Breviar Structuri DN71 - Sector faza SF

Review/Updating Feasibility Study for upgrading DN71 Baldana-Targoviste-Sinaia

km 0+000 - km 44+130 widening at 4 traffic lanes and km 51+041 km 109+905 2 traffic lanes road Structural calculation abstract Sector 1

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STRUCTURAL CALCULATION ABSTRACT

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






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Beams with large openings - Concrete C40/50




-

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 coeficient)

= 10-5 K-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 coeficient)

= 10-5 K-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:

- Clasa I - A13, S60

- Clasa E - A30, V80

- Gruparea 1 sau 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 1 km 0+000

- km 44+130:

5.1 Bridge on DN71 over stream Ilfovat at km 6+820 ..................................................................... 5

5.2 Bridge on DN71 over river Ilfov at km 8+726 ............................................................................ 8

5.3 Overpass on DN71 over railroad at km 10+350 ..................................................................... 14

5.4 Bridge on DN71 over stream at km 23+677 ........................................................................... 21

5.5 Bridge on DN71 over river Ilfov at km 23+906 ........................................................................ 25



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5.1 Bridge on DN71 over stream Ilfovat at km 6+820

A new bridge is proposed with an opening of 9.50m, simply supported beam static scheme

and a total length of 15.10m. The superstructure consists of 29 precast beams which are 10m long

and 52cm in height over which we pour Reinforced concrete plate. Its formed by a four -lane

carriageway of 3.50M each, the median of which is 1.60m 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 loaded 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

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

Axial Moment Characteristics Fiber

Unified effort Conditions

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

-1676 42.5

-198.7 0.1513 0.0038

Above plate 0.000 0

Above beam 2.561 < 2.657

C.G. strands -15.357 > -27

Below beam -18.270 > -27

CVASIPERMANENT




244 155

+25.5 +84.5

0.313 0.02044

Above plate -1.110 < 0

Above beam -10.276 < 0

C.G. strands -8.003 < 0

Below beam -7.634 < 0

CHARACTERISTIC GROUPING

Moment Characteristics Fiber


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

435.6 0.313 0.02044

Above plate -8.597 > -30

Above beam -12.436 > -30

C.G. strands -0.634 < 3.985

Below beam 1.286 < 3.985

FREQUENT GROUPING



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

294.85 0.313 0.02044

Above plate -6.178 < -1

Above beam -11.738 < -1

C.G. strands -3.015 < -1

Below beam -1.596 < -1



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UNFREQUENT GROUPING



[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

5.1.2 Superstructure cross section

Stage Moment 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.

5.1.3 Support bearings

For the maximum calculated reaction of 275 kN , neoprene bearings type 2 are proposed, with

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

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

5.1.4 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 < pconv 474 < 528 is verified



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5.2 Bridge on DN71 over river Ilfov at km 8+726

The bridge was built in 1984 and rated at Class E" according to STAS 3221-63. The total length of the bridge is 25.30m, one simply supported opening of 18.00m. Total width of the bridge is 11.20m, with the carriageway of 7.80m and 1.40m each for the two sidewalks. The bridge superstructure consists of eight prefabricated beams with adherent ropes, placed at 1.22m; the beams attach to the topper Reinforced concrete plate.

For the rehabilitation, it is proposed to widen to four lanes by adding 3 beams with a height of 93cm on both sides of the existing beams over which we pour the topper Reinforced concrete plate. It forms a four -lane roadway, every lane 3.50M, with a median of 1.60m and 1.40m wide sidewalks protected by guardrail H4b.



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5.2.1 Longitudinal superstructure

5.2.1.1 New prefabricated beams

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

all further results will be presented only for this one:


3672 kN x m, resulting in a total 22 beams needed TBP15 (7 5) from S1860







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TRANSFER


Stress Conditions


-3580 360

-1495 0.35 0.0385

Above plate 0.000 0

Above beam 1.637 < 2.456

C.G. strands -21.404 > -24

Below beam -23.909 > -24

CVASIPERMANENT


Stress Conditions


551

713

+210

+371

0.364 0.04102



C.G. strands -8.878 < 0




Stress Conditions

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

1437.1 0.364 0.04102


Above beam -8.401 > -24

C.G. strands 2.113 < 3.684

Below beam 3.348 < 3.684

FREQUENT GROUPING


Stress Conditions

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

903 0.364 0.04102


Above beam -7.432 < -1

C.G. strands -1.976 < -1


UNFREQUENT GROUPING


Stress Conditions

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

1150 0.364 0.04102

Above plate -7.23

Above beam -7.88

C.G. strands -0.085 < 2.456

Below beam 0.83 < 2.456



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5.2.1.2 Existing prefabricated beams

After the calculations made, the most loaded beam emerged as being beam 7 so all further

results will be presented only for this one. 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.


