In this paper safety of Moste dam is presented. Three fundamental load cases are taken into account, basic, flood and seismic. Provided with data avaliable, mechanical models are created, using CADAM and TNO Diana. Safety standards for large dams, and different loading types, used to determine a structural safety are presented. Based on output in CADAM and TNO Diana, for this specific case, a deviaton betweeen the two has been evaluated. Based on data gathered during the analysis, functionality (advantages and disadvantages) of both programmes is determined

Klun, Mateja

English

Digital Repository UL FGG

GAE)AWG -J St a,b gUil=ty d,p a.w&ut 
€f
By Martin Leclerc, M. lng.
NSERC / Hydro-Quebec / Alcan lndustrial Chair on Structural Safety of Concrete Dams, Ecole Polytechnique de Montr6al, Canada
Page
PJbj6ffii'', Diploma
65'fi '"" Moste
tJwner:
Dta m,ll l,6cati6 n,:t"" Kaveke
BetE:= :' .,".,:',.,,.,r', i"t 23.8.2012
Affi lysis.p,'6ffi rffi ffi 'byff
Projectengineer:. ... Mateja Klun
Usual combination (effective sfess analysr$
Joint # Crack Normal Principal Uplift
,/
,/
,/
./
(% joint) (kPa) (kPa) (kPa) Z1 -14,871 -14,871 0,000
Crack
(% joint) Normal Principal(kPa)
-1 2,593
-51,262
-46,194
(kPa)
-15,653
-63,719
-80,694
-60,303 -1 05,339
-89,686 -156,667
-128,338 -224,186
-171,690 -299,914
-217,728 -390,336
-265,439 *463,678
-314,268 -548,97 4
-364, 308 -636,387
-415,994 -7 26,67 4
-468,625 -g 1 B, 61 2
-518,362 -905,494
-644,971 -6A4,971
-835, 192 -935,192
Uplift
(kPa)
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
-131,551 -131,551 0,000
-210,886 -210,886 39,240
-281,908 -281,909 78,480
-333,405 -333,405 117,720
-379,369 -379,369 156,960
-422,719 -422,719 196,200
-464,667 -464,667 235,440
-505,789 -505,789 274,690
-546,382 -546,382 313,920
-586,187 -586,187 353,160
-624,665 -624,665 392,400
-662,440 -662,44A 431,64A
-680,495 -680,495 470,880
-668,490 -668,490 510,120
-583,107 -583,107 549,360
31.8.2012 9.05:39 fi lename: F. \Di plom a\Moste-cadam\pri me12. da m
gS-DA-SilE = St a-b!i l$tty 4ea-wf,-gt Er
By Martin Leclerc, M. lng.
NSERC / Hydro-Quebec / Alcan lndustrial Chair on Structural Safety of Concrete Dams, Ecole Polytechnique de Montr6al, Canada
Page
,P-EUi€,Urffi DiPloma
'Ure'ffi,'il'ffi Moste
(JWIl€fi. ,.
