7X\͛QWͅS%iRFiR³+ͱLQJKͣ6LQKYLrQ1JKLrQF΁X.KRDKͥF´O̿QWK΁ ĈҥLKӑFĈj1ҹQJ- 2008

127
NGHIÊN CӬ8 6Ӵ7ѬѪ1*7È&&Ӫ$1+Ï0&Ӑ&9¬
1ӄ1ĈҨ7'ѬӞ,7È&'Ө1*&Ӫ$7Ҧ,75Ӑ1*1*$1G
%Ҵ1*0Ð+Î1+6Ӕ
STUDYING THE INTERACTION BETWEEN GROUP PILLS AND
FOUNDATION UNDER TRANSVERSAL LOAD BY NUMERICAL MODEL

SVTH: 3+Ҥ07Ă1*;8Æ1+2¬
/ͣS;&7U˱ͥQJĈ̩L+͕F%iFK Khoa
&%+'7K6ĈӚ0,1+ĈӬ&
.KRD;k\G͹QJ''&1, 7U˱ͥQJĈ̩L+͕F%iFK.KRD

7Ï07Ҳ7
7tQK WѭѫQJ WiF JLӳD QKyP FӑF Yj QӅQ ÿҩW Oj SKӭF WҥS 9LӋF WLӃS FұQ EjL WRiQ Qj\ EҵQJ
SKѭѫQJ SKiS JLҧL WtFKUҩW NKy NKăQ %iR FiR Qj\ WUuQKEj\ FiFK P{ KuQK KyD Yj Vӱ Gөng
SKѭѫQJSKiSVӕÿӇQJKLrQFӭXVӵOjPYLӋFÿӗQJWKӡLFӫDQKyPFӑFYjQӅQÿҩWFNJQJQKѭVӵ
WѭѫQJWiFJLӳDFK~QJYӟLQKDXGѭӟLWiFGөQJFӫDWҧLWUӑQJQJDQJFy[pWÿӃQNLӇXOLrQNӃWPӝW
FKLӅXJLӳDFӑFYjQӅQÿҩW
ABTRACT:
The interaction between group pills and foundation are complicated. To approach this problem
by analytic method is very difficult. This article presents the way to model and use the
numerical method in order to study the working together of group pills and foundation as well
as the interaction among them under transversal load with consideration of the incompressible
connection between pills and soil.

1. Mӣ ÿҫX
DѭӟL tác dөQJ cӫD tҧL trӑQJ, các cӑc có sӵ tác dөQJ tѭѫng hӛ giӳD chúng vӟL nhau cNJQJ
nhѭ giӳD chúng vӟL nӅQ ÿҩW. ViӋF ÿiQK giá mӝW cách chính xác sӵ làm viӋF cӫD chúng là mӝW
bài toán có khӕL lѭӧQJ tính rҩW lӟQ và rҩW phӭF tҥS. Vì vұ\, trong thӵF tӃ thiӃW kӃ các móng cӑF

