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Sheeting structure verification
Input data
Project
Date : 8/19/2014
SettingsStandard - EN 1997 - DA3Materials and standards
Concrete structures : EN 1992-1-1 (EC2)Coeffcents EN 1992-1-1 : standard
Excavations
Act!e eart" #ressure ca$cu$aton : Cou$o%&'ass!e eart" #ressure ca$cu$aton : Cauot-erse$Eart"ua*e ana$+ss : ,onono&e-*a&eConsder reducton of t"e %odu$us of su&so$ reacton for a &raced s"eetn.erfcaton %et"odo$o.+ : accordn. to EN 1997Des.n a##roac" : 3 - reducton of actons (E S) and so$ #ara%eters
Partial factors on actions (A)
Permanent design situation
State S State E
nfa!oura&$e 5a!oura&$e nfa!oura&$e 5a!oura&$e
'er%anent actons : 6 13 ; 100 ; 100 ; 100 ;
ara&$e actons : 6 100 ;
Partial factors for soil parameters (M)
Permanent design situation
'arta$ factor on nterna$ frcton : 6 12;'arta$ factor on effect!e co"eson : c6 12;
'arta$ factor on undraned s"ear stren.t" : cu6 140;
'arta$ factor on 'osson?s rato : !6 100;
Geometry of structure
Structure $en.t" 6 2000 %
+#e of structure: '$e curtanCross-secton na%e : 1Standard : EN 1992-2,atera$: C 20/2'$e da%eter d 6 080%'$e s#acn. a 6 140%
Coeff of #ress reduc n front of >a$$ 6 100
Area of cross-secton A 6 39E-01%2/%,o%ent of nerta @ 6 144E-02%4/%E$astc %odu$us E 6 3000000,'a
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S"ear %odu$us 6 120000,'a
ame ! Geometry Stage ! "
20.00
,odu$us of su&so$ reacton deter%ned accordn. to t"e Sc"%tt t"eor+#asic soil parameters
o$ ame Pattern ef cef su
%&' %Pa' %m*' %m*' %&'
1 %#$utura 1890 1720 2080 1080 94
2 one a$ternante de sst 200 190 2140 110 102
Soil parameters to compute pressure at rest
o$ ame Pattern+ype ef ,-. /r
calculation %&' %0' %0' %0'
1 %#$utura co"es!e - 030 - -
2 one a$ternante de sst co"es!e - 030 - -
Parameters of soils to compute modulus of su1soil reaction (Schmitt)
o$ ame Pattern
Eoed Edef
%0' %MPa' %MPa'
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1 %#$utura 030 1429 -
2 one a$ternante de sst 030 139 -
Soil parameters
2mplutura
nt >e."t : 6 2080 *N/%3
Stress-state : effect!e
An.$e of nterna$ frcton : ef 6 1890
Co"eson of so$ : cef 6 1720 *'a
An.$e of frcton struc-so$ : 6 94
So$ : co"es!e
'osson?s rato : 6 030
edo%etrc %odu$us : Eoed 6 1429 ,'a
Saturated unt >e."t : sat 6 2080 *N/%3
3one alternante de sist
nt >e."t : 6 2140 *N/%3
Stress-state : effect!e
An.$e of nterna$ frcton : ef 6 200
Co"eson of so$ : cef 6 190 *'a
An.$e of frcton struc-so$ : 6 102 So$ : co"es!e
'osson?s rato : 6 030
edo%etrc %odu$us : Eoed 6 139 ,'a
Saturated unt >e."t : sat 6 210 *N/%3
Geological profile and assigned soils
o$4ayer
Assigned soil Pattern%m'
1 10%#$utura
2 10%#$utura
3 00%#$utura
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4 00%#$utura
130%#$utura
20%#$utura
7 140one a$ternante de sst
8 20one a$ternante de sst
9 1300one a$ternante de sst
10 - one a$ternante de sst
Excavation
So$ n front of >a$$ s eFca!ated to a de#t" of 80 %
ame ! Excavation Stage ! "
8.508.50
+errain profile
erran &e"nd constructon "as t"e s$o#e 1: 1000 (s$o#e an.$e s 71 )5ater influence
= &e"nd t"e structure $es at a de#t" of 220 %
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ame ! 5ater Stage ! "
2.20
Input surface surcharges
o$Surcharge