rli:l::;ir::r;::,]'j],:.,: ir::l:r:r:.::r. i
D rI l6'G-'fi't-i'Ohr Kavcke
DetHr -23.8.2012
Afi'e.[y'5,[Srp' ",bJ '
Pro, ct'ehg'ihe'eil '' ,' " . Mateja Klun
Usual cam bin atio n (shbility an alysrq
Joint # SSF SSF(peak) (residual)
1 >100 >100
OSF OSF(u/s <-; (-> D/s)
> 100 > 100
USF Normal Shear Moment Res. Pos.{kN) (kN) (kN.m) (%joint)
> 100 -72,7 0,0 -5,3 48,617
> 100
6,504
5,972
5,1 56
> 100 -664,3 0,0 -353,4 42,680
7,551 -1259,2
9,427 -2267 ,7
9,564 -3534,9
78,5 -1317,1 39 ,323
313,9 -3243,6 39,207
706,3 -5670,9 40,399
1255,7 -8507 ,7 41,759
1962,0 -11674,3 42,961
2825,3 -1 5090,8 43,969
3845,5 -18677,5 44,806
5027 ,1 -22352,2 45,505
6416,2 -25933,1 46,109
8025,0 -29099,4 46,658
4,722 10,065 -5119,4
4,450 10,683 -7A21,0
4,264 11,336 -9239,7
4,129 1 1,993 -11775,5
4,026 12,638 -14628,4
3,942 1 3,265 -17798,3
3,867 '1 3,870 -21285,3
3,803
3,535
3,187
2,802 8,31 3 -35812,1 15579,2 53573,3 52,962
1,200 1,204
fi len ame : F : \D i plom a\M oste-cad a m\p ri mer2. d a m
> 100 > 100 > 100
8,72943,522 32,493
17,886 14,629 17,170
11,584 10,090 20,050
8,849
7,275
6,294
5,635
5,1 58
4,765
4,435
4,229
4,O11
3,787
3,986
8,088 23,338
6,946 26,535
6, 1 84 29,47 5
5,618 32,111
5,158 34,447
4,765 36,520
4,435 38,374
4,229 40,022
4,411 26,072
3,787 17,993
3,442 1 5, 51 6
14,452 -25089,4 9692,? -31788,6 47,144
1 1 ,899 -28665,3 11497 ,2 -30897,7 47 ,746
9,465 -32154,9 13459,2 -13498,9 49,169
31.8 .2012 9:05:39
3,000 1,540 1,200
@A-DA-SIE = $t a-b SUil-ty d-e a-wi!-uu gr
By Martin Leclerc, M. lng.
NSERC / Hydro-Quebec / Alcan lndustrial Chair on Structural Safety of Concrete Dams, Ecole Polytechnique de Montr6al, Canada
Page
Pffie-Gffi Diploma
ffi Moste
o'fiaail ,
Deffi"il 6dati:oH:.':1 Ka vdke
Bater: 23"8.2412
Analysis. performed by: . 
,
PioieCt bngih'66r: ' ' ' ii,", M?teja Klun
Flaad combination (etrective stress analysrg
Joint # Crack Normal Principal Uplift
(% joint) (kPa) (kPa) (kPa):
1 -g,g10 -g,910 5,886 7
-68,346 -68,346 45,126
-107 ,284 -1A7 ,284 84,366
-166,393 -166,393 123,606
-2A5,847 -205,847 162,846
-243,288 -243,288 202,486
-280,319 -280,319 241,326
-317,443 -317,403 280,566
-354,671 -354,671 319,806
-392,136 -392,136 359,046
-429,353 -429,353 398,286
-465,654 -465,654 437,526
-501 ,573 -501,573 476,766
-51 8, 028 -51 8, 02 B 51 6, 006
-499,781 -499,781 555,246
-390,489 -390,489 594,486
,/
,/
,/
,/
./
-/
Crack
(% joint) Normal Principal(kPa) (kPa)
-12,668 -15,747
-69,340
-104,671
-86,191
-182,843
Uplift
(kPa)
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
-152,468 -266,336
-198,306 -346,409
-248,317 -433,769
-299,971 -524,000
-352,338 -615,478
-405,031 -7A7,523
-457, BB3 -799,847
-511,240 -893,052
-565,706 -gBB,196
-620,741 -1084,264
-672,473 -1174,701
-76 5, 62 0 -7 65 ,620
-1019,750 -1019,750
31.8 .2A12 9.05:39 fi le n ame : F : \D i p Io m a\M oste-cada m\p ri merZ. da m
@ADA_UE = SltA,bd,I!_i!-ty d_UaWlLErl-gt
By Martin Leclerc, M. lng.
NSERC / Hydro-Quebec / Alcan lndustrial Chair on Structural Safety of Concrete Dams, Ecole Polytechnique de Montr6al, Canada
Page
,R*6,j'e.ffiffi Diploma
'H,E'ffi.'l'ffi Moste
6w'fiBiffiffi
D-",aiffit'tl,U"GH Kavcke
-:... 