và nӅQ ÿҩW làm viӋF nhѭ mӝW vұW thӇ ÿjQ hӗL liên tөF vӟL các ÿһF trѭng cѫ hӑF ÿѭӧF xác ÿӏQK tӯ
kӃW quҧ thí nghiӋP. Ngoài ra còn xét ÿӃQ tính liên kӃW mӝW chiӅX cӫD cӑF và nӅQ ÿҩW ÿӇ phҧQ
ҧQK chính xác hѫn nӳa tính chҩW cѫ hӑF cӫD ÿҩW.
3. Cѫ sӣ lý thuyӃW
3.1. Liên k͇W m͡W chi͉X
Khi cӑF chӏX tҧL trӑQJ, sӁ có mӝW cùng ép chһW vào
nӅQ ÿҩW trong khi vùng còn lҥL thì tách ra khӓL. Nhѭ vұ\
liên kӃW giӳD cӑF ÿҩW chӍ có thӇ làm viӋF theo mӝW chiӅX
nhҩW ÿӏnh (chiӅX gây nén) mà không thӇ theo chiӅX ngѭӧF
lҥL. KiӇX liên kӃW ÿy gӑL là liên kӃW mӝW chiӅX (kiӇX Gap
vӟL khoҧQJ hӣ bҵQJ không). Mô hình hoá liên kӃW mӝW
chiӅX chӍ chӏX nén nhѭ trên hình vӁ (H.3.1)
3.2. Mô hình hoá bài toán b̹QJ ph˱˯ng pháp s͙
Theo [5], [9], [10], nӝL dung cӫD phѭѫng pháp sӕ theo mô hình chuyӇQ vӏ ÿӇ áp dөQJ
vào bài toán này nhѭ sau: KӃW cҩX ÿѭӧF chia thành các phҫQ tӱ nӕL vӟL nhau tҥL các nút trong
ÿy cӑF là phҫQ tӱ thanh (Frame), nӅQ ÿҩW là phҫQ tӱ khӕL (Solid). Liên kӃW giӳD cӑF và ÿҩW là
liên kӃW mӝW chiӅX (Gap) có ÿӝ cӭQJ bҵQJ vô cùng. Phѭѫng trình cân bҵQJ tәQJ quát ӭQJ vӟL
trѭӡQJ hӧS hӋ chӏX tҧL trӑQJ tác dөQJ tƭQK:
[K(u)].[u] = [F] (3-1)
+ [K(u)] là ma trұQ ÿӝ cӭQJ
tәQJ thӇ. [K(u)] là hàm sӕ theo u do
tính phi tuyӃQ cӫD liên kӃW mӝW chiӅX.
+ [u] là véc tѫ chuyӇQ vӏ nút.
+ [F] là véc tѫ lӵF nút.
Ĉky là phѭѫ
ng trình phi tuyӃQ
nên sӱ dөQJ cách lһS ÿӇ giҧL.
Sau khi xác ÿӏQK ÿѭӧF véctѫ
chuyӇQ vӏ nút, vұQ dөQJ lý thuyӃW ÿjQ
hӗL ÿӇ xác ÿӏQK nӝL lӵF trong hӋ.

(kN/m
2
), hӋ sӕ Poisson Q = 0,2.
- NӅQ ÿҩW gӗP: lӟS sét mӅP có G = 4(m); P = 0,4; E
s
= 20(MPa); lӟS cát chһW có
G = f; P = 0,35; E
s
= 65(MPa); (trong ÿy G; P; E
s
lҫQ lѭӧW là bӅ dày; hӋ sӕ nӣ hông;
môÿXQELӃQ dҥQJ lӟS ÿҩW.
- MӛL cӑF chӍ chӏX tҧL trӑQJ ngang Q = 6(kN).
Bài toán ÿѭӧF phân tích theo 3 mô hình: cӑF ÿѫn, nhóm 4 cӑF vӟL khoҧQJ cách
cӑF là 3D, nhóm 4 cӑF vӟL khoҧQJ cách cӑF là 6D. Trong ÿy, D = 0,2(m) là cҥQK tiӃW
diӋQ cӑF.
9LӋFP{KuQKKRiFӑF- QӅQWKӵFKLӋQEҵQJSKҫQPӅP6DSYjFKӑQFiFK
JLҧLEjLWRiQSKLWX\ӃQ

+uQK0̿WF̷WG͕FP{KuQK +uQK0̿WF̷WQJDQJP{KuQK
&͕F- 1͉Q ÿ̭W &͕F- 1͉Qÿ̭W

+uQK%L͋Xÿ͛P{PHQYjFKX\͋QY͓ͱQJYͣLFiFWU˱ͥQJKͫSSKkQWtFK
D&͕Fÿ˯QE1KyPF͕F'F1KyPF͕F'
9LӋFVR ViQKQӝLOӵFYjFKX\ӇQYӏOӟQQKҩW thӇ hiӋQ WURQJ%ҧQJ
a
b
c
Mô men
&KX\ӇQYӏ

KӃW quҧ nghiên cӭX thӇ hiӋQ sӵ ÿ~QJ ÿҳQ cӫD mô hình và cho phép khҷQJ ÿӏQK
lҥL các kӃW luұQ lҥL các nghiên cӭX trѭӟF ÿky bҵQJ các mô hình khác.
Mô hình này cho kӃW quҧ tin cұy hѫn các mô hình bҵQJ lý thuyӃW trѭӟF ÿk
y. TҩW
nhiên, sӵ tѭѫng tác còn phө thuӝF vào nhiӅX yӃX tӕ nhѭ cѭӡQJ ÿӝ tҧL trӑQJ; tiӃW diӋQ
cӑF; môÿun ÿjQ hӗL, hӋ sӕ nӣ hôQJYjWtQKFKҩWNKiFFӫDQӅQÿҩW.
Nên áp dөQJ mô hình này vào viӋF phân tích nӝL lӵF và chuyӇQ vӏ ÿӇ có ÿѭӧF
kӃW quҧ chính xác hѫn trong công tác thiӃW kӃ móng cӑF. TÀI LIӊ8 THAM K+Ҧ2

