duang, m~t ho~c kh6i; vi yay trinh W trinh bay 6 day cling
di thea nhu th~.
1) H~ trlc tQa dQ va m~t ph~ng lam vi~c
Trnac khi t~o mo hinh thi di~u d~u tien la chung ta dn bi~t la chung ta dang lam tren toa do
gi? (Descartes, cvc hay tfl). Trong ANSYS m~t dinh la h~ toa do Descartes vuong g6c OXYZ
(M toa do tuy~t d6i), d6ng thai m~t ph~ng lam vi~c (M toa do tuang d6i) la m~t ph~ng trung
vai m~t ph~ng OXY cua Mtoa do tuy~t d6i.
Khi kh6i dong man hinh ANSYS thi luc b~y gia MtflC toa do hi~n thi tren mam hinh la M
tflC toa do tuy~t d6i, m~t ph~ng lam vi~c trung vai m~t ph~ng OXY cua Mtoa do nay va trung
vai man hinh. Mu6n hi~n thi m~t ph~ng lam vi~c thi: Utility Menu~ WorkPlane~Display
Working Plane. Luc d6 gird (luai di~m) se xu~t hi~n tren m~t ph~ng lam vi~c. Mu6n nhin thea
ch~ do 3D (nhu hinh 3.1) thi b~m vao bi~u tUQ'ng Isomatric View c:o Itren thanh cong Cl ben
phai man hinh.
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NODES
MAT NUM
Hinh 3.1
Mu6n ehinh sua Gird:
AN
MAR 17 2008
22 , 55 , 05
E.ile 2elect list !:Iot PlotQrls (0.:?'~:~~~~~) Pa[ameters [1acro MeQuCtris tielp
Display Working Plane
Show WP Status
WP Settings '"
Offset WP by Increments
Offset WP to
Align WP with
Change Active CS to
Change Display CS to
Local Coordinate Systems
~
~
~
~
~
WP Settin&s
(0 Cartesian
r Polar
r Grid and Triad
(0 Grid Only
r TriadOnly
P" Enable Snap
Snap Incr 10.1
l
SnapAng 15 J
Spacing 105
Minimum 1.1
1Maximum 11 J
Tolerance 10.003
I OK I Apply
Reset
I Cancel
Help
I
Hinh 3.2
I
I
Chon ki~u toa do.
AnlHi~n grid va m~t ph~ng lam vi~e.
DO Ian cae 6 truy b~t di~m
Khoang each gifra cae duang grid.
Giai h~n eua grid.
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a) Di chuyJn mqtphiing lam vi¢c
B~ng hop tho~i:
Eile 2elect !,.ist ~Iot
Show WP Status
WP Settings '"
offset INP by Increments ' "
Offset WP to
Align WP with
Change Active CS to
~
~
~
~
~
xoay quanh M tll)e m~t ~{
ph~ng lam vi~e thea eae--.J
phuang X, Y ho~e Z eua h~
toa do tuy~t d6i.
Offset WP
[EJ w:J
~ [ill
CEJ ~
1
~ ~
Snaps
K Y. Z Offsets
I
LEru I~+xl
Ir-~I I~+YI
Iz-~I I~ +z-I
30
~ ~ ~
Degrees
Xi.YZ.ZX Angles
I
Global X= 0
Y= 0
Z= 0
r Dynamic Mode ,
~ ~
~ Cancel I
~
Meo.uctrls tielp
}+-
h-
L
lIE
lIE
di ehuy~n tinh ti~n thea mot
khoang dll m~t dinh
do Ian khoang dieh ehuy~n tinh
ti~n.
di ehuy~n tinh ti~n b~ng each nhap
toa do.
do Ian khoang xoay (tinh thea do).
xoay b~ng each nhap thong s6.
di ehuy~n ho~e xoay W dong
b~ng ehuOt.