.r.rr..:.:1- i.:.. ...,.'Bola.,tEiti"* 23.8.2012
frh'd,l$rH.i,S,tP
Pr:'oject ehg"ffir:,' j,.-',' 
.' fi Mateja Klun
Flood co m b in atio n (stab i lity an alysrq
Joint # SSF SSF(peak) (residual)
1 g2,4gg 65,525
osF osF
{u/s <.s r> D/s)
6, B18 3,573
USF Normal Shear Moment(kN) (kN) (kN.m)
4,666 -57 ,1 1 , g g, g
1 03,8 4,4
Res. Pos.
(% joint)
52,903
50, 1 20
362,8 -20,9 49,795
778,7 -203,8 49,272
1351,6 -175,5 49,6g9
5212,8 3913,4 51,105
6575,0 6331,4 51,299
8144,5 9570,8 51,451
9933,8 13952,4 51,617
13,779
8,1 B0
7,499
6,068
5,260
4,742
4,391
4,116
3,91 1
3,727
3,560
3,460
3,333
3,199
3,394
9,762
5,795
5,598
4,7 53
5,495 13,022
5,059 17,180
4,823 21 ,194
4,676 24,954
4,381 29,132
4,116 31 ,022
3,911 33,554
3,727 35,77 g
3,560 37,750
3,460 39,493
3,333 26,655
3,189 18,617
2,932 16,257
4,051 -500,3
3,512 -1038,2
5,985 -2112,9
6, 914 -3376,7
2,902
2,366
2,835
2,857
2,882
2,907
2,931
2,658
2,373
7,818 4957,A 2081,5 170,4 50,170
8,685 -6954,2 2969,3 913,9 50,564
9,513 -9069,4 4012,1 2135,0 50,969
10
2,953 10,301 -11599,5
2,972 11,049 -14447,7
2,988 11,762 -17612,911
12
13
14
15
2,998 12,439 -21095, 1
3,006 1 3,094 -24994,4 11791 ,5 19539,7 51 ,769
2,873 1 1 ,059 -28465,5 13767 ,1 29432,9 52,162
8,984 -31951,4 15909,6 56496,5 53,501
7 ,981 -35608,5 18209,0 133731,1 57 ,437
1,100 1,100
fi le na m e : F : \D i plom a\Moste-cad a m\p ri mer2. da m31.8 .2A12 9:05:39
16
2,000 1,300 1,100
@AEDAWG -J StarbflU!,ty d-,r,alw!,se,gtr
By Martin Leclerc, M. lng.
NSERC / Hydro-Quebec / Alcan lndustrial Chair on Structural Safety of Concrete Dams, Ecole Polytechnique de Montr6al, Canada
Page
Pffie-6,$ Diploma
EEffi tt"'Moste
o fite'ffi''o.'
Dem'16Eeti6fiiff Kaveke
D'Et6':, 23.8.2012
A.n:a.rys,iffi 8"ff,6.rrffi=ed=.ffi
PiojeCt.engiheer: ''' "", ,.,. Mateja Klun
Se ismic #1
Joint # Crack
(% joint)
combination -
Normal Principal Uplift(kPa) (kPa) (kPa)
-18,493 -18,493 0,000
-217 ,627 -217 ,627 0,000
-382,010 -382,010 39,240
-494 ,562 -494 ,562 7 8,480
-577 ,390 -577,390 117,720
-648,396 -648,396 156,960
-7 12,264 -712,264 1 96, 200
-771 ,245 -77 1 ,245 235,444
-826 ,7 54 -826,7 54 27 4,680
-879,935 -879,935 313,920
-931 ,571 -931,571 353,160
-982,037 -982,037 392,400
-1032,558 -1 032,558 431 ,640
-1064,601 -1064,601 470,880
-1076,878 -1076,878 510,120
-1050,362 -1050,362 549,360
analysr$ (etre ctive sfess a n alysrd
Crack Normal
(% joint) (kPa)
-11,474
18,178
97,964
117,515
1 1 1,301
89,391
58, 1 78
20,7 44
-21,A4A
Principal
(kPa)
-14,258
22,596
171,128
245,280
194,425
156,152
101,628
36,236
-36,753
-65,763 -114,877
-112,472 -196,470
-160,680 -280,682
-209, 085 -365,237
-253,362 -442,591
-326,158 -326,159
-514,653 -514,653
Uplift
(kPa)
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
Peak acce lerations {sf:ess
,/
,/
./
-/
--
31.8.2012 9:05:39 fi le n a me : F : \D i p lo m a\M oste-cad a m\p ri merZ da m
Page
F,'tUji€G.ffi Diploma
6e' Moste
(,.WIIBf:' 
.