7LӃQJ9LӋW
[1] Lê Quí An, NguyӉQ Công MүQ, Hoàng Văn Tân (1998), Tính toán n͉Q móng theo tr̩QJ
thái giͣL h̩Q, Nhà xuҩW bҧQ Xây dӵQJ.
[2] Lê Anh Hoàng (2004), N͉Q Móng, Nhà xXҩW EҧQXây dӵQJ.
ĈҥL lѭӧQJ so
sánh
CӑF
ÿѫn
CӑF trong
nhóm 3D
LӋFK so vӟL
cӑF ÿѫn
CӑF trong
nhóm cӑF 6D
LӋFK so vӟL
cӑF ÿѫn
Mô men lӟQ
nhҩW (kN.m)
7X\͛QWͅS%iRFiR³+ͱLQJKͣ6LQKYLrQ1JKLrQF΁X.KRDKͥF´O̿QWK΁ ĈҥLKӑFĈj1ҹQJ- 2008 132
TÍ1+.+81*3+Ҷ1*&Ï;e7Ĉӂ1ĈӜĈ¬1 HӖ, &Ӫ$
1Ò7%Ҵ1*3+ѬѪ1*3+È3 &+8<ӆ19ӎ

ANALYSING PLANAR FRAMES WITH CONSIDERATION OF THE LINEAR
ELASTIC ROTATIONAL SPRINGS USING DISPLACEMENT METHOD

697+%Ô,$1+1*Ӑ&
/ͣS;/77U˱ͥQJĈ̩LK͕F%iFKNKRDĈ+Ĉ1
GVHD: Ths. ĈӚ 0,1+ĈӬ&
Khoa XDDD&CN 7U˱ͥQJĈ̩LK͕F%iFKNKRDĈ+Ĉ1

TÓM TҲ7
%iRFiRQj\WUuQKEj\NӃWTXҧ[k\GӵQJSKѭѫQJSKiSWtQKNKXQJSKҷQJFy[pWÿӃQWtQKTXk\
ÿjQKӗLWX\ӃQWtQKFӫDQ~WNKXQJEҵQJSKѭѫQJSKiSFKX\ӇQYӏĈӇiSGөQJWiFJLҧÿmOұS
trìnhSKkQWtFKEҵQJVӕFKRPӝWVӕEjLWRiQFөWKӇWӯÿyÿiQKJLiYjVRViQKNӃWTXҧYӟL
FiFKWtQKWUX\ӅQWKӕQJ.ӃWTXҧWKXÿѭӧFWӯTXiWUuQKQJKLrQFӭXFyWKӇiSGөQJYjRKӑFWұS
QJKLrQFӭXYjWKLӃWNӃNӃWFҩX
ABSTRACT
This paper presents the results of building method for analysing planar frames including refer
the linear elastic rotational springs using displacement method. For calculation, author program
and analyse numerically some examples in order to assess and compare to conventional

7X\͛QWͅS%iRFiR³+ͱLQJKͣ6LQKYLrQ1JKLrQF΁X.KRDKͥF´O̿QWK΁ ĈҥLKӑFĈj1ҹQJ- 2008

133
+ Trong [3] & [5] các WiFJLҧ[k\GӵQJFiFKJLҧLEjLWRiQEҵQJSKѭѫQJSKiSSKҫQWӱ
KӳXKҥQYj iSGөQJFiFWLrX FKXҭQYjRWKӵFWӃWKLӃWNӃ[k\GӵQJ
+ 7URQJ>@FiFWiFJLҧÿLVkXYjRYLӋFP{KuQKKyDWtQKÿjQKӗL cӫD nút WӯFiFVӕOLӋX
WKtQJKLӋPWKӵFWӃFNJQJQKѭ[k\GӵQJFiFVѫÿӗFѫKӑFFKRFiFOLrQNӃW
&iFQJKLrQFӭXQj\FKR SKpSJLҧLTX\ӃWÿѭӧFQKLӅXYҩQÿӅYӅWtQKÿjQKӗLFӫDQ~W
NKXQJQKѭQJ vүQ FKѭa thҩ\ [k\GӵQJFiFKWLӃS cұQ EjLWRiQEҵQJSKѭѫQJSKiSFKX\ӇQYӏPӝW
SKѭѫQJSKiSUҩWFѫ EҧQNKLJLҧLFác EjLWRiQNӃWFҩX
Trong phҥP vi ÿӅ WjL các tác giҧ [k\ GӵQJ FiFK JLҧL EjL WRiQ EҵQJ SKѭѫQJ SKiS
FKX\ӇQ Yӏ PjQӝLGXQJFKӫ\ӃXOjQJKLên cӭX, lұS FiFSKҫQWӱPүXÿiQK giá ҧQKKѭӣQJ bӣL
WtQKÿjQKӗLFӫDQ~WNKXQJÿӃQQӝLOӵFYjELӃQGҥQJFӫD hӋ khung phҷQJ.

