Breviar Structuri DN71 - Sector 2

7/25/2019 Breviar Structuri DN71 - Sector 2

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Revizuire/Actualizare Studiu de Fezabilitate pentru Modernizare DN71 Baldana-Targoviste-Sinaia

km 0+000 - km 44+130 largire la 4 benzi si km 51+041 km 109+905 drum la 2 benziBreviar de calcul structuri Sector 2

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1. INTRODUCTION

In developing the calculations, the Eurocodes and Romanian rules in force were taken

into consideration:

PD 165 Standard on structures and calculation of the highway with bridges and culverts

and precast superstructure cast

SR EN 1990:2004 Eurocode : Basis of Structural Design

SR EN 1991-1-1:2004 Eurocode 1 : Actions on structures / Part 1-1 : General actions -

specific weight , their weight , the payload for buildings and SR EN 1991-2 : 2004 Part 2:

traffic impact on bridges

SR EN 1992-1-1 Eurocode 2 : Design of concrete structures / Part 1-1 : General rules and

rules for buildings EN 1992-2 and SR : 2006 Part 2: Concrete bridges - Design and detailing

rules

SR EN 1992-2:2006 - Design of concrete structures / Part 2: Concrete Bridges. Design and

detailing rules

SR EN 1997-1:2004 Eurocode 7: Geotechnical design / Part 1: General

SR EN 1998-1:2004 Eurocode 8: Design of structures for earthquake resistance / Part 1 :

General rules , seismic actions and rules for buildings EN 1998-2 and SR : 2004 Part 2:

Bridges

STAS 2561/3-90 Terrain for foundation / PILES / General design

STAS 3221-86 Highway bridges . Convoys type and load classes

STAS 10111/2-87 Bridges railways and road / superstructure concrete, reinforced and

prestressed concrete / Design specifications

P100-1:2013 Seismic Design Code - Part I - Design provisions for buildings

2. MATERIALS

2.1 Existing structural elements

ruler and poles - concrete B400 mark - equivalent class C25/30- fck= 25 MPa (resistance to compression feature in MPa)

- fcd= 16.67 MPa (design compression resistance in MPa)

- E = 32000 MPa (the modulus of elasticity in MPa)

Metal Fittings PC52

- fyk= 355 MPa (flow limit feature of fittings for concrete in MPa)

- ftk= 520 MPa (Tensile strength characteristic of fittings for concrete in MPa)

- fyd = 308.7 MPA (Tensile strength calculation of reinforcement for concrete in

MPa)

- Es= 210 GPa (the modulus of elasticity in GPa)

2.2 Structural elements designed

Plate Slab finishing cast concrete beams with small- openings C35/45

- fck= 35 MPa (resistance to compression feature in MPa)



Beams with large openings - Concrete C40/50

- fck= 40 MPa (resistance to compression feature in MPa)


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-

Fittings BST 500S (C)

- fyk= 500 MPa (flow limit feature of fittings for concrete in MPa)

- ftk= 550 MPa (Tensile strength characteristic of fittings for concrete, in MPa)- fyd= 434 MPA (Tensile strength calculation of fittings for concrete in MPa)

- Es= 210 GPa (the modulus of elasticity in GPa)

Metal floor - Steel S355

- fyk= 355MPa (drip limit)

2.3 General characteristics of the material

For all concrete , these data are generated:

cu= 3.5 (specific deformation last in )

= 0.2 (Poisson coefficient)

= 10-5K-1(linear coefficient of thermal expansion, in K-1)

= 25 kN/m3(specific weight, in kN/m3)

Elastic modulus cross section is obtained Gb=0.4E

For these fittings the following data is general:

uk= 7.5 % (specific deformation last, in %)

= 0.3 (Poisson coefficient)

= 10-5K-1(linear coefficient of thermal expansion, in K-1)

= 78.5 kN/m3(specific weight, in kN/m3)

3. LOADS CONSIDERED

To determine the worst design situations for each structural element separately, were

considered the following types of requests were considered:

weight

Weight path, sidewalk , guardrail and other utilities

payload of convoys:

- Class I - A13, S60

- Class E - A30, V80

- Grouping 1 or 1.a LM1, LM2, LM4

thermal variations

hitting security barriers

loads that occur in the support elements of slopes or abutments:

- Earth pushing

- overload

Seismic load Ag = 0.3g , TC = 1.0S bridges located south of Targoviste ( to km 44 ) and TC

= 0.7s for the north


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4. Design assumptions

For all structural elements, state of efforts and deformations were determined for each load

considered. They were grouped using the principle of superposition effects , so you can check the

quality criteria of adequate strength and ultimate limit state , serviceability limit state or fatigue limit

state , where was the case. Next will be presented only the design situations that were conclusive

for the structural elements analyzed.

4.1 New superstructures

Phase calculations were carried out considering the time modifications of the physico -

mechanical properties of materials and the geometric calculation sections, which were sized by

fittings quantities required and were optimized with metal or concrete sections.