llrilia::::!::lr :::irii!:::i::::: i:::iir;iir::::rl J:i::r:r::r::,r!
Dre.$*16.i,de Kavcke
Uet-EIt*"".*ffi ','1,, 23. 8 .201 2
f,h'i,Iy,3,isr* li
Pi t-en$ine, ";- . ',-' Mateja Klun
Se ismic #1 combination - Pe ak acce le ratians (str:ess an alysrd
Joint # SSF
(shbiliu analysrd
SSF OSF OSF USF(residual) (U/S <-1 (> D/S)(peak)
6,393
6,785
6,535
9,1 95
5,1 09
5,760
8,484
3,446
1,995
2,271
2,553
2,906
3,293
3,703
4,131
4,569
5,009
5,433
5,832
5,716
5,414
5,279
4,529 19,269 > 100
> 100
8,834
7,943 10,285 -2499,5
6,733 10,434 -3894,1
6,066 10,981 -5636,6
5,635 11,655 -7725,9
5,331 12,368 -10161,9
5,103 13,084 -12944,6
4 ,213 12,992 -3 1 51 3 , 1
3,793 10,326 -35426,7
> 100
> 100
Normal Shear Moment Res, Pos.(kN) (kN) (kN-m) (%joint)
-79,3 -35,5 -16,4 46,094
-724,8 -289,3 -1037,9 30,295
8,239 -1391,3 -493,4 -3839,5 21,937
15,193 14,294
37,019 35,236
> 100 > 100
28,494 27,492
16,909 16,381
12,576 12,251
10,209 10,016
8,688
7,834
7,167
6,609
6,873
8,596
7,801
7,159
6,609
5,920
-570,8 -8959,0 22,944
-506,0 -16024,7 25,373
-287,3 -25004,5 28,003
92,2 -35829,9 30,368
633,9 -48399,7 32,412
1332,8 -62611"4 34,161
10
11
4,927 13,788 -16073,9 2179,4 -79403,5 35,651
4,783 14,472 -19550,0 3194,2 -95735,5 36,924
4,658 15,132 -23372,8 4393,1 -114539,3 39,020
4,554 15,767 -27542,3 5605,3 -135062,1 39,946
3,354 9,069 -39516,6
6908,6 -154598,3 39,741
8302,2 -159543,6 41,A82
9804,9 -113849,3 44,295
1,100 1,100
fi le nam e : F : \Di plo ma\Moste-cad a m\pri mer2. da m31 .8.2012 9:05:39
1,300 1,000 1,100
Page
Pt6.ieffi'"' Diploma
Uffiffi'Moste
uwner: 1:
:aa:::;!t:a:,; ::::t:)a:ta:::t rii::;t::::!lt.i:.: ;l
D,'e-mffi,Ceqi :.*i', Ka v d k e
65tAlr+l""'ffi ", 23.A.ZO1Z
Analysis performed by:
Project engineer: Mateja Klun
Se ismic #1
Joint # Crack
(% joint)
combination -
Normal Principal Uplift(kPa) (kPa) (kPa)
Sustarne d accelerations (shbility analysis) (effecfive sfess
Crack
analysr$
Normal Principal
(% joint) (kPa) (kPa) Uplift(kPa)
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
0,000
1 -17 ,657 -17 ,657 0,000
-197,763 -197,763 0,000
-342,520 -342,520 39,240
-445,488 -445,488 78,480
-521,086 -521,086 117,720
-596,313 -586,313 156,960
-645,446 -645,446 196,200
-700,496 -700,496 235,440
-7 52,685 -752, 685 27 4,680
-802,961 -802,961 313,920