3. NhӳQJ nJKLrQFӭXOêWKX\ӃW
3.1. Ĉ͡ÿjQK͛LFͯDQ~WNKXQJ

ĈӇ ÿiQK JLi Wính ÿjQ KӗL FӫD Q~W NKXQJ,
ngѭӡL ta dùng ÿҥL lѭӧQJ R gӑL là ÿӝ cӭQJ ÿjQ hӗL
cӫD nút, là tӹ sӕ giӳD mômen tác dөQJ tҥL nút M vӟL
góc xoay biӃQ dҥQJ cӫD nút
M
.

M
M
R
(3.1)
R có thӭ nguyên (LӵF x chiӅX dài/rad)
Theo [1] và [4], ÿӇ xác ÿӏQKJLá trӏ ÿӝ cӭQJ

°
°
®




0 R R R .Zr .Zr .Zr .Zr

0 R R R .Zr .Zr .Zr .Zr
0 R R R .Zr
.Zr .Zr .Zr
nzntnpnnn3n32n21n1
2z2t2pn2n323222121
1z1t1pn1n313212111
(3.2)

M
M
R
H
ình 3.1 Hình ̫QK Q~WÿjQK͛L
7X\͛QWͅS%iRFiR³+ͱLQJKͣ6LQKYLrQ1JKLrQF΁X.KRDKͥF´O̿QWK΁ ĈҥLKӑFĈj1ҹQJ- 2008 134
%ѭӟF;iFÿӏQKFiFKӋVӕYjVӕKҥQJWӵGRFӫDSKѭѫQJWUuQKFKtQKWҳF
%ѭӟF*LҧLKӋ SKѭѫQJWUình, [iFÿӏQKQӝLOӵFYjFKX\ӇQYӏFӫDKӋEDQÿҫX

ĈӇJLҧLKӋSKѭѫQJWUuQKFKtQKWҳF[iFÿӏQKnӝL lӵF và chuyӇQ vӏ, tURQJÿӅWjL, các tác

ph
=
M
l
EI4
.
4
3
.
2
21
12
rr
rr


M
tr
=
'



M
tr
=
21
21
2
4
)2(3
.
12 rr
rrql



M
ph
=
21
12
2
4
)2(3
.

2
nҵP trong khoҧQJ [0;1]
r
1,
r
2
ӭQJYӟLOLrQNӃWӣQ~WNKXQJOjOLrQNӃWNKӟS
r
1,
r
2
ӭQJYӟLOLrQNӃWӣQ~W khung là tuyӋW ÿӕL cӭQJ.
r
1,
r
2
có thӇ xem nhѭ là các hӋ sӕ không thӭ nguyên.
Theo tài liӋX [3], các ÿҥL lѭӧQJ r
1,
r
2
nҵP trong khoҧQJ
94,077,0 y

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- ChӍ xét ÿӃQ tính ÿjQ hӗL tҥL vӏ trí liên kӃW cӫD
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TiӃQ hành xác ÿӏQK nӝL lӵF và chuyӇQ vӏ tҥL mӝW sӕ tiӃW diӋQ theo r ӭQJ vӟL trѭӡQJ hӧS
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3.4.3. .͇WTX̫
Sau khi thӵF hiӋQ theo trình tӵ tính toán trong MөF 3.2 vӟL các phҫQ tӱ mүX tra trong
BҧQJ 3.1, sӱ dөQJ chѭѫng trình Matlab, lұS trình tính giҧL nӝL lӵF và chuyӇQ vӏ tҥL mӝW sӕ tiӃW
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%̫QJ.͇WTX̫P{PHQYjFKX\͋QY͓ t̩L m͡W s͙ ti͇W di͏Q.
r