Hinh 3.3 HOp tho~i Offset Wp,
B~ng menu sf> ra:
Eile 2elect !,.ist ~Iot PlotCtrls (W~';kP'I~~~") Par.ameters !1acro
- ...-;;:::,................ Meo.uCtrls tielp
Show WP Status
WP Settings '"
Offset V'I'P to ~ Keypoints + lIE @®
Align WP with
Change Active CS to
Nodes + "'IIE~---------·
XYZ Locations + "'IIE~--------©C
~ ----------------
~ Global Origin ...IIE~-----------@
~ Origin of Active CS lIE ®
Hinh 3.4
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@ +-- di chuy~n m~t ph~ng lam vi~c t6'i m~t ph~ng t~o boi cac keypoint (co th~ la mot
keypoint).
®
+-- di chuy~n m~t ph~ng lam vi~c t6'i m~t ph~ng t~o boi cac node (co th~ la mot
nodes).
©
di chuy~n m~t ph~ng lam vi~c t6'i mot s6 di~m dinh trn6'c trong m~t ph~ng kich
C +-- ho~t.
@
di chuy~n m~t ph~ng lam vi~c t6'i m~t ph~ng cua toa do tuy~t d6i (g6c m~t
+-- ph~ng lam vi~c trimg v6'i g6c toa do tuy~t d6i).
®
di chuy~n m~t ph~ng lam vi~c t6'i m~t ph~ng dang kich ho~t (g6c m~t ph~ng
+-- lam vi~c trimg v6'i g6c m~t ph~ng dang kich ho~t).
b) Tqo mqtphiing lam vi¢c
Eile Select List Plot PlotCtrls (w~;j;pi~~~') Par.ameters Macro Meo.uCtrls t!elp
- - - - ..-::::................
Show WP Status
WP Settings '"
Keypoints + ( @®
Offset WP by Increments ,,' Nodes + <111:(----------1-
Offset WP to ~ XYZ Locations + <III:(-------~©
Align WP with ~_______________________P_la_n_e_N_o_rm_a_lt_o_Li_ne__+__( @
Active Coord Sys ( ®
Specified Coord Sys '" ( ®
Global Cartesian <III:(~----------®
Change Active CS to ~
Change Display CS to ~
Local Coordinate Systems ~
Hinh 3.5
r: t~o m~t ph~ng lam vi~c qua ba keypoint (g6c m~t ph~ng lam vi~c trimg v6'i
01 +-- keypoint nh~p d~u tien).
t~o m~t ph~ng lam vi~c qua ba node (g6c m~t ph~ng lam vi~c trimg v6'i node
® +-- nh~p d~u tien).
© +-- t~o m~t ph~ng lam vi~c qua cac di~m dinh trn6'c trong m~t ph~ng kich ho~t.
t~o m~t ph~ng lam vi~c vuong goc v6'i mot duong. Khi thIc hi~n l~nh nay yeu
@ +-- du nhap RATIO LINE, chon trong khoang tu 0.0 d~n 1.0, do quy chi~u dai
do~n th~ng thanh 1 dan vi.
® +-- t~o m~t ph~ng lam vi~c trimg v6'i Mtoa do tuy~t d6i.
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® ~ t~o vi tri m~t ph~ng lam vi~c dva tu cac Mtll)C toa do d~t bi~t.
0: Mtoa do vuong goc.
1: Mtoa do cvc.
2: Mtoa do duo
3: Mtoa do xuy~n.
Khi co cac Mtll)C toa do mai thi chung do ANSYS d~t va tu 11 tr6' di.
® ~ t~o m~t ph~ng lam vi~c trung vai m~t ph~ng dang kich ho~t.
c) Kich hoqt h¢ t9a d9
Eile 2elect !,.ist e.lot
Show WP Status
PlotCtrls (w~~'kPi~~·e) Par.ameters !:1acro
- ..;;;:................ Meo.uCtris !:!elp
WP Settings '"
Global Cartesian I( @
Global Cylindrical <llfiE-------....@
Global Cylindrical Y E ©C
Global Spherical ....E~-----------I@
Offset WP by Increments '"
Offset WP to ~
Align WP with ~
Specified Coord Sys '" ....E~-----------1®®
Working Plane E .