4.2 Old superstructures

Calculations were carried out for state of efforts and deformations to estimate reserves of

volumes of existing fittings, after which the effect of the designed works on the structural design was

calculated, which resulted in the additional volumes of fittings or steel.

4.3 Infrastructures

If elevations in both elevations and the foundations, the worst group proved to be the

earthquake, considering the final stage of the works. Regarding new works, they were consistently

sized, and the old ones bearing capacity was examined in relation to new efforts and, where

appropriate, consolidation building works were designed.


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5. STRUCTURAL DESIGN

This chapter will present structural dimensioning of the components of each bridge in part,

designed to implement safe work and building structures to associated class for Section 2 km

51+041 km 85+000:

5.1 Bridge on DN71 over stream at km 51+540 ............................................................................. 5

5.2 Bridge on DN71 over stream at km 55+787 ............................................................................. 9

5.3 Bridge on DN71 over Valea Dracului at km 62+839 ............................................................... 13

5.4 Bridge on DN71 over stream Bizdidel at km 63+894 .............................................................. 14

5.5 Bridge on DN71 over river Ialomita at km 68+605 ........................................................... ....... 17

5.7 Bridge on DN71 over river Ialomicioara at km 73+281 ........... ......................................... ....... 27

5.8 Bridge on DN71 over Valea Titei at km 79+563 ..................................................................... 32

5.9 Bridge on DN71 over Valea Gae at km 82+544 ..................................................................... 32

5.10 Bridge on DN71 over railroad at km 82+135 ........................................................................ 385.11 Bridge on DN71 over river Ialomita at km 82+544 ................................................................ 42

5.12 Bridge on DN71 over Valea Lupului at km 82+238 ............................................................... 46


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5.1 Bridge on DN71 over stream at km 51+540

It has an opening of 21m and a total length of 28.50m. The superstructure consists of precast

beams of 21.00m length and 1.03m height over which we pour Reinforced concrete plate over

concrete slab. They form a carriageway of 7.80m and 1.40m wide sidewalks protected by guardrail

H4b. Infrastructures are massive reinforced concrete abutments, with direct foundation.


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5.1.1 The superstructure in the longitudinal direction

Following the calculations made, the most solicited beam emerged as being the one on the

edge so all further results will be presented only for this one:

At the last limit state, the maximum bending moment is in the middle and has a value of

3785 kN x m, resulting in a total 21 beams needed TBP15 (7 5) from S1860 (a moment

capable of 3800kN x m)

At the last limit state, the maximum bearing shear force is on the support and has a value of

835 kN, resulting 10 stirrups with 2 branches in the support area at 15cm, 30cm

respectively in the middle (with a shear force capable of 940 kN maximum.)

At the service limit state , considering a pulling force of 190kN, the following resulted:


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TRANSFER

Axial Moment CharacteristicsFiber

Unified effort Conditions

[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

-3612514

-17430.3736 0.0505

Above plate 0.000 0

Above beam 1.013 < 2.456

C.G. strands -20.378 > -24

Below beam -22.558 > -24

CVASIPEMANENT




528721+306

+364.5

0.606 0.094

Above plate -2.163 < 0

Above beam -5.938 < 0

C.G. strands -8.102 < 0

Below beam -8.323 < 0

CHARACTERISTIC GROUPING

Moment CharacteristicsFiber

Unifiedeffort Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

1261 0.606 0.094

Above plate -7.870 > -30

Above beam -9.228 > -30

C.G. strands 1.159 < 3.684

Below beam 2.217 < 3.684

FREQUENT GROUPING



[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

775 0.606 0.094

Above plate -5.667 < -1

Above beam -7.958 < -1

C.G. strands -2.416 < -1

Below beam -1.851 < -1


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NON FREQUENT GROUPING



[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

1009 0.606 0.094

Above plate -6.728

Above beam -8.570

C.G. strands -0.693 < 2.456

Below beam -0.109 < 2.456

5.1.2 Support bearings

For the maximum calculated reaction of 835 kN , neoprene bearings type 5 are proposed, with

dimensions of 200x300x30mm, the load capacity of 900kN and horizontal deformations up to

14.4mm, respective 6 mobile with 200x300x41mm dimensions, bearing capacity of 900kN and

horizontal deformations of 21.6mm.

5.1.3 Infrastructures

5.1.3.1 Joint elevation-foundation

In the joint elevation foundation, the seismic grouping turned out to be the worst , with an

axial force of compression of 4950 kN and a bending moment to the value of 12 775 kN xm ,

resulting in a reinforcement with beams 22 BST 500S at 15 cm on all section edges.

5.1.3.2 Verification of foundation footing

For seismic group, which has been shown to be the worst, an oblique eccentric loading as follows

was obtained:

N = 8030 kN

MB= 29630 kN x m

ML= 29815 kN x m

pef max= 535 kPa

pconv

= 485 + CB+ C

D= 485 + 37 + 20 = 542 kPa

Verification criteria: pef max< pconv535 < 542 is verified


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5.2 Bridge on DN71 over stream at km 55+787

A new bridge is proposed with static scheme with simple support beams with an opening of

10.50m and a total length of 15.95m. The superstructure consists of 17 precast beams of 11.00m in

length and 52cm height over which we pour Reinforced concrete plate over concrete slab. They

form a roadway of 7.80m and 1.40m wide sidewalks protected by guardrail H4b. Infrastructures are

massive reinforced concrete abutments, with direct foundation.


