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7/25/2019 Breviar Structuri DN71 - Sector 2
1/49
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
1/49
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)
- fcd= 23.33 MPa (design compression resistance in MPa)
- E = 34000 MPa (the modulus of elasticity in MPa)
Beams with large openings - Concrete C40/50
- fck= 40 MPa (resistance to compression feature in MPa)
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- fcd= 26.67 MPa (design compression resistance in MPa)
- E = 35000 MPa (the modulus of elasticity in MPa)
-
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
Axial Moment CharacteristicsFiber
Unified effort Conditions
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
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
Moment CharacteristicsFiber
Unifiedeffort Conditions
[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
Moment CharacteristicsFiber
Unifiedeffort Conditions
[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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5.2.1 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
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 CharacteristicsFiber
Unified effort Conditions
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
-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
Axial Moment CharacteristicsFiber
Unified effort Conditions
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
244155+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 CharacteristicsFiber
Unifiedeffort Conditions
[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
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FREQUENT GROUPING
Moment CharacteristicsFiber
Unifiedeffort Conditions
[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
NON FREQUENT GROUPING
Moment CharacteristicsFiber
Unifiedeffort 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
5.2.2 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.
5.2.3 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).
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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.
5.4.1 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:
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At the last limit state, the maximum bending moment is in the middle and has a value of
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
At the last limit state, the maximum bearing shear force is on the support and has a value of
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.
At the service limit state , considering a pulling force of 205kN, the following resulted:
TRANSFER
Axial Moment CharacteristicsFiber
Unified effort Conditions
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
-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
Axial Moment CharacteristicsFiber
Unified effort Conditions
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
244 618+61.4+254.5
0.611 0.0665
Above plate -1.171 < 0
Above beam -7.372 < 0C.G. strands -6.79 < 0
Below beam -6.732 < 0
CHARACTERISTIC GROUPING
Moment CharacteristicsFiber
Unifiedeffort Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
916.5 0.611 0.0665
Above plate -7.096 > -21
Above beam -10.817 > -21
C.G. strands -0.209 < 3.37
Below beam 0.848 < 3.37
FREQUENT GROUPING
Moment CharacteristicsFiber
Unifiedeffort Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
566.8 0.611 0.0665
Above plate -4.835 < -1
Above beam -9.503 < -1
C.G. strands -2.72 < -1
Below beam -2.044 < -1
NON FREQUENT GROUPING
Moment CharacteristicsFiber
Unifiedeffort Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
733.2 0.611 0.0665
Above plate -5.911 > -21
Above beam -10.128 > -21
C.G. strands -1.525 < 2.247
Below beam -0.668 < 2.247
5.4.2 Support bearings
For the maximum calculated reaction of 697 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
5.4.3 Infrastructures
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
Following the calculations made, the most solicited beam emerged as being the one on the
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
Unifiedeffort Conditions
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
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
Unifiedeffort Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
30952085
1.5601 1.1971
Above plate -0.871 < 0
Above beam -12.872 < 0
C.G. strands -5.027 < 0
Below beam -0.103 < 0
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CHARACTERISTIC GROUPING
MomentGeometric
characteristics Fiber
Unifiedeffort Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
2120 1.5601 1.1971
Above plate -1.742 > -30
Above beam -13.394 > -30C.G. strands -3.663 < 3.985
Below beam 2.824 < 3.985
FREQUENT GROUPING
MomentGeometric
characteristics Fiber
Unifiedeffort Conditions
[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
NON FREQUENT GROUPING
MomentGeometric
characteristics Fiber
Unifiedeffort Conditions
[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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5.5.2 Superstructure cross section
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.
5.5.3 Infrastructures
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.
5.6.1 Longitudinal superstructure
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
Calculation section A B C D E F G
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
Effort on inferior metalbeam
22.4 -68.6 46.1 28.3 -52.0 26.8 -53.6
Stage 3 - Traffic Loads
Calculation section A B C D E F G
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
Effort on inferior metalbeam
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.
5.6.2 Superstructure cross section
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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5.7.1 Longitudinal superstructure
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
2 stirrups10 at 30cm
2 stirrups12 at 15cm
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.
5.7.3 Support bearings
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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dimensions of 400x600x110mm, the load capacity of 3600kN and horizontal deformations up to
69.3mm.
5.7.4 Infrastructures
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 Longitudinal superstructure
5.9.1.1 Prefabricated new beam
At the last limit state, the maximum bending moment is in the middle and has a value of
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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At the last limit state, the maximum bearing shear force is on the support and has a value of
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.
At the service limit state , considering a pulling force of 160kN, the following resulted:
TRANSFER
Axial Moment CharacteristicsFiber
Stress Conditions
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
-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
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
596.8631
+1070+590
1.212 0.204
Above plate -2.971 < 0
Above beam -2.960 < 0
C.G. strands -8.276 < 0
Below beam -9.242 < 0
CHARACTERISTIC GROUPING
Moment CharacteristicsFiber
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
Moment CharacteristicsFiber
Stress Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
1195 1.212 0.204
Above plate -5.862 < -1
Above beam -3.141 < -1
C.G. strands -1.577 < -1
Below beam -1.293 < -1
INFREQUENT GROUPING
Moment CharacteristicsFiber
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.