ActionMag$" Mag$6 ,rd$x 4ength 7epth
ne8 change %m6' %m6' x %m' l %m' 9 %m'
1 GES #er%anent 20 100 00 on terran
o$ ame
1 1
ame ! Surcharge Stage ! "
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1.00 5.00
2.50
Glo1al settings
Nu%&er of 5Es to dscretHe >a$$ 6 20Ana$+ss of de#endn. #ressures : do not reduce
,n%u% d%ensonn. #ressure s consdered as a%n6 020HSettings of the stage of construction
Des.n stuaton : #er%anent
Analysis results
7istri1ution of pressures acting on the structure (in front and 1ehind the 8all)
7epth +a:p +:p +p:p +a:9 +:9 +p:9
%m' %Pa' %Pa' %Pa' %Pa' %Pa' %Pa'
000 -000 -000 -000 000 012 744
000 000 000 000 000 012 74
024 000 000 000 101 24 7170
111 000 000 000 42 108 12278
10 -000 -000 -000 24 1439 144
209 000 000 000 89 1971 18031
220 000 000 000 91 2070 1874220 000 000 000 91 2071 1880
222 000 000 000 927 2103 18770
300 -000 -000 -000 1347 3240 21922
300 000 000 000 1347 3240 21922
333 000 000 000 181 3727 23273
30 -000 -000 -000 2271 4117 2434
30 000 000 000 2271 4117 2434
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420 -000 -000 -000 319 499 278
420 000 000 000 319 499 278
444 000 000 000 372 34 27777
0 -000 -000 -000 197 903 320
0 000 000 000 197 903 320
000 000 000 283 984 32280
7 000 000 000 993 817 378372 000 000 000 8312 9878 402
72 000 000 000 8224 9878 402
778 000 000 000 817 1022 41287
800 -000 -000 -000 890 1079 42187
800 000 000 000 8844 102 44743
80 -000 -000 -000 913 11313 4701
80 -000 -000 -133 914 11313 4701
889 000 -37 -733 10212 11897 48782
940 -000 -82 -10230 10999 124 1104
1000 000 -137 -1329 11923 13 3830
100 -000 -1928 -17040 1281 14471 7
1111 -49 -239 -19923 1334 123 8879
1200 -1290 -3210 -2498 1003 171 2918
1222 -149 -3414 -2217 134 190 3928
1333 -220 -4433 -3211 1707 187 8977
1444 -34 -42 -3880 1878 2024 7402
1 -470 -471 -4098 20479 21917 79074
17 -9 -7490 -1392 22190 2387 84123
1778 -20 -809 -78 23901 228 89172
1889 -74 -928 -3980 212 2929 94221
2000 -870 -1047 -70274 27323 2800 9929
7istri1utions of the modulus of su1soil reaction and internal forces on the structure
7epth h:p h:9 7isplacement Pressure Shear ;orce Moment
%m' %Mm*
' %Mm*
' %mm' %Pa' %m' %mm'000 000 000 -719 000 -000 -000
100 000 000 -7 41 -208 09
200 000 000 -14 832 -832
300 000 000 -3 1347 -1922 1889
400 000 000 -1271 2887 -4039 4741
00 000 000 -4187 4427 -79 10480
00 000 000 -41129 97 -12893 204
700 000 000 -3119 707 -1930 3780
800 000 000 -31197 890 -2784 040
849 000 000 -28823 901 -32430 722
81 000 000 -2874 4448 -3242 774
900 000 000 -241 2419 -34231 92212
1000 000 000 -2180 -170 -3488 1291100 000 000 -1778 -830 -30820 10013
1200 000 000 -1377 -99 -22928 187231
1300 000 000 -10208 -14079 -10911 204494
1400 000 000 -7211 -18204 231 20778
100 000 000 -492 -22328 2497 1928
100 1199 000 -214 -1707 1219 1488
1700 1199 000 -880 433 7288 9224
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1800 000 00 34 19148 41142 42133
1900 000 00 2044 2074 21278 10780
2000 000 00 3421 21981 000 -000
,aF%u% s"ear force 6 7288*N/%,aF%u% %o%ent 6 20778*N%/%,aF%u% ds#$ace%ent 6 717%%
ame ! Analysis Stage ! "
Length of structure = 20.00mGeometry of structure
13.07[m]
0
Max. M = 2076.78 kNmmBending moment
2076.78
!2500.00 2500.00[kNmm]
0
Max. " = 572.88 kNmShear force
!32#.30!32#.30!325.#2!325.#2
!3#5.88
572.
