C2-2 Mecanica Ruperii - Aplicatie Poduri CF

8/13/2019 C2-2 Mecanica Ruperii - Aplicatie Poduri CF

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Universitatea Politehnica TimiUniversitatea Politehnica Timi oara oaraFacultatea de Construc iiFacultatea de Construc ii

Str. Traian Lalescu nr. 2AStr. Traian Lalescu nr. 2A - - 1900 TIMI OARA1900 TIMI OARA -- ROMNIAROMNIATelefon: 0256Telefon: 0256--403919; Fax: 0256403919; Fax: 0256--404010 E404010 E--mail: epetzekmail: [email protected]@ssf.ro wwww.ct.upt.roww.ct.upt.ro

..AplicaAplica ia ia nr. 1nr. 1

Conf Conf.dr.ing. Edward PETZEK.dr.ing. Edward PETZEK

Facultatea de ConstrucFacultatea de Construc iiii Timi oara / 20Timi oara / 201010


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Curs general de poduri metaliceCurs general de poduri metalice

Bridgenr.

Constr.year Span

Cross sectiontype / main elements Photo

4 1940 6,60 m

5 1942 2 x 11,8 m

8 1942 2 x 11,8 m



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9 1942 8,60 m

13 19429,80 m +26,90 m

15 1942, m

18,80 m



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Curs general de poduri metaliceCurs general de poduri metalice16 1942 26,90 m

171880/1942 8,40 m

20 1942 37,20 m



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24 1944 53,60 m

251940-1944

58,25 m



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24 1944 53,60 m

251940-1944

58,25 m



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24 1944 53,60 m

251940-1944

58,25 m



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37 1960 23,00 m

401942-1944

31,20 m



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411880/1942

16,00 m



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Case StudyCase Study Railway CampinaRailway Campina PredealPredeal

After the stress analysis and the fatigue verifications based on the After the stress analysis and the fatigue verifications based on theWhler concept which were made in relation with the prescriptions of theWhler concept which were made in relation with the prescriptions of theRomanian standardRomanian standard SR 1911SR 1911--19981998,, Swiss code 161 & SBB RichtlinieSwiss code 161 & SBB Richtlinie20022002 and theand the German code DS 805German code DS 805--20022002, a, a life prediction analysislife prediction analysisbased on fracture mechanics principlesbased on fracture mechanics principles was performed in order towas performed in order toevaluate the remainin fati ue life for these structures for the new trafficevaluate the remainin fati ue life for these structures for the new traffic UIC conditions.UIC conditions.



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Example for bridge no. 28, km 125+323,25.Riveted structure.

.



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S an: 3 x 14 10 m + 1 x 13 90 mSt 37

2UIC mm/ N13,97max

Damage accumulation value: D = 0,98 !



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Traffic mixed Eurocode 1

Traintype

No. of trains / day Train weight[t]

Traffic volume[Mil. t/an]

12

1212

663530

2,902,30

4567

57128

510216014311035

,0,935,526,273,02

8 6 1035 2,27

67 4 95



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Solicitari din Tren Tip 1

600

500

300

400

s

[ d a

N / c m

2 ]

200

s

0

1 8 15 22 29 36 43 50 57 64 71 78 85 92 99 106 113 120 127 134 141 148 155 162 169 176 183 190 197 204 211



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400

300

350

200

250

s

[ d a

N / c m

2 ]

50

100

150

0

1 12 23 34 45 56 67 78 89 100 111 122 133 144 155 166 177 188 199 210 221 232 243 254 265 276 287 298 309 320 331 342



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350

250

300

150

200

s

[ d a

N / c m

2 ]

50

100

0

1 11 21 31 41 51 61 71 81 91 101 111 121 131 141 151 161 171 181 191 201 211 221 231 241 251 261 271 281 291 301



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350

250

300

150

200

s

[ d a

N / c m

2 ]