At the last limit state, the maximum bending moment is in the middle and has a value of
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
Axial Moment CharacteristicsFiber
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
Moment CharacteristicsFiber
Stress Conditions
[kN x m] A [m2
] I [m4
] [N/mm2
] [N/mm2
]
1897 1.213 0.205
Above plate -2.364 < 0
Above beam -5.933 < 0
C.G. strands -7.755 < 0
Below beam -8.068 < 0
CHARACTERISTIC GROUPING
Moment CharacteristicsFiber
Stress Conditions
[kN x m] A [m
2
] I [m
4
] [N/mm
2
] [N/mm
2
]
1415 1.213 0.205
Above plate -5.310 > -21
Above beam -6.119 > -21
C.G. strands -0.875 < 3.370
Below beam 0.027 < 3.370
FREQUENT GROUPING
Moment CharacteristicsFiber
Stress Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
1061 1.213 0.205
Above plate -4.574 < -1
Above beam -6.073 < -1
C.G. strands -2.595 < -1
Below beam -1.997 < -1
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INFREQUENT GROUPING
Moment CharacteristicsFiber
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
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.
5.9.2 Support bearings
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.
5.9.3 Verification of foundation footing
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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5.10.1 Longitudinal superstructure
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
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
At the service limit state , considering a pulling force of 170kN, the following resulted:
TRANSFER
Axial Moment CharacteristicsFiber
Stress Conditions
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
-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
Axial Moment CharacteristicsFiber
Stress Conditions
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
380
220
+37.5
+123.8
0.313 0.02044
Above plate -1.566 < 0
Above beam -18.131 < 0
C.G. strands -10.354 < 0
Below beam -8.713 < 0
CHARACTERISTIC GROUPINGS
Moment CharacteristicsFiber
Stress Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
557.6 0.313 0.02044
Above plate -11.137 > -30
Above beam -20.934 > -30
C.G. strands -1.533 < 3.985
Below beam 2.562 < 3.985
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FREQUENT GROUPINGS
Moment CharacteristicsFiber
Stress Conditions
[kN x m] A [m2
] I [m4
] [N/mm2
] [N/mm2
]
372.7 0.313 0.02044
Above plate -7.964 < -1
Above beam -20.004 < -1
C.G. strands -4.458 < -1
Below beam -1.177 < -1
INFREQUENT GROUPINGS
Moment CharacteristicsFiber
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.
5.10.3 Support bearings
For the maximum calculated reaction of 297 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.)
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5.10.4 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 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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5.11.1 Longitudinal superstructure
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
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
-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
Below beam -5.805 < 0
CHARACTERISTIC GROUPING
MomentGeometric
calculations FiberStress
Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
3269 1.5601 1.1971
Above plate -4.786 > -30
Above beam -10.507 > -30
C.G. strands 0.825 < 3.985
Below beam 1.671 < 3.985
FREQUENT GROUPING
MomentGeometric
calculations FiberStress
Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
1922 1.5601 1.1971
Above plate -3.674 < -1
Above beam -10.052 < -1
C.G. strands -1.862 < -1
Below beam -1.251 < -1
INFREQUENT GROUPING
MomentGeometric
calculations FiberStress
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
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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5.11.2 Superstructure cross section
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.
5.11.3 Infrastructures
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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5.12.1 Longitudinal superstructure
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:
At the last limit state, the maximum bending moment is in the middle and has a value of
2716 kN x m, resulting in a total 20 beams needed TBP15 (7 5) from S1860 (a moment
capable of 2840 kN x m)
At the last limit state, the maximum bearing shear force is on the support and has a value of
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.)
At the service limit state , considering a pulling force of 205kN, the following resulted:
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TRANSFER
Axial Moment CharacteristicsFiber
Stress Conditions
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
-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
Axial Moment CharacteristicsFiber
Stress Conditions
[kN] [kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
244618
+61.4+254.5
0.611 0.0665
Above plate -1.171 < 0
Above beam -7.372 < 0
C.G. strands -6.79 < 0
Below beam -6.732 < 0
CHARACTERISTIC GROUPING
Moment CharacteristicsFiber
Stress Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
916.5 0.611 0.0665
Above plate -7.096 > -21
Above beam -10.817 > -21
C.G. strands -0.209 < 3.37
Below beam 0.848 < 3.37
FREQUENT GROUPING
Moment CharacteristicsFiber
Stress Conditions
[kN x m] A [m2
] I [m4
] [N/mm2
] [N/mm2
]
566.8 0.611 0.0665
Above plate -4.835 < -1
Above beam -9.503 < -1
C.G. strands -2.72 < -1
Below beam -2.044 < -1
INFREQUENT GROUPING
Moment CharacteristicsFiber
Stress Conditions
[kN x m] A [m2] I [m4] [N/mm2] [N/mm2]
733.2 0.611 0.0665
Above plate -5.911 > -21
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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For the maximum calculated reaction of 651 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.
5.12.3 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