[求助]求教“在ANSYS里如何用强度折减法算安全系数？” [复制链接]

各位高手： %a%xUce&-X  
    小弟初学ANSYS，看到不少文章在ANSYS里面用强度折减法求边坡的安全系数，但不知具体过程如何实现，不知哪位可传一个例子给小弟看看，GUI或命令流的都可以啊

同求 呵呵 谁知道啊

可以参考一下徐干成的有关论文，上面有相关内容

不断降低c和摩擦角，直到不收敛

我已经自己解决了，哎

拜托，请楼主换张照片！好嘿人哦！

(1)创建物理环境 -,y
p?<  
/COM, Structural                             rl}<&aPH  
/TITLE, Slope stability Analysis                 YE`Y t  
/FILNAM,support,1                             }u
ma<b  
(2)建立模型 !q&Td  
!进入前处理器 Gazva/e  
/PREP7 ~dS15E4-Pp  
!定义单元类型 RJD{l+  
ET,1,PLANE82                               !定义边坡围岩单元 ."wF86jW|  
KEYOPT,1,3,2                                !求解类型为平面应变 Gwk$<6E  
!定义材料属性 }U8v ~wcd  
!边坡围岩1材料属性   /Bt!xSI  
MP,EX,1,3E10   }||u{[  
MP,PRXY,1,0.25     x$q}lJv_  
MP,DENS,1,2500                             !定义塑性模型 p3vf7eqn  
TB,DP,1                                     !定义数据表1 T +vo)9w  
TBDATA,1,9E5,42.8                           !给数据表输入数据 wG49|!l6T  
!边坡围岩2材料属性                         !采用弹性模型 _0+X32HjJ  
MP,EX,2,3.2E10                              ！定义弹性模量 f-18nF7{  
MP,PRXY,2,0.24                              !定义泊松比 vv.E6D^x(  
MP,DENS,2,2700                             !定义密度 hJ(vD
v%  
!取强度折减系数F=1.2时边坡围岩材料属性 pVc+}Wzh  
MP,EX,3,3E10   Xf4~e(O  
MP,PRXY,3,0.25     y"yo\IDW  
MP,DENS,3,2500 V;eaQ  
TB,DP,3                                     !定义数据表3 9s<4`oa  
TBDATA,1,7.5E5,37.7                         !给数据表输入数据 (tYZq86`  
!取强度折减系数F=1.4时边坡围岩材料属性 A,F~*LXm  
MP,EX,4,3E10   PIU@}:}  
MP,PRXY,4,0.25                              !定义泊松比 eN<L)a:J_  
MP,DENS,4,2500 t,r]22I,`  
TB,DP,4                                    !定义数据表4 <\O+
 