!600.00 600.[kN
0
ame ! Anal sis Sta e ! "
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Length of structure = 20.00mGeometry of structure
13.07[m]
0
Max. $%s&. = 716.7 mmDisplacement of structure
!716.7
3#.2
!750.0 750.0[mm]
0
Max. &ressure = 223.28 k'aPressure acting on structure
(6.01
!223.28
21(.81
!300.00 300.[k'
0
Slope sta1ility analysis
Input data
Project
Settings
Standard - EN 1997 - DA3Sta1ility analysis
erfcaton %et"odo$o.+ : accordn. to EN 1997
Des.n a##roac" : 3 - reducton of actons (E S) and so$ #ara%etersPartial factors on actions (A)
Permanent design situation
State S State E
nfa!oura&$e 5a!oura&$e nfa!oura&$e 5a!oura&$e
'er%anent actons : 6 13 ; 100 ; 100 ; 100 ;
ara&$e actons : 6 100 ;
Partial factors for soil parameters (M)
Permanent design situation'arta$ factor on nterna$ frcton : 6 12 ;
'arta$ factor on effect!e co"eson : c6 12 ;
'arta$ factor on undraned s"ear stren.t" : cu6 140 ;
Interface
o$ Interface location -oordinates of interface points %m'
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x 9 x 9 x 9
1
-000 -80 -080 -80 -080 00
0.00 0.00 000 00
2
-080 -80 -080 -940 -080 -120
-080 -2000 000 -2000 000 -120
0.00 -940 000 -800 000 -
0.00 -420 000 -30 000 -30
0.00 -10 000 000
3
0.00 -10 00 -10 000 -1
4
0.00 -300 00 -300 000 -30
0.00 -30 00 -30 000 -3
0.00 -420 00 -420 000 -42
7
0.00 -0 00 -0 000 -
8
0.00 -800 00 -800 000 -80
9 -000 -940 -08 -940 -080 -94
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10
0.00 -940 00 -940 000 -94
11
-000 -1200 -08 -1200 -080 -120
12
0.00 -1200 00 -1200 000 -120
Soil parameters < effective stress state
o$ ame Pattern ef cef
%&' %Pa' %m*'
1 %#$utura 1890 1720 208
2 one a$ternante de sst 200 190 214
Soil parameters < uplift
o$ ame Pattern sat s n
%m*' %m*' %0'
1 %#$utura 2080
2 one a$ternante de sst 210
Soil parameters
2mplutura
nt >e."t : 6 2080 *N/%3
Stress-state : effect!e
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An.$e of nterna$ frcton : ef 6 1890
Co"eson of so$ : cef 6 1720 *'a
Saturated unt >e."t : sat 6 2080 *N/%3
3one alternante de sist
nt >e."t : 6 2140 *N/%3
Stress-state : effect!e
An.$e of nterna$ frcton : ef 6 200
Co"eson of so$ : cef 6 190 *'a
Saturated unt >e."t : sat 6 210 *N/%3
.igid 1odies
o$ ame Sample
%m*'
1 =a$$ %atera$ 23
Assigning and surfaces
o$ Surface position-oordinates of surface points %m' Assigned
x 9 x 9 soil
1
00 -10 000 -10%#$utura
000 00 000 000
0.00 -10
2
00 -300 000 -300%#$utura
000 -10 00 -10
0.00 -10 000 -300
3
00 -30 000 -30%#$utura
000 -300 00 -300
0.00 -300 000 -30
4
00 -420 000 -420%#$utura000 -30 00 -30
0.00 -30 000 -420
00 -0 000 -0%#$utura
000 -420 00 -420
0.00 -420 000 -0
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00 -800 000 -800%#$utura000 -0 00 -0
0.00 -0 000 -800
7
00 -940 000 -940one a$ternante de sst
000 -800 00 -800
0.00 -800 000 -940
8
-08 -940 -080 -940one a$ternante de sst
-080 -80 -000 -80
-000 -940
9
-08 -1200 -080 -1200one a$ternante de sst
-080 -940 -08 -940
-000 -940 -000 -1200
10
00 -1200 000 -1200one a$ternante de sst
000 -940 00 -940
0.00 -940 000 -1200
11
-080 -940 -080 -1200=a$$ %atera$
-080 -2000 000 -2000
0.00 -1200 000 -940
0.00 -800 000 -0
0.00 -420 000 -30
0.00 -300 000 -10
0.00 0.00 -080 000
-080 -80
12
00 -1200 000 -1200one a$ternante de sst