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1190 kN xm , resulting in a total 11 beams needed TBP15 (7 5) from S1860 At the last limit state, the maximum bearing shear force is on the support and has a value of

275 kN, resulting 10 stirrups with 2 branches in the support area at 20cm , 30cm

respectively in the middle

At the service limit state , considering a pulling force of 170kN, the following resulted :

TRANSFER




-167642.5

-198.70.1513 0.0038

Above plate 0.000 0

Above beam 2.561 < 2.657

C.G. strands -15.357 > -27

Below beam -18.270 > -27

CVASIPEMANENT




244155+25.5

+84.5

0.313 0.02044



C.G. strands -8.003 < 0





[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

435.6 0.313 0.02044


Above beam -12.436 > -30

C.G. strands -0.634 < 3.985

Below beam 1.286 < 3.985


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FREQUENT GROUPING



[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

294.85 0.313 0.02044


Above beam -11.738 < -1

C.G. strands -3.015 < -1





[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

348.48 0.313 0.02044

Above plate-7.100

Above beam -12.004

C.G. strands -2.108 < 2.657

Below beam -0.498 < 2.657

5.2.2 Superstructure cross section

StageMoment Shear force

(kN x m) / m (kN) / m

Cement 5.3 7.15

CTP 4.6 7.6

Utile 2.1 4.5

SLU 16.2 26

Thanks to the resulting very low efforts (both bending moment,

and shear values negligible) the section will constructively

reinforce.



dimensions of 200x100x30mm , the load capacity of 300kN and horizontal deformations up to

14.4mm ( enough to take over deformations from temperature).


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5.2.4 Verification of foundation footing

For seismic group, which has been shown to be the worst, an oblique eccentric loading as

follows was obtained:

N = 3000 kN

MB= 7678 kN x m

ML= 1434 kN x m

pef max= 474 kPa

pconv= 485 + CB+ CD= 485 + 23 + 20 = 528 kPa

Verification criteria : pef max< pconv474 < 528 is verified


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5.3 Bridge on DN71 over Valea Dracului at km 62+839

The bridge was executed around 1966 and was rated at class E load , convoys A30 and V80

according to STAS 3221-63. Later the bridge was widened symmetrically with each 1,00m. The total

length of the bridge is 11,33m with an opening of 6,15m. Total width of the bridge is 11.20m , with a

carriageway of 7,80m without sidewalks and guardrails. Bridge superstructure is made of a

reinforced concrete slab and two perforated strips with a height of 0,52m and 7,60m length. Theworks designed have no significant changes in terms of structure or state resistance of structural

efforts.

Although the new work load resulting from intervention generated sectional efforts

approximately 70 % higher in all structural elements , these increases are not significant, resulting in

sections as reinforced constructively as like the other details or elements.


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5.4 Bridge on DN71 over stream Bizdidel at km 63+894The total length of the bridge is 81.05m with 4 Openings of 17,30m. Total width of the bridge

is 12.00m , with a carriageway of 8.40m and two sidewalks of 1,50m. Transversal slope of the

bridge is only one way. Transversely, the superstructure consists of 10 perforated strips , length

17,54m , height 0,80m with neoprene bearings and consoles cast of monolithic concrete pavement.

Abutments are massive concrete inverse walls and piles are lamellar rods for bearing strips

equipped with all the infrastructure being founded directly.

It is proposed to change the superstructure with one comprises 10 precast beams with

18.00m length and height of 72cm Reinforced concrete plate over concrete slab, to ensure a road of

8.40m and 1.50m each with two sidewalks.





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2716 kN xm , resulting in a total 20 beams needed TBP15 (7 5) from S1860, which

correspond to a capable moment of 2,840 kN xm


697 kN, resulting 10 stirrups with 2 branches in the support area at 10cm in bearing zone

(with a shear force of 956 kN capable ) 20/30cm respectively in the middle.


TRANSFER




-3680416

-11680.411 0.033

Above plate 0

Above beam 0.406 < 2.247

C.G. strands -15.704 > -21

Below beam -17.31 > -21


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CVASIPEMANENT




244 618+61.4+254.5

0.611 0.0665


Above beam -7.372 < 0C.G. strands -6.79 < 0





[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

916.5 0.611 0.0665


Above beam -10.817 > -21

C.G. strands -0.209 < 3.37

Below beam 0.848 < 3.37

FREQUENT GROUPING



[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

566.8 0.611 0.0665



C.G. strands -2.72 < -1





[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

733.2 0.611 0.0665


Above beam -10.128 > -21

C.G. strands -1.525 < 2.247

Below beam -0.668 < 2.247





horizontal deformations of 21.6mm


Among the total weight of the initial superstructure and the new one are differences of less

than 5% , so there are no significant differences between the efforts status of substructure works

designed before and after.