TBDATA,1,6.4E5,33.5                        !给数据表输入数据 P<IDb%W  
!取强度折减系数F=1.6时边坡围岩材料属性 bkd`7(r  
MP,EX,5,3E10   \2kLj2!  
MP,PRXY,5,0.25     K T0t4XPM  
MP,DENS,5,2500                             ！定义密度 '4uu@?!dVk  
TB,DP,5                                    !定义数据表5 t.8r~2(?  
TBDATA,1,5.6E5,30                          !给数据表输入数据 :&wb+tV  
!取强度折减系数F=1.8时边坡围岩材料属性 @dv8 F "v  
MP,EX,6,3E10                               ！定义弹性模量 jRjeL'"G  
MP,PRXY,6,0.25     b$klm6nMvm  
MP,DENS,6,2500 9:p-F+  
TB,DP,6                                    !定义数据表6 jMn,N9Mf  
TBDATA,1,5.0E5,27.2 Q3WI@4  
!取强度折减系数F=2.0时边坡围岩材料属性 BP9#}{kE  
MP,EX,7,3E10   l$&~(YE f  
MP,PRXY,7,0.25                             !定义泊松比 lQ?jdi  
MP,DENS,7,2500 &Pb:P?I  
TB,DP,7                                    !定义数据表7 Kn:Ml4[;  
TBDATA,1,4.5E5,24.8 V<UChD)N`  
!取强度折减系数F=2.2时边坡围岩材料属性 Mw0>p5+ cy  
MP,EX,8,3E10   Nbr$G=U  
MP,PRXY,8,0.25     V~/G,3:0y%  
MP,DENS,8,2500 bVzi^R"  
TB,DP,8                                     !定义数据表8 ],SQD3~9  
TBDATA,1,4.09E5,22.8 <kFLwF?PM'  
!取强度折减系数F=2.4时边坡围岩材料属性 b;b,t0wS  
MP,EX,9,3E10   $Wj= V  
MP,PRXY,9,0.25     u0L-xC$L  
MP,DENS,9,2500 R1H^CJ=v0  
TB,DP,9                                      !定义数据表9 ~uc7R/3ss  
TBDATA,1,3.6E5,21.1                          !给数据表输入数据 UiG/Rn  
!取强度折减系数F=2.6时边坡围岩材料属性 {|u"I@M*O  
MP,EX,10,3E10                                ！定义弹性模量   \<pr28  
MP,PRXY,10,0.25                              !定义泊松比 Y]SF0:v!n  
MP,DENS,10,2500                           ！定义密度 T`!R ki%~  
TB,DP,10                                   !定义数据表10 wNHn.  
TBDATA,1,3.46E5,19.6                        !给数据表10输入数据 W+&5G(z~  
!取强度折减系数F=2.8时边坡围岩材料属性 W#bYz{s.  
MP,EX,11,3E10                              ！定义弹性模量 -~{Z*1`,  
MP,PRXY,11,0.25                             !定义泊松比 5z_d$.CIc  
MP,DENS,11,2500 i"G'#n~e  
TB,DP,11                                   !定义数据表11 n.+'9Fj  
TBDATA,1,3.2E5,18.2                         !给数据表11输入数据 =3
X>Ur  
!取强度折减系数F=3.0时边坡围岩材料属性 3Cj)
upc  
MP,EX,12,3E10                              ！定义弹性模量 V^,gpTyv*  
MP,PRXY,12,0.25     $
!_ X9)e  
MP,DENS,12,2500                            ！定义密度 +b-ON@9]J`  
TB,DP,12                                   !定义数据表12 /Q3>w-h  
TBDATA,1,3.0E5,17.1                        !给数据表12输入数据 $Er=i }`  
!建立几何模型 B4b'0p  
!创建边坡线模型线 ,m<YSMKX  
K,1,,,,                                      ！ 创建关键点1 FY'0?CT$  
K,2,-800,,, b11I$b #  
K,3,-800,-800,,   NVb}uH*i  
K,4,-800,-1200,, =R=V  