0.00 -2000 -080 -2000
-080 -1200 -08 -1200-000 -1200 -000 -200
000 -200 000 -1200
Surcharge
o$ +ype +ype of action4ocation ,rigin 4ength 5idth Slope Magnitude
9 %m' x %m' l %m' 1 %m' %&' =: =": f: ; =6 unit
1 str# #er%anent on terran F 6 100 $ 6 00 000 20 *N/%2
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Surcharges
o$ ame
1 1
5ater
=ater t+#e : =
o$ G5+ location-oordinates of G5+ points %m'
x 9 x 9 x 9
1
-000 -1000 000 -1000 00 -22
000 -220
+ensile crac
ens$e crac* not n#utted
Earth=uae
Eart"ua*e not nc$uded
Settings of the stage of construction
Des.n stuaton : #er%anent
.esults (Stage of construction ")
Analysis "
-ircular slip surface
Slip surface parameters
Center :F 6 -138 %;
An.$es :16 -321 ;
H 6 877 %; 26 7781 ;
adus : 6 2884 %;
"e s$# surface after o#t%Haton
Slope sta1ility verification (#ishop)Su% of act!e forces : 5a6 2270*N/%
Su% of #ass!e forces : 5#6 37480*N/%
S$dn. %o%ent : ,a6 731974*N%/%
esstn. %o%ent : ,#6 10309711*N%/%
t$Haton : 714I
Slope sta1ility A--EP+A#4E
ame ! Analysis Stage < analysis ! " < "
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Analysis 6
Polygonal slip surface
-oordinates of slip surface points %m'
x 9 x 9 x 9 x 9 x 9
-214 -80 -1481 -129 -822 -19 -20 -2012 37 -1990
1024 -18 192 -119 2241 -792 2481 -27 3381 040
3799 380
"e s$# surface after o#t%Haton
Slope sta1ility verification (Sarma)t$Haton : 70I
Slope sta1ility A--EP+A#4E
ame ! Analysis Stage < analysis ! " < 6
Envelope of internal forces o$ "
7isp$ min 7isp$ max Shear force min$ Shear force max Moment min$ Moment max$
%mm' %mm' %m' %m' %mm' %mm'
000 -719 -719 -000 -000 -000 -000
100 -7 -7 -208 -208 09 09
200 -14 -14 -832 -832
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300 -3 -3 -1922 -1922 1889 1889
400 -1271 -1271 -4039 -4039 4741 4741
00 -4187 -4187 -79 -79 10480 10480
00 -41129 -41129 -12893 -12893 204 204
700 -3119 -3119 -1930 -1930 3780 3780
800 -31197 -31197 -2784 -2784 040 040
849 -28823 -28823 -32430 -32430 722 722849 -28823 -28823 -32430 -32430 722 722
81 -2874 -2874 -3242 -3242 774 774
81 -2874 -2874 -3242 -3242 774 774
900 -241 -241 -34231 -34231 92212 92212
1000 -2180 -2180 -3488 -3488 129 129
1100 -1778 -1778 -30820 -30820 10013 10013
1200 -1377 -1377 -22928 -22928 187231 187231
1300 -10208 -10208 -10911 -10911 204494 204494
1400 -7211 -7211 231 231 20778 20778
100 -492 -492 2497 2497 1928 1928
100 -214 -214 1219 1219 1488 1488
1700 -880 -880 7288 7288 9224 9224
1800 34 34 41142 41142 42133 42133
1900 2044 2044 21278 21278 10780 10780
2000 3421 3421 000 000 -000 -000
Maximum values
,aF%u% ds#$ace%ent 6 -717%%,n%u% ds#$ace%ent 6 342%%,aF%u% &endn. %o%ent 6 20778*N%/%,n%u% &endn. %o%ent 6 0.00*N%/%,aF%u% s"ear force 6 7288*N/%
ame ! Envelopes Stage ! "
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Max1 = 3#.2) Max2 = !716.7mmM%n1 = 3#.2) M%n2 = !716.7mm
Displacement
!716.7
3#.2
!716.7
3#.2
!750.0 750.0[mm]
0
Max1 = 2076.78) Max2 = 0.00kNmmM%n1 = 2076.78) M%n2 = 0.00kNmm
Bending moment
2076.782076.78
!2500.00 2500.00[kNmm]
0
Max1 = 572.88) Max2 = !3#5.88kNmM%n1 = 572.88) M%n2 = !3#5.88kNm
Shear force
!32#.30!32#.30!325.#2!325.#2
!3#5.88
572.88
!32#.30!32#.30!325.#2!325.#2
!3#5.88
572.88
!750.00 750.00[kNm]
0
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