2970 kN x m, covered by the capable moment by the beam in collaboration with the thicker

plate calculated at 3010 kN xm


728 kN, covered by shear force capable of 785 kN able value, corresponding to the

reinforcing stirrups 8 from PC52 with 2 branches in the support area at 5cm , 20cm



AFTER REMOVAL OF PLATE AND ROAD STRUCTURES


Stress Conditions


-2431 -473 0.34 0.0379

Above plate 0.000 0

Above beam -0.363 < 2.247

C.G. strands -14.705 > -21

Below beam -17.08 > -21



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CVASIPERMANENT


Stress Conditions

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

527

+208 0.371 0.04211



C.G. strands -5.916 < 0




Stress Conditions

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

1104 0.371 0.04211


Above beam -7.203 > -21

C.G. strands 1.807 < 3.370

Below beam 3.299 < 3.370

FREQUENT GROUPING


Stress Conditions

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

726 0.371 0.04211


Above beam -6.724 < -1

C.G. strands -0.836 < -1

Below beam 0.139 < -1

UNFREQUENT GROUPING


Stress Conditions

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

883 0.371 0.04211

Above plate -5.365

Above beam -6.923

C.G. strands 0.262 < 2.247

Below beam 1.452 < 2.247

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.


For maximum calculated reaction of 785 kN , propose neoprene bearings, type 5 respectively

, with dimensions of 200x300x30mm , the load capacity of 900kN and horizontal deformation of

14.4mm .



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


N = 2400 kN

MB = 6126.5 kN x m

ML = 1147 kN x m

pef max = 491 kPa

pconv = 485 + CB + CD = 485 + 21 + 25 = 531 kPa

Verification criteria : pef max < pconv 491 < 531 to verify



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5.3 Overpass on DN71 over railroad at km 10+350

According to the expertise , there are no interventions necessary on the old structural frame.

They are designed only maintenance and rehabilitation of the carriageway.

There will be a new overpass parallel to the old one but offset due to obliquity of the railroad ,

with the same type of structure as the existing overpass. A continuous beam with three spans 45 +

60 + 45 m and a total length of 154.90m of the overpass. The superstructure consists of 4 new

metal beams in collaboration with a concrete slab plate , which enables a roadway of 7.80m and a

sidewalk on the outside. Metal beams rest on the Infrastructure through neoprene bearings . The

Infrastructures are comprised of two lamellar piles and two seat type abutments with indirect

foundation on large diameter drilled piles 1.50m. The piles are intended to have 8 pilots each with

25.00m in length in chess position and for the abutments, 3 pilots with length 29.00m ( 25.00m )

arranged linearly. The abutment pilots are embedded directly into the bearing seat . The pilots are

embedded in reinforced concrete thickness of 2.00m.



15/29


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

winding 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



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Enveloping shear system TS

The bending moment envelope system UDL

Enveloping UDL shear system



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

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

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 I [m4] CG [m] y [m] W [m3] C1 R2 C2

Bending Moment [kN x m]

0.0409 0.72

1695 -3685 2145

Effort on superior concrete plate

[N / mm2]

Effort on superior metal beam

2.00 -0.0320 -53.0 115.3 -67.1

Effort on inferior metal beam

0.00 0.0568 29.8 -64.9 37.8



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



0.1235 1.43

4615 -9875 5835


[N / mm2]

2.55 -0.1103 -1.7 3.7 -2.2

Effort on superior metal beam 2.00 -0.2167

-21.3 45.6 -26.9

Effort on inferior metal beam 0.00 0.0864

53.4 -104.3 67.6

Stage 3 - Traffic Loads



0.1734 1.85

7265 -7745 8390


[N / mm2]

2.55 -0.2477 -2.9 3.1 -3.4

Effort on superior metal beam 2.00 -1.1560

-6.3 6.7 -7.3

Effort on inferior metal beam 0.00 0.0937

77.5 -82.6 89.5

Maximum efforts computing SLU

Calculation section C1 R1 C2 Verification


[N / mm2]

-6 9 -8 Comp



19/29

Since the dimensionless factor = VEd/ VRd is 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.