K,5,1200,-1200,,   -{0Pq.v  
K,6,1200,-800,,   i]c{(gd`  
K,7,1200,,, ~3:VM_  
K,8,1200,378,, DDr\Kv)k(  
K,9,430,378,, U"7o;q  
l,1,2                                        !连接关键点1、2生成直线L1 Qbv@}[f  
l,2,3 *5PQ>d G  
l,3,4 uU 7 <8G  
l,4,5 ^i8,9T'=  
l,5,6 */e$S[5  
l,6,7 ]Uwp\2Bc  
l,7,8 iW6O9~  
l,8,9 \>5sW8P]H`  
l,9,1 5b:1+5iF-  
l,1,7 ^^v3iCT  
l,3,6 5}G_2<G  
!创建边坡面模型 Dd1k?  
al,3,4,5,11                              !由线L3、L4、L5、L11生成一个面A1 Yd3lL:M  
al,1,2,11,6,10                            !由线L1、L2、L1、L6、L10生成一个面A2 o:#jvi84F  
al,7,8,9,10                              !由线L7、L8、L9、L10生成一个面A3 t5E$u(&+'B  
/PNUM, area, on                         !打开面号开关 &MpLm&  
!划分网格生成有限元模型 MQP9^+f)O?  
! 划分边坡围岩2网格 c \??kQH  
!设置网格份数 'b.jKkW7  
lsel,s,,,3,5,2                               !选择线L3和L5 f$>_>E  
lesize,all,,,5                               !把所选择线分为5段 x~5,v5R^]  
lsel,s,,,4,11,7                              !选择线L4和L11 1#x5 o2n  
lesize,all,,,26                              !把所选择线分为26段 Tg^8a,Lt  
mat,2                                    !给边坡围岩2赋予2号材料特性 "9xJ},:-  
type,1                                   !采用单元类型1 )"\= _E#  
mshkey,0                                 !设定自由网格划分 _-vlN  
mshape,0                                 !设定四边形网格划分 LhAN( [  
amesh,1                                  ！划分面积A1 gqv+|:#  
! 划分边坡围岩1网格 $?F_Qsy{d  
!设置网格份数 B5 /8LEWw  
lsel,s,,,2,6,4                               !选择线L2和L6 M<Bo<,!ua  
lsel,a,,,1                                  !附加选择线L1 rCa]T@=  
lesize,all,,,10                              !把所选择线分为10段 gN}$$vS  
lsel,s,,,8,10,2                              !选择线L8和L10 O h e^{:  
lesize,all,,,16                               !把所选择线分为16段 6|p8_[e`  
lsel,s,,,7,9,2 \Yj_U'2"i  
lesize,all,,,12 HBp??.r  
mat,1                                     !给边坡围岩1赋予1号材料特性 eM!Oc$C8[  
type,1 uB+#<F/c  
mshkey,0                                  !设定自由网格划分 pbG-uH^  
mshape,0                                  !设定四边形网格划分 ED8
{  
amesh,2                                   !划分面积A2 D% *ww'mt0  
amesh,3                                   ！划分面积A3 7d.H8C2  
allsel jk`U7G*  
!保存网格模型 M+")*Opq  
save,Slope-grid.db ;L:UYhDbUx  
(3)施加约束和荷载 9=}#.W3.  
!给边坡模型施加约束 AM?ZhM  
!边坡两侧施加X方向约束 kDJYEI9j>  
nsel,s,loc,x,-800                             !选择X=-800线上所有节点 $~q{MX&J  
nsel,a,loc,x,1200                             !选择X=1200线上所有节点 B[mZQ&Gz`a  
d,all,ux                                     !对所选择节点约束X方向位移 -5e8m4*
 