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5.5 Bridge on DN71 over river Ialomita at km 68+605

The total length of the bridge is 205.96m , with six openings of 31.85m. Total width of the

bridge is 10.05m , with a carriageway of 7.80m , and one sidewalk upstream of 1.50m. Bridge

superstructure consists of four prefabricated beams , prestressed to modular lengths of 31.88m and

1.80m height.

Its proposed to cast a Reinforced concrete plate over concrete slab ensuring the roadway7.80m and the upstream sidewalk 1.40m, resulting in a total width of 10.22m.

Elevation

5.5.1 Longitudinal superstructure


edge (number 4) so all further results will be presented only for this one:


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EFFORT STATE AFTER REMOVAL OF ROAD ELEMENTS

AxialMoment

Geometriccharacteristics Fiber



4480 -14820.62070.64830.9348

0.26750.28570.3692

Above plate 0.000 0

Above beam -7.821 < 2.657

C.G. strands -10.3698 > -27

Below beam -12.069 > -27

CVASIPEMANENT

Moment Geometriccharacteristics Fiber


[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

30952085

1.5601 1.1971



C.G. strands -5.027 < 0



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MomentGeometric

characteristics Fiber


[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

2120 1.5601 1.1971


Above beam -13.394 > -30C.G. strands -3.663 < 3.985

Below beam 2.824 < 3.985

FREQUENT GROUPING

MomentGeometric



[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

1272 1.5601 1.1971

Above plate -1.402 < -0.5

Above beam -13.190 < -0.5

C.G. strands -4.195 < -0.5

Below beam 0.483 < -0.5


MomentGeometric



[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

1696 1.5601 1.1971

Above plate -1.579

Above beam -13.297

C.G. strands -3.918 < 2.657

Below beam 2.335 < 2.657

From the above tables it may be noted that the beams do not check in with the convoy

calculation frequency grouping LM1, but with convoys A30 and V80. Consequently, the bridge was

raised only at the bridges load class E, as is otherwise foreseen to proceed in Euronorms in terms

of old structures.


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StageMoment Shear force

(kN x m) / m (kN) / m

Concrete 24 20CTP 18 14Utile 65 168.3SLU 145 273.1

At the last limit state, for taking the bending

moment, reinforcement bars 16 BST 500S at 15cm are

required to which correspond capable moment of 180 kN x

m. Similarly, for taking up the shear force, it will be armed

with stirrups 10 BST 500S at 50cm on both sides of the

plate.


Between the total weight of the initial superstructure and rehabilitated one, there are

differences of around 17 % , so there are no significant differences between the status of efforts in

infrastructure works before and after the designed ones.


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5.6 Bridge on DN71 over railroad at km 69+500

a new passage is proposed with static scheme of continuous beams of 40-60-40m

respectively 40-50-50-40m. The cross-section is mixed , consisting of a metal deck consists of 2

semi boxes height of 1.60m, with longitudinal and transverse supports and a concrete slab 25cm

and is bracketed over the top of the base of the metal boxes , in order to achieve cross slope of 5%.

Over concrete deck plate is made the carriageway , sidewalks and guardrails. We obtain a roadwayof 7.80m and 2 sidewalks of 1.40m which include spaces for mounting directional guardrails.

Infrastructures are made of 6 lamellar piles and two massive abutments with indirect

foundation on drilled piles with a large diameter 1.50m and length of 25.00m.


Next will be presented diagrams of the bending moment and shear force equal to a unit load

or winding moment and shearing for payloads:


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Bending moment diagrams of a force equal to unity

Shear force diagrams of a force equal to unity

The bending moment envelope system TS


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The bending moment envelope system UDL

According to the calculation made, the marginal beam emerged as the most solicited one so

that further results will be presented only for it in various sections from above (A-G) :


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5.6.1.1 Verification of bending moment

Next will be presented values of bending moments and normal sections of stresses on the

various stages of execution:

Stage 1 - Weight metal frame, plate over concrete slab, concrete shrinkage

Calculation section A B C D E F G

Bending Moment [kN x m] 1725 -5280 3545 2175 -4000 2060 -4125Effort on superior concreteplate

[N / mm2]Effort on superior metalbeam

-59.1 180.9 -121.5 -74.5 137.1 -70.6 141.4

Effort on inferior metalbeam

32.9 -100.7 67.6 41.5 -76.3 39.3 -78.7

Stage 2 - Elimination towers, concrete contraction phase 2, pathway - pavement - guardrail


Bending Moment [kN x m] 1725 -5276 3543 2175 -4000 2060 -4125

Effort on superior concrete

plate

[N / mm2]

-0.9 2.7 -1.8 -1.1 2.1 -1.1 2.1Effort on superior metalbeam

-12.1 36.9 -24.8 -15.2 28.0 -14.4 28.9


22.4 -68.6 46.1 28.3 -52.0 26.8 -53.6

Stage 3 - Traffic Loads


Bending Moment [kN x m] 6433 -7705 8286 6395 -6200 6760 -6520

Effort on superior concreteplate

[N / mm2]