5.3.2 Superstructure cross section

Stage

Moment Shear force

S1 S2 S1 S2

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

Concrete 9.5 14.2 13.0 19.3

CTP 6.2 2.4 10.0 3.9

Utile 3.4 104.6 4.5 373.5

SLU 25.8 163.6 37.1 535.6

For taking the bending moment reinforcement bars

14 BST 500S at 15cm are required.

Regarding shear force, it will be armed with stirrups

10 BST 500S at 30cm.


For the maximum calculated reaction on abutments of 1980 kN (R1), neoprene mobile

bearings type 22 are proposed, with dimensions of 550x650x129mm, the load capacity of 5300kN

and horizontal deformations up to 79.2mm.

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.

5.3.4 Expansion joints

Table displacement results in joints

Section R1

Temperature [cm] 18.33

Seismic [cm] 14.57

0.5xSeism+0.5x Temperature [cm] 16.45

Adopted [cm] 20.00

5.3.5 Infrastructure elevations

The calculation resulted that the most loaded elements of the Infrastructure are the piles.

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



20/29

joint elevation - foundation and has 26675 kN x m with a corresponding axial force 11520 kN,

resulting in a reinforcement bar 32 from BST 500S at 10 cm (corresponding to capable moment of

33130 kN x m with a corresponding axial force 10240 kN).

In the event of train impact

against the protective gear block

resulted a pile bending moment at the

base of a value of 9300 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).

5.3.6 Piles Verification

Calculation efforts:

Nr. crt. Calculation hypothesis sectional Effort

1. Maximum axial force Nmax = 6220 kN, Nmin= -440 kN

2. Maximum bending moment Mmax = 4500 kN x m, Ncor = 640 kN

3. The maximum shear force Vmax = 655 kN

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

obtain maximum lifting capacity of 7410 kN under compression (compared to 6220 kN maximum

effort ) , composed of 3650 kN and peak pressure of 3760 kN of mantle friction. Tensile load bearing

capacity of 1565 kN is calculated (compared to maximum tractive effort of 440 kN of the pilot).

5.3.6.2 For reinforcement 32 bars 28BST 500S were able to obtain a moment 4870 kN xm

(compared to 4500 kN xm when computing) with an axial force of 630 kN corresponding capable

(compared to axial force of 640kN computing).

5.3.6.3 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 655 kN). To mention that after the first 10.00m

, up to 20cm can be increased.



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5.4 Bridge on DN71 over stream at km 23+677

A new bridge is proposed with a span of 10m and a total length of 15.10m. The superstructure

consists of 29 precast beams 10m long and 52cm height over which we pour a topper of Reinforced

concrete plate. It forms a four -lane roadway, every lane is 3.50M , the median 1.60m and 1.40m

wide sidewalks protected by guardrail H4b. Infrastructures are massive reinforced concrete

abutments , with direct foundation.



22/29


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

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


1190 kN xm , resulting in a total 11 beams needed TBP15 (7 5) from S1860





TRANSFER


Stress Conditions


-1676 42.5

-198.7 0.1513 0.0038

Above plate 0.000 0

Above beam 2.561 < 2.657

C.G. strands -15.357 > -27

Below beam -18.270 > -27

CVASIPERMANENT


Stress Conditions


244

155

+25.5

+84.5

0.313 0.02044



C.G. strands -8.003 < 0




Stress Conditions

[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


Stress Conditions

[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


UNFREQUENT GROUPING


Stress Conditions

[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

5.4.2 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.


For the maximum calculated reaction of 275 kN , neoprene bearings type 2 are proposed, with

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

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



24/29


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


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 < pconv 474 < 528 to verify



25/29

5.5 Bridge on DN71 over river Ilfov at km 23+906

A new bridge is proposed in the opening frame with a solution of 23m and a total length of

34.90m. The framework consists of two abutments lamellar thickness of 1.00m and superstructure

consists of 15 precast beams of 23.00m in length and 93cm height over which we pour a topper of

Reinforced concrete plate. It forms a four -lane roadway with every lane 3.50M , median of 1.60m

and 1.40m wide sidewalks protected by guardrail H4b on the interior and on the exterior a

pedestrian guardrail. Lamellar piles with indirect foundation on 7 drilled piles with a large diameter

1.08m and length of 15.00m.