-851 ,867 -851,967 353,'160
-899,567 -899,567 392,400
-947,146 -947,146 431,640
-975,961 -975,961 470,880
-982,634 -982,634 51CI,12A
-942,534 -942,534 549,360
Z
,/
,/
,/
./
-11,729 -14,580
2,154
64,697
7 6,480
64,920
39,146
5,132
-34,288
2,677
113,015
1 33,598
113,404
68,382
8,964
-59,896
-77 ,440 -135,275
-123,110 -215,053
-170,588 -297,990
-21 9,599 -383,603
-268,979 -469,862
-314,515 -549,4A7
-390,500 -390,500
-588,623 -588,623
31.8 .2012 9:05:39 fi le n a me: F. \D i ploma\M oste-cad a m\p ri m e 12.dam
Page
Pr,6j'e=Gffi Diploma
.H.e Moste
OwB'6 i'
,i+ i i:iiir:ijjjiflliiirilti;iil::I:';lljLl",r:t:tlr
Dafi.loeation:,r,
Datg:t' "-;.i ili,,.ii:i
, Kavcke
i,23.8.2012
Ahely perf-orffi i,- ,"
Proj#,"hg'theei,i ',-"t-*' i l ':r Mateja Klun
Sersmrc #1 combination - Sustarned accelerations (shbility an alysr$ $bbility an alysr9
roint # 
,,r3,tf r,",ia?]fi u3t[7 ,-,3f{, usF *"'[Xf/,
9,151 5,775 24,566 > 100
> 100
8,296
> 100
> 100
7 ,4BB 1 0,087 -2445,2
6,369 10,233 -3811,2
5,756 10,770 -5517,3
5,362 11,431 -7 563,2
5,085 12,130 -9949,1
4,879 12,832 -1267 4,8
4,719 13,523 -157 40,4
4,476 14,840 -22891 ,1
4,381 15,463 -26976,2
4,057 12,732 -30855,9
3,654 14J28 -34671,6
-77,8
Shear Moment Res. Pos,(kN) (kN'm) (% joint)
-27,3 -13,9 46,638
-710,8 -222,5 ,879,9 32,9668,821
8,938
9,598
8,172
7,1 80
6,603
6,116
5,686
5,941
6,469
7,691
9,379
8,075
7,149
6,599
6,116
5,686
5,120
4,394
2,394
2,797
3,1 50
3,591
4,071
4,578
5,104
5,640
6,175
6,693
7,177
6,898
6,393
6,174
9,090 -1360,8 -361,4 -3256,6 25,571
-366, 7 -7 640 ,1 26 ,42514,361 13,063
34,128 31,765
> 100 > 100
27,101 25,8A1
15,947 15,296
11,785 11,401
-226,3 -1 3635,4 28,589
68,8 -21197,6 30,949
523,7 -30255,5 33,066
1 139,6 -40713,1 34,889
1912,6 -52472,8 36,443
2936,6 -65468,6 37,765
5223,6 -94822,4 39,874
6548,4 -111229,8 40,706
7967 ,5 -126052,0 41,457
9492,3 -125841,A 42,813
4,599 14,193 -19145,8 3937,7 -79627,2 38,895
3,227 8, 895 -38661 ,7 11137 ,1 -7 521 3, 3 16,148
1,100 1,100
fi I e n a m e : F : \D i p lo m a\M oste-cad a m\p ri mer2. d a m31.8 .2012 9:05:39
1,300 1,000 1,100


Mechanical analysis of moste dam on river Sava

http://drugg.fgg.uni-lj.si/3915/1/BG1013_Klun.pdf

Mechanical analysis of moste dam on river Sava

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