allsel 9+(6/<  
!边坡底部施加约束 '\QJ{/JV  
nsel,s,loc,y,-1200                           !选择Y=--1200线上所有节点 ipu~T)
}  
d,all,uy                                   !对所选择节点约束X、Y方向位移 0;a10b  
d,all,ux                                   r!w4Br0  
!施加重力加速度 6 [bQ'Ir^8  
acel,,9.8 q !}~c  
(4)求解 R,.qQF\*  
/solu -c8h!.Q$  
!求解设置 @sa_/LH!K  
antype,static                                  !设定为静力求解 0{d)f1  
nsubst,100                                   !设定最大子步数为100 Bs3&yEq(  
pred,on                                      !打开时间步长预测器 rLeQBp'  
nropt,full                                     !设定牛顿-拉普森选项 %*q^i}5)E  
nlgeom,on                                    !打开大位移效果 S^1ZsD.  
lnsrch,on                                     !打开线性搜索 L5:1dF  
outres,all,all                                  !输出所有项 ,W'P8C  
cnvtol,f,,0.005,2,0.5                            !力收敛准则设定 ENA"T-p  
cnvtol,u,,0.05,2,1                              !位移收敛准则设定 _TdH6[9  
!边坡在强度折减系数F=1时求解 >t9
DI  
allsel Cw!tB1D  
solve                                        !进行求解 Ta3* G  
save,F1,db                                    !把F=1时求解结果保存 t\:=|t,  
!边坡在强度折减系数F=1.2时求解 D @wIbU  
finish |d\1xTBLp  
/solu _^?_Vb  
allsel C!K&d,M  
asel,s,area,,2,3,1                               !选择面积A2、A3 jc32s}/H  
MPCHG,3,all                                 ! 把所选择单元材料号改为3 LGtw4'yr  
allsel Rm_+kp@\  
solve                                         !进行求解  bu
tBS  
save,F1.2,db                                   !把F=1.2时求解结果保存                                                                                   rw 2i_,.*~  
!边坡在强度折减系数F=1.4时求解 N3Q .4? z9  
finish !gsrPM  
/solu ]"O*&  
allsel J}-e9vK-#  
asel,s,area,,2,3,1                               !选择面积A2、A3 DoBQ$Ke p  
MPCHG,4,all                                 !把所选择单元材料号改为4 UZ-pN_!Z:  
allsel =(R3-['QIb  
solve                                        !进行求解 \,m*CYs`  
save,F1.4,db                                  !把F=1.4时求解结果保存                             -:!Wds  
!边坡在强度折减系数F=1.6时求解 .
|P :n'  
finish h*hkl#  
/solu klc$n07  
allsel ,1t|
QvO  
asel,s,area,,2,3,1                               !选择面积A2、A3 U.Z5;E0:  
MPCHG,5,all                                 !把所选择单元材料号改为5 ;i [;%  
allsel zt  
solve Oku7&L1  
save,F1.6,db                                   !把F=1.6时求解结果保存                                                                                   -U7,~z  
!边坡在强度折减系数F=1.8时求解 Rb^G~82d?  
finish 1=X1<@*  
/solu mTL`8hv?  
allsel 0a!|*Z  
asel,s,area,,2,3,1                                !选择面积A2、A3 j5smmtM`s  
MPCHG,6,all                                  !把所选择单元材料号改为6 #N"QTD|i  
allsel ,t*H:
*  
solve ]XX>h~0  
save,F1.8,db                                   !把F=1.8时求解结果保存   mtLiS3Nk8  
!边坡在强度折减系数F=2.0时求解 DHvZ:)aT}  
finish y34<B)Wy  
/solu _Wp.s]D [  
allsel }:s.m8LC5n  
asel,s,area,,2,3,1                                !选择面积A2、A3 tp"eXA0n  
MPCHG,7,all                                   !把所选择单元材料号改为7 L|'B*  
allsel (BK_A{5  
solve bx-:aC)]2  
save,F2.0,db                                   !把F=2.0时求解结果保存                             cQ`0d3  
!边坡在强度折减系数F=2.2时求解 ra@CouR^c{  
finish c:B` <   
/solu :S-{a  
allsel 0hXx31JN N  