Change Display CS to ~
Hinh 3.6
@ ~ chon Mtoa do vuong goc.
@ ~ chon Mtoa do cvc xoay thea phuang Z.
© ~ chon Mtoa do cvc xoay thea phuangy.
@ ~ chon Mtoa do duo
® ~ tu mot Mtoa do d~t bi~t.
0: Mtoa do vuong goc.
1: Mtoa do cvc vai z la tll)C xoay.
2: Mtoa do duo
3: khong co.
4 : m~t ph~ng lam vi~c.
5: Mtoa do cvc vai y la tll)C xoay.
11 tr6' di la b~t ky Mtoa do dia phuang duQ'c t~o.
® ~ tu m~t ph~ng lam vi~c.
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d) Tqo h¢ t9a d9 dia phu:cmg.
Eile ;ielect !,.ist ~Iot Plot~trls (#.:~~~~~~~.~) Par.ameters !1acro Meo.uCtrls tielp
Show WP Status
WP Settings '"
Offset WP to
Align WP with
Change Active CS to
Create Local CS ~
Delete Local CS '"
Move Singularity '"
At WP Origin ' " i( @ ®
By 3 Keypoints + ",i(~-----.
By 3 Nodes + "'i(~-------©C
At Specified Loc + i( @
Hinh 3.7
@ +-- t~o Mtoa do dia phuang t~i g6e eua m~t ph~ng lam vi~e.
® +-- t~o Mtoa do dia phuang qua ba keypoint (g6e m~t ph~ng lam vi~e trung vai
keypoint nh~p d~u tien).
©
t~o Mtoa do dia phuang qua ba node (g6e m~t ph~ng lam vi~e trung vai node
C +-- nh~p d~u tien).
@ +-- t~o Mtoa do dia phuang b~ng m~t ehu~n dinh huang.
d) X6a h¢ t9a d9 dia phu:cmg.
Theo duang d~n:
Eile ;ielect !,.ist ~Iot Plot~trls ~orkPlane Pa!:ameters !1acro Meo.uCtrls tielp
Show WP Status
WP Settings '"
Offset WP to ~
Align WP with ~
Change Active CS to
Create Local CS
Delete Local CS '" "'i(~--X6a Mtoa do dia phuang.
Move Singularity '"
Hinh 3.8
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2) T~o di~m (create keypoints)
ANSVS Main Menu
~ Preferences
8 Preprocessor
I±I Element Type
I±I Real Constants
I±I Material Props
I±I 5ections
8 Modeling
t~o keypoint tu m~t ph~ng lam vi~c.
t~o keypoint b~ng cach nhap toa do.
t~o keypoint b~ng cach phM sinh tren mot line co trnac
b~ng cach nh~p chuot tllJc ti~p.
8 Create ,
tao0 ke11point ba.ng cach phM sinh tren mo.t line co8 424'Hl!!lfl .)", , , ,
~ On wo.rking Plan2ftrnac bang cach cho M so Line R~tio. H~ so nay
bI In Active C5 duqc giai h~n trong khoang tu 0.0 denn 1.0.
,:0l On line +---
~ On line w!Ratio
~ On Node I( t~o keypoints t~i mot vi tri nut co trnac.
,:0l KP between KPS ~
.7l Fill between KPs t~o keypoint gifra hai keypoint co trnac:
I±I KP at center ,
I±I Hard PT on line • Chon Ratio: de dinh khoang cach tlr keypoint
I±I Hard PT on area thu nh~t d~n keypoint dn t~o thea M sf>
Hinh 3.9
3) T~o dlfirng (create lines)
a) Du:emg thiing (lines)
ANSVS Main Menu
~ Preferences
8 Preprocessor
I±I Element Type
I±I Real Constants
I±I Material Props
I±I 5ections
8 Modeling
8 Create
I±I Keypoints
8 lines
8_.?l 5traight line
~ In Active Coord
khoang cach gifra hai keypoint ban d~u.
