composite bridge design

Date de proiectare

L 50m 70m 50m 170m [deschiderea podului]

hw 3m [inaltimea inimii]

tw 18mm [grosimea inimii]

buf 350mm tuf 35mm [dimensiuni talpa superioara]

bbf 950mm tbf 50mm [dimensiuni talpa inferioara]

B 13.50m [latimea suprastructurii]

ltrot 0.75m [latimea trotuarului]

lcale 12m [latimea caii rutiere]

hpl 30cm

As buf tuf hw tw bbf tbf 1.138 105 mm2Materiale utilizate

Beton C35/45

fck 35MPa cc 0.85 c 1.5 fcd ccfckc

19.833MPa

fcm fck 8MPa 43 MPa c 25kN

m3

Ecm 34GPa

Otel OL52

s 78.5kN

m3 fy 355MPa Es 210GPa

g0 1kNm

MUDL1 152.3m2 MUDL2 377.4m

2 MUDL3 235.1 m2

VUDL

17.5

35

0

m

1. Evaluarea actiunilor pe etape de executie

1.1 Etapa 1

Actiuni considerate - greutatea scheletului metalic

gsm hw tw buf tuf bbf tbf 78.5 kNm3

1.3 11.608 kNm

ME1 gsm MUDL1767.927

4380.93

2729.085

kN m VE1 gsm VUDL

203.143

406.287

0

kN

1.2 Etapa 2

Actiuni considerate - greutate predale pe reazemul central

Ac30cm 13.5 m

22.025 m2

gE2 Ac 25kN

m350.625

kNm

ME2 gE2

10.48

91.54

20.96

m2

0.531

4.634

1.061

MN m

1.3 Etapa 3

Actiuni considerate - greutate beton monolit(predale) pe deschiderile centrale

Ac30cm 13.5 m

22.025 m2

gE3 Ac 25kN

m350.625

kNm

ME3 gE2

122.74

353.86

146.14

m2

6.214

17.914

7.398

MN m

1.4 Etapa 4

Actiuni considerate - suprasarcini permanente

hidroizolatie + protectie+ straturi rutiere med 24kN

m3 hstrat 11cm hbord 25cm

g4.1 ltrot hbordlcale2

hstrat

med 20.34kNm

greutate trotuar si strate cale

g4.2 1kNm

greutate parapeti metalici

g4 g4.1 g4.2 21.34kNm

ME4 g4 MUDL3.25

8.054

5.017

MN m

1.5 Etapa 5

Actiuni considerate - Actiuni datorate convoiului de calcul LM1

M1kN_m

241

413

335.975

kN V1kN_m

7.5

37.62

5.226

kNm

M100kN_1.2m

2017

1279

2255

kN m V100kN_1.2m

114.5

199

97.93

kN

3.00

150k

N

150k

N

100k

N

100k

N

50 2.00 503.00

50 2.00 50

9.5kN/m 2.5kN/m 2.5kN/m

0.750.75

50kN

50kN

3.0050 2.00 50

3.00

1.00

0

1.18

8

0.93

8

0.81

3

0.56

3

0.43

8

0.18

8

3.000.750.75

0.87

5

TS1.1 1.188 TS1.2 0.938 UDL11.25 0.875( ) 3 m

23.188 m

TS2.1 0.813 TS2.2 0.563 UDL20.875 9.90 m

24.331 m

TS3.1 0.438 TS3.2 0.188

MTS M100kN_1.2m 1.5 TS1.1 TS1.2 TS2.1 TS2.2 0.5 TS3.1 TS3.2

MUDL. M1kN_m 9.5 UDL1 2.5UDL2 VTS V100kN_1.2m 1.5 TS1.1 TS1.2 TS2.1 TS2.2 VUDL. V1kN_m 9.5 UDL1 2.5UDL2

ME5 MTS MUDL.19.746

23.217

24.812

MN m

VE6 VTS VUDL.831.013

2454.97

661.888

kN

Calculul variatiei in timp a modulului de elasticitate al betonului

Ecm. t t0 Ecm1 cl t t0 =cl t t0 0 t0 c t t0 =0 t0 RH fcm t0 =RH 80%u 14.50m

h02Acu

279.31 mm

RH 11 RH

0.1

3 h0mm

1.306

fcm 16.8fcmMPa

t0 10.1 t0

0.2