-3.5 4.2 -4.5 -3.5 3.4 -3.7 3.6

Effort on superior metalbeam -11.1 13.3 -14.3 -11.0 10.7 -11.6 11.2


76.2 -91.2 98.1 75.7 -73.4 80.0 -77.2

Calculation section A B C D E F G Verification

Effort on superiorconcrete plate

[N /mm2]

-6 9 -9 -6 7 -6 8Comp


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5.6.1.2 Verification of shear force

Final stage efforts

Calculation section R1 R2 R3 R4 R5

Shear force calculation (VEd) [kN] 1640 2890 1730 2525 2525

Capable shear force (VRd) [kN] 4330 8660 4330 6490 6490

0.4 0.3 0.4 0.4 0.4

Since the dimensionless factor = VEd/ VRdis always kept below 0.5 its no longer necessary to

check the loss of stability of the heart by buckling or bending moment in combination with shear

force.


StageMoment Shear force(kN x m) / m (kN) / m

Cement 10.8 11.15CTP 7.7 10Utile 5.23 5SLU 32 35.3

For taking the bending moment reinforcement bars 12 BST

500S at 20cm are required.

Regarding shear force , given the very small efforts

resulted, the section will be constructively reinforced.

5.6.3 Support bearingsFor the maximum calculated reaction on abutments of 1637 kN (R1),respectively 1730 kN

(R3), neoprene mobile bearings type 14 are proposed, with dimensions of 300x500x81mm, the

load capacity of 2250kN and horizontal deformations up to 49.5mm..

For the maximum calculated reaction on piles of 5035 kN (R2), 4540 kN (R4) respective 4605

kN (R5), neoprene fixed bearings type 21 are proposed, with dimensions of 550x650x54mm, the

load capacity of 5300kN and horizontal deformations up to 29.7mm.


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5.6.4 Expansion joints

Table displacement results in joints

Section Abutment Pile

Temperature [cm] 2.88 17.28

Seismic [cm] 3.55 15.33

0.5xSeism+0.5x Temperature [cm] 3.22 16.31

Adopted [cm] 10.00 20.00

5.6.5 Substructure elevations

The calculation resulted that the most solicited element of the substructure is pile P4.

Therefore only these results will be presented. In group seismic bending moment is

maximum at joint elevation - foundation and has 15830 kN x m with a corresponding axial

force 6460 kN, resulting in a reinforcement bar 32 BST 500S at 10 cm (corresponding to

capable moment of 16300 kN x m with a corresponding axial force 6390 kN).

In the event of train impactagainst the protective gear block

resulted a pile bending moment at the

base of a value of 10236 kN xm. This

resulted in a vertical reinforcement

bars 20 BST 500S 15 cm around

the clock.

For uptaking the shear force, a

constructive reinforcement is

sufficient, as the concrete can take it

up almost fully (VRdc=3630 kN).

5.6.6 Piles Verification

Calculation efforts:

Nr. crt. Calculation hypothesis sectional Effort

1. Maximum axial force Nmax = 5830 kN, Nmin=-475 kN

2. Maximum bending moment Mmax = 4060 kN x m, Ncor= 560 kN

3. The maximum shear force Vmax = 580 kN

5.6.6.1 For piles 1500mm with 25.00m sheet with a slab foundation level of 2.00m , to

obtain maximum lifting capacity of 6820 kN under compression (compared to 5830 kN maximumeffort ) , composed of 3275 kN and peak pressure of 3545 kN of mantle friction. Tensile load bearing

capacity of 1470 kN is calculated (compared to maximum tractive effort of 475 kN of the pilot).

5.6.6.2 For reinforcement 32 bars 28BST 500S were able to obtain a moment 4480 kN xm

(compared to 4060 when computing kN xm ) with an axial force of 485 kN corresponding capable

(compared to axial force of 560kN computing).


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5.6.6.3 For Spiral reinforcement 10 BST 500S to step 10cm to obtain a shear force of 1720

kN capable ( versus shear calculation with a value of 580 kN). To mention that after the first 10.00m

, up to 20cm can be increased.

5.7 Bridge on DN71 over river Ialomicioara la km 73+281

It is proposed to change the superstructure keeping the static scheme of the continuous beamwith openings of 18.40m - 24.00m, 18.40m. Cross section consists of three reinforced concrete

beams with thick 55cm and 90cm in the bearing field , with heights of 2.20m , 2.30m respectively ,

with a plate of variable thickness averaging 35cm. Over the concrete deck plate is the carriageway,

sidewalks and guardrails . We obtain a roadway of 8.40m and sidewalks of 1.40m which include the

space for mounting the directional guardrails.