asel,s,area,,2,3,1                                !选择面积A2、A3 wT,=C'  
MPCHG,8,all                                  !把所选择单元材料号改为8 w xaMdA  
allsel *vqUOh  
solve q}z`Z/`/  
save,F2.2,db                                   !把F=2.2时求解结果保存                                                                                   .E7"Lfs-  
!边坡在强度折减系数F=2.4时求解 L)9Z Op5  
finish <<Z, 1{3F  
/solu %z~kHL  
allsel I;UT;/E2  
asel,s,area,,2,3,1                                 !选择面积A2、A3 0xeY0!ux  
MPCHG,9,all                                   !把所选择单元材料号改为9 e;|$nw-  
allsel #D ]CuSi  
solve v5{2hCdt  
save,F2.4,db                                   !把F=2.4时求解结果保存   nuA 0%K  
!边坡在强度折减系数F=2.6时求解 .F$cR^i5u  
finish Czy}~;_Ay  
/solu Y%}N@ ,lT  
allsel I;G(Wj  
asel,s,area,,2,3,1                                 !选择面积A2、A3 P%!=Rj^2m  
MPCHG,10,all                                   !把所选择单元材料号改为10 'C>sYSL  
allsel V:+z3)q
F  
solve _lm^v%J$  
save,F2.6,db                                   !把F=2.6时求解结果保存                             )$d~HA@B  
!边坡在强度折减系数F=2.8时求解 =NNxe"Kd;U  
finish zXbA$c  
/solu }EJ/H3<  
allsel T)ISDK4>S"  
asel,s,area,,2,3,1                                !选择面积A2、A3 5/CF_v  
MPCHG,11,all                                 !把所选择单元材料号改为11 K7nyQGS  
allsel sN#ju5  
solve qmvQd8|XR  
save,F2.8,db                                   !把F=2.8时求解结果保存                                                                                   C\dk}A  
!边坡在强度折减系数F=3.0时求解 G68@(<
<Z  
finish (S?DKPnR  
/solu B^ddi  
allsel ~sq@^<M)s  
asel,s,area,,2,3,1                             !选择面积A2、A3 Qam48XZ >  
MPCHG,12,all                              !把所选择单元材料号改为12 <num!@2D  
allsel H(y Gh  
solve 2. {/ls  
save,F3.0,db                                 !把F=3.0时求解结果保存 dT (i*E\j  
/post1                                       ！进入后处理 6}|h  
!边坡在强度折减系数F=1时结果分析 T4[/_;1g  
Resume,'F1','db'                              !读入边坡在强度折减系数F=1时 e,W,NnCICj  
set,1,last                                    !读入后一个子步 n.C5w8f  
pldisp,1                                      !绘制边坡模型变形图 ]e+&Pxw]e  
plnsol,u,x                                    !绘制边坡模型水平方向位移云图 ( 5uSqw&U  
plnsol,eppl,eqv                               !绘制边坡模型塑性应变云图 $ \o)-3  
!边坡在强度折减系数F=1.2时结果分析 tE-g]y3  
Resume,'F1.2','db'                            !读入边坡在强度折减系数F=1.2时 B<a` o&?  
set,1,last                                    !读入后一个子步 <$WS~tTz  
pldisp,1                                      !绘制边坡模型变形图 (vvD<S*  
plnsol,u,x                                    !绘制边坡模型水平方向位移云图 J(wFJg\/  
plnsol,eppl,eqv                               !绘制边坡模型塑性应变云图 I`i"*z  
!边坡在强度折减系数F=1.4时结果分析 qV/>d',  
Resume,'F1.4','db'                            !读入边坡在强度折减系数F=1.4时 XP?)xDr8  
set,1,last                                    !读入后一个子步 A5%$<  
pldisp,1                                      !绘制边坡模型变形图 vbZ!NO!H  
plnsol,u,x                                    !绘制边坡模型水平方向位移云图 $J&c1  
plnsol,eppl,eqv                               !绘制边坡模型塑性应变云图 5}Xi`'g,  
!边坡在强度折减系数F=1.6时结果分析 ]]3rSXs2}J  
Resume,'F1.6','db'                            !读入边坡在强度折减系数F=1.6时 1MT,A_L  
set,1,last                                    !读入后一个子步 a;M{-G  