H 1.5 1 0.012RH 100( )18 h0mm

250 869.903

c t t0 t t0H t t0

0 t0 RH fcm t0

cl t t0 0 t0 c t t0

Ecm. t t0 Ecm1 cl t t0

n0 EsEcm. 28 Ecm. 28 0( ) 34 GPa

Ecm. 28 1( ) 12.907 GPa

n0 0( ) 6.176 n0 0( ) 6.176

SECTIUNE CAMP MARGINAL

Alegerea caracteristicilor grinzilor metalice

Alegem

hw 2.9m tw 18mm Aw hw tw 52200 mm2

tuf 30mm buf 500mm Auf buf tuf 15000 mm2

235MPafy

0.819tbf 40mm bbf 950mm Abf bbf tbf 38000 mm2

As Aw Auf Abf 1.052 105 mm2

As 78.5kN

m38.258

1m

kN

Calculul latimii active a placii de beton L 50mLe 0.85 Lb0 150mm b1 2750mm b2 2000mm

be1 minLe8

b1

2.75mbe2 min

Le8

b2

2 m

1 min 0.55 0.025Lebe1

1

0.936 2 min 0.55 0.025Lebe2

1

1

ba b0 be1 1 be2 4.725 m

bech ban0

Pentru incarcari de scurta durata =0Pentru incarcari de lunga durata =1Pentru contractia betonului =0.5Stabilirea clasei de sectiuni pentru fazele in care lucreaza doar structura metalica

Se stabilieste clasa de sectiuni a inimii care da clasa de sectiuni a intregii grinzi

Calculul centrului de greutate al sectiunii (axa neutra)

Clasa c t( ) 3 ct

124if

2ct

83if

1ct

72if

4 otherwise

Clasahw3

tw

1Calculul eforturilor in inima pe sectiunea bruta

y

Aufhw2

tuf2

Abf

hw2

tbf2

Auf Abf Aw322.101 mm

bchw2

y 1.772 m bthw2

y 1.128 m

IF1.steelbuf tuf

312

Auf bctuf2

2

hw

3 tw12

Aw y2

bbf tbf3

12Abf bt

tbf2

2

0.14 m4

hs

0

bctuf2

bttbf2

0

1.787

1.148

m

MEd.F1 1.35ME112.387 MN m

F1

MEd.F1IF1.steel

hs0

30.47

19.572

MPa

Faza 2 - incarcarea cu predale a sectiunii de pe reazem

MEd.F2 1.35ME210.716 m MN

F2

MEd.F2IF1.steel

hs0

9.144

5.873

MPa

Faza 3 - Incarcarea cu predale/beton monmit a sectiunii din camp - Pe reazem se considera sectiune mixta - otel-beton hpl 0.3m

Calculul momentului capabil pentru sectiunea mixta

y Auf

hw2

tuf2

bech hpl

hw2

tufhpl2

Abf

hw2

tbf2

Auf Abf Aw bech hpl

bc hw2 y bt hw2

y

bt bc

k 7.81 6.26 9.78 2 0 1if23.9 1if5.98 1 2 1 if

p hw

tw

28.4 k

1 p 0.784ifp 0.188

p 2p 0.784if

1 incarcari de lunga duratay. y 0.562 m

bc. bc 0.888 mbt. bt 2.012 m 0.904bech. bech 29.04 cm

IF3buf tuf

312

Auf bc.tuf2

2

hw

3 tw12

Aw y.2

bbf tbf3

12Abf bt.

tbf2

2

bech. hpl

312

bech. hpl bc. tufhpl2

2

0.322 m4

WF3IF3

bt. tbf0.157 m3

MRd.F3 WF3 fy 54957.085 kN m

MEd.F3 ME316213.712m kN

hs

0

bc.tuf2

bt.tbf2

0

0.903

2.032

m

F3

MEd.F3IF1.steel

hs0

40.075

90.207

MPa

Faza 4 si faza 5 reprezinta incarcari de lunga durata deci =1

1 2.266y. y 0.562 mbc. bc 0.888 mbt. bt 2.012 mbech. bech 0.29m 0.904beff.w bc. 802.144 mm

be1.w 0.4 beff.w 320.858 mmbe2.w 0.6 beff.w 481.287 mm

IF4.mixbuf tuf

312

Auf bc.tuf2

2

hw

3 tw12

Aw y.2

bbf tbf3

12Abf bt.