50

100

0

1 7 13 19 25 31 37 43 49 55 61 67 73 79 85 91 97 103 1 09 1 15 1 21 1 27 1 33 1 39 1 45 151 1 57 1 63 1 69 175 1 81 1 87



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600

400

500

300

s

[ d a

N / c m

2 ]

100

200

0

1 8 15 22 29 36 43 50 57 64 71 78 85 92 99 106 113 120 127 134 141 148 155 162 169 176 183 190 197 204 211 218



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600

500

300

400

s

[ d a

N / c m

2 ]

100

200

0

1 10 19 28 37 46 55 64 73 82 91 100 109 118 127 136 145 154 163 172 181 190 199 208 217 226 235 244 253 262 271



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600

500

300

400

s

[ d a

N / c m

2 ]

100

200

0

1 6 11 16 21 26 31 36 41 46 51 56 61 66 71 76 81 86 91 96 101 106 111 116 121 126 131 136 141 146 151 156 161



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600

500

300

400

s

[ d a

N / c m

2 ]

100

200

0

1 6 11 16 21 26 31 36 41 46 51 56 61 66 71 76 81 86 91 96 101 106 111 116 121 126 131 136



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Stress history

T1 T2 T3 T4 T5 T6 T7 T8 Total50 0 0 0 0 105 36 0 108 249

100 0 0 0 0 7 12 0 0 19

MAIN GIRDER (L/2) mixs

[daN/cm 2]

291

500

600

300

350

150 12 12 10 0 0 0 0 0 34175 0 108 0 0 0 0 0 0 108200 132 0 0 10 105 36 8 0 291250 12 0 65 60 0 0 0 12 149

249

400

a n g e

/ c m

2 ]

200

250

c l e s n

300 12 12 10 0 0 60 0 6 100350 0 12 0 0 0 60 8 0 80400 0 0 0 0 0 36 0 0 36450 0 0 0 0 0 0 88 6 94

94 9480

100108

200

300

S t r e s s

s

[ d a

100

150 N o .

o f c

475 12 0 0 0 0 0 0 0 12500 0 0 0 0 14 72 8 0 94

381.36 Total/day 1037s e [daN/cm2] =

1934

12

3620

0

100

1 2 3 4 5 6 7 8 9 10 11 12 13

0

50

No. of classified intervals



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e ma er a c arac er s cs a op ein the verifications

St 37 ;

y= 230 N/mm 2;= 2

C = 27 J for T= -20 C

u .

B = 10 mm (steel plates thickness)KKmatmat = 1528 N/mm= 1528 N/mm3/23/2 JJcritcrit == 20 N/mm20 N/mm

m = 3 and C = 3 x 10m = 3 and C = 3 x 10 --1212



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Crack model

Web

surainitiala

Fisura

initialacrack

crack

ng e

Flange



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Remaining fatigue lifeRemaining fatigue life - - RFLRFL

Case 1 Main Girder / lower flange middle span section (1/2 L):

a 0 = 2,00 mm=cr J Ic = 20 N/mmm = 3 i C = 3x10 -12

,,Case 2 Main Girder / web middle span section (1/2 L):

= ,a crit = 95 mmJ Ic = 20 N/mmm = 3 i C = 3x10 -12

N = 1N = 1 67676 000 c6 000 cyclesycles RFLRFL = 8,= 8,8989 yearsyears



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er e ec ser e ec s


dd ll d ld l


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er e ec ser e ec s


C S dC S d R il C iR il C i P d lP d l


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Decision:Decision:

The FM approach indicated a very short remaining fatigue life of

the bridges (aprox. 9 years).NOTE: The Railway Administration wants a guarantee for 48

years.

constructive point of view. Also the (direct) consolidation of riveted structures is complicated

and connected with high manufacturing costs.In this situation the replacement of the superstructures was

.


C St dC St d R il C iR il C i P d lP d l


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Decision:Decision:



years.



.




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Decision:Decision:



years.



.


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C2-2 Mecanica Ruperii - Aplicatie Poduri CF

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