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Next will be presented diagrams of the bending moment and shear force equal to a unit load

or winding and shearing moment for payloads:

Bending moment diagrams of a force equal to unity

Shear force diagrams of a force equal to unity

The bending moment envelope system TS

Enveloping shear system TS


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The bending moment envelope system UDL + people

Enveloping UDL shear system + people

According to the calculation made, the marginal beam emerged as the most solicited one so

that further results will be presented only for it in various sections from above (R1, C1, R2, C2):


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5.7.1.1 Verification of bending moment

Next will be presented values of bending moments and normal sections of stresses:

Bending moments [kNm]

StageSection

C1 R1 C2

Beam 604.8 -1244.7 699.3

Plate + braces 828.8 -1705.7 958.3

CTP 414.4 -852.9 479.2

TS 2457.5 -1491.6 2607.5

UDL + people 1076.2 -1581.1 1231.7

SLU 7265.3 -9282.5 8067.5

To receive bending moments, reinforcements were provided as follows:Calculation section C1 R1 C2

Areas necessary reinforcement(mm2) 8000 11175 8890

Reinforcement beams BST500S 1032 2425 1232

Capable moment [kNm] 7303 9785 8759

5.7.1.2 Verification at shear force

Shear force [kN]

Stage

Section

R1 C1 R2 C2

Beam 180.9 86.4 324.0 0.0

Plate + braces 180.9 86.4 324.0 0.0

CTP 180.9 86.4 324.0 0.0

TS 671.8 387.2 688.4 329.1

UDL + people 257.7 137.7 399.8 115.4

SLU 1987.5 1058.5 2781.3 600.1

Withstanding shear forces, the following reinforcements were provided as follows :

Calculationsection

R1 C1 R2 C2

Reinforcementstirrups

BST 500S

2 stirrups12 at 20cm



It is notnecessary

Capable sheerforce[kN]

2375 1090 3165 657


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5.7.2 Cross section superstructure

Console platePlate between

beams

StageMoment

Shearforce

MomentShearforce

kN x m kN kN x m kNConcrete 122.4 76.5 42.9 52CTP 96.26 50.4 14.1 17.7Utile 242 200 165 100SLU 621.9 441.3 300 228.3

To attain the bending moment on the console, revealed the area of reinforcement required tobe 4806mm2. Reinforcement with beams was adopted 16 BST 500S at 15cm, an effective area of

4825mm2.

To attain the bending moment between beams, revealed the area of reinforcement required to

be 2267mm2. Reinforcement with beams was adopted 16 BST 500S at 15cm, an effective area of

4825mm2.

Due to the large thickness of the slab is not necessary to retrieve vertical shear reinforcement

, concrete strength is sufficient for taking such efforts.


For the maximum calculated reaction on abutments of 1987.5 kN (R1), neoprene mobile

bearings type 18 are proposed, with dimensions of 400x600x110mm, the load capacity of 3600kN

and horizontal deformations up to 69.3mm.

For the maximum calculated reaction on piles of 3545 kN (R2), , neoprene fixed bearings type

17 are proposed, with dimensions of 400x600x52mm, the load capacity of 3600kN and horizontal

deformations up to 29.7mm, respectively neoprene mobile bearings type 18 are proposed, with


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69.3mm.


In terms of weights and masses, significant differences between the old and the new

superstructure dont exist. Taking into account the fact that there is no intervention on resistanceelements of the infrastructure , it follows that their verification is not required.

5.8 Bridge on DN71 over Valea Titei at km 79+563

Not applicable because only the road elements and exterior surfaces degraded are being upgraded,

resistance structures are untouched.

5.9 Bridge on DN71 over Valea Gae at km 82+544

The bridge was dimensioned to Class E load ( convoys A30 and V80 ) ; according to STAS

3221-63. The total length of the bridge is 23,30m with a single opening of 17,30m. The total width is10,40m with a carriageway of 7,90m and 2 sidewalks of 1,00m, now fully covered. Bridgesuperstructure consists of four monobloc prestressed precast beams with collaboration betweenbeams achieved by the plate and three prestressed struts. Propping the superstructure is made withmetal bearings . Abutments are founded directly and have massive concrete elevations.

It is proposed to demolish the slab between beams, of consoles and struts for reuse of theexisting beams. 4 existing beams are remounted with a new beam with the same geometricalcharacteristics. The beams will thus have to 2.05m between axes on the new neoprene bearings. Inaddition, the execution is planned of tile Reinforced concrete plate over concrete slab allowing aroad of 8.40m and sidewalks 1.40m. To get to a better state of efforts in the final phase , the platewill be poured in 2 stages.


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5.9.1.1 Prefabricated new beam


5840 kN xm , resulting in a total 26 beams needed TBP15 (7 5) from S1860 (with a

capable moment 6130 kN x m).


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1197 kN, resulting 14 stirrups with 2 branches in the support area ( value of shear force

capable of 1436 kN) at 20cm , 30cm respectively in the middle.