• Chon Dist: d~ dinh khoang cach tu keypoint
thu nh~t d~n keypoint dn t~o.
t~o nhi~u keypoint l~p d~y gifra hai keypoint co trnac vai.
t~o line tu Mtoa do toan ClC, khong quan Him d~n toa do
hi~n hanh, va nh~p vao hai keypoint.
t~o line tu hai keypoint.
phM sinh line gifra hai keypoint tren mot m~t ph~ng.
t~o line vuong goc vai mot line cho trnac va di
qua mot keypoint cho trnac.
t~o line vuong goc vai hai line cho trnac.
~ Overlaid on Area.....----J
.Jl Tangent to line t~o line di qua mot keypoint cho trnac va
~ Tan to 2 lines hqp vai mot line cho trnac mot goc xac
,:0l Normal to line : I I dinh.
,:0l Norm to 2 lines;<IIII-:---------'· I
.Jl At angle to line .....-------'
~ Angle to 2 lines. I ( - - - - - - - t~o line hqp vai hai line nhfrng goc xac dinh.
Hinh 3.10
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b) Cung tron (arcs)
ANSYSMain Menu
bI PreFerences
EI Preprocessor
I±I Element Type
I±I Real Constants
I±I Material Props
I±I Sections
EI Modeling
EI Create
I±I Keypoints
EI lines
I±I lines
El m!
?I Through 3 KPs
?I By End KPs &: Rad
?l By Cent &: Radius +-_---J
t~o cung tron qua ba keypoint. Khoang khuy~t cua cung
tron 1a khoang gifra hai keypoint nh~p d~u tien.
t~o cung tron qua hai keypoint, d6ng thai xac dinh Him
va ban kinh cung tron.
t~o cung tron b~ng cach xac dinh Him, ban kinh va
di~m b~t d~u cua cung tron.
• ARC: goc t~o thanh cung tron.
• NSEG: s61uqng cung tron dn t~o.
?I full Cirde ...(~----- t~o CaC cung trcm l~p d~y mot vong tron.
Hinh 3.11
c) Du:emg spline
ANSYS Main Menu
~ PreFerences
EI Preprocessor
I±I Element Type
I±I Real Constants
I±I Material Props
I±I Sections
EI Modeling
EI Create
I±I Keypoints
EI lines
I±I lines
I±I Arcs
EI mI!!!
?I Spline thru locs
?I Spline thru KPs
t~o duang spline co hai d~u mut 1a hai keypoint co
trnac. Sau do hinh d~ng co duqc b~ng cach nh~p tllJc
ti~p tren man hinh thong qua 1uai di~m
t~o duang spline di qua tap hqp cac keypoint.
t~o cac phan do~n spline di qua tap hqp cac
keypoint. Hai keypoint t~o thanh mot phan do~n.
~ Segmented Spline +-_---J
I±I With Options
Hinh 3.12
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d) Bo cung gifra hai line
ANSYS Main Menu
~ PreFerences
EI Preprocessor
I±I Element Type
I±I Real Constants
I±I Material Props
I±I Sections
EI Modeling
EI Create
I±I Keypoints
EI lines
I±I lines
I±I Arcs
I±I Splines
Yl '@j@l®
Hinh 3.13
e) X6a line
Chi xoa line:
Ban kinh bo
[lFIllTJ Create Fillet line
NlI,Nl2 Intersecting lines
RAD Fillet radius
PCENT Number to assign·
. to generated keypoint at fillet center
OK Apply
17 15
' - - - _. . r - I- - -
r----.r - I- - -
Cancel Help
Gan s6 thu wcho cung trcm duQ'c t~o ra
COMMAND: Main menu ~ Preprocessor ~Modeling ~ Delete ~ Lines Only.
Xoa ca keypoint tren line:
COMMAND: Main menu ~ Preprocessor ~Modeling ~ Delete ~ Line andBelow.