26/29


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

all further results will be presented only for this one:

Stage

Bending moment

[kN x m]

Axial

force

[kN]

Shear

force

[kN]

Diagram

Middle Ends

1.

Beam

s

578.6 0 0 100.6

2.

Plate 939 0 0 163.3



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3.

CTP 126.3 -191.1 -52.5 55.2

4.

Temp

Var

-393

706.2

Var

-393

706.2

Var

-270

270

0

5. TS 642.5 -613.1 -158.5 220.4

6.

UDL 263.3 -397.9 -108.7 115

7.

Oam 60.6 -91.5 -25 26.4

8.Seism 0

Var -160.8 160.8

Var 0

85.7

Var -14 14

SLU 4585 -2334 -60 920

5.5.1.1 Middle section

At the ultimate limit state, the maximum bending moment is highest in the middle and has a

value of 4585 kN xm , resulting in a total 28 strands TBP15 need (7 5 ) of S1860 ( with a

time of 4708 kN xm able)

At the service limit , considering a pulling force of 180kN revealed the following:



28/29

TRANSFER


Stress Conditions


-4085 578.6

-1611 0.35 0.0385

Above plate 0 0

Above beam -0.689 < 2.456

C.G. strands -20.95 > -24

Below beam -23.89 > -24

CVASIPERMANENT


Stress Conditions


551

939

+126.3

+371

0.364 0.04102



C.G. strands -7.498 < 0




Stress Conditions

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

966.4 0.364 0.04102


Above beam -11.98 > -24

C.G. strands -0.389 < 3.684

Below beam 1.292 < 3.684

FREQUENT GROUPING


Stress Conditions

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

611.4 0.364 0.04102


Above beam -11.335 < -1

C.G. strands -3.000 < -1


UNFREQUENT GROUP


Stress Conditions

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

773.1 0.364 0.04102

Above plate -5.047

Above beam -11.629

C.G. strands -1.811 < 2.456

Below beam -0.386 < 2.456



29/29

5.5.1.2 Bearing zone

The calculation was made on assumptions in a flat deformed state , considering a 1.20m

wide computing . At the last bending moment bearing section is negative and amounts to -

2334 kN xm , resulting in a 28 reinforcement bar of BST 500S to 10 cm ( corresponding to

a moment of 2497 kN xm)

At the last limit state , the maximum bearing shear force is 920 kN , resulting 12 stirrups

with 2 branches in the standing area at 10cm , 30cm respectively in the middle

5.5.2 Abutment elevation

The calculation was made on assumptions flat deformed state , considering a 1.20m width

calculation. The last limit state of the bending moment is maximum at the joint elevation-

foundation area and has a value of 2472 kN xm , resulting in a reinforcement bar of 28 BST

500S 28 to 10 cm ( corresponding to a moment of 2740kN x m)

5.5.3 Pile verification

Calculation efforts:

Nr. crt. Calculation hypothesis Sectional effort

1. Maximum axial force Nmax = 1940 kN

2. Maximum bending moment Mmax = 1470 kN x m, Ncor = 909 kN

3. The maximum shear force Vmax = 375 kN

5.5.3.1 For piles 1080mm with 15.00m sheet with a slab foundation level of 2.00m , to

obtain maximum lifting capacity of 2930 kN under compression (compared to 1940 kN maximum

effort ) , composed of 1057 kN and peak pressure of 1873 kN of mantle friction. Tensile load bearing

capacity of 780 kN is calculated.

5.5.3.2 For reinforcement 24 bars 28BST 500S were able to obtain a moment 2101 kN xm

(compared to 1470 when computing kN xm ) with an axial force of 891 kN corresponding capable

(compared to axial force of 909kN computing).

5.5.3.3 For Spiral reinforcement 10 BST 500S to step 10cm to obtain a shear force of 754

kN capable ( versus shear calculation with a value of 375 kN). To mention that after the first 5.00m ,

it can be increased up to 20cm.

Verified, Drafted,

ing. Strambu Stefan ing. Urdareanu Vlad

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Breviar Structuri DN71 - Sector faza SF