Mômen ÿҫX trái
dҫP WҫQJ1 (kNm)
Mômen ÿҫX SKҧL
dҫP WҫQJ1 (kNm)
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Mômen chân cӝW
trái WҫQJ1(kNm)
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0,5 -2,1081 16,9690 -2,1081 -21,1860
4,1419
4,1419 0,4536 -22,371
0,6 -2,3773 17,8950 -2,3773 -22,6500
3,8727
3,8727 0,5089 -21,166
0,7 -2,6162 18,6470 -2,6162 -23,8790
3,6338
3,6338 0,5576 -20,213
0,75 -2,7259 18,9720 -2,7259 -24,4240
3,5241
3,5241 0,5799 -19,806
0,8 -2,8297 19,2700 -2,8297 -24,9290
3,4203
3,4203 0,6010 -19,436
0,85 -2,9281 19,5440 -2,9281 -25,4000
3,3219
3,3219 0,6209 -19,098
0,9 -3,0216 19,7960 -3,0216 -25,8390
3,2284
3,2284 0,6398 -18,788
0,95 -3,1104 20,0300 -3,1104 -26,2500
3,1396
3,1396 0,6577 -18,502
1 -3,1950 20,2460 -3,1950 -26,6360
3,0550
3,0550 0,6748 -18,238

r


0,2 -0,9317 7,9017 -0,9317 -9,7651
5,3183
5,3183 13,008 13,008
0,3 -1,2441 7,1769 -1,2441 -9,6650
5,0059
5,0059 11,739 11,739
0,4 -1,4966 6,4681 -1,4966 -9,4613
4,7534
4,7534 10,644 10,644
0,5 -1,7058 5,8547 -1,7058 -9,2662
4,5442
4,5442 9,6883 9,6883
0,6 -1,8822 5,3361 -1,8822 -9,1005
4,3678
4,3678 8,8469 8,8469
0,7 -2,0334 4,8978 -2,0334 -8,9646
4,2166
4,2166 8,1004 8,1004
0,75 -2,1012 4,7041 -2,1012 -8,9064
4,1488
4,1488 7,7577 7,7577
0,8 -2,1645 4,5250 -2,1645 -8,8540
4,0855
4,0855 7,4333 7,4333
0,85 -2,2237 4,3592 -2,2237 -8,8067
4,0263
4,0263 7,1257 7,1257
0,9 -2,2794 4,2054 -2,2794 -8,7641
3,9706
3,9706 6,8336 6,8336


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TiӃQJ ViӋW

[1] 1J{7KDQK'NJQJTính kKXQJSK̻QJFyN͋ÿ͇Qÿ͡ÿjQK͛LFͯDQ~WNKXQJ/XұQ
YăQWKҥFVӻNӻWKXұW+j1ӝL
[2] /ӅX7Kӑ7UuQK&˯K͕FN͇WF̭X1Kj[XҩWEҧQNKRDKӑFNӻWKXұW+j1ӝL 7LӃQJ$QK
[3] W Chen (2000), Practical Analysis for semi ± rigid Frame design, Pubished World
Scienticfic Pulishing Co Pte.Ttd, Singapore.
[4] C.Faella, V.Piluso and G.Rizzano (2000), Structural steel semirigid connections,
Published by CRC Press LLC.

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4. .KҧRViWVӵSKkQEӕQӝLOӵFWURQJFiFYiFKFӭQJQKjFDRWҫQJWK{QJTXDPӝWVӕP{
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;pWPӝWF{QJWUuQKFDRWҫQJYӟLNӃWFҩXNKXQJYiFKFKӏXOӵFQҵPWURQJYQJ,,ÿӏD
hình B (theo TCVN 2737-WKHRWLrXFKXҭQ$,-OjÿӏDKuQK,,,FKӏXWҧLWUӑQJJLy
YӟLJLiWUӏiSOӵFJLy:
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Công trình:- 0һWEҵQJF{QJWUuQK[P
2
- &KLӅXFDRWҫQJP- Sàn dày 16 cm
- 7LӃWGLӋQFӝWP[P- 7LӃWGLӋQGҫPP[P- Bêtông B25.