4) T~o m~t ph~ng (create areas)
a) Tqo tily y (Arbitrary)
ANSYS Main Menu
~ PreFerences
EI Preprocessor
I±I Element Type
I±I Real Constants
I±I Material Props
I±I Sections
EI Modeling
EI Create
I±I Keypoints
I±I lines
t~o area b~ng cach n6i cac keypoint l~i vai nhau.
t~o area ch6ng len mot area co trnac.
t~o area duQ'c giai h~n bai cac duang line.
-it dung
EI Areas
EI "rm"m~;·t·.i#·J
}'l Through KPs
?l Overlaid on Area
~ By lines +-____....J
t~o area b~ng cach offset tu mot m~t ph~ng co
- trnac. Phuang offset thea phuang phap tuy~n
cua m~t ph~ng ban d~u.
Jll By Skinning +-------'
}'l By OrFset+-------.....J
Hinh 3.14
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b) M(tt phiing hinh chfr nhqt (Rectangle area)
ANSVSMain Menu
~ Preferences
El Preprocessor
I±l Element Type
I±l Real Constants
I±l Material Props
I±l Sections
El Modeling
El Create
I±l Keypoints
I±l lines
El Areas
I±l Arbitrary
El mbt.@
}11 By 2 Corners
~ By Centr & Cornr
t~o rectangle area b~ng cach nhap toa do 2 g6c cheo nhau
cua mot rectangle area.
t~o rectangle area b~ng cach nhap toa do Him va mot
g6c cua mot rectangle area.
t~o rectangle area b~ng cach nhap toa do cua do dai
rectangle area thea phuang x va y so v6i Mtoa do
~ By Dimensions +-__---J
Hinh 3.15
c) M(tt phiing hinh trem (circular area)
ANSVS Main Menu
~ Preferences
El Preprocessor
I±l Element Type
I±l Real Constants
I±l Material Props
I±l Sections
El Modeling
El Create
I±l Keypoints
I±l lines
El Areas
I±l Arbitrary
I±l Rectangle
t~o circular area b~ng cach dinh Him va ban kinh.
t~o circular area d~ng hinh xuy~n b~ng cach dinh Him va
hai ban kinh.
t~o mot ph~n circular area d~ng hinh xuy~n b~ng cach
dinh Him, hai ban kinh va hai g6c gi6i h~n.
El :m:m t~o mot ph~n circular area b~ng cach nh~p hai d~u
}1 Solid Circle 2fmot duang kinh
}1 Annulus .
}1 Partial Annulus
}1 By End Points t~o mot ph~n circular area b~ng cach nhap hai ban
Id By Dimensions ...(~----
kinh va hai g6c gi6i h~n so v6i g6c toa do
Hinh 3.16
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d) M(tt phiing da giac (polygon area)
ANSYS Main Menu
~ Prererences
EI Preprocessor
I±I Element Type
I±I Real Constants
I±I Material Props
I±I Sections
t~o m~t ph~ng hinh tam giac b~ng cach nhap trong Him va
ban kinh duang trcm ngo~i ti~p tam giac do, ngoai ra con
nhap gia tri goc gifra tll)C x cua m~t ph~ng lam vi~c va tll)C
nf>i tu Him d~n dinh d~u tien cua tam giac.
EI Modeling
EI Create
I±I Keypoints
I±I lines
tuang W nhu tren nhung m~t ph~ng t~o a day la hinh
chfr nhat.
EI Areas
I±I Arbitrary
I±I Rectangle
I±I Circle
EI Jl!ltl!t!DJ
}lI Triangle +----'
hinh ngfi giac.
hinh h,lc giac.
.7l Square +-------1 irhinh th~t giac.
}lI Pentagon ~
}lI HeHagon -of"-------' I I hinh bat giac.
}lI Septagon -ofd~-----.....J.
Jl Octagon -of1lE~--------'
~ By Inscribed Rad lIE @
~ By Circumscr Rad lIE ®
~ By Side length lIE ©
.7l By Vertices -of1lE~---------------1@
Hinh 3.17
t~o hinh da giac noi ti~p duang tron, nhap sf> c~nh va ban kinh duang tron noi
@ +-- ti~p.