TRANSFER


Stress Conditions


-4002387

-19750.3756 0.0674

Above plate 0.000 0

Above beam 1.369 < 2.456

C.G. strands -21.143 > -24

Below beam -23.236 > -24

CVASIPEMANENT

Axial Moment Characteristics

Fiber

Stress Conditions


596.8631

+1070+590

1.212 0.204



C.G. strands -8.276 < 0




Stress Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

1865 1.212 0.204

Above plate -7.636 > -26.67

Above beam -3.252 > -26.67C.G. strands 2.535 < 3.685

Below beam 3.587 < 3.685

FREQUENT GROUPING


Stress Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

1195 1.212 0.204



C.G. strands -1.577 < -1


INFREQUENT GROUPING


Stress Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

1495 1.212 0.204

Above plate -6.703

Above beam -3.193

C.G. strands 0.372 < 2.456

Below beam 1.021 < 2.456


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5.9.1.2 Prefabricated existing beams

The calculation made, the most solicited emerged as being beam 7 so that further results willbe presented only for it. All checks were made considering appropriate reinforcement strands

corresponding to class I of fissuring from the moment of execution of the structure ( 26 + 2 ) TBP

strands Type 12 (7 4 ) of S1860.


4960 kN x m, covered by the capable moment given by the beam in collaboration with the

thicker plate calculated at 5685 kN x m

At the last limit state , the maximum bearing shear force is 1047 kN , covered by the capable

shear force with value 1457 kN , corresponding to stirrup reinforcement 8 from PC52 with 2

branches in the support area at 5cm , 10,20cm respectively towards the middle.


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At the service limit state , considering a pulling force of 109kN, the following resulted

AFTER REMOVAL OF PLATE AND ROAD STRUCTURES


Stress Conditions

[kN] [kN x m] A [m2

] I [m4

] [N/mm2

] [N/mm2

]

-3590 -1435 0.3756 0.0675

Above plate 0.000 0

Above beam -0.127 < 2.247

C.G. strands -15.906 > -21

Below beam -17.854 > -21

CVASIPEMANENT


Stress Conditions

[kN x m] A [m2

] I [m4

] [N/mm2

] [N/mm2

]

1897 1.213 0.205



C.G. strands -7.755 < 0




Stress Conditions

[kN x m] A [m

2

] I [m

4

] [N/mm

2

] [N/mm

2

]

1415 1.213 0.205


Above beam -6.119 > -21

C.G. strands -0.875 < 3.370

Below beam 0.027 < 3.370

FREQUENT GROUPING


Stress Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

1061 1.213 0.205



C.G. strands -2.595 < -1



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INFREQUENT GROUPING


Stress Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

1132 1.213 0.205

Above plate -4.574

Above beam -6.073

C.G. strands -2.251 < 2.247

Below beam -1.592 < 2.247




of old structures.


For maximum calculated reaction of 1197 kN , propose neoprene bearings, fixed type9 respectively , with dimensions of 200x400x30mm , the load capacity of 1200kN and horizontal

deformation of 14.4mm, respectively tip 10 mobile, with dimensions of 200x400x63mm, the load

capacity of 1200kN and horizontal deformation of 36mm.


For seismic group , which has been shown to be the worst, an oblique eccentric loading as

follows was obtained:

N = 6420 kN

MB= 11000 kN x m

ML= 10995 kN x m

pef max= 513 kPa

pconv= 485 + CB+ CD= 485 + 23 + 20 = 528 kPa

Verification criteria: pef max< pconv513 < 528 to verify


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5.10 Overpass on DN71 over railroad at km 82+135

a new bridge is proposes static scheme by a simply supported beams with an opening of

11.50m and a total length of 17.10m. The superstructure consists of 17 precast beams of 12.00m in

length and 52cm height we pour Reinforced concrete plate over concrete slab. They form a

carriageway of 7.80m and two sidewalks 1.40m width protected by guardrail H4b. Infrastructures

are massive reinforced concrete abutment, with direct foundation.


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1620 kN xm , resulting in a total 16 beams needed TBP15 (7 5) from S1860 At the last limit state, the maximum bearing shear force is on the support and has a value of

307 kN, resulting 10 stirrups with 2 branches in the support area at 20cm , 30cm

respectively in the middle


TRANSFER


Stress Conditions


-243762.5

-242.30.1513 0.0038

Above plate 0.000 0

Above beam 0.075 < 2.657

C.G. strands -19.717 > -27

Below beam -23.894 > -27

CVASIPEMANENT


Stress Conditions


380

220

+37.5

+123.8

0.313 0.02044



C.G. strands -10.354 < 0


CHARACTERISTIC GROUPINGS


Stress Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

557.6 0.313 0.02044


Above beam -20.934 > -30

C.G. strands -1.533 < 3.985

Below beam 2.562 < 3.985


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FREQUENT GROUPINGS


Stress Conditions

[kN x m] A [m2

] I [m4

] [N/mm2

] [N/mm2

]

372.7 0.313 0.02044


Above beam -20.004 < -1

C.G. strands -4.458 < -1


INFREQUENT GROUPINGS


Stress Conditions

[kN x m] A [m

2

] I [m

4

] [N/mm

2

] [N/mm

2

]

446.1 0.313 0.02044

Above plate -9.223

Above beam -20.373

C.G. strands -3.297 < 2.657

Below beam 0.307 < 2.657

5.10.2 Cross section superstructure

Stage

Moment Shear force

(kN x m) / m (kN) / m

Concrete 5.3 7.15

CTP 4.6 7.6

Utile 2.1 4.5

SLU 16.2 26

Thanks to the efforts of very low results ( both bending moment ,

and shear values negligible ) will be armed constructively.



dimensions of 200x100x30mm , the load capacity of 300kN and horizontal deformations up to

14.4mm ( enough to take over deformations from temperature.)