pldisp,1                                      !绘制边坡模型变形图 Z&P\}mm  
plnsol,u,x                                    !绘制边坡模型水平方向位移云图 TU*EtE'
g/  
plnsol,eppl,eqv                               !绘制边坡模型塑性应变云图 pVrY';[,|  
!边坡在强度折减系数F=1.8时结果分析 2% OAQ(  
Resume,'F1.8','db'                            !读入边坡在强度折减系数F=1.8时 %~PT7"4  
set,1,last                                    !读入后一个子步 ZmNNR 1%/  
pldisp,1                                      !绘制边坡模型变形图 l=((>^i  
plnsol,u,x                                    !绘制边坡模型水平方向位移云图 M]/DKo  
plnsol,eppl,eqv                               !绘制边坡模型塑性应变云图 3wcFR0f  
!边坡在强度折减系数F=2.0时结果分析 lBAu@M  
Resume,'F2.0','db'                            !读入边坡在强度折减系数F=2.0时 a/1;|1a.  
set,1,last                                    !读入后一个子步 Hrph>v  
pldisp,1                                      !绘制边坡模型变形图 x{tlC}t  
plnsol,u,x                                    !绘制边坡模型水平方向位移云图 vLyazVj..  
plnsol,eppl,eqv                               !绘制边坡模型塑性应变云图 CH;U_b  
!边坡在强度折减系数F=2.2时结果分析  X)+6>\  
Resume,'F2.2','db'                            !读入边坡在强度折减系数F=2.2时 cCNRv$IO\  
set,1,last                                    !读入后一个子步 $bFK2yx?=  
pldisp,1                                      !绘制边坡模型变形图 Au}l^&,zN  
plnsol,u,x                                    !绘制边坡模型水平方向位移云图 5,g +OY=\  
plnsol,eppl,eqv                               !绘制边坡模型塑性应变云图 )5gj0#|CG@  
!边坡在强度折减系数F=2.4时结果分析 $(]nl%<Q  
Resume,'F2.4','db'                            !读入边坡在强度折减系数F=2.4时 SY%y*6[6  
set,1,last                                    !读入后一个子步 85;bJfY  
pldisp,1                                      !绘制边坡模型变形图 ( }Bb=~  
plnsol,u,x                                    !绘制边坡模型水平方向位移云图 x\f~Gtt7Y  
plnsol,eppl,eqv                               !绘制边坡模型塑性应变云图 w>=N~0@t  
!边坡在强度折减系数F=2.6时结果分析 P)J-'2{  
Resume,'F2.6','db'                            !读入边坡在强度折减系数F=2.6时 kc't  
set,1,last                                    !读入后一个子步 79exZ7|  
pldisp,1                                      !绘制边坡模型变形图 N'R^gL  
plnsol,u,x                                    !绘制边坡模型水平方向位移云图 hh&$xlO)(v  
plnsol,eppl,eqv                               !绘制边坡模型塑性应变云图 \=bKuP(it  
!边坡在强度折减系数F=2.8时结果分析 ^2+Vt=*  
Resume,'F2.8','db'                            !读入边坡在强度折减系数F=2.8时 Fb=uN   
set,1,last                                    !读入后一个子步 Q}KOb4D  
pldisp,1                                      !绘制边坡模型变形图 !4'Fz[RK  
plnsol,u,x                                    !绘制边坡模型水平方向位移云图 ' BS.:^  
plnsol,eppl,eqv                               !绘制边坡模型塑性应变云图 EG\;l9T  
!边坡在强度折减系数F=3.0时结果分析 oW6Hufu+o  
Resume,'F3.0','db'                            !读入边坡在强度折减系数F=3.0时 Ve&_NVPrd  
set,1,last                                    !读入后一个子步 vZ"gCf3#?3  
pldisp,1                                      !绘制边坡模型变形图 UU MB"3e  
plnsol,u,x                                    !绘制边坡模型水平方向位移云图 M(LIF^'U:m  
plnsol,eppl,eqv                               !绘制边坡模型塑性应变云图

楼上的是一个试算过程，最后求出的安全系数是多少呢？人工判读？？   

  随着折减系数的不断增大并达到某一数值时, 边坡内广义剪应变自坡底向坡顶贯通, 边坡达到极限状态, 此时的折减系数即为安全系数。

好东西,顶一下!

正在学习，判断不收敛有几种办法，比如计算不收敛，位移逐渐增大后又突然急剧降低，塑性区贯通，此时均可以看作失稳，则前一级的即为安全系数！

就是不断降低土体强度，也就是用把土体强度参数如内摩擦角除以F，得到的新内摩擦角用于ansys分析，计算不收敛就说明安全系数为假定的F值