tbf2

2

bech. hpl

312

bech. hpl bc. tuf 5cmhpl2

2

0.332 m

IF4.mix IF4.mix1 bc.3 tw

12 1 bc. tw be2.w 1 bc.2

2

0.331 m4

MEd.F4 1.35ME414387.611m kN

hs

bc. tuf 15cmn0

bc.tuf2

bt.tbf2

0.066

0.903

2.032

m

F4

MEd.F4IF4.mix

hs0.869

11.959

26.919

MPa

Faza 5 reprezinta actiuni de scurta durata deci consideram coeficientul =0

0y. y 1.016 mbc. bc 0.434 mbt. bt 2.466 m 1bech. bech 0.765 m

IF5buf tuf

312

Auf bc.tuf2

2

hw

3 tw12

Aw y.2

bbf tbf3

12Abf bt.

tbf2

2

bech. hpl

312


2

0.431 m4

MEd.F5 1.5ME5129.619m MN

hs

bc. tuf 15cmn0

bc.tuf2

bt.tbf2

0.099

0.449

2.486

m

F5

MEd.F5IF5

hs6.823

30.809

170.778

MPa

i 1 5

Fi

Fi7.692

122.457

313.35

MPa

SECTIUNE CAMP CENTRAL


Alegem



235MPafy

0.819tbf 55mm bbf 950mm Abf bbf tbf 52250 mm2


As 78.5kN

m39.832

1m

kN

Calculul latimii active a placii de beton L 70mLe 0.85 Lb0 150mm b1 2750mm b2 2000mm

be1 minLe8

b1

2.75mbe2 min

Le8

b2

2 m

1 min 0.55 0.025Lebe1

1

1 2 min 0.55 0.025Lebe2

1

1

ba b0 be1 1 be2 4.9 m

bech ban0




Clasa c t( ) 3 ct

124if

2ct

83if

1ct

72if

4 otherwise

Clasahw3

tw


y

Aufhw2

tuf2

Abf

hw2

tbf2


bchw2

y 1.891 m bthw2

y 1.009 m

IF1.steelbuf tuf

312

Auf bctuf2

2

hw

3 tw12

Aw y2

bbf tbf3

12Abf bt

tbf2

2

0.163 m4

hs

0

bctuf2

bttbf2

0

1.906

1.037

m

MEd.F1 1.35ME133.684 MN m

F1

MEd.F1IF1.steel

hs0

43.193

23.492

MPa


MEd.F2 1.35ME231.432 m MN

F2

MEd.F2IF1.steel

hs0

16.794

9.134

MPa



y Auf

hw2

tuf2

bech hpl

hw2

tufhpl2

Abf

hw2

tbf2

Auf Abf Aw bech hpl

bc hw2 y bt hw2

y

bt bc

k 7.81 6.26 9.78 2 0 1if23.9 1if5.98 1 2 1 if

p hw

tw

28.4 k

1 p 0.784ifp 0.188

p 2p 0.784if

1 incarcari de lunga duratay. y 0.427 mbc. bc 1.023 mbt. bt 1.877 m 0.88bech. bech 30.116 cm

IF3buf tuf

312

Auf bc.tuf2

2

hw

3 tw12

Aw y.2

bbf tbf3

12Abf bt.

tbf2

2

bech. hpl

312


2

0.388 m4

WF3IF3

bt. tbf0.201 m3

MRd.F3 WF3 fy 70355.535 kN m

MEd.F3 ME337398.337m kN

hs

0

bc.tuf2

bt.tbf2

0

1.038

1.904

m

F3

MEd.F3IF1.steel

hs0

47.242

86.668

MPa


1 1.835y. y 0.427 mbc. bc 1.023 mbt. bt 1.877 mbech. bech 0.301 m

0.88beff.w bc. 900.111 mmbe1.w 0.4 beff.w 360.045 mmbe2.w 0.6 beff.w 540.067 mm

IF4.mixbuf tuf

312

Auf bc.tuf2

2

hw

3 tw12

Aw y.2

bbf tbf3

12Abf bt.

tbf2

2

bech. hpl

312


2

0.399 m


12 1 bc. tw be2.w 1 bc.2

2

0.398 m4

MEd.F4 1.35ME436772.996m kN

hs

bc. tuf 15cmn0

bc.tuf2

bt.tbf2

0.074

1.038

1.904

m

F4

MEd.F4IF4.mix

hs1.257

17.651

32.381

MPa



IF5buf tuf

312

Auf bc.tuf2

2

hw

3 tw12

Aw y.2

bbf tbf3

12Abf bt.