R
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- 7UѭӡQJKӧS0һWEҵQJNK{QJÿӕL[ӭQJ
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&KXNǤGDRÿӝQJ7
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T
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&KXNǤGDRÿӝQJ7
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L
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T
T
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4 0.7 710.24 0.00013 123.3 102.99 19.72 1517 1436 5.64
5 1.45 710.24 0.0002 125.71 105.11 19.60 2223 2163 2.77
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Vách biên 9iFKJLӳD Vách biên 9iFKJLӳD
1 0 718 0.00036 147.67 141.35 4.47 2486.5 2344.7 6.05
2 0.7 1395.00 0.00056 184.11 146.69 25.51 2833.76 2369 19.62
3 1.45 1500.00 0.00103 192.69 136.27 41.40 4004.1 3490.7 14.71

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TCVN AIJ
'Q/Q (%)'M/M (%)'Q/Q

(%)'M/M

(%)
1 0 -1.06 0.16 4.47 0.16
2 0.7 22.71 14.39 25.51 14.39
3 1.45 41.00 11.29 41.40 11.29
4 0.7 19.72 5.64 24.21 5.64
5 1.45 19.60 2.77 26.27 2.77
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2486.55
14.48
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2471.9
2833.8
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2223
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10
5. .ӃWOXұQ
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6. .LӃQQJKӏ
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FKӏXҧQKKѭӣQJFӫDELӃQGҥQJQKLӋWYjFRQJyWNKi nhà dài)9uYұ\SKҧLWӫ\ÿLӅXNLӋQFөWKӇ
ÿӇEӕWUtYiFKFӭQJKӧSOêQKҩW

.KRD;'''&17U˱ͥQJĈ̩LK͕F%iFKNKRDĈ+Ĉ1
7yPWҳW
ĈӅWjLQJKLrQFӭXYjÿѭD UDSKѭѫQJSKiSWtQK WRiQPyQJ&ӑF;L0ăQJ ± ĈҩWNӃWKӧSYӟL
Móng bè cho FiFF{QJWUuQKGkQGөQJYӯDYjFDRWҫQJORҥL-WҫQJWUrQFѫVӣNӃWKӧSOê
WKX\ӃWWtQKWRiQFӫDFiFWiFJLҧWURQJQJRjLQѭӟFYjӭQJGөQJSKҫQPӅP(7DEV9.ӃW
TXҧQJKLrQFӭXQӃXÿѭӧFPӣUӝQJYjiSGөQJYjRWKӵFWӃVӁJySSKҫQKҥWKҩSJLiWKjQKxây
GӵQJF{QJWUuQKYjJLҧLWӓDÿѭӧFFѫQVӕWJLiFҧQJX\rQYұWOLӋXKLӋQQD\
Abstract
This major is carried out to do a research on Soil Cement Pile and to propose the calculating
methods for them . Basing on combinating the theory of authors outside and inside the country
as well as applying the ETabs V9.14 software. This research result will make contribution to
reducing the construction price and solve the current materials and raw materials price fever if
it is specifically studied and applied into the practice

1. Mӣ ÿҫX
&QJYӟLVӵSKiWWULӇQQKDQKFKyQJFӫDQӅQNLQKWӃWKӏWUѭӡQJ[k\GѭQJӣ9LӋW1DP
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QJX\rQYұWOLӋXYүQWLӃSWөFWăQJYӟLWӕFÿӝFKyQJPһWOjPFKRFiFQKjWKҫXYjFKӫÿҫXWѭÿӅX
FKӏXQKLӅXWәQWKҩW
.K{QJQKӳQJWKӃ FiFF{QJQJKӋFӑFpSFӑFQKӗLWX\FyVӭFFKӏXWҧLUҩWOӟQQKѭQJErQ
FҥQKÿyQyFNJQJEӝFOӝQKӳQJQKѭӧFÿLӇPFNJQJUҩWOӟQ&yQKLӅXFKLSKtWӕQNpPSKөWKHR
JLiWKjQKFDRPҩWQKLӅXWKӡLJLDQWKLF{QJJk\{QKLӉPP{LWUѭӡQJVLQKWKiL[XQJTXDQK
dӉ[ҧ\UDVӵFӕWURQJTXiWUuQKWKLF{QJ
&KtQKYuWKӃPjPӝWF{QJQJKӋPӟLÿmÿѭӧFQJKLrQFӭXYjÿDQJÿѭӧFiSGөQJUӝQJUmL
ӣQKLӅXQѫLWUrQWKӃJLӟLĈyFKtQKOjF{QJQJKӋ&ӑF;L0ăQJ- ĈҩW
6RYӟLFiFF{QJQJKӋPyQJFӑFNKiFF{QJ QJKӋPyQJFӑFYӳD[LPăQJÿҩWWӓUDFy
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