® +-- t~o hinh da giac ngo~i ti~p duang tron, nhap sf> c~nh va ban kinh duang tron
ngo~i ti~p.
© +-- t~o hinh da giac b~ng cach nhap sf> c~nh va do dai cho c~nh.
@
t~o hinh da giac b~ng cach nh~p cac dinh, luu y sau khi nh~p cac dinh xong thi
+-- 'bam OK.
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d) Bo cung gifra hai area
El Modeling
El Create
I±l Keypoints
I±l lines
El Areas
I±l Arbitrary
I±l Rectangle
I±l Circle
I±l Polygon
~ %¥i@lm
e) X6a area
Chi x6a area:
[AFILLT] Create Fillet Area
NAl,NA2 Intersecting areas
RAD Fillet radius
OK Apply
Hinh 3.18
Ban kinh bo
Cancel Help
COMMAND: Main menu ~ Preprocessor ~Modeling ~ Delete ~ Areas Only.
X6a ca keypoint va line tren area:
COMMAND: Main menu ~ Preprocessor ~Modeling ~ Delete ~ Area andBelow.
5) T~o kh8i (creat volume)
a) Tqo tily y (arbitrary)
El Modeling
El Create
I±l Keypoints
I±l lines
I±l Areas
El Volumes
El 'Mmum~ Through KP
,,01 By Areas ~-----'
Hinh 3.19
t~o volume qua tam keypoint cho trnac.
t~o volume giai h~n boi cac area cho trnac.
b) Tqo kh6i hinh h9P (block volume)
ANSYS Main Menu
~ Preferences
El Preprocessor
I±l Element Type
I±l Real Constants
I±l Material Props
I±l 5ections
t~o block volume b~ng cach nhap toa do cua do dai hai
c~nh cua m~t ph~ng hinh chu nhat, sau d6 nhap gia tri
chi~u cao.
El Modeling
EI Create
I±l Keypoints
I±l lines
I±l Areas
EI Volumes
I±l Arbitrary
El m,,01 By 2 Corners 8.: Z
.;R By Centr,Cornr,Z +-_.....
~ By Dimensions
Hinh 3.20
t~o block volume b~ng cach nhap toa do Him va t~o do
cua do dai hai c~nh cua m~t ph~ng hinh chu nhat, sau
d6 nhap gia tri chi~u cao.
t~o block volume b~ng cach nhap toa do cua do dai
block volume thea phuang x, y va z so vai Mtoa do.
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c) Tqo kh6i hinh trl;l (cylinder volume)
El Volumes
[±] Arbitrary Jt~o cylinder volume b~ng cach nhap toa do Him, ban kinh va chi~u cao.
[±] Block
El ~f!jIirm _ t~o cyl!nder volume r6ng b~ng cach nhap toa do Him, hai ban kinh
~ Solid Cylinder oJ r va chieu cao.
Yl Hollow Cylinder ~
~ Partial Cylinder .I(---------~@ ®
~ By End Pts & 2. ....I(~------------.
~ By Dimensions ....I(~---------------'©
Hinh 3.21
t~o mot ph~n cylinder volume b~ng cach nhap toa do Him, hai ban kinh, chi~u
@ <IIf--- cao va hai g6c gi6i h~n.
®
<IIf--- t~o mot ph~n cylinder volume b~ng cach nhap t~o do hai d~u duang kinh va
chi~u cao.
© <IIf--- t~o mot ph~n cylinder volume b~ng cach nhap toa do cua do dai cylinder
volume thea phuang x, y va z so v6i Mtoa do.
c) Tqo kh6i hinh lang trl;l (prism volume)
El Modeling
El Create
[±] Keypoints
[±] lines
[±] Areas
El Volumes
[±] Arbitrary
[±] Block
[±] Cylinder
[±] ~
Hinh 3.22
Lam gi6ng nhu ph~n t~o: "mq.tphiing da giac (polygon area)" nhung
cho them gia tri chi~o cao.
d) Tqo kh6i hinh cdu (sphere volume)
El Volumes
[±] Arbitrary
[±] Block
t~o sphere volume b~ng cach nhap toa do Him va ban kinh.