tbf2

2

bech. hpl

312


2

0.534 m4

MEd.F5 1.5ME5337.217m MN

hs

bc. tuf 15cmn0

bc.tuf2

bt.tbf2

0.116

0.549

2.393

m

F5

MEd.F5IF5

hs8.059

38.275

166.847

MPa

i 1 5

Fi

Fi9.316

163.155

318.522

MPa

SECTIUNE REAZEM


Alegem



235MPafy

0.819tbf 100mm bbf 1250mm Abf bbf tbf 1.25 105 mm2


As 78.5kN

m318.102

1m

kN

Calculul latimii active a placii de betonLe 30mb0 150mm b1 2750mm b2 2000mm

be1 minLe8

b1

2.75mbe2 min

Le8

b2

2 m

1 min 0.55 0.025Lebe1

1

0.823 2 min 0.55 0.025Lebe2

1

0.925

ba b0 be1 1 be2 4.412 m

bech ban0




Clasa c t( ) 3 ct

124if

2ct

83if

1ct

72if

4 otherwise

Clasahw3

tw


y

Aufhw2

tuf2

Abf

hw2

tbf2


bchw2

y 1.901 m bthw2

y 0.929 m

IF1.steelbuf tuf

312

Auf bctuf2

2

hw

3 tw12

Aw y2

bbf tbf3

12Abf bt

tbf2

2

0.355 m4

hs

0

bctuf2

bttbf2

0

1.936

0.979

m

MEd.F1 1.35ME125.914 MN m

F1

MEd.F1IF1.steel

hs0

32.278

16.322

MPa


MEd.F2 1.35ME226.256 m MN

F2

MEd.F2IF1.steel

hs0

34.144

17.266

MPa



y Auf

hw2

tuf2

bech hpl

hw2

tufhpl2

Abf

hw2

tbf2

Auf Abf Aw bech hpl

bc hw2 y bt hw2

y

bt bc

k 7.81 6.26 9.78 2 0 1if23.9 1if5.98 1 2 1 if

p hw

tw

28.4 k

1 p 0.784ifp 0.188

p 2p 0.784if

1 incarcari de lunga duratay. y 0.067 mbc. bc 1.348 mbt. bt 1.482 m 0.71bech. bech 27.12 cm

IF3buf tuf

312

Auf bc.tuf2

2

hw

3 tw12

Aw y.2

bbf tbf3

12Abf bt.

tbf2

2

bech. hpl

312


2

0.626 m4

WF3IF3

bt. tbf0.396 m3

MRd.F3 WF3 fy 1.385 105 kN m

MEd.F3 ME3217914.162 m kN

hs

bc. tuf 15cm

bc.tuf2

bt.tbf2

1.568

1.383

1.532

m

F3

MEd.F3IF3

hs44.875

39.58

43.853

MPa AsF3 bech. 30 cm 81358.767 mm

2


1 1.1

y. y 0.067 mbc. bc 1.348 mbt. bt 1.482 mbech. bech 0.271 m 0.71beff.w bc. 957.467 mmbe1.w 0.4 beff.w 382.987 mmbe2.w 0.6 beff.w 574.48 mm

IF4.mixbuf tuf

312

Auf bc.tuf2

2

hw

3 tw12

Aw y.2

bbf tbf3

12Abf bt.

tbf2

2

bech. hpl

312


2

0.639 m


12 1 bc. tw be2.w 1 bc.2

2

0.633 m4

MEd.F4 1.35ME436772.996m kN

hs

bc. tuf 15cm

bc.tuf2

bt.tbf2

1.568

1.383

1.532

m

F4

MEd.F4IF4.mix

hs16.775

14.795

16.393

MPa AsF4 bech. 30 cm 81358.767 mm

2



IF5buf tuf

312

Auf bc.tuf2

2

hw

3 tw12

Aw y.2

bbf tbf3

12Abf bt.

tbf2

2

bech. hpl

312


2

0.88m4

MEd.F5 1.5ME5337.217m MN AsF5 bech. 30 cm 2.143 10

5 mm2

hs

bc. tuf 15cm

bc.tuf2

bt.tbf2

1.099

0.914

2.001

m

F5

MEd.F5IF5

hs46.484

38.662

84.599

MPa

i 1 5

F.i

Fi108.134

159.459

178.432

MPa

Fpci

Fi 1 AsFi 14978.284 kN

Fpc279kN 5 10.737

Fpcba 30 cm 90mm 21 mm( ) 11

11.496 MPa

ORIGIN 1

CALCULUL SE FACE PENTRU O GRINDA

M0 1

fy 350MPa

composite bridge design

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