Varianta Cu Apa

8/10/2019 Varianta Cu Apa

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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)


'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

1

eo - erfcarea #a$#$anse$or !ersune 710 C"ee "ard>are 7077 / 1 Cara SB Co#+r."t (c) 5@NE Btd 2008 >>>fnesoft>areeu;


2/17

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'

2



3/17

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




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


Geological profile and assigned soils

o$4ayer

Assigned soil Pattern%m'

1 10%#$utura

2 10%#$utura

3 00%#$utura

3



4/17

4 00%#$utura

130%#$utura

20%#$utura

7 140one 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 %

4



5/17

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 ! "

5



6/17

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

6



7/17

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

7



8/17

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 ! "

8



9/17

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)


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'

9



10/17

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

10



11/17

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


1



12/17




3one alternante de sist

nt >e."t : 6 2140 *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

12



13/17

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


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


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

13



14/17

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 ! " < "

14



15/17

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

15



16/17

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 ! "

16



17/17

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

17


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