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For seismic group , which has been shown to be the worst, an oblique eccentric loading as follows

was obtained:

N = 3000 kN

MB= 7678 kN x m

ML= 1434 kN x m

pef max= 474 kPa

pconv= 485 + CB+ CD= 485 + 23 + 20 = 528 kPa

Verification criteria: pef max< pconv474 < 528 to verify


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5.11 Bridge over DN71 over river Ialomita at km 82+544

The total length of the bridge is 141.20m , 4 openings of 28.50m. Total width of the bridge is

12.10m , with a carriageway of 8.80m , and two sidewalks 1.40m. Bridge superstructure consists of

five precast beams , prestressed to modular lengths of 29.00m and 1.80m height . It is proposed to

change the superstructure on the last opening.


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After the calculations made, the most solicited beam emerged as being the one on the edge

so all further results will be presented only for this one:

EFFORT STATE AT TRANSFER

AxialMoment

Geometriccalculations Fiber

StressConditions


-72031645-6003

0.646 0.2857

Above plate 0.000 0Above beam 1.336 < 2.657

C.G. strands -22.593 > -27

Below beam -24.379 > -27


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CVASIPEMANENT

Axial MomentGeometric

calculations FiberStress

Conditions[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

815369316571168

1.5601 1.1971

Above plate -1.942 < 0Above beam -9.344 < 0

C.G. strands -6.051 < 0



MomentGeometric


Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

3269 1.5601 1.1971


Above beam -10.507 > -30

C.G. strands 0.825 < 3.985

Below beam 1.671 < 3.985

FREQUENT GROUPING

MomentGeometric


Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

1922 1.5601 1.1971


Above beam -10.052 < -1

C.G. strands -1.862 < -1


INFREQUENT GROUPING

MomentGeometric


Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

2615 1.5601 1.1971

Above plate -4.217

Above beam -10.274

C.G. strands -0.55 < 2.657

Below beam 0.176 < 2.657




of old structures.


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StageMoment Shear Force

(kN x m) / m (kN) / m

Cement 24 20CTP 18 14Utile 65 168.3SLU 145 273.1

At the last limit state, for taking the bending moment

resulted that reinforcement bars 16 BST 500S at 15cm

are required to which correspond a capable moment of 180

kN x m . Similarly, regarding shear force, it will be armed

with stirrups 10 BST 500S at 50cm on both sides of the

plate.


Between the total weight of the initial superstructure and rehabilitated one, there are

differences of around 12 % , so there are no significant differences between the status of efforts in

infrastructure works before and after the designed ones.


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5.12 Bridge on DN71 over Valea Lupului at km 82+238

The total length of the bridge is 52.50m 3 simply supported openings of 15,00m. Total width of

the bridge is 12.20m , with a carriageway of 8.60m and two sidewalks of 1,50m. Transversal slope

of the bridge is only one way. Transversely the superstructure comprises 10 precast beams , length

15,00m , height 0,72m with neoprene bearings and sidewalk consoles cast of monolithic concrete.

Abutments are massive concrete turned walls and lamellar piles with rods for bearing strips, all the

infrastructure being founded directly.


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After the calculations made, the most solicited beam emerged as being the one on the edge

so all further results will be presented only for this one:


2716 kN x m, resulting in a total 20 beams needed TBP15 (7 5) from S1860 (a moment

capable of 2840 kN x m)


697 kN, resulting 10 stirrups with 2 branches in the support area at 10cm, 30cm

respectively in the middle (with a shear force capable of 956 kN maximum.)



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TRANSFER


Stress Conditions


-3680

416

-1168 0.411 0.033

Above plate 0

Above beam 0.406 < 2.247

C.G. strands -15.704 > -21Below beam -17.31 > -21

CVASIPEMANENT


Stress Conditions


244618

+61.4+254.5

0.611 0.0665



C.G. strands -6.79 < 0




Stress Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

916.5 0.611 0.0665


Above beam -10.817 > -21

C.G. strands -0.209 < 3.37

Below beam 0.848 < 3.37

FREQUENT GROUPING


Stress Conditions

[kN x m] A [m2

] I [m4

] [N/mm2

] [N/mm2

]

566.8 0.611 0.0665



C.G. strands -2.72 < -1


INFREQUENT GROUPING


Stress Conditions

[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]

733.2 0.611 0.0665


Above beam -10.128 > -21

C.G. strands -1.525 < 2.247

Below beam -0.668 < 2.247

5.12.2 Bearing structures


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horizontal deformations of 21.6mm.

5.12.3 InfrastructuresAmong the total weight of the initial superstructure and the new one are differences of less

than 5% , so there are no significant differences between the efforts status of substructure works

designed before and after.

Verified, Drafted,

ing. Strambu Stefan ing. Urdareanu Vlad

Date post:	25-Feb-2018
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Breviar Structuri DN71 - Sector 2

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