[±] Cylinder hi:;:: bC, 'h h~ d~ ~ , h . b' k' h[±] Prism t~o sp ere vo ume rong ang cac n ~p toa 0 tam va aI an III .
El ~ [
~ Solid Sphere ;=J-t~o sphere volume b~ng cach nhap toa do hai d~u duang kinh.
~ Hollow Sphere
~ By End Points ~ h" hi:;:: bC, 'h h~ d~ h . b'
~ By Dimensions I( t~o mot p an sp ere vo ume rong ang cac n ~p toa 0 aI an
kinh va hai g6c gi6i h~n so v6i Mtoa do.
Hinh 3.23
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d) Tqo kh6i hinh can (cone volume)
EI Volumes
I±I Arbitrary
I±I Block
t~o cone volume b~ng cach nhap toa do hai ban kinh va chi~u cao cua
I±I Cylinder con
I±I Prism
:itgre t~o mot ~h~n cone volume r6ng b~ng cach nhap toa do hai ban
.?l By Picking I kinh, chieu cao va hai g6c gi6i h~n so v6i Mtoa do.
~ By Dimensions ~
Hinh 3.24
d) Tqo kh6i
EI Volumes
I±I Arbitrary
I±I Block
I±I Cylinder
I±I Prism
I±I Sphere
I±I Cone
~ rmm!
e) X6a volume
Chi x6a volume:
[TORUS] Create Torus by Dimensions
RADI Outer radius
RAD2 Optional inner radius
RADMAJ Major radius of torus
THETA1 Starting angle (degrees)
THETAZ Ending angle (degrees)
OK Apply
,....--- ban kinh chinh.
,--- ban kinh trong cua 6ng.
, , ,.h{~IO====:
cac goc gm ~n Lr_o__-----'
Cancel Help
Hinh 3.25
COMMAND: Main menu~Preprocessor~Modeling ~Delete~ Volumes Only.
X6a ca keypoint, line va area tren volume:
COMMAND: Main menu~Preprocessor~Modeling ~Delete~ Volume and Below.
6) Cae phep toaD (operate)
a)Extrude
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• Extrude areas
AN5Y5 Main Menu
~ Prererences
8 Preprocessor
t~o volume b~ng cach offset tu mot m~t ph~ng co trnac.
Phuang offset 1a phap tuy~n cua m~t ph~ng.
I±I Element Type
I±I Real Constants
I±I Material Props
I±I Sections
8 Modeling
I±I Create
t~o volume ph! tu cac co trnac volume b~ng cach offset
tu cac m~t ph~ng tren volume co trnac. Co Msf> ti 1~ thea
cac phuang x, y va z gifra m~t t~o thanh va m~t ban d~u.
8 Operate I d I I be, 'h ~
8 EKtrude t~o cy in rica vo ume ang cac xoay mot area xung
~ Elem EKt Opts ~quanh mot tll)c.
8 m!!!
~ Along Normal
,,0l By XYZ Offset t~o volume b~ng cach quet mot area thea mot duang
~ About AKis ~ I I d~n.
J1 Along Lines ",~:""------I.
Hinh 3.26
• Extrude lines
8 Operate t~o cylindrical area b~ng cach xoay mot line xung quanh mot
8 EKtrude IbI Elem EKt Opts tll)C.
I±I Areas
8_~ About AKis E---' I t~o area b~ng cach quet mot line thea mot duang d~n.
;n Along Lines +-----'
Hinh 3.27
• Extrude keypoints
8 Operate
8 EKtrude
~ Elem EKt Opts
I±I Areas
I±I Lines
t~o circular line b~ng cach xoay mot keypoint xung quanh mot
tll)c.
8 UHIIHtl :=Jt~o line b~ng cach quet mot keypoint thea mot duang d~n.
.Jl About AKis
,,0l Along Lines
Hinh 3.28
b) Extend Line
8 Operate
I±I EKtrude
~ §i§n,uut§ ~ Keo dai mot do~n th~ng t~i d~u mut cua chung.
Hinh 3.29
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c) Booleans
• Intersect
El Operate
I±I Extrude tim giao nhau gifra cac volume.
?l Extend Line JrEl BOOlea.ns ~ tim giao nhau gifra cac area.
El Intersect
El Common tim giao nhau gifra cac line.
?l @Liim¥~
F Areas
~ Lines
Hinh 3.30
El Intersect
I±I Common .Itim giao nhau tung doi mot gifra cac volume.
El i#MU ,. ,~. ~ ._ ,
~ Volumes I tIm glao nhau tung d01 mot gma cac area.
YI Areas "":I(~_...J.
~ Lines I( tim giao nhau tung doi mot gifra cac line.
Hinh 3.31
El Operate
I±I Extrude
Jil Extend Line tim giao nhau gifra area va volume. K~t qua cho ra la area.
El Booleans
El @i§t!§M H,tim giao nhau gifra line va volume. K~t qua cho ra la line.
I±I Common
'; pairwis~h I tim giao nhau gifra area va volume. K~t qua cho ra la
"'~ Area Wit Vo ume
~ Line with Volume d I I line.
}'l Line with Area ....I(~_ _ _...J.
Hinh 3.32
• Add
El Operate
I±I Extrude cong cac volume rieng bi~t thanh mot volume duy nh~t.
~ Extend Line
El Booleans ,
I±I Intersectdfrcong cac area rieng bi~t thanh mot area duy nhat.
El D
~ Volumes i I cong cac line rieng biet thanh mot line duy nh~t.
"'. Areas I( . I . . .
~ Lines ...I(f------i
Hinh 3.33
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• Subtract
El Operate
I±I Extrude
.? Extend Line
El Booleans
tm mot ph~n cua mot volume tu cac volume khac. Volume nh~p
tmac la volume bi tm, nh~p sau la volume tm.
I±I Intersect tm mot ph~n cua mot area tu cac area khac. Area nh~p tmac la
I±I Add df b" h" l' ,El Mad' area ~ tm, n ap sau a area tm.
J1 Volumes
J1 Areas
J1 Lines ( tm mot ph~n cua mot line tu cac line khac. Line nh~p tmac la
Hinh 3.34 line bi tm, nh~p sau la line tm.
• Glue
El Booleans
I±I Intersect
I±I Add
I±I Subtract
I±I Divide dan dinh cac line, cac area
• Partition
El Booleans
I±I Intersect
I±I Add
I±I Subtract
I±I Divide
El :am~ ho~c cac volume l~i vai
nhau.
I±I Glue
I±I Overlap
I±I ilfflijitiffl
chia cac line, cac area
~ ho~c cac volume vai
nhau.
Hinh 3.35
• Divide
EI Operate
I±I Extrude
j1 Extend Line
EI Booleans
Hinh 3.36
chia volume b~ng area.
I±I Intersect Jfrchia volume b~ng m~t ph~ng lam vi~c.
I±I Add
~~~~;:~:;,::~ Ii~h:~:::e:~~::::J" Mea by Volume ~::=J r
JlI Area by Area ( .- chia area b~ng line.
JlI Area by Line <I!E(-----....J.
JlI Area by WrkPlane ( L h' bCo ~ h;; l' .~
JlI Line by Volume ( C la area ang m~t pang am Vl~C.
.?I Line by Area ~ L '. Co
.F Line by Line ~L Chla lzne bang volune.
.?I Line by WrkPlane ,
}i1 Line into 2 ln's chia line bang area.
JlI Line into N ln's ,
.fI Lines wi Options chia line bang line.
Hinh 3.37 chia line b~ng m~t ph~ng lam vi~c.
chia line thanh hai ph~n b~ng cach nh~p tllJc ti~p vao ch6 dn
chiao
chia line thanh hai ph~n nhi~u ph~n bang nhau.
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